20030489 Ver 1_COMPLETE FILE_20030502

State of North Carolina
Department of Environment .
and Natural Resources
Raleigh Regional Office
Michael F. Easley, Governor NCDENR
Wiiliam G: Ross, Jr.-Secreta?/ "°'?TM*-?°v"'rD?""E"r° ---
' J ENVIRONMENT AND NATURAL RESOURCES
Alan W. Klimek, P.E. Director
February 14, 20032
Mr. Max Barbour
Real Estate Development
Post Office Box 97397
Raleigh, N.C. 27624-7397
WETLANDS/ 401 GROUP
WATER QUALITY SECTION
Subject: Application of Neuse Buffer Rules
Vested Rights Opinion
Raleigh International Business Park, Highway 64
New Hope Road, Raleigh
Wake County
Dear Mr. Barbour:
This letter is to inform you that the Environmental Division of the North Carolina Department of Justice
(Attorney's General Office)has completed its review of your request for a vested right determination for the
subject property from the Neuse Buffer Rules (15A NCAC 02B .0233) The information that you have
submitted requesting a determination of whether the Neuse Buffer Rules apply to the project commonly
known as Raleigh International Business Park has been reviewed by the Attorney's General Office.
House Bill 1402 specifically exempted property with existing vested rights from the application of the Neuse
Buffer Rules. The determination of whether vested rights exist depends on the application of the common
law vested rights criteria which are as follows:
1. Substantial expenditures and contractual obligations which occurred prior to the enactment
of the law;
2. Expenditures and obligations incurred in good faith;
3. Expenditures and obligations were made in reasonable reliance upon governmental
permits and/or approvals; and,
4. Detriment would result with application of the law.
Based on the AG's opinion, it appears that the Raleigh International Business Park meets the requirements
for common law vested rights. First, according to the materials submitted, the developers made substantial
expenditures on the infrastructure of the project prior to the imposition of the Neuse Buffer Rules. Second,
the developers acted in good faith as the received approval of the project from the City of Raleigh prior to
the effective date of the Neuse Buffer Rules. Third, the developers relied upon governmental permission
as the project was exempt from 401/404 Water Quality Certification since the project was under the
threshold requirements for impacts. Fourth and finally, imposition of the Neuse Buffer Rules will cause the
developers to suffer a detriment as they will incur substantial costs.
Since it appears that the developer meets the four criteria of common law vested rights, the Raleigh Regional
Office of the Division of Water Quality will not impose the requirements of the Neuse Buffer Rules on the
1628 Mail Service Center, Raleigh, NC 27699-1628 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/10% post-corsauner pape

Raleigh Intemational Business Park for the development plans proposed prior to the enactment of the Neuse
Buffer Rule. The proposed activities will not have to comply with the requirements of the riparian rule as
long as there are no new or additional impacts. If you have any questions or comments, please contact me
at 919-571-4700.
Steve Mitchell
Environmental Scientist
cc: Attorney General's Office
Planning Branch
John Domey
nbrlet. for/neuse.buf/ralbuspk
?DF W A T ?RQ
?O
?? r
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
October 22, 2003
Glen and Lillian Partin
7607 Astoria Place
Raleigh, NC 27624
Dear Mr. and Mrs. Partin:
Subject: Raleigh International Business Park/New Bern Commons
DWQ Project No. 030489
Wake County
This Office is in receipt of the plans dated August 8, 2003, revised August 12, 2003, and revised again
September 23 2003 for the two extended wet detention basins followed by level spreaders with forested filter
strips at the subject facility prepared on your behalf by Piedmont Land Design and submitted to the Division on
September 26, 2003. Staff from the Wetlands Unit reviewed the plans and found them acceptable as long as
the discharge at outlet no. 40 at velocities will not destabilize the downstream channel. 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].
I R. Do e y
ands Unit S erv' or
cc: Raleigh Regional Office
Todd St. John
Mr. Ron Hendricks, PE, PLD, 8366-104 Six Forks Road, Raleigh, NC 27615
City of Raleigh Inspections, 222 West Hargett Street, Raleigh NC 27602
File
North Carolina Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
919-733-1786 (phone), 919-733-6893 (fax), http://h2o.enr.state.nc.us/ncwetiands/
W A T ?RQG
r
o = -mac
Mich
William G. Ross, Jr.,
Department of Environment and Natural RL
Alan W. Klimek, P.E., L
Division of Water G
August 12, 2003
Glen and Lillian Partin
7607 Astoria Place
Raleigh, NC 27624
Dear Mr. and Mrs. Partin:
Subject: Raleigh International Business Park/New Bern Commons
DWQ Project No. 030489
Wake County
This Office is in receipt of the plans dated August 8, 2003 and revised August 12, 2003 (by email) for
the two extended wet detention basins followed by level spreaders with forested filter strips at the subject
facility prepared on your behalf by Piedmont Land Design and submitted to the Division on August 12, 2003.
Staff from the Wetlands Unit reviewed the plans and found them acceptable as long as the offsite
stormwater/stream that currently enters the site at junction box no. 26 is bypassed through the site, is
not combined with the onsite stormwater, and is discharged at or near the outlet no. 40 at velocities
that will not destabilize the downstream channel. (The 3.11 acres that drains from offsite into #49 and #54A
does not need to be bypassed.) 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].
6 pe isor
cc: Raleigh Regional Office
Todd St. John
Mr. Ron Hendricks, PE, PLD, 8366-104 Six Forks Road, Raleigh, NC 27615
City of Raleigh Inspections, 222 West Hargett Street, Raleigh NC 27602
File
North Carolina Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
919-733-1786 (phone), 919-733-6893 (fax), http://h2o.enr.state.nc.us/ncweUands/
OO? WA
N T ?RQG
> ow
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
August 12, 2003
Glen and Lillian Partin
7607 Astoria Place
Raleigh, NC 27624
Subject: Raleigh International Business Park/New Bern Commons
DWQ Project No. 030489
Wake County
Dear Mr. and Mrs. Partin:
This Office is in receipt of the plans dated August 8, 2003 and revised August 12, 2003 (by email) for
the two extended wet detention basins followed by level spreaders with forested filter strips at the subject
facility prepared on your behalf by Piedmont Land Design and submitted to the Division on August 12, 2003.
Staff from the Wetlands Unit reviewed the plans and found them acceptable as long as the offsite
stormwater/stream that currently enters the site at junction box no. 26 is bypassed through the site, is
not combined with the onsite stormwater, and is discharged at or near the outlet no. 40. (The 3.11 acres
that drains from offsite into #49 and #54A does not need to be bypassed.) Please note that thi approval is for
water quality purposes only and shall not be construed as an approval of the design for dam/o?tlet structure
integrity, Dam Safety, public safety, or flood attenuation purposes. 1'
If you have any questions regarding this matter, please contact Mr. Todd St. John at [phone].
Sincerely,
John R. Dorney
Wetlands Unit Supervisor
cc: Raleigh Regional Office
Todd St. John
Mr. Ron Hendricks, PE, PLD, 8366-104 Six Forks Road, Raleigh, NC 27615
City of Raleigh Inspections, 222 West Hargett Street, Raleigh NC 27602
File

North Carolina Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
919-733-1786 (phone), 919-733-6893 (fax), http://h2o.enr.state.nc.us/ncwetlands/
? ?2
O?O? I NA
T ?RQG
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
August 12, 2003
To: John Dorney
From: Todd St. John
Re: Raleigh International Business Park
DWQ# 030489
Wake County
reviewed the plans and noticed that the designer had combined offsite stream and onsite stormwater and then proposed
to split the flow proportionally to the drainage areas (sort of). I have never seen this proposed before and so no potential
benefits to water quality to allow them to do so, although I did notice some downsides including the fact that the splitter
could foul without any noticeable affect resulting in complete bypass of pond 2, and the fact that they do not control the
offsite drainage to name two potential problems. The designer and developer agreed to provide the bypass of the stream
with the understanding that we may not approve any design changes in the future.
When the bypass is provided, I determined that pond 2 will be receiving more stormwater than the calculations indicate;
however, conservatively, the pond should be very close to the proper size (1.3% undersized based on an overall
impervious area of 83.6%). 1 recommend that we approve the plans with the caveat as proposed and cc the City on the
approval.
J

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/
IJ111 Piedmont LandDesign,LLP
IJ 8366-104 Six Forks Road • Raleigh, NC 27615 • [phone] • Fax: [phone]
TRANSMITTAL
f? .r=te

DATE September 26, 2003 -?
TO NCDENR ,
DWQ - Wetlands/401 Unit

ATTENTION Todd St. John
REFERENCE DWQ Project No. 03-0489
COPIES DESCRIPTION
2 Stormwater Management Plan ? FOR YOUR REVIEW
1 Letter ? FOR YOUR COMMENT
? FOR YOUR APPROVAL
? FOR YOUR USE

COMMENTS

Please call if y ou have any questions.

Thanks,

FROM
COPY
Ron Hendricks
JOB CODE RIBPCW
Civil Engineers • Landscape Architects • Land Planners
PLD Piedmont Land Design, LLP
8366-104 Six Forks Road • Raleigh, NC 27615 • [phone] • Fax: [phone]
September 26, 2003
North Carolina Division of Water Quality, Wetlands/401 Unit
1650 Mail Service Center
Raleigh, North Carolina 27699-1650
Attention: Todd St. John
Reference: Raleigh International Business Park
DWQ Project No. 03-0489
Dear Mr. St. John:
Enclosed are two copies of the revised site construction plans (Sheet No. C-3, 3.1, 3.2, 3.5, 3.6, 7,
and 7.1) for the proposed wet detention ponds and the stormwater calculations for each pond. We
have revised the plans to provide separate stormwater systems for the off-site stormwater runoff to
by-pass the ponds as required in your letter dated July 31, 2003 and per our correspondence via
email.
Please provide the final approval letter for this project. We appreciate your help on this matter.
Please call if you have any additional questions.
Since ely,
Ron Hendricks
RIBPCW RPH: rph
Enclosure
Civil Engineers • Landscape Architects • Land Planners
• r
1
Piedmont Land Design, LLP
8366.104 Six Forks Rodd • Raleigh, NC 27615 • [phone] • FdX [phone]
23 September 2003
New Bern Commons
New Bern Avenue/U.S. Highway 64
Raleigh, North Carolina
Stormwater Calculations
Runoff Calculations
L,
•, ? ate` ??
3'' 6 3
Using Rational Method I?o = 7.50 in/hr; 1100 = 9.72 in/hr; Composite c values are based on
c = 0.95 for impervious areas and c = 0.2 for pervious areas. Using HDS No. 3, n = 0.015 for
pipe sizing:
*All stone structures are to be City of Raleigh approved structures unless othenvise noted.
Drainage to Wet Pond #1
Raised Top Catch Basin #1
IA = DA = 0.95 acres
Qio= 0.85(7.50) 0.95 = 6.1 cfs
#1 -#2
15" rcp @ 3.0%, vio = 8.2 fps, dio = 0.65', HW/D = 3.2, QmaX = 9.0 cfs
Curb Inlet #2
IA = 0.12 acres
DA = 0.95 + 0.12 = 1.07 acres
Q10 = 0.85(7.50) 1.07 = 6.8 cfs
#2 - #3
18" rcp @ 1.0%, vio = 5.5 fps, dio= 0.90', HW/D = 2.3, Q.,,X = 12.0 cfs
Curb Inlet #3
IA = 0.11 acres
DA = 1.07 + 0.11 = 1.18 acres
Qio= 0.85(7.50) 1.18 = 7.5 cfs
#3 - #4
18" rcp @ 1.5%, vio = 6.8 fps, dio= 0.90', HW/D = 3.0, QmaX = 16.0 cfs
Civil Engineers • Landscape Archilecls • ' Land Planners

1
2
Curb Inlet #4
IA = 0.33 acres
DA = 1.18 + 0.33 = 1.51 acres
Qio= 0.85(7.50) 1.51 = 9.6 cfs
#4-#5
18" rep @ 1.0%, vio = 5.9 fps, d,o= 1.25', HW/D = 2.3, Q,,,a, = 13.5 cfs
Storm Manhole #5
IA=0
DA = 1.51 acres
Qio= 9.6 cfs
Catch Basin #6
IA = DA = 0.21 acres
Qio= 0.85(7.50) 0.21 = 1.3 cfs
#6 - #6A
15" rep @ 3.25%, vio = 5.3 fps, dio= 0.33', HN'V/D = 2.8, Qma, = 10.0 cfs
Curb Inlet #6A
IA = 0.18 acres
DA = 0.21 + 0.18 = 0.39 acres
Qio= 0.85(7.50) 0.39 = 2.5 cfs
#5 - #7
18" rep @ 3.0%, vlo = 9.8 fps, dio= 0.75', HW/D = 2.5, Qmax = 14.5 cfs
#6A - #7
15" rep @ 1.0%, vio = 4.5 fps, dio= 0.55', HW/D = 2.7, Qmax = 10.0 cfs
Curb Inlet #7
IA = 0.28 acres
DA = 1.51 + 0.39 +0.28 = 2.18 acres
Qio= 0.85(7.50) 2.18 = 13.9 cfs
Catch Basin #8
IA = DA = 0.40 acres
Qio= 0.85(7.50) 0.40 = 2.6 cfs
#8 - #9
15" rep @ 1.0%, vio = 4.5 fps, dio= 0.55', HW/D = 4.3, Qmax = 12.0 cfs
Catch Basin #9
IA = 0.48 acres
DA = 0.40 + 0.48 = 0.88 acres
Qio= 0.85(7.50) 0.88 = 5.6 cfs
RMPCW_Stormwater Calculations.doc
New Bern Commons PLD
3
#7-#10
18" rep @ 3.3%, vio = 10.5 fps, d,o= 1.0', HW/D = 2.7, Q,,,?x = 15.5 cfs
#9-#10
15" rep @ 1.0%, vlo = 5.3 fps, dio= 0.95', HW/D = 4.3, Qm,x = 12.0 cfs
Curb Inlet #10
IA = 0.31 acres
DA=2.18+0.88+0.31 =3.37 acres
Qio= 0.85(7.50) 3.37 = 21.5 cfs
#10 - #1 l
24" rep @ 1.0%, vio = 7.0 fps, dio= 1.55', HW/D = 4.0, Qmax = 38.0 cfs
Curb Inlet #11
IA = 0.13 acres
DA = 3.50 acres
Qio= 0.85(7.50) 3.50 = 22.3 cfs
#11 - #12
24" rep @ 1.2%, vio = 7.4 fps, dio= 1.7', HW/D = 4.2, Q?„?x = 40.0 cfs
Curb Inlet # 12
IA = 0.03 acres
DA = 3.50 + 0.03 = 3.53 acres
Qio = 0.85(7.50) 3.53 = 22.5 cfs
#12 - #13
24"rcp@ 1.5%,vio=8.8fps, dio= 1.6',HW/D=4.5,Qm,x=45.0 cfs
Curb Inlet #13
IA = 0.59 acres
DA = 3.53 + 0.59 = 4.12 acres
Qio= 0.85(7.50) 4.12 = 26.3 cfs
Curb Inlet #14
IA = DA = 0.08 acres
Q1o= 0.85(7.50) 0.08 = 0.5 cfs
#14 - #15
15" rep @ 1.0%, vio = 2.7 fps, dio= 0.25', HW/D = 2.6, QR„x = 9.5 cfs
Curb Inlet # 15
[A = 0.39 acres
DA = 0.08 + 0.39 = 0.47 acres
Qio= 0.85(7.50) 0.47 = 3.0 cfs
RMPCW Stornmatcr Calculations.doe
New Bern Commons PLD
4
#15 - #16
15" rep @ 1.0%, vio = 4.5 fps, dio= 0.65', HW/D = 3. 1, Qmax = 11.0 cfs
Curb Inlet #16
IA = 0.32 acres
DA = 0.47 + 0.32 = 0.79 acres
Q?o= 0.85(7.50) 0.79 = 5.0 cfs
#16 - #17
15" rep @ 1.0%, vio = 5.2 fps, dio= 0.85', HW/D = 5.9, Qmax = 16.0 cfs
Storm Manhole # 17
IA=0
DA = 0.79 acres
Q1o= 5.0 cfs
Curb Inlet #18
IA = DA = 0.16 acres
Qjo= 0.85(7.50) 0.16 = 1.0 cfs
#18 - #19
15" rep @ 1.0%, vio = 3.3 fps, dio= 0.38, HW/D = 2.6, Qmax = 9.5 cfs
Curb Inlet #19
IA = 0.35 acres
DA = 0.16 + 0.35 = 0.51 acres
Qio= 0.85(7.50) 0.51 = 3.3 cfs
#19 - #20
15" rep @ 1.0%, vio = 4.7 fps, dio= 0.67', HW/D = 5.2, Qmax = 15.0 cfs
Curb Inlet #20
IA = 0.24 acres
DA = 0.51 + 0.24 = 0.75 acres
Qio= 0.85(7.50) 0.75 = 4.8 cfs
#20 - #21
15" rep @ 1.0%, vio = 5.1 fps, d,o= 0.87', HW/D = 5.7, Qmax = 15.5 cfs
Curb Inlet #21
IA = 0.14 acres
DA = 0.75 + 0.14 = 0.89 acres
Qio= 0.85(7.50) 0.89 = 5.7 cfs
IMPCW_Stornmater Calculations.doe
New Bern Commons PLD
5
#17 - #22
15" rcp @ 1.5%, vio = 5.0 fps, d,o = 0.85, HW/D = 6. 1, Qmax = 16.5 cfs
#21 - #22
18" rcp @ 1.0%, vio = 5.5 fps, dio= 0.85, HW/D = 6.9, Q,,,?x = 27.0 cfs
Double Curb Inlet #22
IA = 1.39 acres
DA = 0.79 + 0.89 + 1.39 = 3.07 acres
Qio= 0.85(7.50) 3.07 = 19.6 cfs
#13 - #23
24" rep @ 4.0%, vio = 13.5 fps, dio= 1.15', HW/D = 5.5, Qm = 48.0 cfs
#22 - #23
24" rep @ 1.0%, vio = 7.0 fps, dio= 1.5', HW/D = 5.3,Qma, = 47. cfs
Storm Manhole #23
IA=0
DA=4.12+3.07=7.19 acres
Qio= 0.85(7.50) 7.19 = 45.8 cfs
#23 - #23A
30" rep @ 1.5%, vio = 10.0 fps, djo = 1.9', HW/D = 5.6, Qmsx = 82.0 cfs
Curb Inlet #23A
IA = 0.24 acres
DA = 7.19 + 0.24 = 7.43 acres
Qio= 0.85(7.50) 7.43 = 47.4 cfs
#23A -#24
30" rep @ 1.5%, vio = 10.0 fps, d,o= 2.0', HW/D = 5.9, Qm,X = 90.0 cfs
Storm Manhole #24
IA=0
DA = 7.43 + 0.28 (RD) = 7.71 acres
Qto= 0.85(7.50) 7.71 = 49.2 cfs
#24 - #25
30" rep @ 2.0%, vio = 12.0 fps, dio= 1.8', HW/D = 4.0, Qm?x = 70.0 cfs
RTWI #25C
IA = 0.63 acres (Pond)
DA = 8.34 acres
Qio= 0.85(7.50) 8.34 = 53.2 cfs
Qtoo= 0.85(9.72) 8.34 = 68.9 cfs
RII3PCW Stormwater Calculations.doc
New Bern Conanrons PLD
6
Minimum Weir Size
Q. = c.,LH", cW = 3.0, L = 20' with 5'x 5' inside box dimension
H = IT, Use 1.25' minimum opening height.
#25C - #25D
42" rcp @ 0.5%, vjo = 7.3 fps, djo = 2.6', HW/D = 2.2, Q n.. = 105.0 cfs
Off-site Drainage
Junction Box/Storm Manhole #26
IA=0
DA = 14.84 acres (Off-site)
Q10 = 0.85(7.50) 14.84 = 94.6 cfs
#26 - #27
42" rcp @ 3.2%, vjo = 16.0 fps, djo= 2.0', HW/D = 3.5, QmaX = 150.0 cfs
Junction Box/Storm Manhole #27
IA=0
DA = 14.84 acres (Off-site)
Q10 = 0.85(7.50) 14.84 = 94.6 cfs
Catch Basin #28
IA = DA = 2.71 acres
Qjo= 0.85(7.50) 2.71 = 17.3 cfs
#28 - #29
24" rcp @ 1.51%, v10 = 8.3 fps, djo= 13, HW/D = 8.4, Qmax = 70.0 cfs
Junction Box/Storm Manhole #29
IA=0
DA = 2.71 acres
Qjo= 0.85(7.50) 2.71 = 17.3 cfs
#27 - #30
42" rcp @ 3.75%, vjo = 17.0 fps, djo= 1.9', HW/D = 3.3, Qmax = 145.0 cfs
#29 - #30
24" rep @ 1.5%, vjo = 8.3 fps, djo= 13, HW/D = 5.4, Qmax = 47.0 cfs
Junction Box/Storm Manhole #30
IA=0
DA = 14.84 + 2.71 = 17.55 acres
Q10 = 0.85(7.50) 17.55 = 111.9 cfs
RIBPCWY Stormivater Calculations.doc
New Bern Commons PLD
7
#30 - #31
42" rcp @ 1.75%, v10 = 13.0 fps, dio = 2.6', HW/D = 4. 1, Q. = 165.0 cfs
Junction Box/Storm Manhole #31
IA=O
DA = 14.84 + 2.71 = 17.55 acres
Q10= 0.85(7.50) 17.55 = 111.9 cfs
#31 - #32
42" rcp @ 1.82%, vlo = 13.0 fps, dio= 2.6', HW/D = 5.4, Qmax = 195.0 cfs
Junction Box #32
IA=O
DA = 14.84 + 2.71 = 17.55 acres
Q10 = 0.85(7.50) 17.55 = 111.9 cfs
#32 - #33
48" rcp @ 1.0%, vlo = 11.5 fps, dio = 3.0', HW/D = 4.6, Qmax = 250.0 cfs
Drainage to Wet Pond #2
Raised-Top Catch Basin #34
IA = DA = 1.15 acres
Qio= 0.85(7.50) 1.15 = 7.3 cfs
#34 - #35
15" rcp @ 4.25%, vio = 9.9 fps, dio= 0.75', HW/D = 6.4, Qmax = 16.0 cfs
Raised-Top Catch Basin #35
IA = 1.03 acres
DA = 1.03 + 1.15 = 2.18 acres
Qio= 0.85(7.50) 2.18 = 13.9 cfs
#35 - #36
18" rcp @ 5.5%, vlo = 13.0 fps, dio= 0.91, HW/D = 5.3, Qmax = 23.0 cfs
Curb Inlet #36
IA = 0.31 acres
DA=0.31+2.18 =2.49 acres
Qio= 0.85(7.50) 2.49 = 15.9 cfs
Curb Inlet #37
IA = DA = 0.24 acres
Qto= 0.85(7.50) 0.24 = 1.5 cfs
RIBMW Stornnwater Calculations.doc
New Beni Commons PLD
8
#37 - #38
15" rcp @ 1.0%, v10 = 3.8 fps, dio= 0.45, HW/D = 3.0, Qmax = 10.5 cfs
Curb Inlet #38
IA = 0.16 acres
DA = 0.16 + 0.24 = 0.40 acres
Q1o= 0.85(7.50) 0.40 = 2.6 cfs
#38- #39
15" rcp @ 1.0%, vlo = 4.5 fps, d1o= 0.6', HW/D = 3.3, Qmax = 11.2 cfs
Raised-Top Catch Basin #39
IA = 0.64 acres
DA = 0.64 + 0.40 = 1.04 acres
Q10= 0.85(7.50) 1.04 = 6.6 cfs
#36 - #40
24" rcp @ 1.0%, vlo = 7.0 fps, d1o= 1.4', HW/D = 1.9, Qm,x = 27.5 cfs
#39 - #40
15" rcp @ 2.5%, vlo = 8.0 fps, d1o= 0.85', HW/D = 1.8, Qmax = 7.5 cfs
Curb Inlet #40
IA = 0.36 acres
DA=0.36+ 1.04+2.49=3.89 acres
Q10= 0.85(7.50) 3.89 = 24.8 cfs
#40 - #41
24" rcp @ 1.75%, vlo = 9.5 fps, d10= 1.6', HW/D = 2.7, Qmax = 32.0 cfs
Curb Inlet #41
IA = 0.48 acres
DA = 0.48 + 3.89 = 4.37 acres
Q10= 0.85(7.50) 4.37 = 27.9 cfs
#41 - #42
30" rcp @ 2.5%, vlo = 12.0 fps, dto= 1.3', HW/D = 1.4, Qmax = 33.0 cfs
Double Curb Inlet #42
IA = 2.31 acres
DA = 2.31 + 4.37 = 6.68 acres
Q10= 0.85(7.50) 6.68 = 42.6 cfs
#42 - #43
36" rcp @ 3.25%, vlo = 14.0 fps, d1o= 1.4', HW/D = 1.6, Qmax = 58.0 cfs
RIBI'MV Stornmater Calculations.doe
New Beni Commons PLD
9
Double Curb Inlet #43
IA = 1.26 acres
DA = 1.26 + 6.68 = 7.94 acres
Qio= 0.85(7.50) 7.94 = 50.6 cfs
#43 - #44
36" rcp @ 1.0%, vio = 9.1 fps, dio= 2.2', HW/D = 1.9, Qmax = 69.0 cfs
Double Curb Inlet #44
IA = 1.39 acres
DA = 1.39 + 7.94 = 9.33 acres
Qio= 0.85(7.50) 9.33 = 59.5 cfs
Double Curb Inlet #45
IA = DA = 1.86 acres
Qio= 0.85(7.50) 1.86 = 11.9 cfs
#44 - #46
36" rcp @ 2.0%, vio = 12.5 fps, dio= 1.9', HW/D = 2.8, QmaX = 88.0 cfs
#45 - #46
18" rcp @ 3.0%, vio = 9.8 fps, dio= 1.0', HW/D = 2.5, Qmax = 14.5 cfs
Junction Box/Storm Manhole #46
IA=0
DA = 1.86 + 9.33 = 11.19 acres
Qto= 0.85(7.50) 11.19 = 71.4 cfs
#46 - #47
42" rep @ 1.0%, vio = 10.1 fps, dio= 2.5', HW/D = 2.6, QmaX = 120.0 cfs
Curb Inlet #47
IA = 0.09 acres
DA = 0.09 +11.19 = 11.28 acres
Qio= 0.85(7.50) 11.28 = 71.9 cfs
#47 - #48
42" rcp @ 1.0%, vto = 10.1 fps, dio= 2.6', HW/D = 2.7, QmaX = 135.0 cfs
Storm Manhole #48
IA=0
DA = 11.28 acres
Qio= 0.85(7.50) 11.28 = 71.9 cfs
#48 - #49
42" rcp @ 1.0%, vio = 10.1 fps, dio= 2.6', HW/D = 3. 1, QmaX = 139.0 cfs
RIBMW_Stormwatcr Calculations.doc
New Bern Commons PLD
10
Curb Inlet #49
IA = 0.39 acres
DA = 0.39 + 11.28 = 11.67 acres
Q10 = 0.85(7.50) 11.67 = 74.4 cfs
#49 - #50
42" rcp @ 1.0%, vlo = 10.1 fps, dio= 2.6', HW/D = 3.4, Qinax = 145.0 cfs
Curb Inlet #50
IA = 0.10 acres
DA = 0.10 + 11.67 = 11.77 acres
Q10 = 0.85(7.50) 11.77 = 75.0 cfs
Curb Inlet #50A
IA = DA = 0.53 acres
Qio= 0.85(7.50) 0.53 = 3.4 cfs
Double Curb Inlet #51
IA = DA = 1.16 acres
Qia= 0.85(7.50) 1.16 = 7.4 cfs
Curb Inlet #52
IA=DA=0.33+0.16=0.49 acres
Qio= 0.85(7.50) 0.49 = 3.1 cfs
#51 - #53
18" rcp @ 1.0%, vio = 5.8 fps, dio= 1.1', HW/D = 2.9, Qmax = 16.2 cfs
#52 - #53
15" rep @ 9.0%, vio = 10.2 fps, dto= 0.36', HW/D = 2.8, Qmax = 10.0 cfs
Curb Inlet #53
IA = 0.34 acres
DA = 0.34 + 0.49 + 1.16 = 1.99 acres
Q?o = 0.85(7.50) 1.99 = 12.7 cfs
#53 - #54
24" rcp @ 1.0%, vio = 6.6 fps, djo= 1.25', HW/D = 2.8, Qma, = 33.0 cfs
Curb Inlet #54
IA = 0.32 acres
DA = 0.32 + 1.99 + 0.21 = 2.52 acres
Qio= 0.85(7.50) 2.52 = 16.1 cfs
RIBPCW_Stornmater Calculations.doc
New Bern Commons PLD
II
Curb Inlet #55
IA = 0.21 acres
DA = 0.21 + 0.68 = 0.89 acres
Qto= 0.8(7.50) 0.89 = 5.7 cfs
#54 - #56
24" rcp @ 1.0%, vio = 7.0 fps, djo= 1.4', HW/D = 1.6, Q., = 22.0 cfs
#55 - #56
15" rcp @ 5.0%, vlo = 10.0 fps, dio= 0.6', HW/D = 1.7, Qmax = 7.0 cfs
Curb Inlet #56
IA = 0.58 acres
DA = 0.58 +2.52 +0.89 = 3.99 acres
Q10 = 0.85(7.50) 3.99 = 25.4 cfs
Curb Inlet #57
IA = DA = 0.23 acres
Q10= 0.85(7.50) 0.23 = 1.5 cfs
#56 - #58
30" rcp @ 1.0%, vio = 8.0 fps, djo= 1.6', HW/D = 2.0, QR,a, = 45.0 cfs
#57 - #58
15" rep @ 5.0%, vio = 6.9 fps, dio= 0.28', HW/D = 2.3, Qmax = 9.0 cfs
Curb Inlet #58
IA = 0.17 acres
DA=0.17+0.23+3.99=4.39 acres
Qio= 0.85(7.50) 4.39 = 28.0 cfs
#58 - #59
30" rep @ 1.0%, v10 = 8.0 fps, dlo= 17, HW/D = 3.0, Qmax = 58.0 cfs
MH/J13 #59
IA=0
DA = 4.39 + 2.48 = 6.87 acres
Qio= 0.85(7.50) 6.87 = 43.8 cfs
#59 - #60
36" rcp @ 1.0%, v10 = 9.1 fps, dio= 2.0', HW/D = 2.9, Qmaz = 90.0 cfs
Curb Inlet #60
IA = 0.12 acres
DA = 0.12 + 6.87 = 8.07 acres
Qio= 0.85(7.50) 8.07 = 51.4 cfs
RIBITNV Stormwater Calculations.doc
New Bern Commons PLD
12
#60 - #61
36" rcp @ 1.0%, v10 = 9.4 fps, dio= 23, HW/D = 3.3, Q.a = 98.0 cfs
Curb Inlet #61
IA = 0.13 acres
DA=0.13+8.07+0.49=8.69 acres
Qio= 0.85(7.50) 8.69 = 55.4 cfs
#50- #62
42" rcp @ 1.0%, v10 = 10.0 fps, dio= 2.5', HW/D = 3.8, QmaX = 155.0 cfs
#50A- #62
15" rcp @ 1.0%, vto = 4.6 fps, dio= 0.7', HW/D = 2.4, Qm,x = 8.8 cfs
#61- #62
36" rcp @ 1.0%, vio = 9.3 fps, dlo= 2.4', HW/D = 3.8, Q,,,aX = 105.0 cfs
Curb Inlet #62
IA = 0.15 acres
DA=0.15+ 11.77+8.69+0.53=21.14 acres
Q1o= 0.85(7.50) 21.14 = 134.77 cfs
#62-#62A
48" rcp @ 1.2%, vlo = 12.0 fps, dio= 3.4', HW/D = 5.5, Q.,,, = 280.0 cfs
RTWI #65
IA = DA = (21.14 + 0.40)/2 = 10.77 acres
Q1o= 0.85(7.50) 10.77 = 68.7 cfs
Qioo= 0.85(9.72) 10.77 = 89.0 cfs
Final Minimum Weir Size
Q1oo= c,,LH32, cW = 3.0, L = 28' with 7'x 7' inside box dimension
H = 1.04', Use 15" minimum opening height.
#65- #66
42" rcp @ 2.0%, vio = 14.0 fps, dio= 27, HW/D = 3.0, Q,,,,X = 135 cfs
RTWI #66
IA = (21.14 + 0.40)/2 = 10.77 acres
DA = 10.77 +10.77 = 21.54 acres (temporary)
Q1o= 0.85(7.50) 21.54 = 137.3 cfs
Q1oo= 0.85(9.72) 21.54 = 178 cfs
Final Minimum Weir Size
Q?.= c,,LH31, c,,= 3.0, L=56' with (2) 7'x 7' inside box dimensions
H = 1.04', Use 15" minimum opening height.
RIBITNV_Stornnvatcr Calculations.doc
New Benz Commmis PLD
13
#66- #67
60" rep @ 1.0%, vio = 12.0 fps, dio= 4.9', HW/D = 2.2, Q,,,?X = 260 cfs
Rip-rap Apron Calculations - Using NYDOT chart
FES #25
v = 12.0 fps
d=30"=2.5'
Requires Zone 3 Medium Stone Filling
L=8x2.5=20'
W = 3 x 2.5 = 7.5'
Thickness = 22"
.'. Use min. Class B erosion control stone 201 x 73W x 22"TH
Endwall #25D (Outlet to Pond #1)
v = 7.2 fps
d=42"=3.5'
Requires Zone 2 Light Stone Filling
L=6x3.5=2P
W = 3 x 3.5 = 10.5'
Thickness = 22"
.'. Use min. Class B erosion control stone 211 x 12'W x 22"TH
Endwall #33
v= 11.5 fps
d=48"=4'
Requires Zone 3 Medium Stone Filling
L=8x4=32'
W=3x4=12'
Thickness = 22"
.'. Use min. Class B erosion control stone 32'L x 12'W x 22"TH
Endwall #62A
v=l2 fps
d=48"=4'
Requires Zone 3 Medium Stone Filling
L=8x4=32'
W=3x4=12'
Thickness = 22"
Use min. Class B erosion control stone 32'L x 12'W x 22"Tl-1
RIBMW_Stormrvater Calculations.doe
New Bern Commons PLD
14
Endwall #67 (Outlet to Pond #2)
v = 9.0 fps
d=60"=5'
Requires Zone 3 Medium Stone Filling
L=8x5=40'
W=3x5=15'
Thickness = 22"
.'. Use min. Class B erosion control stone 40'L x 15'W x 22"TH
RIBPCW
DLH/dlh
RIBPCW_Stormwater Calculations.doc
New Bern Commons PLD
tuYYYYYIYYir? j 7/17/03
"M : 9
WET POND #1 CALCULATIONS
Drainage Area = 8.34 ac
Impervious Area = 6.19 ac
% Impervious Cover = 74 %
Avg. Permanent Pool Depth
Table 1.1 Surface Area to Drainage Area Ratio For Permanent Pool Sizing For 85% Pollutant Removal
Efficiency in the Piedmont
% Impervious Permanent Pool Depth feet
Cover 3 4 5 6 7 8 9
10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
30 1.34 1.08 0.97 0.83 0.70 0.64 0.62
40 1.73 1.43 1.25 1.05 0.90 0.82 0.77
50 2.06 1.73 1.50 1.30 1.09 1.00 0.92
60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
90 3.74 3.10 2.66 2.34 2.11 1.83 1.67
Notes: Numbers given in the body of the table are given in percentages.
SA/DA =
Surface Area
Min. Forebay Volume
(Vol)a„?„=
(Vol)P,.,=
NOT" =
(VOI)F«•Gy
BASIN VOLUME
3.07
0.26 ac = 11,153 ft:
8,811 cf
21,736 cf • Note: Design Rainfall - 1' 0 Elov. 248.68
44,055 cf ' Note: See Table Below 0 Elev. 247.30
65,791 cf Berm Elov. 250.78
9,403 cf • Note: See Table Below (Min. 20% of Pool Volume)
Water
Level
ft Llso rface
rea Elevation

ft Incremental
Volume
c Accumulated
Volume
c
0 4,605 242 0 0
1 5,635 243 5,120 5,120
2 6,755 244 6,195 11,315
3 7,960 245 7,358 18,673
4 10,375 246 9,168 27,840
5
5
3 13,610
14
540 247
247
3 11,993
4
223 39,833
.
6 ,
15,655 .
248 ,
10,568 44.055
54,623
7 17,290 249 16,473 71,096
8 18,990 250 18,140 89,236
8.8 20,350 250.8 15,736 104,972
FOREBAY VOLUME
Water
Level
ft Surface
Area
s Elevation

ft Incremental
Volume
c Accumulated
Volume
c
0 584 242 0 0
1 890 243 737 737
2 1,242 244 1,066 1,803
3 1,640 245 1,441 3,244
4 2,440 246 2,040 5,284
5
5
3 3,564
3
883 247 3,002 8,286
. .11
,
Mann 247.3 1,117 9,403
RIBPCW_Wetpond Calculations.xls
Wetpond #I
40
C3
PLD
7/17/03
WET POND #2 CALCULATIONS
Drainage Area =
Impervious Area =
% Impervious Cover =
Avg. Permanent Pool Depth =
21.54 ac
17.94 ac
83 %
Table 1.1 Surface Area to Drainage Area Ratio For Permanent Pool Sizing For 85% Pollutant Removal
Efficiency in the Piedmont
% Impervious Permanent Pool De th feet
Cover 3 4 5 6 7 8 9
10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
30 1.34 1.08 0.97 0.83 0.70 0.64 0.62
40 1.73 1.43 1.25 1.05 0.90 0.82 0.77
50 2.06 1.73 1.50 1.30 1.09 1.00 0.92
60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
90 3.74 3.10 2.66 2.34 2.11 1.83 1.67
Notes: Numbers given in the body of the table are given in percentages.
SA/DA = 2.63
Min. Surface Area = 0.57 ac = 24,677 ft2
Min. Forebay Vol = 22,633 cf
(Vol)a,,,o„ = 62,282 cf • Note: Design Rainfall - f' 0 Elov. 252.29
(Vol)e., = 113,163 cf • Note: Soo Table Below 0 Elov. 250.00
(VOI)T. w = 175,445 cf Berm Elov. 254.31
(VOI)Fmo., = 24,135 cf • Note: See Table Below (Min. 20% of Pool Volume)
BASIN VOLUME
Water
Level
it Surface
Area
(SA- Elevation

(ft) Incremental
Volume
c Accumulated
Volume
cf
0 6,465 241.2 0 0
0.8 7,355 242 5,528 5,528
2.8 9,780 244 17,135 22,663
4.8 12,505 246 22,285 44,948
6.8 15,505 248 28,010 72,958
8.8 24,700 250 0
205 113
163
10.8 27,635 252 ,
52,335 ,
165,498
12.8 30,718 254

58,353
F T

223,851
FOREBAY VOLUME
Water Surface Elevation Incremental Accumulated
Level Area Volume Volume
ft s ft c c
0 975 241.2 0 0
0.8 1,225 242 880 880
2.8 1,970 244 3,195 4,075
4.8 2,880 246 4,850 8,925
6.8 3,965 248 6,845 15,770
8.8 4
400
18
365
, .
R250 -24,135-
RIBPCW-Wctpond Calculations.xis
Wetpond #2
PLD
Wet Pond #1
Calculate Runoff from 1" Rainfall Event
Rv = 0.05 + 0.0091 = 0.05 + 0.009(74.2) = 0.72"
Volume = Rv(DA) = 0.72"(8.34 acres )(1'/12")(43,560 sf/ 1 acre) = 21,736 cf
Calculate pipe size to drain temporary pool in 2-5 days.
Required release rate for drainage in 2 days
Q = (21,736 cf/48 hours)(1 hour/3600 sec) = 0.13 cfs
Required release rate for drainage in 5 days
Q = (21,736 cf/120 hours)(1 hour/3600 sec) = 0.05 cfs
Try 2" diameter pipe
Average head = 1.4'/2 - 0.08' = 0.62'
Q = cdA(2gh)o.s = 0.6(0.0218)(2(32.2)(0.62))0-' = 0.08 cfs
Use 2" drainpipe since it will drain temporary pond in 2-5 days.
Calculate pipe size to drain permanent and temporary pool in less than one day.
Required release rate for drainage in 1 day
Q = (65,791 cf/24 hours)(1 hour/3600 sec) = 0.76 cfs
Try 8" diameter pipe
Average head = 7.8'/2 - 0.33' = 3.57'
Q = cdA(2gh)os = 0.6(0.34)(2(32.2)(3.57))0-' = 3.09 cfs
Use 8" drainpipe since it will drain pond in less than one day.
Calculate anti-flotation block at RTWI #25A
Displacement = 5'(5')7.47' tall =186.8 cf
Buoyant Force = 186.8 cf(62.41bs/cf) = 11,6563 1bs.
Weight of walls and base = (181f(0.5' thick)7.47' tall wall + 7(7)0.67' thick base)
(1501bs/cf -62.4 lbs/cf) = 8,765.31bs
Weight of Soil above base = (241f (1' thick) 4' high) 100 lbs/cf = 9,6001bs.
Total weight of walls, base, and soils = 18,365.3 lbs which exceed the buoyant force by
57%. This calculation excludes friction forces of soils, which will provide an additional
factor of safety.
PLD
Calculate anti-flotation block at RTWI #25C
Displacement = 6'(6')6.7' tall = 241.2 cf
Buoyant Force = 241.2 cf(62.4 lbs/cf) = 15,050.9 lbs.
Weight of walls and base = (22 If(0.5' thick)6.7' tall wall + 8(8) P thick base)(150 lbs/cf -
62.41bs/cf) = 12,062.51bs
Weight of Soil above base = (28 if (1' thick) 4.3' high) 100 lbs/cf = 12,040 lbs.
Total weight of walls, base, and soils = 24,102.5 lbs which exceed the buoyant force by
6001o. This calculation excludes friction forces of soils, which will provide an additional
factor of safety.
Wet Pond #2
Calculate Runoff from 1" Rainfall Event
Rv = 0.05 + 0.0091 = 0.05 + 0.009(83.0) = 0.80"
Volume = Rv(DA) = 0.80"(21.54 acres )(1'/12")(43,560 sf/ 1 acre) = 62,282 cf
Calculate pipe size to drain temporary pool in 2-5 days.
Required release rate for drainage in 2 days
Q = (62,282 cf/48 hours)(1 hour/3600 sec) = 0.36 cfs
Required release rate for drainage in 5 days
Q = (62,282 cf/120 hours) (I hour/3600 sec) = 0.14 cfs
Try 3" diameter pipe
Average head = 2.2972 - 0.13' = 1.01'
Q = cdA(2gh)o.s = 0.6(0.0491)(2(32.2)(1.01))°-' = 0.24 cfs
Use 3" drainpipe since it will drain temporary pond in 2-5 days.
Calculate pipe size to drain permanent and temporary pool in less than one day.
Required release rate for drainage in 1 day
Q = (175,445 cf/24 hours)(1 hour/3600 sec) = 2.03 cfs
Try 8" diameter pipe
Average head = 11.372 - 0.33' = 5.32'
Q = cdA(2gH)0.5 = 0.6(0.34)(2(32.2)(5.32))0-' = 3.8 cfs
Use 8" drainpipe since it will drain pond in less than one day.
PLD
Calculate anti-flotation block at RTWI ##63
Displacement = 5'(5')8.38' tall = 209.5 cf
Buoyant Force = 209.5cf(62.4 lbs/cf) = 13,072.81bs.
Weight of walls and base = (181f(0.5' thick)8.38' tall wall + 7(7)0.67' thick base)(150
Ibs/cf -62.4 lbs/cf) = 9,482.71bs
Weight of Soil above base = (24 If (1' thick) 4' high) 1001bs/cf = 9,600 lbs.
Total weight of walls, base, and soils = 19,082.7 lbs which exceed the buoyant force by
46%. This calculation excludes friction forces of soils, which will provide an additional
factor of safety.
Calculate anti-flotation block at RTWI #65 and 1166
Displacement = 8'(8')10.2' tall = 652.8 cf
Buoyant Force = 652.8cf(62.4 lbs/cf) = 40734.7 lbs.
Weight of walls and base = (30 lf(0.5' thick) 10.2' tall wall + 10(10)1' thick base)(150
lbs/cf - 62.41bs/cf) = 22,162.8 lbs
Weight of Soil above base = (36 if (1' thick) 7' high) 1001bs/cf = 25,2001bs.
Total weight of walls, base, and soils = 47,362.81bs which exceed the buoyant force by
16%. This calculation excludes friction forces of soils which will provide an additional
factor of safety.
RIBPCW
PLD

a
F
s
Y
s
A
0

C
D
E
F
c
d
• r '.rr?r/ii
2

3
r--

5
1
I
i
I
I
----- -----------------? /.
PROPOSED CORPORATION PARKWAY

00
I
I
I
Ii
1
1
_ I
8 9
I
I e S?
4i
` oy
1 p
I ?G
0
yam' 0 1
I
I
I
1 - POND d2
TOTAL DA = 21.54 AC
SITE IMPERVIOUS = 15.73 AC
LOT 2-4 IMPERVIOUS = 2.21 AC
1 I TOTAL IMPERVIOUS = 17.94 AC (837.)
I
• NOTE: OUTPARCELS ARE ASSUMED
i TO BE 707' . IMPERVIOUS BASED ON
1 SKETCHES PROVIDED BY ARCHITECT.
I
POND 1 -- ------
1 TOTAL DA = 8.34 AC
ITE IMPERVIOUS = 5.51 AC
1 LOT 5 IMPERVIOUS = 0.68 AC
TOTAL IMPERVIOUS = 6.19 AC (74%)
NOTE: OUTPARCELS ARE ASSUMED
TO BE 70: IMPERVIOUS BASED ON
SKETCHES PROVIDED BY ARCHITECT-
1
4
I
1
z
v
W
Ca
Q
z-
a
Q
Z ?
J
0
N <
Z Q c
m? oz
?i
w (?
i? i3f
Z
W
J
Q
REVISIONS By
0
"TE
- - NORTH °-
r•a
?_'>:?? iarcw
?? ? i gar
w,t x rtn
IMPERVIOUS AREA MAP IMP.1
ti
B
c
0
E
a
F
a
b -
L`
l

\\ 2
\ s.
1
1
\
1
\
1
\
I

,\ I[--1
a
a
r-7
z
J3
rn
w
ra
a
Q?
a$
f?
Q
z
J
2 CC
Q
0
U
w 1 Z
m
U1z
J
Q
? ,
REVISIONS BY
I :
AL B?
IGFF•??; J L _ '` - O;5A 019 i rj n?r.wm °M
A
1
O i -0/8A I C`57 I ,.%6A 1
'SA. LOSA .0955 -•- A:1---_- 1 1 ----- I,
------
----- I 1 Q r
012/
OJOA
411-
` -`
rroRTEE
_ u
sc?
AEw BERN AVE. (U.S. 'GWAY 64) ON-SITE IMPROVEMENTS
DRAINAGE AREA MAP DA-4
--------------------
B ?
1 1 ?
ti
I L.r.1 I
c
KM - IH
I ~n
1 ,.
3
D `
4 ? 5 6
1 t )
r
r1h
1
Piedmonl Land Design, LLP
8366-104 Six Forks Road . Raleigh, NC 27615 . [phone] . Fax [phone]
- A D 23 September 2003

New Bern Commons
New Bern Avenue/U.S. Highway 64
Raleigh, North Carolina
Stormwater Calculations
Runoff Calculations
YI/

Using Rational Method Ilo = 7.50 in/hr; Iioo = 9.72 in/hr; Composite c values are based on
c = 0.95 for impervious areas and c = 0.2 for pervious areas. Using HDS No. 3, n = 0.015 for
pipe sizing:
*All storm structures are to be City of Raleigh approved structures carless othenvise noted.
Drainage to Wet Pond #1
Raised Top Catch Basin #1
IA = DA = 0.95 acres
Q10= 0.85(7.50) 0.95 = 6.1 cfs
#1 - #2
15" rcp @ 3.0%, vio = 8.2 fps, dio= 0.65', HW/D = 3.2, QR,,,, = 9.0 cfs
Curb Inlet #2
IA = 0.12 acres
DA = 0.95 + 0.12 = 1.07 acres
Q10 = 0.85(7.50) 1.07 = 6.8 cfs
#2 - #3
18" rcp @ 1.0%, vio = 5.5 fps, dio= 0.90', HW/D = 2.3, Qmaz = 12.0 cfs
Curb Inlet #3
IA = 0.11 acres
DA = 1.07 + 0.11 = 1.18 acres
Qio= 0.85(7.50) 1.18 = 7.5 cfs
#3 - #4
18" rcp @ 1.5%, vio = 6.8 fps, dlo= 0.90', HW/D = 3.0, Qma, = 16.0 cfs
Civil Engineers • Landscape Arthiletls • Land Planners
2
Curb Inlet #4
IA = 0.33 acres
DA = 1.18 + 0.33 = 1.51 acres
Qio= 0.85(7.50) 1.51 = 9.6 cfs
#4-#5
18" rep @ 1.0%, vio = 5.9 fps, dio= 1.25', HW/D = 2.3, Qrnax = 13.5 cfs
Storm Manhole #5
IA=0
DA = 1.51 acres
Qio= 9.6 cfs
Catch Basin #6
IA = DA = 0.21 acres
Qio= 0.85(7.50) 0.21 = 1.3 cfs
#6 - #6A
15" rep @ 3.25%, vio = 5.3 fps, dio= 0.33', HW/D = 2.8, Q„„x = 10.0 cfs
Curb Inlet #6A
IA = 0.18 acres
DA 0.21 +0.18=0.39 acres
Q10= 0.85(7.50) 0.39 = 2.5 cfs
#5 - #7
18"rep @3.0%,vio=9.8fps, dio=0.75',HW/D=2.5,Q,,,,, =14.5 cfs
#6A - #7
15"rcp@ 1.0%,vio=4.5 fps, dio=0.55',HW/D=2.7,Q.,= 10.0 cfs
Curb Inlet #7
IA = 0.28 acres
DA = 1.51 + 0.39 +0.28 = 2.18 acres
Qio= 0.85(7.50) 2.18 = 13.9 cfs
Catch Basin #8
IA = DA = 0.40 acres
Qio= 0.85(7.50) 0.40 = 2.6 cfs
#8-#9
15" rep @ 1.0%, vio = 4.5 fps, d10= 0.55', HW/D = 4.3, QR„X = 12.0 cfs
Catch Basin #9
IA = 0.48 acres
DA = 0.40 + 0.48 = 0.88 acres
Qio= 0.85(7.50) 0.88 = 5.6 cfs
RIBMW
Stormwatcr Calculations.doc
_
New Bern Commons PLD
3
#7-#10
18" rep @ 3.3%, via = 10.5 fps, dio= 1.0', HW/D = 2.7, Qm,X = 15.5 cfs
#9-#10
15" rcp @ 1.0%, via = 5.3 fps, dio= 0.95', HW/D = 4.3, Q,,,,x = 12.0 cfs
Curb Inlet #10
IA = 0.31 acres
DA=2.18+0.88+0.31 =3.37 acres
Qio= 0.85(7.50) 3.37 = 21.5 cfs
#10-#I1
24" rep @ 1.0%, vio = 7.0 fps, dio= 1.55', HW/D = 4.0, Qm,X = 38.0 cfs
Curb Inlet #11
IA = 0.13 acres
DA = 3.50 acres
Qio= 0.85(7.50) 3.50 = 22.3 cfs
#11 - #12
24"rep@ 1.2%,vio=7.4fps, dio= 1.7',HW/D=4.2,Q,,,,X=40.0 cfs
Curb Inlet #12
IA = 0.03 acres
DA = 3.50 + 0.03 = 3.53 acres
Qio = 0.85(7.50) 3.53 = 22.5 cfs
#12 - #13
24" rcp @ 1.5%, vio = 8.8 fps, dio= 1.6', HW/D = 4.5, Q. = 45.0 cfs
Curb Inlet #13
IA = 0.59 acres
DA=3.53+0.59=4.12 acres
Qio= 0.85(7.50) 4.12 = 26.3 cfs
Curb Inlet #14
IA = DA = 0.08 acres
Qio= 0.85(7.50) 0.08 = 0.5 cfs
#14 - #15
15" rep @ 1.0%, vio = 2.7 fps, dio= 0.25', HW/D = 2.6, Qma, = 9.5 cfs
Curb Inlet #15
IA = 0.39 acres
DA=0.08+0.39=0.47 acres
Q 1 o = 0.85(7.50) 0.47 = 3.0 cfs
RIB11CWV Stormwater Calculations.doe
New Bern Commons
PLD
4
#15 - #16
15" rcp @ 1.0%, vio = 4.5 fps, dio= 0.65', HW/D = 3. 1, Qmax = 11.0 cfs
Curb Inlet #16
IA = 0.32 acres
DA = 0.47 + 0.32 = 0.79 acres
Q10= 0.85(7.50) 0.79 = 5.0 cfs
#16 - #17
15" rep @ 1.0%, vio = 5.2 fps, d,o= 0.85', HW/D = 5.9, Qm„, = 16.0 cfs
Storm Manhole #17
IA=0
DA = 0.79 acres
Qio= 5.0 cfs
Curb Inlet # 18
IA = DA = 0.16 acres
Qjo= 0.85(7.50) 0.16 = 1.0 cfs
#18 - #19
15" rep @ 1.0%, vio = 3.3 fps, djo= 0.38', HW/D = 2.6, Qmax = 9.5 cfs
Curb Inlet #19
IA = 0.35 acres
DA = 0.16 + 0.35 = 0.51 acres
Qio= 0.85(7.50) 0.51 = 3.3 cfs
#19 - #20
15" rep @ 1.0%, vio = 4.7 fps, d,o= 0.67', HW/D = 5.2, Qma, = 15.0 cfs
Curb Inlet #20
IA = 0.24 acres
DA = 0.51 + 0.24 = 0.75 acres
Qio= 0.85(7.50) 0.75 = 4.8 cfs
#20 - #21
15" rcp @ 1.0%, vio = 5.1 fps, dio= 0.87', HW/D = 5.7, Qmax = 15.5 cfs
Curb Inlet #21
IA = 0.14 acres
DA = 0.75 + 0.14 = 0.89 acres
Qio= 0.85(7.50) 0.89 = 5.7 cfs
IIIB11CW_Stormwatcr Calculations.doc
New Bern Commons PLD
5
#17 - #22
15" rcp @ 1.5%, vio = 5.0 fps, djo= 0.85, HW/D = 6. 1, QmaX = 16.5 cfs
#21 - #22
18" rep @ 1.0%, vio = 5.5 fps, dio= 0.85', HW/D = 6.9, QmaX = 27.0 cfs
Double Curb Inlet #22
IA = 1.39 acres
DA = 0.79 + 0.89 + 1.39 = 3.07 acres
Qio= 0.85(7.50) 3.07 = 19.6 cfs
#13 - #23
24" rep @ 4.0%, vio = 13.5 fps, dio= 1.15', HW/D = 5.5, QmaX = 48.0 cfs
#22 - #23
24" rep @ 1.0%, vio = 7.0 fps, djo= I.5', HW/D = 5.3,Q,,,a, = 47. cfs
Storm Manhole #23
IA=0
DA = 4.12 + 3.07 = 7.19 acres
Qio = 0.85(7.50) 7.19 = 45.8 cfs
#23 - #23A
30" rcp @ 1.5%, vio = 10.0 fps, dio= 1.9', HW/D = 5.6, QmaX = 82.0 cfs
Curb Inlet #23A
IA = 0.24 acres
DA=7.19+0.24=7.43 acres
Qio= 0.85(7.50) 7.43 = 47.4 cfs
#23A - #24
30" rcp @ 1.5%, vio = 10.0 fps, dio= 2.0', HW/D = 5.9, QmaX = 90.0 cfs
Storm Manhole #24
IA=0
DA = 7.43 + 0.28 (RD) = 7.71 acres
Qio= 0.85(7.50) 7.71 = 49.2 cfs
#24 - #25
30" rep @ 2.0%, vio = 12.0 fps, djo= 1.8', HW/D = 4.0, QmaX = 70.0 cfs
RTWI #25C
IA = 0.63 acres (Pond)
DA = 8.34 acres
Qio= 0.85(7.50) 8.34 = 53.2 cfs
Qioo= 0.85(9.72) 8.34 = 68.9 cfs
RIBPCW Stormwater Calculations.doc
New Bert Commons PLD
6
Minimum Weir Size
Qioo= c,,,LH"', c,, = 3.0, L = 20' with 5'x 5' inside box dimension
H = 1.1', Use 1.25' minimum opening height.
#25C - #25D
42" rcp @ 0.5%, vio = 7.3 fps, djo= 2.6', HW/D = 2.2, Qmax = 105.0 cfs
Off-site Drainage
Junction Box/Storm Manhole #26
IA=0
DA = 14.84 acres (Off-site)
Q10 = 0.85(7.50) 14.84 = 94.6 cfs
#26 - #27
42" rcp @ 3.2%, vio = 16.0 fps, dlo= 2.0', HW/D = 3.5, Qmax = 150.0 cfs
Junction Box/Storm Manhole #27
IA=0
DA = 14.84 acres (Off-site)
Q10 = 0.85(7.50) 14.84 = 94.6 cfs
Catch Basin #28
IA = DA = 2.71 acres
Qio= 0.85(7.50) 2.71 = 17.3 cfs
#28 - #29
24" rcp @ 1.51%, vlo = 8.3 fps, dlo= 13, HW/D = 8.4, Qmax = 70.0 cfs
Junction Box/Storm Manhole #29
IA=0
DA = 2.71 acres
Qio= 0.85(7.50) 2.71 = 17.3 cfs
#27 - #30
42" rcp @ 3.75%, v?o = 17.0 fps, dlo= 1.9', HW/D = 3.3, QR,ax = 145.0 cfs
#29 - #30
24" rcp @ 1.5%, vio = 8.3 fps, dlo= 1.3', HW/D = 5.4, Qroax = 47.0 cfs
Junction Box/Storm Manhole #30
IA=0
DA = 14.84 + 2.71 = 17.55 acres
Q10 = 0.85(7.50) 17.55 = 111.9 cfs
RIBPCW_Stormwater Calculations.doe
New Bern Commons PLD
7
#30 - #31
42" rcp @ 1.75%, vio = 13.0 fps, d,o= 2.6', HW/D = 4. 1, Q?„X = 165.0 cfs
Junction Box/Storm Manhole #31
IA=0
DA = 14.84 + 2.71 = 17.55 acres
Q10= 0.85(7.50) 17.55 = 111.9 cfs
#31 - #32
42" rcp @ 1.82%, vio = 13.0 fps, dlo= 2.6', HW/D = 5.4, Q. = 195.0 cfs
Junction Box #32
IA=0
DA = 14.84 + 2.71 = 17.55 acres
Q10 = 0.85(7.50) 17.55 = 111.9 cfs
#32 - #33
48" rcp @ 1.0%, vlo = 11.5 fps, dlo= 3.0', HW/D = 4.6, Qmsx = 250.0 cfs
Drainage to Wet Pond #2
Raised-Top Catch Basin #34
IA = DA = 1.15 acres
Q10 = 0.85(7.50) 1.15 = 7.3 cfs
#34 - #35
15" rcp @ 4.25%, vio = 9.9 fps, dio= 0.75', HW/D = 6.4, Qm = 16.0 cfs
Raised-Top Catch Basin #35
IA = 1.03 acres
DA = 1.03 + 1.15 = 2.18 acres
Qio= 0.85(7.50) 2.18 = 13.9 cfs
#35 - #36
18" rcp @ 5.5%, vlo = 13.0 fps, djo= 0.9', HW/D = 5.3, Q., = 23.0 cfs
Curb Inlet #36
IA = 0.31 acres
DA = 0.31 + 2.18 = 2.49 acres
Qio= 0.85(7.50) 2.49 = 15.9 cfs
Curb Inlet #37
IA = DA = 0.24 acres
Qio= 0.85(7.50) 0.24 = 1.5 cfs
RIBPCW_Stormwater Calculations.doc
New Bern Commons PLD
8
#37 - #38
15" rcp @ 1.0%, vio = 3.8 fps, djo= 0.45', HW/D = 3.0, Qmax = 10.5 cfs
Curb Inlet #38
IA = 0.16 acres
DA = 0.16 + 0.24 = 0.40 acres
Qlo= 0.85(7.50) 0.40 = 2.6 cfs
#38- #39
15" rcp @ 1.0%, v10 = 4.5 fps, dio= 0.6', HW/D = 3.3, Qmax = 11.2 cfs
Raised-Top Catch Basin #39
IA = 0.64 acres
DA = 0.64 + 0.40 = 1.04 acres
Qio= 0.85(7.50) 1.04 = 6.6 cfs
#36 - #40
24" rcp @ 1.0%, vio = 7.0 fps, d,o= 1.4', HW/D = 1.9, Qmax = 27.5 cfs
#39 - #40
15" rcp @ 2.5%, vio = 8.0 fps, dio= 0.85', HW/D = 1.8, Qmax = 7.5 cfs
Curb Inlet #40
IA = 0.36 acres
DA=0.36+ 1.04+2.49=3.89 acres
Qio= 0.85(7.50) 3.89 = 24.8 cfs
#40 - #41
24" rcp @ 1.75%, v?o = 9.5 fps, dlo= 1.6', HW/D = 2.7, Qmax = 32.0 cfs
Curb Inlet #41
IA = 0.48 acres
DA=0.48+3.89=4.37 acres
Qio= 0.85(7.50) 4.37 = 27.9 cfs
#41 - #42
30" rep @ 2.5%, vio = 12.0 fps, dio= 1.3', HW/D = 1.4, Qmax = 33.0 cfs
Double Curb Inlet #42
IA = 2.31 acres
DA = 2.31 + 4.37 = 6.68 acres
Q10 = 0.85(7.50) 6.68 = 42.6 cfs
#42 - #43
36" rep @ 3.25%, vlo = 14.0 fps, dio= 1.4', HW/D = 1.6, Qmax = 58.0 cfs
RIBMW_Stormwatcr Calculations.doc
New Bent Commons PLD
9
Double Curb Inlet #43
IA = 1.26 acres
DA = 1.26 + 6.68 = 7.94 acres
Qlo= 0.85(7.50) 7.94 = 50.6 cfs
#43 - #44
36" rcp @ 1.0%, vio = 9.1 fps, dio= 2.2', HW/D = 1.9, QmaX = 69.0 cfs
Double Curb Inlet #44
IA = 1.39 acres
DA = 1.39 + 7.94 = 9.33 acres
Qjo= 0.85(7.50) 9.33 = 59.5 cfs
Double Curb Inlet #45
IA = DA= 1.86 acres
Qio= 0.85(7.50) 1.86 = 11.9 cfs
#44 - #46
36" rcp @ 2.0%, vio = 12.5 fps, dio= 1.9', HW/D = 2.8, Qmax = 88.0 cfs
#45 - #46
18" rcp @ 3.0%, vio = 9.8 fps, dio= 1.0', HW/D = 2.5, Qmax = 14.5 cfs
Junction Box/Storm Manhole #46
IA=0
DA = 1.86 + 9.33 = 11.19 acres
Q10 = 0.85(7.50) 11.19 = 71.4 cfs
#46 - #47
42" rep @ 1.0%, vio = 10.1 fps, dio= 2.5', HW/D = 2.6, Qmax = 120.0 cfs
Curb Inlet #47
IA = 0.09 acres
DA = 0.09 +11.19 = 11.28 acres
Qio= 0.85(7.50) 11.28 = 71.9 cfs
#47 - #48
42" rcp @ 1.0%, vio = 10.1 fps, dio= 2.6', HW/D = 2.7, Qmzx = 135.0 cfs
Storm Manhole #48
IA=0
DA = 11.28 acres
Qio= 0.85(7.50) 11.28 = 71.9 cfs
#48 - #49
42" rcp @ 1.0%, vio = 10.1 fps, dio= 2.6', HW/D = 3.1, Qmax = 139.0 cfs
RIBMW Stormwater Calculations.doc
New Bern Conunars
PLD
10
Curb Inlet #49
IA = 0.39 acres
DA = 0.39 + 11.28 = 11.67 acres
Q1o= 0.85(7.50) 11.67 = 74.4 cfs
#49 - #50
42" rcp @ 1.0%, vlo = 10.1 fps, dio = 2.6', HW/D = 3.4, Qmax = 145.0 cfs
Curb Inlet #50
IA = 0.10 acres
DA = 0.10 + 11.67 = 11.77 acres
Q1o= 0.85(7.50) 11.77 = 75.0 cfs
Curb Inlet #50A
IA = DA = 0.53 acres
Q?o = 0.85(7.50) 0.53 = 3.4 cfs
Double Curb Inlet #51
IA = DA = 1.16 acres
Q?o= 0.85(7.50) 1.16 = 7.4 cfs
Curb Inlet #52
IA=DA=0.33+0.16=0.49 acres
Q10 = 0.85(7.50) 0.49 = 3.1 cfs
#51 - #53
18" rcp @ 1.0%, vio = 5.8 fps, dio= 1.1', HW/D = 2.9, Q,„ax = 16.2 cfs
#52 - #53
15" rcp @ 9.0%, vio = 10.2 fps, dio= 0.36', HW/D = 2.8, Qmax = 10.0 cfs
Curb Inlet #53
IA = 0.34 acres
DA = 0.34 + 0.49 + 1.16 = 1.99 acres
Q1o= 0.85(7.50) 1.99 = 12.7 cfs
#53 - #54
24" rcp @ 1.0%, vio = 6.6 fps, dio= 1.25', HW/D = 2.8, Q,,,ax = 33.0 cfs
Curb Inlet #54
IA = 0.32 acres
DA = 0.32 + 1.99 + 0.21 = 2.52 acres
Q1o= 0.85(7.50) 2.52 = 16.1 cfs
RIBPCW_Stormwater Calculations.doe
New Bern Commom PLD
Curb Inlet #55
IA = 0.21 acres
DA = 0.21 + 0.68 = 0.89 acres
Qio= 0.8(7.50) 0.89 = 5.7 cfs
#54 - #56
24" rep @ 1.0%, vio = 7.0 fps, dio= 1.4', HW/D = 1.6, QmaX = 22.0 cfs
#55 - #56
15" rcp @ 5.0%, vio = 10.0 fps, djo= 0.6', HW/D = 1.7, QmaX = 7.0 cfs
Curb Inlet #56
IA = 0.58 acres
DA = 0.58 +2.52 +0.89 = 3.99 acres
Qio= 0.85(7.50) 3.99 = 25.4 cfs
Curb Inlet #57
IA = DA = 0.23 acres
Qio= 0.85(7.50) 0.23 = 1.5 cfs
#56 - #58
30" rcp @ 1.0%, vio = 8.0 fps, dio= 1.6', HW/D = 2.0, QmaX = 45.0 cfs
#57 - #58
15" rep @ 5.0%, vio = 6.9 fps, dio= 0.28', HW/D = 2.3, QmaX = 9.0 cfs
Curb Inlet #58
IA = 0.17 acres
DA = 0.17 + 0.23 + 3.99 = 4.39 acres
Qio= 0.85(7.50) 4.39 = 28.0 cfs
#58 - #59
30" rep @ 1.0%, v10 = 8.0 fps, dlo= 17, HW/D = 3.0, QmaX = 58.0 cfs
MH/JB #59
IA=0
DA = 4.39 + 2.48 = 6.87 acres
Qio= 0.85(7.50) 6.87 = 43.8 cfs
#59 - #60
36" rcp @ 1.0%, vio = 9.1 fps, dlo= 2.0', HW/D = 2.9, QmaX = 90.0 cfs
Curb Inlet #60
IA = 0.12 acres
DA = 0.12 + 6.87 = 8.07 acres
Qio= 0.85(7.50) 8.07 = 51.4 cfs
RIBPCW Stormwater Calculations.doc
New Bern Commons PLD
12
#60 - #61
36" rcp @ 1.0%, vio = 9.4 fps, djo= 2.3', HW/D = 3.3, Q?,ax = 98.0 cfs
Curb Inlet #61
IA = 0.13 acres
DA=0.13+8.07+0.49=8.69 acres
Qio= 0.85(7.50) 8.69 = 55.4 cfs
#50- #62
42" rcp @ 1.0%, vlo = 10.0 fps, d,o= 25, HW/D = 3.8, Qmax = 155.0 cfs
#50A- #62
15" rcp @ 1.0%, vio = 4.6 fps, dio= 07, HW/D = 2.4, Qmax = 8.8 cfs
#61- #62
36" rcp @ 1.0%, v10 = 9.3 fps, dio= 2.4', HW/D = 3.8, Qmax = 105.0 cfs
Curb Inlet #62
IA = 0.15 acres
DA=0.15+11.77+8.69+0.53=21.14 acres
Q1o= 0.85(7.50) 21.14 = 134.77 cfs
#62-#62A
48" rcp @ 1.2%, v10 = 12.0 fps, d,o= 3.4', HW/D = 5.5, Qmax = 280.0 cfs
RTWI #65
IA = DA = (21.14 + 0.40)/2 = 10.77 acres
Q1o= 0.85(7.50) 10.77 = 68.7 cfs
Q1oo= 0.85(9.72) 10.77 = 89.0 cfs
Final Minimum Weir Size
Q1 oo= c,,,LH32, c,,,= 3.0, L = 28' with 7'x 7' inside box dimension
H = 1.04', Use 15" minimum opening height.
#65- #66
42" rcp @ 2.0%, v,o = 14.0 fps, dlo= 27, HW/D = 3.0, Qmax = 135 cfs
RTWI #66
IA = (21.14 + 0.40)/2 = 10.77 acres
DA = 10.77 +10.77 = 21.54 acres (temporary)
Q1o = 0.85(7.50) 21.54 = 137.3 cfs
Q1oo= 0.85(9.72) 21.54 = 178 cfs
Final Minimum Weir Size
Qloo= c,,,LH32, cW = 3.0, L = 56' with (2) 7'x 7' inside box dimensions
H = 1.04', Use 15" minimum opening height.
RIBPCIV Stormwater Calculations.doe
New Beni Commons PLD
13
#66- #67
60" rep @ 1.0%, vio = 12.0 fps, d,o= 4.9', HW/D = 2.2, QmaX = 260 cfs
Rip-rap Apron Calculations - Using NYDOT chart
FES #25
v = 12.0 fps
d=30"=2.5'
Requires Zone 3 Medium Stone Filling
L=8x2.5=20'
W = 3 x 2.5 = 7.5'
Thickness = 22"
.'. Use min. Class B erosion control stone 201 x 73W x 22"TH
Endwall #25D (Outlet to Pond #1)
v = 7.2 fps
d=42"=3.5'
Requires Zone 2 Light Stone Filling
L=6x3.5=21'
W = 3 x 3.5 = 10.5'
Thickness = 22"
.'. Use min. Class B erosion control stone 211 x 12'W x 22"TH
Endwall #33
v= 11.5 fps
d=48"=4'
Requires Zone 3 Medium Stone Filling
L=8x4=32'
W=3x4=12'
Thickness = 22"
.'. Use min. Class B erosion control stone 321 x 12'W x 22"TH
Endwall #62A
v = 12 fps
d=48"=4'
Requires Zone 3 Medium Stone Filling
L=8x4=32'
W=3x4=12'
Thickness = 22"
.'. Use min. Class B erosion control stone 32'L x 12'W x 22"TH
RIBPCW_Stormwater Calculations.doe
New Bern Commons PLD
14
Endwall #67 (Outlet to Pond #2)
v = 9.0 fps
d=60"=5'
Requires Zone 3 Medium Stone Filling
L=8x5=40'
W=3x5=15'
Thickness = 22"
.'. Use min. Class B erosion control stone 40'L x 15'W x 22"TH
RIBPCW
DLH/dlh
RIBPCW Stormwater Calculations.doc
New Bern Commons
PLD
11enreeeiey a 7117103
CA
. ?
?FE?61m;1°?9 "..
WET POND 91 CALCULATIONS
Drainage Area = 8.34 ac
Impervious Area = 6.19 ac
% Impervious Cover = 74 %
Avg. Permanent Pool Depth =
Table 1.1 Surface Area to Drainage Area Ratio For Permanent Pool Sizing For 85% Pollutant Removal
Efficiency in the Piedmont
% Impervious Permanent Pool Depth feet
Cover 3 4 5 6 7 8 9
10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
30 1.34 1.08 0.97 0.83 0.70 0.64 0.62
40 1.73 1.43 1.25 1.05 0.90 0.82 0.77
50 2.06 1.73 1.50 1.30 1.09 1.00 0.92
60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
90 3.74 3.10 2.66 2.34 2.11 1.83 1.67
Notes: Numbers given in the body of the table are given in percentages.
SA/DA =
Surface Area =
Min. Forebay Volume =
(VOQR,a _
(Vol)p.d
(Vol)ray
(Vol)F.„p,r =
BASIN VOLUME
3.07
0.26 ac = 11,153 ft=
8,811 cf
21,736 cf ' Note: Design Rainfall - t' 0 Elev. 248.68
44,055 cf ' Note: Soo Table Below 0 Elev. 247.30
65,791 cf Berm Elov. 250.78
9,403 cf ' Note: Soo Table Below (Min. 20% of Pool Volume)
Water
Level
ft Surface
Area
s Elevation

ft Incremental
Volume
c Accumulated
Volume
c
0 4,605 242 0 0
1 5,635 243 5,120 5,120
2 6,755 244 6,195 11,315
3 7,960 245 7,358 18,673
4 10,375 246 9,168 27,840
5
L
5
3 13,610
14
540 247
247
J3 11,993
4
223 39,833
.
6 .
15,655 .
248 .
10,568 44.055
54,623
7 17,290 249 16,473 71,096
6 18,990 250 18,140 89,236
8.8 20,350 250.8 15,736 104,972
FOREBAY VOLUME
Water
Levol
ft Surface
Area
s Elevation

ft Incremental
Volume
c Accumulated
Volume
0 584 242 0 0
1 890 243 737 737
2 1,242 244 1,066 1,803
3 1,640 245 1,441 3,244
4 2,440 246 2,040 5,284
5
5
3 3,564
3
8 247 3,002 8286
1

.
,
83
247.3
.1,117 9,
03
RIBPCW_Wetpond Calculations.xls
Wotpond #1
P•
PH
7/17/03
WET POND #2 CALCULATIONS
Drainage Area = 21.54 ac
Impervious Area = 17.94 ac
% Impervious Cover = 83 %
Avg. Permanent Pool Depth =
Table 1.1 Surface Area to Drainage Area Ratio For Permanent Pool Sizing For 85% Pollutant Removal
Efficiency in the Piedmont
% Impervious
-- Permanent Pool Depth feet
Cover
I F3 4 5 6 7 8 9
10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
30 1.34 1.08 0.97 0.83 0.70 0.64 0.62
40 1.73 1.43 1.25 1.05 0.90 0.82 0.77
50 2.06 1.73 1.50 1.30 1.09 1.00 0.92
60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
90 3.74 3.10 2.66 2.34 2.11 1.83 1.67
Notes: Numbers given in the body of the table are given in percentages.
SA/DA =
Min. Surface Area
Min. Forebay Vol =
(Vol)A,,,,,„ =
(Vol)P.d =
(Vol)T.W =
(V01)Fa.wy =
BASIN VOLUME
2.63
0.57 ac = 24,677 ft2
22,633 cf
62,282 cf ' Note: Design Rainfall - 1' - 0 Elev. 252.29
113,163 cf 'Note: Soo Table Below ® Elov. 250.00
175,445 ct Berm Elov. 254.31
24,135 cf • Note: Soo Table Below (Min. 20% of Pool Volume)
Water
Level
---1f 1L- Surface
Area Elevation

ft Incremental
Volume
c Accumulated
Volume
c
0 6,465 241.2 0 0
0.8 7,355 242 5,528 5,528
2.8 9,780 244 17,135 22,663
4.8 12,505 246 22,285 44,948
6.8 15,505 248 28,010 72,958
8.8 24,700 250 40
205 113
163
10.8 27,635 252 ,
52,335 ,
165,498
12.8 30,718 254 58,353 223,851
FOREBAY VOLUME
al
e
r Surface Elevation Incremental Accumulated
E
,
, Area Volume Volume
F s It c c
975 241.2 0 0
1,225 242 880 880
. 1,970 244 3,195 4,075
4.8 2,880 246 4,850 8,925
6.8 3,965 248 6,845 15,770
8.8 4.400 250 8.365 -.24.135
RIBPCW_Wetpond Calculations.xis
Wetpond #2
PLD
Wet Pond #1
Calculate Runoff from 1" Rainfall Event
Rv = 0.05 + 0.0091 = 0.05 + 0.009(74.2) = 0.72"
Volume = Rv(DA) = 0.72"(8.34 acres )(1'/12")(43,560 sf/ 1 acre) = 21,736 cf
Calculate pipe size to drain temporary pool in 2-5 days.
Required release rate for drainage in 2 days
Q = (21,736 cf/48 hours)(1 hour/3600 sec) = 0.13 cfs
Required release rate for drainage in 5 days
Q = (21,736 cf/120 hours)(1 hour/3600 sec) = 0.05 cfs
Try 2" diameter pipe
Average head = 1.472 - 0.08' = 0.62'
Q = cdA(2gh)o.s = 0.6(0.0218)(2(32.2)(0.62))0-' = 0.08 cfs
Use 2" drainpipe since it will drain temporary pond in 2-5 days.
Calculate pipe size to drain permanent and temporary pool in less than one day.
Required release rate for drainage in 1 day
Q = (65,791 cf/24 hours)(1 hour/3600 sec) = 0.76 cfs
Try 8" diameter pipe
Average head = 7.8'/2 - 0.33' = 3.57'
Q = cdA(2gh)o-' = 0.6(0.34)(2(32.2)(3.57))0'5 = 3.09 cfs
Use 8" drainpipe since it will drain pond in less than one day.
Calculate anti-flotation block at RTWI #25A
Displacement = 5'(5)7.47' tall = 186.8 cf
Buoyant Force = 186.8 cf(62.4 lbs/cf) =11,656.3 lbs.
Weight of walls and base = (18 lf(0.5' thick)7.47' tall wall + 7(7)0.67' thick base)
(150 lbs/cf -62.4 lbs/cf) = 8,765.3 lbs
Weight of Soil above base = (241f (1' thick) 4' high) 100 lbs/cf = 9,600 lbs.
Total weight of walls, base, and soils = 18,365.31bs which exceed the buoyant force by
57%. This calculation excludes friction forces of soils, which will provide an additional
factor of safety.
PLD
Calculate anti-flotation block at RTWI #25C
Displacement = 6'(6')6.7' tall = 241.2 cf
Buoyant Force = 241.2 cf(62.4 lbs/cf) = 15,050.91bs.
Weight of walls and base = (22 If(0.5' thick)6.7' tall wall + 8(8) P thick base)(150 lbs/cf -
62.4 lbs/cf) = 12,062.5 lbs
Weight of Soil above base = (281f (1' thick) 4.3' high) 100 lbs/cf = 12,040 lbs.
Total weight of walls, base, and soils = 24,102.5 Ibs which exceed the buoyant force by
60%. This calculation excludes friction forces of soils, which will provide an additional
factor of safety.
Wet Pond #2
Calculate Runoff from 1" Rainfall Event
Rv = 0.05 + 0.0091 = 0.05 + 0.009(83.0) = 0.80"
Volume = Rv(DA) = 0.80"(21.54 acres )(1'/12")(43,560 sf/ 1 acre) = 62,282 cf
Calculate pipe size to drain temporary pool in 2-5 days.
Required release rate for drainage in 2 days
Q = (62,282 cf/48 hours)(1 hour/3600 sec) = 0.36 cfs
Required release rate for drainage in 5 days
Q = (62,282 cf/120 hours)(1 hour/3600 sec) = 0.14 cfs
Try 3" diameter pipe
Average head = 2.2972 - 0.13' = 1.01'
Q = cdA(2gh)os = 0.6(0.0491)(2(32.2)(1.01))0.5 = 0.24 cfs
Use 3" drainpipe since it will drain temporary pond in 2-5 days.
Calculate pipe size to drain permanent and temporary pool in less than one day.
Required release rate for drainage in 1 day
Q = (175,445 cf/24 hours)(1 hour/3600 sec) = 2.03 cfs
Try 8" diameter pipe
Average head = 11.372 - 0.33' = 5.32'
Q = cdA(2gH)0-5 = 0.6(0.34)(2(32.2)(5.32))05 = 3.8 cfs
Use 8" drainpipe since it will drain pond in less than one day.
PLD
Calculate anti-flotation block at RTWI 03
Displacement = 5'(5')8.38' tall = 209.5 cf
Buoyant Force = 209.5cf(62.4 lbs/cf) = 13,072.81bs.
Weight of walls and base = (18 lf(0.5' thick)8.38' tall wall + 7(7)0.67' thick base)(150
lbs/cf -62.41bs/cf) = 9,482.7 lbs
Weight of Soil above base = (241f (1' thick) 4' high) 100 lbs/cf = 9,6001bs.
Total weight of walls, base, and soils = 19,082.71bs which exceed the buoyant force by
46%. This calculation excludes friction forces of soils, which will provide an additional
factor of safety.
Calculate anti-flotation block at RTWI #65 and ##66
Displacement = 8'(8')10.2' tall = 652.8 cf
Buoyant Force = 652.8cf(62.4 lbs/cf) = 40734.7 lbs.
Weight of walls and base = (30 If(0.5' thick)10.2' tall wall + 10(10)1' thick base)(150
Ibs/cf - 62.41bs/cf) = 22,162.8 lbs
Weight of Soil above base = (36 If 0' thick) 7' high) 100 Ibs/cf = 25,200 lbs.
Total weight of walls, base, and soils = 47,362.81bs which exceed the buoyant force by
16%. This calculation excludes friction forces of soils which will provide an additional
factor of safety.
RIBPCW
PLD

F
P
A
0

Ic
ID
IE
IF
I 2 } 4 s 6 7
I
1
I
I
I
I
PROPOSED CORPORATION PARKWAY
, 7--?4
/
??

Ic

?. r--------;,
I
_ I
B 9
1
O
I
I
1-I POND N2
TOTAL DA = 21.54 AC
I SITE IMPERVIOUS = 15.73 AC
LOT 2-4 IMPERVIOUS = 221 AC
TOTAL IMPERVIOUS = 17.94 AC (837)
I '
I • NOTE: OUTPARCELS ARE ASSUMED
TO BE 707 IMPERVIOUS BASED ON
SKETCHES PROVIDED BY ARCHITECT.
1
I
I
POND- I ------
TOTAL OA = 8.33 AC
1 SITE IMPERVIOUS = 5.51 AC
LOT 5 IMPERVIOUS = 0.68 AC
\ TOTAL IMPERVIOUS = 6.19 AC (74-7)
NOTE: OUTPARCELS ARE ASSUMED
j TO BE 70: IMPERVIOUS BASED ON
. SKETCHES PROVIDED BY ARCHITECT.
I
I
I
I
E

a NORTH
NEW BERN AVE. CUS. HIOHVAY 64)

_.?
SCNf H RR
IMPERVIOUS AREA MAP
a
a
z
W
A
A
z.
A?
Q
Z
J
O
N cr
z Q
,c
? w
O I o
Z mli
:
n
W siz.°
W3
W
J
Q
cc
REVISIONS BY
1ap*NTS
f
r
A
d
2
A
18
IC
ID
IE
i
G
L
/F
?Y
Y/ `al
' I Ill ) 1 /l
1. I ?
511A 'J'
L
ct.
JO?A \ti
O1SA .
I I I I
I? ? 1 1 1 1 1 1 1 1 O1pA
gyp. C) A. I 1 ,' I I
. ' '10'25a 1. I 022E I
1 I '. 1 I 1' I ?-
?? I 1'I I i I.
01?A- r?.? 01 •? ^2!,1
f6A f
048.
IAA ? I
0 A I ? .-.
_. ?.5rJr
I
_0
005A
Ih
- 029
f.
1 X11 - - _ O: F I __I.
----- C4hf. i i Qc?A 0514 OCOA I.
Lr.S' 0954 ^ ....., 0.7SF"- 1 1 1
- 012 ------- I s
4411•. O. v40r. OJOA - -?.. -
` _ - - NORTH
NEW. BERN AVE N.S. HICHWAY B., ON-SITE IMPROVEMENTS
--?`-- ------------=----------------"-- -% - DRAINAGE AREA MAP

_. a
8 9
5 c, 7
1 9 ?
a.
s ? f1 I ?G(
V
? / 1 \ I
O.iEA O A ) y
U25A oJ1 ;a
).52A OJ` O11A • ?l I '
If I 1?5 `\\ I
4

a
z
Ea
C;ID
W
L
L
•4
F?
I?
a
z
m
co CC
0a
U
U
Li
m a
W3
Z W
J
a
REVISIONS BY
¦um ?
pN ?lYlf W
LWpt ?
wMrMll
ywr
p[o In
ISM
art
w_Yw"
f•P
pr
DA-4
w lw?
imap://todd.st.johns/o40dwq.denr.ncmail.net@nplex Lncmail.net:143/f...
Subject: FW: Raleigh International Business Park/New Bern Commons
From: "Ron" <[e-mail]>
Date: Tue, 12 Aug 2003 12:41:37 -0400
To: "Todd St. John" <[e-mail]>
Todd,
The Owner called back and they will by-pass the water as required. We
understand you may not approve an alternate submitted in the future.
Please fax me the letter to the number below as soon as possible.
Thanks,
Ron Hendricks
Piedmont Land Design, LLP
8366-104 Six Forks Road
Raleigh, North Carolina 27615
[phone]
[phone] Fax
[e-mail]
--- Uriginal Message-----
From: Ron [mailto:[e-mail]]
Sent: Tuesday, August 12, 2003 11:24 AM
To: Todd St. John
Subject: FW: Raleigh International Business Park/New Bern Commons
Todd,
The Owner called back and does not want to commit to this until they know
the cost implication. Hold off on the letter for know.
Thanks,
Ron Hendricks
Piedmont Land Design, LLP
8366-104 Six Forks Road
Raleigh, North Carolina 27615
[phone]
[phone] Fax
[e-mail]
-----Original Message-----
From: Ron [mailto:[e-mail]]
Sent: Tuesday, August 12, 2003 10:53 AM
To: Todd St. John
Subject: RE: Raleigh International Business Park/New Bern Commons
I just spoke to the Owner. They agree they will by-pass the water as
required. We understand you may not approve an alternate submitted in the
future.
Please fax me the letter to the number below.
Thanks for your help.
Ron Hendricks
1 of 2 8/12/03 12:51 PM
imap://todd.st. john%40dwq.denr.ncmai1.net@nplex I.ncmail.net:143/f...
Piedmont Land Design, LLP
8366-104 Six Forks Road
Raleigh, North Carolina 27615
[phone]
[phone] Fax
[e-mail]
-----Original Message-----
From: Todd St. John [mailto:todd.st
Sent: Tuesday, August 12, 2003 8:45
To: [e-mail]
Subject: Re: Raleigh International
[e-mail]]
AM
Business Park/New Bern Commons
Does the applicnat agrees to either by-pass the all of offisite
stormwater (yes or no)? you cannot count on the combining and splitting
the flows as a viable idea. We may be able to consider it, but there's
several more issues than the amount of impervious area invovlved. In
other words, we must have an agreement that the off-site will be
bypassed before we will issue an approval because I cannot give you much
hope that we will consider the combining idea because of all of the
potential problems and no perceived benefits from our point of view.. We
may consider future proposals, but the bypass is the only acceptable
alternative to resizing the ponds to accept all of the offsite draiange
at this time.
Ron wrote:
Todd,
As we discussed yesterday, please send us an approval letter with
conditions
for the stormwater management plan for this project.
We still would like to review the combined stormwater system to see if it
treats the same amount of impervious area. If it does we would like for
this
to be considered for approval.
Thanks for your help.
Ron Hendricks
Piedmont Land Design, LLP
8366-104 Six Forks Road
Raleigh, North Carolina 27615
[phone]
[phone] Fax
[e-mail]
2 of 2 8/12/03 12:51 PM
imap://todd.st.john%40dwq.denr.ncmai1.net@ nplex Lncmail.net:143/f...
Subject: Re: Raleigh International Business Park
From: "Todd St. John" <[e-mail]>
Date: Mon, 11 Aug 2003 12:07:35 -0400
To: [e-mail]
CC: "Todd.St.John" <[e-mail]>
Ron,
Sorry I didn't notice this earlier, but this is the first time I've ever seen (or noticed, anyway) a proposal to
split the stormwater as proposed at 38.
Briefly, I recommend that the splitter concept be eliminated and that the the offsite be bypassed by a
completely separate conveyance system. Also, I am not certain as to the reliability of such a system in
that I think it could have a tendency to foul with desbris since it will go from a large pipe to a small
opening which drains to the pond. Second, I do not aggree with the approach used as the upstream
runoff may not be as polluted as what would be directly discharged from onsite impervious cover. Also,
I could not find an accounting the offsite impervious converage for comparison. Finally, it is not clear
how the system would respond in smaller than 10 year events. Most "first flush" events that are reported
to contain the pollutants are much smaller.
Now, it is only required that new onsite impervious cover be treated. Also, from time to time existing on
site or existing as well as untreated offsite impervious area can be traded for onsite impervious area if
the areas are similar (pollutant-wise). However, the collection systems should be discrete. However, in
this case the flows are not discrete but are mixed and the offsite impervous coverage or nature of the
impervious coverage is not specified.
Also, in general if such a trade is proposed, it is a good idea to clearly indicate that fact and how it
would be achieved... I would recommend preliminary discussions....
thanks, todd
Ron wrote:
Todd,
I have the signed operation and maintenance agreements. Is the information
on the fax acceptable? If so we will send full size plans along with the
agreements for final approval.
Thanks for your help.
Ron Hendricks
Piedmont Land Design, LLP
8366-104 Six Forks Road
Raleigh, North Carolina 27615
[phone]
[phone] Fax
[e-mail]
-----Original Message-----
From: Todd St. John [mailto:[e-mail]]
Sent: Tuesday, August 05, 2003 11:42 AM
To: [e-mail]
8/11/03 12:09 PM
imap://todd.st.john%40dwq.denr.ncmail.net@ nplex l.ncmail.net:143/f...
Subject: Re: Raleigh International Business Park
the actual "easements" are not required at this time... although access
and the maintenance of the drainage patterns and BMPs will be required
via the 401...
i received the faxes and i have yet to review them...
todd
Ron wrote:
Todd,
We have one additional question. The wet detention basin supplement
requires
a drainage easement and access easement for each pond. We have assumed this
is not required since the pond is located on one lot and that lot owner is
responsible for maintaining it. Is this assumption correct?
Please give me a call to discuss this as well as the fax we sent yesterday.
Thanks,
Ron Hendricks
Piedmont Land Design, LLP
8366-104 Six Forks Road
Raleigh, North Carolina 27615
[phone]
[phone] Fax
[e-mail]
2 of 2 8/11/03 12:09 PM
Project Name:
Project No. DWQ 030489
1
SUBMITTED DESIGN: REQUIRED DESIGN:
elevations 3.7 average depth status
Bottom of Basin (ft) 242
Permanent Pool (ft) 247.3 5.3 ft. depth ok
Temporary Pool (ft) 248.7 1.4 ft. depth ok
areas
Permanent Pool SA (sq ft)
14540
11199 sq. ft.
ok
Drainage Area (ac) 8.34 10585! based on avg depth ok
Impervious Area (ac) 6.19 74.2 % -
volumes
Permanent Pool (cu ft) 53458
Temporary Pool (cu ft) 21736 21736 cu. ft. check tempo
Forebay (cu ft) 9403 17.6 % check forebc
other parameters
SA/DA 3.08 -
Orifice Diameter (in) 2 0.09 cfs drawdown -
Design Rainfall (in) 1 2.9 day drawdown ok
Linear Interpolation of Correct SAIDA***
5.3 ft. Permanent Pool Depth
% Impervious SA/DA fron (Avg. Depth)
Next Lowest 70 2.88 2.724775791 2.4
Project Impervious 74.2 3.08 2.91, 2.56
Next Highest 80 3.36 3.172437414 2.78
3 ft 4
Project Name:
Project No. DWQ 030489
2
SUBMITTED DESIGN: REQUIRED DESIGN.
elevations 5.6 average depth status
Bottom of Basin (ft) 241.2
Permanent Pool (ft) 250 8.8 ft. depth check depth
Temporary Pool (ft) 252.3 2.3 ft. depth ok
areas
Permanent Pool SA (sq ft)
24700
23195 sq. ft.
ok
Drainage Area (ac) 21.54 21981;; based on avg depth ok
Impervious Area (ac) 17.94 83.3 % -
volumes
Permanent Pool (cu ft) 137298
Temporary Pool (cu ft) 62282 62519 cu. ft. check tempo
Forebay (cu ft) 24135 17.6% check forebc
other parameters
SA/DA 2.47 -
Orifice Diameter (in) 3 0.25 cfs drawdown -
Design Rainfall (in) 1 2.8 day drawdown ok
Linear Interpolation of Correct SA/DA***
8.8 ft. Permanent Pool Depth
% Impervious SAMA fron (Avg. Depth)
Next Lowest 80 2.38 2.256414575 2.1
Project Impervious 83.3 2.47 2.341 2.18
Next Highest 90 2.66 2.518759514 2.34
5 ft 6
Project No. DWQ (to be provided by DJV0 )
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, and a fully executed
operation and maintenance agreement. An incomplete submittal package will result in a request for additional
information and will substantially delay final review and approval of the project.
I. PROJECT INFORMATION (please complete the following information):
Project Name : New Bern Commons
Contact Person: Ron Hendricks, PE Phone Number: [phone]
For projects with multiple basins, specify which basin this worksheet applies to: Wet Pond #1
Basin Bottom Elevation
Permanent Pool Elevation
Temporary Pool Elevation
Permanent Pool Surface Area
Drainage Area
Impervious Area
Permanent Pool Volume
Temporary Pool Volume
Forebay Volume
SA/DA used
Diameter of Orifice
242.0 ft. (average elevation of the floor of the basin)
247.3 ft. (elevation of the orifice invert out)
248.7 ft. (elevation of the outlet structure invert in)

14,540 sq. ft. (water surface area at permanent pool elevation)
8.34 ac. (on-site and off-site drainage to the basin)
6.19 ac. (on-site and off-site drainage to the basin)

53,458 cu. ft. (combined volume of main basin and forebay)
21,736 cu. ft. (volume detained on top of the permanent pool)
9,403 cu. ft.

3.07 (surface area to drainage area ratio)
2 in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices manual
(N.C. Department of Environment, Health and Natural Resources, November 1995) and Administrative Code
Section: 15 A NCAC 2H .1008. Initial in the space provided to indicate the following design requirements have
been met and supporting documentation is attached. I fa requirement has not been met, attach an explanation of
why.
The temporary pool controls runoff from the 1 inch storm event.
basin length to width ratio is greater than 3:1.
basin side slopes are no steeper than 3:1.
submerged and vegetated perimeter shelf at less than 6:1 is provided.
;etation to the permanent pool elevation is specified.
n emergency drain is provided to drain the basin.
The, average permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
he temporary pool draws down in 2 to 5 days.
..-The forebay volume is approximately equal to 20% of the total basin volume.
ediment storage is provided in the permanent pool.
access is provided for maintenance.
minimum 50-foot vegetative filter is provided at the outlet.
site specific operation and maintenance (O&M) plan is provided.
?1 egetation management/mowing schedule is provided in the O&M plan.
emi-annual inspections are specified in the O&M plan.
?1? ebris check is specified in the O&M plan to be performed after every storm event.
.,A specific sediment clean-out benchmark is listed (elevation or depth) in O&M plan.
?? responsible party is designated in the O&M plan.
FORM SWGI00 09/97 Page 1 of 1
Project No. DWQ (to be provided by DIVQ)
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, and a fully executed
operation and maintenance agreement. An incomplete submittal package will result in a request for additional
information and will substantially delay final review and approval of the project.
1. PROJECT INFORMATION (please complete the following information):
Project Name : New Bern Commons
Contact Person: Ron Hendricks, PE Phone Number: [phone]
For projects with multiple basins, specify which basin this worksheet applies to: Wet Pond #2
Basin Bottom Elevation 241.2 ft. (average elevation of the floor of the basin)
Permanent Pool Elevation 250.0 ft. (elevation of the orifice invert out)
Temporary Pool Elevation 252.3 ft. (elevation of the outlet structure invert in)

Permanent Pool Surface Area 24,700 sq. ft. (water surface area at permanent pool elevation)
Drainage Area 21.54 ac. (on-site and off-site drainage to the basin)
Impervious Area 17.94 ac. (on-site and off-site drainage to the basin)

Permanent Pool Volume 137,298 cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume 62,282 cu. ft. (volume detained on top of the permanent pool)
Forebay Volume 24,135 cu. ft.

SA/DA used 2.63 (surface area to drainage area ratio)
Diameter of Orifice 3 in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices manual
(N.C. Department of Environment, Health and Natural Resources, November 1995) and Administrative Code
Section: 15 A NCAC 2H .1008. Initial in the space provided to indicate the following design requirements have
been met and supporting documentation is attached. If a requirement has not been met, attach an explanation of
why.
Apnlic s Initials
The temporary pool controls runoff from the 1 inch storm event.
The basin length to width ratio is greater than 3:1.
The basin side slopes are no steeper than 3:1.
A submerged and vegetated perimeter shelf at less than 6:1 is provided.
Vegetation to the permanent pool elevation is specified.
An emergency drain is provided to drain the basin.
1WV00 e average pernanent pool depth is betw een 3 and 6 feet (required minimum of 3 feet).
e temporary pool draws down in 2 to 5 days.
te forebay volume is approximately equal to 20% of the total basin volume.
diment storage is provided in the permanent pool.
ccess is provided for maintenance.
minimum 50-foot vegetative filter is provided at the outlet.
site specific operation and maintenance (O&M) plan is provided.
vegetation management/mowing schedule is provided in the O&M plan.
mi-annual inspections are specified in the O&M plan.
debris check is specified in the O&M plan to be performed after every storm event.
specific sediment clean-out benchmark is listed (elevation or depth) in O&M plan.
responsible party is designated in the O&M plan.
9/97 Page 1 of 1
PLD Piedmont Land Design, LLP
8366-104 Six Forks Road • Raleigh, NC 27615 • [phone] • Fax: [phone]
August 8, 2003
North Carolina Division of Water Quality, Wetlands/401 Unit
1650 Mail Service Center
Raleigh, North Carolina 27699-1650
Attention: Todd St. John
Reference: Raleigh International Business Park
DWQ Project No. 03-0489
Dear Mr. St. John:
Enclosed are two copies of the revised site construction plans (Sheet No. C-3, 3.1, 3.2, 3.5, 3.6, 7,
and 7.1) for the proposed wet detention ponds and the signed and notarized Wet Detention Basin
Supplement and the Wet Detention Basin and Level Spreader Worksheets for each pond. We have
revised the plans to incorporate the comments in your letter dated July 31, 2003. The comments
and responses are as follows:
1. Level Spreader - We have provided an enlarged plan (Sheet No. C-3.6) that shows
additional elevation information and the extent of the forested vegetation to remain. We
have also shifted the level spreader location to further insure this device will be
hydraulically separate from the main pond outlet pipe at Pond 1. We have also noted the
installation of additional ground cover and trees in the area below the level spreaders as
we discussed on the Landscape Plan (Sheet No. C-7).
2. Operation and Maintenance Agreement - The signed and notarized Wet Detention
Basin Supplement for each pond is enclosed. Part III is the Operation and Maintenance
Agreement.
As we discussed today we need to obtain the approval letter on Monday so that the closing on this
property can occur. We appreciate your help on this matter. Please call if you have any additional
questions.
Sin e ly,
Ron Hendricks
RIBPCW RPH: rph
Enclosure
Civil Engineers • Landscape Archileds • Land Planners
Permit No.
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
(to be provided by DWQ)
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
1. PROJECT INFORMATION
Project Name: New Bern Commons
Contact Person: Ron Hendricks, PE Phone Number: ( 919 ) 845-7600
For projects with multiple basins, specify which basin this worksheet applies to: Wet Pond #1
elevations
Basin Bottom Elevation 242.0 ft.
Permanent Pool Elevation 247.3 ft.
Temporary Pool Elevation 248.7 ft.
(floor of the basin)
(elevation of the orifice)
(elevation of the discharge structure overflow)
areas
Permanent Pool Surface Area 14,540 sq. ft. (water surface area at the orifice elevation)
Drainage Area 8.34 ac. (on-site and off-site drainage to the basin)
Impervious Area 6.19 ac. (on-site and off-site drainage to the basin)
volumes
Permanent Pool Volume 53,458 cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume 21,736 cu. ft. (volume detained above the permanent pool)
Forebay Volume 9,403 cu. ft. (approximately 20% of total volume)
Other parameters
SA/DAt 3.07 (surface area to drainage area ratio front D1VQ table)
Diameter of Orifice 2 in. (2 to 5 day temporary pool draw-down rewired)
Design Rainfall 1 in.
Design TSS Removal 2 85 % (minimum 85% required)
Form SWU-102 Rev 3.99 Page 1 of 4
Fnntnntec*
When using the Division SAIDA tables, the correct SAIDA ratio for permanent pool sizing should be computed based upon the
actual impervious % and permanent pool depth. Linear interpolation should be employed to determine the correct value for non-
standard table entries.
In the 20 coastal counties, the requirement for a vegetative filter may be waived if the wet detention basin is designed to provide
90% TSS removal. The NCDENR BMP manual provides design tables for both 85% TSS removal and 90% TSS removal.
H. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. If a requirement has not been met, attach justification.
Applicants Initials
a. The average permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
? b. The forebay volume is approximately equal to 20% of the basin volume.
c. The temporary pool controls runoff from the design storm event.
?d. The temporary pool draws down in 2 to 5 days.
?e. If required, a 50-foot vegetative filter is provided at the outlet (include non-erosive flow
calculations)
?f. The basin length to width ratio is greater than 3:1.
?g. The basin side slopes above the permanent pool are no steeper than 3:1.
? h, A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detail).
? i. Vegetative cover above the permanent pool elevation is specified.
N/A ? j. A trash rack or similar device is provided for both the overflow and orifice.
N/A ?'k. A recorded drainage easement is provided for each basin including access to nearest right-

?1 of-way.
l
t
f th
d
i
l d
i
i
d f
di
f
h
b
i
i
. ean ou
o
e
ment an
eros
on contro
ur
ng construct
on, c
s use
or se
I
t
e
as
n
basin is specified prior to use as a wet detention basin.
?m . A mechanism is specified which will drain the basin for maintenance or an emergency.
III. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter with level spreader.
This system (check one) V does 0 sloes not incorporate a vegetated filter at the outlet.
This system (check one) O does (does not incorporate pretreatment other than a forebay.
Form SWU-102 Rev 3.99 Page 2 of 4
8. All components of the wet detention basin system shall be maintained in good working order.
ar•d/or w. ytticcc?cvc, ir? trkGr?? by Gohvti?A,.cL
xv e- J
I acknowledge and agree by my signature below that I a44 responsible for the performance of the eight
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system e?-?cspesile-paw.
Print name: ( t m
Title: Me-lrbei-
Address: ?.p?'?ma???'<?I ?t t?1??"? {7Lr?nc? 5 ???Cl?znlry Vii, C`v?cxui??e,Ti1I 3"7)y.
Phone: ?4 S 2 -
l
Date: S Ll D c
Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a
resident of the subdivision has been named the president.
a Notary Public for the State of ti??
County of do hereby certify that Tern S?? ??t r:,
personally appeared before me this day of ALAa; Ls i- and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
i,
LLkL
cnnr
My commission expires
Form SNU-102 Rev 3.99 Page 4 of 4
Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow vegetative
cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to maintain
proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed of
in an appropriate manner and shall be handled in a manner that will not adversely impact water quality (i.e.
stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads
When the permanent pool depth reads
4 feet in the main pond, the sediment shall be removed.
4 feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation 247.3
Sediment Removal El. 243.3
Bottom Elevation 242.0` 2
FOREBAY
Sediment Removal Elevation 243.3 75%
-
Bottom Elevation 242.0 ; 25%
MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through
the emergency drain shall be minimized to the maximum extent practical.
7. Remove sediment from basin, repair any erosion problems and vegetation damage annually.
Form SWU-102 Rev 3.99 Page 3 of 4
DWQ Project No.
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name: New Bern Commons
Contact Person: Ron Hendricks Phone Number: -
Level Spreader ID:. # 1
Level Spreader Length 13 ft.
Drainage Area N / A ac.
Impervious Area N/A ac.
Maximum Filter Strip/Buffer Slope A %
grass
Max. Discharge from a 10 Year Storm 0. 1 -1 cfs
Max. Discharge to Level Spreader 0.13 cis
Filter Strip/Buffer Vegetation
Pre-treatment or Bypass Method Wet Pond #1
(perpendicular to flow)
(on-site and off-site drainage to the level spreader)
(on-site and off-site drainage to the level spreader)
(6% for forested, leaf littler cover, 8% for thick ground cover)'
* * thick round cover or grass, canopied forest with leaf litter
group cover
REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
A licants Initials
Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
N/A ? Pre-Form Scour Holes are on flat slopes only
?No structures are located in protected buffers'
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
.,,Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
?No structures are located in protected buffers.
.? Plan details for the bypass and outlets are provided.
?Theoperation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
' Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
Permit No.
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
(to be provided by D1VQ)
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWQ Stormwater Management Plan Review:
A complete Stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
1. PROJECT INFORMATION
Project Name: New Bern Commons
Contact Person: Ron Hendricks. PE Phone Number: ( 919 ) 845-7600
For projects with multiple basins, specify which basin this worksheet applies to: Wet Pond #2
elevations
Basin Bottom Elevation 241.2 ft. (floor of the basin)
Permanent Pool Elevation 250.0 ft. (elevation of the orifice)
Temporary Pool Elevation 252.3 ft. (elevation of the discharge structure overflow)
areas
Permanent Pool Surface Area 24,700 sq. ft. (water surface area at the orifice elevation)
Drainage Area 21.54 ac. (on-site and off-site drainage to the basin)
mpervious Area 17.94 ac. (on-site and off-site drainage to the basin)
volumes
Permanent Pool Volume 137,298 cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume 62,282 cu. ft. (volume detained above the permanent pool)
Forebay Volume 24,135 cu. ft. (approximately 20% of total volume)
Other parameters
SA/DAI 2.63 (surface area to drainage area ratio front DWQ table)
Diameter of Orifice 3 in. (2 to 5 day temporary pool draw-down required)
Design Rainfall I in.
Design TSS Removal 2 85 % (minimum 85% required)
Form SWU-102 Rev 3.99 Page 1 of 4
Footnotes:
l When using the Division SA/DA tables, the correct SA/DA ratio for permanent pool sizing should be computed based upon the
actual impervious % and permanent pool depth. Linear interpolation should be employed to determine the correct value for non-
standard table entries.
2 In the 20 coastal counties, the requirement for a vegetative filter may be waived if the wet detention basin is designed to provide
90% TSS removal. The NCDENR BMP manual provides design tables for both 85% TSS removal and 90% TSS removal.
II. REQUIRED ITEMS CHECIaIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. If a requirement has not been met, attach justification.
Applicants nitials
V CJ ? a.
b.
c.
? d.
? e.
? f.
? g.
h.
?i.
N/A ?j
N/A ? k.
The average permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
The forebay volume is approximately equal to 20% of the basin volume.
The temporary pool controls runoff from the design storm event.
The temporary pool draws down in 2 to 5 days.
If required, a 50-foot vegetative filter is provided at the outlet (include non-erosive flow
calculations)
The basin length to width ratio is greater than 3:1.
The basin side slopes above the permanent pool are no steeper than 3:1.
A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detail).
Vegetative cover above the permanent pool elevation is specified.
A trash rack or similar device is provided for both the overflow and orifice.
A recorded drainage easement is provided for each basin including access to nearest right-
of-way.
? 1 If the basin is used for sediment and erosion control during construction, clean out of the
basin is specified prior to use as a wet detention basin.
m. A mechanism is specified which will drain the basin for maintenance or an emergency.
III. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter with level spreader.
This system (check one) does 0 does not incorporate a vegetated filter at the outlet.
This system (check one) 0 does edoes not incorporate pretreatment other than a forebay.
Form SWU-102 Rev 3.99 Page 2 of 4
Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow vegetative
cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to maintain
proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed of
in an appropriate manner and shall be handled in a manner that will not adversely impact water quality (i.e.
stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 4 feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads 4 feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation 250.0
Sediment Ren oval El. 246.9_ ---? 7590
_ Sediment Removal Elevation 46.0 75%
Bottom Ele anon 241.2 '?' % ------------------------------? ------------- - --
FOREBAY
Bottom Elevation 241.2 425%
MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through
the emergency drain shall be minimized to the maximum extent practical.
7. Remove sediment from basin, repair any erosion problems and vegetation damage annually.
Form SWU-102 Rev 3.99 Page 3 of 4
DWQ Project
DIVISION OF WATER QUALITY . LEVEL SPREADER WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name: New Bern Commons
Contact Person: Ron Hendricks Phone Number: (9 19) 945-7600
Level Spreader ID:. #2
Level Spreader Length 13 ft.
Drainage Area N/A ac.
Impervious Area N/A ac.
Maximum Filter Strip/Buffer Slope 8 %
grass
Max. Discharge from a 10 Year Storm 0.36 cfs
Max. Discharge to Level Spreader 0.36 cfs
Filter Strip/Buffer Vegetation
(perpendicular to flow)
(on-site and off-site drainage to the level spreader)
(on-site and off-site drainage to the level spreader)
(6% for forested, leaf littler cover, 8% for thick ground cover)'
* *(thick ground cover or grass, canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method Wet Pond #2
REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
ApplicaRts In' Ws
Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
N/A Pre-Form Scour Holes are on flat slopes only
i,Nb structures are located in protected buffers'
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
,Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
?No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
?Theoperation and maintenance agreement includes annual erosion and vegetation repair.
?rhe operation and maintenance agreement signed and notarized by the responsible party is provided.
Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
8. All components of the wet detention basin system shall be maintained in good working order.
?? w' 54?tceSSovb In t?ftveej by Covjveila„nGG
I acknowledge and agree by my signature below that I-fttt}responsle ?or the performance of the eight J
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or. v gau??il , 4y-
Print name: ?cn?
Title: (l'l pn-, hc'r
Address: ?Cll?ll Gl Ili, Nr ? l? j1J 3l"I C` t
i? ccJ ??Ci lip?"I C
Phone:
Signature: U C. --
Date: L{ i 3
Note: The legally responsible party should not be a homeowners association unless more than 50/0 of the lots have been sold and a
resident of the subdivision has been named the president.
4G,::- h t a Notarv Public for the State of N.^. C'CL6
County of do hereby certify that 'i t; tho j1, La
personally appeared before me this L4 1g day of A u and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
1('
SEAL
My commission expires
Form SWU-102 Rev 3.99 Page 4 of 4

i
1 A 'Lq
8

{
,1 11
D
1 'I
E
_k
c.tr.niv ? ?
- I
F
J
J 4 5 6 7 g
NOTE: THERE ARE NO STREAM BUFFER IMPACTS
WITH THIS PROJECT DUE TO VESTED RIGHTS
EXEMPTION PER D.W.Q. LETTER DATED FEBRUARY
14, 2003
5
WETLAND IMPACT 1: 7,242 S.F. (0.166 AC.)
WETLAND IMPACT 2: 740 S.F. (0.017 AC.)
INTERMITTENT STREAM A 1086 L.FJ3926 S.F.(0.090 AC.)
PERENNIAL STREAM B: 149 L.FJ495 S.F.(0.011 AC.) \
J
-
9

Existin ; Sanitary
?' I a n \ Sewer Easement
4
9 I? 1 ?1? WAL DIART i ?? ? ?-
-192- CL
I SUPERCENTCR k5292
.r a:=w.. I I C 92C-OL
203,952
FY E. 2'2.0
Ill\\
r,
cam. QSHEcT2 1=T ?IIII
r n?
I ; 1 rwnwnt .+w
\ SHEET,1 - -I /.
r; O C" D
I I I
C?D
---------------
BERN AVE. (L5. HIGHWAY 61) ?f0O1J L
- -----I--------
f NO
CRI,PHIC SCALE
1 ° = 200'
200 0
WETLAND EXHIBIT
a-
J
J
Z
o F: )
z tt;
Qr;R
a{
0?
? J
w
a-
Q
o wQ
z W?U`6
o?v?i3 `YT
w
Q
?c
o.rt
:ter
08/04!2003 10:55 9158457703 PIEP-1011T LAf-+D DESIGN
Piedmont Land Design, LLP
8366-104 Six Forks Road • 1laleigll, H 27615 • [phone] * Fax: [phone]
? a
TRANSMITTAL
Ilk 0?,j qg
o
DATE August 4, 2003
V
?TO NC Division of Water Quality
Crabtree Boulevard
ATTENTION Todd St..1'ohn
y REFERENCE Raleigh Inter rational Business Park
COPIES
1 I
1
DESCRIPTION
1"-20' plans of pond outlets
Marked up signature )a e. _
PAGE 01
FAQ NO. 733-6893
PAGES _* _'?
Z FOR FOUR REVIEW
? FOR YOUR CONINIENT
? FOR YOUR APPROVAL
? FOR YOUR USE
COMMENTS
The enlarged plans show the outlet areas for each pond as requested. Please review and give
me a call to discuss. We will provide a plait to attach to the previously submitted plans.
The Owner would like to insert the language noted oil the enclosed signature page. This is
in keepizlg with the approval letter which states the applicant shall notify future l?uyers of
the 401 conditions and that the future buyer is responsible for meetiug these conditions
once the property is sold. Please let ine know if this is acceptable.
Please call to discuss.
Thanks for your help.
FROM Ron Hendricks
COPY
JOB CODE RIBPCW
Civil Engineers • Laods(ape Ar(hilecls • Land Planers
4' \ 1 CD
110
1 r ' BERM !. / .?? • ` l/ , r-n
t7q
/ I? rf ?/ ,• ./ / /?/•/ ?5? •J / C7
lo?
Lo.
I i
CD buT?-??'s
42
T
V-[BfCSj
PLD PiedIDOIlI Lad DeS1gIl, L U P PROJECT: DATE: 06-01-0B
156-1041 FCrkS Road UdgUcrib Carta T1615 SCALE:
T21 919M-7600 Faz 919.84-MM
NORTH DWG. # SAC.
CD
`? `\ •`i/ • \? ?\ U7
\ 41 {s v
J /
\ \ 1 1? \ r _ 1 1 ' Yom` ' 1 / / /I LT1
BERM
l
G.T
?; •- ,-
Ile,
- T,
'?tBj?Gt? m
L D Piedmont dIldfleslg?,LAP PROJECT: ------- DATE: 06 -01-o CD
8366-104 S? Inks Rud 6a!Eig?, NoilCarkj 27613 SCALE: 20
Tel 919.845.700 Faz919.M.770 NORTH DWG. # SAC.
t}fit \\ \ • ? ? ? / i /• i t' i"
,? !`eft •- / /' ?
ry
IV
0
-
0
rJ
0
w
H
Ul
U1
L0
H
co
t>
cn
v
v
w
H
m
tLl
r
d
m
Ul
r-•
J?
m
Fiedmopt Land Design, UP
41 d Mdg? hub Carolina 27615
83'.R-194 Six ForksBla
Tel [phone] Fax [phone]
NORTH
PROJECT:
DATE: 0$-o L 3
SCALE:
DWG. # 5
0
09/04/2003 10:55 9198457703 PIED101AT LARD DESIGN PAGE 05
8. All components of the wet detention basin system shall be maintained in good working order.
I acknowledge and agree by my signature below that IJM responsible for the performance of the eight
maintenance procedures listed above. I agree to notify DWQ of any problerns with the system or prior to any
changes to the system
Print name:
Title:
Address:
Phone:
Signature:
Date:
Note: The legally responsible party should not be a honicoNvners association unless more than 50% of the lots have been sold and a
resident of the subdivision has been named the president.
I, , a Notary Public for the State of
County of , do hereby certify that
personally appeared before me tliis day of , and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
SEAL.
T/Tz, 44,155
.9???/ate . /r7r' S UIGG ?'?.SO/? .S !N
I/ • ? r l ??r ? 'd y L/F'?YG y?L N ? ??r
My coma-fission expires

Form SWU-X02 Rev 3.99 Page 4 of 4
PID Piedmont Land Design, UP
8366-104 Six Forks Road • Raleigh, Nt 27615 • [phone] • Fax: [phone]
TRANSMITTAL
DATE -August 4, 2003
TO NC Division of Water Quality
Crabtree Boulevard
ATTEN'T'ION Todd St. john
REFERENCE Raleigh International Business Park
COPIES DESCRIP'T'ION
T 1"=20' plans of pond outlets
1 Marked up signature page. _
FAX NO. 733-6893
PAGES
® FOR YOUR REVIEW
? FOR YOUR COMMENT
? FOR YOUR APPROVAL
Q FOR YOUR USE

COMMENTS
The enlarged plans show the outlet areas for each pond as requested. Please review and give
rue a call to discuss. We will provide a plan to attach to the previously submitted plans.
T' lie Owner would like to insert the language noted on the enclosed signature a e.'I'his is
in keeping with the approval letter which states the applicant shall notify future buyers of
the 401 conditions and that the future buyer is responsible for meeting these conditions
once the property is sold Please let me know if this is acceptable.
Please call to discuss.
Thanks fur our het .
FROM
COPT
Ron Hendricks
JOB CODE RIBPCVV
Civil EngiQeels • Landscape Architects • Land Plalnels
TO 39"d HOIS31 (MV-1 itI014(DId COLLSP86TG TT:OT 60OZ/tiO/8O
.r
W
T
I
CL
Co
0
C4
W
IL
M
N
W
Ul
e4
a)
0
M
0
CV
00
0
t• fr
' •? ,?y •,, it _ ,? f??
'Porgy ? ?Z Dt?-tt,??5
Piedm Rand Desip, Up PROJECT:
63$6.104Sd FotksRoad BeHorhCaraka 27615 DATE: d$-ot ~a3
SCALE: t"? Zo`
'Pe1919.&#53504 Faz919.&#5.7703 NORTH DWG. # 2,
c0i
W
C
BZRM
}
L.J
w /'Low gysr ,? i \ f
7h/ liS/ 9 : f ?'t ?C J J.
ool
cr)
(TI
r
CD j
N Vledmolland DesiaLIP PROJECT: 'i efG
DATE: ?8 -oi-o3
8366104 k Forks Hoid Bal ft KoAb Cucb3 27613 SCALE: "= 20'
M119,845.7600 E`ai91?.84a.7fC3
NORTH DWG. # SSG, 1,4
?? ? ? ? ? •? BERM ? ?--_ ` ? ? \\ ? ,?/°'r!
L-Li
CY)
03 t Al f /
cp f / .
/ y
`? "?anl? ? ? OuT?rcTs
© PROJECT: V%Sft,14
PiedmaIltIlan?Desi?n,LLP DATE: oe
U66-104 IFo[hRed RaleiOotthCanta 23615 SCALE:
° Te1M 8457604 Fm 919.845.7703 DWG. # SAC,
NORTH
OF W ATF Michael F. Easley, Governor
O? QG William G. Ross Jr., Secretary
y North Carolina Department of Environment and Natural Resources
r
? Alan W. Klimek, P. E. Director
Division of Water Quality
Coleen H. Sullins, Deputy Director
Division of Water Quality
June 26, 2003
DWQ Project No. 03-0489
County: Wake
Page 1 of 2
Glen & Lillian Partin
7607 Astoria Place
Raleigh, NC 27624
Subject Property: Raleigh International Business Park, US64 & New Hope Road, Raleigh, NC
UT to Crabtree Creek [03-04-02, 27-33-(10), C NSW (nutrient sensitive)]
APPROVAL of 401 Water Quality Certification with ADDITIONAL CONDITIONS
Dear Mr. & Mrs. Partin:
You have our approval, in accordance with the attached conditions and those listed below, to place fill within or
otherwise impact 0.183 acres of wetlands, 149 feet of perennial streams and 1,086 feet of intermittent streams for the
purpose of constructing the proposed commercial / retail development as described within your application dated April
16, 2003. After reviewing your application, we have decided that the impacts are covered by the N.C. Division of Water
Quality (DWQ) General Water Quality Certification Number(s) 3402 (GC3402). The Certification(s) allows you to use
Nationwide Permit(s) 39 when issued by the US Army Corps of Engineers (USACE). In addition, you should obtain or
otherwise comply with any other required federal, state or local permits before you go ahead with your project including
(but not limited to) Erosion and Sediment Control and Non-discharge regulations. 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 application. 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 approval letter 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 linear feet of stream, compensatory
mitigation may be required as described in 15A NCAC 2H .0506 (h). For this approval to be valid, you must follow the
conditions listed in the attached certification and any additional conditions listed below.
Conditions:
1. Stormwater Management
An additional condition is that a final, written stormwater management plan shall be approved in writing by this Office
before the impacts specified in this Certification occur per Condition No. 4 in GC No. 3402. The stormwater
management plan must include plans and specifications for stormwater management facilities that are appropriate for
surface waters classified as "C NSW" and designed to remove 85% TSS according to the most recent version of the
NC DENR Stormwater Best Management Practices Manual. These facilities must be designed to treat the runoff from
the entire project, unless otherwise explicitly approved by the Division of Water Quality. Also, 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.
2. Water Quality Certification(s)
The proposed project must comply with all of the conditions of General Water Quality Certification(s) (GC) 3402.
North Carolina Division of Water Quality, WETLANDS / 401 UNIT
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
919-733-1786 (phone), 919-733-6893 (fax), http://h2o.enr.state.nc.us/ncwetlands
OF VJATFR
O? QG
(D-LUG

Post-it' Fax Note 7671 Date y , j6 `>5 pages
11 l From
CoJDept. Go.
Phone # Phone # 7 j s ._ 4 }Z?
/
Fax #
Michael F. Easley, Governor
William G. Ross Jr., Secretary
i Department of Environment and Natural Resources
Alan W. Klimek, P. E. Director
Division of Water Quality
Coleen H. Sullins, Deputy Director
Division of Water Quality
June 26, 2003
DWQ Project No. 03-0489
County: Wake
Page 1 of 2
Glen & Lillian Partin
7607 Astoria Place
Raleigh, NC 27624
Subject Property: Raleigh International Business Park, US64 & New Hope Road, Raleigh, NC
UT to Crabtree Creek [03-04-02, 27-33-(10), C NSW (nutrient sensitive)]
APPROVAL of 401 Water Quality Certification with ADDITIONAL CONDITIONS
Dear Mr. & Mrs. Partin:
You have our approval, in accordance with the attached conditions and those listed below, to place fill within or
otherwise impact 0.183 acres of wetlands, 149 feet of perennial streams and 1,086 feet of intermittent streams for the
purpose of constructing the proposed commercial / retail development as described within your application dated April
16, 2003. After reviewing your application, we have decided that the impacts are covered by the N.C. Division of Water
Quality (DWQ) General Water Quality Certification Number(s) 3402 (GC3402). The Certification(s) allows you to use
Nationwide Permit(s) 39 when issued by the US Army Corps of Engineers (USACE). In addition, you should obtain or
otherwise comply with any other required federal, state or local permits before you go ahead with your project including
(but not limited to) Erosion and Sediment Control and Non-discharge regulations. 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 application. 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 approval letter 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 linear feet of stream, compensatory
mitigation may be required as described in 15A NCAC 2H .0506 (h). For this approval to be valid, you must follow the
conditions listed in the attached certification and any additional conditions listed below.
Conditions:
1. Stormwater Management
An additional condition is that a final, written stormwater management plan shall be approved in writing by this Office
before the impacts specified in this Certification occur per Condition No. 4 in GC No. 3402. The stormwater
management plan must include plans and specifications for stormwater management facilities that are appropriate for
surface waters classified as "C NSW" and designed to remove 85% TSS according to the most recent version of the
NC DENR Stormwater Best Management Practices Manual. These facilities must be designed to treat the runoff from
the entire project, unless otherwise explicitly approved by the Division of Water Quality. Also, 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.
2. Water Quality Certification(s)
The proposed project must comply with all of the conditions of General Water Quality Certification(s) (GC) 3402.
North Carolina Division of Water Quality, WETLANDS / 401 UNIT
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
,,, ,.,,.-- ,.,,,--- % n,o_7V i_RAQ? Uaxl. htto://h2o.enr.state.nc.us/ncweUands
Piedmont Land Design, LLP 1
8366-104 Six Forks Road • Raleigh, NC 27615 • [phone] • Fag [phone]
t%jj1Vt1160,0
CARO
o??,,......... tia
June 6, 2003 10
New Bern Commons OUP
New Bern Avenue/U.S. Highway 64
Raleigh, North Carolina '., y%0-. NE•
p
•.....••
Stormwater Calculations
Runoff Calculations
Using Rational Method Iio = 7.50 in/hr, Composite c values are based on c = 0.95 for
impervious areas and c = 0.2 for pervious areas. Using HDS No. 3, n = 0.015 for pipe sizing:
All storm structures are to be City of Raleigh approved structures unless otherwise noted.
Drainace to Wet Pond #1
Raised Top Catch Basin #1
IA = DA = 0.95 acres
Qio= 0.85(7.50) 0.95 = 6.1 cfs
#1 - #2
15" rcp @ 3.0%, vio = 8.2 fps, dlo= 0.65', HW/D = 3.2, Qn„X = 9.0 cfs
Curb Inlet #2
IA = 0.12 acres
DA = 0.95 + 0.12 = 1.07 acres
Qio= 0.85(7.50) 1.07 = 6.8 cfs
#2 - #3
18" rcp @ 1.0%, vio = 5.5 fps, dio= 0.90', HW/D = 2.3, Q,„a?, = 12.0 cfs
Curb Inlet #3
IA = 0.11 acres
DA = 1.07 + 0.11 = 1.18 acres
Qio= 0.85(7.50) 1.18 = 7.5 cfs
#3 - #4
18" rcp @ 1.5%, vlo = 6.8 fps, dlo= 0.90', HW/D = 3.0, Q,,,,,, = 16.0 cfs
Curb Inlet #4
IA = 0.33 acres
DA = 1.18 + 0.33 = 1.51 acres
Qio= 0.85(7.50) 1.51 = 9.6 cfs
Civil Engineers • Landscape Archi(ecls • Land Planners

2
#4-#5
18" rcp @ 1.0%, vIo = 5.9 fps, dlo= 1.25', HW/D = 2.3, Q,,,,,, = 13.5 cfs
Storm Manhole #5
IA=0
DA = 1.51 acres
QIO= 9.6 cfs
Catch Basin #6
IA = DA = 0.21 acres
QIo= 0.85(7.50) 0.21 = 1.3 cfs
#6 - #6A
15" rcp @ 3.25%, vlo = 5.3 fps, dIo = 0.33', HW/D = 2.8, Q,,,.,-, = 10.0 cfs
Curb Inlet #6A
IA = 0.18 acres
DA = 0.21 + 0.18 = 0.39 acres
QIO= 0.85(7.50) 0.39 = 2.5 cfs
#5 - #7
18" rcp @ 3.0%, vlo = 9.8 fps, dio= 0.75', HW/D = 2.5, Q,,. = 14.5 cfs
#6A - #7
15" rcp @ 1.0%, vlo = 4.5 fps, dlo= 0.55', HW/D = 2.7, Qmvc = 10.0 cfs
Curb Inlet #7
IA = 0.28 acres
DA = 1.51 + 0.39 +0.28 = 2.18 acres
QIo= 0.85(7.50) 2.18 = 13.9 cfs
Catch Basin #8
IA = DA = 0.40 acres
QIO= 0.85(7.50) 0.40 = 2.6 cfs
#8 - #9
15" rcp @ 1.0%, vlo = 4.5 fps, dlo= 0.55', HW/D = 4.3, Q= = 12.0 cfs
Catch Basin #9
IA = 0.48 acres
DA = 0.40 + 0.48 = 0.88 acres
QIO= 0.85(7.50) 0.88 = 5.6 cfs
#7 - #10
18" rcp'@ 3.3%, vIo =10.5 fps, dIo= 1.0', HW/D = 2.7, Qn= = 15.5 cfs
#9-#10
15" rcp @ 1.0%, vIo = 5.3 fps, dIo = 0.95', HW/D = 4.3, Q. = 12.0 cfs
RIBPCW_Stormwater Calculations
New Beni Common PLD
3
Curb Inlet #10
IA = 0.31 acres
DA=2.18+0.88+0.31 =3.37 acres
Qto= 0.85(7.50) 3.37 = 21.5 cfs
#10-#11
24" rcp @ 1.0%, vio = 7.0 fps, djo= 1.55', HW/D = 4.0, Q, a = 38.0 cfs
Curb Inlet #11
IA = 0.13 acres
DA = 3.50 acres
Qio = 0.85(7.50) 3.50 = 22.3 cfs
#11 -#12
24" rcp @ 1.2%, vio = 7.4 fps, dio= 1.7', HW/D = 4.2, Qmax = 40.0 cfs
Curb Inlet #12
IA = 0.03 acres
DA = 3.50 + 0.03 = 3.53 acres
Qio= 0.85(7.50) 3.53 = 22.5 cfs
#12 - #13
24" rcp @ 1.5%, v10 = 8.8 fps, dlo= 1.6', HW/D = 4.5, Qmax = 45.0 cfs
Curb Inlet #13
IA = 0.59 acres
DA = 3.53 + 0.59 = 4.12 acres
Qio = 0.85(7.50) 4.12 = 26.3 cfs
Curb Inlet #14
IA = DA = 0.08 acres
Qio= 0.85(7.50) 0.08 = 0.5 cfs
#14 - #15
15" rcp @ 1.0%, vlo = 2.7 fps, dlo= 0.25', HW/D = 2.6, Qmux = 9.5 cfs
Curb Inlet #15
IA = 0.39 acres
DA = 0.08 + 0.39 = 0.47 acres
Qio= 0.85(7.50) 0.47 = 3.0 cfs
#15 - #16
15" rcp-@ 1.0%, vlo = 4.5 fps, dlo= 0.65', HW/D = 3.1, Q. = 11.0 cfs

RIBPCW_Stormwater Calculations
New Bern Commons PLD
4
Curb Inlet #16
IA = 0.32 acres
DA = 0.47 + 0.32 = 0.79 acres
Qio= 0.85(7.50) 0.79 = 5.0 cfs
#16 - #17
15" rcp @ 1.0%, vio = 5.2 fps, dio = 0.85', HW/D = 5.9, Q. = 16.0 cfs
Storm Manhole #17
IA=0
DA = 0.79 acres
Qio= 5.0 cfs
Curb Inlet #18
IA = DA = 0.16 acres
Qio= 0.85(7.50) 0.16 = 1.0 cfs
#18 - #19
15" rcp @ 1.0%, vlo = 3.3 fps, dlo= 0.38', HW/D = 2.6, Qma,, = 9.5 cfs
Curb Inlet #19
IA = 0.35 acres
DA = 0.16 + 0.35 = 0.51 acres
Qio= 0.85(7.50) 0.51 = 3.3 cfs
#19 - #20
15" rcp @ 1.0%, vlo = 4.7 fps, dlo= 0.67', HW/D = 5.2, Q. = 15.0 cfs
Curb Inlet #20
IA = 0.24 acres
DA = 0.51 + 0.24 = 0.75 acres
Qio= 0.85(7.50) 0.75 = 4.8 cfs
#20 - #21
15" rcp @ 1.0%, vio = 5.1 fps, dlo= 0.87', HW/D = 5.7, Qmax = 15.5 cfs
Curb Inlet #21
IA = 0.14 acres
DA = 0.75 + 0.14 = 0.89 acres
Qio= 0.85(7.50) 0.89 = 5.7 cfs
#17 - #22
15" rcp,@ 1.5%, vlo = 5.0 fps, dio = 0.85', HW/D = 6. 1, Q. = 16.5 cfs
#21 - #22
18" rcp @ 1.0%, vio = 5.5 fps, dlo= 0.85', HW/D = 6.9, Qmax = 27.0 cfs
RIBPCW_Stormwatcr Calculations n
New Bern Commons r
5
Double Curb Inlet #22
IA = 1.39 acres
DA = 0.79 + 0.89 + 1.39 = 3.07 acres
Q10= 0.85(7.50) 3.07 = 19.6 cfs
#13 - #23
24" rcp @ 4.0%, vlo = 13.5 fps, dio = 1.15', HW/D = 5.5, 48.0 cfs
#22 - #23
24" rcp @ 1.0%, vlo = 7.0 fps, dlo= 1.5', HW/D = 5.3,Q,,,,, = 47. cfs
Storm Manhole #23
IA=0
DA=4.12+3.07=7.19 acres
Qio = 0.85(7.50) 7.19 = 45.8 cfs
#23 - #23A
30" rcp @ 1.5%, vio = 10.0 fps, dlo= 1.9', HW/D = 5.6, Qm = 82.0 cfs
Curb Inlet #23A
IA = 0.24 acres
DA=7.19+0.24=7.43 acres
Qio= 0.85(7.50) 7.43 = 47.4 cfs
#23A - #24
30" rcp @ 1.5%, vlo = 10.0 fps, dlo= 2.0', HW/D = 5.9, Qm? = 90.0 cfs
Storm Manhole #24
IA=0
DA = 7.43 + 0.28 (RD) = 7.71 acres
Qio= 0.85(7.50) 7.71 = 49.2 cfs
#24 - #25
30" rcp @ 2.0%, vlo = 12.0 fps, dlo= 1.8', HW/D = 4.0, Q,„? = 70.0 cfs
RTWI #25C
IA = 0.71 acres
DA = 8.42 acres
Qio= 0.85(7.50) 8.42 = 53.7 cfs
Qioo= 0.85(9.72) 8.42 = 69.6 cfs
Minimum Weir Size
Qioo= c,LH"Z, L = 20' with 5'x 5' inside box dimension
H = 1.1', Use 1.25' minimum opening height.
#25C - #25D
42" rcp @ 0.5%, vio = 7.3 fps, dlo= 2.6', HW/D = 2.2, Q. = 105.0 cfs
RIBPCW_Stormwater Calculations PLD
New Bern Commons
6
Drainne to Wet Pond #2 & Off-Site
Junction Box/Storm Manhole #26
IA=0
DA = 14.84 acres (Off-site)
Q10 = 0.85(7.50) 14.84 = 94.6 cfs
Raised Top Catch Basin #27
IA = DA = 1.15 acres
Qio= 0.85(7.50) 1.15 = 7.3 cfs
#26 - #27A
42" rcp @ 2.0%, vlo = 12.0 fps, dio = 2.5', HW/D = 4.3, Q. = 170.0 cfs
#27 - #27A
15" rcp @ 10.0%, vlo = 13.5 fps, dlo= 0.55', HW/D = 5.8, Q. = 15.5 cfs
Catch Basin #27A
IA = 0.03 acres
DA = 14.84 + 1.15 + 0.03 = 16.02 acres
Q10 = 0.85(7.50) 16.02 = 102.1 cfs
Raised Top Catch Basin #28
IA = DA = 1.03 acres
Qio= 0.85(7.50) 1.03 = 6.6 cfs
Curb Inlet #29
IA = DA = 0.24 acres
Qio= 0.85(7.50) 0.24 = 1.5 cfs
#29 - #30
15" rcp @ 1.0%, vio = 3.7 fps, dlo= 0.45', HW/D = 2.6, Q. = 9.5 cfs
Curb Inlet #30
IA = 0.16 acres
DA = 0.24 + 0.16 = 0.40 acres
Q10= 0.85(7.50) 0.40 = 2.6 cfs
#30 - #31
15" rcp @ 1.0%, vlo = 4.4 fps, dlo= 0.58', HW/D = 3.4, Q. = 11.6 cfs
Catch Basin #31
IA = 0.64 acres
DA = 0A0 + 0.64 = 1.04 acres
Qio= 0.85(7.50) 1.04 = 6.6 cfs
RIBPCW_Stormwater Calculations
New Beni Commons PLD
7
#31 - #32
15" rcp @ 4.4%, vIo = 10.0 fps, dIo = 0.62', HW/D = 8.3, Qm = 20.5 cfs
Curb Inlet #32
IA = 0.36 acres
DA = 1.04 + 0.36 = 1.40 acres
QIo= 0.85(7.50) 1.40 = 8.9 cfs
#27A - #33
42" rcp @ 2.0%, vIo = 14.0 fps, dIo= 2.1', HW/D = 2.9, Q. = 188.0 cfs
#28 - #33
15" rcp @ 4.0%, vIo = 9.3 fps, dIo= 0.68', HW/D = 9.4, Q., = 22.0 cfs
#32 - #33
18" rcp @ 1.0%, vIo = 6.0 fps, dIo= 1.1', HW/D = 2.8, Q. = 16.0 cfs
Curb Inlet #33
IA = 0.31 acres
DA = 16.02 + 1.03 + 1.40 + 0.31 = 18.76 acres
Q10= 0.85(7.50) 18.76 = 119.6 cfs
Curb Inlet #34
IA = DA = 0.48 acres
QIo= 0.85(7.50) 0.48 = 3.1 cfs
#33 - #35
48" rcp @ 2.5%, vIo = 17.0 fps, dIo= 2.2', HW/D = 1.6, 120.0 cfs
#34 - #35
15" rcp @ 2.5%, vIo = 6.5 fps, dIo= 0.49', HW/D = 2.6, Q. = 9.5 cfs
Double Curb Inlet #35
IA = 2.31 acres
DA = 18.76 + 0.48 + 2.31 = 21.55 acres
QIo= 0.85(7.50) 21.55 = 137.4 cfs
#35 - #36
48" rcp @ 1.2%, vIo = 12.0 fps, dIo = 3.0', HW/D = 2.0, Q = 145.0 cfs
Double Curb Inlet #36
IA = 1.26 acres
DA = 21.55 + 1.26 = 22.81 acres
Q10 = 0.85(7.50) 22.81 = 145.4 cfs
#36 - #37
48" rcp @ 1.2%, vIo = 12.5 fps, dIo= 3.4', HW/D = 2. 1, Q. = 150.0 cfs
RIBPCW Storznwatcr Calculations
New Benz Commons PL's
8
Double Curb Inlet #37
IA = 1.39 acres
DA = 22.81 + 1.39 = 24.20 acres
Qjo= 0.85(7.50) 24.20 = 154.3 cfs
#37 - #38
54" rcp @ 1.0%, vio = 12.0 fps, dlo= 3.4', HW/D = 2.6, Qmax = 230.0 cfs
Double Junction Box/Storm Manhole #38 (Splitter)
IA=0
DA = 24.20 acres
Qio= 154.3 cfs (temporary flow to #42)
Off-Site -> #39 14.84 acres (#26) + 2.71 acres (#49) + 0.40 acres (#54A) _
17.95 acres (74%) -* Qio = 0.85(7.50) 17.95 = 114.4 cfs( final
flow to #39)
On-Site -? #42 6.25 acres (26%) -? QIO= 0.85(7.50) 6.25 = 39.8 cfs (final flow
to #42)
3.11 acres of flow diverted to creek at this location to make up for treatment of off-
site drainage area coming into #49 and #54A.
*Note: All pipes from structures #38 - 47 have been upsized to convey all of the initial on-
site and off-site drainage to the temporary riser filter basin, based on headwater conditions.
#38- #39
42" rcp @ 5.0%, vio = 21.0 fps, dlo= 1.9', HW/D = 3.7, Qma,, = 150.0 cfs
Storm Junction Box #39
IA=0
DA = 17.95 acres
Qio= 114.4 cfs
#39 - #40
48" rcp @ 1.0%, vla =11.5 fps, dlo= 2.8', HW/D = 4.6, Qmax = 240.0 cfs
#38 - #42
48" rcp @ 1.0%, HW/D = 3.3, Qmaz = 200.0 cfs
Double Curb Inlet #41
IA = DA = 1.86 acres
Qio= 0.85(7.50) 1.86 = 11.2 cfs
#41 - #42
18" rcp @ 3.0%, vio = 9.8 fps, dio = 0.95', HW/D = 2.5, Qmax = 15.0 cfs
RIBPCIV_Stormwatcr Calculations
New Bern Commons PLD
9
Storm Manhole/Junction Box #42
IA=O
DAI = 24.20 + 1.86 = 26.06 acres (temporary)
DA2 = 6.25 + 1.86 = 8.11 acres (final)
Temporary Q10= 0.85(7.50) 26.06 = 166.1 cfs
Final Qlo= 0.85(7.50) 8.11 = 51.7 cfs
#42 - #43
48" rcp @ 1.0%, HW/D = 3.6, Q.,a, = 220.0 cfs
Curb Inlet #43
IA = 0.09 acres
DAI = 26.06 + 0.09 = 26.15 acres (temporary)
DA2 = 8.11 + 0.09 = 8.20 acres (final)
Temporary QIo = 0.85(7.50) 26.15 = 166.7 cfs
Final Q10= 0.85(7.50) 8.20 = 52.3 cfs
#43 - #44
48" rcp @ 1.0%, HW/D = 3.8, Qm,, = 225.0 cfs
Storm Manhole #44
IA=O
DAI = 26.15 acres (temporary)
DA2 = 8.20 acres (final)
Temporary QIo = 166.7 cfs
Final QIo= 52.3 cfs
Curb Inlet #45
IA = 0.39 acres
DAI = 26.15 + 0.39 = 26.54 acres (temporary)
DA2 = 8.20 + 0.39 = 8.59 acres (final)
Temporary QIo= 0.85(7.50) 26.54 = 169.2 cfs
Final QIo= 0.85(7.50) 8.59 = 54.8 cfs
#45 - #46
48" rcp @ 1.0%, HW/D = 4.2, Q. = 235.0 cfs
Curb Inlet #46
IA = 0.10 acres
DAI = 26.54 + 0.10 = 26.64 acres (temporary)
DA2 = 8.59 + 0.10 = 8.69 acres (final)
Temporary QIo= 0.85(7.50) 26.64 = 169.8 cfs
Final Qjo= 0.85(7.50) 8.69 = 55.4 cfs
Curb Inlet #47
IA = DA = 0.53 acres
QIo = 0.85(7.50) 0.53 = 3.4 cfs
RMCW_Stormwater Calculations T
New Beni Commons PLD
10
#46 - #61
48" rcp @ 1.0%, HW/D = 4.5, Qm = 240.0 cfs
#47 - #61
15" rcp @ 3.0%, vio = 7.1 fps, dio = 0.5', HW/D = 3.0, Q,,, = 10.0 cfs
Catch Basin #49
IA = DA = 2.71 acres
Qio= 0.85(7.50) 2.71 = 17.3 cfs
#49 - #50
24" rcp @ 3.0%, vlo = 11.5 fps, dio = 1.0', HW/D = 6.4, Qmax = 53.0 cfs
Double Curb Inlet #50
IA = 1.16 acres
DA = 2.71 + 1.16 = 3.87 acres
Qio= 0.85(7.50) 3.87 = 24.7 cfs
Curb Inlet #51
IA = DA = 0.49 acres
Qio= 0.85(7.50) 0.49 = 3.1 cfs
#50 - #52
30" rcp @ 1.0%, vlo = 7.6 fps, dlo= 1.5', HW/D = 1.7, Q. = 39.0 cfs
#51 - #52
15" rcp @ 9.0%, vlo = 10.5 fps, dlo= 0.35', HW/D = 2.4, Q. = 9.0 cfs
Curb Inlet #52
IA = 0.34 acres
DA = 3.87 + 0.49 + 0.34 = 4.70 acres
Qio= 0.85(7.50) 4.70 = 30.0 cfs
#52 - #53
30" rcp @ 1.0%, vlo = 7.8 fps, dlo= 1.7', HW/D = 2.5, Q. = 52.0 cfs
Curb Inlet #53
IA = 0.32 acres
DA = 4.70 + 0.32 = 5.02 acres
Qio= 0.85(7.50) 5.02 = 32.0 cfs
Curb Inlet #54
IA = DA = 0.21 acres
Qio= 0.8(7.50) 0.21 = 1.3 cfs
RIBPCW_Stormwater Calculations
New Fern Commons PLD
11
Catch Basin #54A
IA = DA = 0.40 acres
QIO= 0.8(7.50) 0.40 = 2.6 cfs
#53 - #55
30" rcp @ 1.0%, v10 = 8.0 fps, dlo= 1.8', HW/D = 2.9, Qmax = 57.0 cfs
#54 - #55
15" rep @ 5.0%, vIo = 6.6 fps, dIo= 0.28', HW/D = 2.8, Qmax = 10.0 cfs
#54A - #55
15" rcp @ 10.0%, vIo = 10.0 fps, dlo= 0.32, HW/D = 2.8, Qnm = 10.0 cfs
Curb Inlet #55
IA = 0.58 acres
DA = 5.02 + 0.21 + 0.40 + 0.58 = 6.21 acres
QIo= 0.85(7.50) 6.21 = 39.6 cfs
Curb Inlet #56
IA = DA = 0.23 acres
QIo= 0.85(7.50) 0.23 = 1.5 cfs
#55 - #57
36" rep @ 1.0%, vlo = 8.8 fps, dlo= 1.78', HW/D = 3.2, Qmax = 95.0 cfs
#56 - #57
15" rcp @ 5.0%, vIo = 6.8 fps, dIo= 0.28', HW/D = 2.6, Off= = 9.5 cfs
Curb Inlet #57
IA = 0.17acres
DA = 6.21 + 0.23 + 0.17 = 6.61 acres
QIO= 0.85(7.50) 6.61 = 42.1 cfs
#57 - #58
36" rcp @ 1.0%, vIo = 8.8 fps, dIo = 1.8', HW/D = 3.9, Qnm = 105.0 cfs
Curb Inlet #58
IA=0
DA = 6.61 + (1.72 + 1.28 + 0.13) (RD) = 9.74 acres
QIO= 0.85(7.50) 9.74 = 62.1 cfs
#58 - #59
42" rcp @ 1.0%, vIo = 9.8 fps, dIo= 2.1', HW/D = 3.8, Qmvc = 155.0 cfs
Curb Inlet #59
IA = 0.12 acres
DA = 9.74 + 0.12 = 9.86 acres
RIBPCW_Stormwater Calculations
New Beni Commoirs PLD
12
Qio= 0.85(7.50) 9.86 = 62.9 cfs
#59 - #60
42" rcp @ 1.0%, vlo = 9.8 fps, dIo = 2.1', HW/D = 4.3, Qmax = 170.0 cfs
Curb Inlet #60
IA = 0.13 acres
DA = 9.86 + 0.13 + 1.78 (RD) = 11.77 acres
QIO = 0.85(7:50) 11.77 = 75.0 cfs
#60- #61
42" rcp @ 1.0%, vIo = 10.2 fps, dlo= 2.5', HW/D = 4.7, Qmax = 175.0 cfs
Curb Inlet #61
IA = 0.15 acres
DAI = 11.77 + 0.15 + 26.64 + 0.53 = 39.09 acres (temporary)
DA2 = 11.77 + 0.15 + 8.69 + 0.53 = 21.14 acres (final)
Temporary QIO= 0.85(7.50) 39.09 = 249.2 cfs
Final QIO = 0.85(7.50) 21.14 = 134.8 cfs
#61- #62
48" rcp @ 1.0%, HW/D = 6.0, Q. = 295.0 cfs
RTWI #65
IA, = DA, _ (39.09 + 0.80)/2 = 19.95 acres (temporary)
IA2 =DA2 = (21.14 + 0.80)/2 = 10.97 acres (final)
Temporary Qlo= 0.80(7.50) 19.95 = 119.7 cfs
Final Qlo= 0.80(7.50) 10.97 = 65.8 cfs
Final Qloo= 0.80(9.72) 10.97 = 85.3 cfs
Temporary Minimum Weir Size
QIO= cWLH32, L = 28' with 7'x 7' inside box dimension
H = 1.27', Maximum initial height of box = 248.35.
Final Minimum Weir Size
Qloo = cw,LH32, L = 28' with 7'x 7' inside box dimension
H = 1.02', Use 1.25' minimum opening height.
#65- #66
36" rcp @ 2.0%, vIo = 13.0 fps, dlo= 2.2', HW/D = 3.6, Qmax = 100 cfs
RTWI #66
IA, = (39.09 + 0.80)/2 = 19.95 acres (temporary)
DA, = 19.95 +19.94 = 39.89 acres (temporary)
IA2 = (21.14 + 0.80)/2 = 10.97 acres (final)
DA2 = (10.97 + 10.97 = 21.94 acres (final)
Temporary QIo= 0.80(7.50) 39.89 = 239.3 cfs
RIBPCW_Stormwater Calculations
New Bern Commons PLD
13
Final Qlo= 0.80(7.50) 21.94 = 131.6 cfs
Final Qloo= 0.80(9.72) 21.94 = 170.6 cfs
Temporary Minimum Weir Size
Q1o= cWLH"', L = 28' with 7'x 7' inside box dimension
H = 1.27', Maximum initial height of box = 248.35.
Final Minimum Weir Size
Q100= c,LH"Z, L = 28' with 7'x 7' inside box dimension
H = 1.02', Use 1.25' minimum opening height.
#66- #67
60" rcp @ 1.0%, v10 = 12.0 fps, dlo= 4.9', HW/D = 2.2, Qmsx = 260 cfs
Rip-rap Apron Calculations - Using NYDOT chart
FES #25
v = 12.0 fps
d=30"=2.5'
Requires Zone 3 Medium Stone Filling
L=8x2.5=20'
W=3x2.5=7.5'
Thickness = 22"
:. Use min. Class B erosion control stone 20'L x 7.5'W x 22"TH
Endwall #40
v = 11.5 fps
d=48"=4'
Requires Zone 3 Medium Stone Filling
L=8x4=32'
W=3x4=12'
Thickness = 22"
.•. Use min. Class B erosion control stone 32'L x 12'W x 22"TH
RIBPCW_Storrnivatcr Calculations
New Bern Commons PLD
14
Endwall #62
v= 12 fps
d=48"=4'
Requires Zone 3 Medium Stone Filling
L=8x4=32'
W=3x4=12'
Thickness = 22"
.•. Use min. Class B erosion control stone 321 x 12'W x 22"TH
Endwall #25D (Outlet to Pond #1)
v = 7.2 fps
d=42"=IT
Requires Zone 2 Light Stone Filling
L=6x3.5=21'
W = 3 x 3.5 = 10.5'
Thickness = 22"
.•. Use min. Class B erosion control stone 211 x 12'W x 22"TH
Endwall #67 (Outlet to Pond #2)
v = 9.0 fps
d=60"=5'
Requires Zone 3 Medium Stone Filling
L=8x5=40'
W=3x5=15'
Thickness = 22"
.•. Use min. Class B erosion control stone 40'L x 15'W x 22"TH
RIBPCW
DLH/dlh
RIBPCw_Stormwatcr Calculations TT
New Bern Commons PLD
6/72003
WET POND #1 CALCULATIONS
Drainage Area = 8.42 ac
Impervious Area = 6.17 ac
% Impervious Cover = 73 %
Avg. Permanent Pool Depth = 3.0 It
Table 1.1 Surface Area to Drainage Area Ratio For Permanent Pool Sizing For 85% Pollutant Removal
Efficiency in the Piedmont
% Impervious Permanent Pool Depth feet
Cover 3 4 5 6 7 8 9
10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
30 1.34 1.08 0.97 0.83 0.70 0.64 0.62
40 1.73 1.43 1.25 1.05 0.90 0.82 0.77
50 2.06 1.73 1.50 1.30 1.09 1.00 0.92
60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
90 3.74 3.10 2.66 2.34 2.11 1.83 1.67
Notes: Numbers given in the body of the table are given in percentages.
SA/DA =
Surface Area =
Aproximate Dimensions =
3.04
0.26 ac = 11,136 ft2
Length x Width
183 x 61
(V00Runotl = 21,701 cf
(Vol)P.,= 43,983 cf
(Vol)Tot., = 65,684 cf
(V01)Forebay = 9,294 cf
Note: Design Rainfall - I'
Note: See Table Below
x Depth
x 3
- @ Elev. 248.68
Note: See Table Below (Min. 20% of Pool Volume)
Water
Level
ft Surface
Area
sf Elevation

ft Incremental
Volume
cf Accumulated
Volume
cf
0 4,515 242 0 0
1 5,525 243 5,020 5,020
2 6,625 244 6,075 11,095
3 7,815 245 7,220 18,315
4 10,635 246 9,225 27,540
5 13,761 247 12,198 39,738
5.3 14,540 247.3 4,245 43,983
6 15,660 248 10,570 54,553
7 17,300 249 16,480 71,033
8 18,990 250 18,145 89,178
8.7 20,210 250.7 13,720 102,898
RIBPCW_Wetpond Calculations_rph
Wetpond #1
0.08 cfs
PLD
6/7/2003
Water
Level
ft Surface
Area
sf Elevation

ft Incremental
Volume
cf Accumulated
Volume
cf
0 535 242 0 0
1 830 243 683 683
2 1,170 244 1,000 1,683
3 1,560 245 1,365 3,048
4 2,530 246 2,045 5,093
5 3,595 247 3,063 8,155
5.3 4,000 247.3 1,139 9,294
RIBPCW_Wetpond Calculations_rph PLD
Wetpond #1
6/72003
WET POND #2 CALCULATIONS
Drainage Area = 21.94 ac
Impervious Area = 15.38 ac
% Impervious Cover = 70 %
Avg. Permanent Pool Depth = 4.0 It
Table 1.1 Surface Area to Drainage Area Ratio For Permanent Pool Sizing For 85% Pollutant Removal
Efficiency in the Piedmont -T- % Impervious Permanent Pool Depth feet

Cover 3 4 5 6 7 8 9
10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
30 1.34 1.08 0.97 0.83 0.70 0.64 0.62
40 1.73 1.43 1.25 1.05 0.90 0.82 0.77
50 2.06 1.73 1.50 1.30 1.09 1.00 0.92
60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
90 3.74 3.10 2.66 2.34 2.11 1.83 1.67
Notes: Numbers given in the body of the table are given in percentages.
SA/DA = 2.40
Min. Surface Area = 0.53 ac = 22,908 ft2
Min. Forebay Vol = 18,704 cf
(VOI)Runotf = 54,157 cf ' Note: Design Rainfall - 1 " - ® Elev. 252.17
(Vol)Poa= 93,520 cf 'Note: See Table Below
(Vol)Tow = 147,677 cf
(Vol)FOfet.y = 20,461 cf ' Note: See Table Below (Min. 20% of Pool Volume)
Water
Level
ft Surface
Area
sf Elevation

ft Incremental
Volume
cf Accumulated
Volume
cf
0 5,000 242 0 0
2 7,633 244 12,633 12,633
4 10,720 246 18,353 30,986
6 14,244 248 24,964 55,950
8 23,326 250 37,570 93,520
10 26,159 252 49,485 143,005
12 29,130 254 55,289 198,294
14 198,294
16 198,294
18 198,294
RIBPCW_Wetpond Calculations_rph
Wetpond #2
0.21 cfs
PLD
6/7/2003
Water Surface Elevation Incremental Accumulated
Level Area Volume Volume
ft sf ft c cf
0 515 242 0 0
2 1,201 244 1,716 1,716
4 2,137 246 3,338 5,054
6 3,313 248 5,450 10,504
8 6,644 250 9,957 20,461
RIBPCW_Wetpond Calculations_rph PLD
Wetpond #2
Wet Pond #1
Calculate Runoff from 1" Rainfall Event
Rv = 0.05 + 0.0091 = 0.05 + 0.009(73.28) = 0.71"
Volume = Rv(DA) = 0.71"(8.42 acres )(1'/12")(43,560 sf( 1 acre) = 21,701 cf
Calculate pipe size to drain temporary pool in 2-5 days.
Required release rate for drainage in 2 days
Q = (21,701cf/48 hours)(1 hour/3600 sec) = 0.13 cfs
Required release rate for drainage in 5 days
Q = (21,701cf/120 hours)(1 hour/3600 sec) = 0.05 cfs
Try 2" diameter pipe
Average head = 1.4'/2 - 0.08' = 0.62'
Q = cdA(2gH)°S = 0.6(0.0218)(2(32.2)(0.62))°s = 0.08 cfs
Use 2" drainpipe since it will drain temporary pond in 2-5 days.
Calculate pipe size to drain permanent and temporary pool in less than one day.
Required release rate for drainage in 1 day
Q = (65,684cf/24 hours)(1 hour/3600 sec) = 0.76 cfs
Try 8" diameter pipe
Average head = 7.8'/2 - 0.33' = 3.57'
Q = cdA(2gH)°-' = 0.6(0.34)(2(32.2)(3.57))0S = 3.09 cfs
Use 8" drainpipe since it will drain pond in less than one day.
Calculate anti-flotation block at RTWI #25A
Displacement = 5'(5)7.47' tall = 186.8 cf
Buoyant Force = 186.8 cf(62.41bs/cf) = 11,656.3 lbs.
Weight of walls and base = (181f(0.5' thick)7.47' tall wall + 7(7)0.67' thick base)(150
lbs/cf -62.4 lbs/cf) = 8,765.3 lbs
Weight of Soil above base = (241f (1' thick) 4' high) 1001bs/cf = 9,600 lbs.
Total weight of walls, base, and soils = 18,365.3 lbs which exceed the buoyant force by
57%. This calculation excludes friction forces of soils, which will provide an additional
factor of safety.
PLD
Calculate anti-flotation block at RTWI #25C
Displacement = 6'(6')6.7' tall = 241.2 cf
Buoyant Force = 241.2 cf(62.4 lbs/cf) = 15,050.9 lbs.
Weight of walls and base = (221f(0.5' thick)6.7' tall wall + 8(8)1' thick base)(1501bs/cf -
62.4 lbs/cf) = 12,062.5 lbs
Weight of Soil above base = (281f (1' thick) 4.3' high) 100 lbs/cf = 12,040 lbs.
Total weight of walls, base, and soils = 24,102.51bs which exceed the buoyant force by
60%. This calculation excludes friction forces of soils, which will provide an additional
factor of safety.
Wet Pond #2
Calculate Runoff from 1" Rainfall Event
Rv = 0.05 + 0.0091 = 0.05 + 0.009(70.10) = 0.68"
Volume = Rv(DA) = 0.68"(21.94 acres )(1'/12")(43,560 sf/ 1 acre) = 54,157 cf
Calculate pipe size to drain temporary pool in 2-5 days.
Required release rate for drainage in 2 days
Q = (54,157cf/48 hours)(1 hour/3600 sec) = 0.31 cfs
Required release rate for drainage in 5 days
Q = (54,157cf/120 hours)(1 hour/3600 sec) = 0.13 cfs
Try 3" diameter pipe
Average head = 2.17'/2 - 0.13' = 0.96'
Q = c,A(2gH)O" = 0.6(0.0491)(2(32.2)(0.96))0S = 0.23 cfs
Use 3" drainpipe since it will drain temporary pond in 2-5 days.
Calculate pipe size to drain permanent and temporary pool in less than one day.
Required release rate for drainage in 1 day
Q = (147,730cf/24 hours)(1 hour/3600 sec) = 1.71 cfs
Try 8" diameter pipe
Average head = 10.17'/2 - 0.33' = 4.76'
Q = c,A(2gH)03 = 0.6(0.34)(2(32.2)(4.76))0-5= 3.6 cfs
Use 8" drainpipe since it will drain pond in less than one day.
PLD
Calculate anti-flotation block at RTWI #63
Displacement = 5'(5')8.38' tall = 209.5 cf
Buoyant Force = 209.5cf(62.4 lbs/cf) = 13,072.8 lbs.
Weight of walls and base = (181f(0.5' thick)8.38' tall wall + 7(7)0.67' thick base)(150
lbs/cf -62.4 lbs/cf) = 9,482.7 lbs
Weight of Soil above base = (241f (1' thick) 4' high) 100 lbs/cf = 9,600 lbs.
Total weight of walls, base, and soils = 19,082.7 lbs which exceed the buoyant force by
46%. This calculation excludes friction forces of soils, which will provide an additional
factor of safety.
Calculate anti-flotation block at RTWI #65 and #66
Displacement = 8'(8')10.2' tall = 652.8 cf
Buoyant Force = 652.8cf(62.41bs/cf) = 40734.7 lbs.
Weight of walls and base = (301f(0.5' thick) 10.2' tall wall + 10(10)1' thick base)(150
lbs/cf - 62.4 lbs/cf) = 22,162.8 lbs
Weight of Soil above base = (36 if (1' thick) 7' high) 100 lbs/cf = 25,2001bs.
Total weight of walls, base, and soils = 47,362.8 lbs which exceed the buoyant force by
16%. This calculation excludes friction forces of soils which will provide an additional
factor of safety.
RIBPCW
PLD
0 WATF9p Michael F. Easley
O G Governor
y William G. Ross, Jr., Secretary
r Department of Environment and Natural Resources
Alan W. Klimek, P.E., Director
Division of Water Quality
July 31, 2003
Mr. Ron Hendricks, PE
PLD
8366-104 Six Forks Road
Raleigh, NC 27615
Subject: Raleigh International Business Park
DWQ Project No. 030489
Wake County
Dear Mr. Hendricks:
The Wetlands Unit staff reviewed the stormwater management plans for the subject project and determined that additional
information is necessary to complete the technical review process. The required additional information is as follows:
Level Spreaders/ Forested Filter Strips
It is still not clear from the plans provided that the filter strips are to remain forested. In other words it appears that
you are proposing grading in those areas. Also, the flow path shown from the level spreader from pond 1 can not be
confirmed by the topography as shown. It is important that if forested filter strips are to be provided for the 1" rain
draw down, as proposed, that they be forested, clearly hydraulically separate from the main outlet discharge, and
will provide diffuse flow for at least 50 feet. More detail is necessary to show that this will be achieved. It is
recommended that a detail page be provided, say at a 1" = 20 feet or 1" = 10 feet that has more precise elevation
detail. Also, please show the extent of forest vegetation on the plan.
2. Operation and Maintenance Agreement
An operation and maintenance agreement is required. An example operation and maintenance plan can be found
at http://h2o.ehnr.state.nc.us/ncwetlands/mitresto.htmi. The operation and maintenance agreement must also be
signed by the responsible party and notarized.
If you have any questions or would like to discuss this project, please contact me at [phone]. Also, please note
that the NC DENR Stormwater Best Management Practices Manual as well as other documents and information can be
downloaded from the Wetlands Unit web site at http://h2o.ehnr.state.nc.us/ncwetlands/mitresto.html.
Sincerely,
Todd t. John E
Environmental Engineer
cc: Raleigh Regional Office
File
North Carolina Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
919-733-1786 (phone), 919-733-6893 (fax), http://h2o.enr.state.nc.us/ncwetlands/

3
WET POND #1 CALCULATIONS
Drainage Area = 8.34 ac
Impervious Area = 6.19 ac
% Impervious Cover = 74 %
Avg. Permanent Pool Depth =
Table 1.1 Surface Area to Drainage Area Ratio For Permanent Pool Sizing For 85% Pollutant Removal
Efficiency in the Piedmont
Impervious
% Permanent Pool De th feet
Cover 7 3 4 5 6 7 8 9
10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
30 1.34 1.08 0.97 0.83 0.70 0.64 0.62
40 1.73 1.43 1.25 1.05 0.90 0.82 0.77
50 2.06 1.73 1.50 1.30 1.09 1.00 0.92
60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
90 3.7A 1 3.10 _2.66 2 3d 2.11 1.83 1267
Notes: Numbers given in the body of the table are given in percentages.
SA/DA =
Surface Area =
Min. Forebay Volume =
(VOI)R-ft =
(Vol)pw =
(VOI)T°lal =
(VOI)F.,.t.y =
BASIN VOLUME
3.07
0.26 ac = 11,153 ft2
8,811 cf
21,736 cf *Note: Design Rainfall - 1' @ Elev. 248.68
44,055 cf *Note: See Table Below @ Elev. 247.30
65,791 cf Berm Elev. 250.78
9,403 cf ' Note: See Table Below (Min. 20% of Pool Volume)
Water
Level
tt Surface
Area
sf Elevation

ft Incremental
Volume
cf Accumulated
Volume
cf
0 4,605 242 0 0
1 5,635 243 5,120 5,120
2 6,755 244 6,195 11,315
3 7,960 245 7,358 18,673
4 10,375 246 9,168 27,840
5 13,610 247 11,993 39,833
5
3 i 247
3- 4
223 i
. . .
,
6 15,655 248 10,568 54,623
7 17,290 249 16,473 71,096
8 18,990 250 18,140 89,236
8.8 20,350 250.8 15,736 104,972
FOREBAY VOLUME
Water
Level
tt Surface
Area
sf Elevation

ft Incremental
Volume
cf Accumulated
Volume
cf
0 584 242 0 0
1 890 243 737 737
2 1,242 244 1,066 1,803
3 1,640 245 1,441 3,244
4 2,440 246 2,040 5,284
5
5
3 3,564
3
883 247
247
3 3,002
1
117 8,286

9
403
. , . , ,
RIBPCW_Wetpond Calculations.xls
Wetpond #1
PLD
..itMItIit- 7/17103
. t ,
Permit No.
(to be provided by DIVQ)
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
1. PROJECT INFORMATION
Project Name: New Bern Commons
Contact Person: Ron Hendricks, PE Phone Number: ( 919 ) 845-7600
For projects with multiple basins, specify which basin this worksheet applies to: Wet Pond #1
elevations
Basin Bottom Elevation 242.0 ft.
Permanent Pool Elevation 247.3 ft.
Temporary Pool Elevation 248.7 ft.
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
areas
Permanent Pool Surface Area 14,540 sq. ft. (water surface area at the orifice elevation)
Drainage Area 8.34 ac. (on-site and off-site drainage to the basin)
Impervious Area 6.19 ac. (on-site and off-site drainage to the basin)
volumes
Permanent Pool Volume 53,458 cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume 21,736 cu. ft. (volume detained above the permanent pool)
Forebay Volume 9,403 cu. ft. (approximately 20% of total volume)
Other parameters
SA/DA I
Diameter of Orifice
Design Rainfall
Design TSS Removal 2
Form SWU-102 Rev 3.99
3.07
2 in.
I in.
85 %
(floor of the basin)
(elevation of the orifice)
(elevation of the discharge structure overflow)
(surface area to drainage area ratio front DWQ table)
(2 to S day temporary pool draw-down required)
(minimum 85% required)
Page I of 4
Footnotes:
When using the Division SA/DA tables, the correct SA/DA ratio for permanent pool sizing should be computed based upon the
actual impervious % and permanent pool depth. Linear interpolation should be employed to determine the correct value for non-
standard table entries.
In the 20 coastal counties, the requirement for a vegetative filter may be waived if the wet detention basin is designed to provide
90% TSS removal. The NCDENR BMP manual provides design tables for both 85% TSS removal and 90% TSS removal.
11. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. If a requirement has not been met, attach justification.
Applicants Initials
.?a. The permanent average pool depth is between 3 and 6 feet (required minimum of 3 feet).
w 1. The forebay volume is approximately equal to 20% of the basin volume.
V-11"c. The temporary pool controls runoff from the design storm event.
v""'d. The temporary pool draws down in 2 to 5 days.
e. If required, a 50-foot vegetative filter is provided at the outlet (include non-erosive flow
calculations)
? / f. The basin length to width ratio is greater than 3:1.
g. The basin side slopes above the permanent pool are no steeper than 3:1.
h,1A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detail).
Vegetative cover above the permanent pool elevation is specified.
j. A trash rack or similar device is provided for both the overflow and orifice.
k. A recorded drainage easement is provided for each basin including access to nearest right-
..of-way.
?1. If the basin is used for sediment and erosion control during construction, clean out of the
basin is specified prior to use as a wet detention basin.
m. A mechanism is specified which will drain the basin for maintenance or an emergency.
III. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter with level spreader.
This system (check one) Vdoes Zoes s not incorporate a vegetated filter at the outlet.
This system (check one) 0 does not incorporate pretreatment other than a forebay.
Form SWU-102 Rev 3.99 Page 2 of 4
Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow vegetative
cover to maintain a, maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to maintain
proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed of
in an appropriate manner and shall be handled in a manner that will not adversely impact water quality (i.e.
stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads T feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation 24T3
Sediment Ren oval El. 43.3 75 0
-------------- - o Sediment Removal Elevation 243.3 75%
Bottom Ele ation M2.0 Io """"""'-----
Bottom Elevation S42•0 1-25%
FOREBAY MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through
the emergency drain shall be minimized to the maximum extent practical.
-7. i4emove 4edtncci - V'ov'i {7a6w/ V?_F Ly gnu ev, wv, Yvo6Vi,,5 cv?-?d \/egzJ4- i4%
da?9t o v hL lY 1
Form SWU-102 Rev 3.99 Page 3 of 4
8. All components of the wet detention basin system shall be maintained in good working order.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name:
Title:
Address:
Phone:
Signature:
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been sold and .1
resident of the subdivision has been named the president.
I,
a Notary Public for the State of ,
County of , do hereby certify that
personally appeared before me this day of , and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
SEAL
My commission expires
Form SWU-102 Rev 3.99 Page 4 of 4
DWQ Project
DIVISION OF WATER QUALITY . LEVEL SPREADER WORKSHEET
1. PROJECT INFOMW ON (please complete the following information):
Project Name : Zdj?Ezil Cbok4m oN5
Contact Person: 0 2 rC KS Phone Number: f Oil)) 6q-G7-'1 (,o c,
Level Spreader ID: l
Level Spreader Length 13 ft. (perpendicular to flow)
Drainage Area N ac. (on-site and off-site drainage to the level spreader)
Impervious Area N /A ac. (on-site and off-site drainage to the level spreader)
Maximum Filter Strip/Buffer Slope B % (6% for forested, leaf littler cover, 8% for thick ground cover)'
grass
Max. Discharge from a 10 Year Storm 0.13 cfs
Max. Discharge to Level Spreader 0.13 cfs
Filter Strip/Buffer Vegetation ' *1 c( ick round cover or grass, canopied forest with leaf litter
group cover
Pre-treatment or Bypass Method oar, II. REQUIRED ITEMS CHECKLIST

Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants Initials
/Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
NJ? Pr?Form Scour Holes are on flat slopes only
vflo structures are located in protected buffers'
If bypass method specified in the Draft Level Spreader Design Option Document:
ByYppass method is specified (if applicable) and plan details and calculations are provided
?bischarge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
d' arge.
o structures are located in protected buffers.
n details for the bypass and outlets are provided.
=fZZ operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
Level spreaders In series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design.Optionpocument. This potentially requires a
minor variance in protected buffer'areas: In any event the second level spreader cannot be located In Zone 1 of a protected buffer area.
7/17/03
WET POND #2 CALCULATIONS
Drainage Area = 21.54 ac
Impervious Area = 17.94 ac
% Impervious Cover = 83 %
Avg. Permanent Pool Depth =
Table 1.1 Surface Area to Drainage Area Ratio For Permanent Pool Sizing For 85% Pollutant Removal
Efficiency in the Piedmont
% Impervious Permanent Pool Depth feet
Cover 3 4 5 6 7 8 9
10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
30 1.34 1.08 0.97 0.83 0.70 0.64 0.62
40 1.73 1.43 1.25 1.05 0.90 0.82 0.77
50 2.06 1.73 1.50 1.30 1.09 1.00 0.92
60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
90 3.74 3.10 2.66 2.34 2.11 1.83 1.67
Notes: Numbers given in the body of the table are given in percentages.
SA/DA =
Min. Surface Area =
Min. Forebay Vol =
(VoI)%..tf - 62,282 cf
(VoI)POa= 113,163 cf
(V00'ro,,1 = 175,445 cf
(V01)Fo,ebay = 24,135 cf
BASIN VOLUME
2.63
0.57 ac = 24,677 it2
22,633 cf
Note: Design Rainfall - 1 ` 0 Elev. 252.29
Note: See Table Below 0 Elev. 250.00
Berm Elev. 254.31
Note: See Table Below (Min. 20% of Pool Volume)
Water
Level
tt Surface
Area
si Elevation

it Incremental
Volume
cf Accumulated
Volume
cf
0 6,465 241.2 0 0
0.8 7,355 242 5,528 5,528
2.8 9,780 244 17,135 22,663
4.8 12,505 246 22,285 44,948
6.8 15,505 248 28,010 72,958

p 8
8 24
700 250 i
A
. ,
10.8 27,635 252 52,335 165,498
12.8 30,718 254 58,353 223,851
FOREBAY VOLUME
Water Surface Elevation Incremental Accumulated
Level Area Volume Volume
ft st tt ci cf
0 975 241.2 0 0
0.8 1,225 242 880 880
2.8 1,970 244 3,195 4,075
4.8 2,880 246 4,850 8,925
6.8 3,965 248 6,845 15,770
ii
RIBPCW_Wetpond Calculations.xls
Wetpond 02
PLD
Permit No.
State of North Carolina
Departinent of Environment and Natural Resources
Division of Water Quality
(to be provided by D{VQ)
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes an application forth, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
1. PROJECT INFORMATION
Project Name: New Bern Commons
Contact Person: Ron Hendricks, PE Phone Number: ( 919 ) 845-7600
For projects with multiple basins, specify which basin this worksheet applies to: Wet Pond #2
elevations
Basin Bottom Elevation 241.2 ft. (floor of the basin)
Permanent Pool Elevation 250.0 ft. (elevation of the orifice)
Temporary Pool Elevation 252.3 ft. (elevation of the discharge structure overflow)
areas
Permanent Pool Surface Area 24,700 sq. ft. (water surface area at the orifice elevation)
Drainage Area 21.54 ac. (on-site and off-site drainage to the basin)
mpervious Area 17.94 ac. (on-site and off-site drainage to the basin)
volumes
Permanent Pool Volume 137,298 cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume 62,282 cu. ft. (volume detained above the permanent pool)
Forebay Volume 24,135 cu. ft. (approximately 20% of total volume)
Other parameters
SA/DAt 2.63 (surface area to drainage area ratio from DWQ table)
Diameter of Orifice 3 in. (2 to 5 day temporary pool draw-down required)
Design Rainfall 1 in.
Design TSS Removal 2 85 % (minimum 85% required)
Form SWU-102 Rev 3.99 Page 1 of 4
Footnotes:
t When using the Division SA/DA tables, the correct SA/DA ratio for permanent pool sizing should be computed based upon the
actual impervious % and permanent pool depth. Linear interpolation should be employed to determine the correct value for non-
standard table entries.
2 In the 20 coastal counties, the requirement for a vegetative filter may be waived if the wet detention basin is designed to provide
90% TSS removal. The NCDENR BMP manual provides design tables for both 85% TSS removal and 90% TSS removal.
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. If a requirement has not been met, attach justification.
Applicants Initials
The permanent average pool depth is between 3 and 6 feet (required minimum of 3 feet).
_??bTlie forebay volume is approximately equal to 20% of the basin volume.
?/c. The temporary pool controls runoff from the design storm event.
c?. The temporary pool draws down in 2 to 5 days.
e. If required, a 50-foot vegetative filter is provided at the outlet (include non-erosive flow
calculations)
f The basin length to width ratio is greater than 3:1.
The basin side slopes above the permanent pool are no steeper than 3:1.
h. A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detail).
, i. Vegetative cover above the permanent pool elevation is specified.
N j. A trash rack or similar device is provided for both the overflow and orifice.
k. A recorded drainage easement is provided for each basin including access to nearest right-
of-way.
1. If the basin is used for sediment and erosion control during construction, clean out of the
basin is specified prior to use as a wet detention basin.
m. A mechanism is specified which will drain the basin for maintenance or an emergency.
III. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter with level spreader.
This system (check one) does 0 d s not incorporate a vegetated filter at the outlet.
This system (check one) 0 does does not incorporate pretreatment other than a forebay.
Form SWU-102 Rev 3.99 Page 2 of 4
Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow vegetative
cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to maintain
proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed of
in an appropriate manner and shall be handled in a manner that will not adversely impact water quality (i.e.
stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads -4 feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads- feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
(fill in the blanL)
0 Permanent Pool Elevation 9 •0
Sediment Ren oval El. o-- 75 0 -
--------- - Sediment Removal Elevation - 75%
-------------------------_'------------- -------
Bottom Ele ation °lo /
Bottom Elevation ? •Z 25010
FOREBAY MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through
the emergency drain shall be minimized to the maximum extent practical.
7. 7-c"vt 4ea IM61t . Yav--' tW6irl YCFLif any &a?on -p?oWe+-. &-Ad Velt+ahoh
a"t ct'n r, K'rV1lI .
Form SWU-102 Rev 3.99 Page 3 of 4
8. All components of the wet detention basin system shall be maintained in good working order.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name:
Title:
Address:
Phone:
Signature:_
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a
resident of the subdivision has been named the president.
I,
County of
a Notary Public for the State of ,
do hereby certify that
personally appeared before me this day of
execution of the forgoing wet detention basin maintenance requirements
SEAL
My commission expires
, and acknowledge the due
Witness my hand and official seal,
Form SWU-102 Rev 3.99 Page 4 of 4
DWQ Project
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name: ?F_W ZJZRQ CeMMON5
Contact Person: o tjtz rG fc5 Phone Number: ( Oil)) 845- ") Goo
Level Spreader ID:. 2
Level Spreader Length 13 ft. (perpendicular to flow)
Drainage Area N? ac. (on-site and off-site drainage to the level spreader)
Impervious Area _ N?/A ac. (on-site and off-site drainage to the level spreader)
Maximum Filter Strip/Buffer Slope g % (6% for forested, leaf littler cover, 8% for thick ground cover)'
grass
Max. Discharge from a 10 Year Storm 0.3? cfs
Max. Discharge to Level Spreader o• 3(o cfs
Filter Strip/Buffer Vegetation tk*(hick round cover or grass, canopied forest with leaf litter
group cover
Pre-treatment or Bypass Method o41, 4 Z
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants Initials ?
Aevel spreader is at least 13 ft. per cis for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
N P e-Form Scour Holes are on flat slopes only
No structures are located in protected buffers'
If bypass method specified in the Draft Level Spreader Design Option Document:
ypass method is specified (if applicable) and plan details and calculations are provided
::?Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
ischarge.
No structures are located in protected buffers.
Ian details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located In Zone 1 of a protected buffer area.
Wet Pond #1
Calculate Runoff from 1" Rainfall Event
Rv = 0.05 + 0.0091 = 0.05 + 0.009(74.2) = 0.72"
Volume = Rv(DA) = 0.72"(8.34 acres )(1'/12")(43,560 sf/ 1 acre) = 21,736 cf
Calculate pipe size to drain temporary pool in 2-5 days.
Required release rate for drainage in 2 days
Q = (21,736 cf/48 hours)(1 hour/3600 sec) = 0.13 cfs
Required release rate for drainage in 5 days
Q = (21,736 cf/120 hours)(1 hour/3600 sec) = 0.05 cfs
Try 2" diameter pipe
Average head = 1.4'/2 - 0.08' = 0.62'
Q = cdA(2gh)0.5 = 0.6(0.0218)(2(32.2)(0.62))0.5 = 0.08 cfs
Use 2" drainpipe since it will drain temporary pond in 2-5 days.
Calculate pipe size to drain permanent and temporary pool in less than one day.
Required release rate for drainage in 1 day
Q = (65,791 cf/24 hours)(1 hour/3600 sec) = 0.76 cfs
Try 8" diameter pipe
Average head = 7.8'/2 - 0.33' = 3.57'
Q = cdA(2gh)0.5 = 0.6(0.34)(2(32.2)(3.57))0" = 3.09 cfs
Use 8" drainpipe since it will drain pond in less than one day.
Calculate anti-flotation block at RTWI #25A
Displacement = 5'(5')7.47' tall = 186.8 cf
Buoyant Force = 186.8 cf(62.41bs/cf) = 11,656.3 lbs.
Weight of walls and base = (18 lf(0.5' thick)7.47' tall wall + 7(7)0.67' thick base)
(1501bs/cf -62.4 lbs/cf) = 8,765.3 lbs
Weight of Soil above base = (241f (1' thick) 4' high) 1001bs/cf = 9,600 lbs.
Total weight of walls, base, and soils = 18,365.3 lbs which exceed the buoyant force by
57%. This calculation excludes friction forces of soils, which will provide an additional
factor of safety.
PLD
Calculate anti-flotation block at RTWI #25C
Displacement = 6'(6')6.7' tall = 241.2 cf
Buoyant Force = 241.2 cf(62.4 lbs/cf) = 15,050.9 lbs.
Weight of walls and base = (22 lf(0.5' thick)6.7' tall wall + 8(8)1' thick base)(150 lbs/cf -
62.4 lbs/cf) = 12,062.5 lbs
Weight of Soil above base = (281f (1' thick) 4.3' high) 1001bs/cf = 12,040 lbs.
Total weight of walls, base, and soils = 24,102.5 lbs which exceed the buoyant force by
60%. This calculation excludes friction forces of soils, which will provide an additional
factor of safety.
Wet Pond #2
Calculate Runoff from 1" Rainfall Event
Rv = 0.05 + 0.0091 = 0.05 + 0.009(83.0) = 0.80"
Volume = Rv(DA) = 0.80"(21.54 acres )(1'/12")(43,560 sf/ 1 acre) = 62,282 cf
Calculate pipe size to drain temporary pool in 2-5 days.
Required release rate for drainage in 2 days
Q = (62,282 cf/48 hours)(1 hour/3600 sec) = 0.36 cfs
Required release rate for drainage in 5 days
Q = (62,282 cf/120 hours)(1 hour/3600 sec) = 0.14 cfs
Try 3" diameter pipe
Average head = 2.2972 - 0.13' = 1.01'
Q = cdA(2gh)0.5 = 0.6(0.0491)(2(32.2)(1.01))0'S = 0.24 cfs
Use 3" drainpipe since it will drain temporary pond in 2-5 days.
Calculate pipe size to drain permanent and temporary pool in less than one day.
Required release rate for drainage in 1 day
Q = (175,445 cf/24 hours)(1 hour/3600 sec) = 2.03 cfs
Try 8" diameter pipe
Average head = 11.372 - 0.33' = 5.32'
Q = cdA(2gH)o.s = 0.6(0.34)(2(32.2)(5.32))0" = 3.8 cfs
Use 8" drainpipe since it will drain pond in less than one day.
PLD
Calculate anti-flotation block at RTWI #63
Displacement = 5'(5')8.38' tall = 209.5 cf
Buoyant Force = 209.5cf(62.4 lbs/cf) = 13,072.8 lbs.
Weight of walls and base = (18 lf(0.5' thick)8.38' tall wall + 7(7)0.67' thick base)(150
lbs/cf -62.4 lbs/cf) = 9,482.7 lbs
Weight of Soil above base = (241f (1' thick) 4' high) 1001bs/cf = 9,600 lbs.
Total weight of walls, base, and soils = 19,082.7 lbs which exceed the buoyant force by
46%. This calculation excludes friction forces of soils, which will provide an additional
factor of safety.
Calculate anti-flotation block at RTWI #65 and #66
Displacement = 8'(8') 10.2' tall = 652.8 cf
Buoyant Force = 652.8cf(62.41bs/cf) = 40734.7 lbs.
Weight of walls and base = (30 lf(0.5' thick)10.2' tall wall + 10(10)1' thick base)(150
lbs/cf - 62.4 ibs/cf) = 22,162.8 lbs
Weight of Soil above base = (361f (1' thick) 7' high) 1001bs/cf = 25,200 lbs.
Total weight of walls, base, and soils = 47,362.8 lbs which exceed the buoyant force by
16%. This calculation excludes friction forces of soils which will provide an additional
factor of safety.
RIBPCW
PO
r

7
9
F
Y
5
S
9
z
A
D
1
C
D
E
F
D
1
2
J

4

I
1
1
TOTAL DA = 21.54 AC
SITE IMPERVIOUS = 15.73 AC
LOT 2-4 IMPERVIOUS = 2.21 AC
TOTAL IMPERVIOUS = 1794 AC (837)
I
NOTE: OUTPARCELS ARE ASSUMED
0 BE 70: IMPERVIOUS BASED ON
SKETCHES PROVIDED Bl ARCHITECT.
I BOND I
TOTAL DA = 8.34 AC
;ITE IMPERVIOUS = 5.51 AC
LOT 5 IMPERVIOUS = 0.68 AC
TOTAL IMPERVIOUS = 6.19 AC (74:)
- NOTE: OUTPARCELS ARE ASSUMED
TO BE 70% IMPERVIOUS BASED ON
1 SKETCHES PROVIDED BY ARCHITECT.
I
I
I
I

NORTH
NEW 8M4 AVE. (U.S. HIGHWAY 64) 120

5 I 6 I 7 I g
I I ?
I I sF
I I 4i
o?
I p
I 1 ?G
I ?O
I
PROPOSED CORPORATION PARKWAY ?...ys,3?/t
. . ?
scv' x ""
IMPERVIOUS AREA MAP
cz,
..a
a
z
W
L
Q
--I-- "
4w????t
Q
Z
J
m 0
z
0 Q
a
2 cr
m?
m z
y
w3 Y=
z
w
J
Q
cc
REVISIONS I BY
acaen
ure
ce N.
IMP.1

Piedmont Land Design, LLP
8366-104 Sig Forks Road • Raleigh, NC 27615 • [phone] • Fax [phone]
July 17, 2003
New Bern Commons
New Bern Avenue and New Hope Road
Raleigh, North Carolina
Erosion Control Calculations
Riser Basin No. 6

1171r
Maximum drainage area = 39.89 acres (Final drainage area = 21.94 acres)
Maximum disturbed area = 22.63 acres (Initial disturbed area = 13.1 acres)
Qio= cIA = 0.8(7.5) 39.89 = 239.3 cfs
For emergency spillway conduit
Use 60" rcp @ 1.0%, vlo = 12 fps, dio = 4.9', HW/D = 2.2, Qmax = 260 cfs.
Refer to stormwater calculations for weir overflow calculations.
For temporary outlet pipe
Q = 0.1 cfs/acre = 0. 1(39.89) = 4.0 cfs
Use 18" cmp @ 1.0%, QmaX = 12 cfs, v = 3.5 fps, d = 1.5', HW/D = 3.3, Qmax = 16
cfs.
For riser - 24" cmp, Qmax = 12 cfs
Q = cLH"'
H = (Q/cL)'J3 = 0.7', therefore use 1' freeboard to emergency spillway.
Height = 5'
For anti-flotation block
Displacement = 7ir2x5 = 15.7 cf
Buoyant force = 15.7 cf x 62.4 lbs./cf = 980 lbs.
Concrete base - 150 - 62.4 = 87.6 lbs/cf
(980/87.6) 1.1 = 13 cf required
Use 4'x 4'x 1.0' thick conc. Base
Sediment storage requirements - 22.63 acres disturbed
Required volume = 22.63(1815) = 41,074 cf
Use 129' long x 64' wide x 5' deep including 1' storage
Civil Engineers • Landscape Archilecls • Land Planners
Riser Basin No. 7
Maximum drainage area = 8.42 acres
Maximum disturbed area = 8.42 acres (Initial disturbed area = 4.85 acres)
Q10= cIA = 0.85(7.5) 8.42 = 53.7 cfs
For emergency spillway conduit
Use 42" rcp @ 0.5%, vio = 7.3 fps, dio = 2.6', HW/D = 2.0, Qmax = 100 cfs.
Refer to stormwater calculations for weir overflow calculations.
For temporary outlet pipe
Q = 0.1 cfs/acre = 0.1(8.42) = 0.84 cfs
Use 12" cmp @ 1.0%, Qmax = 4 cfs, v = 2.5 fps, d = 0.9', HW/D = 5, Qm. = 8 cfs.
For riser - 18" cmp, Qma, = 4 cfs
Q = cLH"'
H = (Q/cL)" = 0.5', therefore use 1' freeboard to emergency spillway.
Height = 5'
For anti-flotation block
Displacement = 7Cr2 x5 = 8.9 cf
Buoyant force = 8.9 cf x 62.41bs./cf = 556 lbs.
Concrete base - 150 - 62.4 = 87.6 lbs/cf
(556/87.6) 1.1 = 7 of required
Use 3.5'x 3.5'x 0.75' thick conc. Base
Sediment storage requirements - 8.42 acres disturbed
Required volume = 8.42(1815) = 15,283 cf
Use 88' long x 44' wide x 5' deep including P storage
Riser Basin No. 8
Maximum drainage area = 27.94 acres
Maximum disturbed area = 13.1 acres
Qio= cIA = 0.85(7.5) 14.84 + 0.6(7.5) 13.1 = 154 cfs
Use c = 0.6 for on-site area only since graded land, not paved.
P TT

For emergency spillway conduit
Use 48" rcp @ 1.0%, vlo = 10 fps, dio = 3.9', HW/D = 2.3, Qmax = 160 cfs.
Temporary Minimum Weir Size
Qio= cw,LH'n, cW= 3.0, L = 20' with 5'x 5' inside box dimension
H = 1.88', Minimum 2.88' from top of berm to emergency spillway
For temporary outlet pipe
Q = 0.1 cfs/acre = 0. 1(27.94) = 2.79 cfs
Use 18" cmp @ 1.0%, QmaX = 12 cfs, v = 3.5 fps, d = 1.5', HW/D = 3.3, Qmax = 16
cfs.
For riser - 24" cmp, Q.,aX = 12 cfs
Q = cLH'.s
H = (Q/cL)" = 0.7', therefore use P freeboard to emergency spillway.
Height = 5'
For anti-flotation block
Displacement = 7rr2x5 = 15.7 cf
Buoyant force = 15.7 cf x 62.4 lbs./cf = 980 lbs.
Concrete base -150 - 62.4 = 87.6 lbs/cf
(980/87.6)1.1= 13 cf required
Use 4'x4'x1.0' thick conc. Base
Sediment storage requirements - 13.1 acres disturbed
Required volume = 13.1(1815) = 23,777 cf
Use 98' long x 49' wide x 5' deep including 1' storage
RIBPCW: rph
nip
LL

PLD Piedmont Land Design, LLP
8366-104 Six Forks Road • Raleigh, NC 27615 • [phone] • Fax: [phone]
July 17, 2003
North Carolina Division of Water Quality, Wetlands/401 Unit
1650 Mail Service Center
Raleigh, North Carolina 27699-1650
Attention: John Dorney c/o Todd St. John
Reference: Raleigh International Business Park
DWQ Project No. 03-0489
Dear Mr. Dorney:
Enclosed are two copies of the stormwater management plan as required by the Approval of the
401 Water Quality Certification with Additional Conditions dated June 26, 2003 for this project.
We have revised the plans to incorporate the comments we received from Todd St. John on June
10, 2003. The comments and responses are as follows:
1. Pond 1 Level Spreader - We have relocated this device so that it discharges into a
forested area, not the sanitary sewer easement. We have also noted additional ground
cover to be installed so that thick ground cover will be provided.
2. Hydraulically Separate Level Spreader and Pond Outlet - We have added a berm
between these outlets as requested. The existing topography in the areas we have chosen
should also insure that these devices are hydraulically separate. 1,
3. Pond 2 Level Spreader - We have revised the location to provide 50' as required.
4. Impervious Area Calculations - We have rechecked the impervious areas to each poiid.
The impervious area to Pond 1 increased from 73% to 74% due to changes in the
outparcel impervious area. No pond changes were required due to this change. The
impervious area to Pond 2 increased from 70% to 83% due to an error in calculating the
outparcel impervious area. We increased the size and depth of this pond to account fo
this increase.
The following documents are included for your review and approval:
1. Sheet No. C-3, Grading and Storm Drainage Plan.
2. Sheet No. C-3.1, Erosion Control Plan.
3. Sheet No. C-3.2 and 3.5, Site Details.
4. Sheet No. C-7 and 7. 1, Landscape Plan and Details.
5. Storm Drainage Calculations and Drainage Area Maps.
6. Wet Pond Calculations.
7. Impervious Area Map.
8. Level Spreader Worksheets.
9. Wet Detention Basin Worksheets and Supplements.
Civil Engineers * Landscape Architects • Land Planners

Page
Once these plans are approved we will have the Wet Detention Basin Supplement signed and
notarized and submit an original for your use. We will also record the drainage and access
easements at this time.
Please call if you have any questions. If you need any additional information in order to comf
your review please let us know and we will get it to you as quickly as possible so that we do
delay your review. We would like to get this project approved as quickly as possible so that
Owner can begin construction.
Si r y,
Ron Hendricks
RIBPCW RPH: rph
Enclosure
DL
i
DT n Piedmont Land Design, LLP
I JUV 8366-104 Six Forks Road • Raleigh, NC 27615 • [phone] • Fax: [phone]
TRANSMITTAL Vlff 01401 CMull,
DATE July 18 2003 r'- --- ' tEU0
U,
TO NCDENR
DWQ - Wetlands/401 Unit
ATTENTION Todd St. John
REFERENCE DWQ Project No. 03-0489
COPIES DESCRIPTION
2 Stormwater Management Plan
COMMENTS
0?g9
03
? FOR YOUR REVIEW
? FOR YOUR COMMENT
? FOR YOUR APPROVAL
? FOR YOUR USE

Please call if you have any questions.
Thanks,
FROM Danny Howell
COPY
JOB CODE RIBPCW
Civil Engineers • Landscape Architects • Land Planners
i I
PLD Piedmont Land Design, LLP
8366-104 Six Forks Road • Raleigh, NC 27615 • [phone] • Fax: [phone]
July 17, 2003
North Carolina Division of Water Quality, Wetlands/401 Unit
1650 Mail Service Center
Raleigh, North Carolina 27699-1650 VEfUNDS1109 c f vvp
Attention: John Dorney c/o Todd St. John
1fr
QUALITY
Reference: Raleigh International Business Park
DWQ Project No. 03-0489
Dear Mr. Dorney:
10, 2003. The comments and responses are as follows:
1. Pond 1 Level Spreader - We have relocated this device so that it discharges into a
forested area, not the sanitary sewer easement. We have also noted additional ground
cover to be installed so that thick ground cover will be provided.
2. Hydraulically Separate Level Spreader and Pond Outlet - We have added a berm
between these outlets as requested. The existing topography in the areas we have chosen
should also insure that these devices are hydraulically separate.
3. Pond 2 Level Spreader - We have revised the location to provide 50' as required.
4. Impervious Area Calculations - We have rechecked the impervious areas to each pond.
The impervious area to Pond 1 increased from 73% to 74% due to changes in the
outparcel impervious area. No pond changes were required due to this change. The
impervious area to Pond 2 increased from 70% to 83% due to an error in calculating the
outparcel impervious area. We increased the size and depth of this pond to account for
this increase.
Enclosed are two copies of the stormwater management plan as required by the Approval of the
401 Water Quality Certification with Additional Conditions dated June 26, 2003 for this project.
We have revised the plans to incorporate the comments we received from Todd St. John on Juile
The following documents are included for your review and approval:
1. Sheet No. C-3, Grading and Storm Drainage Plan.
2. Sheet No. C-3.1, Erosion Control Plan.
3. Sheet No. C-3.2 and 3.5, Site Details.
4. Sheet No. C-7 and 7.1, Landscape Plan and Details.
5. Storm Drainage Calculations and Drainage Area Maps.
6. Wet Pond Calculations.
7. Impervious Area Map.
8. Level Spreader Worksheets.
9. Wet Detention Basin Worksheets and. Supplements.
Civil Engineers • Landscape Architects • Land Planners
r
Pag 2
Once these plans are approved we will have the Wet Detention Basin Supplement signed and
notarized and submit an original for your use. We will also record the drainage and access
easements at this time.
Please call if you have any questions. If you need any additional information in order to complete
your review please let us know and we will get it to you as quickly as possible so that we do not
delay your review. We would like to get this project approved as quickly as possible so that the
Owner can begin construction.
Si r y,
Ron Hendricks
RIBPCW RPH: rph
Enclosure
PLD
Piedmont Land Design, LLP 1
8366-104 Sig Forks Road • Raleigh, NC 27615 • [phone] • Fax [phone]
21 July 2003
New Bern Commons (x'v'?"0163
New Bern Avenue/U.S. Highway 64 ;0,NCI
Raleigh, North Carolina p'•••EN
Stormwater Calculations
Runoff Calculations
Using Rational Method lio = 7.50 in/hr; 1100 = 9.72 in/hr; Composite c values are based on
c = 0.95 for impervious areas and c = 0.2 for pervious areas. Using HDS No. 3, n = 0.015 for
pipe sizing:
*All storm structures are to be City of Raleigh approved structures unless othenvise noted.
Drainace to Wet Pond #1
8/-`U1 culnur,
Raised Top Catch Basin #1
IA = DA = 0.95 acres
of
Qio= 0.85(7.50) 0.95 = 6.1 cfs Je?j't
#1 - #2 lO
15" rcp @ 3.0%, vio = 8.2 fps, dio= 0.65', HW/D = 3.2, Qma., = 9.0 cfs
Curb Inlet #2
IA = 0.12 acres
DA = 0.95 + 0.12 = 1.07 acres
Qio= 0.85(7.50) 1.07 = 6.8 cfs
#2 - #3
18" rcp @ 1.0%, vio = 5.5 fps, djo= 0.90', HW/D = 2.3, Qma,, = 12.0 cfs
Curb Inlet #3
IA = 0.11 acres
DA = 1.07 + 0.11 = 1.18 acres
Qio= 0.85(7.50) 1.18 = 7.5 cfs
#3 - #4
18" rcp @ 1.5%, vlo = 6.8 fps, dio= 0.90', HW/D = 3.0, Q., = 16.0 cfs
Civil Engineers • Landscape Archilecis • Land Planners
2
Curb Inlet #4
IA = 0.33 acres
DA = 1.18 + 0.33 = 1.51 acres
Qio= 0.85(7.50) 1.51 = 9.6 cfs
##4 - #5
18" rcp @ 1.0%, vio = 5.9 fps, dio = 1.25', HW/D = 2.3, Qmaz = 13.5 cfs
Storm Manhole ##5
IA=0
DA = 1.51 acres
Qio= 9.6 cfs
Catch Basin #6
IA = DA = 0.21 acres
Qio= 0.85(7.50) 0.21 = 1.3 cfs
##6 - #6A
15" rcp @ 3.25%, vio = 5.3 fps, dio= 0.33', HW/D = 2.8, Qmax = 10.0 cfs
Curb Inlet 46A
IA = 0.18 acres
DA = 0.21 + 0.18 = 0.39 acres
Qio= 0.85(7.50) 0.39 = 2.5 cfs
##5 - #7
18" rcp @ 3.0%, vio = 9.8 fps, djo= 0.75', HW/D = 2.5, Qmax = 14.5 cfs
#6A - #7
15" rep @ 1.0%, vio = 4.5 fps, dio = 0.55', HW/D = 2.7, Q,. = 10.0 cfs
Curb Inlet #7
IA = 0.28 acres
DA = 1.51 + 0.39 +0.28 = 2.18 acres
Qio= 0.85(7.50) 2.18 = 13.9 cfs
Catch Basin #8
IA = DA = 0.40 acres
Qio= 0.85(7.50) 0.40 = 2.6 cfs
#8 - ##9
15" rep @ 1.0%, v10 = 4.5 fps, dio= 0.55', HW/D = 4.3, Qmax = 12.0 cfs
Catch Basin 119
IA = 0.48 acres
DA = 0.40 + 0.48 = 0.88 acres
Qio= 0.85(7.50) 0.88 = 5.6 cfs
RIBMV-Stormwater Calculations.doe nT T
New Bern Commons
3
#7-#10
18" rcp @ 3.3%, vio = 10.5 fps, dio= 1.0', HW/D = 2.7, Qmax = 15.5 cfs
#9-#10
15" rcp @ 1.0%, vio = 5.3 fps, dio= 0.95', HW/D = 4.3, Qmax = 12.0 cfs
Curb Inlet ##10
IA = 0.31 acres
DA=2.18+0.88+0.31 =3.37 acres
Qio= 0.85(7.50) 3.37 = 21.5 cfs
#10-#11
24" rcp @ 1.0%, vio = 7.0 fps, dio= 1.55', HW/D = 4.0, Q,,,,x = 38.0 cfs
Curb Inlet #11
IA = 0.13 acres
DA = 3.50 acres
Qio= 0.85(7.50) 3.50 = 22.3 cfs
#11 -#12
24" rcp @ 1.2%, vio = 7.4 fps, dio= 1.7', HW/D = 4.2, Q,,,,x = 40.0 cfs
Curb Inlet #12
IA = 0.03 acres
DA = 3.50 + 0.03 = 3.53 acres
Qio= 0.85(7.50) 3.53 = 22.5 cfs
##12 - #13
24" rcp @ 1.5%, vio = 8.8 fps, djo= 1.6', HW/D = 4.5, Qmax = 45.0 cfs
Curb Inlet #13
IA = 0.59 acres
DA = 3.53 + 0.59 = 4.12 acres
Qio= 0.85(7.50) 4.12 = 26.3 cfs
Curb Inlet #14
IA = DA = 0.08 acres
Qio= 0.85(7.50) 0.08 = 0.5 cfs
##14 - #15
15" rcp @ 1.0%, v10 = 2.7 fps, dto= 0.25', HW/D = 2.6, Qma., = 9.5 cfs
Curb Inlet #15
IA = 0.39 acres
DA = 0.08 + 0.39 = 0.47 acres
Qio= 0.85(7.50) 0.47 = 3.0 cfs
RIBPCW_Stormwater Calculations.doc nT T
New Bern Commons
4
#15 - #16
15" rcp @ 1.0°lo, vio = 4.5 fps, dio= 0.65', HW/D = 3. 1, Qmaz = 11.0 cfs
Curb Inlet ##16
IA = 0.32 acres
DA = 0.47 + 0.32 = 0.79 acres
Q?o = 0.85(7.50) 0.79 = 5.0 cfs
#16 - #17
15" rcp @ 1.0%, vlo = 5.2 fps, dio = 0.85', HW/D = 5.9, Qmax = 16.0 cfs
Storm Manhole #17
IA=0
DA = 0.79 acres
Qio= 5.0 cfs
Curb Inlet ##18
IA = DA = 0.16 acres
Q1o= 0.85(7.50) 0.16 = 1.0 cfs
#18 - #19
15" rcp @ 1.0%, vio = 3.3 fps, dio= 0.38', HW/D = 2.6, Q n,, = 9.5 cfs
Curb Inlet ##19
IA = 0.35 acres
DA = 0.16 + 0.35 = 0.51 acres
Qio= 0.85(7.50) 0.51 = 3.3 cfs
#19 - #20
15" rep @ 1.0%, vlo = 4.7 fps, dio= 0.67', HW/D = 5.2, Qmax = 15.0 cfs
Curb Inlet #20
IA = 0.24 acres
DA = 0.51 + 0.24 = 0.75 acres
Qio = 0.85(7.50) 0.75 = 4.8 cfs
#20 - #21
15" rep @ 1.0%, vio = 5.1 fps, dlo= 0.87', HW/D = 5.7, Qmax = 15.5 cfs
Curb Inlet #21
IA = 0.14 acres
DA = 0.75 + 0.14 = 0.89 acres
Qio= 0.85(7.50) 0.89 = 5.7 cfs
It 17 - #22
RIBMV-Storn water Calculations.doc 1 I
New Bern Commons P
5
15" rcp @ 1.5%, vlo = 5.0 fps, dio= 0.85', HW/D = 6. 1, Q,,,,, = 16.5 cfs
##21 - ##22
18" rcp @ 1.0%, vio = 5.5 fps, dio= 0.85', HW/D = 6.9, Qma, = 27.0 cfs
Double Curb Inlet #22
IA = 1.39 acres
DA = 0.79 + 0.89 + 1.39 = 3.07 acres
Qio= 0.85(7.50) 3.07 = 19.6 cfs
#13 - #23
24" rcp @ 4.0%, vio = 13.5 fps, dio= 1.15', HW/D = 5.5, QR„x = 48.0 cfs
#22 - ##23
24" rcp @ 1.0%, vio = 7.0 fps, dio = 1.5', HW/D = 5.3,Q,,,aX = 47. cfs
Storm Manhole #23
IA=0
DA = 4.12 + 3.07 = 7.19 acres
Qio= 0.85(7.50) 7.19 = 45.8 cfs
#23 - #23A
30" rcp @ 1.5%, vio = 10.0 fps, dio= 1.9', HW/D = 5.6, Qm,X = 82.0 cfs
Curb Inlet #23A
IA = 0.24 acres
DA = 7.19 + 0.24 = 7.43 acres
Qio= 0.85(7.50) 7.43 = 47.4 cfs
#23A - #24
30" rcp @ 1.5%, vio = 10.0 fps, dio= 2.0', HW/D = 5.9, QmaX = 90.0 cfs
Storm Manhole #24
IA=0
DA = 7.43 + 0.28 (RD) = 7.71 acres
Q10 = 0.85(7.50) 7.71 = 49.2 cfs
#24 - ##25
30" rep @ 2.0%, vlo = 12.0 fps, dlo= 1.8, HW/D = 4.0, Qm,X = 70.0 cfs
RTWI ##25C
IA = 0.63 acres (Pond)
DA = 8.34 acres
Qio= 0.85(7.50) 8.34 = 53.2 cfs
Qioo= 0.85(9.72) 8.34 = 68.9 cfs
RIBPCW_Stormwater Calculations.doc T T
New Bern Commons P
6
Minimum Weir Size
Qioo = cw,LH72, c,, = 3.0, L = 20' with 5'x 5' inside box dimension
H = 1.1', Use 1.25' minimum opening height.
#25C - #25D
42" rcp @ 0.5%, vio = 7.3 fps, dio= 2.6', HW/D = 2.2, Qmax = 105.0 cfs
Drainage to Wet Pond #2 & Off-Site
Junction Box/Storm Manhole #26
IA=0
DA = 14.84 acres (Off-site)
Qio= 0.85(7.50) 14.84 = 94.6 cfs
Raised Top Catch Basin #27
IA = DA = 1.15 acres
Q10 = 0.85(7.50) 1.15 = 7.3 cfs
#26 - #27A
42" rcp @ 2.0%, vio = 12.0 fps, dio= 2.5', HW/D = 4.3, Qmax = 170.0 cfs
#27 - #27A
15" rcp @ 10.0%, vlo = 13.5 fps, dio= 0.55', HW/D = 5.8, Qmax = 15.5 cfs
Catch Basin ##27A
IA = 0.03 acres
DA = 14.84 + 1.15 + 0.03 = 16.02 acres
Q10 = 0.85(7.50) 16.02 = 102.1 cfs
Raised Top Catch Basin ##28
IA = DA = 1.03 acres
Qio= 0.85(7.50) 1.03 = 6.6 cfs
Curb Inlet #29
IA = DA = 0.24 acres
Qjo= 0.85(7.50) 0.24 = 1.5 cfs
#29 - #30
15" rcp @ 1.0%, vio = 3.7 fps, dto= 0.45', HW/D = 2.6, Qm,., = 9.5 cfs
Curb Inlet #30
IA = 0.16 acres
DA=0.24+0.16=0.40 acres
Qio= 0.85(7.50) 0.40 = 2.6 cfs
RIBMV-Stormwater Calculations.doc
New Bern Commons PLI
7
#30 - ##31
15" rcp @ 1.0%, vio = 4.4 fps, dio= 0.58', HW/D = 3.4, Qmax = 11.6 cfs
Catch Basin #31
IA = 0.64 acres
DA = 0.40 + 0.64 = 1.04 acres
Qio= 0.85(7.50) 1.04 = 6.6 cfs
#31 - ##32
15" rcp @ 4.4%, vio = 10.0 fps, dio= 0.62', HW/D = 8.3, Qmax = 20.5 cfs
Curb Inlet #32
IA = 0.36 acres
DA = 1.04 + 0.36 = 1.40 acres
Qio= 0.85(7.50) 1.40 = 8.9 cfs
#27A - ##33
42" rcp @ 2.0%, vlo = 14.0 fps, dip = 2.1', HW/D = 2.9, Qmax = 188.0 cfs
#28 - #33
15" rcp @ 4.0%, vio = 9.3 fps, dio = 0.68', HW/D = 9.4, QR,a, = 22.0 cfs
#32 - #33
18" rcp @ 1.0%, v10 = 6.0 fps, dio= 1. 1', HW/D = 2.8, Qmax = 16.0 cfs
Curb Inlet ##33
IA = 0.31 acres
DA = 16.02 + 1.03 + 1.40 + 0.31 = 18.76 acres
Q10 = 0.85(7.50) 18.76 = 119.6 cfs
Curb Inlet #34
IA = DA = 0.48 acres
Qio= 0.85(7.50) 0.48 = 3.1 cfs
#33 - #35
48" rcp @ 2.5%, vio = 17.0 fps, dio= 2.2', HW/D = 1.6, Qm,x = 120.0 cfs
#34 - #35
15" rcp @ 2.5%, vlo = 6.5 fps, dio= 0.49', HW/D = 2.6, Qma,, = 9.5 cfs
Double Curb Inlet #35
IA = 2.31 acres
DA = 18.76 + 0.48 + 2.31 = 21.55 acres
Q10 = 0.85(7.50) 21.55 = 137.4 cfs
#35 - #36
48" rcp @ 1.2%, v10 = 12.0 fps, dio= 3.0', HW/D = 2.0, Qmax = 145.0 cfs
RIBPCW_Stormwater Calculations.doc DT 1
New Bern Commons I
8
Double Curb Inlet #36
IA = 1.26 acres
DA = 21.55 + 1.26 = 22.81 acres
Qio= 0.85(7.50) 22.81 = 145.4 cfs
##36 - #37
48" rcp @ 1.2%, vio = 12.5 fps, d1o= 3.4', HW/D = 2. 1, Qm,X = 150.0 cfs
Double Curb Inlet #37
IA = 1.39 acres
DA = 22.81 + 1.39 = 24.20 acres
Q 1 o = 0.85(7.50) 24.20 = 154.2 cfs
#37 - #38
54" rcp @ 1.0%, v?o = 12.0 fps, d,o= 3.4', HW/D = 2.6, Qm?X = 230.0 cfs
Junction Box/Storm Manhole #38 (Splitter Box)
IA=0
DA = 24.20 acres
Qio= 154.2 cfs (temporary flow to #42)
Splitter Calculations
Off-Site -> ##39
DA = 14.84 ac (#26) + 2.71 ac (#49) + 0.40 ac (#54A) =17.95 acres
Q10 = 0.85(7.50) 17.95 = 114.4 cfs (final flow to ##39 - 74%)
On-Site -+ #42
DA = 6.25 acres
Q10= 0.85(7.50) 6.25 = 39.8 cfs (final flow to #42 - 26%)
3.11 acres of flow diverted to creek at this location to make up for treatment of
off-site drainage area coming into structures #49 and ##54A.
Check Orifice Size
48" (D rcp --> A = nd2A = 12.56 sf (74%)
26" 0 Orifice -+ A = nd2/4 = 3.69 sf (26%)
Water elevation @ top of 48" rcp --> h48 = 4 - 1/2 d = 2'
h26 = 4 - 1/2 d = 2.92'
@ h48 = 2' -+ Q = cdAq(2gli) = 0.6(12.56)q[64.4(2)] = 85.5 cfs
@ h26 = 2.92' --> Q = cdAq(2gh) = 0.6(3.69)q[64.4(2.92)] = 30.4 cfs
115.9 cfs
85.5/115.9 = 0.74 -? 74%
30.4/115.9 = 0.26 - ? 26%
100%
RIBPCW_Stormwater Calculations.doc DT
New Bern Commons I
9
Check Design Storm
Qlo= cdAq(2gh)
154.2 = 0.6(3.69)q[(64.4)(h-1.083)] + 0.6(12.56)q[(64.4)(li-2)]
118.89 + 23,778 = 3,973.02 d
h1o = 6.01'
Q10= cdAq(2gh)
199.8 = 0.6(3.69)q[(64.4)(h-1.083)] + 0.6(12.56)4[(64.4)(h-2)]
118.89 + 39,920 = 3,973.02 d
11100 = 10.08'
*Note: All pipes front structures #38 - 47 have been upsized to convey all of the initial
on-site and off-site drainage to the temporary riser filter basin, based on headwater
conditions.
#38- #39
48" rcp @ 5.0%, vlo = 21.0 fps, d1o= 1.85', HW/D = 3.2, Q,,,ax = 200.0 cfs
Storm Junction Box/Storm Manhole #39
IA=0
DA = 17.95 acres
Q10= 114.4 cfs
#39 - #40
48" rcp @ 1.0%, vlo = 11.5 fps, d10= 2.8', HW/D = 4.6, Qmix = 240.0 cfs
#38 - #42
48" rcp @ 1.001o, HW/D = 3.3, Qm,X = 200.0 cfs
Double Curb Inlet #41
IA = DA = 1.86 acres
Q10 = 0.85(7.50) 1.86 = 11.2 cfs
#41 - #42
18" rcp @ 3.0%, v1o = 9.8 fps, d10= 0.95', HW/D = 2.5, Qmax = 15.0 cfs
Storm Manhole/Junction Box #42
IA=0
DA1= 24.20 + 1.86 = 26.06 acres (temporary)
DA2 = 6.25 + 1.86 = 8.11 acres (final)
Temporary Q1o= 0.85(7.50) 26.06 = 166.1 cfs
Final Q10= 0.85(7.50) 8.11 = 51.7 cfs
#42 - #43
48" rcp @ 1.0%, HW/D = 3.6, Qma, = 220.0 cfs
RIBPCW_Stormwater Calculations.doc T 1
New Bern Commons P
10
Curb Inlet #43
IA = 0.09 acres
DAB = 26.06 + 0.09 = 26.15 acres (temporary)
DAz = 8.11 + 0.09 = 8.20 acres (final)
Temporary Qjo = 0.85(7.50) 26.15 = 166.7 cfs
Final Qio= 0.85(7.50) 8.20 = 52.3 cfs
#43 - #44
48" rcp @ 1.0%, HW/D = 3.8, Qmax = 225.0 cfs
Storm Manhole #44
IA=0
DA, = 26.15 acres (temporary)
DA2 = 8.20 acres (final)
Temporary Qlo= 166.7 cfs
Final Qio= 52.3 cfs
Curb Inlet #45
IA = 0.39 acres
DAi = 26.15 + 0.39 = 26.54 acres (temporary)
DAz = 8.20 + 0.39 = 8.59 acres (final)
Temporary Qlo= 0.85(7.50) 26.54 = 169.2 cfs
Final Qio= 0.85(7.50) 8.59 = 54.8 cfs
#45 - #46
48" rcp @ 1.0%, HW/D = 4.2, Q,n = 235.0 cfs
Curb Inlet #46
IA = 0.10 acres
DAi = 26.54 + 0.10 = 26.64 acres (temporary)
DA2 = 8.59 + 0.10 = 8.69 acres (final)
Temporary Qlo= 0.85(7.50) 26.64 = 169.8 cfs
Final Qio= 0.85(7.50) 8.69 = 55.4 cfs
Curb Inlet #47
IA = DA = 0.53 acres
Qio= 0.85(7.50) 0.53 = 3.4 cfs
#46 - #61
48" rep @ 1.0%, HW/D = 4.5, Q., = 240.0 cfs
##47 - #61
15" rep @ 3.0%, vio = 7.1 fps, dlo= 0.5, HW/D = 3.0, Qm. = 10.0 cfs
RIBPCW_StormwaterCalculations.doc DT I
New Bern Commons I
Catch Basin ##49
IA = DA = 2.71 acres
Qio= 0.85(7.50) 2.71 = 17.3 cfs
#49 - #50
24" rcp @ 3.0%, vio = 11.5 fps, dlo= 1.0', HW/D = 6.4, Q,, = 53.0 cfs
Double Curb Inlet #50
IA = 1.16 acres
DA = 2.71 + 1.16 = 3.87 acres
Q10 = 0.85(7.50) 3.87 = 24.7 cfs
Curb Inlet ##51
IA = DA = 0.49 acres
Q10= 0.85(7.50) 0.49 = 3.1 cfs
#50 - #52
30" rcp @ 1.0%, vio = 7.6 fps, dio= 1.5', HW/D = 1.7, Q,,,ax = 39.0 cfs
#51 - #52
15" rcp @ 9.001o, vto = 10.5 fps, d,o= 0.35', HW/D = 2.4, QmaX = 9.0 cfs
Curb Inlet #52
IA = 0.34 acres
DA = 3.87 + 0.49 + 0.34 +0.11 = 4.81 acres
Qio= 0.85(7.50) 4.81 = 30.7 cfs
#52 - #53
30" rcp @ 1.0%, vio = 7.8 fps, dio= 1.7', HW/D = 2.5, Q,,a,, = 52.0 cfs
Curb Inlet #53
IA = 0.32 acres
DA = 4.81 + 0.32 = 5.13 acres
Qio= 0.85(7.50) 5.02 = 32.7 cfs
Curb Inlet #54
IA = DA = 0.21 acres
Qto= 0.8(7.50) 0.21 = 1.3 cfs
Catch Basin #54A
IA = DA = 0.40 acres
Q10 = 0.8(7.50) 0.40 = 2.6 cfs
#53 - ##55
30" rcp @ 1.0%, vlo = 8.0 fps, dio= 1.8', HW/D = 2.9, Qmax = 57.0 cfs
RIBPCW_Stormwater Calculations.doe nT I
New Bern Commons r
12
#54 - #55
15" rep @ 5.0%, vio = 6.6 fps, dio= 0.28', HW/D = 2.8, Qmax = 10.0 cfs
#54A - #55
15" rep @ 10.0%, vio = 10.0 fps, d,o= 0.32', HW/D = 2.8, Qmax = 10.0 cfs
Curb Inlet ##55
IA = 0.58 acres
DA=5.13+0.21 +0.40+0.58=6.32 acres
Qlo= 0.85(7.50) 6.32 = 40.3 cfs
Curb Inlet #56
IA = DA = 0.23 acres
Qio= 0.85(7.50) 0.23 = 1.5 cfs
#55 - ##57
36" rep @ 1.0%, vio = 8.8 fps, dlo = 1.78', HW/D = 3.2, Qmax = 95.0 cfs
##56 - #57
15" rep @ 5.0%, vlo = 6.8 fps, dio= 0.28', HW/D = 2.6, QmaX = 9.5 cfs
Curb Inlet ##57
IA = 0.17 acres
DA = 6.32 + 0.23 + 0.17 = 6.72 acres
Qio= 0.85(7.50) 6.72 = 42.8 cfs
##57 - ##58
36" rep @ 1.0%, vio = 8.8 fps, dio = 1.8', HW/D = 3.9, Q. = 105.0 cfs
Curb Inlet #58
IA=0
DA = 6.72 + (1.61 + 1.28 + 0.13) (RD) = 9.74 acres
Qio= 0.85(7.50) 9.74 = 62.1 cfs
#58 - #59
42" rep @ 1.0%, vlo = 9.8 fps, dio= 2.1', HW/D = 3.8, Qm,, = 155.0 cfs
Curb Inlet #59
IA = 0.12 acres
DA=9.74+0.12=9.86 acres
Qlo= 0.85(7.50) 9.86 = 62.9 cfs
#59 - #60
42" rep @ 1.0%, vio = 9.8 fps, dio= 2.1', HW/D = 4.3, Qmaz = 170.0 cfs
RIBI'M-Stormwater Calculations.doc nT 1
New Bent Commoits
13
Curb Inlet ##60
IA = 0.13 acres
DA = 9.86 + 0.13 + 1.78 (RD) = 11.77 acres
Q10 = 0.85(7.50) 11.77 = 75.0 cfs
#60- #61
42" rcp @ 1.0%, vio = 10.2 fps, dio= 2.5', HW/D = 4.7, Qr,,,x = 175.0 cfs
Curb Inlet #61
IA = 0.15 acres
DA, = 11.77 + 0.15 + 26.64 + 0.53 = 39.09 acres (temporary)
DA2 = 11.77 + 0.15 + 8.69 + 0.53 = 21.14 acres (final)
Temporary Qio= 0.85(7.50) 39.09 = 249.2 cfs
Final Qio= 0.85(7.50) 21.14 = 134.8 cfs
#61- #62
48" rcp @ 1.0%, HW/D = 6.0, Q,,,,, = 295.0 cfs
RTWI #65
IA, = DA, = (39.09 + 0.40)/2 = 19.75 acres (temporary)
IA2 = DA2 = (21.14 + 0.40)/2 = 10.77 acres (final)
Temporary Qlo= 0.85(7.50) 19.75 = 125.9 cfs
Final Q10 = 0.85(7.50) 10.77 = 68.7 cfs
Final Q?oo = 0.85(9.72) 10.77 = 89.0 cfs
Temporary Minimum Weir Size
Q10= c.LH'n, cw,= 3.0, L = 28' with 7'x 7' inside box dimension
H = 1.31', Maximum initial height of box = 248.35.
Final Minimum Weir Size
Qioo= c,LH32, c,= 3.0, L = 28' with 7'x 7' inside box dimension
H = 1.04', Use 15" minimum opening height.
#65- #66
42" rcp @ 2.0%, vlo = 14.0 fps, dio= 2.7', HW/D = 3.0, Q,,,ax = 135 cfs
RTWI #66
IA, = (39.09 + 0.40)/2 = 19.75 acres (temporary)
DA, = 19.75 +19.75 = 39.50 acres (temporary)
IA2 = (21.14 + 0.40)/2 = 10.77 acres (final)
DA2 = 10.77 + 10.77 = 21.54 acres (final)
Temporary Qio = 0.85(7.50) 39.50 = 251.8 cfs
Final Qio= 0.85(7.50) 21.54 = 137.3 cfs
Final Qioo= 0.85(9.72) 21.54 = 178.0 cfs
RIBMV-Stormivater Calculations.doc 1nT
New Bern Commons - -
14
Temporary Minimum Weir Size
Qio= c,LH"Z, c,= 3.0, L = 56' with (2) 7'x 7' inside box dimensions
H = 1.31', Maximum initial height of box = 248.35.
Final Minimum Weir Size
Qioo = cwLH"I, cw= 3.0, L = 56' with (2) 7'x 7' inside box dimensions
H = 1.04', Use 15" minimum opening height.
##66- #67
60" rcp @ 1.0%, vio = 12.0 fps, dio= 4.9', HW/D = 2.2, Qmax = 260 cfs
Rip-rap Apron Calculations - Using NYDOT chart
FES ##25
v = 12.0 fps
d=30"=2.5'
Requires Zone 3 Medium Stone Filling
L=8x2.5=20'
W=3x2.5=7.5'
Thickness = 22"
.•. Use min. Class B erosion control stone 20'L x 7.5'W x 22"TH
Endwall #40
v = 11.5 fps
d=48"=4'
Requires Zone 3 Medium Stone Filling
L=8x4=32'
W=3x4=12'
Thickness = 22"
.'. Use min. Class B erosion control stone 32'L x 12'W x 22"TH
Endwall #62
v = 12 fps
d=48"=4'
Requires Zone 3 Medium Stone Filling
L=8x4=32'
W=3x4=12'
Thickness = 22"
.•. Use min. Class B erosion control stone 32'L x 12'W x 22"TH
RIBMV-Stormwater Calculations.doc TlY I
New Bern Commoru
15
Endwall #25D (Outlet to Pond #1)
v = 7.2 fps
d = 42" = 3.5'
Requires Zone 2 Light Stone Filling
L=6x3.5=21'
W = 3 x 3.5 = 10.5'
Thickness = 22"
.•. Use min. Class B erosion control stone 21'L x 12'W x 22"TH
Endwall #67 (Outlet to Pond #2)
v = 9.0 fps
d=60"=5'
Requires Zone 3 Medium Stone Filling
L=8x5=40'
W=3x5=15'
Thickness = 22"
.•. Use min. Class B erosion control stone 40'L x 15'W x 22"TH
RIBPCW
DLH/dlh
RIBMW_Stormwatcr Calculations.doc D 1 1
New Bern Commons I =
yE
a
r
b
0
4
i
g
1 2 3 4 5 6 7 g 9
A I 4
/ O
B
c
D
E
C
It A
?t¢
,
w.: Mw
I I r i
o. Jig
f'= •- _ _ _
00?
a
rN?i ? /(,, C 1 -
. - I I CJSA?? .
L I I i i ,
0215 A 012A
?- r?? I I I I
2.i A I I 'I I - I. 1 I I
26 A
.4k olq.,, 0.24A
O.6A
--
1 048
UbAA
J
=L-
C7
w
A
? e
Q JEFF
Q
Z
J
09
O to U Qa
0
W4e o Es
©N; Z?
LU
Z ??
JQ u
tt
1581- c?
le :
-- -
0.03A .EuSIONS BY
0 019 yi oroeem?u °N
0;3q
,
,?= -- .0 F. -- - ?I
?A 09 4 0„q _ 098 P, i ^
GA_
5 -0. F,' -037
---- ,I
- ? ? .. 012a L I _ ® ---
0114
_010A 0.) 0 A
- -? - NORTH o?
G ) r - r 1? 0 r 10 1M s w ?o
r -- :-- _ _ r•p
NNE M FFET , F! MS
NEW,-BERN AVE.,(U.S. HIGHWAY 64)'
-- ------ ------- --- ON-SITE IMPROVEMENTS
DRAINAGE AREA MAP ?Q_4
rr .a„
A
095E - J17A )'A ,J
/ i
2A' o1*'?
%? 0. - ?. O11A - • ! ??I
0. 15 A
n Lt ?
75
ti
Piedmont Land Design, LLP
8366-104 Six Forks Road • Raleigh, NC 27615 • [phone] • Fag [phone]
July 17, 2003
New Bern Commons
New Bern Avenue and New Hope Road
Raleigh, North Carolina
Erosion Control Calculations
Riser Basin No. 6
?k CARot!
Maximum drainage area = 39.89 acres (Final drainage area = 21.94 acres)
Maximum disturbed area = 22.63 acres (Initial disturbed area = 13.1 acres)
Qio= cIA = 0.8(7.5) 39.89 = 239.3 cfs
For emergency spillway conduit
Use 60" rcp @ 1.0%, vlo = 12 fps, dio = 4.9', HW/D = 2.2, Qmax = 260 cfs.
Refer to stormwater calculations for weir overflow calculations.
For temporary outlet pipe
Q = 0.1 cfs/acre = 0. 1(39.89) = 4.0 cfs
Use 18" cmp @ 1.0%, QmaX = 12 cfs, v = 3.5 fps, d = 1.5', HW/D = 3.3, Qmax = 16
cfs.
For riser - 24" cmp, Q,,,a, = 12 cfs
Q = cLH"'
H = (Q/cL)" = 0.7', therefore use 1' freeboard to emergency spillway.
Height = 5'
For anti-flotation block
Displacement = 7rr2 x5 = 15.7 cf
Buoyant force = 15.7 cf x 62.4 lbs./cf = 980 lbs.
Concrete base - 150 - 62.4 = 87.6 lbs/cf
(980/87.6) 1.1 = 13 cf required
Use 4'x 4'x 1.0' thick conc. Base
Sediment storage requirements - 22.63 acres disturbed
Required volume = 22.63(1815) = 41,074 cf
Use 129' long x 64' wide x 5' deep including 1' storage
Civil Engineers • Landscape Archileos • Land Planners
Riser Basin No. 7
Maximum drainage area = 8.42 acres
Maximum disturbed area = 8.42 acres (Initial disturbed area = 4.85 acres)
Q10= cIA = 0.85(7.5) 8.42 = 53.7 cfs
For emergency spillway conduit
Use 42" rep @ 0.5%, v10 = 7.3 fps, dlo = 2.6', HW/D = 2.0, Q,,,,, = 100 cfs.
Refer to stormwater calculations for weir overflow calculations.
For temporary outlet pipe
Q = 0.1 cfs/acre = 0.1(8.42) = 0.84 cfs
Use 12" ccnp @ 1.0%, Qm,X = 4 cfs, v = 2.5 fps, d = 0.9', HW/D = 5, 8 cfs.
For riser - 18" cmp, Q,,,, = 4 cfs
Q = cLH"'
H = (Q/cL)" = 0.5', therefore use P freeboard to emergency spillway.
Height = 5'
For anti-flotation block
Displacement = 7rr2x5 = 8.9 cf
Buoyant force = 8.9 cf x 62.4 lbs./cf = 556 lbs.
Concrete base - 150 - 62.4 = 87.6 lbs/cf
(556/87.6) 1.1 = 7 cf required
Use 3.5'x 3.5'x 0.75' thick conc. Base
Sediment storage requirements - 8.42 acres disturbed
Required volume = 8.42(1815) = 15,283 cf
Use 88' long x 44' wide x 5' deep including 1' storage
Riser Basin No. 8
Maximum drainage area = 27.94 acres
Maximum disturbed area = 13.1 acres
Q 10 = cIA = 0.85(7.5) 14.84 + 0.6(7.5) 13.1 = 154 cfs
Use c = 0.6 for on-site area only since graded land, not paved.
p i r

For emergency spillway conduit
Use 48" rcp @ 1.0%, vio = 10 fps, dio = 3.9', HW/D = 2.3, Qmax = 160 cfs.
Temporary Minimum Weir Size
Qio= cw,LH'n, cw,= 3.0, L = 20' with 5'x 5' inside box dimension
H = 1.88', Minimum 2.88' from top of berm to emergency spillway
For temporary outlet pipe
Q = 0.1 cfs/acre = 0. 1(27.94) = 2.79 cfs
Use 18" cmp @ 1.0%, Qmax = 12 cfs, v = 3.5 fps, d = 1.5', HW/D = 3.3, Qmax = 16
cfs.
For riser - 24" cmp, Qma, = 12 cfs
Q = cLH1'
H = (Q/cL)2/3 = 0.7', therefore use 1' freeboard to emergency spillway.
Height = 5'
For anti-flotation block
Displacement = 7rrZx5 = 15.7 cf
Buoyant force = 15.7 cf x 62.4 lbs./cf = 980 lbs.
Concrete base - 150 - 62.4 = 87.6 lbs/cf
(980/87.6)1.1 = 13 cf required
Use 4'x4'x1.0' thick conc. Base
Sediment storage requirements - 13.1 acres disturbed
Required volume = 13.1(1815) = 23,777 cf
Use 98' long x 49' wide x 5' deep including l' storage
RIBPCW: rph
Pr n
WET POND #1 CALCULATIONS
Drainage Area = 8.34 ac
Impervious Area = 6.19 ac
% Impervious Cover = 74 %
Avg. Permanent Pool Depth =
Table 1.1 Surface Area to Drainage Area Ratio For Permanent Pool Sizing For 85% Pollutant Remc
Efficiency in the Piedmont
% Impervious Permanent Pool Depth feet
Cover 3 4 5 6 7 8 9
10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
30 1.34 1.08 0.97 0.83 0.70 0.64 0.62
40 1.73 1.43 1.25 1.05 0.90 0.82 0.77
50 2.06 1.73 1.50 1.30 1.09 1.00 0.92
60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
90 3.74 3.10 2.66 2.34 2.11 1.83 1.67
Notes: Numbers given in the body of the table are given in percentages.
SA/DA = 3.07
Surface Area = 0.26 ac = 11,153 ft2
Min. Forebay Volume = 8,811 cf
(Vol)fzu.ff = 21,736 cf *Note: Design Rainfall - 1' 0 Elev. 248.68
(Vol)P0.1 = 44,055 cf *Note: See Table Below 0 Elev. 247.30
(Vol)rot,, = 65,791 cf Berm Elev. 250.78
(VogF.I.W, = 9,403 cf ' Note: See Table Below (Min. 20% of Pool Volume)
BASIN VOLUME
Water
Level
ft Surface
Area
sf Elevation

ft Incremental
Volume
c Accumulated
Volume
cf
0 4,605 242 0 0
1 5,635 243 5,120 5,120
2 6,755 244 6,195 11,315
3 7,960 245 7,358 18,673
4 10,375 246 9,168 27,840
5 13,610 247 11,993 39,833
5
3 r 247.3 223
4 i
. ,
6 15,655 248 10,568 54,623
7 17,290 249 16,473 71,096
8 18,990 250 18,140 89,236
8.8 20,350 250.8 15,736 104,972
FOREBAY VOLUME
Water
Level
(t Surface
Area
sf Elevation

ft Incremental
Volume
c Accumulated
Volume
cf
0 584 242 0 0
1 890 243 737 737
2 1,242 244 1,066 1,803
3 1,640 245 1,441 3,244
4 2,440 246 2,040 5,284
5 3,564 247 3,002 8,286
5
3 3
883
A 247
3 1
117
4
403-
. ,
'
i . , ,
RIBPCW_Wetpond Calculations.xls
Wetpond N1
TT
P.
,.?»terer?, 7/17/03
i f .
Permit No.
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
(to be provided by DWQ)
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
1. PROJECT INFORMATION
Project Name: New Bern Commons
Contact Person: Ron Hendricks, PE Phone Number: ( 919 ) 845-7600
For projects with multiple basins, specify which basin this worksheet applies to: Wet Pond #1
elevations
Basin Bottom Elevation 242.0 ft.
Permanent Pool Elevation 247.3 ft.
Temporary Pool Elevation 248.7 ft.
areas
Permanent Pool Surface Area 14,540 sq. ft.
Drainage Area 8.34 ac.
Impervious Area 6.19 ac.
(11oor of the basin)
(elevation of the orifice)
(elevation of the discharge structure overflow)
(water surface area at the orifice elevation)
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
volumes
Permanent Pool Volume 53,458 cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume 21,736 cu. ft. (volume detained above the permanent pool)
Forebay Volume 9,403 cu. ft. (approximately 20% of total volume)
Other parameters
SA/DA1 3.07 (surface area to drainage area ratio from DWQ table)
Diameter of Orifice 2 in. (2 to 5 day temporary pool drativ-down required)
Design Rainfall 1 in.
Design TSS Removal 2 85 % (minimum 85% required)
Form SWU-102 Rev 3.99 Page 1 of 4
Footnotes:
When using the Division SA/DA tables, the correct SA/DA ratio for permanent pool sizing should be computed based upon the
actual impervious % and permanent pool depth. Linear interpolation should be employed to determine the correct value for non-
standard table entries.
In the 20 coastal counties, the requirement for a vegetative filter may be waived if the wet detention basin is designed to provide
90% TSS removal. The NCDENR BMP manual provides design tables for both 85% TSS removal and 9017o TSS removal.
H. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. If a requirement has not been met, attach justification.
Applicants Initials
.?a. The permanent average pool depth is between 3 and 6 feet (required minimum of 3 feet).
?b. The forebay volume is approximately equal to 20% of the basin volume.
vf?'c. The temporary pool controls runoff from the design storm event.
d. The temporary pool draws down in 2 to 5 days.
e. If required, a 50-foot vegetative filter is provided at the outlet (include non-erosive flow
calculations)
?f. The basin length to width ratio is greater than 3:1.
? g. The basin side slopes above the permanent pool are no steeper than 3:1.
h. A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detail).
i. Vegetative cover above the permanent pool elevation is specified.
j. A trash rack or similar device is provided for both the overflow and orifice.
k. A recorded drainage easement is provided for each basin including access to nearest right-
.of-way.
? 1. If the basin is used for sediment and erosion control during construction, clean out of the
basin is specified prior to use as a wet detention basin.
m. A mechanism is specified which will drain the basin for maintenance or an emergency.
III. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter with level spreader.
This system (check ate) Vdoes 0 Zoes es not incorporate a vegetated filter at the outlet.
This system (check one) 0 does Q not incorporate pretreatment other than a forebay.
Form SWU-102 Rev 3.99 Page 2 of 4
Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow vegetative
cover to maintain a, maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to maintain
proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed of
in an appropriate manner and shall be handled in a manner that will not adversely impact water quality (i.e.
stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads !q feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads- feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation 2.47.3
Sediment Ren oval E1.Bottom Ele anon 242.0
% V --------
Sediment Removal Elevation 243.3
FOREBAY
Bottom Elevation 242.0
MAIN POND
75%
25%
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through
the emergency drain shall be minimized to the maximum extent practical.
-7• Femove 4edi wnt - V-om baicYi, vgn/iY a-nu e oo tom, -plro?+5 Gv A \1ege, Lt4toN
otanu,gc LyhLW(Y. J
Form SWU-102 Rev 3.99 Page 3 of 4
S. All components of the wet detention basin system shall be maintained in good working order.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name:
Title:
Address:
Phone:
Signature:
Date:
Note: The legally responsible party should not be a homeowners association unless more than 5017o of the lots have been sold and a
resident of the subdivision has been named the president.
I, , a Notary Public for the State of ,
County of , do hereby certify that
personally appeared before me this day of , and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
SEAL
My commission expires
Form SWU-102 Rev 3.99 Page 4 of 4
DWQ Project
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name: IrW Iz-A CoMMON5
Contact Person: o c Phone Number. ( 0111) 84S7-1(moo
Level Spreader ID:
Level Spreader Length 117-1 ft. (perpendicular to flow)
Drainage Area N A? ac. (on-site and off-site drainage to the level spreader)
Impervious Area m/A ac. (on-site and off-site drainage to the level spreader)
Maximum Filter Strip/Buffer Slope g % (6% for forested, leaf littler cover, 8% for thick ground cover)'
grass
Max. Discharge from a 10 Year Storm 0.13 cfs
Max. Discharge to Level Spreader 0.13 cfs
Filter Strip/Buffer Vegetation **( ick round cover or grass, canopied forest with leaf litter
group cover
Pre-treatment or Bypass Method Aer or1D 41
REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants Initials
evel spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
N?A Pr?Form Scour Holes are on flat slopes only
vfl0 structures are located in protected buffers'
If bypass method specified in the Draft Level Spreader Design Option Document
B??yPpass method is specified (if applicable) and plan details and calculations are provided
?bischarge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
d' arge.
o structures are located in protected buffers.
n details for the bypass and outlets are provided.
e operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% In areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option,Document This potentially requires -a
minor vadand in protected buffer areas: In any event the second level spreader cannot bQ located In Zone 1 of a protected buffer area.
7/17/03
WET POND #2 CALCULATIONS
Drainage Area = 21.54 ac
Impervious Area = 17.94 ac
% Impervious Cover = 83 %
Avg. Permanent Pool Depth =
Table 1.1 Surface Area to Drainage Area Ratio For Permanent Pool Sizing For 85% Pollutant Removal
Efficiency in the Piedmont
% Impervious Permanent Pool Depth feet
Cover 3 4 5 6 7 8 9
10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
30 1.34 1.08 0.97 0.83 0.70 0.64 0.62
40 1.73 1.43 1.25 1.05 0.90 0.82 0.77
50 2.06 1.73 1.50 1.30 1.09 1.00 0.92
60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
90 3.74 3.10 2.66 2.34 2.11 1.83 1.67
Notes: Numbers given in the body of the table are given in percentages.
SA/DA =
Min. Surface Area =
Min. Forebay Vol =
(Vol)n,,,,of = 62,282 cf
(Vol)pod= 113,163 cf
(V01)T.Ul = 175,445 cf
(Volk,ebay = 24,135 cf
BASIN VOLUME
2.63
0.57 ac = 24,677 fts
22,633 cf
Note: Design Rainfall - 1' 0 Elev. 252.29
Note: See Table Below 0 Elev. 250.00
Berm Elev. 254.31
Note: See Table Below (Min. 20% of Pool Volume)
Water
Level
ft Surface
Area
si Elevation

ft Incremental
Volume
cf Accumulated
Volume
cf
0 6,465 241.2 0 0
0.8 7,355 242 5,528 5,528
2.8 9,780 244 17,135 22,663
4.8 12,505 246 22,285 44,948
6.8 15,505 248 28,010 72,958
8
8 24
700 250 40
205 113
163
. , , ,
10.8 27,635 252 52,335 165,498
12.8 30,718 254 58,353 223,851
FOREBAY VOLUME
Water Surface Elevation Incremental Accumulated
Level Area Volume Volume
ft si ft cf cf
0 975 241.2 0 0
0.8 1,225 242 880 880
2.8 1,970 244 3,195 4,075
4.8 2,880 246 4,850 8,925
6.8 3,965 248 6,845 15,770
8.8
i0
i
8,365
24,135
RIBPCW_Wetpond Calculations.xls
Wetpond #2
Ti
, T
Permit No.
State of Nortli Carolina
Department of Environment and Natural Resources
Division of Water Quality
(to be provided by DIVA,
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin!
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
I. PROJECT INFORMATION
Project Name: New Bern Commons
Contact Person: Ron Hendricks, PE Phone Number: ( 919 ) 845-7600
For projects with multiple basins, specify which basin this worksheet applies to: Wet Pond ##2 .
elevations
Basin Bottom Elevation 241.2 ft. (floor of the basin)
Permanent Pool Elevation 250.0 ft. (elevation of the orifice)
Temporary Pool Elevation 252.3 ft. (elevation of the discharge structure overflow)
areas
Permanent Pool Surface Area 24,700 sq. ft. (water surface area at the orifice elevation)
Drainage Area 21.54 ac. (on-site and off-site drainage to the basin)
mpervious Area 17.94 ac. (on-site and off-site drainage to the basin)
volumes
Permanent Pool Volume 137,298 cu. ft. (combined volume of stain basin and forebay)
Temporary Pool Volume 62,282 cu. ft. (volume detained above the permanent pool)
Forebay Volume 24,135 cu. ft. (approximately 20% of total volume)
Other parameters
SAIDAt 2.63 (surface area to drainage area ratio from DWQ table)
Diameter of Orifice 3 in. (2 to S day temporary pool draw-down required)
Design Rainfall 1 in.
Design TSS Removal 2 85 % (minimum 85% required)
Form SWU-102 Rev 3.99 Page 1 of 4
Footnotes:
When using the Division SA/DA tables, the correct SA/DA ratio for permanent pool sizing should be computed based upon the
actual impervious % and permanent pool depth. Linear interpolation should be employed to determine the correct value for non-
standard table entries.
In the 20 coastal counties, the requirement for a vegetative filter may be waived if the wet detention basin is designed to provide
90% TSS removal. The NCDENR BMP manual provides design tables for both 85% TSS removal and 90% TSS removal.
H. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices M
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. If a requirement has not been met, attach justification.
Applicants Initials
The permanent average pool depth is between 3 and 6 feet (required minimum of 3 feet).
/b. The forebay volume is approximately equal to 20% of the basin volume.
? c. The temporary pool controls runoff from the design storm event.
The temporary pool draws down in 2 to 5 days.
e. If required, a 50-foot vegetative filter is provided at the outlet (include non-erosive flow
calculations)
L/ f The basin length to width ratio is greater than 3:1.
The basin side slopes above the permanent pool are no steeper than 3:1.
h. A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detail).
? i. Vegetative cover above the permanent pool elevation is specified.
N j. A trash rack or similar device is provided for both the overflow and orifice.
k. A recorded drainage easement is provided for each basin including access to nearest right-
of-way.
1. If the basin is used for sediment and erosion control during construction, clean out of the
basin is specified prior to use as a wet detention basin.
in. A mechanism is specified which will drain the basin for maintenance or an emergency.
III. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter with level spreader.
This system (check one) 6vdoes 0 d Xs; not incorporate a vegetated filter at the outlet.
This system (check one) 0 does does not incorporate pretreatment other than a forebay.
Form SWU-102 Rev 3.99 Page 2 of 4
Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow vegetative
cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to maintain
proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed of
in an appropriate manner and shall be handled in a manner that will not adversely impact water quality (i.e.
stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads A feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads- feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
Ull in the blanks )
Permanent Pool Elevation '2?.0
Sediment Ren oval El. d 75 'o
--------------
Bottom Ele ation 24L.7, olo
Sediment Removal Elevation 24*0
-------------------------------------
Bottom Elevation241 •Z
75%
25%
FOREBAY
MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through
the emergency drain shall be minimized to the maximum extent practical.
V_t"Ve 4eAtivic?,t . Vow, girl revaif A'nt' ?+' on -p?obltw.s C."d V13t+ chop
damage; om W l? .
Form SWU-102 Rev 3.99 Page 3 of 4
8. All components of the wet detention basin system shall be maintained in good working order.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name:
Title:
Address:
Phone:
Signature:_
Date:
Note: The legally responsible party should not be a homeowners association unless more than 5010 of the lots have been sold and a
resident of the subdivision has been named the president.
I,
County of
a Notary Public for the State of ,
do hereby certify that
personally appeared before me this day of
execution of the forgoing wet detention basin maintenance requirements
SEAL
My commission expires
, and acknowledge the due
Witness my hand and official seal,
Form SWU-102 Rev 3.99 Page 4 of 4
DWQ Project N
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name: fJ FEW ZQeQ e omm oNS
Contact Person: o c S Phone Number: ( 0111) 845- "?
Level Spreader ID: 2
Level Spreader Length 13 ft. (perpendicular to flow)
Drainage Area N Ac ac. (on-site and off-site drainage to the level spreader)
Impervious Area N /A ac. (on-site and off-site drainage to the level spreader)
Maximum Filter Strip/Buffer Slope -erg % (6% for forested, leaf littler cover, 8% for thick ground cover)'
grass
Max. Discharge from a 10 Year Storm n• 3& cfs
Max. Discharge to Level Spreader 3(o cfs
Filter Strip/Buffer Vegetation ): tk3?( ick round cover or grass, canopied forest with leaf litter
group cover
Pre-treatment or Bypass Method o,1D 4 Z
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants Initials ?
I Aevel spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
N P e-Form Scour Holes are on flat slopes only
No structures are located in protected buffers'
If bypass method specified in the Draft Level Spreader Design Option Document:
ypass method is specified (if applicable) and plan details and calculations are provided
::::?Poischarge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
ischarge.
No structures are located in protected buffers.
Ian details for the bypass and outlets are provided.
he operation and maintenance agreement includes annual erosion and vegetation repair.
4 T
The operation and maintenance agreement signed and notarized by the responsible party is provided.
Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
Wet Pond #1
Calculate Runoff from 1" Rainfall Event
Rv = 0.05 + 0.0091 = 0.05 + 0.009(74.2) = 0.72"
Volume = Rv(DA) = 0.72"(8.34 acres )(1'/12")(43,560 sf/ 1 acre) = 21,736 cf
Calculate pipe size to drain temporary pool in 2-5 days.
Required release rate for drainage in 2 days
Q = (21,736 cf/48 hours)(1 hour/3600 sec) = 0.13 cfs
Required release rate for drainage in 5 days
Q = (21,736 cf/120 hours)(1 hour/3600 sec) = 0.05 cfs
Try 2" diameter pipe
Average head = 1.4'/2 - 0.08' = 0.62'
Q = cdA(2gh)1.5 = 0.6(0.0218)(2(32.2)(0.62))0.5 = 0.08 cfs
Use 2" drainpipe since it will drain temporary pond in 2-5 days.
Calculate pipe size to drain permanent and temporary pool in less than one day.
Required release rate for drainage in 1 day
Q = (65,791 cf/24 hours)(1 hour/3600 sec) = 0.76 cfs
Try 8" diameter pipe
Average head = 7.8'/2 - 0.33' = 3.57'
Q = cdA(2gh)0.5 = 0.6(0.34)(2(32.2)(3.57))0.5 = 3.09 cfs
Use 8" drainpipe since it will drain pond in less than one day.
Calculate anti-flotation block at RTWI #25A
Displacement = 5'(5')7.47' tall = 186.8 cf
Buoyant Force = 186.8 cf(62.4 lbs/cf) = 11,656.3 lbs.
Weight of walls and base = (18 lf(0.5' thick)7.47' tall wall + 7(7)0.67' thick base)
(1501bs/cf -62.4 lbs/cf) = 8,765.3 lbs
Weight of Soil above base = (241f (1' thick) 4' high) 1001bs/cf = 9,600 lbs.
Total weight of walls, base, and soils = 18,365.3 lbs which exceed the buoyant force by
57%. This calculation excludes friction forces of soils, which will provide an additional
factor of safety.
PL]
Calculate anti-flotation block at RTWI #25C
Displacement = 6'(6')6.7' tall = 241.2 cf
Buoyant Force = 241.2 cf(62.41bs/cf) = 15,050.91bs.
Weight of walls and base = (221f(0.5' thick)6.7' tall wall + 8(8) P thick base)(150 lbs/cf -
62.4 lbs/cf) = 12,062.5 lbs
Weight of Soil above base = (28 if (1' thick) 4.3' high) 100 lbs/cf = 12,040 lbs.
Total weight of walls, base, and soils = 24,102.5 lbs which exceed the buoyant force by
60%. This calculation excludes friction forces of soils, which will provide an additional
factor of safety.
Wet Pond #2
Calculate Runoff from 1" Rainfall Event
Rv = 0.05 + 0.0091 = 0.05 + 0.009(83.0) = 0.80"
Volume = Rv(DA) = 0.80"(21.54 acres )(1'/12")(43,560 sf/ 1 acre) = 62,282 cf
Calculate pipe size to drain temporary pool in 2-5 days.
Required release rate for drainage in 2 days
Q = (62,282 cf/48 hours)(1 hour/3600 sec) = 0.36 cfs
Required release rate for drainage in 5 days
Q = (62,282 cf/120 hours)(1 hour/3600 sec) = 0.14 cfs
Try 3" diameter pipe
Average head = 2.2972 - 0.13' = 1.01'
Q = cdA(2gh)0-5 = 0.6(0.0491)(2(32.2)(1.01))°'S = 0.24 cfs
Use 3" drainpipe since it will drain temporary pond in 2-5 days.
Calculate pipe size to drain permanent and temporary pool in less than one day.
Required release rate for drainage in 1 day
Q = (175,445 cf/24 hours)(1 hour/3600 sec) = 2.03 cfs
Try 8" diameter pipe
Average head = 11.372 - 0.33' = 5.32'
Q = cdA(2gH)"' = 0.6(0.34)(2(32.2)(5.32))0" = 3.8 cfs
Use 8" drainpipe since it will drain pond in less than one day.
pill
Calculate anti-flotation block at RTWI #63
Displacement = 5'(5')8.38' tall = 209.5 cf
Buoyant Force = 209.5cf(62.4 lbs/cf) = 13,072.8 lbs.
Weight of walls and base = (18 If(0.5' thick)8.38' tall wall + 7(7)0.67' thick base)(150
lbs/cf -62.4 lbs/cf) = 9,482.7 lbs
Weight of Soil above base = (241f (1' thick) 4' high) 100 lbs/cf = 9,600 lbs.
Total weight of walls, base, and soils = 19,082.7 lbs which exceed the buoyant force by
46%. This calculation excludes friction forces of soils, which will provide an additional
factor of safety.
Calculate anti-flotation block at RTWI #65 and #66
Displacement = 8'(8')10.2' tall = 652.8 cf
Buoyant Force = 652.8ef(62.4 lbs/cf) = 40734.7 lbs.
Weight of walls and base = (301f(0.5' thick)10.2' tall wall + 10(10)1' thick base)(150
Ibs/cf - 62.4 lbs/cf) = 22,162.8 ibs
Weight of Soil above base = (361f (1' thick) 7' high) 100 lbs/cf = 25,200 lbs.
Total weight of walls, base, and soils = 47,362.8 lbs which exceed the buoyant force by
16%. This calculation excludes friction forces of soils which will provide an additional
factor of safety.
RIBPCW
PLD
A
ai
C
D
E

a IF
a
3
C
1 I 2 I 7 I 4 I 5 6 I 7
I
1
I
PROPOSED CORPORATION PARKWAY
i

8
1
1 ?e
O
II m
I ?L(
c1y?
0
I
1
I
1
PTOOND ID
TAL DA = 21.54 AC
SITE IMPERVIOUS = 15.73 AC
LOT 2-4 IMPERVIOUS = 2.21 AC
TOTAL IMPERVIOUS = 17.94 AC (83%)
' NOTE: OUTPARCELS ARE ASSUMED
TO BE 707 IMPERVIOUS BASED ON
SKETCHES PROVIDED BY ARCHITECT.
POND 1
TOTAL DA = 8.34 AC
1 SITE IMPERVIOUS = 5.51 AC
1 LOT 5 IMPERVIOUS = 0.6B AC
TOTAL IMPERVIOUS = 6.19 AC (74%)
NOTE: OUTPARCELS ARE ASSUMED
TO BE 707 IMPERVIOUS BASED ON
???JJJ SKETCHES PROVIDED BY ARCHITECT.
1
I`
I
I
i
/.
a
a
z
W
A
gpQB?
w?J It
f?
Q
Z
.! 5
c') ir
1-
2WU6
Z
C5 0.
C5 Z
w
Z =
W3 °
Z
z
REVISIONS BY
-
?_ ate
® a,E
NORTH
NEW 6ERN AYE. (U.S. HIGHWAY 64)
II(?I1II L?_? i s¢r
IMPERVIOUSSTEAR
\ I I \ W
REA MAP IMP.1
9
Project Name:
Project No. DWQ 030489
pond 2
SUBMITTED DESIGN:
elevations
Bottom of Basin (ft) 241.2
Permanent Pool (ft) 250
Temporary Pool (ft) 252.3

areas
Permanent Pool SA (sq ft) 24700
Drainage Area (ac) 21.54
Impervious Area (ac) 17.94
volltnIes
Permanent Pool (cu ft) 137298
Temporary Pool (cu ft) 62282
Forebay (cu ft) 24135
other parameters
SA/DA
Orifice Diameter (in) 3
Design Rainfall (in) 1
Linear Interpolation of Correct SAIDA ***
% Impervious
Next Lowest 80
Project Impervious 83.3
Next Highest 90
REQUIRED DESIGN:
5.6 average depth
8.8 ft. depth
2.3 ft. depth
23195 sq. ft.
21981 based on avg depth
83.3 %
status
check depth
ok
ok
ok
check tempo
check forebt
d.b .-/down ok
8.8 ft. Permanent Pool Depth
SAIDA fron (Avg. Depth)
2.38 2.256414575
2.47 2.34
2.66 2.518759514
5 ft
2.1
2.18
2.34
6
ib.- -
Project Name:
Project No. DWQ 030489
pond 1
SUBMITTED DESIGN:
elevations
Bottom of Basin (ft) 242
Permanent Pool (ft) 247.3
Temporary Pool (ft) 248.7

areas
Permanent Pool SA (sq ft) 14510
Drainage Area (ac) 8.34
Impervious Area (ac) 6.19

1'O111111es
Permanent Pool (cu ft) 53458
Temporary Pool (cu ft) 21736
Forebay (cu ft) 9403
other parameters
SA/DA
Orifice Diameter (in) 2
Design Rainfall (in) 1
Linear Interpolation of Correct SAIDA "*
no Impervious
Next Lowest 70
Project Impervious 74.2
Next Highest 80
REQUIRED DESIGN:
3.7 average depth status
5.3 ft. depth ok
1.4 ft. depth ok
11199 sq. ft. ok
10163 based on avg depth ok
74.2 % -
21736 cu. ft. check tempo
17.6 % checkforebc
3.08 -
0.09 cfs drawdown -
2.9 day drawdown ok
5.3 ft. Permanent Pool Depth
SA/DA fron (Avg. Depth)
2.88 2.62776066 2.1
3.08 2.80' 2.20
3.36 3.030148556 2.31
3 ft 4
Piedmont Land Design, LLP 1
8366-104 Sig Forks Road • Raleigh, NC 27615 • [phone] • Fax [phone]
21 July 2003
New Bern Commons
%
New Bern Avenue/U.S. Highway 64 %0ti.?'•?,NCI tit 0
Raleigh, North Carolina ,??'?;?•o EN
Stormwater Calculations
Runoff Calculations
Using Rational Method Iio = 7.50 in/hr, 1100 = 9.72 in/hr; Composite c values are based on
c = 0.95 for impervious areas and c = 0.2 for pervious areas. Using HDS No. 3, n = 0.015 for
pipe sizing:
*All stone structures are to be City of Raleigh approved structures unless othenvise noted.
Drainace to Wet Pond #1
Raised Top Catch Basin #1
IA = DA = 0.95 acres
Qio= 0.85(7.50) 0.95 = 6.1 cfs
#1 - #2
15" rcp @ 3.0%, vlo = 8.2 fps, dio= 0.65', HW/D = 3.2, QmaX = 9.0 cfs
Curb Inlet #2
IA = 0.12 acres
DA = 0.95 + 0.12 = 1.07 acres
Qio = 0.85(7.50) 1.07 = 6.8 cfs
##2 - ##3
18" rcp @ 1.0%, vlo = 5.5 fps, dlo= 0.90', HW/D = 2.3, QmaX = 12.0 cfs
Curb Inlet #3
IA = 0.11 acres
DA = 1.07 + 0.11 = 1.18 acres
Qio= 0.85(7.50) 1.18 = 7.5 cfs
#3 - ##4
18" rcp @ 1.5%, vio = 6.8 fps, dio= 0.90', HW/D = 3.0, QmaX = 16.0 cfs
Civil Engineers • Landscape Ar(hileclS • Land Planners
2
Curb Inlet #4
IA = 0.33 acres
DA = 1.18 + 0.33 = 1.51 acres
Qio= 0.85(7.50) 1.51 = 9.6 cfs
#4 - #5
18" rcp @ 1.0%, vlo = 5.9 fps, dio = 1.25', HW/D = 2.3, Qmax = 13.5 cfs
Storm Manhole ##5
IA=0
DA = 1.51 acres
Qio= 9.6 cfs
Catch Basin #6
IA = DA = 0.21 acres
Qio= 0.85(7.50) 0.21 = 1.3 cfs
#6 - #6A
15" rcp @ 3.25%, vio = 5.3 fps, dio= 0.33', HW/D = 2.8, Qn,ax = 10.0 cfs
Curb Inlet #6A
IA = 0.18 acres
DA=0.21 +0.18=0.39 acres
Qio= 0.85(7.50) 0.39 = 2.5 cfs
#5 - #7
18" rcp @ 3.0%, vio = 9.8 fps, djo= 0.75', HW/D = 2.5, Qmax = 14.5 cfs
##6A - #7
15" rep @ 1.0%, vio = 4.5 fps, dio= 0.55', HW/D = 2.7, Qmax = 10.0 cfs
Curb Inlet #7
IA = 0.28 acres
DA = 1.51 + 0.39 +0.28 = 2.18 acres
Qlo= 0.85(7.50) 2.18 = 13.9 cfs
Catch Basin #8
IA = DA = 0.40 acres
Q1o= 0.85(7.50) 0.40 = 2.6 cfs
#8 - #9
15" rep @ 1.0%, vio = 4.5 fps, dio = 0.55', HW/D = 4.3, Qmu = 12.0 cfs
Catch Basin #9
IA = 0.48 acres
DA = 0.40 + 0.48 = 0.88 acres
Qio= 0.85(7.50) 0.88 = 5.6 cfs
RIBMV-Store water Calculations.doc n T T
New Bern Commons
3
#7 - #10
18" rcp @ 3.3%, vlo = 10.5 fps, dio= 1.0', HW/D = 2.7, QmaX = 15.5 cfs
#9-#10
15" rcp @ 1.0%, vio = 5.3 fps, dio = 0.95', HW/D = 4.3, QmaX = 12.0 cfs
Curb Inlet #10
IA = 0.31 acres
DA=2.18+0.88+0.31 =3.37 acres
Qio= 0.85(7.50) 3.37 = 21.5 cfs
#10-#11
24" rcp @ 1.001o, vio = 7.0 fps, dio= 1.55', HW/D = 4.0, QmaX = 38.0 cfs
Curb Inlet #11
IA = 0.13 acres
DA = 3.50 acres
Qio= 0.85(7.50) 3.50 = 22.3 cfs
#11 -#12
24" rcp @ 1.2%, vio = 7.4 fps, dio= 1.7', HW/D = 4.2, Qmax = 40.0 cfs
Curb Inlet #12
IA = 0.03 acres
DA = 3.50 + 0.03 = 3.53 acres
Qio= 0.85(7.50) 3.53 = 22.5 cfs
#12 - #13
24" rep @ 1.5%, vio = 8.8 fps, dio= 1.6', HW/D = 4.5, QmaX = 45.0 cfs
Curb Inlet #13
IA = 0.59 acres
DA = 3.53 + 0.59 = 4.12 acres
Qio= 0.85(7.50) 4.12 = 26.3 cfs
Curb Inlet #14
IA = DA = 0.08 acres
Qio= 0.85(7.50) 0.08 = 0.5 cfs
#14 - #15
15" rep @ 1.0%, vio = 2.7 fps, dio= 0.25', HW/D = 2.6, QmaX = 9.5 cfs
Curb Inlet #15
IA = 0.39 acres
DA = 0.08 + 0.39 = 0.47 acres
Qio= 0.85(7.50) 0.47 = 3.0 cfs
RIBI"MV_Stormwater Calculations.doc nT T
New Bern Commons
4
#15 - ##16
15" rep @ 1.0%, vio = 4.5 fps, dio= 0.65', HW/D = 3.1, QmaX = 11.0 cfs
Curb Inlet #16
IA = 0.32 acres
DA = 0.47 + 0.32 = 0.79 acres
Q1o= 0.85(7.50) 0.79 = 5.0 cfs
#16 - #17
15" rep @ 1.0%, vio = 5.2 fps, dio= 0.85', HW/D = 5.9, QmaX = 16.0 cfs
Storm Manhole #17
IA=0
DA = 0.79 acres
Qio= 5.0 cfs
Curb Inlet #18
IA = DA = 0.16 acres
Qio= 0.85(7.50) 0.16 = 1.0 cfs
#18 - #19
15" rep @ 1.0%, vlo = 3.3 fps, dio= 0.38', HW/D = 2.6, QmaX = 9.5 cfs
Curb Inlet ##19
IA = 0.35 acres
DA = 0.16 + 0.35 = 0.51 acres
Qlo= 0.85(7.50) 0.51 = 3.3 cfs
#19 - #20
15" rep @ 1.0%, vlo = 4.7 fps, dlo = 0.67', HW/D = 5.2, QmaX = 15.0 cfs
Curb Inlet #20
IA = 0.24 acres
DA = 0.51 + 0.24 = 0.75 acres
Qio = 0.85(7.50) 0.75 = 4.8 cfs
#20 - #21
15" rep @ 1.0%, vlo = 5.1 fps, dio= 0.87', HW/D = 5.7, QmaX = 15.5 cfs
Curb Inlet ##21
IA = 0.14 acres
DA = 0.75 + 0.14 = 0.89 acres
Qio= 0.85(7.50) 0.89 = 5.7 cfs
#17 - #22
RIBMV-Stormwater Calculations.doc DT i
New Bern Commons I
5
15" rcp @ 1.5%, vio = 5.0 fps, dio= 0.85', HW/D = 6. 1, Q,,,ax = 16.5 cfs
##21 - ##22
18" rcp @ 1.0%, vio = 5.5 fps, dio = 0.85', HW/D = 6.9, Qmax = 27.0 cfs
Double Curb Inlet ##22
IA = 1.39 acres
DA=0.79+0.89+ 1.39=3.07 acres
Qio= 0.85(7.50) 3.07 = 19.6 cfs
#13 - #23
24" rcp @ 4.0%, vio = 13.5 fps, djo= 1.15', HW/D = 5.5, Q.. = 48.0 cfs
#22 - ##23
24" rcp @ 1.0%, vio = 7.0 fps, dio= 1.5', HW/D = 5.3,Q,,,ax = 47. cfs
Storm Manhole ##23
IA=0
DA=4.12+3.07=7.19 acres
Qio= 0.85(7.50) 7.19 = 45.8 cfs
##23 - ##23A
30" rcp @ 1.5%, vio = 10.0 fps, dio = 1.9', HW/D = 5.6, Q,,,ax = 82.0 cfs
Curb Inlet #23A
IA = 0.24 acres
DA = 7.19 + 0.24 = 7.43 acres
Qio= 0.85(7.50) 7.43 = 47.4 cfs
#23A - #24
30" rcp @ 1.5%, vio = 10.0 fps, dio= 2.0', HW/D = 5.9, Qmax = 90.0 cfs
Storm Manhole 924
IA=0
DA = 7.43 + 0.28 (RD) = 7.71 acres
Qio= 0.85(7.50) 7.71 = 49.2 cfs
#24 - ##25
30" rep @ 2.0%, vto = 12.0 fps, dto= 1.8', HW/D = 4.0, Q,„ax = 70.0 cfs
RTWI #25C
IA = 0.63 acres (Pond)
DA = 8.34 acres
Q10 = 0.85(7.50) 8.34 = 53.2 cfs
Qioo= 0.85(9.72) 8.34 = 68.9 cfs
RIBPCNV_Stormivater Calculations.doc n T T
New Bern Conunons
6
Minimum Weir Size
Qioo= cw,LH'n, c,,, = 3.0, L = 20' with 5'x 5' inside box dimension
H = 1.1', Use 1.25' minimum opening height.
##25C - ##25D
42" rcp @ 0.5%, vio = 7.3 fps, djo= 2.6', HW/D = 2.2, Qm,x = 105.0 cfs
DrainajZe to Wet Pond #2 & Off-Site
Junction Box/Storm Manhole #26
IA=0
DA = 14.84 acres (Off-site)
Q10 = 0.85(7.50) 14.84 = 94.6 cfs
Raised Top Catch Basin ##27
IA = DA = 1.15 acres
Qio= 0. 85(7.50) 1.15 = 7.3 cfs
#26 - #27A
42" rcp @ 2.0%, vio = 12.0 fps, dio = 2.5', HW/D = 4.3, Qrn,x = 170.0 cfs
#27 - #27A
15" rcp @ 10.0%, vlo = 13.5 fps, dio = 0.55', HW/D = 5.8, Q,n,x = 15.5 cfs
Catch Basin ##27A
IA = 0.03 acres
DA = 14.84 + 1.15 + 0.03 = 16.02 acres
Q10 = 0.85(7.50) 16.02 = 102.1 cfs
Raised Top Catch Basin #28
IA = DA = 1.03 acres
Q1o= 0.85(7.50) 1.03 = 6.6 cfs
Curb Inlet #29
IA = DA = 0.24 acres
Qio= 0.85(7.50) 0.24 = 1.5 cfs
#29 - #30
15" rcp @ 1.0%, vio = 3.7 fps, dio= 0.45', HW/D = 2.6, 9.5 cfs
Curb Inlet #30
IA = 0.16 acres
DA = 0.24 + 0.16 = 0.40 acres
Qio = 0.85(7.50) 0.40 = 2.6 cfs
RIBPCW_Storniwater Calculations.doc DT T
New Bern Commons I
7
##30 - ##31
15" rcp @ 1.0%, vio = 4.4 fps, dio= 0.58', HW/D = 3.4, Qmax = 11.6 cfs
Catch Basin #31
IA = 0.64 acres
DA = 0.40 + 0.64 = 1.04 acres
Qio= 0.85(7.50) 1.04 = 6.6 cfs
#31 - #32
15" rcp @ 4.4%, vio = 10.0 fps, dio= 0.62', HW/D = 8.3, Qm,x = 20.5 cfs
Curb Inlet #32
IA = 0.36 acres
DA = 1.04 + 0.36 = 1.40 acres
Qio= 0.85(7.50) 1.40 = 8.9 cfs
##27A - ##33
42" rcp @ 2.0%, vio = 14.0 fps, dlo= 2.1', HW/D = 2.9, Qm,x = 188.0 cfs
#28 - ##33
15" rcp @ 4.0%, vlo = 9.3 fps, dio= 0.68', HW/D = 9.4, Qmax = 22.0 cfs
##32 - #33
18" rcp @ 1.0%, vio = 6.0 fps, dio = 1.l', HW/D = 2.8, Q,,,,x = 16.0 cfs
Curb Inlet ##33
IA = 0.31 acres
DA = 16.02 + 1.03 + 1.40 + 0.31 = 18.76 acres
Q10 = 0.85(7.50) 18.76 = 119.6 cfs
Curb Inlet #34
IA = DA = 0.48 acres
Qio= 0.85(7.50) 0.48 = 3.1 cfs
#33 - ##35
48" rcp @ 2.5%, vio = 17.0 fps, dio = 2.2', HW/D = 1.6, Qmax = 120.0 cfs
#34 - #35
15" rcp @ 2.5%, vlo = 6.5 fps, dlo= 0.49', HW/D = 2.6, Qmax = 9.5 cfs
Double Curb Inlet #35
IA = 2.31 acres
DA = 18.76 + 0.48 + 2.31 = 21.55 acres
Qio= 0.85(7.50) 21.55 = 137.4 cfs
##35 - #36
48" rcp @ 1.2%, vlo = 12.0 fps, dio= 3.0', HW/D = 2.0, Qm,x = 145.0 cfs y
RIBMV_Stornmater Calculations.doc 1
Nciv Bern Commons P = -
8
Double Curb Inlet #36
IA = 1.26 acres
DA = 21.55 + 1.26 = 22.81 acres
Q10 = 0.85(7.50) 22.81 = 145.4 cfs
#36 - ##37
48" rcp @ 1.2%, v10 = 12.5 fps, dio= 3.4', HW/D = 2. 1, Qm,x = 150.0 cfs
Double Curb Inlet #37
IA = 1.39 acres
DA = 22.81 + 1.39 = 24.20 acres
Q10 = 0.85(7.50) 24.20 = 154.2 cfs
#37 - #38
54" rcp @ 1.0%, v10 = 12.0 fps, dio = 3.4', HW/D = 2.6, Qm,x = 230.0 cfs
Junction Box/Storm Manhole #38 (Splitter Box)
IA=0
DA = 24.20 acres
Qlo= 154.2 cfs (temporary flow to #42)
Splitter Calculations
Off-Site --? #39
DA = 14.84 ac (#26) + 2.71 ac (#49) + 0.40 ac (#54A) =17.95 acres
Q10= 0.85(7.50) 17.95 = 114.4 cfs (final flow to ##39 - 74%)
On-Site --> 1142
DA = 6.25 acres
Qlo= 0.85(7.50) 6.25 = 39.8 cfs (final flow to #42 - 26%)
3.11 acres of flow diverted to creek at this location to make up for treatment of
off-site drainage area coming into structures #49 and #54A.
Check Orifice Size
48" (D rcp -+ A = nd2/4 = 12.56 sf (74%)
26" (1) Orifice -? A = Tcd2/4 = 3.69 sf (26%)
Water elevation @ top of 48" rcp --+ h48 = 4 - 1/2 d = 2'
h26 = 4 - 1/2 d = 2.92'
@ h48 = 2' -? Q = cdAq(2gh) = 0.6(12.56)q[64.4(2)] = 85.5 cfs
@ h26 = 2.92' -+ Q = cdAq(2gh) = 0.6(3.69)q[64.4(2.92)] = 30.4 cfs
115.9 cfs
85.5/115.9 = 0.74 --> 74%
30.4/115.9 = 0.26 - ? 26%
100%
RIBPCW_Storntivater Calculations.doe D T
New Bern Commons I
9
Check Design Storm
Q 1o = caAV(2gh)
154.2 = 0.6(3.69)q[(64.4)(h-1.083)] + 0.6(12.56)?[(64.4)(h-2)]
118.89 + 23,778 = 3,973.02 d
1110 = 6.01'
Q10= cc1Aq(2gh)
199.8 = 0.6(3.69)q[(64.4)(h-1.083)] + 0.6(12.56)q[(64.4)(h-2)]
118.89 + 39,920 = 3,973.02 d
11100 = 10.08'
*Note: All pipes front structures #38 - 47 have been upsized to convey all of the initial
on-site and off-site drainage to the temporary riser filter basin, based on headwater
conditions.
#38- #39
48" rcp @ 5.0%, v1o = 21.0 fps, d10= 1.85', HW/D = 3.2, Q,nax = 200.0 cfs
Storm Junction Box/Storm Manhole #39
IA=0
DA = 17.95 acres
Q10= 114.4 cfs
#39 - #40
48" rcp @ 1.0%, vlo = 11.5 fps, d1o= 2.8', HW/D = 4.6, Qmax = 240.0 cfs
#38 - #42
48" rcp @ 1.0%, HW/D = 3.3, Qmax = 200.0 cfs
Double Curb Inlet #41
IA = DA = 1.86 acres
Q10= 0.85(7.50) 1.86 = 11.2 cfs
#41 - #42
18" rcp @ 3.0%, vlo = 9.8 fps, d10= 0.95', HW/D = 2.5, Qmax = 15.0 cfs
Storm Manhole/Junction Box #42
IA=0
DA1= 24.20 + 1.86 = 26.06 acres (temporary)
DA2 = 6.25 + 1.86 = 8.11 acres (final)
Temporary Qlo= 0.85(7.50) 26.06 = 166.1 cfs
Final Q10= 0.85(7.50) 8.11 = 51.7 cfs
#42 - #43
48" rcp @ 1.0%, HW/D = 3.6, Qma, = 220.0 cfs
RIBPCw_Stornnvater Calculations.doc T 1
New Bern Canmons P
10
Curb Inlet #43
IA = 0.09 acres
DAi = 26.06 + 0.09 = 26.15 acres (temporary)
DA2 = 8.11 + 0.09 = 8.20 acres (final)
Temporary Qjo = 0.85(7.50) 26.15 = 166.7 cfs
Final Qio= 0.85(7.50) 8.20 = 52.3 cfs
#43 - #44
48" rcp @ 1.0%, HW/D = 3.8, Q,,,ax = 225.0 cfs
Storm Manhole #44
IA=0
DAi = 26.15 acres (temporary)
DA2 = 8.20 acres (final)
Temporary Qio= 166.7 cfs
Final Qio= 52.3 cfs
Curb Inlet #45
IA = 0.39 acres
DAi = 26.15 + 0.39 = 26.54 acres (temporary)
DAZ = 8.20 + 0.39 = 8.59 acres (final)
Temporary Qio = 0.85(7.50) 26.54 = 169.2 cfs
Final Q1o= 0.85(7.50) 8.59 = 54.8 cfs
#45 - #46
48" rcp @ 1.0%, HW/D = 4.2, QmaX = 235.0 cfs
Curb Inlet #46
IA = 0.10 acres
DA1 = 26.54 + 0.10 = 26.64 acres (temporary)
DA2 = 8.59 + 0.10 = 8.69 acres (final)
Temporary Q10 = 0.85(7.50) 26.64 = 169.8 cfs
Final Qio = 0.85(7.50) 8.69 = 55.4 cfs
Curb Inlet #47
IA = DA = 0.53 acres
Qio= 0.85(7.50) 0.53 = 3.4 cfs
#46 - #61
48" rcp @ 1.0%, HW/D = 4.5, Qmax = 240.0 cfs
#47 - #61
15" rcp @ 3.0%, vio = 7.1 fps, dio = 0.5', HW/D = 3.0, Qmax = 10.0 cfs
RIBMV-Stormwater Calculations.doc P
T I
New Bern Commons
Catch Basin ##49
IA = DA = 2.71 acres
Qio= 0.85(7.50) 2.71 = 17.3 cfs
#49 - #50
24" rcp @ 3.0%, vio = 11.5 fps, dio= 1.0', HW/D = 6.4, QR„x = 53.0 cfs
Double Curb Inlet ##50
IA = 1.16 acres
DA = 2.71 + 1.16 = 3.87 acres
Qio= 0.85(7.50) 3.87 = 24.7 cfs
Curb Inlet #51
IA = DA = 0.49 acres
Qio= 0.85(7.50) 0.49 = 3.1 cfs
#50 - #52
30" rcp @ 1.0%, vlo = 7.6 fps, djo= 1.5', HW/D = 1.7, Qmax = 39.0 cfs
##51 - #52
15" rcp @ 9.0%, vlo = 10.5 fps, dio= 0.35', HW/D = 2.4, Qmax = 9.0 cfs
Curb Inlet #52
IA = 0.34 acres
DA = 3.87 + 0.49 + 0.34 +0.11 = 4.81 acres
Qio= 0.85(7.50) 4.81 = 30.7 cfs
#52 - #53
30" rcp @ 1.0%, vio = 7.8 fps, dio= 1.7', HW/D = 2.5, Q,,,ax = 52.0 cfs
Curb Inlet #53
IA = 0.32 acres
DA = 4.81 + 0.32 = 5.13 acres
Qio= 0.85(7.50) 5.02 = 32.7 cfs
Curb Inlet #54
IA = DA = 0.21 acres
Qio= 0.8(7.50) 0.21 = 1.3 cfs
Catch Basin #54A
IA = DA = 0.40 acres
Qio= 0.8(7.50) 0.40 = 2.6 cfs
#53 - #55
30" rcp @ 1.0%, vio = 8.0 fps, dio= 1.8', HW/D = 2.9, Qmax = 57.0 cfs
RIBPCVV_Stornmater Calculations.doc DT i
New Bern Commons I
12
#54 - #55
15" rcp @ 5.0%, vio = 6.6 fps, dio= 0.28', HW/D = 2.8, Qmax = 10.0 cfs
#54A - #55
15" rcp @ 10.0%, vio = 10.0 fps, dlo= 0.32', HW/D = 2.8, Qmax = 10.0 cfs
Curb Inlet #55
IA = 0.58 acres
DA=5.13+0.21 +0.40+0.58=6.32 acres
Qio= 0.85(7.50) 6.32 = 40.3 cfs
Curb Inlet #56
IA = DA = 0.23 acres
Q?o= 0.85(7.50) 0.23 = 1.5 cfs
#55 - #57
36" rep @ 1.0%, v?o = 8.8 fps, dio = 1.78', HW/D = 3.2, Qmax = 95.0 cfs
#56 - #57
15" rep @ 5.0%, vio = 6.8 fps, dio= 0.28', HW/D = 2.6, Q,,,aX = 9.5 cfs
Curb Inlet #57
IA = 0.17 acres
DA = 6.32 + 0.23 + 0.17 = 6.72 acres
Qio= 0.85(7.50) 6.72 = 42.8 cfs
##57 - ##58
36" rcp @ 1.0%, vio = 8.8 fps, dio = 1.8', HW/D = 3.9, Qn,ax = 105.0 cfs
Curb fillet #58
IA=0
DA = 6.72 + (1.61 + 1.28 + 0.13) (RD) = 9.74 acres
Qio= 0.85(7.50) 9.74 = 62.1 cfs
#58 - #59
42" rcp @ 1.0%, vlo = 9.8 fps, dio= 2.1', HW/D = 3.8, Qmaz = 155.0 cfs
Curb Inlet #59
IA = 0.12 acres
DA=9.74+0.12=9.86 acres
Qio= 0.85(7.50) 9.86 = 62.9 cfs
#59 - #60
42" rep @ 1.0%, vio = 9.8 fps, dio= 2.1', HW/D = 4.3, Qmaz = 170.0 cfs
RIBI'CW_Stornmater Calculations.doc nT 1
New [Bern Commons
13
Curb Inlet #60
IA = 0.13 acres
DA = 9.86 + 0.13 + 1.78 (RD) = 11.77 acres
Q10 = 0.85(7.50) 11.77 = 75.0 cfs
#60- 461
42" rcp @ 1.0%, v10 = 10.2 fps, dio= 2.5', HW/D = 4.7, Qmax = 175.0 cfs
Curb Inlet #61
IA = 0.15 acres
DAi = 11.77 + 0.15 + 26.64 + 0.53 = 39.09 acres (temporary)
DA2 = 11.77 + 0.15 + 8.69 + 0.53 = 21.14 acres (final)
Temporary Qto = 0.85(7.50) 39.09 = 249.2 cfs
Final Qio= 0.85(7.50) 21.14 = 134.8 cfs
#61- #62
48" rcp @ 1.0%, HW/D = 6.0, Qmax = 295.0 cfs
RTWI #65
IA, = DA, = (39.09 + 0.40)/2 = 19.75 acres (temporary)
IA2 = DA2 =(21.14 + 0.40)/2 = 10.77 acres (final)
Temporary Qio= 0.85(7.50) 19.75 = 125.9 cfs
Final Qio = 0.85(7.50) 10.77 = 68.7 cfs
Final Qioo= 0.85(9.72) 10.77 = 89.0 cfs
Temporary Minimum Weir Size
Qio= c,LH'r, cw= 3.0, L = 28' with 7'x 7' inside box dimension
H = 1.31', Maximum initial height of box = 248.35.
Final Minimum Weir Size
Qioo= cw,LH32, c.= 3.0, L = 28' with 7'x 7' inside box dimension
H = 1.04', Use 15" minimum opening height.
#65- #66
42" rcp @ 2.0%, vlo = 14.0 fps, dlo= 2.7', HW/D = 3.0, Qmax = 135 cfs
RTWI #66
IA, _ (39.09 + 0.40)/2 = 19.75 acres (temporary)
DA, = 19.75 +19.75 = 39.50 acres (temporary)
IA2 =(21.14 + 0.40)/2 = 10.77 acres (final)
DA2 = 10.77 + 10.77 = 21.54 acres (final)
Temporary Qlo= 0.85(7.50) 39.50 = 251.8 cfs
Final Qio= 0.85(7.50) 21.54 = 137.3 cfs
Final Qioo= 0.85(9.72) 21.54 = 178.0 cfs
RIBPCW_Stormwater Calculations.doe n T 1
New Bern Commons
14
Temporary Minimum Weir Size
Qio= c.LH32, cw= 3.0, L = 56' with (2) 7'x 7' inside box dimensions
H = 1.31', Maximum initial height of box = 248.35.
Final Minimum Weir Size
Qioo = cW,LHv, , cw= 3.0, L = 56' with (2) 7'x 7' inside box dimensions
H = 1.04', Use 15" minimum opening height.
#66- #67
60" rcp @ 1.0%, vto = 12.0 fps, dto = 4.9', HW/D = 2.2, Qm,X = 260 cfs
Rip-rap Apron Calculations - Using NYDOT chart
FES #25
v = 12.0 fps
d=30"=2.5'
Requires Zone 3 Medium Stone Filling
L=8x2.5=20'
W = 3 x 2.5 = 7.5'
Thickness = 22"
.•. Use min. Class B erosion control stone 20'L x 7.5'W x 22"TH
Endwall #40
v = 11.5 fps
d=48"=4'
Requires Zone 3 Medium Stone Filling
L=8x4=32'
W=3x4=12'
Thickness = 22"
.•. Use min. Class B erosion control stone 32'L x 12'W x 22"TH
Endwall #62
v = 12 fps
d=48"=4'
Requires Zone 3 Medium Stone Filling
L=8x4=32'
W=3x4=12'
Thickness = 22"
.•. Use min. Class B erosion control stone 32'L x 12'W x 22"TH
RIBI'MV_Stormwater Calculations.doc TIT 7
New Bern Commons
15
Endwall #251) (Outlet to Pond #1)
v = 7.2 fps
d = 42" = 3.5'
Requires Zone 2 Light Stone Filling
L=6x3.5=21'
W = 3 x 3.5 = 10.5'
Thickness = 22"
.•. Use min. Class B erosion control stone 21'L x 12'W x 22"TH
Endwall #67 (Outlet to Pond #2)
v = 9.0 fps
d=60"=5'
Requires Zone 3 Medium Stone Filling
L=8x5=40'
W=3x5= 15'
Thickness = 22"
•. Use min. Class B erosion control stone 40'L x 15'W x 22"TH
RIBPCW
DLH/dlh
RIBMV-Stornmater Calculations.doc DT T
New Bern Commons I
- - I
B
C
D
E
F
G
1
2 J 4 I 5 6 7 ( B 9
I ` a
?- t1
" r Q
%
GV'3A o.7A 6 1
1 a?
/ t f ?/ //? o 1 t l
OVA !A
/ --- ??
0.52A ??21A X015
J
A
,
I
C35A„?,"_ 118h 73A G.IGF " i? 'N
MA
I I - 11c. ?.`?
Ilee
I I f`- ,gin! l)319 ?.? `?\ J
©' oO?f,?? c ?? ??? m O
a t { ?' Z
GJ', A ' ? Uy
- I I r, i ? p
A 6' = Og
?` I , f` 02•A_ I i t I `.i ;I r r r'I 6 I Z5 wii
_ i I0,[tiA I 10-22 a
h I
h E
I?I t I.I t I I W ?m0
Zb
•i26 Iv-I I I.I I I 3' ??
A Lr, \
0 w 0
14' ??1 ?- ?. z w
r?A Ow, 02+,9. Q
r6A
1 ? 1 -0.49a © (? ? ?'
1--9 A
.0 6' A
"
r
"
I -
A - Q59h.
i
14 4r, 4,
0.0 REVISIONS BY
SA .. puma
eno eismeu
t
4A
C 4F
<
I? &A. 10 09,, 0
-' O.zP C57 ?? L
I A ').03 A
012,
Ott
0.2 A *J _ G4oh. O OA
it,
t
- - - -- - _. tee.
4
NORTH
-- -? NEW,BQiN-AYE (U.S.NICffNAY 64)-__-_- 7? -- _ --)- -? ON-SITE IMPROVEMENTS
?I DRAINAGE AREA MAP ?A-4
.an

Soil & Environmental Consultants,
11010 Raven Ridge Road • Raleigh, North Carolina 27613 • Phone: [phone] • Fax: (919)
www.SandEC.com
May 28, 2003
NCDENR-DWQ
Attn: Mr. John Dorney
2321 Crabtree Blvd
Parkview Building
Raleigh, NC 27604
RE: Request for Additional Information
::,ti-ni. tonal Business Park
Raleigh, Wake County, North Carolina
S&EC Project #: 5410
DWQ# 03-0489
Dear Mr. Dorney:
)VE- l i' IT0 PIO-I gIoUp
OUAL 1`I YS1_:CTJO1%i
We have received your request for additional infonnation for the Raleigh International
Business Park project dated 5/23/03 (see attached). The letter states that NC-DWQ's two
concerns with the proposed project pertain to the type of storniwater treatment facility
proposed and the location of the proposed facilities with respect to stream "C".
Stonnwater Treatment Facilities
The 5/23/03 letter states that the General Certification for Nationwide Permit 39 requires
installation of constructed wetlands in Nutrient Sensitive Waters. However, Condition 4
of Water Quality Certification #3402, which is associated with Nationwide Pen-nit 39
(see attached), states "...the Division shall require that extended detention wetlands, bio-
retention areas, and ponds followed by forested filter strips (designed according to the
latest version of the NCDENR Stonnwater Best Management Practices Manual) be
constructed as part of the stonnwater management plan when a site-specific stonnwater
plan is required." It is our belief, based on the above condition, that wet ponds followed
by forested filter strips satisfy NC-DWQ's specifications for stonnwater treatment.
The project engineer, Piedmont Land Design, is currently designing the proposed wet
ponds to incorporate forested filter strips, as specified in the NCDENR Stormwater Best
Management Practices Manual. Mr. David Lasley and Mr. Ron Hendricks, of Piedmont

Charlotte Office: Greensboro Office: Hickory Office:
236 LePhillip Court, Suite C 3817-E Lawndale Drive 622 Coon Mountain a
Concord, NC 28025 Greensboro, NC 27455 .-. . 1
Phone: [phone] Phone: [phone] Phone ••-
Fax: [phone] Fax: [phone] Fax:
MAY-25-2003 10:43 FROM:DWO-WETLANDS 9197336893
T0:98469467 P:2/2
of WATF9 Mchael F. EasWy, Govemcr
C? 0 William G. Ross Jr., Secretary
North Carolina Oupartment of Envirortrnent an0 Natural ResowwA
Alan Kllmek. P.E., Director
O .? Division of Water QuWlty
May 23, 2003
DWQ # 03-0489
Wake County
CERTIFIED MAIL-RETURN RECEIPT REQUESTED
Mr Glen and Ms. Lillian Partin
7607 Astoria Place
Raleigh, NC 27624
Dear Mr. and Ms. Partin:
The Division of Water Quality has reviewed your plans (received on April 16, 2003) for the
discharge of fill material into 1,235 linear feet of streams and 0.183 acres of wetlands located at New
Bern Avenue and New Hope Road in Raleigh In Wake County for commercial development at the
Raleigh International Business Park site. Insufficient evidence is present in our files to conclude that
your project must be built as planned in waters and/or wetlands in accordance with 15A NCAC 2H
.0506. Therefore we must place your project on hold until the issues listed below are adequately
addressed.
Please provide us with information supporting your position that states your project must be
constructed as planned and that you have no practicable alternative to the type and location of
stormwater management that you have proposed on this site. Specifically the stormwater plans refer to
both 'wet ponds" and "wetland type detention basins" (presumably constructed wetlands). The General
Certification for Nationwide Permit 39 requires Installation of constructed wetlands in Nutrient Sensitive
Waters (such as the Neuse River basin) since constructed wetlands do a much better job removing
nutrients than wet ponds. In addition, it appears that the pond/wetlands and their fill slopes are within
Zone 1 and Zone 2 of the protected stream buffers along "Stream C' although the scale of the map that
was provided makes this difficult to confirm. Please revise and clarify your stormwater plan to 1)
provide constructed wetlands with this facility and 2) relocate the structures so that they are outside the
protected stream buffer along "Stream C'. Any documentation such as maps and narrative that you
can supply to address alternative designs for your project may be helpful in our review of your 401
Certification.
Please respond within three weeks of the date of this letter by sending a copy of this Information to
me and, one copy to Steve Mitchell In our 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. If you have any questions, please telephone John Dorney at 919-733-1786 or Steve
Mitchell in our Raleigh Regional Office at 919-571-4700.
Program
cc: Raleigh DWQ Regional Office `.w Raleigh Feld Office Corps of Engineers
Central Files
File Copy
Brad Suther, Soil and Environmental Consultants
_ David Lasley; Piedmont Land Design
N. C. Division of Water Quality, 401 Wetlands Certification unit,
1650 Mall Servioe Center, Raleigh, NC 27699.1= (Mailing Address)
2321 CrotJtrAA blvd., Ralelgh, NC 27604-2260 ((.oration)
[phone] (ptwrto). 919.733.6893 (fax), (httpJfh2o.enr.state.nr.us/ncwetland3
am?
WQC #3402
must be maintained adjacent to all perennial waters except for allowances as provided
under the Water Supply Watershed Protection Rules. For the purposes of this condition,
perennial waters are defined as those shown as perennial waters on the most recent
USGS 1:24,000 topographic map or as otherwise determined by local government
studies;
4. Additional site-specific stormwater management requirements may be added to this
Certification at DWQ's discretion on a case by case basis for projects that have or are
anticipated to have impervious cover of greater than 30 percent. Site-specific stormwater
management shall be designed to remove 85% TSS according to the latest version of
DWQ's Stormwater Best Management Practices manual at a minimum.
Additionally, in watersheds within one mile and draining to 303(d) listed waters, as well as
watersheds that are classified as nutrient sensitive waters (NSW), water supply waters
(WS), trout waters Jr), high quality waters (HQW), and outstanding resource waters
(ORW), the Division shall require that extended detention wetlands, bio-retention areas,
and ponds followed by forested filter strips (designed according to latest version of the NC
DENR Stormwater Best Management Practices Manual) be constructed as part of the
stormwater management plan when a site-specific stormwater management plan is
required.
For streams classified as Water Supply, High Quality Waters and Outstanding Resource
Waters, post-construction, on-site stormwater management shall be required as
appropriate and as outlined in 15A NCAC 2B .0104(m) and 2H .1000 to.1007,
respectively, in addition to that required in this General Certification.
Alternative designs may be requested by the applicant and will be reviewed on a case-by-
case basis by the Division of Water Quality.
Approval of stormwater management plans by the Division of Water Quality's other
existing state stormwater programs including appropriate local programs are sufficient to
satisfy this Condition as long as the stormwater management plans meet or exceed the
design requirements specified in this condition. This condition applies unless more
stringent requirements are in effect from other state water quality programs.
• Unless specified otherwise in the approval letter, the final, written stormwater
management plan shall be approved in writing by the Division of Water Quality's
Wetlands Unit before the impacts specified in this Certification occur.
• The facilities must be designed to treat the runoff from the entire project, unless
otherwise explicitly approved by the Division of Water Quality.
• Also, before any permanent building or other structure is occupied at the subject site,
the facilities (as approved by the Wetlands Unit) shall be constructed and operational,
and the stormwater management plan (as approved by the Wetlands Unit) shall be
implemented.
• The structural stormwater practices as approved by the Wetlands Unit 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.
5. Compensatory stream mitigation shall be required at a 1:1 ratio for not only perennial but
also intermittent stream impacts that require application to DWQ in watersheds classified
as ORW, HQW, Tr, WS-1 and WS-II unless the project is a linear, publicly-funded
transportation project, which has a 150-foot per-stream impact allowance;
6. In accordance with North Carolina General Statute Section 143-215.3D(e), any
application for a 401 Water Quality Certification must include the appropriate fee. If a
FEB. -20' 03 (THU) 11:40 NUENR RRO TEL: [phone] P. 001
State of North Carolina
Department of Environment
and Natural Resources
Raleigh Regional Offlcm McP ??.. - - -
rnor_
Michaol F. rzanlo?r, Govo _
?-==Wfn f am .1?OGG MY EN?r «,c?rr AND NJaurv+ rir,our+cra
Alan W. KllmoUt p.E. piroctor
February 14, 20032
Mr. Max Barbour
Real Fstatc Development
Post Office Box 97397
Raleigh, N.C. 27624-7397
Subject: Application of Ncusc Buffer Rules
Vested Rights Opinion
Raleigh International Business Park, Highway 64
New Hope Road, Raleigh
Wake County
Dear Mr. Barbour;
This letter is to inform you that the Environmental Division of the North Carolina Department of Justice
the
(Attorney's General Office)has completed its review of your request for a vested right determination for th
subject property from the Neese Huffer Rules l tNCAC 02D .0233) The
Neuse Huffer Mules apply th_e pr ject commonly
submitted requesting a determination of whether 's General Office,
known as Raleigh International Business Park has been reviewed by the Attorney propcM with existing vested rights from the application of theNeuse
House Bi111d02 specifically exon o red whether vested rights exist depends on the application of the common
Buffer Rules. 'ihedeteminati
law vested rights criteria which are as follows: ,
1, Substantial expenditures and contractual obligations which occurred prior to the enactment
of the law;
2. Expenditures and obligations incurred in good faith; overtimcatail
3. Fxpenditures and obligations were made in reasonable reliance upon 6
permits and/or approvals; and,
4. Detriment would result with application of the law.
Based on the AG's opinion, it appears that the Raleigh International Business Park meets the requirements
for common law vested rights. First, according to the materials submitted, Meuse Buffer Rules. Second,
expenditucs on the infrastructure of the project prior to imp i of Raleigh prior
the
frorn
project
City the developers acted in goo usf c fferiRules.t Third, the adeve opera relied upon go ernmental permission
the effective date of the Ne Certification since the project was under the
as the-project was exempt from 401/404 Water Quality threshold requirements for impacts. Fourth and finally, imposition o of the Neuse Buffer Rules will cause the
developers to suffer a detriment as they will incur substantial ei?h
of the Ncu rights, Dthe uffclr Ru ?s on the
ona Since it appears that the developer meets the four criteria common
Office of the Division of Water Quality will not impose the requirements
T©lvphono (91?s1571?t700 FPX??1?1`7"i-677
1620 ball Swtvlc© Ccnt=r, RN:oltlh, F.4 276 9-1f12a3 50°? rocycicdli 0`/. poet-c=_wrcT rzp: j

Alan Klimek, P.E., Dirc;ct
Division of Water Qual
May 23, 2003
DWQ # 03-0489
Wake County
CERTIFIED MAIL-RETURN RECEIPT REQUESTED
Mr Glen and Ms. Lillian Partin
7607 Astoria Place
Raleigh, NC 27624
Dear Mr. and Ms. Partin:
The Division of Water Quality has reviewed your plans (received on April 16, 2003) for the
discharge of fill material into 1,235 linear feet of streams and 0.183 acres of wetlands located at New
Bern Avenue and New Hope Road in Raleigh in Wake County for commercial development at the
Raleigh International Business Park site. Insufficient evidence is present in our files to conclude that
your project must be built as planned in waters and/or wetlands in accordance with 15A NCAC 2H
.0506. Therefore we must place your project on hold until the issues listed below are adequately
addressed.
Please provide us with information supporting your position that states your project must be
constructed as planned and that you have no practicable alternative to the type and location of
stormwater management that you have proposed on this site. Specifically the stormwater plans refer to
both "wet ponds" and "wetland type detention basins" (presumably constructed wetlands). The General
Certification for Nationwide Permit 39 requires installation of constructed wetlands in Nutrient Sensitive
Waters (such as the Neuse River basin) since constructed wetlands do a much better job removing
nutrients than wet ponds. In addition, it appears that the pond/wetlands and their fill slopes are within
Zone 1 and Zone 2 of the protected stream buffers along "Stream C" although the scale of the map that
was provided makes this difficult to confirm. Please revise and clarify your stormwater plan to 1)
provide constructed wetlands with this facility and 2) relocate the structures so that they are outside the
protected stream buffer along "Stream C. Any documentation such as maps and narrative that you
can supply to address alternative designs for your project may be helpful in our review of your 401
Certification.
Please respond within three weeks of the date of this letter by sending a copy of this information to
me and, one copy to Steve Mitchell in our 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. If you have any questions, please telephone John Dorney at 919-733-1786 or Steve
Mitchell in our Raleigh Regional Office at 919-571-4700.
Si cer?I ,
? i
in R. DorneyJ 40,1 Water Qua ertification Program
cc: Raleigh DWQ Regional Office
Raleigh Field Office Corps of Engineers
Central Fi'.:J
File Copy
Brad Suther; Soil and Environmental Consultants
David Lasley; Piedmont Land Design r r *A
z
INCDENR
N. C. Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
[phone] (phone), 919-733-6893 (fax), (http://h2o.enr.state.nc.us/ncwetlands
OF VIArF9 Michael F. Easley, Governor
William G. Ross Jr., Secretary
O?^' '^ ?G North Carolina Department of Environment and Natural Resources
_1 I lr I ¦ J rz Alan Klimek, P.E., Director
> V =-I Division of Water Quality
O '<
May 23, 2003
DWQ # 03-0489
Wake County
CERTIFIED MAIL-RETURN RECEIPT REQUESTED
Mr Glen and Ms. Lillian Partin
7607 Astoria Place
Raleigh, NC 27624
Dear Mr. and Ms. Partin:
The Division of Water Quality has reviewed your plans (received on April 16, 2003) for the
discharge of fill material into 1,235 linear feet of streams and 0.183 acres of wetlands located at New
Bern Avenue and New Hope Road in Raleigh in Wake County for commercial development at the
Raleigh International Business Park site. Insufficient evidence is present in our files to conclude that
your project must be built as planned in waters and/or wetlands in accordance with 15A NCAC 2H
.0506. Therefore we must place your project on hold until the issues listed below are adequately
addressed.
Please provide us with information supporting your position that states your project must be
constructed as planned and that you have no practicable alternative to the type and location of
stormwater management that you have proposed on this site. Specifically the stormwater plans refer to
both "wet ponds" and "wetland type detention basins" (presumably constructed wetlands). The General
Certification for Nationwide Permit 39 requires installation of constructed wetlands in Nutrient Sensitive
Waters (such as the Neuse River basin) since constructed wetlands do a much better job removing
nutrients than wet ponds. In addition, it appears that the pond/wetlands and their fill slopes are within
Zone 1 and Zone 2 of the protected stream buffers along "Stream C" although the scale of the map that
was provided makes this difficult to confirm. Please revise and clarify your stormwater plan to 1)
provide constructed wetlands with this facility and 2) relocate the structures so that they are outside the
protected stream buffer along "Stream C". Any documentation such as maps and narrative that you
can supply to address alternative designs for your project may be helpful in our review of your 401
Certification.
Please respond within three weeks of the date of this letter by sending a copy of this information to
me and, one copy to Steve Mitchell in our 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. If you have any questions, please telephone John Dorney at 919-733-1786 or Steve
Mitchell in our Raleigh Regional Office at 919-571-4700.
ertification Program
cc: Raleigh DWQ Regional Office
Raleigh Field Office Corps of Engineers
Central Files
File Copy
Brad Suther; Soil and Environmental Consultants
David Lasley; Piedmont Land Design
N. C. Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
[phone] (phone), 919-733-6893 (fax), (http://h2o.enr.state.nc.us/ncwetlands
+JGDENR

NC Division of Water Quality
Wetlands/401 Unit
May 22, 2003
Memorandum
To: John Dorney
From: Larry Eaton
Subject: I/P Call on Raleigh International Business Park 03-0489
On 20 May 2003, it came to the attention of the Wetlands Unit that DWQ may not have
verified the I/P point on the UTs paralleling US 64 proposed to be impacted for the Raleigh
International Buisness Park. On 21 May 2003, Dave Penrose and Larry Eaton visited the site off
New Hope Church Road. Our findings were the same as those of Steve Mitchell who make the
stream calls and delineated buffers on May 21, 2002. Streams "B" and "C" were perennial for
their length on the property, Feature "D" on the Wake County Soils Map, was Ephemeral to
Intermittent for its entire length and stream "A", the stream closest to US 64, was perennial up to
the fence and a flag marked 236A. At this site, the DWQ Stream Classification form rated the site
at 36.5 points with fauna of amphipods, beetle larvae and a crayfish. The stream was heavily
incised, with stream banks 3-7 feet high and the bed was filled with tons of coarse sand. The E/I
point was located at a flag marked 225A. The stream was given a rating of 20.5 points in the
series of pools below the 3 foot head cut at this location. Our field sheets are attached.
cc: Dave Penrose
File
Attachments
North Carolina Division of Water Quality; Wetlands/401 Unit
1650 Mail Service Center; Raleigh, NC 27699-1650
2321 Crabtree Blvd., Raleigh, NC 27604-2260
Telephone: [phone]; Fax: [phone]
http://h2o.enr.state.nc.us/ncwetlands
Triage Check List
Date: Project Name: fole_161?1 I'??P/vl? ? 3GJ1 elf G
DWQ#:
County:
To: ? ARO Mike Parker ? WaRO Tom Steffens
? FRO Ken Averitte ? WiRO Noelle Lutheran
,? O Alan Johnson ? WSRO Cyndi Karoly (Central Office)
Lld RRO Steve Mitchell
From: Telephone : (919)
The file attached is being forwarded to your for your evaluation.
Please call if you need assistance.
? Stream length impacted
? Stream determination
? Wetland determination and distance to blue-line surface waters on USFW topo maps
"p " issues
B "buffer Rules eus ar-Pamlico, Catawba, Randleman)
? Pond fill
Mitigation Ratios
? Ditching
? Are the stream and or wetland mitigation sites available and viable?
? Check drawings for accuracy
? Is the application consistent with pre-application meetings?
? Cumulative impact concern
Comments:
VI-A
e_ . 1p4cje_

SaW a/ e
_/? e__
fel_?
r <?'f ' e- v(' S; `f-,
[Fwd: 401 certification question]
Subject: [Fwd: 401 certification question]
Date: Tue, 20 May 2003 08:11:14 -0400
From: Alan Klimek <[e-mail]>
Organization: NC DENR DWQ
To: John Domey <[e-mail]>
Please let me know our response. Alan
Subject: 401 certification question
Date: Mon, 19 May, 2003_16:01:39 -0400
From: Dempsey Benton <[e-mail]>
Organization: NC DENR
To: [e-mail]
I have an inquiry about a 401 certification for Raleigh International
Park, which is located in Raleigh on Us 64 east. I believe the applicant
is Raleigh Associates or Max Barbour. Apparently, this application has
been pending for some time. Plesae let me know what needs to be done
for this application to be processed for approval.
Iof I
[Fwd: [Fwd: [Fwd: 401 certification qucstion]l]
Subject: [Fwd: [Fwd: [Fwd: 401 certification question]]]
Date: Thu, 22 May 2003 08:00:40 -0400
From: Lawrence Eaton <[e-mail]>
To: Steve Mitchell <[e-mail]>
CC: [e-mail]
Hey Mitchell,
According to Sean Clark, you made the stream calls at the Raleigh,
International Business Park (03-04898) when you flagged the buffers a
year ago (May 21, 2002). If it makes you feel good, Dave and I went out
yesterday and agreed with your calls. Attached (I hope) is the memo I
wrote yesterday saying that. I'm still not sure how they got 1000+' of
intermittent stream. We only found about 100' or less. Lots of
Ephemeral channel, though. Does that mean we should issue and they
don't have to mitigate?
Larry
Subject: [Fwd: [Fwd: 401 certification question]]
Date: Wed, 21 May 2003 15:20:25 -0400
From: John Dorney <[e-mail]>
To: Lawrence Eaton <[e-mail]>
CC: "steve.mitchell" <[e-mail]>
please relay to steve what you found. thankx
Subject: Re: [Fwd: 401 certification question]
Date: Wed, 21 May 2003 14:43:40 -0400
From: Steve Mitchell <[e-mail]>
To: John Dorney <[e-mail]>
I will have to look at the new road alignment. The old proposal clobbered a perrennia
Do not know about the new. I can go with the bug heads if needed.
John Dorney wrote:
> mitigate maybe. they claim that the streams are intermittent. did you have a chanc
> to visit the site and make a call? if not, larry and/or dave will need to do so thi
> week. please advise. thankx
> Steve Mitchell wrote:
> > JD,
> > It depends on what portion of Ral. Int. Bus Park we are talking about. The park
> > itself has vested rights. This allows construction of the entire site and a true
> > hammering of the stream at the northeast. Max did not wat to have to build the
> > parkway road based on the vested alignment and redesigned it. This is a lot less
> > impact than it could have been but is over threshold and requires $$$$.
> > The Ind. pk is 03-0489 (vested) and Corporation Parkway is 03-0434 (mitigate)
> > John Dorney wrote:
> > > application received april 22 and sent to RRO on april 23. steve mitchell
1 of 2
[Fwd: [Fwd: [Fwd: 401 certification question]]]
> > > sent recommendation on may 1 but (apparently) did not notify us that his
> > > recommendation was on the computer. steve recommended issue but with stream
> > > mitigation condition. applicant contends that streams are all intermittent
> > > and therefore not need mitigation. however there are 1,235 feet of stream
> > > impact. it is not clear from steve's recommendation if anyone has checked to
> > > see if these streams are really intermittent. i'll have larry eaton or dave
> > > penrose check with Steve mitchell and visit them asap if needed (likely).
> > > Alan Klimek wrote:
> > > > Please let me know our response. Alan
> > > > ------------------------------------------------------------------------
> > > > Subject: 401 certification question
> > > > Date: Mon, 19 May 2003 16:01:39 -0400
> > > > From: Dempsey Benton <[e-mail]>
> > > > Organization: NC DENR
> > > > To: [e-mail]
> > > > I have an inquiry about a 401 certification for Raleigh international
> > > > Park, which is located in Raleigh on Us 64 east. I believe the applicant
> > > > is Raleigh Associates or Max Barbour. Apparently, this application has
> > > > been pending for some time. Plesae let me know what needs to be done
> > > > for this application to be processed for approval.
Name: Ral Intl Bus Park I-P call.doc
DRai Intl Bus Park I-P call.doc Type: Microsoft Word Document (application/msword)
Encoding: base64
Download Status: Not downloaded with message
2of2
[Fwd: [Fwd: [Fwd: [Fwd: 401 certification question]]]]
> > > JD,
> > > it depends on what portion of Ral. Int. Bus Park we are talking about. The part.
> > > itself has vested rights. This allows construction of the entire site and a tru
> > > hammering of the stream at the northeast. Max did not wat to have to build the
> > > parkway road based on the vested alignment and redesigned it. This is a lot less,
> > > impact than it could have been but is over threshold and requires $$$$.
> > > mho T-A -L, ,n n7_nnRO /,ro ..h?.71 .-A n7-nn1A /m;4-;-f-„I
[Fwd: [Fwd: [Fwd: [Fwd: 401 certification question]]]]
Subject: [Fwd: [Fwd: [Fwd: [Fwd: 401 certification question]]]]
Date: Thu, 22 May 2003 08:48:10 -0400
From: Lawrence Eaton <[e-mail]>
To: [e-mail]
Is it to late for Mitchell to jump back in?
Subject: Re: [Fwd: [Fwd: [Fwd: 401 certification question]]]
Date: Thu, 22 May 2003 08:22:35 -0400
From: Steve Mitchell <[e-mail]>
To: Lawrence Eaton <[e-mail]>
It seems that I will have to look closely at this one. There is the issue of vesting
required mitigation for the road alignment. If this is a rush, someone could check wi
the the Hills this after noon so Tuesday will be the soonest for me. I have a meeting
Lawrence Eaton wrote:
> Hey Mitchell,
> According to Sean Clark, you made the stream calls at the Raleigh,
> International Business Park (03-04898) when you flagged the buffers a
> year ago (May 21, 2002). If it makes you feel good, Dave and I went out
> yesterday and agreed with your calls. Attached (I hope) is the memo I
> wrote yesterday saying that. I'm still not sure how they got 1000+' of
> intermittent stream. We only found about 100' or less. Lots of
> Ephemeral channel, though. Does that mean we should issue and they
> don't have to mitigate?
> Larry
> ------------------------------------------------------------------------
> Subject: [Fwd: [Fwd: 401 certification question]]
> Date: Wed, 21 May 2003 15:20:25 -0400
> From: John Dorney <[e-mail]>
> To: Lawrence Eaton <[e-mail]>
> CC: "steve.mitchell" <[e-mail]>
> please relay to steve what you found. thankx
>
> ------------------------------------------------------------------------
> Subject: Re: [Fwd: 401 certification question]
> Date: Wed, 21 May 2003 14:43:40 -0400
> From: Steve Mitchell <[e-mail]>
> To: John Dorney <[e-mail]>
> References: <[e-mail]> <[e-mail]> <3ECA4693.
> I will have to look at the new road alignment. The old proposal clobbered a perrenn
> Do not know about the new. I can go with the bug heads if needed.
> John Dorney wrote:
> > mitigate maybe. they claim that the streams are intermittent. did you have a cha.
> > to visit the site and make a call? if not, larry and/or dave will need to do so L.
> > week. please advise. thankx
> > Steve Mitchell wrote:
1 of 2 5/2210 3 9
4 5 6 7 g g 5
1 2 3
\ ~ ~ I
AINAGE STRUCTURE SCHEDULE STORM DR
~ ~ ; ~ ~ ~ ~ ! i
ZE LENGTH SLOPE TOP ELEV REMARKS MARK INV IN IMF OUf SIZE LENGTH SLOPE TOP ELEV REMARKS MARK INV IN INV OUT SIZE LENGTH SLOPE TOP EIEV REMARKS MARK INV IN INV OUT SI ~ ~ , iSE BASI~J NOTE - - ~
X NEUSE BASI~J c~> cX~ cm cX~ cm c ) y EXlsr. wETLANOS ~ ~ 1 PROPERTY IS VESTED FROM THE ~ (TYp.)
3' 250.00 245.31 253.2 JB THIS PROPERTY IS VI 1 275A 278.01 RTCB 58 (57) 256.82 256.62 270.1 t JB/MH 63 ( ) REQUIREMENTS OF TF '~REMENTS OF'.THE NEUSE BUFFER ~ ~ ~ ~
- 15' RCP 22 3.OX 63-64 12' RCP 162 0.5X RULES AS INDICATED 12 7H V STEO 1 i AS INDICATED IN E E ~ - - S LETTER FROM NCDENR DATED ~
44 PIPE END RIGHTS LETTER FROM 2 274.33 274.13 278.1t(TC) CI 58-59 42' RCP 97 1.OX ~ 2 ~E91RLshRY T4, 20G3. ,S~t't 14, 20G3. ~ ~ \
.45 ~ 27).91 C CI 65 241.56 253.8 (T'S) R1WI 2-3 18' RCP 46 1.OX 59 255.65 255 (T )
3 273.67 273.47 278.5t(TC) CI 59-60 42' RCP 140 1.OX 65-66 42' RCP 8 2.OX ~ ~ ~ _ , y.. ~ I ! ~ \
A 3-4 18' RCP 3s 1.59. 60 254.05 253.85 1270.9t(TC) CI 66 241.40 241.20 253.6 (TS) RTWI i I ~ v A A
4 272.90 272.70 276.4t(TC) CI 46-61 48' RCP 140 1.Of. 66-67 60' RCP 34 1.OX
4-5 18' RCP 70 1.15X 47-61 15' RCP 66 3.OX 67 240.86 ENDWALL w
5 271.90 271.70 275.51 JB/MH 60-61 42' RCP 244 1. X ' \ `1 1 \ 1•
71. 275.01 CB 61 46 248.76 242.80 266.9t(TC) CI ' ' 6 2 5 ( ) ~ ~ , , A., r . , I ' I ~ _ ~ ~ ~~I, - / ~ /
6-6A 15' RCP 133 3.257. (47) 260.45 ~ , ' ~ ~ ; I f, i FER TO SHEET C-8.1 AND ~ ~ ~ , .1. ; , ry ~ , ,NEW PRNATE
-7 18' RCP 147 3.OX (60) 251.41 A ~ ~ ~ ~ ~ ~ l t 1 ! ~ ~ ` I ` !DRAT AGE EAS PENT i ~ 2 FOR IMPROVEMENTS IN ; ~ ~ ~ ~ ~ ' ~ ~ ~ i
6A-7 15' RCP 90 1.OX ~ RPORATION PARKWAY ; , ~ ~ ~ n
7 (5) 267.28 265.88 271.4(TC) DI 61-62 48` RCP 33 1.07. ~ ~ , , _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ - - ~ - 1 I r _ ~ 1~ , [
62 242.47 ENDWALL \ ~ • , ~ ~ 1 - _ - - - - - - - - - " - - - _ (6A) 266.08 ~ . PRIVAif•- BRAMIA6E ' ~ ,
C ~ ~ ~ . _ ENT TYP. I - " 8 261.5 265.01 B \ ~ ~ _ ) ~ . ~ •i- _ - - - _ , W _p
B-9 15 RCP 117 1.OR i l ~ ro ~ I ~ . . ~ ~ ~ / ~ r ~ - - 1 I _ _ _ _ _ , i O AIL
9 260.33 260.13 265.51 CB ~ I I \ -T....~~ _ z-,-~_ ' - _ _ _ _ = ~ • _
7-10 18' RCP 191 3.3X --~-y' ~ SS ~ r ~ ~i ~ ~ X}~ O A I ' W~ 0 1 - r n
9-t0 15' RCP 70 1.OX 1 i _ ; _ 1 ~ -
7 59.58 259.23 267.8t(TC) CI ~ - , ~ I . ~ _ ~ 15' II~P r 10 ()2 , r-- ~ If , ..i~i ~
~ 1 - I I zeo ; ~ 2so 5' RC ~ ~ . (9) 259.43 ~ ~ - -
10-11 24' RCP 7 1.OX ~ _ - RCP \ ~ ti ~ _
11 259.16 258.96 267.8t(TC) CI - • 1 ~ ~
11-12 24' RCP 40 1.27. ` ~ ~ ~ ~ ~ ~ ~ - ' 270.95 - - R AWING WAL ~ ` m RoP _ NEB ~ - NEW CL. B EROSION :15 r NEW ~ATE-BRAINAGE TOP OF WALL V~RiES ~ as ,
12 258.56 258.36 267.7t(TC) CI ~ ~ + , - _ ~ F R - - ' r ! c. \ B ~ ~ - o o ; ONTROL STONE APRON i ~ ~ ' ~ ''EASEMENT (TYP.) ~ ' ~ ~ ~ 5~ MAX. ~ • - C r ~ 1 ~ ` , 1 ~ ~ i~(MIN. 32'Lx12'Wx22'iH)
12-13 24' RCP 168 1.57. - - ~ 6' ~ ~ PRIVA~~ ~ 1 ~ SLQ~E - _ ~ _ ~ ` c,DN GEOTEXTILE FABRIC
~ ~ ~ 13 255.84 255.64 267.2t(TC) CI ~ ~ ~ ' 1 ~ ~ ~ .f ~ ~ ~ „Fc~ DRAINAGF~/~EASEMENT ~ 1 ~ ~ s. TRAM 1 r i . ~i ~ - - ~ \ •
14 257.33 262.Ot(TC) CI \ \ i r ~ ~ P . 1 • ~ 271.0' 971.5~~ \ ~ ~ ~ 1 , , ~ - ~ - , } ~ ~ ' ~ : ~ "f..' j c ~ f' LINE ENBANKMENT WITH
14-15 15' RCP 39 1.07. ~ ~ I ~ ~ % . ~ ~ i I ~ ` 1 i ~ ~ " - `U ' i, , ~ ~ ii ~ - -1 ~ ; ~ CLASS i RIP RAP (MIN 22' -
15 256.94 256.74 262.Ot(TC) CI , \ ' ~ , \ I ! r~ - I j ~ - • ~ _ r ~ ; , ~ ~ ~ THICK) ON GEOTEXTILE 0 ~ ~ -y,~ ~ ~ ~ A
15-16 15' RCP 59 1.07. \ \ \ - ~ ~ \ - Z ~ 1 ~ ~ + s ' ~ ~ FABRIC TO ELEVATION 246.0 + X70.54 ~
16 256.15 255.95 265.4f(TC) CI \ ~ ~ ~ I _ 268.83 ~ • ,A ~ i , •l. Se ~ ' 'LP 1 : 42 RCP 1. ~ I , ~ r D S01 ~ ~ i OR eo t,n \ WO FLOOD HAZAR LS
16-17 15' RCP 33 1.07. ~ ~ ~ i 17 255.62 255.42 263.Of JB/MH ~ _ 'b • b _ , ~ ' ~ 42' ( BM 1988, PG 1363
sa ~ 18 255.23 259.5t(TC) CI ~ 'y ~ • ~ a ~ ~ J~a ~ ~ , TYP. EA. SIDE - r \ , \ , \ ~ t +n 48" RCP • ~ (
1 18-19 15 RCP 67 1.OX / • ' I i ! ~ \ ~ I 2x1.92 271.9 5p 1" ` ~ ~
~ I z- - I I I g - \ ~ ~ 19 254.56 254.36 261.9t(TC) CI / , I ~ ~ ~ ' I ~ ~ ~ \ , 272.0 271.5 ~ 271.9? ,i - - \ ' ~ 1271.5 272.0 ' 271.5 271.92 ~ e~ ,
I i K - 1 7 ~ .N. R ~:.i, 19 20 15 RCP 184 .0 , 1 ! 272.0 ~ 271.5 n 269.5 p 272.0 - BERM - 254.3
20 252.52 252.32 261.3f(TC) CI ~ ~ - - - i , ~ ~ r i 1 O ~ I': ~ , - ~ - \ ~ ~ I I I 267. ~ - ~ i ~ ~ 36" RCP ~ N J • ~ 11~
20-21 15' RCP 183 1.OX \ j ~ ~ t~ rl ~ 269.5 A ~ .r, _ ~ hid ' I • ~ 60" RCP t~ ~RQ ~~i
~5, I ~ CI ~ ~ ~ f j • 21 250.49 250.29 261.6f(TC) 5.~ 1 , ' ~ I ' ' 27.1.33 : ~iNEW CL B EROSION , / ~ I , ' i ~ ~ • ~ .I 9
17-22 15" RCP 233 1.SX \ ~ i ; ' 27 L3 - • 1 , ; ~ , 271 s2 ~ © 1 ` ~ CONTROL STONE APRON ~f Q ' ~ ~ ~ / ~ ~ ~ ~ a ~ ~ ~ MIN. 40'Lx15'Wx22"fH 4 ' 22.0 1 ~ 1 • ( )
y MAX. SCOPE ON ~ ` ' 5 ! v ~ • 21-22 18' RCP 10 1.07. IDEWALK ; ; 271 2 ` ~ , ; ; I ~ ` i , ~ BERM: 249.0 'ON GEOTEXTILE FABRIC
/ ~ 1 I , , _ _ _ _ 271.8 22 (17) 251.93 250.00 261.5t(TC) DBL CI r~ ~ ; ~ ' ~,I ' ' I ~ ~ NOTE: REFER TO LANDSCAPE
I ~ 272.0 I (21) 250.20 ~ I ??.g~ ~ ~ ,r~r~. • ~ ,p 'PLAN FOR SLOPE t•' .
~ ! 271.6 ~ STABILIZATION AT DETENTION 0 ~G r'
C ~ PR i ~ ~ ~ 1 271.8 ~ 71.5 22-23 24' RCP 125 1.OX ~ j ~ ' ~ ~ \ - ~ ~ ~ , ' ,I I 1, ~ , ~ t° ~ t~ 1 PONDS AND LEVEL '•.,P. N~0.~~`' 271.62 , 1 _ ~ I ~ wET aOND 2 ~ • ~ j ' ' i , I ~ ~ /.r.. , 1 , .-SPREADERS
23 13 251.00 248.50 262.61 JB MH y-' ~ ' ' ~ I ~ W~ . ' i ~ ` ' l w.E.~ 250. ~ ~ Lt ~
I' r I ' (22) 248.70 ~ 1 ; ' 1 \ \ gin' ' si Z7 271.92 f I I ~ ~ ~ NEW CL B EROSION i ' ~ ' , I I LEVEL- CONTROL STONE APRON'
~ sz / I 23-23A 30" RCP 55 1.5X ~ r 272.0 ~ ; i ! ! , ' I I S ~ EADE ~ ~ .'r , . (MIN. 21'Lx12'Wx22"TH)
247.68 47.48 262.78f TC CI \ / - ~ I I i ' ' . 23A 2 ( ) ~ I ' SUPE~CEN~E~ JL92 ~1 .':'.'.I:'. ' N OT XTILE FABRIC _ 0 GE E
- 4 30" RCP 120 1.57. ~ ~ ' ~ ~ - / + I I 23A 2 i I ; f, i - ~ 1~ ~;C='f~g2--~GL OL ~ j , • NEw LEVEL sRREAD~R ~1
24 (23A)245.68 243.82 256.01 JB/MH \ ,,~p ! ~ I,' I ~ ~ • i ' , I ~ I ' - ~ rti. i ~ . i ';r'; ~ ® ~ i / _ SEED ANY BAR AREAS
~ .9 c • 1 ° 272.0 I ~ 203,942 , S.F. a ~ ~ ~ ~ , , ; I ~ r~ , t n ~ ~ , • ~ . • j . ~ - IN LEVEL SPREADERS ~ ~
24-25 30' RCP 91 2.OX NEW RETAINING WAtL ` , I `il"I I k TOP OF WALL VARIES I ~i~, ~ I ~ ,~I~; I I ' I I f.F.E. = 27L.O 7 ~ I ~ 12' RCP WITH WEEPING LpvE ! ~ ~
25 243.78 FES ~ I 27 ~ I i , I ' ' ; I ; i , ,'i;, I i i ~ 271.6 i / ~ / , -~6F_'~,S$ I I , ; I 1 271.92 O fj!~ ~ • 12' RCP ` ~ ~ y.
25A 2' 247.3 242.33 249.8 JB ; I ~ ' I • ' ~ ' ~ ' ~ ( ) \ °,~,i I ~ Q / 272.0 I;,`. 1; V J ..i . ~ ' ~:42• RCP r ~ °T~ ' ~ 1 ~
25A-25 12' RCP ss osr. , ~ I I ~ ! + ~ ~ ' v2.o ~ ~ I , i I ~ ~ ~ ~ ~ ) L` f~ ~ 1 % ~
258 242.00 PIPE END ~ 24 ~ ' } ~ ~ , I , . , ~ , ~ , / ~:F1~ -i--~/- . i ~ ~ ~.,i ~ i / ~ NEW CL. B EROSION
25C 242.00 250.31 (TS) RTWI ~ ~ ' , I ' ~ ~ ~ ~ u ' , , ; : i N CL B EROSION , , " _ _ ~ ~ I I ~ ~ _ > ~ ~ t ,CONTROL STONE APRON
~ ~ i 25C-25 42' RCP 31 O.SX ~ I ! ~ ~ ~ 27 .D ! ~ 1 1 , ~ , ' ' CO TROL STONE APRON j _ ~/~i ~ V V~ MIN. 20'Lx7.5'Wx22fiH tt,f (MI . 32Lx12'Wx22"TH) :a'i i ON GEOTEXTILE FABRIC
25D 241.85 ENDWALL ~ ~ ~ + 'I 2 1. ~ ~ ~ ~ , . I ' ' ' i ~ . . ' 1 ~ I i i 4 ' ; I ' ' ! ~ ON GEOTEXTILE FABRIC © ; `,i' 1 ~ I
26 (15')279.06 278.86 296.01 JB/MH ~ • ~ i I ~ ~ ~ ' ~ ; ~ ; , ' ~ ~ ~ .I. I I ~ i ~ - ~ ~ ,PROPOSED ~ ~ ~ ~ • , , ~ ~ ; , ~ ~ N - °J BERM 250.8 Q
(2)2 950 ~ ; 'I• ~ 271.7 272.0 ~ / 1~:.:-, i I ~ j yowET POND d ~ ~ ~ ~ ~ 7 ~ - - . - a W.E. 24Z. ~ \ r
l i 27 .p 27 280.30 288.3f RTCB 1 ~ ~ ~ I " •o i , R •P' ~ - ~ ~ Z
1~ ~I I 72.0 ; I, 6-27A 42" R P 172 2.OX + VP 4ii h ! ~ 2 C 1 ~ 2 .2 ti ~ i; ' 272 + } I, - 272.00. ~ ~ ?~ir•f' ~ _ i \ ,NEW RETAINING WALL i J r •272'0'- ao i"` ` ~ i . 272.0 - _ 4 ~ ~ TOP OF WALL VARIES .
D 27-27A 15" RCP 23 10.07. ~ G ~ ~ ~ p GUY ~ ~ ~ ~ 271.Tb I 271.75 ~ ~ - _ - ~ ,
27A (26) 275.42 271.40 283:Of CB ~ ' _ , c, , - - ro 272.0 272.Q 1 _ r , ` i 271.7 ~ ~
~ i ~ .~"2yC- ~ i I~~•o'~ ~ . • (27) 278.00 ~ , ' ~ ~ ` ~ ~ ~ ~ to Z f' 6 OC
1 4 83.01 RTCB ~ ~ r-•.,,v, ( ~ ~ 27~.8~- .271.85 I' ~.--,-y--.~ 28 27 .2 2 ~ -f MlN ~ ' 7 f - I . ~ ~ 19 71.75 PI ~ 1 i a 2 14 ? 261.1 15" - ~
29 275.93 279.7t(TC) CI 7 ~ ~ ~ - ' / , ' ` D IN (TYP,) 271.7 ' ~ ' • r r ~ 6 c U d 271.75 27.75 ' •'I I ~ ~~263.J 263.3 / \ S W W Z Wa
29-30 15' RCP 53 1.OX 1 \ : , ti ~ 46 RCP 1 n l~E 262.8 r k ` _ ~ r~ - 2 9m
30 275.40 275.20 279.8f (TC) CI ~ , , ~ " ~ - - - - 1 ~ _ - ~ 271-8 - ,.-~~•J_ 27o.a ~ `rr s ez. ~ ~ 0 OW t ~8" RCP 63.5 ~ . ~ ~ Q ~m 1 , oW - (D
30-31 15' RCP 24 1.OX _ ~ - = _ - ~ - _ - ~ ~tpp - ~ .270.3 ~ ~ _ _ - - .~E I' W - ~ U ~ a. 770.22 ~ , +r 262.75 . •263.5 ~ Z e ~ 1 ' - -'RROPOSED , ' 262.8 V - f3:
31 274.96 274.76 285.St(APRON) RTCB ; ~ a P r l - N.. . I , 270.22 `f~ 265.0 - RETNL ~ U 26 5 ~ '°o, Z ~ ~ W A ~ ~ ~ a ~e 0 t - . PROPOSED' . _ . ~ ~ , " lLl Z } W
1-32 15' RCP 66 4.4X - ~ A 3 ~ _ a ~ " ~ ~ o . s s FFE 263.5 - - ~ ~ W J a ~ ~ r ~ ~ ° 4 . RCP ~ „ OFFICE." ~ - - a m W W
32 271.86 271.66 275.8t(TC) CI _ - _ ~ ~ a ~ ~ ~ i r a _ 15' RCP _ ~ • ~ ' _ 1 36 ~ ® ~ ~'0 3 W ~ , ~ ; g, a ~ =263.5 ~ ~ ~ ~ ~ _ ~ P ~ ~ • RCR ~ ,j• r 263.5 ` ~ ~ ~ 3 J LU -J
27A 33 48' RCP 128 2.OX . ~ _ - ~ ~ i R 263.6 ~ m W l • 1 r ~ 262.84 ~ - 1 1 ~ ~ . ~ ~ ~ - ~ ~ LIJ C<
28-33 15' RCP 60 4.OX - _ = J : lP - ~ ~ ~ _ _ ~ , ~ - ~ } J. + ~ i ~ ~ ~ 41 ~ ' ~ 262.86 i~ ~ \ , o i ~ 62.68 _ - ~ Z .
32-33 18' RCP 146 1.OX ~ ,1_ - 262.6 I 1 1 - - W
33 (27A)268.84 268.64 275.8t(TC) CI - ~ ~ g,5 % , i 'r ~ 1 ' 262.84 ~ : 1 ' 262.84 ' 3 i . Z 48" FCP 6~' I _ L 3 ~
(28} 268.84 - 5 RCP " _ 32 2/0.20 f? - ~ _ - _ _ - 1 ~ ' ' f.. - - ~ ~-262.48 I I ' ~ ~ I 262 48 ~ - ~ ~ MI ~ - ?4• K ~ ~ ~ ~ RCPT I ~ j 1 ! ~ CP~ - 15' RCP , ~ 262.84 ~ ~ Q
II - . - y ' - _ - - - - _ i ~ , - ~ V u_ x ~ o
34 266.63 270.5t(TC) CI I L - _ - _ as _ _ ~ ~ ~ • 260.98 1 - ,4 a
33-35 48' RCP 263 2.59. ` 2FiR.1 . , ~ • 4' ~ 15 ~ r' I M ~ ' r~, 2 O _ 61..Y
34-35 15' RCP 123 2.5X , , - _ _ - " - ~ - - - - 9iV - - I 1 ~ ~ i 4 l/ ~ , 40 21
35 (33) 262.07 260.28 268.6t(TC) DBL CI ` f ^ - - p~ _ - - - , r. % fj ~ ~ '
E (34) 263.85 ~ 4 II a si !s - - ~ ~ 15' RCP ~ - ~ ' 1 ~ '.•I ~ ~ ~
35-36 48 RCP 18 1.2X ~ i ~ ~I r~ ~ ~ i ~ I r l i
36 260.06 259.90 268.6t(TC) DBL CI _ ~ - Q ~ ~ ~ NEW RETAINING W ~ ~ ~ ~ r i'I ' 1 ' i. ! ' w ~ ~ ; ~ ,
36-37 48' RCP 245 1.2X ~ _ _ _ TOP OF WALL IE _ - ~ , 37 256.92 256.72 268.9t(TC) DBL CI BENCH MARK ~~~'a I ~ ~ ~ i ~ ~ ~ , r
FlR H RANT \ I ~ ~ ~ Iii _ _ ! - ~c , 37-38 54' RCP 130 1.OX E YD ~ _ _ ! i ~ ~v ~ ~o ~ i ~ i a ~I ~ ,
TOP PAINTED FLANGE BOLT \ ` - _ ~ ~ _ - - - ~ . 38 255.42 (39) 255.22 268.31 JB/MH ELEV-297.53 ~ ~ - r- _ - ' 1 ~ +
42 255.22 SPUTTER (NEW BENCHMARK WILL NEED o \ - _ ~ oq ~ ~ , y74,7:: _ _ ~
( ) ( ) TO BE ESTABLISHED) yq4 - _ ~ - 275.7 - 1 - _ - , 38-39 48' RCP 75 S.OX - _ ~ _ _ _ - ~ ~
39 251.47 247.87 266.31 JB 5'X5' ~ - _ _ - 1 ~ ii I ~ ~ ~ ~ -
y r r 39-40 48' RCP 47 1.07. - / - - ' _
I ' ~ ~ `273.5 ~-"e 40 247.40 ENDWALL
41 260.96 265.2±(TC) DBL CI a s 8.0% _ '
38-42 48' RCP 64 1.0% .274. 2 9 - -
} i 4 RCP 41-42 18" RCP 129 3.0% 1 \ \ 15' RCP _ i 269.4 267.3 263.1
47± JB MH 15' RCP 42 (38) 254.58 25.38 268 / _
41 257.09 s > • a > - - REVISIONS BY 12 Y
-43 48" RCP 32 1.0% - - 42 • • A w APR LW V 8KO
43 254.06 253.86 269.4±(TC) CI i . • ' - - - _ ~-OM D 18' RCP (DE" CIM SKO 1 s 76,8 24' RCP n n
43-44 48" RCP 105 1.0% - 76.34 0 15' RCP . 06 JIM 2005 66.34
00 44 252.81 252.61 270.3± MH QpW mWQ REVEWI ttt aww
44-45 48' RCP 105 1.0% 6.1 274 2 i 270.5 to - - 264.8 / _ fl JUN 2005 - P ~ - - ~ 1(F. n I 2 1.46 I ~ 265.4 15' RC 3 _ t p 4 (90% CD) DLH
45 251.56 251.36 268.5±(TC) CI - 8 C- 270.92 270.4 s 267.0 DLH
45-46 48' RCP 100 1.0% a ; 1 0~ 12"X12" PRE--FABRIC 2" PRE--FABRICATED - .277.0 - i I I 21 AL 2005
1 tr t l o 46 250.36 250-16 268.8±(TC) CI REFER TO SHEET C-8.5 PVC-AREA DRAIN Vk=l ~ RAIN I 271.04 15' RCP QPW 1REA D _ t l o i ~ II fq3w$} ~ q OPw
FOR IMPROVEMENTS IN TOP=2'76:8 a0 47 262.43 265.9±(TC) Cl NEW HOPE ROAD INV=274.8 276:8 276.84 70.7 - ° 15' RCP t i !74.8 _ - 1, r
49 266.48 283.0± CB M p a ~ 277.0 I 2 .34 271.56 271.06 ( I 267 is
v 49-50 24" RCP 52 .0% i j NEW RETA N1NP WALL •TOP_OF WALL VARIES _ ~zec- 6\ 27 .98 265.98, - l
50 264.92 264,72 269.5±(TC) DBL Cl Z 1 _ I m 70.9 ~ PROPOSED Q.
51 268.00 272.0±(TC) Cl ~ - _ . _ 1 , ~ _ e RETAIL
_ NEW RETAINING .WALL ~ 50-52 30' RCP 97 TRACT ID ' 1.07. - - - ~ - ! - - - - ~--zea-~ Q - ..SIGN " " - - T00 -Of WALL VARIES RETAINING .WALL - 277.0 FPE - 271.7 2 0.0 h ' 'PROPOS WALL VARIES 270. 271.56 271.06 2 .5 a I 266.34 PROPOSED; 8' PVC 0 )F I T0P-276.8 RETAIL 5.7 266. 4
w 51-52 15" RCP 25 9.0% RtaniL : 1% MIN I i FFE - 277.0 I FFE - 267.0' ,
52 (50) 263.75 263.55 270.4±(TC) Cl 8 8 ,.PVC: 0 t.0•% -MIN. 'C 0 t:o-% -MIN. 0P=276.84
I (51) 265.75ppu V •w 8' PVC \ ® -1-.09. MIN. 27 w 'C.® -1-.09. MIN. - %or 266.84
U 52-53 30" RCP 120 1.0% - r ` ` - - - - • RC w 6' PVC 0 267.0 5.0% MAX. , e I 1% MIN 8 266.58 SLOPE 6
i 53 262.35 262.15 269.81(TC) Cl 3 8 79.1 - - - - -
3 54 266.80 270.8±(TC) Cl v 9 pp P MH PP UGFOC _ PP OHPkPH P P DRAWN
• 54A 278.00 281.5± Cs pp I -
N 53-55 30" RCP 155 1.07. ! on-on -0 A CFECKED -
-----x - a w w w w w wp r w--w w y 54-55 15" RCP 93 5.07. w w w w w w w w w~~ w w -_____~--_H
-55 15" RCP 155 10.0% a U'GFOCM~ 4 gOUTHERN BELL 54A 1 F18ER OPTIC CABLE MARKER ! NOSE: DO NOT EXCEED 2% SLOPE, , I UGFOCMJ ~ DATE ILE MARKER EACH WAY ACROSS HANDICAP !
55 (53) 260.60 260.40 270.4±(TC) Cl - ra 3 0 PARKING SPACES NORTH 31 MAR 2005
Id z U (54) 262.15 - ' s ~ SCALE
c -UGGL Q7 (54A)262.50 1 - - _ ~ TV x 1 •80'
0 56 262.53 266.3± TC Cl -------Z(A 0 60 120 180 ,pg No.
55-57 36" RCP 239 1.07. a 1 a
/ 56-57 15' RCP 80 5.0% yA~ ~ REFER TO' SHEET C-8.3 AND RBPCW r
3 ~ EW' BERN' AVE. ,(U. S. HIGHW U 57 (55) 258.01 257.81 269.3±(TC) CI o S. HIGHW, Y 64), 8.4 FOR IMPROVEMENTS IN SHEET NEW BERN AVENUE SCALE IN FEET i
11 m (56) 258.53 s a PP PP
D: 57-58 36" RCP 99 1.0% / I a DD Pp,-
I
U N GRADING PLAN.
0 L_
C OF SHEETS 's
L~
f

6 7 g g
4 5 3 1 2 5
\ \ \ ~ ~
y \ i ; ~
RAL NOTES GENE \ t\ \ ~ ~ \ ~ \
1. ALL MATERU~LS AND METHODS OF CONSTRUCTION SHALL BE IN ACCORDANCE \ ' ~ / ' ,
WITH CITY OF RALEIGH AND THE STATE OF NORTH CAROLINA STANDARDS AND ' I ~ \ ~ \ \
SPECIFICATIONS. ~ \ \ _ \ ~ ~ \ r.~~
2. CONTRACTOR SHALL HAVE NORTH CAROLINA ONE CALL (1-800-632-4949) ' - 1, 1 ~
LOCATE ALL EXISTING UTILITIES PRIOR TO BEGINNING CONSTRUCTION. \ _ GRAVEL AND RIP RAP
3. CONTRACTOR SHALL VERIFY THE LOCATION AND DEPTH OF ALL EXISTING A UTILITIES AND NOTIFY THE ENGINEER OF ANY DISCREPANCIES OR CONFLICTS , c i l', .I MPORARY i ~ , 'i ~ a~ ~ ~ FILTER BASIN ~5 j 'o I \
PRIOR TO BEGINNING CONSTRUCTION. ! ! I \ ~ 1 j ` i \ i I ~ ,A ~ ~ A - ~ /
Y REFER TO SHEET C-8.1 AND ~ INST SILT FENCE ' Cb CT~2 S ROVIDE \ ~ ,CRAVEC\ D RIP~•RAf? ~ NEW SILT FENCE WITH ~ \ SILT FENCE AthDITI NAL SONS U IONS, ENTRAN S / ' ~ ~ ~ / ? \ ~ TREE PROTECTION SIGNAGE ,
4. BOUNDARY AND SURVEY INFORMATION IS TAKEN FROM A SURVEY 8 GRAVEL ~ RIPRAP HORSESHOE R BASIN 2 8.2 FOR IMPROVEMENTS IN , _ _ACROS PIPE ONCE KEN CLOSE, INC. GRAVEL do RIPRAP FlITE ~ FlLTER BASIN ~3 OS PIPE ONCE AS CO PORATION PAR AY',IS ' FlL~tER N ~4 ~ / ~ , I INSTALLED AND ` ~ ' (TYPICAL) 1 ~ \ A
D AREA ~ 2.4 AC CORPORATION PARKWAY PIPE I INSTALLED ~ ~;DISTURBE DISTURBED AREA = .92 AC BACKFl BEGINS COMP D AND EXIST. \ ~ ~ti ~ - ~ i / \ KFI BEGINS RNE IS MOtlED AS \ ~ / ~ / CRbSS-1~CCES9, 0 ~ ~ ~ ~ ~ o
5. ALL CONSTRUCTION SHALL CONFORM TO A.D.A. STANDARDS. ~ ~..pRAINAGE AREA ~ 2.4 AC DRAJNAGE AREA = .92 AC MIN, VOL. = 2.4(1815) ~ 4,368 CF ~ MIN. VOL. _.92(1815} = 1,670 CF t ; ' R UIRED`TO PREVENT~MU AND~~ ~ ~ - -1 \ ~ / NEW TEMPORARY GRAVEL \ A J ~ EO ~ \ / ~ ~ r
~ ~ FUSE 2Tx 54'x 3' DEEP PIT ~ i ~ ~ USE 1Tx 34'x 3' DEEP PIT ~ ~ ~ DEBRIS FROM BEING DEPr~S ON \ ; r \ \ ~ ' ~ CONSTRUCTION ENTRANCE ~ r / \ n j THE PUBLIC' STRElrT. \ Z , - ~ ~ I~ ~ (BEGIN AT EDGE OF EXIST. / ' \ \
~ \ ~ BERM ELEVATION = 288.0 _ - _ _ _ _ _ _ _BERM ELEVATION = 264.5 ~ ; 1 ' ~ ~ \ 1 ENT) ~ ' s \ ~y r
\ ;G CK DAM, ----------.+v_ _ ~1, i 1 _ ~ i , f ~ ..~e~ - A ~ ~ j ~ ~ ~ ~ / \
\ ~ / ~
_ J ~ _ _ , 1 ~ FEN ONCE' ~ _ _ _ - _ _ _ ~ _ _ _ _ ' ~ , - ~ ; - ; - 1 _ - - ' ~ ~ , u ~ ~ r _ r^ ' 260 / /
' ~ ~ m \ DITCH 15 REMOVE - . - - - ~ - - - - - ~ _ , . - _ ~ ~ _ ~ ss ~ N Q. _ - ~ _ _ - _ , L ~ 1 i
_ ~ / ~ I I T \ ~ 4 ~ ~ _ 1 ; 1 r r ~ 1 . r• a'r i~~ "~6
' I: r ~ / ~ r . r• o , ~ ~ r ~ ~ ~ i X
.I ~ , I ~ ~ • ~ A , ~
~ II ~ 290...~~,\~ 260 X15' RCIZ I ~ "Rrw 1 ~ . ~ .1 • , = . a ~ CONSTRUCTION SE UENCE r ~ ~ 1 _ . , f ~ I
T NCE WITH TREE I ' _ (tCP ' ~ - ® i ' ~ - .L ' NEW SIL FE ~ ~ - ~ \ ~ ~ j I ~ - > r i__ ~ , 1. INSTALL TREE PROTECTION FENCE AND SILT FENCE WITH TREE PROTECTION ~ as - ~ ~ ~ F R N- IT IN P TIN Y NIN IN P TOR. ~ b as r , _ , ~ ~ ~ \ SIGNAGE. CALL 0 0 S E SEC 0 B ZO G SEC
PROTECTION SIGNAGE ~ ~ ' ' ° l _ _ ~ ~ V ` , ~ ~ ~ . ~ ~ ~ ~ "I RGP ~ .
, ~ ~ - ~ 5 ~r I _ EYI TEMPORAL ~ \ 2. IF APPROVED, OBTAIN GRADING PERMft. -`A€IN TEMPORARY R6CK ~ ~ NEW CL. B EROSION
r j ~ ! 4' CHECK DAM 15 r \ i + CHECK DAM ~ ~ ~ ~ ,j' ~ ! `CONTROL STONE APRON _ ' ` ' ~ ~ ~ ' 1 l \ IN. 32'Lx12'Wx22"TH 3. INSTALL INITIAL EROSION CONTROL MEASURES INCLUDING GRAVEL CONST.
~ ~ ~ ~ ~ .1 'IRAN i ' 7 /'f ~~-~Y..~. ~ \ , / , , ~ r ~ ) ENTRANCES, GRAVEL AND RIP-RAP FILTER BASIN ~1,~2,{(R3,~4 AND ~'5 _ ? ON''GEOTEXTILE FABRIC RISER BASIN 6, 7 AND 8, ROCK CHECK DAM, INLET PROTECTION
" , r ~ ~ _ ~ / ~ , \ ~ - SEDIMENT PIT, SILT FENCE AND TEMPORARY DNERSION SWALES. INSTALL ~ -
~ , / RISER BASIN FILTETt ~fi PERMANENT STORM DRAINAGE AS SHOWN ON DETAIL AT RISER BASIN ~6, ~1 ~ / ~ 7 AND 8. ~ f \ 1. ;'~,I a 1 J, \ (REFER TO DETAIL FOR IY ill
/ ~ ELEVATIONS ON DWG.
\ - 7 ~ ~ ~ i / ~ r 'I 6 ~ ~ ~ ' " - ` ~ ~ ~ + , 4. CALL 890-3453 FOR ON-SITE INSPECTION BY CONSERVATION INSPECTOR. I_~. 1 \ IF APPROVED, BEGIN CLEARING AND GRUBBING.
~ I , ' b ~ ~ 1 - 1 ~ \ - - I - 1 I ____J \ ~ ~ ~ o - \ ~ ` ` ' `~a
. , ~ ~ / ~ , ~ I _ _ f , ; ~ 42 RCP . ~ ' WO FLOOD HAZARD SOILS 5. MAINTAIN DEVICES AS NEEDED. GRADE SffE. INSTALL STORM DRANAGE AS
/ _ _ , 1, I III r f ~ _I I b _ ~ ~ ~ ~ \ BM 1988, PG 1363 SfTE IS BROUGHT UP TO GRADE. PROVIDE INLET PROTECTION AS SHOWN Iy ' ~ ` \ RT RMWA T PR I RM- ~ ` ~ ~ , \ TYP. EA SIDE ON THE PLAN. DNE STO TER 0 OTECTED NLETS. NO STO
1 \ i l ~ ~ I ` t p . ~ ~ , ~ - ~ ~ \ 48• RCP ' \ ~ \ ~ ( ) WATER SHALL BE ALLOWED TO PASS FROM INLET ~ 38 TO INLET ~ 39 ` ~ - - ~ \ UNTIL ALL UP STREAM AREAS ARE STABIUZED AND SEDIMENT PIT AT
. ~ _ ~ \ ~ RISER 6 HAS BEEN APPROVED FOR REMOVAL. PROVIDE SOUR WATER-
GRAVEL ~ RIPRAP FILTER \BASIN ~ 1 ; { ! ~ ' ~ ~ ~ I 1 I ~ . a ~ ~ 61 - 1 \ ~ f. TIGHT LATE AT INLET ~ 38 SO THAT NO FLOW IS ALLOWED TO GO TO \ n ~ p , ~ INLET ~ 39. FILTER BASIN ~1,#2, AND ~`3 AND RISER BASIN {~8 SHALL
STURBED AREA = 1.25 AC , { I ! I ~ ,i ' ' l ~ ; ( ' ` , D. NAGE (AREA ~ 4.19 AC . ' { I I I ~ A ~ ~ I tl NEW TEMPORARY (DIVERSION , RSION p • ' ~ ~ \ t \ ~ BE REMOVED ONCE ALL STORMWATER IS DIRECTED TO RISER BASIN ~6
_ 1 I r - _ , ~ I MdJ. VOL. ~ 1.25(1815) - 2,269 CF ~ l ~'I ~ j; l'•. J SWALE. ADJUST OCATION AS , 'ION AS ~ i A 'ti 36' RCP V ' o ~ AND {(17.
~ ' 9'x 4b'x 3' ` EEP PIT I ~ ~ ~ ~ ~ ' ' I ~ ( ~ . ti REQUIRED AS S E IS ; ' ~ ~ ~ USE 1 D ! ~ I , I _ j ~ I ' P GRADE BERM ELEVATION ='.284.0 ~ I ~ ' ~ \ ` ~ ~ . i ; , ; I A ~ ~ I BROUGHT U j ~ \ ' ~ , 60' RCP ' ' ~ ~ ~ 6. BEGIN BUILDING CONSTRUCTION.
/ , i , . I , l \ ' f I', I r ' ~ 1 ~ ~ - i l~ ' ' ,NEW CL. B EROSION ~ ~ ~ ~ ~ 7. STABILIZE SRE AS AREAS ARE BROUGHT UP TO FINISHED GRADE WITH ~ ~ CARO(~ •y~
~ ~ _ ' ; I , ~ ! I ~ , j ~Nj , A i A i ~ , ~ \ CONTROL STONE APRON VEGETATION, PAVING, ETC. Nq
~ r ~ ~ ~ ~ ~ ' I ' , ! ` ~ NEW SILT] FENCE W TREE ~TEMPORAf~I' DIVERSION ~ ' ~ ~ I ~ I ' ' ~ , ~ ~ ~ ~ I--- ~ ~ 1 ; 1 - - ~ " ` I ' ~ PROTECT(@N SIGNAGE TYP \ ' BERM: 249.0 I \ MIN. 40'Lx15'Wx22•TH} E$$ TREE ~ 1 . - ~ ( F H TYp `,1 \ \ ON GEOTEXTILE FABRIC 8. WHEN CONSTRUCTION IS COMPLETE AND ALL AREAS ARE STABIUZED
f. ) f.) \ _ ~ \ - \ ~ ~ \ ~ - , , \ COMPLETELY, CALL FOR INSPECTION BY CONSERVATION INSPECTOR.
i ,i ~ ~ TEMPO Y~'GRAVEL ~ ~ i ~ ~ I I ~ ; 8• DI IF IS APPROVED REMOVE TEMPORARY ER SION ONTR MEASURES
~ ~ N CTION ENTRANCE ~ I ~ i i ~F ~ 1 i ' ' ~ ' . 1 \ CO ~ , ~ ~ , ' ' REMAIN ~ ~ ~ , ~ ~ ~ ~ ~XIST. DRIVE 0 \ i ; i r ~ 9 SITE 0 C OL y UN \ ~ ~ ~ 1 AND SEED OUT OR PAVE ANY BARE AREAS. ALL SEDIMENT SHALL BE L
P TI N ~ i~ I I , i ~ ~ - _ _ ~ ( ~ ~ ~NTIL COR 0 0 \ ,cS- i' / I ~ 1 i ARKWAY ~EN TO SERVE ~ / /'•r• • ~ ~ ~ REMOVED FROM THE WET PONDS AND THEY SHALL BE GRADED AS SHOWN \C~~•' SERVE ~ ~ , ` , AND SEEDED. ONCE SITE IS STABILIZED ANO EROSION CONTROL MEASURES p. EN •
~ I ~ t ~ , 1 cn , , ' ~ / ,ADJACE PRO ~ \ , ~ ~ ~ , ~ ~ ~ • " ~ ARE APPROVED TO BE REMOVED THE SOUD PLATE SHALL BE REMOVED. ~
J 1 ; , t 1 S 7 i I ' THE FINAL ORIFICE PLATE SHALL BE INSTALLED IN STORM BOX yy38 ON ? / c r 1 . ~ R
~ ~ ~ ~ I ' I.. I ~ _ - • ;.•r ;i:• OUTLET TO STORM BOX 42 SO THAT STORMWATER OUTLETS TO WET ~ -N CL. B EROSION POND 2 AND EXISTING STREAM. / •~o' 4• EW
i~ ~ I I ~ i i • ~ J J • CONTROLS NE APRON
~ 15' RCP ~~I 1 ~ ~ ~ ~ ~ I I A I T ~ I , _ ~ OSED ~ I / ~ ~ ~ ' ' (MIN. 21'Lx12 x227H) 10. WHEN VEGETATION HAS BECOME ESTABUSHEO, CALL FOR FINAL INSPECTION a ~ ~ % ~ UN GEOTEXTI FABRIC BY CONSERVATION INSPECTOR.
~ ~ \ I I ~ ~ I ; , I . ~ ; ~ ' ' 'I~ p,~,~~,,,a WAL-~IART NEW CL B EROSION ' - A`II `d ~ ~ \ '1' SUPERCENTER NTROL STONE APR ~L. B EROSION - ~ i ~ ~ ~
\ ~ ~ ~ i ~ , REMOVE CO ~ I ~ I , m j ; I I - ~ FFE =2'72.0 MIN. 20'Lx7.5'Wx22" tOL STONE APRON ,,o ~ • f ~ 1 TOTAL DISTURBED AREA: 38.8 AC t 20'Lx7.5'Wx22"fH) ~ • ~ ~ ~ `
, I ' 1 I ~ , ~ N GEOTEXTILE FABR 1 ~ A 1 li ~ f i ! ~ I!,~ ~ , O I` ~ I ~ . EOTEXTILE FABRIC i ` , ~ ~ 1~~
~ / .^.;~,.y. P ~ ra NEUSE BASIN NOTE
. I. ~ I~ ~ ~ ~~v PROVIDE BLOCK AND G L ~ ~ ; ! I' . , ~ ~ ` r , N TEMPORARY ~IVE. P RAR RSION / 42 RC 1 ~ ~ o- fEM 0 Y ~NE ; + ~ 4 »1~~9 FR M ~ ~ • pl ~ THIS PROPERTY IS VESTED 0 THE
` ~ ~ ~ INLET PROTECTION FOR L " I I ~ ~ ~ i~ I I ' ~ A ~ SW .ADJUST LdCAI I ~ ~ ~ ~ INLETS UNDER CONSTRUC, ION ~ REQ (RED AS SITE IS , iAll II - II I , . ADJUST CATION AS r'~ . - Ld / ~ ' ' , - / RISER BASIN FILTER 7 REQUIREMENTS OF THE NEUSE BUFFER RED AS SITE IS + ' ~ / ` ~ ~
' ~o' ~ ~i' I.; ~ ! ~ 1 ~ BRO HT UP TO GRA t A I , i I, , ~ ,HT UP TO GRADE I ~ Q ~ • iy' ~ ~ i ~ \ a° (REFER TO DETAL FOR RULES AS INDICATED IN THE VESTED ~ ro c NR ~ ~ ELEVATIONS ON DWG. RIGHTS LETTER FROM NCDE DATED
' I I i t ~ ~ ii 'l I L~A ~ ~ I / ~ I ~ , { ~ ~ r ~ + ' ' \ ` ~ RUARY 14 2003.
~ ~ rArar e+s~'+ ' 1 I ' ' ~ t ~ ! ; ~ , ~ - DO NO DISTURB' STR DISTURB STREAM K ; / ~ ~ ,
1iJ.4t A I 111 ~ ~ ~ 1 1 ~ I ` I. ~ ~ ~ ~ ~v n+ zee.>ar ~ % ~ 1 ! + ~ I ! i ~ , ~ I A , AREA P T THIS POIN P T THIS POINT ~ •'~,i'" ~ ~ ~ . , , \ , r - J,. ~ ~ .
1 „ ~ I 1 ~ I I!' % ~ i ~ i. I rd l j ~ , I, I
t. A ',j 1 {'i, I 'A, I ~ NEW CL B EROSION ~ ~ ! I 1 ~ I - ~ - ~ ' " ! II ~ ( ROL STONE APRdIy - ~ ~ ' \ FlNANCIALLY RESPONSIBLE PERSON AGENT
1 v I I I I 64NT ; 1 ~ ~ i ' . ~ 1 ' ' I (MIN. 32'Lxt2 Wx22"TH) ) - % ~
PP _ ~ A.' I,j ~ ~ ~ 7 . ' ` i I ~ ON G~OTEXTiLE FABRIC .A ~ .J g
~ ~ ~ ~ GUY / + ~ ~ ~ , ~ ~ I I ~ ~ ' ' ' / + / 4 h I invent control i sue ri rin I n - ' in ivi . 1 , 1 ~Sl • . v ; ~ , ,I o, , ~ 1. Peroon to contact s ou d aed s s a se du q a d disturb g oct ty N
~ zD,.~ P IV T A ESS EASEME 1 ~ ~ - a+ za~.as R A,E CC _ ,NT ~ ^ ~ I our zea.as _ 2 r---1-A-.1 t ~ ; + r j..r / ~ re 4_ ~ ~•••I{ ~ ~ " Name: GUY SCOGGIN Telephone: [phone] ~ M / li
~ eQa+DB 4425 P~G~ 499 a ~ A. ~ ~ ~ ~ tN our z DB 4365, PG 639 ~ ~ 1 '~~`i,, t ' / , i ~ , i i~ ~ c ~ 1 1 ~ .r 6 i - \ ~ Z ~ a ~ - Q Q
77 296 A t ~ 1 ~ ~ ~ D 96, . ~ ~ ~ % \ ~ . 6 '•'15• 2. Peroon s firm s financial res onsible for the ksnd-disturbin octivi W a~ ~ ~ O O IY P 9 tY 0 ® ; 't
BM~19813, PG 1509 _ ~ .r; . -j. ~ ~ ~ I ~ - ~ , ~ 4. ~ ~ RCP 1 ` " COMMONWEALTH NEW BERN PARTNERS LLP ~ Z
1 - ~ W W _ ~ J"~ , ~ Name of Peroon (s) Firm (s)
• ~ ~ ~ / ' ~8' RCP ~ , ~ ! W L ~ O ti 1
- - _ _ ~ ~ ~ vii ~ - ~ P 4 - 1 / 500 HENLEY STREET, SUITE 200 -SAME- W ~ I, ~ _ - - ~AII ~1 , . ~ , ~ ~ • \ Moiling Address Street Address V Z M
, v, ~ LL ~ i _ ~c~ •263.0 _ PROF'0$ED- - . ~ Z (r ~ W
~ ` o ROP ,fir . ~ - KNOXVILLE TN 37902 -SAME- ~ VJ W JZ I ~ OFI'ICE, I I ~ FFE . 4 ~ Cit State Zi Cit State Zi m '
u~ ~ ~ . ~ { / ~ 15' RCP ~ : f._ ~ _ ~ ~SYV t -r. ~ ' 1 ~ Q ; 263.0 Y P Y P a W , ~ Z >
~ - I~ ~ I / ~ ' ' ~ m WJ - - \ V) t. 1 ; ~ ~ ~ _ , A ' 3. Appointed Agent to receive orry notices, process, or pleading m any action or legal W ~ O
1 _ _ - .t _ ~ i NEW, TEMPORARY G Vf~- I ' 1 ! J r C-J C=~ C=] t_] _ proceeding analog out of any mutter relating to Raleigh Cdy Code Chapter 5 Port 10.
I - ' - s _ ~ ~ ~ CONST UCTION E p' ! ' ~ i ~ ~ ~G , p' I e . l it I' + s I A W ,
I - ~ - - i 1 - -1-- - p ~ , - 4E' RCP y j1 - _ _ AI ELIZABETH W. VOLTZ _ Z
111 ,I - - ` t s ~ , 1; Nome of Individual Si na ure of nt ~ ! i ~ I • r rl . 23 y4• CP' ~ 15' RCP \ ~ 9 ~ W
~ ~ - I i ` - - _ - _ I 1 II ~ ~ ~ ~ i / ~ ~ Jjll ( ~~o ~ , ~ ; ~ I ~ ~ ~ KILPATRICK STACKTON, LLP 919-420-1700 ~ V ' !
1 II. x - - ti / / ~ ~ f ,f (J/ ~ pc, ~ e 15' RCP I Place of Business inside the City of Raleigh Business Telphone ~ o Q
I - 1 ~ I 290 ~ 1 t /I SER IN' 8 -1 / ~ : r- - sr - ; ~ 3737 GLENWOOD AVE, SUITE 400 RALEIGH, NC 27612 ~ f
:R IN' /8 %f ~ ~ so ~ > > - > - > - > Address 6ER T ETAIL F~'. - ~ ~
( 6E ~+L ~ ~ i i _ EL~EVATI,ONS DW ~ ' ~ D VATtoNs . DWG
I ; ' ~ 15' RCP s / ~ - - - ~ 1 ~ : ~ / ~ ' / C=3.2 ' _ ~ ~ ~ , , C=3.2),' i NEW MPORARY DPV~RSION Complete the above and adhere to cover sheet of erosion control pions. This does not ~
, - . ~ i 1 ~ / lh / i J ~ ~ ~ " take the ace of a cum ete financial res nsibili form. A cum leted form must be l ; ~ / SW .ADJUST l6CATI0N AS i a ~ p° P } l f i / filed with the Raleigh Inspections Deportment prior to issuance of permit. ~ - REr UIRED AS $ffE IS _ ~
- ~ I - ~ r i ~ / / ~ c ~ 26`> OUGHT UP%TO F. ' , '
a ~1,~ ~I - - / / l r ~ ~ ~ l~ 1 r i ~ ~ I , f ,
BENCH MARK ~ oQ ~ ~ . ~ ~ ~ ~ FIRE HYDRANT ~ ~ ~ . ~ - - f l . t- ; ~ ~ ~ / , ` ry 24' RCP 'i ~ N I T CFJ '1iREE ~I ; ~ EW S L FEN , i ` - ~ PROTE~,''tION SIG ~ I
\ ~ \ ~ J / / ~ TOP PAINTED FLANGE BOLT ~ , d ' ~ ~ - i ti
ELEV 297.53 ~ / ''fH6SE OPO.SED ENTRANCES. ~ ~ _ • r J i' NEW BENCHMARK WILL NEED \ y ~ SSE AS ~ ~ - _ _ - - - / SURVFY LEGEND _ _ A J / 'l`am`' ~'O
TO BE ESTABLISHED ~o ~ ` ` -£ONSTDD 'TI6N• - - - - - - ~ / - OHSUPL -0 HEAD SUPPORT LINE _ i, ) / I I i~ ~ , , SUS)-SUPPORT POLE
~ i ~ AT ANY OMT BUBING-- _ ' ~ ~ ~ ~ ~ - f ; - - ' / ~ 1G' - ~ ~ 1` - - - ~ CONSTf~U TION--• ~ ~ _ ~ ' i' ~ _ ~ . ! 1 ~ , ' ` WM -wA'TER METER
- - , ~ ~ , , / r , - •~ti STTF~SFORfaEI~ / i PHBX -PHONE BOX
~ ) - t UGFOCM)-UNDERGROUND FIBER OPTIC CABLE MARKER
NEW SILT FENCE ALONG ~ ' ~ . - - - ` - - = - ' - - _ _ . _ _ _ . _ ?I 1 r . I' ~ ~ UGPHM)-UNDERGROUND PHONE MARKER
BACK OF EXISTING CURB i sl~ _ _ _ FES)-FLARED END SECTION
r PHMH -PHONE MANHOLE I ~ FH)-FIRE HYDRANT
cp 14 UGPHL)-UNDERGROUND PHONE LINE I r f
1 ` J 15' RCP n', ! WV)-WATER VALVE - .
EOP -EDGE OF PAVEMENT Y CMP -CORRUGATED METAL PIPE REVISIONS B
= I 18 RCP ` i . ! - - - - - 'I 4Q# ; - RCP -REINFORCED CONCRETE PIPE 21 JILL 2009 ' BC -BACK Of CURB 8K0
1 Z24. I PF -IRON PIPE FOUND IPERMITB 15' RCP 1
IPS -IRON PIPE SET _ I
u RWMF -RIGHT OF WAY MONUMENT FOUND I 10 - ! OHPL -OVERHEAD POWER LINES ^ I I J
15* RCP ~ LP -LIGHT POLE 1 \ .RCP PROPOSED' I _ SP -SIGNAL POLE
PROVIDE -BLACK do GRAVE~~' RCP ~s o RETAIL I e r OHSL)-OVERHEAD SIGNAL LINE
' el 2 1 INLET PROTECTION_,FO6 ALL - - - ~e FFE - 267.0' i OHPHL)-OVERHEAD PHONE LINES ,i i 16" RqP OHP&PHL)-OVERHEAD POWER AND PHONE LINES
1 REFER TO SHEET C-8.5 INIEiS. UNDER ' ! \ N q 270 i . I } I UGWL -UNDERGROUND WATER LINE
FOR IMPROVEMENTS IN CONSTRUCTIO e - 4 NEW HOPE ROAD - \ G UGGL -UNDERGROUND GAS LINE ! ! GTV)-GAS TEST VALVE
PROPOSED PRbPOSED i I 's a , HICS)-HOLE IN CONCRETE SET
RETAIL I _ _ zeo FFE - 277.0 ` I - _ WAIL > I NSIC -NAIL SET IN CONCRETE I n - _ - FFE 267.0 )
'rte-+?. ' _ _ ~ \4 I • 1 o r EOG)-EDGE Of GRAVEL _ PROPOSED v ' 1' J ~f RETAIL CLF)-CHAINUNK FENCE
WPf)-WOOD PRIVACY FENCE 21 Pv FFE ¦ 271.7
PROPOSED \ 290- CIE PROPOSED; 6' PVC ON ROCK CHECK BW)-BARB WIRE RETAIL I" MIN DAM lWVMH)-WATER VALVE MANHOLE
\ \ FFE 277,0 \ UO NOT USSE- THIS DRIVE FFE - 267.0 I j GP)-GATE POST - ' I 1 UGIB)-UNDERGROUND JUNCTION BOX
I If S - - - - - - - \ AS'\CONSTRUCTION s - v . ® ® ! FINAL CONSTRUCTION a i SB -TRAFFIC SIGNAL BOX
ENTRANCE ' . - \ RC ~ 6 PVC ENTRANCE LOCATION AFTER ) • RC Q 6" PVC m 7 EXISTING DRIVE IS REMOVED. ;
1% MIN j
e _ e
PHMH PP _ • i OHP&PHLp p ' p p PP DRAWN
PIP Z r - _ pP o _ ' ` - _ 4rx OPW
PHMH w w _ w IN w- - w - - w - - CHECKED
w vP-w , - - - - w JDURPH
o ~OUTHERN BELL \ TEMPORARY G VEL a I~GfOCM _j FIBER OPTIC CABLE MARKER CONSTRUCTION ENTRANCE •o } uc~FOC `1 DATE
a y (BEGIN AT D0 . EDGE OF r F >h Jl~l 2009 IW% CD) NORTH
a zd' PAVEME i J - SCALE
- - _ _ _ r,W
i
NEW BLOCK &cc GRAVEL INLET REFER TO`, SHEET C-8.3 AND 0 60 120 180 JOB No. ~PROTECTI0N W ° EDIMENT PIT 8.4 FOR IMPROVEMENTS IN RBPCW b / VENUE
•a, N 4 r~ re SERVES 0.55 AC. ))ISTURBED AREA NEW BERN A
i !USE 13'x26'x3' EEP PIT SHEET SCALE IN FEET
3 pr-
T
PP
EROSION CONTROL PLAN. C-3ml
OF SHEETS

1 2 3 4 5 5 6 7
8 9
5 FT MIN- TOP ELEVATION OF STORMWATER ~
1.5 FT YYIIdEASDMFlC1EDNTNEENIO~aER 0.5'-1' I
1800 CU FF/ACRE /57 WASHED ' STONE 1
,*~l>:5: 12' MIN. S FT ~7 ~ STANDARD METAL POSTS 2'-0" M GROUND x)ND
1. USE FOR DRAN~IM'E AREAS NOT EXCEEDING S (FNE) ACRE . RESIGN OF SPILLWAYS ~ ATE 1 SLOPE rFL to a TwES
GALVINIZED ~ DRAWIGE AREA WEIR LENGTH ~ ~ rr[s (ACRES) (F7) CLASS 1 RIP-RAP flITER FABRIC
2. EARTH BERM SHALL BE STABILRED w/ SEEDING HARDWARD WIRE AfxfNtDING TO TRIANGLE SPEgFICATTONS. FILTER EXTENDS TO m 1 4.0 I
CROSS SECTION FABRIC TOP QF BOX 3. USE CLEAN f~MPACTOR FlLL MATERIAL FOR EARTH BERM. 2 6.0 ^ 3 8.0 CIGDE
4 10.0 5 12.0 I W
A OVERFILL 6" DESIGN FOR SETTLEMENT i SETTLED i DIMENSIONS SHOWN ARE MINIMUM
TOP 21' 1' FREEBOARD b MIN ~ EXISTING SLOPES
~ ~ Q w HEIGHT do WIDTH DETERMINED BY
EXISTING TOPOC~tAPHY AND FRONT VIEW A
1.5 fT t0 FT MIN ~M b 1 ° ~ 2:1 SIDE SEDIMENT STORAGE REQUIRED. VARIES
5 FT ~ ° SLOPE MAX _ O MAX FILL ° ° ' 9~ ~ KEY RIP RAP MRO THE DAM A ' FOR STAETILIZATKNI. s1m FoST
° ~ O M1NE11 MRE FABRIC ~
FLTER od' ~ 1:1 SIDE SLOPE ' 0 "-'1 FABRIC ° MAX NATURAL o O . 6•-1' SLT FENCE OEOTEXTRE fABRIC ~ m ~ N
3 ~ GROUND ~ ~ ~ WE ~';i ~ KEYED RIP RAP -USE flT FEIICE ONIr MEN OFAWIGE AREA q
MRJ ~ v ° 006 NOT E>I~ID T/t ACRE AIO YEYER N . Fu SLOPE ::~»::tin.. _:ti;•*+•'~'i' ::~n::0 AREAS a OONCB11114RD nAM ~ ~ • FOR IEIMdt a SLT > 4 ~i~d? € 1ETICE iARAR16, VSE ~ C
CO"°'OCb p o. - -ENO a SILT faCE IEE06 10 K TIaIED anal. N°. r IEtiS1ED STONE W P r FOR ANCHOR MEN SRT Z
MAINTENANCE . 57 WASHED STONE " oR~E a F1ld1ECRNG ~ FENCE o ~
~PECr TEMP'ORANr tEO~Errt TRAPS AT1ER FACN PEnao a sas>cMrr RAwFAU. REMOrF stEnrlDlr AIn RESIOIK TRAP ro ns oRwnAL onENSaIa w+IEN TI1E >>E»r~Irt NAS AOgMM1ED TO ONE-IMIF TI[ DESKatI DEPTH a tNE mAr. PLACE 111E emwENr THAT ~ REMOVED M ~ 57 WASHED STONE PLACED TO A O - • S' YIN. OWER FRONT VIEW -
A OESRi1N1ED DWP06Al AREA AND Rp1ACE THE CONTAM~MIED ?ART a TIE ORNfEI FACNG. HEIGHT OF 12'-18' MIN. ABOVE q o~ER sxwT - - REVISIONS pj M
R SbNS CNECIf M tiRlICIIRR FOR OAWOC FIIOM [ROSgN 011 FLING. POAODIGLLY CNECI( 11[ OEPM a M lSLRAY TO 01lIAIE R S A IRNIIAf NS TOP OF BOX a 1.6 FT EtAw THE U)rl POfO a 11E EHANO~Nf• SRFLIIiE1Y Fu ANY SETTIEIIENT a THE E1iAN(IOR TO SUOMIY MOVE DESIOIi REVISK)PiS - DATE ANC410R start AS ~ Z a?SflNG - oaElcrED m ENOSEE>e A E
ORAOE Mfr RI RAP OOPIACED FROM M YS1wAY MIST t RElIAC[O YImIpEIY. TE IPTION RIPTI SLOPE To Non: ADDITION Y.lLD ~ _ P w.
STASRI2E THE EMi1N0lTrt AND ALL dS11111AED AREAL AlOVE THE SED1Af111 POOL MD DOwNSRI6W FROY iNE TRAP IIMEDIIIELY AFTEA 10 OOIb1RUCIlON MM SEEDIIIC. ~ ~ sfe ~ ADD sulrAr awrT GYx ( W n m a
~
GRAVEL & RIP RAP BASIN OUTLET STANDARD CATCH BASIN YAR IN ET PROTECTION
A D L 14 3 4 6 STANDARD TEMPORARY SILT FENCE 1 1 CHECK DAM
B •
c+Y~a ~4~ e' YA1L
F 50' MIN. NOTES. FAR>H eEwr t YIN r rN a1TwsE As oRTECiED BY THE ENGINEER
BUi SUFFlCIENT TO KEEP 1. PUT SILT FENCE OR TREE PROTECTION FENCE UP OOIIPACIED RNRNIIC S+aN
SEDIMENT ON SITE TO ENSURE CONSTRUCTION ENTRANCE IS USED.
~ ~ 2. IF CONSTRUCTION ON THE SRES ARE SUCH THAT 1'':+:: , THE MUD IS NOT REMOVED BY THE VEHICLE TRAVEL- W' _ L ~ YM. 12-1/2 fi•. SEEEP CUT OR FILL SLOPE - - - - - ~
LNG OVER THE STONE. THEN THE TIRES OF THE . 2'-3' STONE TO BE USED 25' OR WIDTH OF YM. to cti _ L ~ L_ MR6 uE wRES , i
EXISTING URGE STONE OR RAIIRGAD ` VEHICLES MUST BE WASHED BEFORE ENTERING THE .,:,•.,(S PROPOSED STREET, PUBLIC ROAD. ROADWAY .BALLAST) WHICHEVER IS L 't_
• GREATER• 3. IF A PROJECT CONTINUES TO PULL MUD AND DEBRIS 2:1 SLOPE MAX ( ) I L L I - - - - oRA~
ON TO THE PUBLIC ROAD, THE GOVERNING AUTHORITY
WILL CLEAN THE AREA AND INVOICE THE FlNANCUiLLY p~ pp~ ~ Y1001P ' ° ~ RESPONSIBLE PERSON AS INDICATED ON THE FlNANCIAL ~ w~ AIIApIED a avEwrlc - srAeE>zE DRERSIOn DrtcN s,1 - - , ~ - . wTRI TElpaRwn sEmNC = _ ' AND EROSION CONTROL I
RESPONSIBILITY FORM. TD POSE ~ a R""E NDR¢aNTa wEra vosr Sfo~r ~ CROSS SECTION NE,T~D oRANCC W RESSTAIrt,
WIRED SECURaY ro vERncx P051S Nxxl - TENSAE sTRENCnr, - POLY 9AR4KADE FABRIC (TYPKAL) -
P~ @AFFLE INSTALLATION -STEP 1
aASS iI ~ - - FRONT VIEW INIII/1 STEEL POST 40' CAR
MTVEN wRE FABRIC ~t" O~
l~.5: FABRIC cvI AND FOLDED FASRIC FOLDED POSITIVE GRADE 1.0% MAX. UPSLOPE TOE z oRN+~. w EE 9
NEW CONSTRUCTION SO~tJO ~ ~ ~ AT IFJ51 18~ Mf0 ~ ~ ~~K ~ NDRQONrIL 35' MIN. 15' MIN. F61tL ~ o y „q„ _ ,E„~ S„~„a,,,, M TREE PROTECnoN AREA q N p IDLY BMMBiIOE FA/AC fTTFIGt) 18•
EXISTING ROADWAY t wood POSTS ARE N0I ACCEPTABLE SIDE SLOPES ~ ~ R DO NOT ENTER 61
HOIIRONTAL POST a usE srAPLES 1' APIRT To ATTACN FABRIC PERSPECTIVE VIEW TO 1pO wRE' FENCE AND FABRIC 1 1 MAX. 2 ( ) 7f' ~
1 . C ~ . „ 12" M N Buweo R+ s" MIN. . , • , , ` ' ~ . , : 4. BAFFLE SPACED AS PER APPROVED PWI. TOP a BAFIIE SHOULD BE B' ` ~ ~ ` ~ ~ ` ~ ` ~ ~ ` ~ ` • ' ~ a~DE WARNING IGN a s, y N~ >i~.r
IRCIER 1l WI THE BOfTOiI a 1I[ SPELwAY ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ - wveLwc saws ro eE VIDE a OuRAeLL NFATlIEIO°ROOf wiERNL HE
BDrtDM a 9AFRE MI B'rB' TRENCH, I ~ ~ ~ ~ ` ~ ~ ~ ~ ~ ~ ~ R tatrfxs m eE r NET/ Ir~aR,~r, afAacr AND sFNaD AS DErAEm. ~~y ~ " _ s+aas sNtu eE vtAaE~ Ar so• w>aA,w ?~LS.
~ TRENCH AND TRENCH BApfFILLED AND FABRIC UNDER STONE fk1E0 wTRi SOR• µp COMPACTED P T R F OPE PLACE A SICK AT FACN END a HEAR TREE FROlEC110N AND s0' GM C~MFR ThEnFAFiER. STEE CU 0 ILL SL FOR TRa FROTESraN AREAS 1ESS Tnw Lao. m vf~B1ETER, vRw1oE No ass T11w arE sA~r PER vROTE>;TaN aI~
coMPAC1ED I REVISIONS REVISIONS I REVISIONS ATTACH SA'IJS St~Elr iD FENCE POSTS AND FABRIC.
A CRIPTI CROSS SECTION scRl N SECTION AT OPENING /ww?w nEa nlorECnav FENCE nRanlAU/OUF pUbU10N a PRQECT. I~ RIPTI I VI W sRws wr BE REaurIED er cm a RAiE1OH Ba•PECno/s OEPARnENi' BASED oN ACRML FEID oolarnoNS.
BAFFLE INSTALLATION -STEP 2 S DE E IuaE A srA+ AT EACH ETO a HEAR TREE PROTECTpM AID so' oN CENTER 1?EREIFTER. PANVIW
NOTE: FOR TREE PROTECTION ONLY
CONSTRUCTION NTR E ANCE 7 RA RI G VEL & P RAP FI T L ER BASIN 3B 3B I R I N IT H 9 STANDARD TREE PROTECTION DETAIL 1 B D VE S 0 D C
DEWATERING
DIMENSIONS ELEV DIMENSIONS ELEV CONCRETE BLOCK
EMERGENCY SPILLWAY INLET 66 247.65 ~ EMERGENCY SPILLWAY INLET 25C 246.25 ~ BEDRIENT TRAP TOP OF DAM WIDTH 10 254.3 ~ ~ _ _ - TOP OF DAM WIDTH 8' 250.8 ~ ~ ~Dp1°" T"AP _ _ - i-.--~-~
ANTI-SEEP COLLAR 7' X 7' - ~ ~ ANTI-SEEP COLLAR 5.5' X 5.5' - ~ ' \ CLASS t Ri MP(SFf SECTION TNRU BASIN ~ - ¦ ¦ _ ~ \ ~
RIP RAP DISSIPATOR PAD SEE DWG C-3 ` ' ~ ~ ' ; ~ ••x>":• • • RIP RAP DISSIPATOR PAD SEE DWG C-3 -
. IfSSIPATOR PAO ~ ANTI-FLOATATION DEVICE 4'X4 X1' THICK - , . ~ ~ ANTI-FLOATATION DEVICE 3.5'X3.5'X9" THICK - 1°" PAD wATOR PAD ~ ~ .
TOP OF RISER 24" CMP 246.65 ~ " TOP OF RISER 18 CMP 247.25 ' ~ : I~ ~ °a • - b CLASS 1.IUP FSAP NFADwNl ' ¦ ¦ ~
OUTLET PIPE INVERT IN 25't 1 B"CMP 196 241.65 1 ' , ~ ~ ~ • • ' OUTLET PIPE INVERT IN 25 t25 CMPO tf: 242.25 - ~o ~ Q
OUTLET PIPE INVERT OUT - 41.4 ~ J' + ~ ' ' 2 ~y`Y: a~•~ OUTLET PIPE INVERT OUT - 4 yti ,r + i Mkt.' . ~ ° Z _ o lllllllll111111 i
SEDIMENT STORAGE AREA 129 X64'XS DEEP 241.65 SEDIMENT STORAGE AREA 68 X44'X5' DEEP 242..25 ~ ~ • ~ • r~ ~ i~Rl+urENr ~p PERMINENT RCP ~S P 11RCK x J' FIGH YIN. g YN~T ItCP ° ? /i 0 A~
. OIrtIET PEKE Dunn PTE 1. ~ CONSTRUCTION SPECIFICATIONS ~j 0~ ao e ~ V1
1. ui - 1 a 1. LAY ONE BLOCK ON EACH SIDE OF THE STRUCTURE V, w ON fTS SIDE IN THE BOTTOM ROW TO ALLOW POOL - ~CQ's00~ o - Li.
FARrHaw ON DPo Z H DRAINAGE. THE FOUNDATION SHOULD BE EXCAVATED ~ ~ Z H
AT DfL AT LEAST 2 INCHES BELOW THE CREST OF THE STORM O W DRAIN. PLACE THE BOTTOM ROW OF BLOCKS AGAINST PERSPECTIVE VIEW c ~
TE?PORARr CMP RE,'ER-PERF'OM,EO AN VI W IEYPOMRI' pIP RISER-PEIIFOIGTED P N W TMI THE EDGE OF THE STORM DRAIN FOR LATERAL SUPPORT ` d 2:1 SLOPE, GRAVEL FlLTER NO SCALE Z °G a
ANI WATER LEVEL OURRIG STORM TRASH RAON I' MN. FREEBOARD T+>P a ~ WATER LEVEL DIA'WG STORM RNpt t' MNL FRLmOARD ~ a ~ IF i MID TO AVOID WASHOUTS WHEN OVERFLOW OCCURS. IF NEEDED, GNE LATERAL SUPPORT TO SUBSEQUEM W W Z azc
RO BLf ROWS BY PLACING 2 X 4 WOOD SNDS THROUGH ~ 2 ~ Q OW BLOCK OPENINGS. WIRE SCREEN Z Q ~m OW m
. SEDB/ENf STORAGE " SEOwENT sroRACE 2. GU W ~ 2. CAREFULLY FR HARDWARE CLOTH OR COMPARABLE TEMPORARY SEDIMENT AREAS TO BE DEi1tIABED SEOIIETIT SFORAGE PIPE RI+ERT IIQIE: Z
OR/NEl FILLER G MNMUY SLOPES 2 1 2 : 1 .GRAVEL FnTER C ~ ~ WIP •p~ / YNIMW SLOPES Z 1/Z : 1 BLf WRE MESH WRH 1 2-INCH OPENINGS OVER ALL POOL 1~?. GRNrtt ~ R1P RAP FILTER EERY BASRI oETNL I.L / DEWATERING F1000 STORAfE TONE RP RAP NFA0IYALL 6 DESICIED TO FIIOIECT EIILSTNC PIPE MIERIS ~ ~ ~ W 3 W
(1• qa' BLAC1, OPENINGS TO HOLD GRAVEL IN PLACE. 11 Z - - - - - - - - t~f ~i TINT aYw TO ACIl6 aR LESS. Ily W J z
PANTED RED CIFMpUT InIBC • I ENn11 OAM PABIIFD RED CLEANOUT LLARIt I cARrN t?AM 3. USI LOCATED NA)„Fw,1Y TIP R14ER PB'E LOCATED NiVFwAY TIP R6ER PIPE • Dq 3. USE CLEAN GRAVEL, 3/4- TO 1/2-INCH IN ~ ~ a m W - W DWIIEEER, PLACED 2 INCHES BELOW THE TOP ~ ~ ' • • ~ • ' ~ lEi' - ~ - _ , ~ ~ u~ ~ J
ANR-smP ooww µn-SEEP tauAR OF ANTI-FL41TA110N DEVICE ANR-f1.QATATgN DEMCE ~ OF 11iE BLOCK ON A 2:1 SLOPE OR PUTTER AND 1 MIN' - 1 m ~ J SMOOTH R TO AN EVEN GRADE. DOT X57 WASHED 2 - 1 ~ uASS , FTi.TER FABRIC ~ t
DEiSPATOR PAD ~ ~ ORATOR PAD STf RIP RAP STONE: IS RECOMMENDED. ' T RYSIED STOLE W • 6 IRlESS OBERRISE a ~ 1~
TFAPORKr CMP Y X Y YN. ' TEYPORART CMP y X y TRENCH w/ t:i 9DE SIDPE TRENCH w/ III SLOE SLOPE MAX. SEDNENT DEP1H(CIEAN OVF FOBrt) I h • • NotEn.
REVISIONS REVISIONS PATE DESCRIPTION PERMANEIR RCP CMP OURET PIPE CRI N PERMI~NT RCP CMP OUnFT PpE DATE Rf1ASI0NS REVISIONS
t0 NOTE ADOBION t0 N01E AOORIOII DATE DESCRIPTION SEDIMENT ~ PTION SECTION THRU BASIN. FILTER AND CULVERT PIPE W
• ~ TABLE ~ N~ CROSS SECTION A AOD TABLE t NOTES G.M R TI N COSSSC 0 No scALE p • J ~ v
Q
(EXISTING PIPE INVERTS)
RISER BASIN 6 RISER BASIN 7 K AN RA R P IN T PROT TION 13 4 ~ BLOC D G VELD 0 LE EC GRAVEL & RIP RAP HORSESHOE INLET BASIN
E UPSTREAM END OF
a, • FOR REPNR OF SILT STORM DRAIN OVERFLOW ~w (3' - 10') DIMENSIONS ELEV
1MRMBLE AS ORECIED BY THE EHON[FR FENCE FNLURES, USE No. 37 WANED STONE. MATERIAL VARIABLE EMERGENCY SPILLWAY INLET 39 25x.45 4 I
FOR ANCHOR WHEN SLIT FENCE IS ~3TECTING A i/3 PIPE 3 EMPE STAPLED IN 2~~ -I TOP OF DAM WIDTH 10' 259.0 ~ ~D"°'T _ f
CATCH BASIN. . • ~ ~ • ? RRRMIC SIGN p . A e JESTER PLACE - - - =1 I ANTI-SEEP COLLAR 6'X6' - \ ~ - ~ _I = i
?A • - _ _ - + ~ (--I, RIP RAP DISSIPATOR PAD SEE DWG C-3 - ~ -I i~ _ - 6 MIN. - I - ` I 1 ~~r::;.•:., , '
YN. 10 CA WIRES h ~ . L!ff wRIEs I I-I ~ _I i t=III-III- I-1 I I~I , 11-I f I~ A N 4 oERPATOR PAO _ = 1= - _ _ _ _ _ 1= - 11= ANTI-PLO TATIO DEVICE X4 X1 THICK - ~ ~ ~
TO D BURY BOTTOM ~ A I ,III-III; 11-1 I I-1 I I-III; I-III-I ~ I-I !-III-I I ~I I T P F RI ER 4" MP .4 • - - - - - - - -III- _I , 0 0 S 2 C 253 5 - .1 I I=1 I I=~ I I=1 I I=1 i I. .I I ~=11 I:I I I=1 I ~I I . I-I I i_ ~ ' ,
~o I OUTLET PIPE INVERT IN 25 ti8 CMP® 1% 248.45 1-~ ~1 I I-11 I-11 1-~I I i t 1~-I 1 1-I 1 I-11 I--I 11-1 : I-III-
LEVEL LIP' .III ;III=1 I l i l ! OUTLET PIPE INVERT OUT - 248.2v A4•
Lid MLI OF PLYWOOD LJ~ _ CRAM ( I OF SPREADER {=i 1=I I I 11=1 11=1 I I-1 11=1 11=1 I
STEEL - POST FABRIC NOTE: ALL PARTIALLY COMPLETED STORM DRAINS 3/4- EXTERIOR BURIED -I SEDIMENT STORAGE AREA 98 X49 X5 DEEP 248.45 Ptwr,r ~_I! _I I I_I 1 i_i I_ - . -III-I I I ~ ~ I
SHALL BE PROTECTED AT THE END OF PLYWOOD WARNING SIGN 6 MIN. Ii
SLT FENCE A1EAlEXiLF FABRIC EACH DAY IN ACCORDANCE WITH THESE = DETAILS. STEEL FENCE PLYWOOD INLET PROTECTION FAM Ow L J
POST CROSS-SECTION
Q FILL RAPE C FRONT VIEW A UPSTREAM END OF OVERFLOW W , STORM DRAIN
TEMPOM Y CW R'SER-PtVM= PAN VI W Tw Of mm REVISIONS BY
n GRADE I II I _ I . 11 II BY
I n n a 1/3 PIPE 6' M. COVER ~ ~ I II II p TREE PROTECTION AREA ? ? DIAMETER 21 AX 2003
- OVER SKIRT • TS. I I I D . n o a A. D: . SED1&M STOP44E fERMTS? SKO 8KO I
- EXTEND WOW C INN. INTO TRENCH + DO NOT ENTER ~A• AND ANCHOR SKIRT AS Low POI oRNA<L NT ~ w,SAKw StDPES 2 1/2 : ,
ORECTED BY ENpItER WASHED STONE BITER / p
NOTES: WARNING SIGN DETAIL ACROSS PIPE INLET ~ MOM MOMS TO E F WOE Of DuOA" NEAn1E1wRODF wmwl 10' 3' pmm Rto CLEDN"M YARX EARTH DAM WCATM PALMY W PW Pit ANn-SEEP COLLAR
LEMRS TO AL r NON ANIMAL CLEARLY LMNLE AAN VAM AS DEFAM.EO. I I I I I I I k I SIM SMALL NE /LACD AT SC' MA' W MRERWLS ANn-FL0QA7M COME ORSIPAIOR PAD ~I
NOTE: PLACE A SM AT EACH flO OF L#" TREE PRCTECWN ANC SO' ON CFN 1M THEME nElt ` 1 ` 1 l , Ri ow
FOR TREE wlo1Er11aH AREAS LESS THAN 200' IN PERrYETER PROVIDE No LESS THAN ONE SIGN PER PROTECRO G AREA HARDWARE CLOTH -USE SILT FENCE ONLY WHEN DRAINAGE AREA ATTACH S06 SECURELY TD FENCE POSTS AND FABRIC. REVISIONS 1 1 ( l ( I OF SPREADER REVISIONS TIND" M/ SM $UWE E
DOES NOT EXCEED 1/4 ACRE AND NEVER IN AnN?AIN TREE PRCIECTICIN FENCE TMIOIlaOUF DURATION OF PROUECT. DATE DESCRIPTION fI AREAS OF CONCENTRATED FLOW 206 ~ AME AW~ ~ CDAMMEIONS U LI U L LEVEL LIP TEW4XVRf CMP V X 2'M. DESCRIPTION DATE pemimAm RCP CNP ounrr PPE ~I
-END OF SILT FENCE NEEDS TO BE TURNED UPHILL PLACE Asa AT EACH END OF LMrAR TREE PR0IEr910N AND SO' ON C04W THEIW1FEER. STONE FILTER INLET PROTECTION PLAN io/as NOTE Ao0 nm 4 ADD TABLE t NOTES QM CROSS SECTION
STANDARD TEMPORARY SILT TREE PROTECTION FENCE 1A PIPE INLET PROTECTION (PLYWOOD AN AND 12 12 i
LEVEL SPREADER DETAIL RISER BASIN 8 17
N.T.S.
Mold
DRAWN
SKO
CHECKED
RPH
DATE S
11 JUN 2003 (90X CD) CD)
SCALE
JOB No.
FUMW
STORM DRAINAGE & EROSION SHEET i
CA>a, 2
CONTROL DETAILS 302
Mod E

I 6 7
1 2 3 4 5 5 8 9
•
PROVIDE MANHOLE RING. COVER do
A MANHOLE STEPS PER OETAII ~ . ~y
-I.. - 15" OPENINGS REFER TO STANDARD RTCB DETAIL -~i. t/1
2 - - ALL 4 SIDES FOR WALL dt SLAB CONSTRUCTION - ~ w
I e = E - - _ A
- - 250.3 TOP OF STAB ~ .a ? ,d •
- 249.8 -MAX. WATER SURFACE ELEVATION FOR 100-YR STORM A SLOP
_ 250.8 -BERM = 250.8 ~,g F 3, a 1 n
2.5 - 3 3 - ~ - - - 1 - - o^ - 248.7 -TEMPORARY STORAGE Of 1" RAINFALL EVENT pj
. 1~~
- - - I- ~ - 6 247.3 -P.W.E. 6 . r.
_ -I - ~ i - - 1 1 _ . \ _ _ _ _ - - - - 247.3 -PERMANENT WATER ELEVATION
~ - I 245.3 -SHED' - I - 2.5
•i~- _ 'S _ - j-- • © v. 42" RCP 5'-0" '
VEGETATED SHELF-,_ - 242.0 -BOTTOM i = -
- - - - - - - - - - - I I COMPACTED STRUCNRAL - _ _ - _ _ _ _ _ ~ i MATERWL AL • , . A
~ ' w
-iii-iii-i i ~-iii-iii-i i ~-iii-iii-i ' AA
' A a
SECTION THROUGH POND 1
~ . a ~ 'd
B NOT TO SCALE • , ,d . . , ;
~ 1' MIN. ICAL
I I
I I ~ 8" DI PIPE I ANCHOR BASE SECURELY a' W/ VALVE ASSEMBLY
To wALls ~ ' POND BOTTOM
I f I ~ !I 242.0 I III I~•
I III 242.0
KEYSTONE ' _.TfL-_ •-7._~~~.•
RETAINING • • ~ • • . • ' • ' • ANCHOR BASE SECURELY • ' • ° ' • • ' ~ TO WALLS
WALL 10'
_ 254.3 -BERM CONCRETE BASE. MIN. 1' THICK BERM
3 - 1~~aunu~,~~ f
1 - - T P AT H BASIN 25C ca RAISED 0 C C R Q~H Ot
~y EE ~ 9
250.0 -P.W.E. - - 1 1 - _ 2.25 4
- _ 248.0 -VEGETATED 1
(-1 1-1 ~ I SHELF -I - _ i_~-i ~-i _i
-I 2 - I I- ~ - PROVIDE MANHOLE RING, COVER do ~H ~ •9 ~
- 2 I i- - 1- 1 1 I MANHOLE STEPS PER DETAIL l ~ NE.~'~
VEGETATED SHELF % I = I' COMPACTED STRUCTURAL -I - 15" OPENINGS REFER TO STANDARD RTCB DETAIL
- - ~ (TYP.} _ - i MATERIAL. FOR WALL do SLAB CONSTRUCTION ~~r c ALL 4 SIDES •E
- 241.2 -BOTTOM I i,l
- -I ~ _ _ _ _ _ . 1- - i -I - - - - - -I ; + ~ d , . . - - - 253.9 -TOP OF SLAB
i -I -I ~ - - - - - -I 1- -I I 1= _ = 1= _ =I i = 1= M •e. . , . Ak $ - 253.3 -MAX. WATER SURFACE ELEVATION FOR 100-YR STORM ~Op
f 3, ~ n
S CTION THROUGH POND 2 E • - 252.3 -TEMPORARY STORAGE OF 1" RAINFALL EVENT
NOT TO SCALE
- - - - 250.0 -PERMANENT WATER ELEVATION
'.a '
42 RCP 7'-0" ' (60" RCP FOR X66) ' '
MANHOLE UD
' 'd.
250.8 -TOP OF BERM Q
249.8 -TOP
'~X ~Op d•
f 3.1 t . • g J
2" PVC DRAWDOWN PIPE. D EXTEND 6" BELOW PERMANENT d •e ~
WATER ELEV. 1 MIN. (TYPICAL)
247.3 -P.W.E. I i Z
I ~ Q 8 DI PIPE O I ANCHOR BASE SECURELY a W/ VALVE ASSEMBLY
MAX SLOPE . 6.1 To WALLS ~ • . POND BOTTOM ~ a I I~. OCZ
281.2 ~ W W III f- > T
I 241.20 66 Z ~ O III 241.56 65 z ~ ~m
I V W ~ II .If Z
S~~ . ~
f ?7
~ ANCHOR BASE SECURELY m
TO WALLS ~
1.0
242.0 -BOTTOM CONCRETE BASE. MIN. 1' THICK d i - W
Z
r T P ATCH BASIN 65 & 66 RAISED 0 C W
J ~
Q
N TIN X A - DRAW-DOWN BOX JU 0 60 25 C
E NOT TO SCALE
MANHOLE FRAME do MANHOIE FRAME do
COVER W/ RISER COVER W/ RISER
- 268.31 ASPHALT SURFACE ASPFWLT SURFACE TOP n
MANHOLE UD •
254.3 -TOP OF BERM ~
253.2 -TOP ~k '
S~Op F ~,1 ~ ~ ' '1y
PVC DRAWDOWN PIPE. 100-YR - 265.30 • AUU 6 UtLV WKVUi iu s
EXTEND 6" BELOW PERMANENT WATER ELEV. BOTTOM OF BOX AFTER ° WATER ELEVATION / RESTRICTOR PUTS HAS 12'x6 PRE-CAST CONCRETE
250.0 - P.W.E. BEEN MISTALLED + SPUTTER BOX g 1.00
PE N
77
w 00
54 RCP 0 1.OX ' 48• RCP 0 1.OX STEEL STEP 48" RCP OFF-BYTE (INLET FROM G X37) REVISIONS BY (OUTLET TO G #42)
• OUTFLOW PIPE • ' (IYP. OF 6) 11 JUN 2009
GKO 10-YR - 261.23 48 RCP 0 5.OX IM CD)
S~OA WATER ELEVATION 2.50 2.50 (OUTLET TO JB /39) ' 21 ~ 2009
STEEL STEP DlH OF 6IT$)
F g O
01 1.0, 241.2 - BOTTOM M 5'x5' RESTRICTOR
PLATE
F-L a
T
, . 255.42 25522 255.22 . ,
JUNCTION BOX 63 - (DRAW-DOWN BOX
BOTTOM - 254.72 .
NOT TO SCALE : ,!•1:. . a
48' RCP ON-SITE OUTFLOW PIPE
W/ 5'x5' RESTRICTOR PLATE
(ORIFICE DIAMETER - 26)
1.00' 3.00' 6.00' 3.00' 1.00' 1.00' 6.00' 1,00'
12.00' DRAWN
VKQ
CHECKED
SPUTTER BOX #38 RPN
/ DATE
SCALE: 1 = 3/8 08 JLN 09 ®WQ REVIEW)
SCALE
JOB Na
FOMW
STORM DRAINAGE & EROSION MET
CONTROL DETAILS ¦

i
1 2 3 4 5 5 6 7
•Q 8 g i
x
ICS-6
' WR-2 ti i
' SEASONAL COLOR t ~ ~ ~ o ~ ~ ~
. , BT-12 ~ y ~ C
~ ' LM-250 WIN e I
0 12" O.C. •4 N/F THE BODY, LLC ~I \
r
\
A Z G
L''3
a.
Z.9r I ~ O \
~ w _ _ ,I \
` _ 1
a - _ - - - ~ I 1 ~ ~ 9 A
~ a _ _ - - - - D.ST ~ 1°
.n , : - _ S 84'33'18 E 1131.92' ' ' - ' ° 12.18' ~ ~f ~~~~~~~~~~~~~~~~~~~~~r~~ O
n \ N
I
' ~ ~ TD-1 LS-3 TD-4 Ls- . TD 3 Ls-3 - PROPOSED C BP-0~ TD 1 _ ~ ~ 0.7T c C BP,~OR>acTtON~~ARKWAY 9
- ~ (fJ Z P ~Y O
. s s I C ~9 O ~~4
SG1LE: 1`20' _ - 877. 1' . . . G
N/F PEGGY W. JOHNSTON AND i JAMES MARION WILBURN ~ ' • ~ I ~ o
6.77' , ' ~ ~ +Zn E I °
\ ' w, EXISTING WOODED ~ Icy n
\ JCP-46 ~ , ~ BN-2 i i AREA TO REMAIN TREE PROTE ON ~ ~ FENCE ~ ~..r
~ i ~ I-3 ~ ? " i b Ww PT-20
EP-45 0 ~ / B
\ 5' O.C. PR OSED FENCE N/F HEDINGHAM PROPERTIES, LLC I ZONED:I-1
\ ~ i ~ ARF-5 ~ QPA-6 ~ USE: VACANT
I LI-3 i ' 22
~ i QL-9 8 WO FLOOD HAZARD SOILS. ~ BM 1988, PG 1363
CJ-42 ' • • • • • • • • • • • \ JE-280 (TYP. EA. SIDE)
AR-3 i SV-438 ~ :•r. PC-496
i i
i GRASS ALL I ~ / ~
DISTURBED AREAS 1
\ ~
PROVIDE 4' DIAMETER BY ~ i \ ~
3" DEEP MULCH RING ~ AROUND ALL TREES IN I ~ ,
LAWN AREAS ~ ~ AR-i ~ ;
~ ~ ~ \ - i ~ ~ JUN-16 rtamnmm~pq

7 8 9 6
~ 2 3 4 5
T S: NO E
z ~
1. ALL PLANTS MUST BE HEALTHY, VIGOROUS MATERIAL, FREE OF Q J ~ 0
PESTS AND DISEASE. ~ Q ~ MUST BE CONTAINER GROWN OR BALLED AND BUR 2. ~ o~ v = ~ REMARKS
LAPPED As INDICATED IN THE PLANT UST. Y MMON NAME AME CO TANICAL N
BO 3. All TREES MUST BE STRAIGHT TRUNKED AND FULL HEADED AND
MEET ALL REQUIREMENTS SPECIFlED. AR r m' r I r I M le 1 -1 ' H P ARE SUBJECT TO THE APPROVAL OF THE r I M le 14- H 4 4• ~ LANTS AR1 r m r I
LANDSCAPE ARCHITECT BEFORE, DURING, AND AFTER INSTALLUTION. F - M~1
A 5. ALL TREES MUST BE GUYED OR STAKED AS SHOWN IN THE - M , DETAILS. n ' r 'min H
6. ALL PLANTING AREAS MUST BE COMPLETELY MULCHED AS 1 i n n i 'F P n F R
SPECIFlED. r r r 1 x in A 7. PRIOR TO CONSTRUCTION, THE CONTRACTOR SHALL BE F fl FI w 'n wo d 9
RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND ' ' A
SHALL AVOID DAMAGE TO ALL U11UT1ES AND SHALL AVOID DAMAGE TO , ~
ALL UTILITIES DURING THE COURSE OF THE WORK. THE - CONTRACTOR IS RESPONSIBLE FOR REPAIRING ANY AND ALL DAMAGE - o • r
TO UilUT1ES, STRUCTURES, SITE APPURTENANCES, ETC. WHICH - " N
000URS AS A RESULT OF THE LANDSCAPE CONSTRUCTION. ' 11 2" 8' BdcB VSA 8. THE CONTRACTOR IS RESPONSIBLE FOR VERIFIING ALL PK Prunus serrulata Kwanzon ~ Kwanzon C
lIAN1TTIES SHOWN ON THESE PLANS BEFORE PRICING THE WORK. pT pin III Pin 40 min SHOD 3 VSA E....f Q 4 3.5 14 min BdcB SHOD 4 a
9. THE CONTRACTOR IS RESPONSIBLE FOR FULLY MAINTAINING ALL PTt Pin edo Lobloll Pine T MITED T0: WATERING SPRAYING, rff li rlin n rlin ton k 1 1 -1 TPY 0
POINTING (INCLUDING BUT NO U , I Will w ak 1 1 -1 ~ MULCHING FERTILIZING ETC. OF THE PLATING AREAS AND UWN P - ~ ~
' ) Willow Oak 7 3.5 14 16 BdcB SHOD 4 $ UNTIL THE WORK IS ACCEPTED IN TOTAL BY THE OWNER. OP1 uercue hellos
ALL PUNT A roue luatris Pin Oak 46 2 10-12 8dc8 SHOD 3 x 10. THE CONTRACTOR SHALL COMPLETELY GUARANTEE QP Ous yl NNING ON THE DATE Al uercus lustris Pin Oak 28 3.5 14-16 BdcB D D
MATERIAL FOR A PERIOD OF ONE 1 YEAR BEGI ) Bold re s 9 2 10-12 Bdc6 VSA STREETYARD A + ~ E OF TOTAL ACCEPTANCE. THE CO R SHALL PROMPTLY MAKE T x i m istichum
dl r n Vill n el va 1 1 -1 ~ ' ~ ~ $ ALL REPLACEMENTS BEFORE OR AT THE END OF THE GUARANTEE .~7~ I x N~ ~ 3
PERIOD. APPROVE THE STAKING LOCATION OF ALL ~ a 11. THE ARCHTECT SHALL ~ ~ ~
PLANT MATERIAL PRIOR TO INSTALLATION. Shrubs
12. AFTER BEING DUG AT THE NURSERY SOURCE, ALL TREES IN T i r T ACCLIMATED FOR TWO 2 WEEKS UNDER A MIST 42 24" TPY
LEAF SHALL BE O CJ le ra Ja onico Cle ra SYSTEM PRIOR TO INSTALLUTION. EP Eloeo nus Pun ens Thom Elea nus 264 18 SHOD TI>1'
13. ANY PLANT MATERIAL WHICH DIES, TURNS BROWN, OR P
B DffOLIATES (PRIOR TO TOTAL ACCEPTANCE OF THE WORK) SHALL BE ICC II x rn to ri ri a H II 7 18 H MA RIAL 158 18 VSA I4 PROMPTLY REMOVED FROM THE SITE AND REPLACED WIT TE ICR Ilex comuto Rotunda Dwarf Homed Holl
OF THE SAME SPECIES, QUANTITY, AND SIZE AND MEETING ALL ICS Ilex crenata Stokes Stokes Jo anese Holl 6 12 n ACCENT
PLANT UST SPECIFlCATIONS. r r n T
14. STANDARDS SET FORTH IN "AMERICAN STANDARD FOR NURSERY STOCK" REPRESENT GUIDELINE SPECIFICATIONS ONLY AND SHALL '
CONSTITUTE MINIMUM QUALITY REQUIREMENTS FOR PLANT MATERIAL. " n ' n
15. ALL SHRUB, GROUND COVER AND SEASONAL COLOR ANNUAL 0 1 H A
PLANTING BEDS ARE TO BE COMPLETELY COVERED WITH HARDWOOD R m rvifolium R c rv tr m 41 4" n HOD Y MULCH TO A MINIMUM DEPTH OF FOUR INCHES. 1 m rvifolium R rv m
16. LOCATIONS OF EXISTING BURIED UTILITY LINES SHOWN ON THE •
PLANS ARE BASED UPON BEST AVAILABLE INFORMATION AND ARE TO BE CONSIDERED APPROXIMATE. R SHALL BE THE RESPONSIBILITY OF "
THE CONTRACTOR TO VERIFY THE LOCATIONS OF UTILITY ONES AND
ADJACENT TO THE WORK AREA. THE CONTRACTOR IS RESPONSIBLE N FALL UTILITY LINES DURING THE ver Peren~als FOR THE PROTECTIO o Groundco
CONSTRUCTION PERIOD. r' ' ' I it 4" 1 o.c. ~,~,N~"""'"'Na,
17. SAFE, CLEARLY MARKED PEDESTRIAN AND VEHICULAR ACCESS N R11ES MUST BE MAINTAINED THROUGHOUT x
TO ALL ADJACENT PROPE ~ 0~ 1. THE CONSTRUCTION PROCESS. ; ~ D q ~s,
~ n Pond Plants Detent o 18. DURING THE GROWING SEASON ALL ANNUALS SHALL REMAIN IN r ~
N mON THROUGHOUT THE CONSTRUCTION h 2 o.c. ~ ~ A HEALTHY, VITAL COD ff 2' o.c. ~ X a PERIOD. P n eri r ato P' k r Twee 7 1 Pr I 82~ a
HOWN ARE APPROXIMATE. PC to 19. ALL PLANT MATERIALS QUAN1111ES S Bullrush 74 P I 2' o.c. r ~ _ SV ci s vali u
P N I LE FOR COMPLETE COVERAGE OF '~i _ CONTRACTOR SHALL BE RES 0 S B `~~t! 10''y 0~ ALL PLANTING BEDS AT SPACING SHOWN. ~
I D AREAS ARE TO RECEIVE 4" OF TOP SOIL, f' 5,~~' 20. ALL D STURBE P, W P~~~~
MULCH, AND WATER UNTIL A HEALTHY STAND OF GRASS IS NIWM~g1~
OBTAINED. THIS IS EXCLUDING ALL LANDSCAPED ISLANDS AND ENTRANCE AREAS. 6''
C I Al10NS FOR ALL INFORMATION 7 21. REFER TO WALMART SPEC FlC
NEEDED FOR IMPLEMENTATION OF PLANTING PLANS.
DETENTION POND PLANTING SPECIFICATIONS
1. PLANTS WILL BE INSTALLED OVER THE SHALLOW PORTIONS <8" IN DEP1H (NORMAL POOL) OF THE WET POND.
2. PLANT MATERIAL IS TO BE MAINTAINED IN COOL, MOIST
ENVIRONMENT UNTIL PLANT1NG.
3. LIVE PLANTS ARE TO BE INSTALLED BY HAND USING TREE
PLANTING BARS (DIBBLE BARS).
4. LIVE PLANTS ARE TO BE INSTALLED SO THAT R00T COLLAR IS PLAN
AT OR SLIGHTLY BELOW) SOIL SURFACE (NOT SIGNIFICAN1lY ABOVE ( ~I
OR BELOW GRADE). EX1S11NG GROUND B" 2-PLY RUBBER HOSE
5. PLANTING HOLE WILL BE OPENED BY THE DIBBLE BAR, PLANT DOUBLE STRAND 12 GAUGE WIRE
PR PRIME PROPERLY PLACED (VERTICALLY, WITH ROOT COLLAR AT AP 0 COVERED W/2-PLY RUBBER HOSE
ELEVAl10N) AND THE HOLE WILL BE CLOSED COMPLETELY (NO AIR \ PLANTED FLUORESCENT ORANGE a
I SPACE AROUND ROOTS) WITH DIBBLE BAR AND FOOT PRESSURE. ~ ~ WHITE FLAGGING (TYP.} Z
6. LIVE PLANTS SHOULD NOT LEAN MORE THAN 10 DEGREES FROM ClR BACK SLOPE ~ ~ TREE WRAP a PROVID ` J
VERTICAL. TO „ L ~ - J A FLAT ,~Uf~FACE Q\\~~~ 4 INCHES MULCH •
N , FOR PLANING 4 INCH DEEP SAUCER N 7. ALL ROOT PARTS MUST BE IN GROU D 1 ~
D 8' STEEL TEE POST U~ 8. PROPAGULES (DORMANT RHIZOMES, ETC.) WILL BE PLANTED BY z Z I
" TIVE POR110NS OR ~ BACKFlLL MIX Q ~ HAND 1 -2 INTO SOIL SURFACE WITH VEGETA ( O W
BUDS) FACING UPWARDS. N ~ ` ~
~ Z W d' UNDISTURBED SUBSO L 9. PLANTING WILL NOT OCCUR WHEN SOIL CONDITIONS ARE NOT ~ W W
CONDUCIVE TO PROPER INSTALLATION (E.G. FROZEN GROUND). ~ ~ REMOVE BURLAP do ROPE ~ ~ W O Z o
FROM TOP 1/3 OF THE BALL ~ ~m W
10. PLANTING SHOULD OCCUR DURING THE PERIOD FROM MARCH UZ 3 1ST THROUGH APRIL 30TH.
NOTE; SEE UWDSCAPE NOTES FOR 11~E TYPE OF MULCH MATERIAL TO USE. Z ~ ~ IW ~ WW z
am W
~ Z m W~
Al WNS, PE w SO N L NTING PA THE
t= LAWN SEEDING SHALL BE AT THE N.T.S.
IN RATES: W FOLLOW G Z
PER 1000 S.F. OF LAWN AREA: W
J ~ 3 LBS. TURF TYPE FESCUE "TYPE A
'TYPE B' 3 LBS. TURF TYPE FESCUE
° (TWO DIFFERENT FESCUES TO BE SELECTED FROM ~
. 0 ~ VARIETIES RECOMMENDED FOR PROJECT AREA) •0 D
00 ° Use 2" x 2" x 6' hardwood stakes and {~9
1 LB. KENTUCKY BLUE GRASS a0 wire encased in rubber hose for staking Ur 0~ 00 ~ when needed or as directed by architect.
E
Use tree wrap up to first whirl of branches i
~ p on trees above 1-1/2" caliper to prevent o~ scalding.
0
00 ~ , To promote aeration and percolation in
o• 0 o heavy soils, plant rootbcll above existing grade as shown.
0 • 0 Backfill with 80% parent material and 20%
aecomposea organic maaer Uy vowme
well mixed.
Provide 6" minimum of bockfill on each
i side of rootball to promote rapid re- establishment.
l
Provide an earth saucer for water retention.
REVISIONS
Minimum 4 thick pine straw in 5' BY diameter circle or as shown on plans. 21 JUL 2008
OPW
~EtO11T8?
PLANTING TREE

F ~ ~
To promote aeration and percolation in
heavy soil, plant rootball above existing
• grade as shown.
Provide an earth saucer for water
retention.
Backfill with BOX parent material and 20X
decomposed organic material by volume
well mixed as approved by the architect.
Provide 6" minimum of backfill on each tide
of rootball to promote rapid reestablishment.
Provide minimum 3" thick pine straw in 5'
wide planting beds or as directed on plans.
DRAWN
SKO GPW
CHECKED
SHRUB PLANTING GPW
DATE
11 JUN 2003 (90% CD)
SCALE
G JOB No.
RWCW
SHEET
LANDSCAPE DETAILS. ¦
r

9 7 8 6
~ 2 3 4 5
T S: NO ~
z
YVIGOROUS MATERIAL, FREE OF Q O 1. ALL PLANTS MUST BE HEALTH , J
PESTS AND DISEASE. ~ Q 2. ALL PLANTS MUST BE CONTAINER GROWN OR BALLED AND BUR _ ~ REMARKS
d I ATED IN THE PLANT LIST. Y N NAM E LAPPED AS INDC COMMO AL NAME OTANIC B
LL HEADED AND 3. ALL TREES MUST BE STRAIGHT TRUNKED AND FU PECIFIED. ctober Glo 0 tober Glo Ma le 33 2" " 10-12~ B&8 SHOD 3
MEET ALL REQUIREMENTS S AR Ac r rubrum 0 14-16 B&B SHOD4 4. ALL PLANTS ARE SUBJECT TO THE APPROVAL OF THE AR1 Acer rubrum October Glo October Glo Ma le 3 3.5
AND A~TEp IhlcTp,LLArION, ~ m ' A n FI I 1 -1 M~1 ~ANu"SC~iPE AFc~Ni`~,,7 BEFORE, DURING, ARF A,c r r ° r A umr ~ _ ~f1
A 5. ALL TREES MUST BE GUYED OR STAKED AS SHOWN IN THE i n i 'F r P For P n R DETAILS. r
ST BE COMPLETELY MULCHED AS canadensis 'Forest Pans ' Forest Pans Redbud 30 X 6 min 8&B SHOD 6. ALL PLANTING AREAS MU CC1 Cercis A
deodora Deodora Cedar 13 x 8 min B&B VSA SPECIFIED. CD Cedrus g 2 8 6&B VSA .
7. PRIOR TO CONSTRUCTION, THE CONTRACTOR SHALL BE CF Cornus florido Flowerin Do wood , UTILITIES AND RESPONSIBLE FOR LOCATING ALL UNDERGROUND
SHALL AVOID DAMAGE TO ALL UTILmES AND SHALL AVOID DAMAGE TO ~ I ~ _
ALL UTILmES DURING THE COURSE OF THE WORK. THE ' ' ' ' _ 4 CONTRACTOR 15 RESPONSIBLE FOR REPAIRING ANY AND ALL DAMAGE _ " '
TO UT1LmES, STRUCTURES, SITE APPURTENANCES, ETC. WHICH r E
OCCURS AS A RESULT OF THE LANDSCAPE CONSTRUCTION. 11 2" 8' B&B VSA P NSIBLE FOR VERIFYING ALL pK Prunus serrulata 'Kwanzan' Kwanzan Cher 8. THE CONTRACTOR IS RES 0 40 2 8 min B&B SHOD 3 VSA
S BEFORE PRICING THE WORK. Pinus taeda Lobloll Pine ~w ~ QUANTmES SHOWN ON THESE PLAN 4 3.5 14 min B&B SHOD 4 O
RA TOR IS RESPONSIBLE FOR FULLY MAINTAINING ALL pTt Pinus taeda Lobloll Pine TPY ~ Z NT C ~ O 9. THE CO 13 2 10-12 B&B
INCLUDING BUT NOT LIMITED T0: WATERING, SPRAYING, L uercus lourifolia Darlin ton' Darlin ton Oak 10-12 B&B VSA O PLANTING ( Willow Oak 10 2 G v. o. v_ c MULCHING, FERTILIZING, ETC.) OF THE PLATING AREAS AND LAWN P uercus hellos Wi11ow Oak 7 3.5 14-16 B&B SHOD 4
WORK IS ACCEPTED IN TOTAL BY THE OWNER. OP1 Quercus hellos 4 2 10-12 B&B SHOD 3 VSA x M~ UNTIL THE 8
10. THE CONTRACTOR SHALL COMPLETELY GUARANTEE ALL PLANT QPA Quercus alustris P';i Oak 30 3.5 14-16 B&B SHOD 4 STREETYARD NO o c N 1 YEAR BEGINNING ON THE DATE QPA1 Quercus alustris Pin Oak 2 10-12 B&B VSA STREETYARD A t Z ~ r` E
MATERIAL FOR A PERIOD OF 0 E 9 CONTRACTOR SHALL PROMPTLY MAKE TD Taxodium distichum Bald C ress 2 10-12 B&B VSA OF TOTAL ACCEPTANCE. THE Villa a Green Villa a Green Zelkova 16 1O~~•-
ALL REPLACEMENTS BEFORE OR AT THE END OF THE GUARANTEE ZV Zelkova serrata x Icy m _ ~ ~ a
PERIOD. M ~ 3 AKING LOCATION OF ALL ~ ao a a, ; 11. THE ARCHITECT SHALL APPROVE THE ST
INSTALLATION, Sh rU bS PLANT MATERIAL PRIOR TO
12, AFTER BEING DUG AT THE NURSERY SOURCE, ALL TREES IN hunb r ii 'n n ' Crim n P m ar er 36 12" out ACCENT WEEKS UNDER A MIST T rb ris 42 24" nt TPY
LEAF SHALL BE ACCLIMATED FOR TWO (2) CJ Cle era Ja onica Ch, era TALlATION. Pun ens Thorn Elea nus 264 18 out SHOD TPY SYSTEM PRIOR TO INS EP Elaea nus
13. ANY PLANT MATERIAL WHICH DIES, TURNS BROWN, OR I n s P n en Thorn le n s 41 24 nt H
B F THE WORK SHALL BE P1 527 18 nt VSA DEFOLIATES (PRIOR TO TOTAL ACCEPTANCE 0 ) ICC Ilex cornuta Larissa Corissa Holl 158 18 ant ~ PROMPTLY REMOVED FROM THE SITE AND REPLACED WITH MATERIAL ICR Ilex cornuta Rotunda Dwarf Horned Holl 12 nt ACCENT
OF THE SAME SPECIES, QUANTITY, AND SIZE AND MEETING ALL ICS Ilex crenata Stokes Stokes Ja anese Holl 6 NT
IFICATIONS. ni r s mm nis r s Pro tr ni er 1 4 1 out A PLANT LIST SPEC nt
14. STANDARDS SET FORTH IN "AMERICAN STANDARD FOR NURSERY i out STOCK" REPRESENT GUIDELINE SPECIFICATIONS ONLY AND SHALL cont
CONSTITUTE MINIMUM QUALITY REQUIREMENTS FOR PLANT MATERIAL. ~ cont
15. ALL SHRUB, GROUND COVER AND SEASONAL COLOR ANNUAL 18" out SHOD SA MPLETELY COVERED WITH HARDWOOD LR Li ustrum recurvifolium Recurve Li ustrum 300 „ PY
PLANTING BEDS ARE TO BE CO 41 24 out SHOD MULCH TO A MINIMUM DEPTH OF FOUR INCHES. LR1 Li ustrum recurvifolium Recurve Li ustrum
16, LOCATIONS OF EXISTING BURIED UTILITY LINES SHOWN ON THE out
PLANS ARE BASED UPON BEST AVAILABLE INFORMATION AND ARE TO 1 1 nt BE CONSIDERED APPROXIMATE. IT SHALL BE THE RESPONSIBILITY OF
THE CONTRACTOR TO VERIFY THE LOCATIONS OF UTILITY LINES AND
ADJACENT TO THE WORK AREA. THE CONTRACTOR IS RESPONSIBLE Peren~als ILITY LINES DURING THE Groundcover FOR THE PROTECTION OF ALL UT
CONSTRUCTION PERIOD. m r i ' i I it urf 250 4" 0 12 o.c. ee„„„ ~~n!
PEDESTRIAN AND VEHICULAR ACCESS M iri x 17. SAFE, CLEARLY MARKED x
TO ALL ADJACENT PROPERTIES MUST BE MAINTAINED THROUGHOUT tit TI N PROCESS. ~ D THE CONSTRUC 0 and Plants : ~
noon P 9 Dete 4 A 1B. DURING THE GROWING SEASON ALL ANNUALS SHALL REMAIN IN r O ,
THROUGHOUT THE CONSTRUCTION ffu Soft R sh 5 8 2 o.c. F A HEALTHY, VITAL CONDITION n 2' o.c. a eria cordata Pickerelweed 781 Pr ul $~rr~~ ~ X PERIOD. PC Pouted iE a
UANTITIES SHOWN ARE APPROXIMATE. i us validus Bullrush 745 Pr le 2 o.c. ~ 19. ALL PLANT MATERIALS O SV Sc ~ ~
RESPONSIBLE FOR COMPLETE COVERAGE OF 'P/ L~ ~a CONTRACTOR SHALL BE ~ jp~, p;
ALL PLANTING BEDS AT SPACING SHOWN. 20, ALL DISTURBED AREAS ARE TO RECEIVE 4 OF TOP SOIL, P, t~d'~'`;,a`'`~
MULCH, AND WATER UNTIL A HEALTHY STAND OF GRASS IS
I DS AND N'"unuu~ia+~u~a OBTAINED. THIS IS EXCLUDING ALL LANDSCAPED SLAN ENTRANCE AREAS. ~.I t~1 e3
C n.+r n, rtLL ~Yi ~iJf~lli~Tl/~Yr~ 'tl , R'Li Ltt i v ~1r~..~~i~, Jt' Cvd ~1~.}~ i ~l`~ ~ ~
NEEDED FOR IMPLEMENTATION OF PLANTING PLANS.
DETENTION POND PLANTING SPECIFICATIONS
1. PLANTS WILL BE INSTALLED OVER THE SHALLOW PORTIONS <6"
IN DEPTH (NORMAL POOL) OF THE WET POND.
PLANT MATERIAL IS TO BE MAINTAINED IN COOL, MOIST 2
ENVIRONMENT UNTIL PLANTING.
3. LIVE PLANTS ARE TO BE INSTALLED BY HAND USING TREE
PLANTING BARS (DIBBLE BARS).
PLAN 4. LIVE PLANTS ARE TO BE INSTALLED SO THAT ROOT COLLAR IS
AT (OR SLIGHTLY BELOW) SOIL SURFACE (NOT SIGNIFICANTLY ABOVE
OR BELOW GRADE). EXISTING GROUND 8" 2-PLY RUBBER HOSE
5, PLANTING HOLE WILL BE OPENED BY THE DIBBLE BAR, PLANT DOUBLE STRAND 12 GAUGE WIRE W 2-PLY RUBBER HOSE
PROPERLY PLACED VERTICALLY, WITH ROOT COLLAR AT APPROPRIATE COVERED ( PLANTED FL ORESCENT ORANGE
COMPLETELY NO AIR ~ Q ELEVATION) AND THE HOLE WILL BE CLOSED ( ~
SPACE AROUND ROOTS) WITH DIBBLE BAR AND FOOT PRESSURE. ~ WHITE FLAGGING (TYP.) ~ Z CUT BACK SLOPE ` \ TREE WRAP d
6. LIVE PLANTS SHOULD NOT LEAN MORE THAN 10 DEGREES FROM `0 ~ J TO PROVIDE J
VERTICAL. - ~~U j 4 INCHES MULCH A FLAT SURFACE (n
N FOR PLANTING 4 INCH DEEP SAUCER ~ 7. ALL ROOT PARTS MUST BE IN GROU D 1 ~ W 8' STEEL TEE POST
D Z C. WILL BE PLANTED BY ~ a~~~,,~~a~ Z F'
8. PROPAGULES (DORMANT RHIZOMES, ET } - BACKFILL MIX Q ~ „ ATNE PORTIONS OR ~ O W HAND 1 -2 INTO SOIL SURFACE WITH VEGET ( ~
N a BUDS FACING UPWARDS. ` ~ Z W ) UNDISTURBED SUBSOIL Z
iii i ~ W W Z
9. PLANTING WILL NOT OCCUR WHEN SOIL CONDITIONS ARE NOT , ~ f- ~ 3~ ROPE I W TION E.G. FROZEN GROUND . REMOVE BURLAP do Q Z Q CONDUCIVE TO PROPER INSTALLA ( ) Q ~m
FROM TOP 1 /3 OF THE BALL ' ? W I... ~
10. PLANTING SHOULD OCCUR DURING THE PERIOD FROM MARCH V Z W3 ~a 1ST THROUGH APRIL 30TH. THE TYPE OF MULCH MATERIAL TO USE. Z ~ ~ W
NOTE: SEE LANDSCAPE NOTES FOR W W QZ J
4. m wt W ~F ~ Z
. m N 3 w~
I LAWNS. . c~ PE w W SLO ON TING AN PL RE T
Z= 3 LAWN SEEDING SHALL BE AT THE N.T.S. W Z
FOLLOWING RATES: ~ Z ~
W~
. PAR ..1000 S.F. OF LAWN AREA:.-- D _ J
3 LBS. TURF TYPE FESCUE "TYPE A" Q
3 LBS. TURF TYPE FESCUE `TYPE B
a (TWO DIFFERENT FESCUES TO BE SELECTED FROM pq 00
VARIETIES RECOMMENDED FOR PROJECT AREA)
p~0 Oo Use 2" x 2" x 6' hardwood stakes and #9
1 LB. KENTUCKY BLUE GRASS a0 wire encased in rubber hose for staking u b architect. ~0 0 p o when needed or as directed y
E 0 0 ~ o Use tree wrap up to first whirl of branches
o , 0 0 on trees above 1-1/2" caliper to prevent
~ scalding. op o
,oo ~ , To promote aeration and percolation in
o ' 0 0 , heavy sods, plant rootball above existing 0 0 o grade as shown.
p o a e p Backfill with 80~ parent material and 20~
° decomposed organic matter by volume e well mixed.
Provide 6" minimum of backfill on each side of rootball to promote rapid re-
establishment.
Provide an earth saucer for water
retention.
- REVISIONS BY _ Minimum 4" thick pine straw in 5'
diameter circle or as shown on plans. 29 JUL 2003
SKO I_ r = - EXPRESS REVIEW
23 SEP 2003
SKO
TREE PLANTING WAL-MART
F
To promote aeration and percolation in
heavy soil, plant rootball above existing grade as shown.
e ~
Provide on earth saucer for water
retention. 0
Backfill with 80% parent material and 20%
o decomposed organic material by volume well mixed as approved by the architect.
Provide 6" minimum of backfill on each side
I II of rootball to promote rapid reestablishment. I I I'-
I- Provide minimum 3" thick pine straw in 5' II 11= wide planting beds or as directed on plans.
II- il~ DRAWN
SKO GPW
CHECKED
SHRUB PLANTING GPW DATE
11 JUN 2003 (90% CD)
SCALE
JOB No.
G RIBPCW
SHEET
¦
LANDSCAPE DETAILS.

4 5 6 7 g g 5
1 2 3
\ ~ ~ I
AINAGE STRUCTURE SCHEDULE STORM DR
~ ~ ; ~ ~ ~ ~ ! i
ZE LENGTH SLOPE TOP ELEV REMARKS MARK INV IN IMF OUf SIZE LENGTH SLOPE TOP ELEV REMARKS MARK INV IN INV OUT SIZE LENGTH SLOPE TOP EIEV REMARKS MARK INV IN INV OUT SI ~ ~ , iSE BASI~J NOTE - - ~
X NEUSE BASI~J c~> cX~ cm cX~ cm c ) y EXlsr. wETLANOS ~ ~ 1 PROPERTY IS VESTED FROM THE ~ (TYp.)
3' 250.00 245.31 253.2 JB THIS PROPERTY IS VI 1 275A 278.01 RTCB 58 (57) 256.82 256.62 270.1 t JB/MH 63 ( ) REQUIREMENTS OF TF '~REMENTS OF'.THE NEUSE BUFFER ~ ~ ~ ~
- 15' RCP 22 3.OX 63-64 12' RCP 162 0.5X RULES AS INDICATED 12 7H V STEO 1 i AS INDICATED IN E E ~ - - S LETTER FROM NCDENR DATED ~
44 PIPE END RIGHTS LETTER FROM 2 274.33 274.13 278.1t(TC) CI 58-59 42' RCP 97 1.OX ~ 2 ~E91RLshRY T4, 20G3. ,S~t't 14, 20G3. ~ ~ \
.45 ~ 27).91 C CI 65 241.56 253.8 (T'S) R1WI 2-3 18' RCP 46 1.OX 59 255.65 255 (T )
3 273.67 273.47 278.5t(TC) CI 59-60 42' RCP 140 1.OX 65-66 42' RCP 8 2.OX ~ ~ ~ _ , y.. ~ I ! ~ \
A 3-4 18' RCP 3s 1.59. 60 254.05 253.85 1270.9t(TC) CI 66 241.40 241.20 253.6 (TS) RTWI i I ~ v A A
4 272.90 272.70 276.4t(TC) CI 46-61 48' RCP 140 1.Of. 66-67 60' RCP 34 1.OX
4-5 18' RCP 70 1.15X 47-61 15' RCP 66 3.OX 67 240.86 ENDWALL w
5 271.90 271.70 275.51 JB/MH 60-61 42' RCP 244 1. X ' \ `1 1 \ 1•
71. 275.01 CB 61 46 248.76 242.80 266.9t(TC) CI ' ' 6 2 5 ( ) ~ ~ , , A., r . , I ' I ~ _ ~ ~ ~~I, - / ~ /
6-6A 15' RCP 133 3.257. (47) 260.45 ~ , ' ~ ~ ; I f, i FER TO SHEET C-8.1 AND ~ ~ ~ , .1. ; , ry ~ , ,NEW PRNATE
-7 18' RCP 147 3.OX (60) 251.41 A ~ ~ ~ ~ ~ ~ l t 1 ! ~ ~ ` I ` !DRAT AGE EAS PENT i ~ 2 FOR IMPROVEMENTS IN ; ~ ~ ~ ~ ~ ' ~ ~ ~ i
6A-7 15' RCP 90 1.OX ~ RPORATION PARKWAY ; , ~ ~ ~ n
7 (5) 267.28 265.88 271.4(TC) DI 61-62 48` RCP 33 1.07. ~ ~ , , _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ - - ~ - 1 I r _ ~ 1~ , [
62 242.47 ENDWALL \ ~ • , ~ ~ 1 - _ - - - - - - - - - " - - - _ (6A) 266.08 ~ . PRIVAif•- BRAMIA6E ' ~ ,
C ~ ~ ~ . _ ENT TYP. I - " 8 261.5 265.01 B \ ~ ~ _ ) ~ . ~ •i- _ - - - _ , W _p
B-9 15 RCP 117 1.OR i l ~ ro ~ I ~ . . ~ ~ ~ / ~ r ~ - - 1 I _ _ _ _ _ , i O AIL
9 260.33 260.13 265.51 CB ~ I I \ -T....~~ _ z-,-~_ ' - _ _ _ _ = ~ • _
7-10 18' RCP 191 3.3X --~-y' ~ SS ~ r ~ ~i ~ ~ X}~ O A I ' W~ 0 1 - r n
9-t0 15' RCP 70 1.OX 1 i _ ; _ 1 ~ -
7 59.58 259.23 267.8t(TC) CI ~ - , ~ I . ~ _ ~ 15' II~P r 10 ()2 , r-- ~ If , ..i~i ~
~ 1 - I I zeo ; ~ 2so 5' RC ~ ~ . (9) 259.43 ~ ~ - -
10-11 24' RCP 7 1.OX ~ _ - RCP \ ~ ti ~ _
11 259.16 258.96 267.8t(TC) CI - • 1 ~ ~
11-12 24' RCP 40 1.27. ` ~ ~ ~ ~ ~ ~ ~ - ' 270.95 - - R AWING WAL ~ ` m RoP _ NEB ~ - NEW CL. B EROSION :15 r NEW ~ATE-BRAINAGE TOP OF WALL V~RiES ~ as ,
12 258.56 258.36 267.7t(TC) CI ~ ~ + , - _ ~ F R - - ' r ! c. \ B ~ ~ - o o ; ONTROL STONE APRON i ~ ~ ' ~ ''EASEMENT (TYP.) ~ ' ~ ~ ~ 5~ MAX. ~ • - C r ~ 1 ~ ` , 1 ~ ~ i~(MIN. 32'Lx12'Wx22'iH)
12-13 24' RCP 168 1.57. - - ~ 6' ~ ~ PRIVA~~ ~ 1 ~ SLQ~E - _ ~ _ ~ ` c,DN GEOTEXTILE FABRIC
~ ~ ~ 13 255.84 255.64 267.2t(TC) CI ~ ~ ~ ' 1 ~ ~ ~ .f ~ ~ ~ „Fc~ DRAINAGF~/~EASEMENT ~ 1 ~ ~ s. TRAM 1 r i . ~i ~ - - ~ \ •
14 257.33 262.Ot(TC) CI \ \ i r ~ ~ P . 1 • ~ 271.0' 971.5~~ \ ~ ~ ~ 1 , , ~ - ~ - , } ~ ~ ' ~ : ~ "f..' j c ~ f' LINE ENBANKMENT WITH
14-15 15' RCP 39 1.07. ~ ~ I ~ ~ % . ~ ~ i I ~ ` 1 i ~ ~ " - `U ' i, , ~ ~ ii ~ - -1 ~ ; ~ CLASS i RIP RAP (MIN 22' -
15 256.94 256.74 262.Ot(TC) CI , \ ' ~ , \ I ! r~ - I j ~ - • ~ _ r ~ ; , ~ ~ ~ THICK) ON GEOTEXTILE 0 ~ ~ -y,~ ~ ~ ~ A
15-16 15' RCP 59 1.07. \ \ \ - ~ ~ \ - Z ~ 1 ~ ~ + s ' ~ ~ FABRIC TO ELEVATION 246.0 + X70.54 ~
16 256.15 255.95 265.4f(TC) CI \ ~ ~ ~ I _ 268.83 ~ • ,A ~ i , •l. Se ~ ' 'LP 1 : 42 RCP 1. ~ I , ~ r D S01 ~ ~ i OR eo t,n \ WO FLOOD HAZAR LS
16-17 15' RCP 33 1.07. ~ ~ ~ i 17 255.62 255.42 263.Of JB/MH ~ _ 'b • b _ , ~ ' ~ 42' ( BM 1988, PG 1363
sa ~ 18 255.23 259.5t(TC) CI ~ 'y ~ • ~ a ~ ~ J~a ~ ~ , TYP. EA. SIDE - r \ , \ , \ ~ t +n 48" RCP • ~ (
1 18-19 15 RCP 67 1.OX / • ' I i ! ~ \ ~ I 2x1.92 271.9 5p 1" ` ~ ~
~ I z- - I I I g - \ ~ ~ 19 254.56 254.36 261.9t(TC) CI / , I ~ ~ ~ ' I ~ ~ ~ \ , 272.0 271.5 ~ 271.9? ,i - - \ ' ~ 1271.5 272.0 ' 271.5 271.92 ~ e~ ,
I i K - 1 7 ~ .N. R ~:.i, 19 20 15 RCP 184 .0 , 1 ! 272.0 ~ 271.5 n 269.5 p 272.0 - BERM - 254.3
20 252.52 252.32 261.3f(TC) CI ~ ~ - - - i , ~ ~ r i 1 O ~ I': ~ , - ~ - \ ~ ~ I I I 267. ~ - ~ i ~ ~ 36" RCP ~ N J • ~ 11~
20-21 15' RCP 183 1.OX \ j ~ ~ t~ rl ~ 269.5 A ~ .r, _ ~ hid ' I • ~ 60" RCP t~ ~RQ ~~i
~5, I ~ CI ~ ~ ~ f j • 21 250.49 250.29 261.6f(TC) 5.~ 1 , ' ~ I ' ' 27.1.33 : ~iNEW CL B EROSION , / ~ I , ' i ~ ~ • ~ .I 9
17-22 15" RCP 233 1.SX \ ~ i ; ' 27 L3 - • 1 , ; ~ , 271 s2 ~ © 1 ` ~ CONTROL STONE APRON ~f Q ' ~ ~ ~ / ~ ~ ~ ~ a ~ ~ ~ MIN. 40'Lx15'Wx22"fH 4 ' 22.0 1 ~ 1 • ( )
y MAX. SCOPE ON ~ ` ' 5 ! v ~ • 21-22 18' RCP 10 1.07. IDEWALK ; ; 271 2 ` ~ , ; ; I ~ ` i , ~ BERM: 249.0 'ON GEOTEXTILE FABRIC
/ ~ 1 I , , _ _ _ _ 271.8 22 (17) 251.93 250.00 261.5t(TC) DBL CI r~ ~ ; ~ ' ~,I ' ' I ~ ~ NOTE: REFER TO LANDSCAPE
I ~ 272.0 I (21) 250.20 ~ I ??.g~ ~ ~ ,r~r~. • ~ ,p 'PLAN FOR SLOPE t•' .
~ ! 271.6 ~ STABILIZATION AT DETENTION 0 ~G r'
C ~ PR i ~ ~ ~ 1 271.8 ~ 71.5 22-23 24' RCP 125 1.OX ~ j ~ ' ~ ~ \ - ~ ~ ~ , ' ,I I 1, ~ , ~ t° ~ t~ 1 PONDS AND LEVEL '•.,P. N~0.~~`' 271.62 , 1 _ ~ I ~ wET aOND 2 ~ • ~ j ' ' i , I ~ ~ /.r.. , 1 , .-SPREADERS
23 13 251.00 248.50 262.61 JB MH y-' ~ ' ' ~ I ~ W~ . ' i ~ ` ' l w.E.~ 250. ~ ~ Lt ~
I' r I ' (22) 248.70 ~ 1 ; ' 1 \ \ gin' ' si Z7 271.92 f I I ~ ~ ~ NEW CL B EROSION i ' ~ ' , I I LEVEL- CONTROL STONE APRON'
~ sz / I 23-23A 30" RCP 55 1.5X ~ r 272.0 ~ ; i ! ! , ' I I S ~ EADE ~ ~ .'r , . (MIN. 21'Lx12'Wx22"TH)
247.68 47.48 262.78f TC CI \ / - ~ I I i ' ' . 23A 2 ( ) ~ I ' SUPE~CEN~E~ JL92 ~1 .':'.'.I:'. ' N OT XTILE FABRIC _ 0 GE E
- 4 30" RCP 120 1.57. ~ ~ ' ~ ~ - / + I I 23A 2 i I ; f, i - ~ 1~ ~;C='f~g2--~GL OL ~ j , • NEw LEVEL sRREAD~R ~1
24 (23A)245.68 243.82 256.01 JB/MH \ ,,~p ! ~ I,' I ~ ~ • i ' , I ~ I ' - ~ rti. i ~ . i ';r'; ~ ® ~ i / _ SEED ANY BAR AREAS
~ .9 c • 1 ° 272.0 I ~ 203,942 , S.F. a ~ ~ ~ ~ , , ; I ~ r~ , t n ~ ~ , • ~ . • j . ~ - IN LEVEL SPREADERS ~ ~
24-25 30' RCP 91 2.OX NEW RETAINING WAtL ` , I `il"I I k TOP OF WALL VARIES I ~i~, ~ I ~ ,~I~; I I ' I I f.F.E. = 27L.O 7 ~ I ~ 12' RCP WITH WEEPING LpvE ! ~ ~
25 243.78 FES ~ I 27 ~ I i , I ' ' ; I ; i , ,'i;, I i i ~ 271.6 i / ~ / , -~6F_'~,S$ I I , ; I 1 271.92 O fj!~ ~ • 12' RCP ` ~ ~ y.
25A 2' 247.3 242.33 249.8 JB ; I ~ ' I • ' ~ ' ~ ' ~ ( ) \ °,~,i I ~ Q / 272.0 I;,`. 1; V J ..i . ~ ' ~:42• RCP r ~ °T~ ' ~ 1 ~
25A-25 12' RCP ss osr. , ~ I I ~ ! + ~ ~ ' v2.o ~ ~ I , i I ~ ~ ~ ~ ~ ) L` f~ ~ 1 % ~
258 242.00 PIPE END ~ 24 ~ ' } ~ ~ , I , . , ~ , ~ , / ~:F1~ -i--~/- . i ~ ~ ~.,i ~ i / ~ NEW CL. B EROSION
25C 242.00 250.31 (TS) RTWI ~ ~ ' , I ' ~ ~ ~ ~ u ' , , ; : i N CL B EROSION , , " _ _ ~ ~ I I ~ ~ _ > ~ ~ t ,CONTROL STONE APRON
~ ~ i 25C-25 42' RCP 31 O.SX ~ I ! ~ ~ ~ 27 .D ! ~ 1 1 , ~ , ' ' CO TROL STONE APRON j _ ~/~i ~ V V~ MIN. 20'Lx7.5'Wx22fiH tt,f (MI . 32Lx12'Wx22"TH) :a'i i ON GEOTEXTILE FABRIC
25D 241.85 ENDWALL ~ ~ ~ + 'I 2 1. ~ ~ ~ ~ , . I ' ' ' i ~ . . ' 1 ~ I i i 4 ' ; I ' ' ! ~ ON GEOTEXTILE FABRIC © ; `,i' 1 ~ I
26 (15')279.06 278.86 296.01 JB/MH ~ • ~ i I ~ ~ ~ ' ~ ; ~ ; , ' ~ ~ ~ .I. I I ~ i ~ - ~ ~ ,PROPOSED ~ ~ ~ ~ • , , ~ ~ ; , ~ ~ N - °J BERM 250.8 Q
(2)2 950 ~ ; 'I• ~ 271.7 272.0 ~ / 1~:.:-, i I ~ j yowET POND d ~ ~ ~ ~ ~ 7 ~ - - . - a W.E. 24Z. ~ \ r
l i 27 .p 27 280.30 288.3f RTCB 1 ~ ~ ~ I " •o i , R •P' ~ - ~ ~ Z
1~ ~I I 72.0 ; I, 6-27A 42" R P 172 2.OX + VP 4ii h ! ~ 2 C 1 ~ 2 .2 ti ~ i; ' 272 + } I, - 272.00. ~ ~ ?~ir•f' ~ _ i \ ,NEW RETAINING WALL i J r •272'0'- ao i"` ` ~ i . 272.0 - _ 4 ~ ~ TOP OF WALL VARIES .
D 27-27A 15" RCP 23 10.07. ~ G ~ ~ ~ p GUY ~ ~ ~ ~ 271.Tb I 271.75 ~ ~ - _ - ~ ,
27A (26) 275.42 271.40 283:Of CB ~ ' _ , c, , - - ro 272.0 272.Q 1 _ r , ` i 271.7 ~ ~
~ i ~ .~"2yC- ~ i I~~•o'~ ~ . • (27) 278.00 ~ , ' ~ ~ ` ~ ~ ~ ~ to Z f' 6 OC
1 4 83.01 RTCB ~ ~ r-•.,,v, ( ~ ~ 27~.8~- .271.85 I' ~.--,-y--.~ 28 27 .2 2 ~ -f MlN ~ ' 7 f - I . ~ ~ 19 71.75 PI ~ 1 i a 2 14 ? 261.1 15" - ~
29 275.93 279.7t(TC) CI 7 ~ ~ ~ - ' / , ' ` D IN (TYP,) 271.7 ' ~ ' • r r ~ 6 c U d 271.75 27.75 ' •'I I ~ ~~263.J 263.3 / \ S W W Z Wa
29-30 15' RCP 53 1.OX 1 \ : , ti ~ 46 RCP 1 n l~E 262.8 r k ` _ ~ r~ - 2 9m
30 275.40 275.20 279.8f (TC) CI ~ , , ~ " ~ - - - - 1 ~ _ - ~ 271-8 - ,.-~~•J_ 27o.a ~ `rr s ez. ~ ~ 0 OW t ~8" RCP 63.5 ~ . ~ ~ Q ~m 1 , oW - (D
30-31 15' RCP 24 1.OX _ ~ - = _ - ~ - _ - ~ ~tpp - ~ .270.3 ~ ~ _ _ - - .~E I' W - ~ U ~ a. 770.22 ~ , +r 262.75 . •263.5 ~ Z e ~ 1 ' - -'RROPOSED , ' 262.8 V - f3:
31 274.96 274.76 285.St(APRON) RTCB ; ~ a P r l - N.. . I , 270.22 `f~ 265.0 - RETNL ~ U 26 5 ~ '°o, Z ~ ~ W A ~ ~ ~ a ~e 0 t - . PROPOSED' . _ . ~ ~ , " lLl Z } W
1-32 15' RCP 66 4.4X - ~ A 3 ~ _ a ~ " ~ ~ o . s s FFE 263.5 - - ~ ~ W J a ~ ~ r ~ ~ ° 4 . RCP ~ „ OFFICE." ~ - - a m W W
32 271.86 271.66 275.8t(TC) CI _ - _ ~ ~ a ~ ~ ~ i r a _ 15' RCP _ ~ • ~ ' _ 1 36 ~ ® ~ ~'0 3 W ~ , ~ ; g, a ~ =263.5 ~ ~ ~ ~ ~ _ ~ P ~ ~ • RCR ~ ,j• r 263.5 ` ~ ~ ~ 3 J LU -J
27A 33 48' RCP 128 2.OX . ~ _ - ~ ~ i R 263.6 ~ m W l • 1 r ~ 262.84 ~ - 1 1 ~ ~ . ~ ~ ~ - ~ ~ LIJ C<
28-33 15' RCP 60 4.OX - _ = J : lP - ~ ~ ~ _ _ ~ , ~ - ~ } J. + ~ i ~ ~ ~ 41 ~ ' ~ 262.86 i~ ~ \ , o i ~ 62.68 _ - ~ Z .
32-33 18' RCP 146 1.OX ~ ,1_ - 262.6 I 1 1 - - W
33 (27A)268.84 268.64 275.8t(TC) CI - ~ ~ g,5 % , i 'r ~ 1 ' 262.84 ~ : 1 ' 262.84 ' 3 i . Z 48" FCP 6~' I _ L 3 ~
(28} 268.84 - 5 RCP " _ 32 2/0.20 f? - ~ _ - _ _ - 1 ~ ' ' f.. - - ~ ~-262.48 I I ' ~ ~ I 262 48 ~ - ~ ~ MI ~ - ?4• K ~ ~ ~ ~ RCPT I ~ j 1 ! ~ CP~ - 15' RCP , ~ 262.84 ~ ~ Q
II - . - y ' - _ - - - - _ i ~ , - ~ V u_ x ~ o
34 266.63 270.5t(TC) CI I L - _ - _ as _ _ ~ ~ ~ • 260.98 1 - ,4 a
33-35 48' RCP 263 2.59. ` 2FiR.1 . , ~ • 4' ~ 15 ~ r' I M ~ ' r~, 2 O _ 61..Y
34-35 15' RCP 123 2.5X , , - _ _ - " - ~ - - - - 9iV - - I 1 ~ ~ i 4 l/ ~ , 40 21
35 (33) 262.07 260.28 268.6t(TC) DBL CI ` f ^ - - p~ _ - - - , r. % fj ~ ~ '
E (34) 263.85 ~ 4 II a si !s - - ~ ~ 15' RCP ~ - ~ ' 1 ~ '.•I ~ ~ ~
35-36 48 RCP 18 1.2X ~ i ~ ~I r~ ~ ~ i ~ I r l i
36 260.06 259.90 268.6t(TC) DBL CI _ ~ - Q ~ ~ ~ NEW RETAINING W ~ ~ ~ ~ r i'I ' 1 ' i. ! ' w ~ ~ ; ~ ,
36-37 48' RCP 245 1.2X ~ _ _ _ TOP OF WALL IE _ - ~ , 37 256.92 256.72 268.9t(TC) DBL CI BENCH MARK ~~~'a I ~ ~ ~ i ~ ~ ~ , r
FlR H RANT \ I ~ ~ ~ Iii _ _ ! - ~c , 37-38 54' RCP 130 1.OX E YD ~ _ _ ! i ~ ~v ~ ~o ~ i ~ i a ~I ~ ,
TOP PAINTED FLANGE BOLT \ ` - _ ~ ~ _ - - - ~ . 38 255.42 (39) 255.22 268.31 JB/MH ELEV-297.53 ~ ~ - r- _ - ' 1 ~ +
42 255.22 SPUTTER (NEW BENCHMARK WILL NEED o \ - _ ~ oq ~ ~ , y74,7:: _ _ ~
( ) ( ) TO BE ESTABLISHED) yq4 - _ ~ - 275.7 - 1 - _ - , 38-39 48' RCP 75 S.OX - _ ~ _ _ _ - ~ ~
39 251.47 247.87 266.31 JB 5'X5' ~ - _ _ - 1 ~ ii I ~ ~ ~ ~ -
y r r 39-40 48' RCP 47 1.07. - / - - ' _
I ' ~ ~ `273.5 ~-"e 40 247.40 ENDWALL
41 260.96 265.2±(TC) DBL CI a s 8.0% _ '
38-42 48' RCP 64 1.0% .274. 2 9 - -
} i 4 RCP 41-42 18" RCP 129 3.0% 1 \ \ 15' RCP _ i 269.4 267.3 263.1
47± JB MH 15' RCP 42 (38) 254.58 25.38 268 / _
41 257.09 s > • a > - - REVISIONS BY 12 Y
-43 48" RCP 32 1.0% - - 42 • • A w APR LW V 8KO
43 254.06 253.86 269.4±(TC) CI i . • ' - - - _ ~-OM D 18' RCP (DE" CIM SKO 1 s 76,8 24' RCP n n
43-44 48" RCP 105 1.0% - 76.34 0 15' RCP . 06 JIM 2005 66.34
00 44 252.81 252.61 270.3± MH QpW mWQ REVEWI ttt aww
44-45 48' RCP 105 1.0% 6.1 274 2 i 270.5 to - - 264.8 / _ fl JUN 2005 - P ~ - - ~ 1(F. n I 2 1.46 I ~ 265.4 15' RC 3 _ t p 4 (90% CD) DLH
45 251.56 251.36 268.5±(TC) CI - 8 C- 270.92 270.4 s 267.0 DLH
45-46 48' RCP 100 1.0% a ; 1 0~ 12"X12" PRE--FABRIC 2" PRE--FABRICATED - .277.0 - i I I 21 AL 2005
1 tr t l o 46 250.36 250-16 268.8±(TC) CI REFER TO SHEET C-8.5 PVC-AREA DRAIN Vk=l ~ RAIN I 271.04 15' RCP QPW 1REA D _ t l o i ~ II fq3w$} ~ q OPw
FOR IMPROVEMENTS IN TOP=2'76:8 a0 47 262.43 265.9±(TC) Cl NEW HOPE ROAD INV=274.8 276:8 276.84 70.7 - ° 15' RCP t i !74.8 _ - 1, r
49 266.48 283.0± CB M p a ~ 277.0 I 2 .34 271.56 271.06 ( I 267 is
v 49-50 24" RCP 52 .0% i j NEW RETA N1NP WALL •TOP_OF WALL VARIES _ ~zec- 6\ 27 .98 265.98, - l
50 264.92 264,72 269.5±(TC) DBL Cl Z 1 _ I m 70.9 ~ PROPOSED Q.
51 268.00 272.0±(TC) Cl ~ - _ . _ 1 , ~ _ e RETAIL
_ NEW RETAINING .WALL ~ 50-52 30' RCP 97 TRACT ID ' 1.07. - - - ~ - ! - - - - ~--zea-~ Q - ..SIGN " " - - T00 -Of WALL VARIES RETAINING .WALL - 277.0 FPE - 271.7 2 0.0 h ' 'PROPOS WALL VARIES 270. 271.56 271.06 2 .5 a I 266.34 PROPOSED; 8' PVC 0 )F I T0P-276.8 RETAIL 5.7 266. 4
w 51-52 15" RCP 25 9.0% RtaniL : 1% MIN I i FFE - 277.0 I FFE - 267.0' ,
52 (50) 263.75 263.55 270.4±(TC) Cl 8 8 ,.PVC: 0 t.0•% -MIN. 'C 0 t:o-% -MIN. 0P=276.84
I (51) 265.75ppu V •w 8' PVC \ ® -1-.09. MIN. 27 w 'C.® -1-.09. MIN. - %or 266.84
U 52-53 30" RCP 120 1.0% - r ` ` - - - - • RC w 6' PVC 0 267.0 5.0% MAX. , e I 1% MIN 8 266.58 SLOPE 6
i 53 262.35 262.15 269.81(TC) Cl 3 8 79.1 - - - - -
3 54 266.80 270.8±(TC) Cl v 9 pp P MH PP UGFOC _ PP OHPkPH P P DRAWN
• 54A 278.00 281.5± Cs pp I -
N 53-55 30" RCP 155 1.07. ! on-on -0 A CFECKED -
-----x - a w w w w w wp r w--w w y 54-55 15" RCP 93 5.07. w w w w w w w w w~~ w w -_____~--_H
-55 15" RCP 155 10.0% a U'GFOCM~ 4 gOUTHERN BELL 54A 1 F18ER OPTIC CABLE MARKER ! NOSE: DO NOT EXCEED 2% SLOPE, , I UGFOCMJ ~ DATE ILE MARKER EACH WAY ACROSS HANDICAP !
55 (53) 260.60 260.40 270.4±(TC) Cl - ra 3 0 PARKING SPACES NORTH 31 MAR 2005
Id z U (54) 262.15 - ' s ~ SCALE
c -UGGL Q7 (54A)262.50 1 - - _ ~ TV x 1 •80'
0 56 262.53 266.3± TC Cl -------Z(A 0 60 120 180 ,pg No.
55-57 36" RCP 239 1.07. a 1 a
/ 56-57 15' RCP 80 5.0% yA~ ~ REFER TO' SHEET C-8.3 AND RBPCW r
3 ~ EW' BERN' AVE. ,(U. S. HIGHW U 57 (55) 258.01 257.81 269.3±(TC) CI o S. HIGHW, Y 64), 8.4 FOR IMPROVEMENTS IN SHEET NEW BERN AVENUE SCALE IN FEET i
11 m (56) 258.53 s a PP PP
D: 57-58 36" RCP 99 1.0% / I a DD Pp,-
I
U N GRADING PLAN.
0 L_
C OF SHEETS 's
L~
f

6 7 g g
4 5 3 1 2 5
\ \ \ ~ ~
y \ i ; ~
RAL NOTES GENE \ t\ \ ~ ~ \ ~ \
1. ALL MATERU~LS AND METHODS OF CONSTRUCTION SHALL BE IN ACCORDANCE \ ' ~ / ' ,
WITH CITY OF RALEIGH AND THE STATE OF NORTH CAROLINA STANDARDS AND ' I ~ \ ~ \ \
SPECIFICATIONS. ~ \ \ _ \ ~ ~ \ r.~~
2. CONTRACTOR SHALL HAVE NORTH CAROLINA ONE CALL (1-800-632-4949) ' - 1, 1 ~
LOCATE ALL EXISTING UTILITIES PRIOR TO BEGINNING CONSTRUCTION. \ _ GRAVEL AND RIP RAP
3. CONTRACTOR SHALL VERIFY THE LOCATION AND DEPTH OF ALL EXISTING A UTILITIES AND NOTIFY THE ENGINEER OF ANY DISCREPANCIES OR CONFLICTS , c i l', .I MPORARY i ~ , 'i ~ a~ ~ ~ FILTER BASIN ~5 j 'o I \
PRIOR TO BEGINNING CONSTRUCTION. ! ! I \ ~ 1 j ` i \ i I ~ ,A ~ ~ A - ~ /
Y REFER TO SHEET C-8.1 AND ~ INST SILT FENCE ' Cb CT~2 S ROVIDE \ ~ ,CRAVEC\ D RIP~•RAf? ~ NEW SILT FENCE WITH ~ \ SILT FENCE AthDITI NAL SONS U IONS, ENTRAN S / ' ~ ~ ~ / ? \ ~ TREE PROTECTION SIGNAGE ,
4. BOUNDARY AND SURVEY INFORMATION IS TAKEN FROM A SURVEY 8 GRAVEL ~ RIPRAP HORSESHOE R BASIN 2 8.2 FOR IMPROVEMENTS IN , _ _ACROS PIPE ONCE KEN CLOSE, INC. GRAVEL do RIPRAP FlITE ~ FlLTER BASIN ~3 OS PIPE ONCE AS CO PORATION PAR AY',IS ' FlL~tER N ~4 ~ / ~ , I INSTALLED AND ` ~ ' (TYPICAL) 1 ~ \ A
D AREA ~ 2.4 AC CORPORATION PARKWAY PIPE I INSTALLED ~ ~;DISTURBE DISTURBED AREA = .92 AC BACKFl BEGINS COMP D AND EXIST. \ ~ ~ti ~ - ~ i / \ KFI BEGINS RNE IS MOtlED AS \ ~ / ~ / CRbSS-1~CCES9, 0 ~ ~ ~ ~ ~ o
5. ALL CONSTRUCTION SHALL CONFORM TO A.D.A. STANDARDS. ~ ~..pRAINAGE AREA ~ 2.4 AC DRAJNAGE AREA = .92 AC MIN, VOL. = 2.4(1815) ~ 4,368 CF ~ MIN. VOL. _.92(1815} = 1,670 CF t ; ' R UIRED`TO PREVENT~MU AND~~ ~ ~ - -1 \ ~ / NEW TEMPORARY GRAVEL \ A J ~ EO ~ \ / ~ ~ r
~ ~ FUSE 2Tx 54'x 3' DEEP PIT ~ i ~ ~ USE 1Tx 34'x 3' DEEP PIT ~ ~ ~ DEBRIS FROM BEING DEPr~S ON \ ; r \ \ ~ ' ~ CONSTRUCTION ENTRANCE ~ r / \ n j THE PUBLIC' STRElrT. \ Z , - ~ ~ I~ ~ (BEGIN AT EDGE OF EXIST. / ' \ \
~ \ ~ BERM ELEVATION = 288.0 _ - _ _ _ _ _ _ _BERM ELEVATION = 264.5 ~ ; 1 ' ~ ~ \ 1 ENT) ~ ' s \ ~y r
\ ;G CK DAM, ----------.+v_ _ ~1, i 1 _ ~ i , f ~ ..~e~ - A ~ ~ j ~ ~ ~ ~ / \
\ ~ / ~
_ J ~ _ _ , 1 ~ FEN ONCE' ~ _ _ _ - _ _ _ ~ _ _ _ _ ' ~ , - ~ ; - ; - 1 _ - - ' ~ ~ , u ~ ~ r _ r^ ' 260 / /
' ~ ~ m \ DITCH 15 REMOVE - . - - - ~ - - - - - ~ _ , . - _ ~ ~ _ ~ ss ~ N Q. _ - ~ _ _ - _ , L ~ 1 i
_ ~ / ~ I I T \ ~ 4 ~ ~ _ 1 ; 1 r r ~ 1 . r• a'r i~~ "~6
' I: r ~ / ~ r . r• o , ~ ~ r ~ ~ ~ i X
.I ~ , I ~ ~ • ~ A , ~
~ II ~ 290...~~,\~ 260 X15' RCIZ I ~ "Rrw 1 ~ . ~ .1 • , = . a ~ CONSTRUCTION SE UENCE r ~ ~ 1 _ . , f ~ I
T NCE WITH TREE I ' _ (tCP ' ~ - ® i ' ~ - .L ' NEW SIL FE ~ ~ - ~ \ ~ ~ j I ~ - > r i__ ~ , 1. INSTALL TREE PROTECTION FENCE AND SILT FENCE WITH TREE PROTECTION ~ as - ~ ~ ~ F R N- IT IN P TIN Y NIN IN P TOR. ~ b as r , _ , ~ ~ ~ \ SIGNAGE. CALL 0 0 S E SEC 0 B ZO G SEC
PROTECTION SIGNAGE ~ ~ ' ' ° l _ _ ~ ~ V ` , ~ ~ ~ . ~ ~ ~ ~ "I RGP ~ .
, ~ ~ - ~ 5 ~r I _ EYI TEMPORAL ~ \ 2. IF APPROVED, OBTAIN GRADING PERMft. -`A€IN TEMPORARY R6CK ~ ~ NEW CL. B EROSION
r j ~ ! 4' CHECK DAM 15 r \ i + CHECK DAM ~ ~ ~ ~ ,j' ~ ! `CONTROL STONE APRON _ ' ` ' ~ ~ ~ ' 1 l \ IN. 32'Lx12'Wx22"TH 3. INSTALL INITIAL EROSION CONTROL MEASURES INCLUDING GRAVEL CONST.
~ ~ ~ ~ ~ .1 'IRAN i ' 7 /'f ~~-~Y..~. ~ \ , / , , ~ r ~ ) ENTRANCES, GRAVEL AND RIP-RAP FILTER BASIN ~1,~2,{(R3,~4 AND ~'5 _ ? ON''GEOTEXTILE FABRIC RISER BASIN 6, 7 AND 8, ROCK CHECK DAM, INLET PROTECTION
" , r ~ ~ _ ~ / ~ , \ ~ - SEDIMENT PIT, SILT FENCE AND TEMPORARY DNERSION SWALES. INSTALL ~ -
~ , / RISER BASIN FILTETt ~fi PERMANENT STORM DRAINAGE AS SHOWN ON DETAIL AT RISER BASIN ~6, ~1 ~ / ~ 7 AND 8. ~ f \ 1. ;'~,I a 1 J, \ (REFER TO DETAIL FOR IY ill
/ ~ ELEVATIONS ON DWG.
\ - 7 ~ ~ ~ i / ~ r 'I 6 ~ ~ ~ ' " - ` ~ ~ ~ + , 4. CALL 890-3453 FOR ON-SITE INSPECTION BY CONSERVATION INSPECTOR. I_~. 1 \ IF APPROVED, BEGIN CLEARING AND GRUBBING.
~ I , ' b ~ ~ 1 - 1 ~ \ - - I - 1 I ____J \ ~ ~ ~ o - \ ~ ` ` ' `~a
. , ~ ~ / ~ , ~ I _ _ f , ; ~ 42 RCP . ~ ' WO FLOOD HAZARD SOILS 5. MAINTAIN DEVICES AS NEEDED. GRADE SffE. INSTALL STORM DRANAGE AS
/ _ _ , 1, I III r f ~ _I I b _ ~ ~ ~ ~ \ BM 1988, PG 1363 SfTE IS BROUGHT UP TO GRADE. PROVIDE INLET PROTECTION AS SHOWN Iy ' ~ ` \ RT RMWA T PR I RM- ~ ` ~ ~ , \ TYP. EA SIDE ON THE PLAN. DNE STO TER 0 OTECTED NLETS. NO STO
1 \ i l ~ ~ I ` t p . ~ ~ , ~ - ~ ~ \ 48• RCP ' \ ~ \ ~ ( ) WATER SHALL BE ALLOWED TO PASS FROM INLET ~ 38 TO INLET ~ 39 ` ~ - - ~ \ UNTIL ALL UP STREAM AREAS ARE STABIUZED AND SEDIMENT PIT AT
. ~ _ ~ \ ~ RISER 6 HAS BEEN APPROVED FOR REMOVAL. PROVIDE SOUR WATER-
GRAVEL ~ RIPRAP FILTER \BASIN ~ 1 ; { ! ~ ' ~ ~ ~ I 1 I ~ . a ~ ~ 61 - 1 \ ~ f. TIGHT LATE AT INLET ~ 38 SO THAT NO FLOW IS ALLOWED TO GO TO \ n ~ p , ~ INLET ~ 39. FILTER BASIN ~1,#2, AND ~`3 AND RISER BASIN {~8 SHALL
STURBED AREA = 1.25 AC , { I ! I ~ ,i ' ' l ~ ; ( ' ` , D. NAGE (AREA ~ 4.19 AC . ' { I I I ~ A ~ ~ I tl NEW TEMPORARY (DIVERSION , RSION p • ' ~ ~ \ t \ ~ BE REMOVED ONCE ALL STORMWATER IS DIRECTED TO RISER BASIN ~6
_ 1 I r - _ , ~ I MdJ. VOL. ~ 1.25(1815) - 2,269 CF ~ l ~'I ~ j; l'•. J SWALE. ADJUST OCATION AS , 'ION AS ~ i A 'ti 36' RCP V ' o ~ AND {(17.
~ ' 9'x 4b'x 3' ` EEP PIT I ~ ~ ~ ~ ~ ' ' I ~ ( ~ . ti REQUIRED AS S E IS ; ' ~ ~ ~ USE 1 D ! ~ I , I _ j ~ I ' P GRADE BERM ELEVATION ='.284.0 ~ I ~ ' ~ \ ` ~ ~ . i ; , ; I A ~ ~ I BROUGHT U j ~ \ ' ~ , 60' RCP ' ' ~ ~ ~ 6. BEGIN BUILDING CONSTRUCTION.
/ , i , . I , l \ ' f I', I r ' ~ 1 ~ ~ - i l~ ' ' ,NEW CL. B EROSION ~ ~ ~ ~ ~ 7. STABILIZE SRE AS AREAS ARE BROUGHT UP TO FINISHED GRADE WITH ~ ~ CARO(~ •y~
~ ~ _ ' ; I , ~ ! I ~ , j ~Nj , A i A i ~ , ~ \ CONTROL STONE APRON VEGETATION, PAVING, ETC. Nq
~ r ~ ~ ~ ~ ~ ' I ' , ! ` ~ NEW SILT] FENCE W TREE ~TEMPORAf~I' DIVERSION ~ ' ~ ~ I ~ I ' ' ~ , ~ ~ ~ ~ I--- ~ ~ 1 ; 1 - - ~ " ` I ' ~ PROTECT(@N SIGNAGE TYP \ ' BERM: 249.0 I \ MIN. 40'Lx15'Wx22•TH} E$$ TREE ~ 1 . - ~ ( F H TYp `,1 \ \ ON GEOTEXTILE FABRIC 8. WHEN CONSTRUCTION IS COMPLETE AND ALL AREAS ARE STABIUZED
f. ) f.) \ _ ~ \ - \ ~ ~ \ ~ - , , \ COMPLETELY, CALL FOR INSPECTION BY CONSERVATION INSPECTOR.
i ,i ~ ~ TEMPO Y~'GRAVEL ~ ~ i ~ ~ I I ~ ; 8• DI IF IS APPROVED REMOVE TEMPORARY ER SION ONTR MEASURES
~ ~ N CTION ENTRANCE ~ I ~ i i ~F ~ 1 i ' ' ~ ' . 1 \ CO ~ , ~ ~ , ' ' REMAIN ~ ~ ~ , ~ ~ ~ ~ ~XIST. DRIVE 0 \ i ; i r ~ 9 SITE 0 C OL y UN \ ~ ~ ~ 1 AND SEED OUT OR PAVE ANY BARE AREAS. ALL SEDIMENT SHALL BE L
P TI N ~ i~ I I , i ~ ~ - _ _ ~ ( ~ ~ ~NTIL COR 0 0 \ ,cS- i' / I ~ 1 i ARKWAY ~EN TO SERVE ~ / /'•r• • ~ ~ ~ REMOVED FROM THE WET PONDS AND THEY SHALL BE GRADED AS SHOWN \C~~•' SERVE ~ ~ , ` , AND SEEDED. ONCE SITE IS STABILIZED ANO EROSION CONTROL MEASURES p. EN •
~ I ~ t ~ , 1 cn , , ' ~ / ,ADJACE PRO ~ \ , ~ ~ ~ , ~ ~ ~ • " ~ ARE APPROVED TO BE REMOVED THE SOUD PLATE SHALL BE REMOVED. ~
J 1 ; , t 1 S 7 i I ' THE FINAL ORIFICE PLATE SHALL BE INSTALLED IN STORM BOX yy38 ON ? / c r 1 . ~ R
~ ~ ~ ~ I ' I.. I ~ _ - • ;.•r ;i:• OUTLET TO STORM BOX 42 SO THAT STORMWATER OUTLETS TO WET ~ -N CL. B EROSION POND 2 AND EXISTING STREAM. / •~o' 4• EW
i~ ~ I I ~ i i • ~ J J • CONTROLS NE APRON
~ 15' RCP ~~I 1 ~ ~ ~ ~ ~ I I A I T ~ I , _ ~ OSED ~ I / ~ ~ ~ ' ' (MIN. 21'Lx12 x227H) 10. WHEN VEGETATION HAS BECOME ESTABUSHEO, CALL FOR FINAL INSPECTION a ~ ~ % ~ UN GEOTEXTI FABRIC BY CONSERVATION INSPECTOR.
~ ~ \ I I ~ ~ I ; , I . ~ ; ~ ' ' 'I~ p,~,~~,,,a WAL-~IART NEW CL B EROSION ' - A`II `d ~ ~ \ '1' SUPERCENTER NTROL STONE APR ~L. B EROSION - ~ i ~ ~ ~
\ ~ ~ ~ i ~ , REMOVE CO ~ I ~ I , m j ; I I - ~ FFE =2'72.0 MIN. 20'Lx7.5'Wx22" tOL STONE APRON ,,o ~ • f ~ 1 TOTAL DISTURBED AREA: 38.8 AC t 20'Lx7.5'Wx22"fH) ~ • ~ ~ ~ `
, I ' 1 I ~ , ~ N GEOTEXTILE FABR 1 ~ A 1 li ~ f i ! ~ I!,~ ~ , O I` ~ I ~ . EOTEXTILE FABRIC i ` , ~ ~ 1~~
~ / .^.;~,.y. P ~ ra NEUSE BASIN NOTE
. I. ~ I~ ~ ~ ~~v PROVIDE BLOCK AND G L ~ ~ ; ! I' . , ~ ~ ` r , N TEMPORARY ~IVE. P RAR RSION / 42 RC 1 ~ ~ o- fEM 0 Y ~NE ; + ~ 4 »1~~9 FR M ~ ~ • pl ~ THIS PROPERTY IS VESTED 0 THE
` ~ ~ ~ INLET PROTECTION FOR L " I I ~ ~ ~ i~ I I ' ~ A ~ SW .ADJUST LdCAI I ~ ~ ~ ~ INLETS UNDER CONSTRUC, ION ~ REQ (RED AS SITE IS , iAll II - II I , . ADJUST CATION AS r'~ . - Ld / ~ ' ' , - / RISER BASIN FILTER 7 REQUIREMENTS OF THE NEUSE BUFFER RED AS SITE IS + ' ~ / ` ~ ~
' ~o' ~ ~i' I.; ~ ! ~ 1 ~ BRO HT UP TO GRA t A I , i I, , ~ ,HT UP TO GRADE I ~ Q ~ • iy' ~ ~ i ~ \ a° (REFER TO DETAL FOR RULES AS INDICATED IN THE VESTED ~ ro c NR ~ ~ ELEVATIONS ON DWG. RIGHTS LETTER FROM NCDE DATED
' I I i t ~ ~ ii 'l I L~A ~ ~ I / ~ I ~ , { ~ ~ r ~ + ' ' \ ` ~ RUARY 14 2003.
~ ~ rArar e+s~'+ ' 1 I ' ' ~ t ~ ! ; ~ , ~ - DO NO DISTURB' STR DISTURB STREAM K ; / ~ ~ ,
1iJ.4t A I 111 ~ ~ ~ 1 1 ~ I ` I. ~ ~ ~ ~ ~v n+ zee.>ar ~ % ~ 1 ! + ~ I ! i ~ , ~ I A , AREA P T THIS POIN P T THIS POINT ~ •'~,i'" ~ ~ ~ . , , \ , r - J,. ~ ~ .
1 „ ~ I 1 ~ I I!' % ~ i ~ i. I rd l j ~ , I, I
t. A ',j 1 {'i, I 'A, I ~ NEW CL B EROSION ~ ~ ! I 1 ~ I - ~ - ~ ' " ! II ~ ( ROL STONE APRdIy - ~ ~ ' \ FlNANCIALLY RESPONSIBLE PERSON AGENT
1 v I I I I 64NT ; 1 ~ ~ i ' . ~ 1 ' ' I (MIN. 32'Lxt2 Wx22"TH) ) - % ~
PP _ ~ A.' I,j ~ ~ ~ 7 . ' ` i I ~ ON G~OTEXTiLE FABRIC .A ~ .J g
~ ~ ~ ~ GUY / + ~ ~ ~ , ~ ~ I I ~ ~ ' ' ' / + / 4 h I invent control i sue ri rin I n - ' in ivi . 1 , 1 ~Sl • . v ; ~ , ,I o, , ~ 1. Peroon to contact s ou d aed s s a se du q a d disturb g oct ty N
~ zD,.~ P IV T A ESS EASEME 1 ~ ~ - a+ za~.as R A,E CC _ ,NT ~ ^ ~ I our zea.as _ 2 r---1-A-.1 t ~ ; + r j..r / ~ re 4_ ~ ~•••I{ ~ ~ " Name: GUY SCOGGIN Telephone: [phone] ~ M / li
~ eQa+DB 4425 P~G~ 499 a ~ A. ~ ~ ~ ~ tN our z DB 4365, PG 639 ~ ~ 1 '~~`i,, t ' / , i ~ , i i~ ~ c ~ 1 1 ~ .r 6 i - \ ~ Z ~ a ~ - Q Q
77 296 A t ~ 1 ~ ~ ~ D 96, . ~ ~ ~ % \ ~ . 6 '•'15• 2. Peroon s firm s financial res onsible for the ksnd-disturbin octivi W a~ ~ ~ O O IY P 9 tY 0 ® ; 't
BM~19813, PG 1509 _ ~ .r; . -j. ~ ~ ~ I ~ - ~ , ~ 4. ~ ~ RCP 1 ` " COMMONWEALTH NEW BERN PARTNERS LLP ~ Z
1 - ~ W W _ ~ J"~ , ~ Name of Peroon (s) Firm (s)
• ~ ~ ~ / ' ~8' RCP ~ , ~ ! W L ~ O ti 1
- - _ _ ~ ~ ~ vii ~ - ~ P 4 - 1 / 500 HENLEY STREET, SUITE 200 -SAME- W ~ I, ~ _ - - ~AII ~1 , . ~ , ~ ~ • \ Moiling Address Street Address V Z M
, v, ~ LL ~ i _ ~c~ •263.0 _ PROF'0$ED- - . ~ Z (r ~ W
~ ` o ROP ,fir . ~ - KNOXVILLE TN 37902 -SAME- ~ VJ W JZ I ~ OFI'ICE, I I ~ FFE . 4 ~ Cit State Zi Cit State Zi m '
u~ ~ ~ . ~ { / ~ 15' RCP ~ : f._ ~ _ ~ ~SYV t -r. ~ ' 1 ~ Q ; 263.0 Y P Y P a W , ~ Z >
~ - I~ ~ I / ~ ' ' ~ m WJ - - \ V) t. 1 ; ~ ~ ~ _ , A ' 3. Appointed Agent to receive orry notices, process, or pleading m any action or legal W ~ O
1 _ _ - .t _ ~ i NEW, TEMPORARY G Vf~- I ' 1 ! J r C-J C=~ C=] t_] _ proceeding analog out of any mutter relating to Raleigh Cdy Code Chapter 5 Port 10.
I - ' - s _ ~ ~ ~ CONST UCTION E p' ! ' ~ i ~ ~ ~G , p' I e . l it I' + s I A W ,
I - ~ - - i 1 - -1-- - p ~ , - 4E' RCP y j1 - _ _ AI ELIZABETH W. VOLTZ _ Z
111 ,I - - ` t s ~ , 1; Nome of Individual Si na ure of nt ~ ! i ~ I • r rl . 23 y4• CP' ~ 15' RCP \ ~ 9 ~ W
~ ~ - I i ` - - _ - _ I 1 II ~ ~ ~ ~ i / ~ ~ Jjll ( ~~o ~ , ~ ; ~ I ~ ~ ~ KILPATRICK STACKTON, LLP 919-420-1700 ~ V ' !
1 II. x - - ti / / ~ ~ f ,f (J/ ~ pc, ~ e 15' RCP I Place of Business inside the City of Raleigh Business Telphone ~ o Q
I - 1 ~ I 290 ~ 1 t /I SER IN' 8 -1 / ~ : r- - sr - ; ~ 3737 GLENWOOD AVE, SUITE 400 RALEIGH, NC 27612 ~ f
:R IN' /8 %f ~ ~ so ~ > > - > - > - > Address 6ER T ETAIL F~'. - ~ ~
( 6E ~+L ~ ~ i i _ EL~EVATI,ONS DW ~ ' ~ D VATtoNs . DWG
I ; ' ~ 15' RCP s / ~ - - - ~ 1 ~ : ~ / ~ ' / C=3.2 ' _ ~ ~ ~ , , C=3.2),' i NEW MPORARY DPV~RSION Complete the above and adhere to cover sheet of erosion control pions. This does not ~
, - . ~ i 1 ~ / lh / i J ~ ~ ~ " take the ace of a cum ete financial res nsibili form. A cum leted form must be l ; ~ / SW .ADJUST l6CATI0N AS i a ~ p° P } l f i / filed with the Raleigh Inspections Deportment prior to issuance of permit. ~ - REr UIRED AS $ffE IS _ ~
- ~ I - ~ r i ~ / / ~ c ~ 26`> OUGHT UP%TO F. ' , '
a ~1,~ ~I - - / / l r ~ ~ ~ l~ 1 r i ~ ~ I , f ,
BENCH MARK ~ oQ ~ ~ . ~ ~ ~ ~ FIRE HYDRANT ~ ~ ~ . ~ - - f l . t- ; ~ ~ ~ / , ` ry 24' RCP 'i ~ N I T CFJ '1iREE ~I ; ~ EW S L FEN , i ` - ~ PROTE~,''tION SIG ~ I
\ ~ \ ~ J / / ~ TOP PAINTED FLANGE BOLT ~ , d ' ~ ~ - i ti
ELEV 297.53 ~ / ''fH6SE OPO.SED ENTRANCES. ~ ~ _ • r J i' NEW BENCHMARK WILL NEED \ y ~ SSE AS ~ ~ - _ _ - - - / SURVFY LEGEND _ _ A J / 'l`am`' ~'O
TO BE ESTABLISHED ~o ~ ` ` -£ONSTDD 'TI6N• - - - - - - ~ / - OHSUPL -0 HEAD SUPPORT LINE _ i, ) / I I i~ ~ , , SUS)-SUPPORT POLE
~ i ~ AT ANY OMT BUBING-- _ ' ~ ~ ~ ~ ~ - f ; - - ' / ~ 1G' - ~ ~ 1` - - - ~ CONSTf~U TION--• ~ ~ _ ~ ' i' ~ _ ~ . ! 1 ~ , ' ` WM -wA'TER METER
- - , ~ ~ , , / r , - •~ti STTF~SFORfaEI~ / i PHBX -PHONE BOX
~ ) - t UGFOCM)-UNDERGROUND FIBER OPTIC CABLE MARKER
NEW SILT FENCE ALONG ~ ' ~ . - - - ` - - = - ' - - _ _ . _ _ _ . _ ?I 1 r . I' ~ ~ UGPHM)-UNDERGROUND PHONE MARKER
BACK OF EXISTING CURB i sl~ _ _ _ FES)-FLARED END SECTION
r PHMH -PHONE MANHOLE I ~ FH)-FIRE HYDRANT
cp 14 UGPHL)-UNDERGROUND PHONE LINE I r f
1 ` J 15' RCP n', ! WV)-WATER VALVE - .
EOP -EDGE OF PAVEMENT Y CMP -CORRUGATED METAL PIPE REVISIONS B
= I 18 RCP ` i . ! - - - - - 'I 4Q# ; - RCP -REINFORCED CONCRETE PIPE 21 JILL 2009 ' BC -BACK Of CURB 8K0
1 Z24. I PF -IRON PIPE FOUND IPERMITB 15' RCP 1
IPS -IRON PIPE SET _ I
u RWMF -RIGHT OF WAY MONUMENT FOUND I 10 - ! OHPL -OVERHEAD POWER LINES ^ I I J
15* RCP ~ LP -LIGHT POLE 1 \ .RCP PROPOSED' I _ SP -SIGNAL POLE
PROVIDE -BLACK do GRAVE~~' RCP ~s o RETAIL I e r OHSL)-OVERHEAD SIGNAL LINE
' el 2 1 INLET PROTECTION_,FO6 ALL - - - ~e FFE - 267.0' i OHPHL)-OVERHEAD PHONE LINES ,i i 16" RqP OHP&PHL)-OVERHEAD POWER AND PHONE LINES
1 REFER TO SHEET C-8.5 INIEiS. UNDER ' ! \ N q 270 i . I } I UGWL -UNDERGROUND WATER LINE
FOR IMPROVEMENTS IN CONSTRUCTIO e - 4 NEW HOPE ROAD - \ G UGGL -UNDERGROUND GAS LINE ! ! GTV)-GAS TEST VALVE
PROPOSED PRbPOSED i I 's a , HICS)-HOLE IN CONCRETE SET
RETAIL I _ _ zeo FFE - 277.0 ` I - _ WAIL > I NSIC -NAIL SET IN CONCRETE I n - _ - FFE 267.0 )
'rte-+?. ' _ _ ~ \4 I • 1 o r EOG)-EDGE Of GRAVEL _ PROPOSED v ' 1' J ~f RETAIL CLF)-CHAINUNK FENCE
WPf)-WOOD PRIVACY FENCE 21 Pv FFE ¦ 271.7
PROPOSED \ 290- CIE PROPOSED; 6' PVC ON ROCK CHECK BW)-BARB WIRE RETAIL I" MIN DAM lWVMH)-WATER VALVE MANHOLE
\ \ FFE 277,0 \ UO NOT USSE- THIS DRIVE FFE - 267.0 I j GP)-GATE POST - ' I 1 UGIB)-UNDERGROUND JUNCTION BOX
I If S - - - - - - - \ AS'\CONSTRUCTION s - v . ® ® ! FINAL CONSTRUCTION a i SB -TRAFFIC SIGNAL BOX
ENTRANCE ' . - \ RC ~ 6 PVC ENTRANCE LOCATION AFTER ) • RC Q 6" PVC m 7 EXISTING DRIVE IS REMOVED. ;
1% MIN j
e _ e
PHMH PP _ • i OHP&PHLp p ' p p PP DRAWN
PIP Z r - _ pP o _ ' ` - _ 4rx OPW
PHMH w w _ w IN w- - w - - w - - CHECKED
w vP-w , - - - - w JDURPH
o ~OUTHERN BELL \ TEMPORARY G VEL a I~GfOCM _j FIBER OPTIC CABLE MARKER CONSTRUCTION ENTRANCE •o } uc~FOC `1 DATE
a y (BEGIN AT D0 . EDGE OF r F >h Jl~l 2009 IW% CD) NORTH
a zd' PAVEME i J - SCALE
- - _ _ _ r,W
i
NEW BLOCK &cc GRAVEL INLET REFER TO`, SHEET C-8.3 AND 0 60 120 180 JOB No. ~PROTECTI0N W ° EDIMENT PIT 8.4 FOR IMPROVEMENTS IN RBPCW b / VENUE
•a, N 4 r~ re SERVES 0.55 AC. ))ISTURBED AREA NEW BERN A
i !USE 13'x26'x3' EEP PIT SHEET SCALE IN FEET
3 pr-
T
PP
EROSION CONTROL PLAN. C-3ml
OF SHEETS

1 2 3 4 5 5 6 7
8 9
5 FT MIN- TOP ELEVATION OF STORMWATER ~
1.5 FT YYIIdEASDMFlC1EDNTNEENIO~aER 0.5'-1' I
1800 CU FF/ACRE /57 WASHED ' STONE 1
,*~l>:5: 12' MIN. S FT ~7 ~ STANDARD METAL POSTS 2'-0" M GROUND x)ND
1. USE FOR DRAN~IM'E AREAS NOT EXCEEDING S (FNE) ACRE . RESIGN OF SPILLWAYS ~ ATE 1 SLOPE rFL to a TwES
GALVINIZED ~ DRAWIGE AREA WEIR LENGTH ~ ~ rr[s (ACRES) (F7) CLASS 1 RIP-RAP flITER FABRIC
2. EARTH BERM SHALL BE STABILRED w/ SEEDING HARDWARD WIRE AfxfNtDING TO TRIANGLE SPEgFICATTONS. FILTER EXTENDS TO m 1 4.0 I
CROSS SECTION FABRIC TOP QF BOX 3. USE CLEAN f~MPACTOR FlLL MATERIAL FOR EARTH BERM. 2 6.0 ^ 3 8.0 CIGDE
4 10.0 5 12.0 I W
A OVERFILL 6" DESIGN FOR SETTLEMENT i SETTLED i DIMENSIONS SHOWN ARE MINIMUM
TOP 21' 1' FREEBOARD b MIN ~ EXISTING SLOPES
~ ~ Q w HEIGHT do WIDTH DETERMINED BY
EXISTING TOPOC~tAPHY AND FRONT VIEW A
1.5 fT t0 FT MIN ~M b 1 ° ~ 2:1 SIDE SEDIMENT STORAGE REQUIRED. VARIES
5 FT ~ ° SLOPE MAX _ O MAX FILL ° ° ' 9~ ~ KEY RIP RAP MRO THE DAM A ' FOR STAETILIZATKNI. s1m FoST
° ~ O M1NE11 MRE FABRIC ~
FLTER od' ~ 1:1 SIDE SLOPE ' 0 "-'1 FABRIC ° MAX NATURAL o O . 6•-1' SLT FENCE OEOTEXTRE fABRIC ~ m ~ N
3 ~ GROUND ~ ~ ~ WE ~';i ~ KEYED RIP RAP -USE flT FEIICE ONIr MEN OFAWIGE AREA q
MRJ ~ v ° 006 NOT E>I~ID T/t ACRE AIO YEYER N . Fu SLOPE ::~»::tin.. _:ti;•*+•'~'i' ::~n::0 AREAS a OONCB11114RD nAM ~ ~ • FOR IEIMdt a SLT > 4 ~i~d? € 1ETICE iARAR16, VSE ~ C
CO"°'OCb p o. - -ENO a SILT faCE IEE06 10 K TIaIED anal. N°. r IEtiS1ED STONE W P r FOR ANCHOR MEN SRT Z
MAINTENANCE . 57 WASHED STONE " oR~E a F1ld1ECRNG ~ FENCE o ~
~PECr TEMP'ORANr tEO~Errt TRAPS AT1ER FACN PEnao a sas>cMrr RAwFAU. REMOrF stEnrlDlr AIn RESIOIK TRAP ro ns oRwnAL onENSaIa w+IEN TI1E >>E»r~Irt NAS AOgMM1ED TO ONE-IMIF TI[ DESKatI DEPTH a tNE mAr. PLACE 111E emwENr THAT ~ REMOVED M ~ 57 WASHED STONE PLACED TO A O - • S' YIN. OWER FRONT VIEW -
A OESRi1N1ED DWP06Al AREA AND Rp1ACE THE CONTAM~MIED ?ART a TIE ORNfEI FACNG. HEIGHT OF 12'-18' MIN. ABOVE q o~ER sxwT - - REVISIONS pj M
R SbNS CNECIf M tiRlICIIRR FOR OAWOC FIIOM [ROSgN 011 FLING. POAODIGLLY CNECI( 11[ OEPM a M lSLRAY TO 01lIAIE R S A IRNIIAf NS TOP OF BOX a 1.6 FT EtAw THE U)rl POfO a 11E EHANO~Nf• SRFLIIiE1Y Fu ANY SETTIEIIENT a THE E1iAN(IOR TO SUOMIY MOVE DESIOIi REVISK)PiS - DATE ANC410R start AS ~ Z a?SflNG - oaElcrED m ENOSEE>e A E
ORAOE Mfr RI RAP OOPIACED FROM M YS1wAY MIST t RElIAC[O YImIpEIY. TE IPTION RIPTI SLOPE To Non: ADDITION Y.lLD ~ _ P w.
STASRI2E THE EMi1N0lTrt AND ALL dS11111AED AREAL AlOVE THE SED1Af111 POOL MD DOwNSRI6W FROY iNE TRAP IIMEDIIIELY AFTEA 10 OOIb1RUCIlON MM SEEDIIIC. ~ ~ sfe ~ ADD sulrAr awrT GYx ( W n m a
~
GRAVEL & RIP RAP BASIN OUTLET STANDARD CATCH BASIN YAR IN ET PROTECTION
A D L 14 3 4 6 STANDARD TEMPORARY SILT FENCE 1 1 CHECK DAM
B •
c+Y~a ~4~ e' YA1L
F 50' MIN. NOTES. FAR>H eEwr t YIN r rN a1TwsE As oRTECiED BY THE ENGINEER
BUi SUFFlCIENT TO KEEP 1. PUT SILT FENCE OR TREE PROTECTION FENCE UP OOIIPACIED RNRNIIC S+aN
SEDIMENT ON SITE TO ENSURE CONSTRUCTION ENTRANCE IS USED.
~ ~ 2. IF CONSTRUCTION ON THE SRES ARE SUCH THAT 1'':+:: , THE MUD IS NOT REMOVED BY THE VEHICLE TRAVEL- W' _ L ~ YM. 12-1/2 fi•. SEEEP CUT OR FILL SLOPE - - - - - ~
LNG OVER THE STONE. THEN THE TIRES OF THE . 2'-3' STONE TO BE USED 25' OR WIDTH OF YM. to cti _ L ~ L_ MR6 uE wRES , i
EXISTING URGE STONE OR RAIIRGAD ` VEHICLES MUST BE WASHED BEFORE ENTERING THE .,:,•.,(S PROPOSED STREET, PUBLIC ROAD. ROADWAY .BALLAST) WHICHEVER IS L 't_
• GREATER• 3. IF A PROJECT CONTINUES TO PULL MUD AND DEBRIS 2:1 SLOPE MAX ( ) I L L I - - - - oRA~
ON TO THE PUBLIC ROAD, THE GOVERNING AUTHORITY
WILL CLEAN THE AREA AND INVOICE THE FlNANCUiLLY p~ pp~ ~ Y1001P ' ° ~ RESPONSIBLE PERSON AS INDICATED ON THE FlNANCIAL ~ w~ AIIApIED a avEwrlc - srAeE>zE DRERSIOn DrtcN s,1 - - , ~ - . wTRI TElpaRwn sEmNC = _ ' AND EROSION CONTROL I
RESPONSIBILITY FORM. TD POSE ~ a R""E NDR¢aNTa wEra vosr Sfo~r ~ CROSS SECTION NE,T~D oRANCC W RESSTAIrt,
WIRED SECURaY ro vERncx P051S Nxxl - TENSAE sTRENCnr, - POLY 9AR4KADE FABRIC (TYPKAL) -
P~ @AFFLE INSTALLATION -STEP 1
aASS iI ~ - - FRONT VIEW INIII/1 STEEL POST 40' CAR
MTVEN wRE FABRIC ~t" O~
l~.5: FABRIC cvI AND FOLDED FASRIC FOLDED POSITIVE GRADE 1.0% MAX. UPSLOPE TOE z oRN+~. w EE 9
NEW CONSTRUCTION SO~tJO ~ ~ ~ AT IFJ51 18~ Mf0 ~ ~ ~~K ~ NDRQONrIL 35' MIN. 15' MIN. F61tL ~ o y „q„ _ ,E„~ S„~„a,,,, M TREE PROTECnoN AREA q N p IDLY BMMBiIOE FA/AC fTTFIGt) 18•
EXISTING ROADWAY t wood POSTS ARE N0I ACCEPTABLE SIDE SLOPES ~ ~ R DO NOT ENTER 61
HOIIRONTAL POST a usE srAPLES 1' APIRT To ATTACN FABRIC PERSPECTIVE VIEW TO 1pO wRE' FENCE AND FABRIC 1 1 MAX. 2 ( ) 7f' ~
1 . C ~ . „ 12" M N Buweo R+ s" MIN. . , • , , ` ' ~ . , : 4. BAFFLE SPACED AS PER APPROVED PWI. TOP a BAFIIE SHOULD BE B' ` ~ ~ ` ~ ~ ` ~ ` ~ ~ ` ~ ` • ' ~ a~DE WARNING IGN a s, y N~ >i~.r
IRCIER 1l WI THE BOfTOiI a 1I[ SPELwAY ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ - wveLwc saws ro eE VIDE a OuRAeLL NFATlIEIO°ROOf wiERNL HE
BDrtDM a 9AFRE MI B'rB' TRENCH, I ~ ~ ~ ~ ` ~ ~ ~ ~ ~ ~ ~ R tatrfxs m eE r NET/ Ir~aR,~r, afAacr AND sFNaD AS DErAEm. ~~y ~ " _ s+aas sNtu eE vtAaE~ Ar so• w>aA,w ?~LS.
~ TRENCH AND TRENCH BApfFILLED AND FABRIC UNDER STONE fk1E0 wTRi SOR• µp COMPACTED P T R F OPE PLACE A SICK AT FACN END a HEAR TREE FROlEC110N AND s0' GM C~MFR ThEnFAFiER. STEE CU 0 ILL SL FOR TRa FROTESraN AREAS 1ESS Tnw Lao. m vf~B1ETER, vRw1oE No ass T11w arE sA~r PER vROTE>;TaN aI~
coMPAC1ED I REVISIONS REVISIONS I REVISIONS ATTACH SA'IJS St~Elr iD FENCE POSTS AND FABRIC.
A CRIPTI CROSS SECTION scRl N SECTION AT OPENING /ww?w nEa nlorECnav FENCE nRanlAU/OUF pUbU10N a PRQECT. I~ RIPTI I VI W sRws wr BE REaurIED er cm a RAiE1OH Ba•PECno/s OEPARnENi' BASED oN ACRML FEID oolarnoNS.
BAFFLE INSTALLATION -STEP 2 S DE E IuaE A srA+ AT EACH ETO a HEAR TREE PROTECTpM AID so' oN CENTER 1?EREIFTER. PANVIW
NOTE: FOR TREE PROTECTION ONLY
CONSTRUCTION NTR E ANCE 7 RA RI G VEL & P RAP FI T L ER BASIN 3B 3B I R I N IT H 9 STANDARD TREE PROTECTION DETAIL 1 B D VE S 0 D C
DEWATERING
DIMENSIONS ELEV DIMENSIONS ELEV CONCRETE BLOCK
EMERGENCY SPILLWAY INLET 66 247.65 ~ EMERGENCY SPILLWAY INLET 25C 246.25 ~ BEDRIENT TRAP TOP OF DAM WIDTH 10 254.3 ~ ~ _ _ - TOP OF DAM WIDTH 8' 250.8 ~ ~ ~Dp1°" T"AP _ _ - i-.--~-~
ANTI-SEEP COLLAR 7' X 7' - ~ ~ ANTI-SEEP COLLAR 5.5' X 5.5' - ~ ' \ CLASS t Ri MP(SFf SECTION TNRU BASIN ~ - ¦ ¦ _ ~ \ ~
RIP RAP DISSIPATOR PAD SEE DWG C-3 ` ' ~ ~ ' ; ~ ••x>":• • • RIP RAP DISSIPATOR PAD SEE DWG C-3 -
. IfSSIPATOR PAO ~ ANTI-FLOATATION DEVICE 4'X4 X1' THICK - , . ~ ~ ANTI-FLOATATION DEVICE 3.5'X3.5'X9" THICK - 1°" PAD wATOR PAD ~ ~ .
TOP OF RISER 24" CMP 246.65 ~ " TOP OF RISER 18 CMP 247.25 ' ~ : I~ ~ °a • - b CLASS 1.IUP FSAP NFADwNl ' ¦ ¦ ~
OUTLET PIPE INVERT IN 25't 1 B"CMP 196 241.65 1 ' , ~ ~ ~ • • ' OUTLET PIPE INVERT IN 25 t25 CMPO tf: 242.25 - ~o ~ Q
OUTLET PIPE INVERT OUT - 41.4 ~ J' + ~ ' ' 2 ~y`Y: a~•~ OUTLET PIPE INVERT OUT - 4 yti ,r + i Mkt.' . ~ ° Z _ o lllllllll111111 i
SEDIMENT STORAGE AREA 129 X64'XS DEEP 241.65 SEDIMENT STORAGE AREA 68 X44'X5' DEEP 242..25 ~ ~ • ~ • r~ ~ i~Rl+urENr ~p PERMINENT RCP ~S P 11RCK x J' FIGH YIN. g YN~T ItCP ° ? /i 0 A~
. OIrtIET PEKE Dunn PTE 1. ~ CONSTRUCTION SPECIFICATIONS ~j 0~ ao e ~ V1
1. ui - 1 a 1. LAY ONE BLOCK ON EACH SIDE OF THE STRUCTURE V, w ON fTS SIDE IN THE BOTTOM ROW TO ALLOW POOL - ~CQ's00~ o - Li.
FARrHaw ON DPo Z H DRAINAGE. THE FOUNDATION SHOULD BE EXCAVATED ~ ~ Z H
AT DfL AT LEAST 2 INCHES BELOW THE CREST OF THE STORM O W DRAIN. PLACE THE BOTTOM ROW OF BLOCKS AGAINST PERSPECTIVE VIEW c ~
TE?PORARr CMP RE,'ER-PERF'OM,EO AN VI W IEYPOMRI' pIP RISER-PEIIFOIGTED P N W TMI THE EDGE OF THE STORM DRAIN FOR LATERAL SUPPORT ` d 2:1 SLOPE, GRAVEL FlLTER NO SCALE Z °G a
ANI WATER LEVEL OURRIG STORM TRASH RAON I' MN. FREEBOARD T+>P a ~ WATER LEVEL DIA'WG STORM RNpt t' MNL FRLmOARD ~ a ~ IF i MID TO AVOID WASHOUTS WHEN OVERFLOW OCCURS. IF NEEDED, GNE LATERAL SUPPORT TO SUBSEQUEM W W Z azc
RO BLf ROWS BY PLACING 2 X 4 WOOD SNDS THROUGH ~ 2 ~ Q OW BLOCK OPENINGS. WIRE SCREEN Z Q ~m OW m
. SEDB/ENf STORAGE " SEOwENT sroRACE 2. GU W ~ 2. CAREFULLY FR HARDWARE CLOTH OR COMPARABLE TEMPORARY SEDIMENT AREAS TO BE DEi1tIABED SEOIIETIT SFORAGE PIPE RI+ERT IIQIE: Z
OR/NEl FILLER G MNMUY SLOPES 2 1 2 : 1 .GRAVEL FnTER C ~ ~ WIP •p~ / YNIMW SLOPES Z 1/Z : 1 BLf WRE MESH WRH 1 2-INCH OPENINGS OVER ALL POOL 1~?. GRNrtt ~ R1P RAP FILTER EERY BASRI oETNL I.L / DEWATERING F1000 STORAfE TONE RP RAP NFA0IYALL 6 DESICIED TO FIIOIECT EIILSTNC PIPE MIERIS ~ ~ ~ W 3 W
(1• qa' BLAC1, OPENINGS TO HOLD GRAVEL IN PLACE. 11 Z - - - - - - - - t~f ~i TINT aYw TO ACIl6 aR LESS. Ily W J z
PANTED RED CIFMpUT InIBC • I ENn11 OAM PABIIFD RED CLEANOUT LLARIt I cARrN t?AM 3. USI LOCATED NA)„Fw,1Y TIP R14ER PB'E LOCATED NiVFwAY TIP R6ER PIPE • Dq 3. USE CLEAN GRAVEL, 3/4- TO 1/2-INCH IN ~ ~ a m W - W DWIIEEER, PLACED 2 INCHES BELOW THE TOP ~ ~ ' • • ~ • ' ~ lEi' - ~ - _ , ~ ~ u~ ~ J
ANR-smP ooww µn-SEEP tauAR OF ANTI-FL41TA110N DEVICE ANR-f1.QATATgN DEMCE ~ OF 11iE BLOCK ON A 2:1 SLOPE OR PUTTER AND 1 MIN' - 1 m ~ J SMOOTH R TO AN EVEN GRADE. DOT X57 WASHED 2 - 1 ~ uASS , FTi.TER FABRIC ~ t
DEiSPATOR PAD ~ ~ ORATOR PAD STf RIP RAP STONE: IS RECOMMENDED. ' T RYSIED STOLE W • 6 IRlESS OBERRISE a ~ 1~
TFAPORKr CMP Y X Y YN. ' TEYPORART CMP y X y TRENCH w/ t:i 9DE SIDPE TRENCH w/ III SLOE SLOPE MAX. SEDNENT DEP1H(CIEAN OVF FOBrt) I h • • NotEn.
REVISIONS REVISIONS PATE DESCRIPTION PERMANEIR RCP CMP OURET PIPE CRI N PERMI~NT RCP CMP OUnFT PpE DATE Rf1ASI0NS REVISIONS
t0 NOTE ADOBION t0 N01E AOORIOII DATE DESCRIPTION SEDIMENT ~ PTION SECTION THRU BASIN. FILTER AND CULVERT PIPE W
• ~ TABLE ~ N~ CROSS SECTION A AOD TABLE t NOTES G.M R TI N COSSSC 0 No scALE p • J ~ v
Q
(EXISTING PIPE INVERTS)
RISER BASIN 6 RISER BASIN 7 K AN RA R P IN T PROT TION 13 4 ~ BLOC D G VELD 0 LE EC GRAVEL & RIP RAP HORSESHOE INLET BASIN
E UPSTREAM END OF
a, • FOR REPNR OF SILT STORM DRAIN OVERFLOW ~w (3' - 10') DIMENSIONS ELEV
1MRMBLE AS ORECIED BY THE EHON[FR FENCE FNLURES, USE No. 37 WANED STONE. MATERIAL VARIABLE EMERGENCY SPILLWAY INLET 39 25x.45 4 I
FOR ANCHOR WHEN SLIT FENCE IS ~3TECTING A i/3 PIPE 3 EMPE STAPLED IN 2~~ -I TOP OF DAM WIDTH 10' 259.0 ~ ~D"°'T _ f
CATCH BASIN. . • ~ ~ • ? RRRMIC SIGN p . A e JESTER PLACE - - - =1 I ANTI-SEEP COLLAR 6'X6' - \ ~ - ~ _I = i
?A • - _ _ - + ~ (--I, RIP RAP DISSIPATOR PAD SEE DWG C-3 - ~ -I i~ _ - 6 MIN. - I - ` I 1 ~~r::;.•:., , '
YN. 10 CA WIRES h ~ . L!ff wRIEs I I-I ~ _I i t=III-III- I-1 I I~I , 11-I f I~ A N 4 oERPATOR PAO _ = 1= - _ _ _ _ _ 1= - 11= ANTI-PLO TATIO DEVICE X4 X1 THICK - ~ ~ ~
TO D BURY BOTTOM ~ A I ,III-III; 11-1 I I-1 I I-III; I-III-I ~ I-I !-III-I I ~I I T P F RI ER 4" MP .4 • - - - - - - - -III- _I , 0 0 S 2 C 253 5 - .1 I I=1 I I=~ I I=1 I I=1 i I. .I I ~=11 I:I I I=1 I ~I I . I-I I i_ ~ ' ,
~o I OUTLET PIPE INVERT IN 25 ti8 CMP® 1% 248.45 1-~ ~1 I I-11 I-11 1-~I I i t 1~-I 1 1-I 1 I-11 I--I 11-1 : I-III-
LEVEL LIP' .III ;III=1 I l i l ! OUTLET PIPE INVERT OUT - 248.2v A4•
Lid MLI OF PLYWOOD LJ~ _ CRAM ( I OF SPREADER {=i 1=I I I 11=1 11=1 I I-1 11=1 11=1 I
STEEL - POST FABRIC NOTE: ALL PARTIALLY COMPLETED STORM DRAINS 3/4- EXTERIOR BURIED -I SEDIMENT STORAGE AREA 98 X49 X5 DEEP 248.45 Ptwr,r ~_I! _I I I_I 1 i_i I_ - . -III-I I I ~ ~ I
SHALL BE PROTECTED AT THE END OF PLYWOOD WARNING SIGN 6 MIN. Ii
SLT FENCE A1EAlEXiLF FABRIC EACH DAY IN ACCORDANCE WITH THESE = DETAILS. STEEL FENCE PLYWOOD INLET PROTECTION FAM Ow L J
POST CROSS-SECTION
Q FILL RAPE C FRONT VIEW A UPSTREAM END OF OVERFLOW W , STORM DRAIN
TEMPOM Y CW R'SER-PtVM= PAN VI W Tw Of mm REVISIONS BY
n GRADE I II I _ I . 11 II BY
I n n a 1/3 PIPE 6' M. COVER ~ ~ I II II p TREE PROTECTION AREA ? ? DIAMETER 21 AX 2003
- OVER SKIRT • TS. I I I D . n o a A. D: . SED1&M STOP44E fERMTS? SKO 8KO I
- EXTEND WOW C INN. INTO TRENCH + DO NOT ENTER ~A• AND ANCHOR SKIRT AS Low POI oRNA<L NT ~ w,SAKw StDPES 2 1/2 : ,
ORECTED BY ENpItER WASHED STONE BITER / p
NOTES: WARNING SIGN DETAIL ACROSS PIPE INLET ~ MOM MOMS TO E F WOE Of DuOA" NEAn1E1wRODF wmwl 10' 3' pmm Rto CLEDN"M YARX EARTH DAM WCATM PALMY W PW Pit ANn-SEEP COLLAR
LEMRS TO AL r NON ANIMAL CLEARLY LMNLE AAN VAM AS DEFAM.EO. I I I I I I I k I SIM SMALL NE /LACD AT SC' MA' W MRERWLS ANn-FL0QA7M COME ORSIPAIOR PAD ~I
NOTE: PLACE A SM AT EACH flO OF L#" TREE PRCTECWN ANC SO' ON CFN 1M THEME nElt ` 1 ` 1 l , Ri ow
FOR TREE wlo1Er11aH AREAS LESS THAN 200' IN PERrYETER PROVIDE No LESS THAN ONE SIGN PER PROTECRO G AREA HARDWARE CLOTH -USE SILT FENCE ONLY WHEN DRAINAGE AREA ATTACH S06 SECURELY TD FENCE POSTS AND FABRIC. REVISIONS 1 1 ( l ( I OF SPREADER REVISIONS TIND" M/ SM $UWE E
DOES NOT EXCEED 1/4 ACRE AND NEVER IN AnN?AIN TREE PRCIECTICIN FENCE TMIOIlaOUF DURATION OF PROUECT. DATE DESCRIPTION fI AREAS OF CONCENTRATED FLOW 206 ~ AME AW~ ~ CDAMMEIONS U LI U L LEVEL LIP TEW4XVRf CMP V X 2'M. DESCRIPTION DATE pemimAm RCP CNP ounrr PPE ~I
-END OF SILT FENCE NEEDS TO BE TURNED UPHILL PLACE Asa AT EACH END OF LMrAR TREE PR0IEr910N AND SO' ON C04W THEIW1FEER. STONE FILTER INLET PROTECTION PLAN io/as NOTE Ao0 nm 4 ADD TABLE t NOTES QM CROSS SECTION
STANDARD TEMPORARY SILT TREE PROTECTION FENCE 1A PIPE INLET PROTECTION (PLYWOOD AN AND 12 12 i
LEVEL SPREADER DETAIL RISER BASIN 8 17
N.T.S.
Mold
DRAWN
SKO
CHECKED
RPH
DATE S
11 JUN 2003 (90X CD) CD)
SCALE
JOB No.
FUMW
STORM DRAINAGE & EROSION SHEET i
CA>a, 2
CONTROL DETAILS 302
Mod E

I 6 7
1 2 3 4 5 5 8 9
•
PROVIDE MANHOLE RING. COVER do
A MANHOLE STEPS PER OETAII ~ . ~y
-I.. - 15" OPENINGS REFER TO STANDARD RTCB DETAIL -~i. t/1
2 - - ALL 4 SIDES FOR WALL dt SLAB CONSTRUCTION - ~ w
I e = E - - _ A
- - 250.3 TOP OF STAB ~ .a ? ,d •
- 249.8 -MAX. WATER SURFACE ELEVATION FOR 100-YR STORM A SLOP
_ 250.8 -BERM = 250.8 ~,g F 3, a 1 n
2.5 - 3 3 - ~ - - - 1 - - o^ - 248.7 -TEMPORARY STORAGE Of 1" RAINFALL EVENT pj
. 1~~
- - - I- ~ - 6 247.3 -P.W.E. 6 . r.
_ -I - ~ i - - 1 1 _ . \ _ _ _ _ - - - - 247.3 -PERMANENT WATER ELEVATION
~ - I 245.3 -SHED' - I - 2.5
•i~- _ 'S _ - j-- • © v. 42" RCP 5'-0" '
VEGETATED SHELF-,_ - 242.0 -BOTTOM i = -
- - - - - - - - - - - I I COMPACTED STRUCNRAL - _ _ - _ _ _ _ _ ~ i MATERWL AL • , . A
~ ' w
-iii-iii-i i ~-iii-iii-i i ~-iii-iii-i ' AA
' A a
SECTION THROUGH POND 1
~ . a ~ 'd
B NOT TO SCALE • , ,d . . , ;
~ 1' MIN. ICAL
I I
I I ~ 8" DI PIPE I ANCHOR BASE SECURELY a' W/ VALVE ASSEMBLY
To wALls ~ ' POND BOTTOM
I f I ~ !I 242.0 I III I~•
I III 242.0
KEYSTONE ' _.TfL-_ •-7._~~~.•
RETAINING • • ~ • • . • ' • ' • ANCHOR BASE SECURELY • ' • ° ' • • ' ~ TO WALLS
WALL 10'
_ 254.3 -BERM CONCRETE BASE. MIN. 1' THICK BERM
3 - 1~~aunu~,~~ f
1 - - T P AT H BASIN 25C ca RAISED 0 C C R Q~H Ot
~y EE ~ 9
250.0 -P.W.E. - - 1 1 - _ 2.25 4
- _ 248.0 -VEGETATED 1
(-1 1-1 ~ I SHELF -I - _ i_~-i ~-i _i
-I 2 - I I- ~ - PROVIDE MANHOLE RING, COVER do ~H ~ •9 ~
- 2 I i- - 1- 1 1 I MANHOLE STEPS PER DETAIL l ~ NE.~'~
VEGETATED SHELF % I = I' COMPACTED STRUCTURAL -I - 15" OPENINGS REFER TO STANDARD RTCB DETAIL
- - ~ (TYP.} _ - i MATERIAL. FOR WALL do SLAB CONSTRUCTION ~~r c ALL 4 SIDES •E
- 241.2 -BOTTOM I i,l
- -I ~ _ _ _ _ _ . 1- - i -I - - - - - -I ; + ~ d , . . - - - 253.9 -TOP OF SLAB
i -I -I ~ - - - - - -I 1- -I I 1= _ = 1= _ =I i = 1= M •e. . , . Ak $ - 253.3 -MAX. WATER SURFACE ELEVATION FOR 100-YR STORM ~Op
f 3, ~ n
S CTION THROUGH POND 2 E • - 252.3 -TEMPORARY STORAGE OF 1" RAINFALL EVENT
NOT TO SCALE
- - - - 250.0 -PERMANENT WATER ELEVATION
'.a '
42 RCP 7'-0" ' (60" RCP FOR X66) ' '
MANHOLE UD
' 'd.
250.8 -TOP OF BERM Q
249.8 -TOP
'~X ~Op d•
f 3.1 t . • g J
2" PVC DRAWDOWN PIPE. D EXTEND 6" BELOW PERMANENT d •e ~
WATER ELEV. 1 MIN. (TYPICAL)
247.3 -P.W.E. I i Z
I ~ Q 8 DI PIPE O I ANCHOR BASE SECURELY a W/ VALVE ASSEMBLY
MAX SLOPE . 6.1 To WALLS ~ • . POND BOTTOM ~ a I I~. OCZ
281.2 ~ W W III f- > T
I 241.20 66 Z ~ O III 241.56 65 z ~ ~m
I V W ~ II .If Z
S~~ . ~
f ?7
~ ANCHOR BASE SECURELY m
TO WALLS ~
1.0
242.0 -BOTTOM CONCRETE BASE. MIN. 1' THICK d i - W
Z
r T P ATCH BASIN 65 & 66 RAISED 0 C W
J ~
Q
N TIN X A - DRAW-DOWN BOX JU 0 60 25 C
E NOT TO SCALE
MANHOLE FRAME do MANHOIE FRAME do
COVER W/ RISER COVER W/ RISER
- 268.31 ASPHALT SURFACE ASPFWLT SURFACE TOP n
MANHOLE UD •
254.3 -TOP OF BERM ~
253.2 -TOP ~k '
S~Op F ~,1 ~ ~ ' '1y
PVC DRAWDOWN PIPE. 100-YR - 265.30 • AUU 6 UtLV WKVUi iu s
EXTEND 6" BELOW PERMANENT WATER ELEV. BOTTOM OF BOX AFTER ° WATER ELEVATION / RESTRICTOR PUTS HAS 12'x6 PRE-CAST CONCRETE
250.0 - P.W.E. BEEN MISTALLED + SPUTTER BOX g 1.00
PE N
77
w 00
54 RCP 0 1.OX ' 48• RCP 0 1.OX STEEL STEP 48" RCP OFF-BYTE (INLET FROM G X37) REVISIONS BY (OUTLET TO G #42)
• OUTFLOW PIPE • ' (IYP. OF 6) 11 JUN 2009
GKO 10-YR - 261.23 48 RCP 0 5.OX IM CD)
S~OA WATER ELEVATION 2.50 2.50 (OUTLET TO JB /39) ' 21 ~ 2009
STEEL STEP DlH OF 6IT$)
F g O
01 1.0, 241.2 - BOTTOM M 5'x5' RESTRICTOR
PLATE
F-L a
T
, . 255.42 25522 255.22 . ,
JUNCTION BOX 63 - (DRAW-DOWN BOX
BOTTOM - 254.72 .
NOT TO SCALE : ,!•1:. . a
48' RCP ON-SITE OUTFLOW PIPE
W/ 5'x5' RESTRICTOR PLATE
(ORIFICE DIAMETER - 26)
1.00' 3.00' 6.00' 3.00' 1.00' 1.00' 6.00' 1,00'
12.00' DRAWN
VKQ
CHECKED
SPUTTER BOX #38 RPN
/ DATE
SCALE: 1 = 3/8 08 JLN 09 ®WQ REVIEW)
SCALE
JOB Na
FOMW
STORM DRAINAGE & EROSION MET
CONTROL DETAILS ¦

1 2 3 4 5 5 6 7
•Q 8 g
x i
ICS-6
' WR-2 ti
' SEASONAL COLOR t ~ ~ o ~ ~ ~
. , BT-12 ~ y ~ C
~ ' LM-250 WIN e I
0 12" O.C. •4 N/F THE BODY, LLC ~I \
r
\ O
A Z G
L''3
a•
2.s2' I ~ O \
~ w _ _ ,I \
` _ 1
a - _ - - - ~ I 1 ~ ~ 9 A
~ a _ _ - - - - D.ST ~ 1°
.n , : - _ S 84'33'18 E 1131.92' ' ' - ' ° 12.18' ~ ~f w~~~~~~~~~~~~~~~~~~~~r~~ O
n \ N
I
' ~ ~ TD-1 LS-3 TD-4 Ls- . TD 3 Ls-3 - PROPOSED C BP-0~ TD 1 _ ~ ~ 0.7T c C BP,~OR~cTtON~~ARKWAY 9
- ~ (fJ Z P ~Y O
s s I ~ ~9 O ~~4
SG1LE: 1`20' _ - 877. 1' . . . G
N/F PEGGY W. JOHNSTON AND i JAMES MARION WILBURN ~ ' • ~ I o
6.77' , ' ~ ~ +Zn E I °
\ ' w, EXISTING WOODED ~ Icy n
\ JCP-46 ~ , ~ BN-2 i i AREA TO REMAIN TREE PROTE ON ~ ~ FENCE ~ ~..r
~ i ~ I-3 ~ ? " i b Ww PT-20
EP-45 0 ~ / B
\ 5' O.C. PR OSED FENCE N/F HEDINGHAM PROPERTIES, LLC I ZONED:I-1
\ ~ i ~ ARF-5 ~ QPA-6 \ USE: VACANT
I LI-3 i ' 22 \
~ i QL-9 8 WO FLOOD HAZARD SOILS. ~ BM 1988, PG 1363
CJ-42 ' • • • • • . • • . • \ JE-280 (TYP. EA. SIDE)
AR-3 i SV-438 \ :•r. PC-496
i i
i GRASS ALL I ~ / ~
DISTURBED AREAS 1
\ ~ \ ~
PROVIDE 4' DIAMETER BY \ ~ i \ ~
3" DEEP MULCH RING ~ AROUND ALL TREES IN I ~ ,
LAWN AREAS ~ ~ AR-i ~ ;
~ ~ i ~ ~ JUN-16 \ ,~`pramnmm~ngrr'i ,r r -
PK-4 P~ V 1~ +S \ \ r
it OPA-1 ~I =o~ G•- \ ~ r ~ 7p ss s~
\ ~ CD-1 s \ 1 tC ~ r ~ \ s s ys
yi \ , a \ > y a ~ a X~ ro n
~ I Tar f 1 I 1 ~ d? .1; s
r ~i~ l i 9 i ~ Z~ ~ did 1'~~y O
~ ~ 5 3 r ,~-1 P. WP
~ SUPERCENTER 529 vJ-lo _ 2s ~
~ ~ cD-1- _ C-192-EGL-OL ~ SEED ALL SLOPES ON DETENTION 7 ~ 63
4 '--1- 2p PONDS THAT EXCEED 2.5:1 WITH 3 ~ ~ ~ WEEPING LOVE GRASS. REFER TO
203,942 S.F. N/F PEGGY W. JOHNSTON AND F.F.E. = 272.0 JUN-24 ~ GRADING PLAN FOR CONTOURS ~
~ JAMES MARION WILBURN 1
~ !Z ~ ZONED: I-1 C.U.D. ~ AR-1 • JE-318 I I
USE: VACANT ' SV-307 i
s ~ ~ PC-285
~ PR01fl I~ ~ .Q DE 3 DEEP 1 PINE STRAW MULCH ICR-10
IN ALL SHRUB BEDS I ~ ~ ~ f ~ '"•r, \ \ •
~ AND GROUPINGS ~ PK-; QPA-4 ~ ~ JCD- PK-3 ~ \ JCD-30 ~
~ I ~ ~ T
CD-2 1 ~ ~ ~ I I STORMWATER POND \
VJ-12 ~ LT-8 I \ I
lye 1 KP-4 ~ ~ ~ _ i ~ l - ~ • EP 15
~ I _ 8 PA 5
~ _ _ P- ~ . ....5 ~ LANDSCAPE RE UIR M NT E E S
LS-3 ~ LS-1 _ , TPY f 2 LS 1 / - - ~ _ _ R~ 4 _ ~ Q AR 1
~ CC-18 CC-1 ~ C-18 ~-1 LS-1 B Z
QPA1-1 LI-2 ICC-18 LS-~ CC-18 CC-18 _ ~ STREETYARD SHO / D REQUIREMENTS a LS-, 7 7
LR-30 ~ ~ • / J ICC-18 I I I I CD-3 CORPORATION PARKWAY: 945 L.F.
QL-4 ~ a ~ + I CF- I-' ~ ~ ~ 6" TREE DIA. PER 50 LF REQUIRED N LS-2 I ~ I I c
MC-1 ~ 3 2 r+ e r e VJ-12 e I VJ-7 945 L.F./50x6 =114 TOTAL TREE CALIPER REQUIRED (f~ e I I XI TIN I I I I n PT-5 E S G TREES EXCEED REQUIREMENTS FOR TOTAL CALIPER Z
QPA-3 ~ r r + e • • CC-23 CC-18 + RE? I I I ~ 5 TREES PROVIDED TO MEET MIN. SPACING REQUIREMENTS Q ~ a I I JF-7 O ~I,I
JF-B ? + e r e 1 e i+ e I ~,oool SF I I I ~ ac< i } I OF~iCE I I CD-3 NEW HOPE ROAD: 398 L.F. ~ p"
4• LT-1 58 r 8 1 ARF- r + e + } I I I 9 ~Z + e L1_2 + I I I I ,80'D SFI 6 TREE DIA. PER 50 LF REQUIRED c W W
~ CF- ZV-1 r ICC-12 o A _ I VJ-7 _ ARF 13 ARF-12 I I I I I 26 398 L.F.~50x6 48" TOTAL TREE CALIPER REQUIRED ~ I I I I I 14 3.5 TREES PR VI I W 0 DED O Q
~ ~ JUN-20 N_1 r IC LT-2 Z Q ~m + ICC-12 ICC-1 - - - - V W 0111
62 + 27 VJ-6 CC JUN-20 _ - - - - - - PT-2. NEW BERN AVE: 255 L.F. (SHOD 3 PLANTING) V Z 3
CC + ' LT- i 32 3 CC + + 10 SHADE TREES & 6 UNDERSTORY TREES 100 R I ~ s e 2 / LF EQU RED Z ~ CC W + , ~ s a ;~,r, 32 SHRUBS PER 100 LF REQUIRED ~ LLJ Z W Z
3 CC 68 58 ZV-1 I-3 LI-i ~ LI_ 255 L.F./100x10 = 26 SHADE TREES REQ'D. p. m
? + JF- ~ 66 • 68 68 33 • 2 CC-3 255 L.F. 100x6 = 15 UNDERSTORY TREES REQ'D. W UN-2 ICC-18 n _ / ~ Z ZV-5 JF 8 255 L.F./100x32 = 62 SHRUBS REQ'D m (n ~ J
J"L ~ • 34 _ VJ-12 + 34 CC + + } QP-Z W w G J
+ 19 NEW BERN AVE: 546 L.F. (SHOD 4 PLANITNG) Z cc 3 SHADE TREES do 4 UNDERSTORY TREES/100 LF REQUIRED
CF-
JF 6 + ICR-23 ~ - - + 28 + + + 50 SHRUBS PER 100 LF REQUIRED 546L.F./100x3= 17 SHADE TREES REQ'D. Z RASS 19 ' 4 546L.F. 100x4= 22 UNDERSTORY TREES RE 'D.
PK-4 ZV 1 ZV 1 + a 62 / Q 31 + RIP PT-2 CARL R. GUTTMAN 546L.F./100x50= 273 SHRUBS REQ'D ~ O
BT-12 JUN-2 UN-2 + GRASS ZV-1 QPA-9 BASS RASS i VJ-7 ~ ZONED: I-1 V
SEASONAL STRIP UN-2 TRIP PLANTINGS ,I l + TRIP ~ + 31 44 23 JF-8 USE: COI~MERCWL NEW BERN AYE: 354 L.F. (SHOD 4 PLANI'MG) Q + -3 3 SHADE TREES do 4 UNDERSTORY TREES/100 LF REQUIRED
~ + • CC-3 50 SHRUBS PER 100 LF R ZV-1 LT_2 EQUIRED
E QPA1-5 ~ + + UN-20 + 354L.F./100x3= 11 SHADE TREES REQ'D.
- cc , ~-3 354L.F./100x4= 15 UNDERSTORY TREES REQ'D. - VJ-7 354L.F./100x50= 177 SHRUBS REQ'D
+
4 LS-1 ' JF-9 TRANSmoNAL PROTECTNE YARD ~
LS-5 _ . + ICR-9 LS 1 + QP-2 582 LINEAR FEET (1 /2 TYPE D TPY 18' A + VERAGE WIDTH)
~ I ~ ~ ICR-9 ' - _ . 2.5 TREES & 15 SHRUBS/100 L.F. REQUIRED
~ ~ • LS-1 - ~ ` LS-1 ~ ~ 4 ~ • ~ ' ` ICR-9 LS-1 - • 15 TREES 87 SHRUBS REQUIRED/ PROVIDED
- - - ~ ~ T ICR-9 + - ~ ~ ` + LI-2 ICR- - + LS-t LS-1 LS-1 + - _ _ _ TRANSITIONAL PROT TIV
\ T ICR-9 I R- ~-1 ~ 1 EC E YARD #2 C 9 ICR-9 ICR-9 ICR-9 _ 190 LINEAR FEET (TYPE D TPY, 35 AVERAGE WIDTH)
~ ~ ~ T + U-2 U-2 + LI-2 U-1 ~ BN-1 4 TREES & 19 SHRUBS/100 LF. REQUIRED
a ~ i} i}..... it d ~ CC-3 8 TREES & 36 SHRUBS PROVIDED
_ - i f i ~ ~ .
TRI-ARC FOOD SYSTEMS VSA SCREENING
BN-2 ZONED: 1-1 CORPORATION PARKWAY
AR-3 USE: COMMERCIAL 1 SHRUB 6LF OF VSA WITHIN 50' OF RIGHT OF WAY J
PC-3 BOJANGLES RESTAURANT 270 L.F 6 = 45 SHRUBS REQUIRED/PROVIDED
? + 1 SP-41-02 NEW BERN AVENUE
i E pRppOSD i 1 1 SHRUB 6LF OF VSA WITHIN 50' F RIGHT OF AR-8 0 GHT 0 WAY REVISIONS BY 3Y
VJ-23 JCD-94 GRASS LI-1 BN-3 AR-3 2 .F JCD 94 PROPOSED 18 L 6 30 SHRUBS REQUIRED/PROVIDED PL-1 36 LI-1 L-18 RETAIL
2.000 i PL-1 QPA1-8 PC-3 - - - - - PL-16 GRASS I U A2003 2,000 SIF + VJ-35 V.SA: 604,860 S.F. 0E810F1 CW SKO
I ----GRASS BRASS I I 1 TREE/2000 SF do t SHRUB 500 SF R 11~ 2003
UN-18 - - - BT-6 / EQ D -JUN-18 -18 N-18 - - - - - ? ( 604,860 S.F. /2000 = 303 TREES REQUIRED (W% CD)
I PROPOSED F J I LT-1 GRASS I PROPOSED * 604,860 S.F./500 = 1,210 SHRUBS REQUIRED
BT-6 _ RETAIL _ ow3' N-4 PROP06ED~PROP06ED JUN-18 _ SAIL IC 100 UNDERSTORY TREES ALLOWED FOR VSA 21 JUL 2003 ZV-4 RETAIL RETAL a REQUIREMENTS IN LIEU OF CREDIT FOR EXISTING 8K0
PK-3 LT-1 ~ ~fT8H 3,200 SF 3AW SF ' i PK-3 TREES ALONG STREAM PER AGREEMENT WITH THE
TRACT ID - - - - - • - - - - - - - CITY OF RALEIGH ZONING NSPECTIONS PT. Z2 2' WIDE GRAS RIP /I DE
SIGN ICR-10 pRppOSm • MAIL J SEASONAL 4000 SF 41 I -1 1 P I 37 TYPICAL PROPOSED
COLOR ~ PT-3 fP 7 2 I RETAIL AR-t ''`a} •,y I NOTE: SEASO
o I IF P - COLOR • REFER TO DRAWING NO. C-7.1 FOR LANDSCAPE
PLANT LIST AND DETAILS.
J ~
• s 0
i-- LR-88
EP-115 LR-158 OPA1-2 KP1-4 QPA1-3 QPA-6 KP1-4 CC1-3 GRAS mild
_ CC1-3 CC1-2 CC1-3 PT1-2 KP1-4 PT1-2 QPA1-4 AR1-3 KP1-3
- OP1-2 CC1-3 QP1-2 KP1-3 CC1-3 CC1-4 CC1-3
KP1-4 QP-6 QPA1-5 DRAWN
AR-4 0 CC1-3 EP-89
EP1-41 CHECKED QP1-3
LR1-41 OPW/RPH
CC1-3 -J 14EW BERN AVE. U.S. HIGHWAY 6
G NORTH DATE 31 mm 2003
8CALE
- - - - - - - - - - - - - r • 80'
546 L.F. 25' AV. WIDTH SHOD 4 PLANTINGS 255 L.F. 50' AV. WIDTH SHOD 3 PLANTINGS 0 60 120 180 JOB No. 1 3 PLANTINGS 354 L.F. 25' AV. WIDTH SHOD 4 PLANTINGS
(EXCLUDING DRIVE) RBPCW (EXCLUDING DRIVE)
SCALE IN FEET SHEET
LANDSCAPE PLAN. c ~7
OF SWEETS
old

7 8 9 6
~ 2 3 4 5
T S: NO E
z ~
1. ALL PLANTS MUST BE HEALTHY, VIGOROUS MATERIAL, FREE OF Q J ~ 0
PESTS AND DISEASE. ~ Q ~ MUST BE CONTAINER GROWN OR BALLED AND BUR 2. ~ o~ v = ~ REMARKS
LAPPED As INDICATED IN THE PLANT UST. Y MMON NAME AME CO TANICAL N
BO 3. All TREES MUST BE STRAIGHT TRUNKED AND FULL HEADED AND
MEET ALL REQUIREMENTS SPECIFlED. AR r m' r I r I M le 1 -1 ' H P ARE SUBJECT TO THE APPROVAL OF THE r I M le 14- H 4 4• ~ LANTS AR1 r m r I
LANDSCAPE ARCHITECT BEFORE, DURING, AND AFTER INSTALLUTION. F - M~1
A 5. ALL TREES MUST BE GUYED OR STAKED AS SHOWN IN THE - M , DETAILS. n ' r 'min H
6. ALL PLANTING AREAS MUST BE COMPLETELY MULCHED AS 1 i n n i 'F P n F R
SPECIFlED. r r r 1 x in A 7. PRIOR TO CONSTRUCTION, THE CONTRACTOR SHALL BE F fl FI w 'n wo d 9
RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND ' ' A
SHALL AVOID DAMAGE TO ALL U11UT1ES AND SHALL AVOID DAMAGE TO , ~
ALL UTILITIES DURING THE COURSE OF THE WORK. THE - CONTRACTOR IS RESPONSIBLE FOR REPAIRING ANY AND ALL DAMAGE - o • r
TO UilUT1ES, STRUCTURES, SITE APPURTENANCES, ETC. WHICH - " N
000URS AS A RESULT OF THE LANDSCAPE CONSTRUCTION. ' 11 2" 8' BdcB VSA 8. THE CONTRACTOR IS RESPONSIBLE FOR VERIFIING ALL PK Prunus serrulata Kwanzon ~ Kwanzon C
lIAN1TTIES SHOWN ON THESE PLANS BEFORE PRICING THE WORK. pT pin III Pin 40 min SHOD 3 VSA E....f Q 4 3.5 14 min BdcB SHOD 4 a
9. THE CONTRACTOR IS RESPONSIBLE FOR FULLY MAINTAINING ALL PTt Pin edo Lobloll Pine T MITED T0: WATERING SPRAYING, rff li rlin n rlin ton k 1 1 -1 TPY 0
POINTING (INCLUDING BUT NO U , I Will w ak 1 1 -1 ~ MULCHING FERTILIZING ETC. OF THE PLATING AREAS AND UWN P - ~ ~
' ) Willow Oak 7 3.5 14 16 BdcB SHOD 4 $ UNTIL THE WORK IS ACCEPTED IN TOTAL BY THE OWNER. OP1 uercue hellos
ALL PUNT A roue luatris Pin Oak 46 2 10-12 8dc8 SHOD 3 x 10. THE CONTRACTOR SHALL COMPLETELY GUARANTEE QP Ous yl NNING ON THE DATE Al uercus lustris Pin Oak 28 3.5 14-16 BdcB D D
MATERIAL FOR A PERIOD OF ONE 1 YEAR BEGI ) Bold re s 9 2 10-12 Bdc6 VSA STREETYARD A + ~ E OF TOTAL ACCEPTANCE. THE CO R SHALL PROMPTLY MAKE T x i m istichum
dl r n Vill n el va 1 1 -1 ~ ' ~ ~ $ ALL REPLACEMENTS BEFORE OR AT THE END OF THE GUARANTEE .~7~ I x N~ ~ 3
PERIOD. APPROVE THE STAKING LOCATION OF ALL ~ a 11. THE ARCHTECT SHALL ~ ~ ~
PLANT MATERIAL PRIOR TO INSTALLATION. Shrubs
12. AFTER BEING DUG AT THE NURSERY SOURCE, ALL TREES IN T i r T ACCLIMATED FOR TWO 2 WEEKS UNDER A MIST 42 24" TPY
LEAF SHALL BE O CJ le ra Ja onico Cle ra SYSTEM PRIOR TO INSTALLUTION. EP Eloeo nus Pun ens Thom Elea nus 264 18 SHOD TI>1'
13. ANY PLANT MATERIAL WHICH DIES, TURNS BROWN, OR P
B DffOLIATES (PRIOR TO TOTAL ACCEPTANCE OF THE WORK) SHALL BE ICC II x rn to ri ri a H II 7 18 H MA RIAL 158 18 VSA I4 PROMPTLY REMOVED FROM THE SITE AND REPLACED WIT TE ICR Ilex comuto Rotunda Dwarf Homed Holl
OF THE SAME SPECIES, QUANTITY, AND SIZE AND MEETING ALL ICS Ilex crenata Stokes Stokes Jo anese Holl 6 12 n ACCENT
PLANT UST SPECIFlCATIONS. r r n T
14. STANDARDS SET FORTH IN "AMERICAN STANDARD FOR NURSERY STOCK" REPRESENT GUIDELINE SPECIFICATIONS ONLY AND SHALL '
CONSTITUTE MINIMUM QUALITY REQUIREMENTS FOR PLANT MATERIAL. " n ' n
15. ALL SHRUB, GROUND COVER AND SEASONAL COLOR ANNUAL 0 1 H A
PLANTING BEDS ARE TO BE COMPLETELY COVERED WITH HARDWOOD R m rvifolium R c rv tr m 41 4" n HOD Y MULCH TO A MINIMUM DEPTH OF FOUR INCHES. 1 m rvifolium R rv m
16. LOCATIONS OF EXISTING BURIED UTILITY LINES SHOWN ON THE •
PLANS ARE BASED UPON BEST AVAILABLE INFORMATION AND ARE TO BE CONSIDERED APPROXIMATE. R SHALL BE THE RESPONSIBILITY OF "
THE CONTRACTOR TO VERIFY THE LOCATIONS OF UTILITY ONES AND
ADJACENT TO THE WORK AREA. THE CONTRACTOR IS RESPONSIBLE N FALL UTILITY LINES DURING THE ver Peren~als FOR THE PROTECTIO o Groundco
CONSTRUCTION PERIOD. r' ' ' I it 4" 1 o.c. ~,~,N~"""'"'Na,
17. SAFE, CLEARLY MARKED PEDESTRIAN AND VEHICULAR ACCESS N R11ES MUST BE MAINTAINED THROUGHOUT x
TO ALL ADJACENT PROPE ~ 0~ 1. THE CONSTRUCTION PROCESS. ; ~ D q ~s,
~ n Pond Plants Detent o 18. DURING THE GROWING SEASON ALL ANNUALS SHALL REMAIN IN r ~
N mON THROUGHOUT THE CONSTRUCTION h 2 o.c. ~ ~ A HEALTHY, VITAL COD ff 2' o.c. ~ X a PERIOD. P n eri r ato P' k r Twee 7 1 Pr I 82~ a
HOWN ARE APPROXIMATE. PC to 19. ALL PLANT MATERIALS QUAN1111ES S Bullrush 74 P I 2' o.c. r ~ _ SV ci s vali u
P N I LE FOR COMPLETE COVERAGE OF '~i _ CONTRACTOR SHALL BE RES 0 S B `~~t! 10''y 0~ ALL PLANTING BEDS AT SPACING SHOWN. ~
I D AREAS ARE TO RECEIVE 4" OF TOP SOIL, f' 5,~~' 20. ALL D STURBE P, W P~~~~
MULCH, AND WATER UNTIL A HEALTHY STAND OF GRASS IS NIWM~g1~
OBTAINED. THIS IS EXCLUDING ALL LANDSCAPED ISLANDS AND ENTRANCE AREAS. 6''
C I Al10NS FOR ALL INFORMATION 7 21. REFER TO WALMART SPEC FlC
NEEDED FOR IMPLEMENTATION OF PLANTING PLANS.
DETENTION POND PLANTING SPECIFICATIONS
1. PLANTS WILL BE INSTALLED OVER THE SHALLOW PORTIONS <8" IN DEP1H (NORMAL POOL) OF THE WET POND.
2. PLANT MATERIAL IS TO BE MAINTAINED IN COOL, MOIST
ENVIRONMENT UNTIL PLANT1NG.
3. LIVE PLANTS ARE TO BE INSTALLED BY HAND USING TREE
PLANTING BARS (DIBBLE BARS).
4. LIVE PLANTS ARE TO BE INSTALLED SO THAT R00T COLLAR IS PLAN
AT OR SLIGHTLY BELOW) SOIL SURFACE (NOT SIGNIFICAN1lY ABOVE ( ~I
OR BELOW GRADE). EX1S11NG GROUND B" 2-PLY RUBBER HOSE
5. PLANTING HOLE WILL BE OPENED BY THE DIBBLE BAR, PLANT DOUBLE STRAND 12 GAUGE WIRE
PR PRIME PROPERLY PLACED (VERTICALLY, WITH ROOT COLLAR AT AP 0 COVERED W/2-PLY RUBBER HOSE
ELEVAl10N) AND THE HOLE WILL BE CLOSED COMPLETELY (NO AIR \ PLANTED FLUORESCENT ORANGE a
SPACE AROUND ROOTS) WITH DIBBLE BAR AND FOOT PRESSURE. ~ ~ WHITE FLAGGING (TYP.} Z
6. LIVE PLANTS SHOULD NOT LEAN MORE THAN 10 DEGREES FROM ClR BACK SLOPE ~ ~ TREE WRAP a PROVID ` J
VERTICAL. TO „ L ~ - J A FLAT ,~Uf~FACE Q\\~~~ 4 INCHES MULCH •
N , FOR PLANING 4 INCH DEEP SAUCER N 7. ALL ROOT PARTS MUST BE IN GROU D 1 ~
D 8' STEEL TEE POST U~ 8. PROPAGULES (DORMANT RHIZOMES, ETC.) WILL BE PLANTED BY z Z I
" TIVE POR110NS OR ~ BACKFlLL MIX Q ~ HAND 1 -2 INTO SOIL SURFACE WITH VEGETA ( O W
BUDS) FACING UPWARDS. N ~ ` ~
~ Z W d' UNDISTURBED SUBSO L 9. PLANTING WILL NOT OCCUR WHEN SOIL CONDITIONS ARE NOT ~ W W
CONDUCIVE TO PROPER INSTALLATION (E.G. FROZEN GROUND). ~ ~ REMOVE BURLAP do ROPE ~ ~ W O Z o
FROM TOP 1/3 OF THE BALL ~ ~m W
10. PLANTING SHOULD OCCUR DURING THE PERIOD FROM MARCH UZ 3 1ST THROUGH APRIL 30TH.
NOTE; SEE UWDSCAPE NOTES FOR 11~E TYPE OF MULCH MATERIAL TO USE. Z ~ ~ IW ~ WW z
am W
~ Z m W~
Al WNS, PE w SO N L NTING PA THE
t= LAWN SEEDING SHALL BE AT THE N.T.S.
IN RATES: W FOLLOW G Z
PER 1000 S.F. OF LAWN AREA: W
J ~ 3 LBS. TURF TYPE FESCUE "TYPE A
'TYPE B' 3 LBS. TURF TYPE FESCUE
° (TWO DIFFERENT FESCUES TO BE SELECTED FROM ~
. 0 ~ VARIETIES RECOMMENDED FOR PROJECT AREA) •0 D
00 ° Use 2" x 2" x 6' hardwood stakes and {~9
1 LB. KENTUCKY BLUE GRASS a0 wire encased in rubber hose for staking Ur 0~ 00 ~ when needed or as directed by architect.
E
Use tree wrap up to first whirl of branches i
~ p on trees above 1-1/2" caliper to prevent o~ scalding.
0
00 ~ , To promote aeration and percolation in
o• 0 o heavy soils, plant rootbcll above existing grade as shown.
0 • 0 Backfill with 80% parent material and 20%
aecomposea organic maaer Uy vowme
well mixed.
Provide 6" minimum of bockfill on each
i side of rootball to promote rapid re- establishment.
l
Provide an earth saucer for water retention.
REVISIONS
Minimum 4 thick pine straw in 5' BY diameter circle or as shown on plans. 21 JUL 2008
OPW
~EtO11T8?
PLANTING TREE

F ~ ~
To promote aeration and percolation in
heavy soil, plant rootball above existing
• grade as shown.
Provide an earth saucer for water
retention.
Backfill with BOX parent material and 20X
decomposed organic material by volume
well mixed as approved by the architect.
Provide 6" minimum of backfill on each tide
of rootball to promote rapid reestablishment.
Provide minimum 3" thick pine straw in 5'
wide planting beds or as directed on plans.
DRAWN
SKO GPW
CHECKED
SHRUB PLANTING GPW
DATE
11 JUN 2003 (90% CD)
SCALE
G JOB No.
RWCW
SHEET
LANDSCAPE DETAILS. ¦
r

1 2 3 4
5 6 7
STORM DRAINAGE STRUCTURE SCHE DULE 8 9
vv v ~ ,y I
MARK INV IN INV OUT SIZE LENGTH SLOPE TOP ELEV REMARKS MARK INV IN INV OUT SIZE LENGTH SLOPE TOP ELEV REMARKS _ \ \ \ \ \
v \ 260 \ \ I \ \ \ \ I
NEUSE BASIN NOTE 275.0 279.Ot(SLAB) RTCB 60-61 36" RCP 140 1.0% THIS PROPERLY IS VESTED BASIN NOTE \ \ - v v v \ \ I f,
1-2 15" RCP 22 3.09 61 254.05 253.85 27ost(TC) cl REQUIREMENTS OF THE NEU R1Y IS VESTED FROM THE _ I \ \ v, \ ITS OF THEN A EXIST. - _ EUSE BUFFER \ \ ~ WETLANDS ~ \ ~ ~ \
RULES AS INDICATED IN THE 2 274.33 274.13 278.11 TC CI - ( 50 62 4"R P ) 2 C 140 1.0% VDICATED IN THE VESTED ~ (TYP.) ~ \ \ i ,1~•
RIGHTS LETTER FROM NCDEI 2-3 18" RCP 46 1.0% 50A-62 15' RCP 66 1.09 FEBRUARY 14, 2003. 'ER FROM NCDENR DATED \ \ 4, 2003. \ \ / ~ ~ \ 1 \
3 273.67 273.47 278.5f(TC) CI 61-62 36" RCP 244 1.09 ~V ~ - ' ~ \ ~ \ ~ 1 ~ - \ 1 ~v ~v A \
A 3-4 1 " 8 RCP 38 1.5% 62 (50) 250.08 242.87 266.9f(TC) CI \ ~ V 1 \ \
4 272.90 272.70 276.4t(TC) CI (50A)261.77 A ~ A - \ 1 \ \ ~ \ } V / -
4-5 18' RGP 7G 1.15% (61) 251.41 i \ ~ t' ~ - ~ ~ I J \ ~ ~ ~
5 271.90 271.70 275.51 JB/MH 62-62A 48" RCP 33 1.29 ' I \ 1 A\ V A ~ i j i I ~ / / , a , ti
6 271.5 275.01 CB 62A 242.47 ENDWALL \1 j ; I I v ~ v v ~ ~ I ~ j ~••y }
~ II I 6-6A 15" RCP 133 3.25% 63 (3") 250.00 245.31 253.21 JB 1, ~ ~ \ I I ~ / I I ~ / 1 ~ *1 I \ \ / l v ~ / ~ \ ~ ~
\ \ \ ~ 71 , 5-7 18° RCP 147 3.09 63-64 12" RCP 162 0.5% REFER TO SHEET C-8.1 AND fi \ ~ \ ~1~ r _ \ \ / I ~ ~
~ \ 1111 6A-7 15" RCP 90 1.0% 64 244.50 PIPE END ~ \ \ \ r~ i A I I ~ \ \ ~ ~ ~1~ /r~ v / / / r I i ~j r 8.2 FOR IMPROVEMENT IN ~ A 1 ~ / / i v \ ~0 v1 v ~ ~ / /
\ \ `l I 7 (5) 267.28 265.88 271.4(TC) DI 65 241.56 253.8t(SLAB) RTWI \ \ \ \ ~ _ _ _ _ ~ " - _ l - _ _ - _ _ _ _ - - _ / _ CORPORATION PARKWAY i 1 \ \ ` / ~ ~ o, \ ~ o / < / I ` ~ / NEW PRIVATE /
(6A) 266.08 65-66 \ \ \ _ - / 42" RCP 8 2.09 \ \ \ \ I. I _ / / ( I V v ~ V AZ__,~'r A ~ v / / l 1 DRAT AGE EAS MENT
8 261.5 265.01 CB 66 241.40 241.20 253.81 \ 1 ~ \ ~ ~ ~ w : ~ ~ ` 6R~AINA6E--'~- 1yl I ) / SLAB RTWI \ - a- (
( ) \ ~ \ \ ~ ' ~ ~ ~ ~ ~ - _ ---E9SEMENT TYP. ~ rL I f 8-9 15 RCP 117 1.07. ~ ~ ~ ~ I ~ / 66-67 60" RCP 34 1.0% I \ , ~ ~ ~ ~ . " _ - - _ ~ - _ ~ r ' ~ ~ .
9 260.33 260.13 265.51 CB 67 240.86 ENDWALL I N \ ~ , ~ ~ ~ . _ _ , _ ~ ~ - _ _ _ _ _ _ / I ~ ` , _ ~
7-10 18" RCP 191 3.3% \ i r _ _ - l v ~ ~ ~ ~ V - ~ \ \ / \ I ~ ~ 1'RC ~W ~
9-10 15' RCP 70 1.09 ~l I I ~ - ~ - ( I I A ~ ~ ~ r _ I 260 ~ O ~ i
10 (7) 259.58 259.23 267.8E TC CI \ ~ I i , ~ - ~ - - _ ~ t6 18 ~ ~ ~ / i ~ ~ ~ I / ~ d~~ o \ I 1 C
(9) 259.43 ~ ~ ~ \ V I ( o ' ~ 2s ~ ~ \ ~ ( o- 2B ~ 0 5' ROP \ i ~4" f h v~ I ~ X ~
10-11 24" RCP 7 1.0% \ \ I \ I I I ; ; I I'i' } ~ } ~ ~ ~ / < 1 I r~ ~ I I ~ / ~ 1 2 ~ ~ I OS A1~ON ~ - ~ ~ N .r
11 259.16 258.96 267.8t(TC) CI ~ ~ V \ ~ ~ 0 ) ~%RCP v ~ v ~ I ~ 1 ~ RKWAx ~ ,1 / ~ ~d ~ A n n E °J I r VAS ~ / h / won /I \ I I ~ o I y ~
` / e 1 I 11-12 24" RCP 40 1.2% ~ ~ ~ y I
yss - - 1 l 12 258.56 258.36 267.71 TC CI v _ ~ `v • { ~ ' B ( ) . ~ ` v v v ~ ~ C - - - - - 270.95 , / 1 . q - 7 I l V v f0 OiCi I RCP , ~.a-.~.~,~ - ~ ~ _ A \ V ~ M
12-13 24" RCP 168 1.5% ~"~'p \ ~5 ~ ~ ~ o ~ I15 ! 55. ~ f11~~ ` \ ~ W W 1 i ( \ N _ SATE- DRAINAGE , , ` \ \ \ m \ TOP OF WALL V S I \ J
13 255.84 255.64 267.2f(TC) CI I ~ A ~~Q ~ ~ y , } I 59~ \ BASEMENT (TYP.) , ~ ~ ' ` \ a ~ NEW CL. B EROSION eg SLOE ~ r J~ NE~ \ ~ ' I ~ \ \ S° ~ \ \ 1 3 ONTROL STONE APRON
14 257,33 262At(TC) CI ~ \ 1 e . / ~ \ \ -,apt ~ _ ~ I , n { ~ v r ~ } ~ N 1 v. A i1= MIN
14-15 1 " R P 1\ \ \ \ ~ ! 1 ~ i ~6 1\\\\ ~ 2 1.5 ~ ~o o \ 1 , 5 C 39 1.09 P\ \ ~ A 11 V 1 v 2 \ i \ } ~ TRAN , / - ~ ~ o DRAINAG EMENT / ~ N ~ \ ~ ( . 32 Lx 12 Wx22"TH) } A ~ 25 / ~ / ~ _ ~ \ A \ V A ~ \ 1 } , J RSA J 1 / + ; ~ / 1 , \ \ ~ \ \ ~b~ GEOTEXTILE FABRIC
~ ~ ~ . ~ \ \ \ 1 tit, / ^ \ ~ \ } I 15 256.94 256.74 262.Ot(TC) CI ~ ~ \ \ 1 ~ ~~o ~ \ ti \ \ 2ep ~ ~ \ 1 I j 27. ~ ~ ~ ly,
15-16 15" RCP 59 1.09 \ \ ~ I ! ~ ~ ~ \ ~ ~ 1, I ~I >p \ \ t ! i II ~ 5 5 \1 \\~~I ~ I / \ \ LINE ENBANKMENT 1•AltFl-
16 256.15 255.95 265.41 TC CI ~ \ ~ ~ 0 ~ ! ~ _ \ ~ ~ A \ + i I ICI ( ) m ~ tie - ~ 1 I ~ i z ' i , ; , ~ vv.r , _ v y A 1 \ v ~ 1
16-17 1 R \ , i - _ I V I 870.54 5 CP 33 1.07. \ 1 I I ° ~ ~ ~ t zs7.63 I ~ a< ~ c ~ ~ I r ' f ' ~ ' 70.54 2sa ~ s ~ , ~ \ \ ' \ ~ ~ \ I \ \ I ~ 1 1 CLASS 1 RIP RAP (MIN 22 59 I ~ ~ ~ i + Rc ~ ~ I ~ ~ • ~ lr \ + v~ } ~ I THICK) ON GEOTEXTILE
17 255.62 255.42 263.0E JB/MH \ + I a 4 ` = ~ ~ r ~ \ I v.o ~ 3s RcP - \ ~ 1 FABRI } -(7~- \ t ~ . r C TO ELEVATION 246.0
V v \ ,III _ . ~ ` \ I 1 1 18 255.23 259.5t(TC) CI ~ \ \ y I I r \ ~ _ \ \ ~ 1 I I ro \ i ~
18-19 15" RCP 67 1.09 1 ° \ \ \ I 1 ~ I - \ ~ a 90 \ \ ~ I V A ~ ~ vv / v 1 III I ~ ~ 12" PVC A I I \ \ ~ \ ( WO FLOOD HAZARD SOILS I ? s ~ / \ \ I 127ts2 ° ~ ~ @ 2.0%1 MIN. 4e' RcP ~ \ BM 1988, PG 1363
19 254.56 254.36 261.9t(TC) CI , \ ~ \ + I ,III 1 I ~ _ ~ \ ~ I I 27ts2 i \ V , I I I ~ V 1 1 1 I I I I I z72.o ~ \ \ \ (TYP. EA. SIDE IIII I z72.o } 271sa, ~ I A \ V )
19-20 15" RCP 184 1.0% ~ \ } ~ 1 I ~ \ ~ 1 III I I I 271.5 \ , ~ y A ,I~ I ( ~ v \ I . I t 1 11 l ~ 1 ~ \ 271.92 p ~ . ' \ \ I I 271.5 272.0 \ ~ ~ 271.5 ~ E ~ - ~ • A A /
20 252.52 252.32 261.3t(TC) CI V A \ r A 11 ` 11 I \ ~ - _ _ _ A 1 C'. 1 1 I ' J III 1 I 1 i 12" PVC 1~ + IN = 265.18 272.0 0 2ss. W ~ \
_ v I I QA \ 1 I11'I illl I 20 21 15' RCP 183 1.0% V \ V / ~ ~ ! ~ A \ - I III ~ I I I I + I ~ 1 ®2.09 M i I' I ~o ~ \ \ \ s , I I I 1 I j 2s7s \ z BERM - 254.3
21 250.49 250.29 261.61 TC CI / / ~ ~ ~ j'II I1 / 1 ` lCN - 6~ 0 IIII I 1 I I I I, f O ~v / I ~i lil I ~ v 11 I I I I II II, ! ~ I 1 ~ i / ~ \ } ~ v v 'v vv A 1 I I J I ~ \ INV = 264.8, i 2ss / \ 0 3s" RCP \ ° 1 l ~
17-22 15" RCP 233 1.5% y \ / I ~ ~ ~ i I - ~ A ! A I ~ I I I ~ I ~ MAX. ,SCOPE ON ~ i I ~ z7 - - A 12"~ PVC A ! I I ; I III 1 I I it ~ { ! 1 \ . ~ ~ 1A i / ~ \ r 60' RCP V ~ ~ ~ ~ IIII I I I I l VV ~ 2~1 s2 ~ \ c ~ V A A ~ v ~ NEW CL. B EROSION
21-22 18" RCP t0 1.09 ~ IDEWALI~ 1 I~ ~ I I ~ ~ ®2 % M N. ~ I III l ! I I I I 1 1 ? _ 271. 271. A\ ~ I I I j 1 1 1 1 I I ~ { ~ / z .o ~V I ~ k ® r f 11 I ~ P ~ \ \ ~ \CONT •i ~4t~ia~c4.~,~
22 (17) 251.93 250.00 261.5t(TC) DBL CI ~ ~ 1 / ~ I I I w ~ v, A 1 1 I I ~ I ~ , 1~ ROL STONE APRON ~ IIII ~ I i NOTE; REFER TO STORM V A ~ ~ v y~ G~ , } I DRAINAGE DETAIL SHEET I ~ p% 1 BERM: 24.0 ~ (MIN. 40 Lx15 Wx22"TH) Q• . ~ . ~
21 250.20 ~ ~ t` l III . ) I ~ V ~V ~ I f . ~ I I I l ~ I O ~ ~ % I I, I t 27z.o ~ 1 } ,III I{ i I I I I I I I I I SIT \ \ ~ ~ r ~ ~ I ~ 'ON GEOTEXTILE FA ~ • ~ I I I E 3.4 FOR PAD PREP \ ~ ~ ~ ~ A, \ ERIC FE
13-23 a° \ ~ / / I I I i 27.66 \ I \ \ I I I IIII ~ 2 RCP 115 4.0% / / ~ ~ I / I I ~ ~ ~ 1~ I I I y ~ i I , l I I I f NOTES Tc 271.7s \ \ ~ } \ y ~ \ ~ I { . I I ' \ ~ TP 271.25 1 \ ~ NOTE: REF R
22-23 24" RCP 125 1.0% / 1 / ~ I ~ ' i I ~ 27i.B5 ~ / ! 1• I I 1 I I I { ) \ Boa ~ ~ i I. zt.5 I/ ~ 111 II1', I I I I I I ~i I I r. \ \ \ \ E TO LANDSCAPE ~ l \ e" a l ~ PLAN FOR I ~ / I \ \ \ r SLOPE 1~ ~
23 (13) 251.00 248.50 262.6E JB/MH ? / j~ ~ / I( I 1 A ` I N I ~ I i I 1 III 1 1 1 1 \ ~ r ;IIII (I 271. I A l '1 $ .II III Il,+j ;f I I 11 1 / TC 271.92 P POSED l ~ ~--f 1 , { ~ ; ; ( 1 / - v TP 271.42 \ J ~ a ~ STABILIZATION AT DETENTION ~ ;
(22) 248.70 ~ I . • I ~ ~ \ ' i 0~ ~ 1 6 1 7 V~, ~'.I ~I~I IIII~i ~ ~ ~ ~ ~ ~ WEf BOND 2 V 1 PONDS AND LEVEL : t i ~ ; ( l I ® ,250. a \ „ , ~ \ 2 -SPREADERS 4, \G
23-23A 30" RCP 55 1.59 ~ ' 2 r / I Q ss I ~ 271.92 \ \ ~ ~ ~ \ v \ ~ i ~ I i 272.0 V Al L) III) I~I~ 'I~ III; / \ ~N a
23A 247.68 247.48 262.78t(TC) CI ~ ~ I I I I \ ~ l A ~ . 1 i I I I I I ~ + I , : ~ ~ ; E LEVEL ~ NEW CL. B EROSION ~ ~ 3 I 11 ' j SUP i 1 E C E ~ - SEA • ~ ,
23A-24 30° RCP 120 1.5% ~ , , ~ ! ; ; I _ i/ v!/\ i ~ ~ ; I, III 1 \ ~ i I~i is RcP + l 'I I I ~ l i i I I I I, I ~ 2 I DE CONTROL ST l a. ONE APRON 1 2 MIN. 21'Lx12 Wx
24 (23A)245.68 243.82 256.01 JB/MH ~ \ III ' I' I I o 11'' `I IIII IIII I ~ I ~ V 111 I l ll, I I -"27t.e2 ~ + V I I I 1 III i I '~l 1 ~ ~ , ON GEOTEXTILE FABRI f i l l I I ~ ; J ~ / C
\ v / / ~ o o I' I i;I~III 1 ~ o \ II \ ~ , '11 I ii ~ I t \ \ NEW RETAIEdIN ' ~o. ~ I ~ ! ~ I I ~ , I n I r' / 5 ~M, - I I i ; , ~ i~ 203,942' S.F. { a ~ ~ sp, % , 1 1 I ~ ~9~ NEW LEVELS R
24-25 30" RCP 91 2.09 G WALL , I~ , V , 272.a I I 1 I l~~ l i l IIII I, i V A TOP OF NfgLL VAdIES ~I I , , ; ~ I ~ I I I I I I I, i 1 j ~ I ~ i' ~ EADIER ~ 1
25 243.78 FES l ~ I ~ I l I, ~ r .III I I I l i ~ I l;t ! z7t. I I I X1,11 j„~ I ll I II ~ ~:~.E. = 22.0 I ~ / 1 v I I I i \ ~ / ~ ~ ~ I f I i TC 271.75 11 ~ / ~ w t \ \ I I I~ } } I TP 271. ( ~ 1 P ~ ~ ~ A
25A (2°) 247.3 243.89 249.8 JB A ~ I ( I I ~ I ! ~I I , ! ~ , I i I , \ I I 1 1' 1 i i I ~ ,I j l 1 III ' IIII III I ~ I, Il I I I I ,i I' 25 I / / I I I 4 I I I } '1 I / 49 ~ ~ ~ l V A
25A-25 12" RCP 38 0.59 ` I l I I I 272.0 , ' ~ 1 I I III I 1 I, ; I ~I I IIII 1111 I 1 I I I i i ~ , rc 271,x8 / ~ J• • " ~ / ` 1~,. I \ \ TP 271.38 r / y . ~ i 12" RCP \ r'~ \ ~
25B 243.70 PIPE END \ { l 1 I ~ I i 1 1 1 ,Ill I I I I bt ~ 'vv ~ I 111 l II II ~ v?~ II'II' ill! I 25C 242.00 250.3t(SLAB) RTCB ~ 1 l i l t, / z72.o 1 + 1 1 1 I I I, ~ I n I 1 ` I TC 271.88 / t% \
" ~ v 0A ~1 I v 1 - 272.0 I I I! I I I 1 I 25C-25 42 RCP 31 0.59 V A ~ ~ III 1) 1 I III I J ~ f ~ i I TP 271.38 I ~ ~ ~ - _ / ' 01 \ ~ ~ III I / ~ ~
~ ~ '0 ~ ~ ~ 1 1 V I I, I I I I 250 241.85 \ ~ ( III ' i 1 I II III I l { / I I J I ~ I~~W CL. B EROSION CONT L STONE 7APRON ~P ~ ' ~ r' \ ~ \ /fi ,2 j I I { / r fMIN. 32'Lx12'N~x22"TH ON EOTEXTI F ~ -
ENDWALL ~ ~ V~ 1 / > I I 2715 I I I J I - + ~ ; ~ ~ I ! / I I III IIII I f 26 15" 279.06 278.86 291.01 JB MH 1 I ~ , I 1 I I • I , I ) L ABRIC r "ti / '~'.y/ \ NEW CL. B EROSION IIII I f I _ _ ~ \ ~9Q,NOT DISTfJR~B STREAM C ANNEL PAST m ~ 1 CONTROL STONE APRON
( ) / ~ ~ ~ I I ~ ~ I I i 'i 1 11 l Ir~,I 'i I ' 42" 279.50 \ 110 LFt B" PVC , ~ ' i I' I I ; i I 1 1 THIS POINT ~ ® _ \ \ \v MIN. 20'Lx7. '
~ \ A ' ` ®2.0% h~IN. I i i ~I 111 ~i I' I I ~ i 26-27 42" RCP 177 3.2% ~ I ~ I , i II ~ + ~ I, ~ ~ ; 1 ~ 1 y o I 7 - .'.,j(.~° - / ~ v v ON GEOTEXTILE FABRIC I ' I I ~ 7 1 1 1 272.0 .n l rc 271.ea r ! • • . ' ~ ' ~ V • y L ~ ~l < v ,
~ y ' \ ~ , II' iii; till I! 27 273.20 768.45 279.11 JB/MH 1 ~ pp NE:W TWO-VPA~ CL ~ 1 •r 271. ~ ,1 I I i I 1 { l I ! 1 v 1 271.38 t ( i ~ / s~ ~ • ROPOSED \ 'v ` v~ \ I I l v I ET -
~ ~ EAN6UT ~ ~ , 1 ~ Tc 271.66 ~ 11 I I I I I ~ I J rP 7t. rn vt.es \ 1 I I I D 28 '266.18 283.0E CB ~ , ~ \ \ ; cur (REFER TO ARCHJMEP DRAWING}., . ~ I I I J I I I ~ ~ / / ~ yo POND ~1 v BERM 250.8 2 \ \ ~ / l J 1 ~ l ~r 1 W.E. 247. \ \ ~ \ \ s I I I I 11 ,I \ ~ ~ I"'~~~ / I \ l \ \ \ \
` 1 z7 s / 'r lzhi.~s I I I I 1 ~ ~ _ 1 TOP 271.55E ~ ~2> 2' ~ ~j ~f•~6 I , I I 28-29 24" RCP 328 1.51% ~ ~ I TC 271.75 TC 2.95 \ \ ` ( ~ f ~ I ,RCP 4 / \ II\ \ \ ~ TP 271.75 \ TP 271.75~~ \ i r iv °.l i~ \ 42 S° \ 1
'I~'i' 29 261.23 261.03 271.8E MH JB I + I I I ~ , I I / ~ ~ ~ y ~--29a I I 7. I I ' 271 s2 ~ ` w J i ~ 24s ~ ~ ,NEW RETAINING WAL ~ ~ • • /i / ~ 24 L ti li - / - E~ • / TOP I OF
P s A~ ~ ~ ~p ,,p , + i 27-30 42 RC 229 3 067 j I MAN TC ~88 ~ ~ / ~ I v i 1 27~ ~ ~ ~ / hk _ _ WALL VARIES ~ ~ f _ lr \ I ~ ~ ( A
- 29-30 24" RCP 150 1.5% y~ - i ~ C 2Z~1.3' ~ r ! / % ~ I TP 71.751 6 ~ t b':%'t { \ \ r ~ y p 258
1 ~ \ l I ~ ~ ' - 1.3 . / i i ~ / I I C 2' 30 (27) 261.44 258.58 272.31 MH/JB 1 -F ~ ? _ ~7C.66 -~7&7g65 ; , i I TP 2' 1 1 1 c 271.7s P c v 1 1 f,'.' ~ 6 a_ +d v ~ I D IN TYP. A \ \ 2E~ _ o A ~ ~ Z TP 271.75 t ~ TC 271.55.._ I 4 y0 ~ , 19 \ _ _ F.
1 , ,270,65 \ \ \ - ~ ~ 1 I 270.65- . (29) 258.78 ` r ~ \ I \ ~ ~ - _ " TP 271.75 I / ~ 281.12 6 \ 15. R p w ~ 1 I 270.65 0.65 \ 42' IZCP I / ~ c ~ - / ~ ~ ~ ~ ~ C
1 1 _ _ ~ - - ' \ 31.8' - - ~ / 30-31 42° RCP 400 1.75% , - \ \ - - i ~9'` , - i' \ / r 2065 274:6 ` \ 1 n 263.3 283.3 ~ \ ` ~a
31 251.58 251.38 270.31 MH/JB i \ ~ _ - , ' sSf~Oj~.- 270.3 27 2~ \ ` 27c.a \ ~ 4s ' ~ e' Pvc o x st. 26z.e I , \ ~ k \ • \ ~ Z W ti \ ~ \ \ 1 S MIN. 1.5 / / I ~ \ ~ \ \ ~ ` W W 27~.2~ \ I \ 1 ~ 63,5 \ 8 2 \
a - _ / 31-32 42" RCP 178 1.829 ~ ! i ' 7 / P ~
32 248.14 247.87 266.31 MH/JB I ~ - - ' ~ ~ o,~ ~ / , % , ~ o Ij \ I \ \ 270.22 -0 V ~ ~ VA . _ J 262.75 _ , ` 263.5 / ~ \ \ \ ~ Q -0 ~ U w F- { \ 1 ~ I } } / 265.0 ~ RROPOSkD \ / / ~ 82,88 \ ` \ \ ~ m
32-33 48" RCP 47 1.0% 1 1 1 i~ \ t5" RCP ~ ~ ~ p -0 I o I r ~ FFE'1 ~ r, 261.5 ~ 3 \ 2S ~~yy~.+~ 10 263.5 \ ~ ~ o LL ~ { ~ • RCf~ aoPOSED~,- - - - _ 1 Z ~ 0[ a
33 247.40 ENDWALL = 1 P ~ ~ j , - - ~ - ~ - ` ~ _ ~ r ~ - -
34 280.36 289.3t(SLAB) RTCB I t4 2s 9 ~ _ _ 1 ) I \ I I I I \ / , ( Rp a 283.5 / ~ ~ =163.5 3 m \ \ } \ ~ \ ? \ / ( / 26J.9 ~ 282.84 y / / \ ~ ~ W ~ W
34-35 15" RCP 120 4.25% ~ " ~ ~ ~ / I \ I _ I \ \ \ r ~ ~ ! u o \ ~ I J \ \ m r^ WJ J I / \ . U v, I O 2.68 / 262.88 m \
1 6.5 / , I ~ 35 275.20 273.30 284.Ot(SLAB) RTCB ~ i ~ 41 so ~ I 1 I I I II~~J/ ~ - - ~ ~ \ w
II I 1 ; - / ~ ~ ~ 30 36" RCP ~ 35-36 18" RCP 60 3.0% 1 ~ 1 ~i 29 t!o 36" RCP \ IN I \ I J i }I I - _ _ - 262.6 \ T 1lOx 1 ~ RCP I r 11 I ~ _ 282.84 ~ ~ b I \ W Z \ i ~ \ i 477 1 / ( . - 282.84
36 271.70 271.50 275.Bt(TC) CI II ~ ~ ~ • - ~ 36" RCP j MIN I I ~ I _ 282.4E ' 282.48 ~ ~ \ ~ ~
37 275.93 279Jt(TC) CI II I a ~ n _ ~ , 43 ~ i f ~ I I~ I/ ~ i~ 23 ~4 i ti I \ / , I Cr / 1 x ~ ~ j ~ i i N / / I ^I I ~ ~ 5 RCP - 262.84 I ~
37-38 15" RCP 53 1.09 $ ~ `0 J - \ _ ~ ~ 126` t II ~ ~ 126~r1 / ~ ~ / / ~ II' i~f i~ p I
i 38 275.40 275.20 279.8E C CI ~ - ' _ 9p ~ , \ 1 3t / ~~~/'7 / ~4Q~ 280.98 I ~ ~ V 1 j t/I / )p r'~ ' / ~_~~lr, ~ 61.47 lg" RCP
- 15" RCP 24 1.09 II \ 0'~ 1 ~ 1 E 38 39 I _ / / t / / ~ 60 261. o ( \ \
P ; ~ 16" RCP /s / _ \ \ 1 39 274.96 273.10 284.8f(SLAB) RTCB ~ ~ , , ~ - , \ 1~ ~ III; /i / / / / ~ ~ / \ 1. /~i
~ I , ~ 1 1 1 I~' 36-40 24" RCP 146 1.0% _ - - ~ ~ ~ y I I II 7 ~ / / ~ / I~ ~ ~ r l(I - i~ / ~l~ll;-~ 13
- R l I NEW RETAINING W ~ I / I ~ ~ 39-40 15" RCP 66 2.57. ~ ~ / / / / / / / ~ ! I ~
\ I ~ _ _ TOP OF WALL IE ~ ~ ' / 4 ~A ~ \ - - I 40 (36) 270.04 269.84 275.Bt(TC) CI BENCH MARK ~ 1 ~ ~ - - / / ~ 1 / ~ ( ~ / ~ / / 6~ / ~ 26 / l
39 271.45 FIRE HYDRANT / \ I ~ / ~ i~ ~ ~ I l ( ) TOP PAINTED FLANGE BOLT \ / i ~ ~ ~ ~ _ ~ ; ! ~ a / ~ I / /
4 -41 24" RCP 174 1.75% - ~ ~ / ~ ~ ~ - ~ / 2 / r , 0 ELEV-297.53 , ~ ~ / / t II ~ / t ~ s ~ / _ ~ : , i " 24" RCP / / ~ \
N l ~ - - ~ ~ ~ ~ ~ ~ ' / 41 266.80 266.60 270.Sf(TC) CI (EW BENCHMARK WILL NEED a \ ~ ' ' ~ , . _ ~
TO BE ESTABLISHED) do - - - 41-42 30" RCP 123 2.57. ce~ / ~ _ ' - 75.7 y AC i ~ , / ~ 1 ~ , / , ~ ~ 110 I N / ,l } f~~ I . I 1
42 263.53 263.33 268.6t(TC) DBL CI ~ ~ / 1' - , r i ~ } 1 ~ ti / r . ~ j ; ~ / 1 ~
4 -43 36" RCP 18 3.25 ss - " - ~ . - - , , ~ , ,'jlJ ~ _ _ , L.
I I 27 A \ ~ " 43 262.75 262.55 268.6t(TC) DBL CI ! ~ ~ \ ~ \ , • 273 6 ~~-2T - - _ ~ _
- 36" RCP 245 1.0% ~ I ' + li 8.0% _ - v ~ ~ , - ~ 43 44 _ ~ A , ~ o _ - ; i I / i" -'i._- / Ate, / ~ r ~N ~ i ~ `ti~ ~ ~ ~ , I ! ~ i
44 260.10 259.90 268.91 DBL CI \ 1 I I ~ / . _ Y-. - ~ ~ ~ h \ -4701 r27 _ ~ ~ _ _ i~
45 160.96 1oo.12(IG) VOL ll
44-46 36" RCP 200 2.0% 15' R6P - \ . 269,4 \2 267.3
45-46 18" RCP 129 3.07. 3.1 I ! I 1
46 (44) 255.90 255.70 268.7± JB/MH I„ / I 11_ Pill
(45) 257.0 9 I I I l \ . ~ ~ss_-~-! --7 / • - ~ - o - s 11 r r~ , REVISIONS B 18'RCP DI
a 46-47 42" RCP 32 1.0% Q I / f ` \ ~ • ~ / I ~ \ may.... / 1 1 r I / I I U APR 2003 7 34 \ 24 RCP At,
N i• ~0 1 \ I 47 255.38 255.18 269.4±(TC CI i I I / _ > ) ~ I I f l l l l ~ ~ -•E+3 t 7 I r r I !DESIGN CIVLI SKO E9 I \ 66,34 r. 15" RCP I I -E9 Q) e,, v4. z ` 270.5 08 JUN 2003
47-48 42" RCP 105 1.0% / I I II I 11,111 _ I r 4e 254.13 253.93 270,31 MH I I I - 15 RCP C I I Ill ,s RCP 3 1z .4e 264,8 I r lDW GPW
18' RCP 18 RCP ° - 0 1 I I Q REVEWI
r 1 48-49 42" RCP 105 1.0% I Q . \ / I J l 11 \ sec _ _ o Of I _ I , 112"X 12 PR~E~fA~RICAT~O - - - ~ I 265.4 ,ICAT~O - - - ~11izo ' 1 1 270.92 s~ 11 1 I \ ` 11 JUN 2003
268.5±(TC) Cl REFER TO SHEET C-8.5 49 252.88 252.68 I / I • \ EVE EA DRAIN I 27o.a DLH 7 ~ I I 217.0 180% CD)
N 4 "RCP 100 1.0% FOR IMPROVEMENTS IN I I - o / I I I TOP--M27 49-50 2 NEW HOPE ROAD a I I ( I 8 N INV.274.8 276..64 .70 O 27L04 I ,6' RC I 21 JUL . ~ p / I I 2003 270
a 50 251.68 251.48 268.8t(TC) CI c0; I l I I l _ a I I I III IPERMT8) QPW
50A 262.43 265.9t(TC) CI NEW RETAIFItbG'YVVILL _ _ _ I I \ cn 10P,OF WALL _ _ VARIES I I I I \ u \ \ I 16• RCP I \ I 277,0 I 27 .34 271.56 271.06 \ l ( I I 20 JUL 2003 1 I 1\ 27 .96 I I (EXPRESS REVEWI
51 264.72 269.5±(TC) DBL Cl , ~ 1 J I \ \ ~ _ 280 _ _ ` l \ \ I 1 \ I 6 - - - 2es.ce ( 267.b QPW
268.00 272.0± TC Cl Z 52 ( ) I TRACT ID-_ ~ ~ ? \ PMPOSEf I 1 I I I r I e 70.9 ( ] a I 8 I I I OS AUG 2003
Es 51-53 18" RCP 97 1.0% RETAINING WALL t SIGN _ - } --290 TO O!; WALL VARIEg Q 15" RCP 25 9.0% 277.0 AIL ¢ I \ i iDWQ REVEWI DLH E~ pROPO$ED FFE 271.7 2 a.0 '6"
~ 52-53 I ~ ~ c~ TOP-276.e \ (~jpE 5.7 ~ 210.5 271.56 271.06 26 .5 I a r X MIN ®1 \ \ / FFE = 277.0 , 666, 66.34 F~M EDI r 23 SEP 2003
53 51 263.75 263.55 270.4±(TC) Cl 11 \ \ P•278.84 I 1 r' - \ I RETAIL I I \ i (WAL-MART) 1,~W
I (52) 265.75 U 53-54 24" RCP 120 1.0% \ _ - - _ - • _ 8" PVC h.8%v MIN. \ & 1 I - 267.01 I 1 ® 76.6 V I V r l
\ ^ RCP 8" PVC ®I 70 ' 167.0 I 1 \
54 262.35 262.15 269.8±(TC) Cl 55 263.28 270.8±(TC) CI - 3 \ 9 28 \ 27 7 \ 6 I I X MIN g 286.641 5.0% MAX. \ > > , ' 166.5 sLOPe I \ \
24" RCP 155 1.0% PPS 290 ~?P I 79,1 - ~ - - - I _ ~ ~ ~
54-56 - - moor/ ai J H PP UOFOCM PP 4-1
N 55-56 15" RCP 93 2.6% o ~ PRMH r OHP&PHL - DRAWN
56 (54) 260.60 260.40 270.4±(TC) Cl w w w w w \ w rP~ w w w (55) 260.86 UGFOCM a \ 4 W W - - - W \ W W - . _ GPW
OUTHERN BEb 57 L ~ 262.53 266.3±(TC) CI -j \ 4 a 1 F PER OPTIC CABLE MARKER W~ w NOSE: DO NOT EXCEED SLOPE \ ` \ W so CHECKED
3 ~ ~ / ~ ~ I J U 56-58 30" RCP 239 1.0% EAC WAY 7 \ % I r ACROSS FLAN CAP I \ 1 JDL/RPH PA KING SPAQES 1 / 1 I ~ 1 NORTH DATE
G i s a / / l 1 m V 57-58 15" RCP 80 5.0% - _ ,
58 (56) 258.01 257.81 269.3±(TC) Cl N 57 258.53 \ y 31 MAR 2003
/ i r l r SCALE
N t / 58-59 30" RCP 99 1.0% o I ~ 1r , r
3 2 270.1± JB/MH I 5s 256.82 256.6 1 ; EW/ BERN" AVE. % U. S. HIGHW -Y 64 0 60 I ~ eo 120 180
U o ~ ~ 59-60 36" RCP 97 1.0% W Y 64 / q I REFER TO SHEET C-8.3 AN J06 No. 8.4 FOR IMPROVEMENTS IN , CW
co a - - 60 255.65 255.45 270.9±(TC) CI n PP %pp NEW BERN AVENUE SCALE IN FEET SHEET
OD ~ N . PFD G RADING PLAN C-3
U
N 0
i d
OF SHEETS

6 7 8 9
3 4 5 1 2
~ \ ~
~aa ~ 1
STORM DRAINAGE STRUCTURE SCHEDULE
MARK INV IN INV OUT SIZE LENGTH SLOPE TOP ELEV REMARKS MARK INV IN INV OUT SIZE LENGTH SLOPE TOP ELEV REMARKS MARK INY IN INV OUT SIZE LENGTH SLOPE TOP ELEV REMARKS \ ~ ~ ' ~ \ - - ~ ~,4
(FT) EXIST. WETLANDS ~ ~ ~ V ~ ~ ~ y ~ , ~ TYP. ~
1 275.0 278.01 RTCB 58 (57) 256.82 256.62 270.1 t JB/MH 63 (3") 250.00 244.82 253.2 JB ` ~ ~ A 1
1-2 15" RCP 22 3.09 63-64 12" RCP 163 0.5% V ' ~ \
2 274.33 274.13 278.it(TC) CI 58-59 42` RCP 97 1.0% 64 244.00 PIPE END ~ l ~ ~
2-3 18" RCP 46 1.07. 59 255.65 255.45 270.9t(TC) CI 65 242.36 253.8 (TS) RTWI ~ .
7 . 7 73.47 278.51 TC CI 59-60 42" RCP 140 1.0% 65-66 36" RCP 8 2.0% 3 2 36 2 ( ) - / i , ~ ~ ~ ~ -
A 3-4 18" RCP 62 1.5% 60 254.05 253.85 270.9t(TC) CI 66 242.2 242.0 253.8 (TS) RTWI I " \ ~ • • y~, i ~ G, ~ s. J ~ ~ ,
4 272.54 272.34 276.3t(TC) CI 46-61 48' RCP 140 1.0% 66-67 60' RCP X28 1.09 f, ~ \ ~ / u ~I ~ - • ' rv
4-5 18" RCP 44 1.09 47-61 15` RCP 66 3.0% 67 241.72 ENDWALL ~ ! ' 1 4 i _ r , I ~ i ~ A
5 . 271.90 271.70 275.51 JB/MH 60-61 42" RCP 244 1.0%
6 271.5 275.01 CB 61 (4fi) 248.76242.80 266.9t(TC) CI ~'1 ~ ~ I ' ~ ~ ~ ~ _ l ~ / k, ~ ~ ` ~ 41 ~ 1 / r ! i
~ ~ ~ 6-6A 15" RCP 133 3,25% (47) 260.45 V ~ I i ~ NT ~ ~ ~ 4 ~1 ~ ~ ~ ~ c ,NEW RftIVATE
5-7 18" RCP 147 3.0% (60) 251.41 ~ r~1~~~~ ~ 1 i I ` FER TO SHEET C-8.1 AND ~ °I4. ~ t DRAINAGE EAS,EME 2 FOR IMPROVEMENTS IN ~ ~ ~ ~ , " i l
~ ( , 6A-7 15" RCP 90 1.0% ~ ~ ' ~I A - , ~ ~i 1 ~ N RPORATION PARKWAY t ~ v ~ ~ ~ _ i'
. • - _ 7 (5) 267.28 265.88 271.4(TC) CI 61-62 48 RCP 30 1.09 ~ - _ _ _ _ ~ i r ~ ~ ~ ~ M~~ E r ~ v \ i ~ ~ 1 ~ ~ r
(6A) 266.08 62 242.50 JB/MH ~ s \ \ ~ < }'RIbkTE-pRp~,1A~_~---_.~__--_i~, ~ ;
r \ `y' ~ ~ MENT TYP. , r~, j ' ~ r , / B 261.5 265.01 CB i V _ _ _ ----EA$E ) _ „ ~ ~ ~ . _ _ .r---- - ,r ~ ~ ~ r f + 1 W O+ _ 4 - , 1 RIP / y . ~ ; 1
~ _ . _ - 8-9 15" RCP 117 1.0% - _ _ - ' _ ~ ~ - ~ - , - ~1- - _ _ ~ ss, ~ _ ~ I o ~
9 260.33 260.13 265.81 CB \ ` ~ \ - - ~ _ _ _ _ - - ~ - \ ~ v - ss
1 "RCP 191 3.3% ( ' ~r' ~ - - 7-10 8 ~ _ _ - ' ' ~ ~ ~ ~ 4 rn ~ , o 0 ~rw~ : } o
~ ~ i ~ _ . - 9-10 15" RCP 70 1.09 \ ? ~ - - - - i - , ~ I A wZn~ E 1 1e N o
10 (7) 259.58 259.23 267.8t(TC) CI ~ ' ' ~ ~ ~ ` 15' R(;P ~ ~ ~ ~ i o~" ' ~ r a i - , a ~Z~~~ 4~ ~ ~ ~ v - ' - - I 1 ~ ~i , m ~
(9) 259.43 4 \ } ~--28G ~ ~ - - - -
` \ , I 10-11 24" RCP 7 1.07. RCP ~ r ~ ~ ~ 1 v ~ . ~
11 259.16 258.96 267.81 TC CI ~ , ( ) f ~ I - - 1, ~ _ ~ ~ 3
11-12 24" RCP 40 1.2% ~ ~ ~ r ` ss r - C - 270.95' / 1 R dE-4V"RETAINING WALII • ~ ~ ` ~ 1 R ~ NEW P~INATE-6RAINAGE TOP OF WALL V S ~v ~s~ v v i 3
12 258.56 258.36 267.7 TC C ~ .4 R / \ R~ ( ) ~ , 15 I \ EASEMENT (TYP.) ~ ~ ~ ~ ; `r ~ ~ ~
P 12-13 24" RCP 168 1.5% \ ~ _ - 6" , . ~ - - ~ - ~ DRAINAG EMENT ` 1 ~ ~ ,
13 255.84 255.64 267.2t(TC) CI ~ ~o " _ ~ ~ _ 1 •
- A 1.5 .,,,232 0 ~s. 14 257,33 262.Ot(TC) CI ~ " 2 ~ 271.0 s7t5~ ~1 ~ '~c V c \ 1, ,o / i~~~?' ~1` I ~ ~ i NEW CL. B EROSION
14-15 15" RCP 39 1.07. ti ~ 1'`;~ ~ ~ I l \ / ~ ~~p U ry ~ i I' ~ 4 ~t~. 1 ~~r'l 7 ~ ~ _ ~ i--_ /1j , A ~ li , ~ - ~v A r t ~ ~ ~ CONTROL STONE APRON
15 256.94 256.74 262.Ot(TC) CI ~ ~ ~ , ~ ~ ,27 • ~ ~ ~ ~ ~ I ; ; ~o _ . ~ , I i o MIN. 32'L 2 5 r ~ r
~ ~ 15-16 15" RCP 59 1.0% ~ , ~ I ~ ~ ' ,~'~~A ~ ~ ~ r' ON GEOTEXTILE FABRIC 6 ~ ,
~ \ ~ / ~ i ' f ` ~ \ ~ - ` ~ I X70.54 16 256.15 255.95 265.Ot(TC) CI , \ ~ ~ , ~ , 26883 I ' I ; X70.54 ~ PROPOSED •LP 2 4 ,4 ~ ; 42 RCP WET POND ~
`..A~ ; ' 1 I . ~ ~ 16-17 15" RCP 33 1.0% o ~ ~ I I I ~ ~ aD I~ ' o . ~ - - l \ S~' ~m i " ~ LOR so 1.0 \ WO ~OOD HAZARD SOILS I i i 4. ~ , I W.E. 250.0
~ d 17 255.62 255.42 263.01 JB/MH ~ ~ i i ; I , ~ _ - • d'~ + p ` , ? RCr? f%'~~~,/fr~~:rr%~r r ;rr;, „rrr tI~ \ ~ BM 19BB, PG 1363 \ ~ ~ ~ o~ b b 48° RCP ~ ''~/i \ ~ (TYP.r~A. SID :'y:+~"`
18 255.23 259.5t(TC) CI ~ ~ ~ ~o I ~ ~ ~ ~ ~ ~ ' I, ! ~ ~ ~ " ~ v 1 ( ~ \ A I ~ ~ 271.92 l 271.92 271, f~-, ~ r r A ~ ~ ~ ~ I ~,,i...,
18-19 15 RCP 67 1.0% \ ~ ~ ~ \ i~ ~ ~ i " I ~ I I 272.0 ~ - - ~ A I"~ ~ ~ _ ~ I~i~ i ,I ~ .272.0 271.9 . - t iii ~ ~ ~ 4 ~ r~ ~ ¦ 271.5 ~ l .0 271.92 / et 272
7 5 2 1. 261.9f TC CI I ~ \ ~ , 4.6 254.36 ~ 19 25 5 ) ( ~ , ~ ~ t ~ 271.5 , \ 271.5 272.01 ' ~ .0 0 ~ ~ 4.2 ' ~ ~ A ~ 27~~t.5 272.0 2695 ~ ~i A BERM 5 ~ ~ r ri,, A A ~ ~ ~ ~ 5'0 I +
19-20 15" RCP 184 1.09 _ ~ _ `tip ~I~ i' ~ ' I' ~ , ' ~ i \ \ f I 267. ~ ip 38" RCP ~ ~ ~ ` 4
20 252.52 252.32 ( ) ` ~ r s; `t ; I ~ I I / 261.31 TC CI ~ ~ ~ ~ ~ - I ~ S' i I I ~ P r~i . o ~ S~ ° ~ ~ ~ ~ 1 A i \ ~ 1 1 +I ? j 26 .5 A 4 %ir \ \ ~ 60" RCP \ ~ ~ 14 4 11Ylili~y~
- 1 15" RCP 183 1.09 ~ V~~ ' / ~ ~ ~ i. 1 + ~ , \ ~ ~ ~ 27:.33 'i ~ 4 ~ ~ ~AR~ ~i
~ ~ 1 ~ ~ i 21 250.49 250.29 261.6t(TC) CI ~ r ; / ~ - \ ~ ~ I O ~ ~ ~ ~Y '7 t i ~ . ~ ~ A~ 21.92 ~ I ~~i
i ~ ~i~' 'I 271.E \ ~ i i 17-22 15" RCP 233 1.5% ~ ~ ~ ; i r ~ 1 ~ , + ' i , ~ ! , 22.0 4 I ~ rr I ~ BERtrI: 249.0 'ii ~ \ ~(NH 0 Lxl~. ~2~Ij) ~ Q
18" RCP 10 1.0% ~ ~ ~ ' ' ~ 271.2 , I f 21-22 ~ ~ ~ ' ~ ~ 1 ~ I ; 271.8 ~ j + A ~ i ` ~ 0% ~ 1 ~ ~ 01~` XTILE~,FABR~IC I ~ i ~ , I , , 2~ ~ ~
22 (17) 251.93 250.00 261.5t(TC) DBL CI ~ ! ; ; , ~ ~ I ~ I , I I ~ ~ i j 27 .66 ~ 272.0 I I ~ ~ I i ~I ! i ~ I i ~V ~ ~ ~ ' ~ A V~\ i' 1 ~ \ ri \ ` ~ , 1. • ~ ~ ~ ti '
(21) 250.20 ~ ~ , I I i ~ A rr~ G~ \ • ~ 1 271 s y ~ rr i V ~ ~ 9 CI N~ L~ r ~ + ~ / r-~ V .r. ~ EL SPREAD ~i CQ~..a~ ~ ~J
13-23 24" RCP 115 4.0% , ~ ~ ~ ~ / j r ~ . ' I ~ 271.8 ~ i 'I ~i I ~ 1 I ~ ~ . i , ',j.; 71.5- _ •11`~t 'i ~ i i ? 27162 I ~ ~ 4 1 \ , \ -y""NEW LEV ~ Np t \ ~
22-23 24" RCP 125 1.07. ~ A r. o/ I ~ ~ ( ~ ~ ~ I i ~ ` ''I N li f ~ t ~ ~i ~ ~ \ 1 i 48 yr ' ~ ~ ~ V' . ` , . 6~ ~ ~ r, ~ ~ V
23 (13) 251.00 248.50 262.61 JB/MH ~ A / I 1 , ~~'i~ ~ A , ! 1 i ~ ~ ~ f 27 A ~ i~ 1 I I . 4 ~ ~ ~ - Q J..
(..2) 248.70 ~ ~ \ o , 5 s2 271.92. \ ~i ~ I , ~ ; I ; I " ~ v ~ ea ~ / ,.l. i v2.o ~ti ~u I I, I~ 14 ~ ~ / rv ~ /rr till , ~
23-23A 30 RCP 55 1.5% ~ A ~ ~ ~ ~ 1 i I ~ i I / ~ ~ i ' ~'I , : ` s I f ~ ~ / i , i I ~ li'I I~'~I it I , ' ~ j~;r ~ , • NEW CL B EROSI N ` fi 592 ~ SUPERCEN~ ~ i ~ N A,RON P j CONTROLS E
23A 247.68 247.48 262.4t(TC) CI ` s ~ ~ ' ~ ~ ~ I ~ ~ A ` ~ i I I ~ ~ ~ ~ ~ 1 I ~ 4 1 t I f 4 1 xxx.00 ,/i/%r ~ 'i 1 jri~,%~ ~~N. ~ ~ \ (MIN. 21'Lx12 x22'TH)
A-24 30 RCP 120 1.59 ~ ~ V ~ ~ ~ i I 1 , ! ; ( r ; { 23 ~ ~ ~ 15'RCP ~a~, '~,1i.1 I ~ i 1 ~ , , ~ ~ A V I' ~ ~i i~,il, i I! I lUj rr,/ t.~ ' ~ ' ~Ji t~ - ~t I a ~ r ~ ~ ON GEOTEXTI ,FABRIC ~ \ ,
24 23A 245,68 243.82 256.01 JB/MH ~ / I t, i I ' I~h - .g ~ 1 I ~ I ! , , 1 ~ ~ ~ ~ ~ ( ) ~ ~ \ i ~ ~ ~ I I ~ ~ ~ . 1 , , I . ~ ; E 203,942 ~ S.F. o , i I ; 4 I ~ ~ ~ ~
\ 1 o , I 272.0 ~ ~ NEW RETAINING WALL ~ I ' I i I' I i t ! i P f - ~ r r 12' RC ~ f t I ; ~ ~ F.F.E. - 22,0 ~ ~ ,,;ii,,,ti~ , _ - ~ 1 I I ; ( , i ~ 1 ~4 271.6 ~ ! ~ nii;,riirrr - ~ 12 RCP v ~ ~ ~
24-25 30" RCP 91 2.09 ~ ~ ~ ~ ` ~ TOP OF ALL VAdIES ~ I I ~ ' 1 i ~ ~ , ~ i I I ! ~ I ~ 1 i 27 ~ ~ i , I ~ ~ M I 1 ~ , ~1 271.92 r Q ~N'irr ~%I 1 ~ ~ ~
FES ~ i ~ 25 243.78 r i , :i 1 ~ ~ 'I " ~ ~ . 1 ' . 'i ; 'I I I ' ~ , ,.,:%ir/ ~ . ~ WET POND ~1 ~a ' ~ ,,;rirr,rrrrr ; ~ . ..'C~.,: ~ ,,~y ; 42" ~,cP W.E. 247.3 gyp, ~
25A (2~ 247.3 242.33 249.8 JB ~ ~ ~ ; \ ; 'I ~ ' 1 ~ 1 ' ; ~ ~ V ~ ~ ~ i ~ i ~ Q ~ 272.0 I i ~ I ~ ' r { t rid ,ii DI ~ ' i ~ - / r 1: rail/r , ~ ~ 7 _ . - 1 / / r i/~i - ~ I I ~ I ~j/i I ~ /irir ri 4 ~ \ h e ro>z, d,
5 2" ~ I 7 p ii I - 1 RCP 66 0.59 ~ ;1~ 25A 2 ~ ~ ~ ~ 1 2 2 , ; I ~ , ~ s ~ ~ so; i. {.~i ; ~ ~ A ~ ~j ; "6~RM: 246.3 ';r ~ NEW CL. ~B EROSION
PIPE END r 24 i I ~ I ~ I i 258 242.00 ~ ' ~ ~ ~ ~ w 'I , I ' ~ ~ , ~ r 'I I ~ ~ ~ _ ~~~r ~ w CONTROL STONE APRON u~ ~ ~ ~I ! / ~ 1 N CL B Eh2OSI0N ~ e~ r~ ~.l/;--~~' ' ~ ~%/r~r.,.ir~„~,;,~ ~~i,' ~ \ \ x "TH
25C 242.00 250.31 (TS) RTWI ' ~ ~ ~ ~ ~l ~ 1 , , , I ~ ~ , i ~ I ~ 1, ! ~ ~ I~t~~ j~ 'I " ~ i~ ' ~ t ~ 27 .0 i ~ j r I I , ~ i I ~ , I,~, ! i ~ ~ ~ .r \ MIN. 20'Lx7.5 W 22 ) ~ 1 CO TROL ST©NE APRON , ~ , . _ ;~,ir~ , (
25C-25 42 RCP 22 0.57. ~ \ ~ I I ; I / ~ , , , , ~ , i I' + (MI . 32'Lxt~1'Wx22"TH) ;~r? ' iy;:r'%r ~ ~ - \L~ r ~ ON GEOTEXTILE FABRIC , i \ ~ M l ,ii V ~ ~ + 4 ~ y, . ,ir . , ri 1 + ON GEOTEXl'ILE FABRIC 1 - ;r- /
25D 241.89 ENDWALL ~ ~ ~ \ ~ , I , ~ ~ ~ ~ I . ; I R ~ ~ ~ I ' ~ ~ ~ ~ , ~ ' I , I ~ ~ o ~ - ri / - I ~ ~ ~ " BERM 250.8
26 15" 279.06 278.86 296.01 JB MH ~ ~ i i ~ , j ~ , f ~ ~ I ~ ~ ~INII' T u ~ I ~ I 1 4 ~ N 272.0 / .~`'f( SS ~/i ~ r~ ~ \ ~ \
(42")279.50 ~ ~ ~ _ I ; ~ ~ I I' ,i 271 J~ r 7 .0 ` "i ~ ~ , ~ ~ _y j~ ~ ii2, I , r ( ~ ~ ~ ~ + i ~ ~ ~ t ~ i r., . ,•~i~r,' . RCk~ ~ \ NEVI RETAINING `NALL',~'
27 280.30 288.31 RTCB ~ ~ ~ ~ 72.0 ' o~ ' ~ ' i ~ i i 'I i „ } ~t PP A- I 1 ~ p~W ~ ~ I I I ~ I ~ ~i i 2 ,2 i ~ ~ ~ 'J h'l 272.0 ~ , r , ~ ' !i~~IJ 3 4s ~ ~ ~ ~ TOP OF WALL VARIES 1
26-27A 42" RCP 172 2.09 ~ t ~ .1 1 1 GUY ~ , 271.x,6 ~ ~ ~ ~ ; i u2r.i_ 272.0 4 I ' ~ ~~r t ~ ~ ~ ~ ~ ~
D 27-27A 15" RCP 23 10.09 l ~ ~ , i, t ~ l ; ; ! Ili 271.75 ~~,,272.0 272.+ ~ 10 ~ `,,~Ib,il c ~ W
7A 26 275.42 271.40 283.01 CB ~ l r, ~ ` - ~ - ~ 1 / , 2 _ rn , I \ 27.7 ~ , ~ ~ Z ~ ~ t ~G' m g - _ Q ~ ~ h ea. ~ - ~ W
(27) 278.00 ~ I ~ c~ tl 1. ~ y i ~ 283.Of RTCB ~ ~ i ~ ~ ~ ' ~ ~ 271.85 ; 2~}: ~ I ' I 2664 U 261.1' g 15' ~~k"~~~. ~ ~d Pit ~ ~ U
28 271.24 ~ ~ ~ ~ _ ~ 1 ~ I 1 271.7. 75.93 279.71 TC CI ~ I l - \ I ~ ~ Y ~ ' ~ ' 1 271.7 D~AIN NP.) 271.'11 r ~ , ~ \ , Z _ , i~ ~ ~I ~ i W W Z ~ 0 263.3 1 x ~ ~
_ _ - - + .4 I 27LA5 1 27 .75 48'~RCP i l 4i , M ~263.;i ' ~ i ~ S~E 2626 / ~ ~ ~ ~ 1 ~ t~l, t5 ~ i I~ ~ - ~ W
29-30 15" RCP 53 1.09 ~ ~ ~ 1 ' , _ ~'i _ _ _ _ I \ ~ r - - - _ ~ 6 8 ~ O Z 0 ~ \ 42 ~ A Q V m 270.4 RCP 63.5 ~ ~ ~ ~ \ V U W ~ ~ t ~ ~ ~ ~ /
30 275.40 275.20 279.81 TC) CI ~ ~ ~ ~ _ _ ~ ~ ~ \ ~ _ _ ~ I I ~ - - _ , 270.3 - 30-31 15" RCP 24 1.07. I ~ ~ _ _ - ~ ` - _ Y ~tp~E - 2~p.22 ` 1 ~ V ~ 1 ~ I ~V~ i 263.5 / ~ ` V Z W 2~p.~2 ~ j ~ ~A _ 262.75 .RR~PD$ X162.68 ~`~a„ ~ d.
4.76 285,51 APRON RTCB i I~ I , \ )t _ _ _ ~ ~ 7 P " ' J 31 274.96 27 ( ) ~ I ~ ~ ; l I 265.0 e - 270.22 ~ r W ~ W ~
31-32 15" RCP 66 4.49 I ~ ~ II _ A ~ ~ ° • ? a '0 i FFE'` ~ 263.5 \ _ PROPOSED ~ _ ~ J ~ , o- g s ~ ~ m WZ
~ I I ~ - ~ I 32 271.86 271.66 275.8t(TC) CI ~ I I ~ - - ~ ~ i ~ i • / ~ ~ a8" RCP '1r ? OFFICE, ~ 3 ~ I o i ~ 4 FF s 1 - ~ Z~ ~ 10 , ~ 1 r , ; ~ ~ B+ ® 263.5 ~ i E 263.5 \ ~ W J \ N ~ 39 i ~ v!
~ I ~ 15" RCP ~ o , 27A-33 48" RCP 128 2.07. - - ~ P -0 ' ~ • RCR, O I "1 R 262.34 / ~ 263.0 ~ \ ~ ~ Q~ ~ i ~ I ~ ~ ~ a 263.9 ~ U - 1 ~ \ / r 262.64 ~ ~ W W V ; P ~ 1 , , ; r l ~ - - 262.88 ~ io T
28-33 15" RCP 60 4.09 _ i ,r ~ 41 , ~ i \ ! 4 ~ p , ~ I ~ 62.68 \ 262.6 ~ \ Z
i _ - 9 1 A , 32-33 18" RCP 146 1.09 ~ i ~ I 1 _ s e • - / I ~ ~ i I ~ 4 ~ ~ ~ ~ . ~ 0
33 (27A)268.84 268.64 275.8t(TC) CI ~ I I, 11 li °i 6.5 1 ~ 1 - I / u ^8ry ~ 1 P I ~ l4 ~ ~ _ a b? 6 262.64 / Z i k R~ " ~ ~r . 1 ~1~ 262.84 / 262.84 ''ti',; ; ~
i 15 &6f'' 48" RCP (28) 268.84 Q ~ ~ 1 ~l a ~ ~ ~ ~ ' " ~ ~ 48" RCP r ?ht I i ! ` ~ - ~ ~ 262.48 ~ 262.46 / ~ ~ ~
I I I I - - _ - , ' I I ~ ~ (32) 270.20 - - ~ I I i I _ - _ - _ ~a ~ 8' RCP , ~ MAN ) ~ I 1 ' ; t ~ i m s3 9 R,;c' ~ 15' RCP ~ ~ ~ A
34 266.63 270.5t(TC) CI ~ti I I _ - ` _ ~ - ~ ~ ` ~ ~ ` ~ ~ ~ I ; I ' r ~ 260.98 { \ 4 ~ 3 0 ~ ~ ~'i 1~ B 61.47 p \
i ~ n 33-35 48" RCP 263 2.59 ~ I ~ ~ I ~ ~ ~ ~ ~ - - - 26lp.t I I r ~ J ~ / LL ' 26.1 ~ r I r ~ : ~ ,l a 4 261.,Y o ( ~
I ~ W 41 ~ ~ ~ I 34-35 15" RCP 123 2.59 ' I I I sa ~ ~ 1 ' I /l ~ ) ~ ~ ~ / ~ i , 21 \
35 33 262.07 260.28 268.6f(TC) DBL CI ( I II ~ I ~ ' - ' `16 _ ~ ~ I I / ~ / ~ /mow ~ ~ - f , r i
E (34) 263.85 ~ IG I ; P 3' 15 r ~ - - - , I p i 1 15' RC ~Op ,y i
- 48" RCP 18 1.27. ~ ~ I ~ ~ ~ ~ I 35 36 ~ ~ I - i
,II ~ ~ ~ ~ i . I as Q 268.61 TC DBL CI - ~ ~ I ~ G ~ ~ ; ~ l . 36 260.06 259.90 ( ) _ ~ I I I NEW RETAINING W ~ " ~ l ~ ~ ~ ~
36-37 48" RCP 245 1.2% ~ ~ VA~~/ I I TOP OF WALL IE - ~ / , ~ j
268.91 TC DBL CI BENCH MARK I A I i I ~ f i ~ / 1 ~ r 37 256.92 256.72 ( ) - if 7fi. ~ ~ c!1 24" RCP ;'I ~ i i ~
37-38 54" RCP 130 1.09 FlRE HYDRANT I I/ ~ ~ I _ ~ ~ ~l l ~ /;~I !1 / / r / 1, ~ w o 1
TOP PAINTED FLANGE BOLT ~ I\ } , `Y ~ ~ 38 255.42 (39) 255.22 268.31 DBL JB ELEV=297.53 I ~ / ~ I ~ ~ _ , ~ , ~ ~ ~ ` : % ~ ~ ~ , l• : •
gp~R (NEW BENCHMARK WILL NEED > > A I _ ~ I q - ~ i (42) 255.22 ( TO BE ESTABLISHED II I I ~ ~ - _ _ ~ ~ \ 75.7 ~ _ - . ~ - ' ~ f 1 ? ~ i- ~ ~ p3 ~ j ~ h`,
v I VI ~ . _ A - - ~._i-• i J ~ . 38-39 42" RCP 75 5.0% I I \ I _ ' ~ • _ _ ~ ~ n ~ / ~ ~ Ili I I / 'l \ _ I /
39 251.47 247.87 266.31 JB I < \ _ - - - ~ , \ ~ 1 - - ~ ' ~ I~ I _ ~ ~ ~ /,'l," l - ,
_ Y - ~ VAS ~ ( i- r ~ _.~/~i 48" RCP 47 1 A% ~ ~ I ~ ~ • _ ~ _ - 39-40 I I y ~ \ I ~r i ~ A 273.5 _.-,2~~
40 247.40 ENDWALL ~ ~I i \ . I - _ ~ ~ ~ _ _ Ili I I 1 - ~ ~ ' o _ i,- / A I ~
1 . ~R P % X i l I' ~ R" C ~ i _ 41 260.96 265.2f(TC) D L CI ~ I 2 9 ~ - - ~
,f~ ~ ~:9a --J -.rte-... ( ~ ! I
38-42 48" RCP 64 1.0% rte- - i r I 41 I l l I + .I 4 RCP 1 ~41-42 18" RCP 129 3.0% I • 8 7 V 15" .RCP i - 269.4 .3 263.1 \ f i
1. ({CP \ 1 xxx.00 BY REVISIONS
42 38 254.58 254.38 268.71 JB/MH CH - Ik - - - - 1 \ w , -V 14 APR 2003
(41) 257.09
-43 4^0" RCP 32 1.0% 27 " RCjt2 4 - m- (DESIGN CIVIL) - 18" R s 4" RCr7 2 116 RCP06JUN 03
43 254.06 253.86 269.4±(TC) Cl E 43-44 48" RCP 105 1.0% 2634 ' 6.34
- - (DWQ REVIEW) f
r~ 44 252.61 252.61 270.3± MH 1 1 j I + I _ - 274 2", 270.5 ~0 -
~ 44-45 48" RCP 105 1.0% 15" RCP 1 + t 1.46 0 ? , 15" RCP 3 - RCP PROPOMS i
F ! I 8" RCP-~ I 45 251.56 251.36 268.5±(TC) CI 1 RETAIL 2167.0 18" RCP `-RETA~ ~ • ° , ~ cS, ~ ~ 276.4-- FdE = 2~7-0 270.92 270.4 ~FFE = 267.0:
M 45-46 48" RCP 100 1.0% 0 Q~ I t , I! I j 84 7 271.04
46 250.36 250.16 268.8±(TC) Cl REFER TO SH=-8.5 FOR I MPROVE( 47 262.43 265.9±(TC) CI NEW HOPE Ra I - 276.84 270.7 271 c / );xx.00'j I v I 15" RCP
PROPOSED ° PROPOSED 1 i
266.48 283.0± CB I A e 49 - I NEW RETAINtt4G V~/iLL _ - ' o RETAIL 2 .34 I~ETAII.
49-50 24" RCP 52 3.0% F -Tur OF WALL VARIES FFE = 277.0 FFE t 267.0 eo- a 27 .98 a 266.1 267.
I I 50 264.92 264.72 269.5±(TC) DBL Cl 70.9 - 00 e AIL
51 268.00 272.0±(TC) Cl TRACT ID tJEW RETAINING WALL FFE 271.7 270.5 m - ALL `PROPOSED 271.06 266.34 I RROF3L I 664xxx.00
50-52 30" RCP 97 1.0% - - TOP W. WALL VARIES 21ES 277.0 " RETAIL 5.7 RETAL 9~9 -11 FFE 277.0 FFE 267.01 00 1 xxx.00 D
51-52 15" RCP 25 9.0%
52 (50) 263.75 263.55 270.4±(TC) CI 8 ao 94 276.8 267.0!
(51) 265.75 I (5) 265 5 I sr) U 30 RCP 120 1.0% _ n RC 27 266.84
52-53 \ 84 N 266.56 278 7 ) ) ) - I - - ` - - -
I 53 262.35 262.15 269.8±(TC) CI ~ ~ I '71 - _ - - u 54 266.80 270.8±(TC) Cl 98 29 9 9 290 DRAWN - 8d { 79.1 _a OHP&PH P ~ 28
PHMH PP UGFOC _ - GPW PP - dr-
54A 278.00 281.5± CB PP ai \ m ~ _ - - CHECKED
53-55 30" RCP 155 1.0%' - - 0 PHMH T i w w w w w'' W1\ w w JDL q V w w V /
54-55 15" RCP 93 5.0% a e'~ A ~ UbFOCM ; -
54A-55 15 RCP 155 10.0% \ a UGFOCM \ Oy SOUTHERN BELL o FIBER OPTIC CABLE MARKER SY a 1 NORTH DATE 31 MAR 2003
aa Q~ ~o 3 U (54) 262.15 55 (53) 260.60 260.40 270.4±(TC) C C i ! / I i SCALE • i - M
cl. o~ G i 1 601
m_ (54A)262.50 56 262.53 266.3±(TC) CI 0 60 120 180 JOB No. i•
RIBPCW
55-57 36" RCP 239 1.0% \a I \ ti ? REFER TO SHEET C-8.3 AN A v SHEET 8.4 FOR IMPROVEMENTS IN
/ 56-57 15" RCP 80 5.0% EW~ BERN AVE..- U.S. HtGHWAY 64 3 57 (55) 258.01 257.81 269.3±(TC) CI z R° Y SCALE IN FEET HWI 64Y NEW BERN AVENUE
0 (56) 258.53 m - PP
Q 57-58 36" RCP 99 1.0% a - - PP - - - - - - - - - - / ~ I a DD P7-, GRADING PLAN c 3
1 41 U
0 OF SHEETS
L a
i~

3 4 5 6 7 8 9
1 2
~•-a
PROVIDE MANHOLE RING, COVER &
MANHOLE STEPS PER DETAIL
A I~~I
I ~ 15" OPENINGS REFER TO STANDARD RTCB DETAIL 2 ALL 4 SIDES FOR WALL & SLAB CONSTRUCTION
w i,_ - 1 E
8' _-I I - - - 250.3 -TOP OF SLAB e ~ '
Vii- •t • • a' A - ATION FOR 100-YR STORM - 4 . MAX. WATER SURFACE ELEV - - ks 298
- ~ ~ - 250.8 OpE 3• a
_ 250.8 -BERM m 3 I- - ~ n
2.5 - - 3 -li i-'~ 1 - ' - 248.7 -TEMPORARY STORAGE OF 1" RAINFALL EVENT cv 1 - I- E
_ ( 'Ii- ~ i~--- ,i- ~i I 1- ~ $
~ _ ~ _ s I-~ - ~ ~ 247.3 P.W.E. - - 6 -I g --I a . ~ ~ i ~ i- I- ~ - - z c+
~ I-i 1- - - - - - I i-, ~ ~ _ _ 247.3 PERMANENT WATER ELEVATION ~ ~C p ~ O O
I it - - - - - - - I 2.5 _i_- 2.5 --I- I 245.3 -SHELF - _ _ _ - ~
~I -~I _ -i- ~ I I - .d ~ ~ 42 RCP 5'_p" x_ M ~
V ETATED SHELF ~ i--- 242.0 -BOTTOM - ~ - EG - ~ ~ ~ I-- _ - ~_I ' yo o~ COMPACTED STRUCTURAL + A ~Zn~E
TYP. - ~ i I- ~ ) - - ~ , _ - ~ i ~ ~I ~ ~ ~ ~ i- I ~ ~ - - _ - I-' _ I _ I i ~ MATERIAL ~ O
- - - ~I - - - - - ~I~ da w. ; Icy ro ao ao a
-ii!-ii~-iii--iii--iii-iii-iii-~i,--i~ n ao~ M 0 0? o?
d. i ~d
HROUGH POND 1 ' SECTION T n °
° °
~ 1' MIN. (TYPICAL}
B NOT TO SCALE e •
I, 8" DI PIPE
ANCHOR BASE SECURELY d: W/ VALVE ASSEMBLY POND BOTTOM TO WALLS ' •
I I I ~ li ' 242.0
IIII
~ ~ 242.0
° . d
d., ~ ~e e,e ~ ~ + ~
KEYSTONE - _ = - ~ ~ ~ ANCHOR BASE SECURELY ~ ~ < . d~ ~ ~ •
RETAINING ~ 0' • ~ TO WALLS 1 O' ° • ~ ° a ~ d d ? ~ ,
WALL
CONCRETE BASE. MIN. 1' THICK
- ' i- 254.0 -BERM ~NnYnu'~rr4
3 -i i - ~ s ! CAR , e~tH Ot~
1 - - I- I- =._l - ~ i - H ASIN 25C , - - I TOP CATC B RASED s
_ I 250.0 P.W.E. - I ~ I ~ - I -I' ' s ~0
1 _II
- _ 248.0 - VEI - i I'~ SHELF 248.0 -VEGETATED - I i ~ 1 I I - SHELF i ~ y
_ ~ I I i, PROVIDE MANHOLE RING, COVER & ~L
, i • I ~ 2.5 2.5 - T P PER DETAIL ~4 N R -III MANHOLE S E S rr E p
C I ~ - I-_-
-i I i- - VEGETATED SHELF i _i I i- ~ - I COMPACTED STRI 15" OPENINGS REFER TO STANDARD RTCB DETAIL OMPACTED STRUCTURAL ALL 4 SIDES FOR WALL & SLAB CONSTRUCTION
TYP -i ~ -i ~ MATERIAL ~ ) - , - _ IATERIAL ` E
_I I 242.0 BOTTOM - ~ ~ I . ~ a , . - - - 253.8 -TOP OF SLAB
~I li-i~ I~=I• -'I- _-1 i--~ -I ~-i - ~ - i i -I M qk S - 253.2 -MAX. WATER SURFACE ELEVATION FOR 100-YR STORM
~i - I~- ,~I-I - ~i- II-1~ ~i ~Op F 3, L
, ~ i,-I i I-- I--- ; I----I, ~ ~i ~ ~ . ~
- Y STORAGE OF 1" RAINFALL EVENT - 252.17 TEMPORAR
ROUGH POND 2 SECTION TH
Q °
NOT TO SCALE - 250.0 -PERMANENT WATER ELEVATION - - -
d 42" RCP 7'-0"
(60" RCP FOR #66) • a +
MANHOLE LID e da
..a
254.2 -TOP OF BERM •
253.2 -TOP d d ~
I M~4k S cope e 4 e + ~ ~J
3, ~ 3" PVC DRAWDOWN PIPE. ° ° a a e' d • e le ad
I, EXTEND 6" BELOW PERMANENT TYPICAL W 1 MIN. ( ) (n
D WATER ELEV. 2 Z F-
250.0 -P.W.E. Q ~ 8" DI PIPE 0 W
MAx SLOPE 6: ANCHOR BASE SECURELY d; ~ W VALVE ASSEMBLY U d / POND BOTTOM ~ W
1 TO WALLS I Z I I ~ 242.0 ~ W W ZZ ~ ~ ~ 3~
= W 242.0 (#66) ~ O
Z Q ~m ~ ~ 242.36 (~65) W +II ~
U w3
""~t" S~Op e 2.5. d,. e, a a. ° W OZ . _ • a ~ W J
_ --0. a a ~.y--- •d M . ~d-' ' ~ ` ° -ANCHOR BASE SECURELY W a1 W W=
' d' + . TO WALLS m W
W W
1.0' Z = 42.0 -BOTTOM CONCRETE BASE. MIN. 1' THICK Z 2 W
Z O
W ~
I H ASIN 65&66 I TOP CATC B RASED 0 J ~
Q
- RAW-DOWN BOX N BOX 63 D JUNCTIO
NOT TO SCALE
E
MANHOLE LID
- 250.8 -TOP OF BERM
M 249.8 -TOP ~ S~
Ope 3.
2" PVC DRAWDOWN PIPE.
FXTFNfI 6" BELOW PERMANENT
WATER ELEV. maw
247.3 - P.W.E.-
MAX SLOPE 6:1
REVISIONS BY
SKO
S(Op
e zs.
07 242.0 - BOTTOM
00
JUNCTION BOX 25A (DRAW-DOWN BOX
NOT TO SCALE
DRAWN SKO
CHECKED
RPH
ATE
06 JUN 03D (DWQ REVIEW)
SCALE
G
JOB No.
RBPCW SHEET
STORM DRAINAGE & EROSION C-3.5
CONTROL DETAILS

1 2 3 4 5 6 7
8
STORM DRAINAGE STRUCTURE SCHEDULE 9 \ ;
MARK INV IN INV QUT SIZE LENGTH SLOPE TOP ELEV REMARKS MARK INV IN INV OUT SIZE LENGTH SLOPE TOP EIEV REMARKS MARK INV IN INV OUT SIZE LENGTH SLOPE TOP ELEV REMARKS ~ 2b0 \ \ 1 ~ \ \ \
NEUSE BASIN NOTE c~> c%~ can c%~ _ can cz) ASIN NOTE \ \ ' i
1 275.0 278.01 RTCB 58 (57) 256.82 256.62 270.1 t JB/MH 63 (3") 250.00 245.31 253.2 JB THIS PROPERTY IS VESTED F rr I ~ vv y v I ~ S VESTED FROM THE \ \ \ ~ + 1 \
- REQUIREMENTS OF THE NEUS 1-2 15 RCP 22 3.07 63-64 12 RCP 162 0.57 RULES AS INDICATED IN THE ~ OF THE NEUSE BUFFER •1 \ y EXIST. WETLANDS ~ \ ~ ~ 1 )ICATED IN THE VESTED (TYP.) ~ ~ \ ~ \
2 274.33 274.13 278.1t(TC) CI 58-59 42" RCP 97 1.OX 64 244.50 PIPE END RIGHTS LETTER FROM NCDENI R FROM NCDENR DATED ~ • ~ ~ 1 ~ ~ \ \
FEBRUARY 14, 2003. 2-3 18" RCP 46 1.07. 59 255.65 255.45 270.9t(TC} CI 65 241.56 253.8 (TS) RTWI 2003. v ~ ~ y ~ \ ' V ~~V v ' ~ \ 1 \ ! ~
h 3 273.67 273.47 278.5t(TC) CI 59-60 42" RCP 140 1.OX 65-66 42' RCP 8 2.07 \ \ \ \ \ \ ~ \
3-4 i8' kGr 38 ;.SZ dG ~5*.~5 X53.85 ~iC.3s'•~, dd ~~+;.2G YS.;.d i 3j k1lMl ~ \ ~ ~ 1 1 A _1 ~ I A + \ V ~
4 272.90 272.70 276.4t(TC) CI 46-61 48" RCP 140 1.09: 66-67 60" RCP 34 1.03: ' I o C \ ~ rti I 1
4-5 18" RCP 70 1.15% 47-61 15" RCP 66 3.OX 67 240.86 ENDWALL 0 V v. . ~
5 271.90 271.70 275.51 JB/MH 60-61 42" RCP 244 1.07 I ~ \ ~ ~ / i r o I y
6 271.5 275.01 CB 61 (46) 248.76 242.80 266.9t(TC) CI ~ I i _ ~ I , ~ { \ I I ~ v A ~ ~ ` \ I l 1 ~ S 1
~ t 6-6A 15" RCP 133 3.25% (47) 260.45 ` \ • ~ ~ ~ I ! ~ y o , r ~ w
VA AV ~y~l ~/I ( 5-7 18" RCP 147 3.07 (60) 251.41 \ \ \ \ ~ / ~ l ! ' / ~ A FER TO SHEET C-8.1 AND I I ~ ~ ~ ~ A / r,~;. ` ~ A i~~• ~ / / / 1 r
6A-7 15" RCP 90 1.07 \ ~ I ' 7 _ ~ ~ 2 FOR IMPROVEMENTS IN ~ ~ V ~ \ A ~ 1 ~ ~ / / / / - - / ~ , V 1 r ; v , / , / NEW PRIVATE
\ _ i 7 (5) 267.28 265.88 271.4(TC) DI 61-62 48" RCP 33 1.OR \ \ \ \ \ \ ` , ~ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ - - - / i RPORATION PARKWAY / I \ A v~ V ~~l ~ v v v l l DRAINAGE EAS MENT ~ J \ / / I 1 V V A~.~~ N
6A 266.08 62 242.47 ENDWALL \ \ \ \ \ c, - _ i 1 ( ) \ ~ \ \ v • ~ ~ ~ _ PRf'dAi~E BRANJA6E-..--- ~ 1 { 1 ~ / _ ~ - ~ 1 \ I / , m
\ V ~ . ~ ~ ~ ~ r., 8 261.5 265.01 CB ~ ~ . ~ ~ - , _ M ~ TY • r~l s / - --'~I I ~ \ ~ _ \ / j 1 N
8-9 15" RCP 117 1.09 - _L ~c y ~ M..~ E
9 260.33 260.13 265.51 .,8 - _ _ _
7-10 18" RCP 191 3.37 \ ~ I ~ ~ i r_'~' ~ P I ~ ~ r _ ~ z~ _ _ -->a~-~ - - r ~ i ; ~ ~ ~ 1 / 2ao / ~ O ~
9-10 15" RCP 70 1.07 \ \ I I I _ - _ - _ C--, - -
10 (7) 259.58 259.23 267.Bt(TC) CI \ ~ ` ~ j ~ ~ . - _ - - ~ ~ t5` ROP I 54' / ~ ~ / x
I i ` ~ 2BO 5" RC \ \ 1 (9) 259.43 ~ ~ \ 1 \ ~ , \ .i zeo ~ _ _
10-11 24" RCP 7 1.07 ~ \ ~ ~r \ ~ \ ' ~ I ' ~ \ \ \ RGP \ \ \ 1 I
11 259.16 258.96 267.8t(TC) CI ~ \ r v V A A V 1 l 1 ~ ~ -f ~ i ~ ~5~~~ w ~ ss - - +1 ~ ~v m~~~ a
11-12 24" RCP 40 1.27< ~ ~ \ ~ ~ ~ V A S5 _ _ ~ 1 _ ~y II - _ ~ \ \ ao aooi
267.71 TC CI ~ ~ 270.95, / ~I { , • R 12 258.56 258.36 ( ) ~ ` ~ , ~ 5\• R _ ' - ~ / o ~ ~ 15 j~:: ~ RCP ~ r-' - - - \ V i v ~ 1q ~ ~ ! !~5 + ~1E~RETAINING WAL ! ~ ~ ~ f ~ OO + \ \ NEW PJ~IVATE DRAINAGE ~ TOP OF W - i ~ ~ ~ \ m t
12-13 24" RCP 168 1.57 00 ~ ~ \ ~ - ~ ~ ~ / \ ~ 6" P l 59~ ~ 'EASEMENT TYP. - AlL V S ~ ~ I ( , ~ ( ) ~ ~ { ,1 ~ ~ ~ NEW CL B EROSION
13 255.84 255.64 ,267.2t(TC) CI ' \ ~ SL E ~ ~ ~ / / I \ ov \v \ \ i ~ONTROL STONE APRON
14 257,33 262.01 TC CI ~ \ ~ ~ ~ ~ V A e ' I / ~ A\ 2 i .5 ~ ~ ~ ~ ~ ~ ~s, " ~ t ~ ~ 1 ~ ~A ~ ~ ~ 1 a ~ ~ ~ } , _ =.~i" ~ DRAINAG ~ l V I ~ v ~ i~ MIN. ( 32 Lx 12 Wx22"TH 1 s, TRAN . ~ r _--•-.r 5o EMENT / ~ \ l ~ \ ~ 1 ) 1 I ~ I l 1 r, _ _ / ~jh i _ _ ; . 1 \ ~ ~b~ GEOTEXTILE FABRIC
14-15 15 RCP 39 1.07 \ ~ ~ \ \ + ' ~ti \ ` ' I i V ~ ~ / V A ~ , 1~ ~ A ~ ~ i ~ ` I { { ~,o PHB~/ i ~:-~i ~ ,-.,r. it i i / l 1 V \ \ V ~
15 256.94 256.74 262.Of(TC) CI \ a \ 27 .8 \ ~ 2ea i ! 1 1 1 l l i ~0 / ~ A~~ i A\ ~ A\~~.~ VA A ~ I
_ il~ ~ v ti v ~I l l' ~ 15-16 15" RCP 59 1.07> ~ \ ~ ; - ~ ,m \ ~i \ ~ A ~ ~1 j I ; ~ - s . \ \ ~ j I I \ \ \ \ } \ LNE ENBANKMENT IVITti- ~ ~ \ 1 ~ ~ 1 CLASS 1 RIP RAP MIN 22
16 256.15 255.95 265.4t(TC) CI \ \ ~ ~ ( v , ~ i I ~ 70.54 i I I 70.54 264 ~ 6 \ - \ \ • ~ . l~ ~ I \ \ ~ \ I ~ 'R ; ~ 1v ~ s I y V { THICK) ON GEOTEXTILE
\.A\ \ ~ ~V 1' 263 I, ~ i6-17 15" RCP 33 1.07 \ \ ~ i I i , a~ ~ c..~~---~ \ A ~ ~ o o \ _ v ~ + sa 42 RCP ~ ~v A ~ • I A i, ~ ~ ~ FABRIC T \ , 0 ELEVATION 246.0
17 255.62 255.42 263.Of JB/MH t x~ \ ~i \ ~ I ~ ~ ~ i!II! ~ ~ I- ~ \ \ a I _ I- ~ a\ \ 1 ~ ~ V ~~LP
18 255.23 259,St(TC) CI \ \ V .v y 1 ~ ~ Q 90--.~. ~ ~ ~ ~ - ~ i { \ .o + ~ 42. Rip I ~ ~ \ ~ \ ! WO FLOOD HAZARD I ~ \ \ \ SOILS
18-19 15" RCP 67 1.07 \ 1 I ~ / \ { j I ~ I 271.92 ~ ~ ~ ~ III I1 - ~ ti..i 11 1111 I ! a w ~ \ 1 \ \ BM 1988, PG 1363 271.92 ~ ~ RCP III 272.0 } 271. \ - - . _ , ~ \ \ \ \ (TYP. EA. SIDE)
19 254.56 254.36 261.9t(TC) CI ~A , V l I ~ ~ l I 1272.0 , ~ ~ i i A ~ ' ; i i { i I 271.5 i I I 271.5 ti, 272.0 \ ~ ` 271.92 1 l ? o ~ ~ ' \ \ ~ \ \ \ / 271.5 271.5 - 6 ) \ • \ ,
19-20 15" RCP 184 1.07 _ ~ \ 1 I I , ~ o \ ~ ~ I { 1 III 1 { l I I 1 I ! t i \ 1 272.0 27 .5 l 271.x2 ~ , m \ ~ ' a, \ l Ill { t` ; \ ; I ~ 272.o zsss v p v ~ v
20 252.52 252.32 261.3t(TC) CI ~ \ ~ 1 ~ , { i / A V i 1, III , ~ I I 1 A\ 1 1 I ~ QQ V il{ III} l l l i I I{} I I l i I 1\ j i, I 267.8 ~ p ~ v \ \ ~ ' BERM - 254.3
20-21 15" RCP 183 1.07 \ ~ qy, V ~ 1 i • { I 1 1 ~ \ I I { { i j { I I I• ~ l,il I! I ! I 1`' ' i p ~ ~ \ ~ v v '~v v \ I I I ! A I / ~ ~ 269.5 \ A 1 38" RCP \ \ ~ ~ o
21 250.49 250.29 261,6t(TC) CI Gt V ~ ! I ~ ~ ~ j I I ~ / { V ~ ~ ~ i I IIII I { ~ / ~ V 1 ~ i I I I \ \ o \ l 11 ~ r ~ i / ~ 27,1.33 ~ : V l ~ ~ ~ ~ } V 1 i I ~ ~ VA r \ ~ ~ 60" RCP \v vv t ` ~ 44~41f~~1iY
17-22 15" RCP 233 1,57 ~ MAX.,SCOPE ON j 271,5 ~ I , . i I ~ v A II, i~Ii l? I I i I I i 1 2~t.92 47 A v NEW y~4 ~~b I \ ~ \ / ~ ~ k ~ \ \ CL. B EROSION s A q
21-22 18" RCP 10 1.07 / IDEWALK 1 I' I i 271.2 V V ~ I I ~ ~ i { ( i III I I I . 27,2.0 v ~ ~ ~coNT t~ G RO(~ I I I _ \ \ ~ ROL STONE APRON Q~
22 17 251.93 250.00 261.Sf(TC) DBL CI 1 ~ ~ ~ I I _ ~ V ~ ~ ( , i f { , I ! J I ' ( ) / 1 t j~lli ~ v y , } I 'll illf l l I ! ! I I ti, I ( \ % BERM: 249.0 l • 1 \ •(MIN. 40'Lx15'Wx22"TH $ 0 ~ III I i l `v v ~ ',1 l v ~ ~ •o~ N l I j \ ~ 'ON GEOTEXTILE FABRIC ~
21 250.20 , ~ ! 27 .ss , 272.0 ~ ~ v 1 I ~ , I ; I I I ~ l ~ \ v ~ I \ ~ ~ v v ~ Q
13-23 24" RCP 115 4.07 V0 / l / f ~I / ~ I ~ ~ ~ 1 ' i i 271.85 ~ ~ / i; 'lli I 1, I i ~ C / / ~ ~ / I ~~I 1 ' ! 1 \ \ \ \ ~ NOTE: REFER T 0 LANDSCAPE { I { I ~ 1 I l 1 1 ~ 271 s \ V 8' DI ~ PLAN FO
22-23 24" RCP 125 1.07. ~ A o f / / l ~ „ I ; ~ 71.5 _ ~ , ! , 1 ! I , I ~I I , ^4• v 262.61 JB MH ~ / ~ / ~ 1~ ~ I ~ ~ V l I ~ 1 I \ R SLOPE 2 32 - ~toPOSED l f t { ~ , , , _ _ ; ee ,G STABILIZATION AT DETENTION • 'L
23 (13) 251.00 248.50 / ~ ~ ! ill ! i 2 1 3 I ~ V 1 1 0 l. ~ I l l~ i I I 1 A ~ ~ ~ ~ 1 ~ <<I A 1 ~ ii ~ I• II I i 1 I , cab \ n \ I WET F?OND 2 1 PONDS AND LEVEL 49(~ \L i I l ~ ~ i ° \ j 0 W.E.1250, a ? 1 -SPREADERS ~4 ~
(22) 248.70 ~ \ a ~ ' 61 / Z \ \ \ i 1 } I I ~ ~ ~ . ! I I ~ ~ z71szv \ V v i~ Ill { III 1 1 1 1 II ~ i 1 ~ 1 1 a ~h~ ~ I ~l I 1 ~ ~ j , i ~ \
23-23A 30" RCP 55 1.57. \ ~ f i X 1 1 1 j ~ / 272.0 \ t~ ~ l l+ l J l j t! 262,781 TC CI ~ , ~ I ~ i ~ ! ~ w~ ~ ~ ~ ~ 1 Il ! ~ ' I I ' ~ ; ! III( ~!l / ~ / ~ `v v.y\ I ~ I l ~ ~ / j LEVEL- ~ f NEW CL. B EROSION
23A 247.68 247.48 ( ) \ V ~ ~ ~ ~ { ~ { ~ ~ V A 1 ~ . , 1 1 ; ~ , I i ) i~ / A ~l I i i~ I i I~i I I , SUPE CET S ~ ~ \ t ~ EADE CO 2 I NTROL STONE AP ~I~I , I~1 ~ I ~ RON
23A-24 30" RCP 120 1.57 \ ~ ~ ~ 15" RCP ~ ~ ~ h ; I ~ I - I I ~ \ i i ~ t i ~ ; i ~ i ~ ~ ~ v III ~ l.~ ~ ;I ; Ilil l,li I.1, 24 (23A)245.68 243.82 256.Of JB/MH I I i _ ~ . I i ~ ~ ~ > > ' ; } / • ~ ~ (MIN. 21'Lx12'Wx22'TH u 'i .1 ) l - li I / fi g GL 6 ~ \ ON GEOTEXTILE F
\ i l i i ~ I I A I t .ll l i l ! I I I I I i~°, ~ \ l ; j / ABRIC I' I I III ~r, 203,942~,S.F. + I ~ Q ~M,. s, j :rho ~ v
~ 10~ i~l , ° 7 I I ~ ii \ NEW RETAINING WALL z 2.0 ~ 1 i ~ I { l ! I ~ { I ~I ~ ~ 24-25 30" RCP 91 2.09. V ~ TOP OF WALL VAf~LES ~ `s I ! l , I I ' i I ? ~ i ~ I { 94 NEW LEVEL S I I ~i ' ~ ~ ~ i ~ ~ r`r ~ ~ ~ ~ e4 1 ~o / 4 ' READER #1 I, ~ .f.E. = 27 . v ~ , ~ 0 r ~ v
25 243.78 FES ~ ~ i i 1 { i 27 ~ { 'I i I j l ~ l i l i i l i l r ,2 0 / III I ~ I v v l I ? ~ / ~ , ~ . ~
~ I III i i I i ;ill II~° I i Il 25A (2") 247.3 243.89 249.8 JB \ \ I ~ I j ; t ~ ~ l i , { ! l l i i ~ iili 11~ 1 l , I 1 271.6 / / i• 12'RCP / f- , ~ I I II I I } ' + l 271.92 ~ ~ ~ / l / - \
lil I I Q 272.0 iI { ll! I ;I i 25A-25 12" RCP 38 0.5R s V I I III I I 1 I ~ ' Ilil i ~ IJ 1 ~ ~ i 0 i ~ 1 s
~ I 272.0 I ; l I { I ~ ! 25B 243.70 PIPE END ~,y ~A I q4" 1 S0 I , 1 I 1 ~ ' ~ { ~ ~ i I I ~ I I I' I ! ~ ~ ~ r / ~ C ~ ~ 12' CP A ~~\v 5 III I ~ '1 1 ~ i I / s~:~ - , ~ i 42" t~CP 1 ~ ~~A~ a
~ i 1 ~ 1 IJ? II l l 1 25C 242.00 250.31 (TS) RTWI ~ ~V A I V ' I ! ~ ` • ! I ~ l ~ I ~ I ! l 1 { I i, I
v ~ ~ ll~ t~l, - II ll'fl; ilil 25C-25 42" RCP 31 0.57 1 V A II ili i 2701 i I I. Ili Ili{ I I ; I ~ N CL B EROSION / . • ; o \ /,l
25D 241.85 ENDWALL \ V 1 I ~ ; ~ { 2 1:2 ~ ~ ~ i 1, i , l 1 ~ 1 i ! I ~ ~ ~ s ;;,(li ,1 1 I ; . f J CO TROL STf~NE APRON • rr•-- \ NEW CL. B EROSION t I I, J \ \ , ~ (MI 32'Lx12'Wx22"TH ~ iI I ~ ~ \ CONTROL STONE APRON
~ / ~ ~ I I , 26 (15")279.06 278.86 296.01 JB/MH ~ ~ / / I I ~ I ~ ! i i l ~ I ~ ; I ~ ~i I 1 ~ M ~1 ~ i I I ~ ~ ii ~ ~ 'I } f ~ \ ~ ~ ON GEOTEXI'ILE FABRIC 0 ~ , . . , . _ , \ \ \ \ (MIN, 20'Lx7.5'Wx22"TH)
42" 279.50 \ i, / ~ { { I i ' ~ ~ j j , 1 I I ~ ~ { , ( ) ~ III 1, I' i I i I ' ; I I 1 1 \ ~ ~ ~ ~ I • ~ - ~ v ' v ~ ON GEOTEXTILE F i i ~ . i I \ l ~ ~ . 1/ ~ \ ABRIC
\ / ~ ~ I ' 271 a ! I I ~ i i II I ~ ~ i 27 280.30 288.3f RTCB , , 1 , ~ t ,o ~ , { R~ •Q i I i i i ~ \ 272.0 ~ ~ • z~ ~ \ \ 1 l ! ~ i v 1 I / l f~ • r'`~ i ss ROPOSED ~ v' v v~ v V v
~ f~ 1 72.0 f , 26-27A 42" RCP 172 2.07 ~ ~ V ~ PP ~ ~ ~ ~ ~ I , I ~ 1 ~ t 1 I ; ; l l { ~ I ' + f ) j ~ yc POND ,~1 BERM 250.8 Q I 1 , I / ~ ;.j 1 'r ( W.E. 247:3 \ \ \ \ ~
~ ~~i1 ) ~ ~ 2 .2 .V i~ \ 0~ l ,rl iil,l;li~ ~i i ~ ~ GUY ~ ~ I I ~ ~ 1 1 ~ ~7~ , 27-27A 15" RCP 23 10.OX ~ A ~ ~ I ~ ~ ~ , ,~7 } ~+j ~ ~ 272.0 ~ / ~ ~ I \ V A ~ _ \ 272.0'..• 1 ~ ~ ( ~ C; • ~ » RCP 4 \ ~ \ ~ \ I 1 ~ 3 4 a. \ \ Z
~ _ 1 _ ~ ~ ~ 271.1,,5 ~ , ~ I 27A 26 275.42 271.40 263.01 CB A ' ~ ~ i I ~ i \ ' ' / ~ ~ ~ ~ ~ ^ 271.75 \ \ } ~ i;,•;• • • !y ~ l 4 \ `NEW RETAINING WALL~~\ d I \ / ~ + \ J
~ ~ ~ I 29 ~ ~ ti ii,p / / ~ ~ l ~ { (27) 278.00 ~ ; ~ ~ o VI I , ~x, ~ 3, / l t I ' X272.0 272. ~ - / TOP OF WALL VARIES
28 271.24 283.01 RTCB ~ti ~ ,---~~,J I~~ 1 A 'a~7 27~. 27~ 85 1~~~~/ ~ ' ' i ~ ,
9 275.93 279.71 TC CI ~ V~ ~ ~ \ ~ 1 1 ~ _ ' ~ ~ k ~ / / i ~ I 71.7 ! Pi \ \ 1 ~ . l.'.' 1 e 1a 1 ~ 1 ~ ~ W I I I 71.75 / / 6 LL I D AIN (TYP.) v1~ \ \ 1 , ~ s - S \ ~ Z
29-30 15" RCP 53 1.09< ~ 1 r ~ ? - - - ~ ~ ~ /i / / ~ ` I F / ; 261.1 ~ ` c~ 271.)5' •1-27 J I 6 O W fx
79.81 T I ~ ~ ~ - . - ~ ~ 30 275.40 275.20 2 (C) C - - ~ 1 n 5 48'IRCP I ( ~ '263.3 ~ 15' ~ ~ v 1 j ~ 263.3 , j ~ ~ V a
R P 4 1.07 ~J - \ - ~ - ~ _1, \ ~ y 30-31 15" C 2 \ _ _ - ~ ~ - '~rp~.-- " 270.3 27 .P2 ~ 270.4 ~ ~ 42 8• ~ S E 262,E \ x ~\y\ ~ Z W ~C 0 1 X MIN. 1.5 1 / I / \ ~ \ \ ~ W W Z z r" 8"~P
4. 74,76 285.51 APRON RTCB I / 27 .P2 \ ` \ \ ~ r 63.5 6 \ ~ \ ~ I 1 t 8R ~ ~
i ~ ~ ~ " 31-32 15" RCP 66 4.47 ~ ~ ~ ~ ~ , \ I \ 270.22 ~ 4 ~ 40 , 1\ _ i 262.75 ` 28J.5 11 \ ' \ \ ` ~ 2 Q ~ W ( \ f \ \ l \ I ( 265.0 RROPOSEp'\ / /262.8 l \ ~ V W ~ \ m
32 271.86 271.66 ( ) ~ / ~ ~ o- e E y~ o r ~ FFE'~ . ! ~ i ~ tr 28 5 \ ~S M - ~ 'i 283, \ 0 1i
27A-33 48" RCP 128 2.07 ~ I / \ 15" RCP ~ o- - _ i ` \ 1 I ~ 4 'RCP S ~ ~~~,rvaCW,~ _ _ _ _ \ \ ~ Z ~ ~ d W
28-33 15" RCP 60 4.07 1 ~ ~ ~ , J` J ~ ~ \ \ \ I I \ ` ~ a \ l I l ~ : l R p 263.9 ~ 263.5 ` FFE .883.5 ~ 3 \ W m W =
32-33 18" RCP 146 1.07 ~ e ~ l , I \ ~ 9 - / I I ~ / { A \ ~ j i ~ l~ J ~ 262.84 / ~ \ ~ Z ~F'
33 (27A)268.84 268.64 275.8t(TC) CI ~ 6.5 ! / ~ I ~ \ + ( i / O 62.68 ~ - 26 m U \ I I I ~ ~ ~ / - _ _ _ 2.88 S a r9 \ W " ~ ~
I ' 34 0~ ~ l (28) 268.84 ! 1 ; ~ / ~ ~ ~ ~ " 15 @p ' ' 48" RCP \ { ~ » ~~P I l l I I / / - - _ 262.6 A Z W 48 RCP µ1 A a ( I i11 _ - - V ~
(32) 270.20 ~ ~ ~ - ~ ~ ~ c ~ ` l - _ ~ / ~ ~ ~ I' ~ W ~ ~ i y \ 5 ~ I + 11 ' _ _ 282.84 ~ ~ 262.84 e A ' RCP MAN I ~ ~ ~ , / II j ~ - 282.46 ~ 262.48 A ~
34 266.63 270.5t(TC) CI ~ ~ ' ~ ~~1 - ~ ~ \
33-35 48" RCP 263 2.57. II r ~ ~ n _ ~ _ _ _ i j I ~ ~ ro ~ - _ ' 26.1 / / / / I ~ - 15` RCP 262.84 I \ W
34-35 15" RCP 123 2.5X ~ - ~ ~ I I / ~ ~ 9a ~ 1 ~ / ~ / , / l s 260,98 I ~ 1 I ) r ~ ~ / ~ ~ / ~ ~ ~ 81.47 15` RCP
268.61 TC DBL C! ~ 35 (33) 262.07 260 28 ( ) I' n - \ I 1 l ~ 1 i i / / /ice ~ ~i 60 261. o / M
E (34) 263.85 ~ 1 ' ~ ~ - ~ ~ " P ~ ti 15" RCP a1 5 / ~ - \ ~ \ ! /I
35-36 48 RCP 18 1.29. ~ / / ~ , _ ~ ~ 1 ~ j ~ l 1 - i i I i J1 l / />fi jljj ~ ~ i / j!r ~ \ i i
36 260.06 259.90 268.6t(TC) DBL CI _ - - r ~ .i 3z ~ Q / 111 'fi x y ~ NEW RETAI ING W f~ ~ ~,o / / I 11 1 j t i ,j . jj
36-37 48" RCP 245 1.27 I ~ TOP OF W L ~~~?,([IE ~ ~ f / ~ Ij / / / / ~l~ I / r / l I / M, / / / ~o / ~ 26 ( ~
37 256.92 256.72 268.9t(TC) DBL CI BENCH MARK O,p I Q _ ~ ~ r 1 RRE HYDRANT / \ ! L ~ ~ ~ ! o ~ / z it / t /
37-38 54" RCP 130 1.07 / ~ J ~V ~ l ti0 n TOP PAINTED FLANGE BOLT \ / ~ ~ ~ _ ~ ? / / / 1 !1
38 255.42 (39) 255.22 268.31 JB/MH ELEV 297.53 _ ~ ~ ~ ~ ~ ~ / / / ' / j r'' i / / / r - . ~ i % ~ ~ i 1 24' RCP / I I ~ / / 0 1 ~ l ~ / / I I / \ ~ ~ / / 1 ` ~ / / / ~r ~ - I II / ~ Iil / \ ' \
NEW BENCHMARK WI \ / i ~ 1 ~o ~ ~ i' (42) 255.22 (SPLIITER} ( LL NEED py _ ~ ~ ~ 27+.7_ _ _ _ _ _ TO BE ESTABLISHED ~ ~ _ i5. 1 _ _ ~ ~ / / I _ o / / I
- 48" RCP 75 5,07 ~ a / ~ \ ~ i ~ i y V ~I - ~ / _ ~ 1r
39 251.47 247.87 266.31 JB(5'X5') < \ 1.1 1 _ ~ ~ ~ 1 ~ / I / t / ~ I ^
39-40 48" RCP 47 1.07 ~ \ ~ \ \ ~ ~ ~ ~ ~ 8 ~ \ / " / I J ~ / wiG7,- - ~ l P ~ / / ~ ~ ,I i 1 I
273.5 40 247.40 ENDWALL \ , ~ ~ A - I i _ ` v , ~ ~
at 260.96 265.2f(TC1 DBL CI ~ i .e r~ ~ V 1A.ha GPI ~ '
10. 70
38-42 48" RCP 64 1.0% - g \J lj~ r y - i \ X7$.0 27 9
41-42 18" RCP 129 3.0% I I 4 R P ` \ i _ / RCP 15" ICP 1 / 42 (38) 254.58 254.38 268.71 JB/MH Arm - / \ \ 269.4 \ 267.3 I I I
(41) 257.09 283.1 1 1 I 1
42-43 48" RCP 32 1.0%
43 254.06 253.86 26 12 REVISIONS \ J BYJ
a 43-44 48" RCP 105 1.0% 3° 1 \ ' ' ' • • • / I > 18* RCP s~ 1 / I \ 14 App 2009 i
00 N 44 252.81 252.61 270.3± MH + 1 \ • • I ~ I , l , ~ X6.34 24" RCP i ~ 17 I I / J I 4 t I (DESK Arai SKO 66. I
44-45 48" RCP 105 - 34 13" RCP I I _ I - I I 06 JUN 2009 274 2' 270.5
C 15" RCP F 45 251.56 251.36 268.51(TC) Cl ~ . 6.1 1 to _ f 15" RCP a - - 1 , • ' 264.8 I 1 / (DWQ REVIEW) OPW I 21.4fi I I "
I ~ + X11 ~ ~ ~ I I 1 1111 18" RCP - 48" RCP 100 1.07. I I j 111 v zac _ „ 18 RCP p CQ I 265.4 \ _v o n g it
O 45 46 a 4 I I 12 X12" PRPPE=F RICA T9D t 1 v _ 1 I A REFER TO SHEET C-8.5 46 250.36 250.16 268.8±(TC) Cl I I , . / I I I \ EVE AREA DRAIN ICA - 1 ° vos2 s \I` I I t ` / , 11 JUN 2003 _ TAD 2'77.0 1 270.4 I 2 (90% CD) 7.0 1 DLH
FOR IMPROVEMENTS IN I 1 l co 9 TOP=2'7&. 47 262.43 265.9±(TC) Cl W HOPE ROAD INV_ 276.84 I i 271.04 ` 270.7 / m 15" P I I 21 J!~ 2009
- < l I I i \ p NEW I ' I 1 v 274.8
n 49 266.48 283.0± CB [7 I ( \ AI _ I I i c 1 NEW RETAII ALL I 11 A 8 49-50 24" RCP 52 310% - - \ 1 / 1 I 277.0 2 .34 a 15" RCP 271.56 271.06 I I I 1 \ I I ' 2A Ju 2009 I
Q ~ `~MP.OF WALL VARIES I ~ _ 1 \ ~ _ _ 2eo-•-.~,+,_,~ 50 264.92 264.72 269.5±(TC) DBL Cl _J R M 27.98 257 b \ 265.981 I (EXPRESS REVEW) OPW i
_ \ Z s1 268.00 272.0±(TC) cl I _ I , , , \ 01 a \ 70.9 - PMPOSED- 1 I i . ` t 1 , l 08 AUO 2003
I I TRACT ID fCW RETAIN' 50-52 30" RCP 97 1.0% WALL e RETAIL r \ L 277.0 F~ - I I I r / (DWO REVIEW) DLH
Q _SIGIt ' - - X80 NC 0 51-52 15" RCP 25 9.07. 1 \ I \ - -l SOP PROPOSED 271.7 2 0.0 I s" Pvc m \ \ / I •0 ETAIL 5.7 270. 271.56 271.46 2 •5 1 r 266.34 F~OPOSEDJ I 1X MIN \ / I
52 50 263.75 263.55 270.4± TC Cl 1.0% MINA s 277.0 S ?66. 4 RETAIL I I I
I (51) 265.75 \ \ \ OP=276.84 , I I - 267.01 1 I
U 52-53 30" RCP 120 1.0% tij ` 7ss \ \
53 262.35 262.15 269.8±(TC) Cl \ - \ 84 \ 6" 7 / 267.01 5.0% I ~ \ \ V 7, a 1 ~1X 266. SLOPE 1 ~v
Q' 54 266.80 270.8±(TC) Cl \ - 3 ~ s e 8 8 I I
4A 278.00 281.5± CB PPS 8 79. - - - - 1 _ P I PP OC _ - - - \ - - -
a 53-55 30 RCP 155 1.0% - - _ - / OHP&PHL 74-77-0-1
\ r 54-55 15" RCP 93 5.07 w w w w w \ w w°T T_w N n 00 DRAWN w - - ` - - -
+J \ a ' 54A-55 15" RCP 155 10.0% I n CM y ~ N A OUTHERN BE\1,L IN OPW a \ ~ ` \w ` IN w w w~ w` w \ s - \ \ w CHECKED
a a M R 55 (53) 260.60 260.40 270.4±(TC) CI r ~q ~E OPTIC CAB MARKER \ NO E: DO NOT EXCEED 49 SLOPE \ \ 1 EAC WAY ACROSS HANDICAP I 1 \ 1 / ` JDL/RPH
U 54 262.15 / i 4 C V PA KING SPA¢ES J T 1 I I ~1 1 I i NORTH DATE
m 3 G 54A 262.50 31 MAR 2003
56 262.53 266.3±(TC) Cl
55-57 36" RCP 239 1.0% \ a \ \ / 1 I I / SCALE } ` \ 1'•60?
N n \ \ \ I \ \ \ \ / 56-57 15" RCP 80 5.0% \ ~o A V A ! y °tiA A 1 A v A v 0 60 120 180
57 (55) 258.01 257.81 269.3±(TC) Cl A EW' DER AVE. a ; A U.S.IIGHW Y 64 1 1 o, V ° REFER TO',SHEET C-8.3 AN ~JOB No. N Y 64 \
0_ (56) 258.53 - s co 8.4 FOR IMPROVEMENTS IN 1 ( RIBPCW / i NEW BERN AVENUE i SCALE IN FEET
57-58 36" RCP 99 1.0% PP PP a SHEET
N ' 41 PP- p-
U N
0 i
a GRADING PLAN c 3
LL_
OF SHEETS

1 2
3 4
5 5 6
7
8
GENERAL NOTES 9 \ \
1. ALL MATERIALS AND METHODS OF CONSTRUCTION SHALL BE IN ACCORDANCE v ~ ~ ~ ~ t
WITH CITY OF RALEIGH AND THE STATE OF NORTH CAROLINA STANDARDS AND ~ I1
SPECIFICATIONS. . ~ ~ " _ _ _ ~ • ~ ~ 1
2. CONTRACTOR SHALL HAVE NORTH CAROLINA ONE CALL (1-800-632-4949) \ ~ ~ ~ i ~A \ ` i ~ \
LOCATE ALL EXISTING UTILITIES PRIOR TO BEGINNING CONSTRUCTION. ~ ~ ~ ~ ~ ~ ~ ~ 1 ~ ~ ~ ~ ;
_ - ,~'<GVICE „'IVERSiGN ~ Puri ~ iir~i; ~ uk ~hAL~ rEKlr r ~ nE ~UGAi ION ANG OEPTN OF ALA EXISTING W I \ JIVERSiGN , _ _ _ ~ ~ , ~ \ F +..y
S ALE INITIALLY IF UTILITIES AND NOTIFY THE ENGINEER OF ANY DISCREPANCIES OR CONFLICTS R EQUIRED PRIOR TO BEGINNING CONSTRUCTION. INITIALLY IF ~~IA \ • • 1 y V A
I i 1 0 h t l \ V ~ ~ I ~ A 1 ~ ~ ~ N 1 t ~ ~ MPO ~ - - ~ GRAVEL A _ ~ ~ \ ~ \
+ 4. BOUNDARY AND SURVEY INFORMATION IS TAKEN FROM A SURVEY BY { . VA RARYb RSfON ND RIP RAP ~ \
KEN CLOSE, INC. GRAVEL &RIPRAP FLTER BASIN 2 GRAVEL &RIPRAP HORSESHOE REFER TO SHEET C-8,1 AND INSTALL SILT FENCE _ ~ FILTER BASIN 3 8.2 FOR IM ~ _ ~ CC`)NT CT \ V A ~ ~ ` LE ~ FILTER BASIN ~5 ~ ~ ~o j SILT FENCE ~ aR SH L ROVfpE \,1 ~ \ • • ~ r r ~ ~ \ A DITIONAL ONS ~ j ~ ~ ~ ~ % ~ I ~
DISTURBED AREA - 2.4 AC a~ I PROVEMENTS IN __.ACROSS PIPE ONCE 5. ALL CONSTRUCTION SHALL CONFORM TO A.D.A. STANDARDS. ~ ~ = DISTURBED AREA = .92 AC CORPORATION P DRAINAGE AREA 2,4 AC ARKWAY PIPE IS INSTALLED ANC PIPE ONCE ~ ~ RU ION ,ENTRAN S i ,GRAVED ND RIF=~ ~ _ • • ~ / \ AS CO~PORA• ION ~ ~ ~ ~ NEW SILT FEN ~ ~ ~ I INSTALLED AND Z ~4R AY' IS , ! FIL R N ~ < CE WITH ~
\ \ \ _ _ DRAINAGE AREA = .92 AC BACKFILL 6. SEDIMENT TO BE DISPOSED OFF-SITE. \ \ , \ • MIN. VOL. 2.4(1815) - 4,368 CF ~ MIN. VO . _ - BEGINS CdMPLE'TED A D EXI T. \ ~ ~ ~ #4 ~ TREE PROTECTION ~ I' ! \ L BEGINS N ~ v ' ~ ~1~ ~ SIGNAGE , ! ~ ~ 1~~
L 92(1815) - 1,670 CF ~ ~ , ~ ;USE 2Tx 54'x 3' DEEP PIT , \ \ \ USE 1 Tx 34'x 3' DEEP PIT i CROSS-ACCESS, DRIVE. IS EMOVED AS \ ~ r ~ ' (TYPICAL) ; ~ \ RECIUIRED`T ~ - ~ ~ '""~J, / 1 ~ ~ , 0 PREVENT MU AND ~ 1 ~ ~ ~ ; / / ~ \
1 \ ~ ,BERM ELEVATION = 288.0 _ _ ` ~ I _ ~ ' ~ \ ~ ---BERM ELEVATION = 264.5 ~ / I \ \ \ \ i-- J DEBRIS FR ~ _ ~ ~ v o / i r_1 / M BENVG DE SIT ON 1 ~Q ~ \i +1 \ ~ r', h NEW TEMPORARY GRAVE / ~ \
I I ~ v v~q s~>:cx DAM;- ~ - - - v I 1 I f / THE PUBLI STREET. 1 \ ~ v ~ ~ r L V ~ _ ~ . ~ ~ ; ~ CONSTRUCTION ENTRANCE \ A
v v ~ - ~ a / _ ~ f , 1, 7 \ R~PLA~:E ~I ~ - _ _ ~ FBI ; ~ ~ s I ~ I ~ - / ~ v ! } BEGIN r/ , i ~ ~ ~ li ~ ~ ~ ( AT EDGE OF EXIST. - ~ \ -'I 1 ~ ~ ~ ~ ~ ~ v 1 ENT fir, ,
\ \ I ) A / - I /
1 I I ~ \ \DITCH IS R~AO ~ ~ - _ ,1 -
~ - - r ~ - ~ n
_ _ ~ ~ , . - - - i - - _ _ = - 1 a i ~ ~ ' ,
_ _ - _ _ r ' 1 T• ~ ~ U ~ ~...,..._„.,.ti.,..z, 1
~ \ v + ~ ~ 200 ;t''~~-~~ 2B0 15~ f~f~ ~ 1 / " ` _ u, . . , _ _
NEW SILT FENCE W1 H TREE ~ - ~ ~ _ ~ ~ r ) t O / < r I ~ I ~ h ~ i ~ A\ ~ z ~ ) ~ ~ I d I ~ 1 ~ Qo ~
PROTECTION SIGNA ~ ~ I ; ° ~ ~ `l'ti~ ® o°' ~ h ~ ~ a ~ _ Y, 15 RCP - I ~ o ~ '
_ ..s ~ ~ ' . - T- ~ ' x ~ _ ~ - _ _ N _ _ y,. _
~ - ~ _ , w___ \ P \ \ ~ V . ~ I ~ r i ~ ~ - - CTI Z - _ J . _ ON r UEN n C ~ nE - - _ E
- _ ~ THEW TEMPORAR ! i - 1 i r TEMPO ~ ~ A ~ ~ v ? 1 • INSTALL T ~ z RARY ROCK y REE PR ~ ~ ~ - _ ~ , - ~ OTECTION FENCE A I
\ ` . ~ ; ~ ~ ~ A e P ~ i 1 ~ CHECK 1~..;M~ `v 7 \ r I SIGNAGE. CALL FOR ON-S ND SILT FENCE WITH TREE PROTECTION °D °0 rA a ITE INSPECTI m to ~ % ~ ~ ~ ON BY ZONING INSPECT OD
V v \ t ~ ~ ~ I ~ ~ I 1 1TRAN 111 \ ;l - ~--r -~.~%y ' ~ , - ~ ~ ? \ \ ~ NEW OR. M ~ CL. BEROSION 2• IF APPROVED, OBTAIN GRADING P ~ a, °i
v I _ , 1 ~ 25 ~ r I ~ \ ~ \ CONTROL ST RMIT. ~ , _ _-~--1~ ~ ~ ~ \ ~ ~ ~ \ ~ ONE APRON r~ ~ rr-- 1 ~ \ i IN. 3• INST i 1 ~ / _ , - J r' ~ ~ \ ill. 32 Lx 12'Wx22"TH ALL INITIAL EROSION CONTROL MEASU
\ ~ \ \ \ ~ I ~ 1; ~ U \ \ 290 \ i r 1 ~ \ , - ~ L,~ _ , ~ ~ R Q ~ \ _ ~ ~ ~ / ~ ~ ` ? i ~ J O ) ENTR RES INCLUDI r ~ / ~ ~ \ \ \ 1 N ~GEOTEXTILE FABRIC ANCES, GRAVEL AND RIP-RAP \\1 ! / ` r /'.',1 / \ 1 ~ FILTER BAS NG GRAVEL CONST.
ti . _ ~ ~ - ~ - _ ~1 i I I I - ~ ~ ~ \ \ \ ~ RISER IN 1 /;r ~ \ , .1- ~ . , r f ~ ~ \ ~ 1 ~ ~ BASIN #6~~7 AND #8, ROCK t~ ~#2.#3~~4 AND #5 f ~ ? ~ \ SEDIMENT PIT, SILT FENCE AN CHECK DAM, INLET PROTECTION
,o ~ ~ f CY ,~+C ~ \ ~ ~ ~ A ~ ~ I I I I I I ~ I 64 6 \ ~ ,r _ ~ ~ \ , ~ 1 I \ ~ \ \ ~ 1 V ! RISER BASIN FILTER ~~6 pER D TEMPORARY DIVERSIO 1 MANENT STORM DRAINAGE AS SHOWN ON N SWALES. INSTALL ~ ~ r.^, ` I \ \ I ~ (nEFER TO DETAIL FOR 1 A
s ~ ~ e C V ~ 4 CP ~ \ d ~ - ~ A ' , r ~ ~ VA _ ~ R . \ ND DETAIL AT I~ 8. RISER BASIN 6 ' ti ` ~r ~ \ ! 1 V 1 ELEVATIONS ON DWG. , • ~ ~ ) CALL 890-
,l ~ ~ /r 2 ~ ~ ~ ~ ~ } i I M „ ~ - ~ ~ A \ - I I t i ~ ~ --w ~ \ i , I'~ ~ ~ ~ ~ ; 1 N0. C-3.2 4. , , 3453 FOR ON-SI eo _ ~ V ~ \ ~ ' o ~ TE INSPECTION BY
+ r ,r"~ ~ 1 \ A + V rr A ~-v , i is , ro ~7 A~ \ \ ,A 19 I ~ V q v~ v \ ~ I i ~ i ~ b ~ ~ IF APPROVED, BEGIN CLEARING AND G CONSERVATION INSPECTOR.
\ i \ I -y'`' ~ I ! s~ A. - ~ I ~ i ~ 1 1 c~ \ ~ j I \ V v ~ ! G. b aa' RcP ~ ~ \ \ \ ~ WO FLOOD HAZARD SOILS 5. MAINTAIN DEVICES AS N
~ ~ + RAVEL I& RIP P FILTERVBASIN ~1 s I 1 I i _ A \ I ~ I 1 - ~ ~ , I I I + , ~ i~: " y STURBE© AREA = 1.25 A~ I I I ~ ~ i ~ I + 'I I ~ - \ \ \ \ BM 1988, PG 1363 SIT EEDED. GRADE SITE. INSTAL ~ - _ \ \ \ EIS BROUGHT UP TO GRADE. P L STORM DRAINAGE AS \ 1 , : - _ \ \ \ \ \ \ (TYP. EA. SIDE) ON THE PLAN. DIVERT ST ROVIDE INLET PROTECTION AS SHOWN
/ 1 ~ \ , I , , I , ~ 7 + D NAGE (AREA 4.19 AC \ I I I ~ \ + \ ~ I ' f 1 ~ I , \ ' ~ ~ - es 1•~ \ \ / WATER ORMWATER TO PROTECTED INLET SHALL BE ALLOWED TO PASS FROM INLET S• NO STORM-
M VOL. ~ 1.25 1815 - 2 269 CF ~ ~ I I I i r + \ ' 1 1 ;i - I ~ ~ + ~ ~ ~ ~ , ~ , ~ ~l ; \ ~ , - ~ ~ I I I I I + ! ~ ~ I 1 ,1 NEW TEMPORARY DIVERSION I I 1 \ m \ a 81 ~ \ ~ ~ \ \ \ / UNTIL ALL 38 TO j ,,m ~ \ ~ ~ UP STREAM AREAS ARE STA # INLET ~ 39 BILIZED AND SEDIMENT PIT AT i ~ ~ a , 5 ~ ~ I RISER 6 HAS BEEN APPROVED FO
,,r U E 19 x 4b'x 3' aEEP PIT + ~ ~ 1 I ' . , A ` ~ " ^ ~ 1 ! I ~ 1 1 I l I 1 1 SWALE. ADJUST OCATION AS ~ + - RM ELEV~TION 284.0 ~ ~ I I l 1 ~ \ I + I I I } I ; I I I ~ { i ~ REQUIRED AS S E IS ~ I 1 \ ~ ` \ \ \ \ \ ~ I TIGHT LATE AT INLET R REMOVAL. PROVIDE SOLID WATER-
I i f \ ~I ~ ~ + \ \ 1. / / I ~ I 1 1' ~ f I ~ A l l I r l I ~ . ,V BROUGHT UP GRADE 1 , ~ I ~ 1° ` ~ o \ 1 ~ ~ \ \ \ \ ~ \ 1 ~ INLET 3 i~ 38 SO THAT NO FLOW IS ALLOWED 1 A s 36' RCP \ o ~ ~ 9. FILTER BASIN 1,#2, ,qNp TO GO TO \ '1 \ 1 a r} \ \ \ ~ I , ~ BE REMOVED ONCE ALL IIE3 AND RISER BASIN 8 SHAL
/ / I I~~. , 1 ~ - v v v "Ili ilil ~ I I f 1 ~ ,,,.,1 \ \ R p \ \ \ } \ ~ AN STO MWATER IS DIRECTED ~ L \ , u 4 } C ti D ~7. TO RISER BASIN ~6
TEMPORA DIVER ON I f i 111 ~ \ \ I I + I ' i ~ I ~ I I S ~ } l \ ~ \ \ ~ 6. BEGIN BUILDING CONSTRU
' 4 , SWALE ~ w'~ I ~ i I ' _ ~ ~ ~ V I ~ , I , I I I I I J A I NEW SILT FENCE W ~ ~ ~ i ~ I ~ , ~ ~ ~ ( i ~ I~ I 1 ~ ~ ' \ PROTECTI N SIGNAGE \ ~ ~ I ,NEW CL. B ~ER CTION• ~ BERM: 249.0 ` ; 1 \ \ ~ \ ~ ''ON OSION 7.
TEMPORA GRAVEL / ~ ~ j ~ i , , I I , , ~ ! I ~ I I ~ \ 1 ! I I ~ y 1 ~ J ~ ~ \ i } ~ ~ TROL STONE APRON STABILIZE SITE AS AREAS ARE BROU a~m~iP~ .
~ ; A ~ CON CTION ENTKANCE / ~ i ' f I y ~ 1 u., ~ 1 1 I . + , + I I ~ I _ r- ~ A \ ~ , (MIN. 40 Lx15'Wx22"TH VEGETATION, PAVING, ETC• GHT UP TO FINISHED GRADE WITH ,~i'A~ ~''4 1 ; 'j oN c ~ R4 \ _ EOTEXTILE FABRIC g. W Q ~
h \ 1 ~ \ ! i, 1;1~ _ ~ i ~ I QI ~+1,11,11 I ~ I 1 ~ 'tlcT v \ ~ V / / I I I ~ I"~a:~ j ~ 'v ' ' ' ~I ~ ! I I ~ I 1 bpi ~ i ~NTIL CORPOR TION i~ ~ ~ \ ~ HEN CONSTRUCTIO U ~ ~ N IS COMPLETE AND ALL AR S t u. C EA ~ r,p , ,i ~ 5~ r~ ~ ~ , ~ \ OMPLETELY, CALL FOR INSP S ARE STABILIZED 0
\ i~ / ~ i ~ r I N~ I I / / / ~ ~ e I I 1 ~ I I ~ I ~ ~ V i ~lpi ! 1 l ~ I } , ti ol- I } } I i } , 1 I / ARKWAY EN TO SERV ~ _ , \ ~ I \ 1 ECTION BY CON 4 ~ :Y \ ~ ~ \ \ , ~ \ SERVATION INSPECTOR.
y i ~ ' 11?, ~ I , , - ~ ` ti ~ ~'I ! I I I III ~ I I ~ E v \ , o ' , a ' I ~ ~ . \ ~ 1 } } I } I } I A I / IADJACE PERTY \ ~ ~ ~ 1 9. IF SITE IS APPROVED, REMOVE T I l••• ~ AND SEED OUT OR PAVE EMPORARY EROSION CONTROL MEASURE 0~ 1 ~ 1 '~...I%' ~ 1 1 1 ~ 1 \ ~ \ ANY BAR S
~ A ~ 2~ ~ l~ ~ I I I v ~ V I M I I! I ,III I I I / ~ ~ 1 / \ v II 'p~ ~ ~ >f lil; fill ;III I I t ' ~ ~ • • • \ \ ~ REMOVED FROM THE WET p E AREAS. ALL SEDIMENT SHALL BE ,ty~
\ \ ) I;,,, I A\ l i I I I I r ~ l' I I ~ ~ ~ I f ~~~~='.-':~t~"s.^`~ I % AND SEEDED, ONCE D THEY SHALL BE GRADED AS SH `ry ~ y / / I L L ! ~ ' \ SITE IS STABI OWN . 9 CI ~ LIZED AND EROSIO i ~ S EAD ~••i ~ ~ \ ARE AP N CONTRO y G
\ \ 15 RCP r. l i I ' i ~ { 1 1 \ e i! I I 1 I I l ~ ~ ~ I V ~ 1 I I I 1 ~ l I I I I ~ i t i w: I, , a \ \ \ PROVED TO BE REMO L MEASURES y~ \ I / • y T VED THE SOLID PLAT ~ ~P• 0~ 1 ~ ~ / • • ~ \ HE FINAL ORIFICE PLATE SHALL BE E SHALL BE REMOVED. yip HEN ~
~ \ ~ III I ~ o ,1.. I } A ~ r , ~ i I i i ~ I ! ~ , ~+"~c u,.~- WAE-SMART I ~ ~ ..o ~ ~ OUTL INSTALLED IN ST ~ r i / ~ • • NEW C ~ ET TO STORM BOX ORM BOX 38 ON / L. B EROSI N # 42 SO THAT STORM #
\ ~ } o \ , ~ , , I I 'I } ; ~ NEW CL. B EROSION 1 / i, I ~ _ m I ~ I ~ I I ~ I I ~ I. + ~EMOV~ I suP 1 POND #2 AND EXISTING STREAM. WATER OUTLETS TO WET :ROSION 1 a ~ / / , > , / CC~1!TROL S NE A RON
\ \ ~ 1 .a.,,} ~ I p CONTROL STONE APRON \ V 1 1 A, I I ~..j 9'^' I ~ I I I I I C I I ~ 11^\ ~ a ~L.Q , , \ \ / ~ ~ , I 1 ' I . I I 1 ' I i ~ , , I I II i I I ~ , (MIN. 20 Lx7,5 Wx22"TH) )NE APRON ! : ' ~ ~ ~ . ~R ~ \ MIN. , ,~o ! I 1 / ( 21 Lx12 x22'4'H) 10. WH 5 Wx22"TH) ~ ! • Oid GEOTEXTIL FABRIC EN VEGETATION HAS BECOME ESTABLISH
I I I H i l l I W ~ ON GEOTEXTILE FAaRIC ~ v ' +I 5 1', III ~ + I l1 II I I I I ~ l v \ l e,; + ~I, I , I. 1 ~ ! ~ ~ / BY C ED, CALL F LE FABRIC ; i ~p r -r' \ ~ ONSERVATION INSPECTOR. OR FINAL INSPECTION
~ PROVIDE BLOCK D GRAVEL ~ x 1 1 1 1; I? I 1 1 i „1 ~ 11 I I I I { I ~ I ~ ~ \ ~ INLET PROTECTIO FOR A L " I I 1 I t l 1 I I I t l l ; I I I I I I, ~ ~ 1 ~ • /.27 ' r, TOTAL D / ~ . ~ / \ ~ - \ 15NRBED AREA. 38.8 AC f
~ ~ ~ , ; : I r, . + } ~ I I ~ I I ; } I I ~ V ~ N TEMPORARY NERSION- ~ \ INLETS UNDER C NSTRUC ION I ! ~ I~' I+ I I i I ~ }I ~ I ~ \ SW LE. ADJUST L CATION CRY VERSION ~ ~ r ~ s.,.. i ~3
\.v A ' I. I I I t I~ II Il I I L I I I A \ RE R ~ A I ~ ~ ,1'~ _ A i' i I I 1 I ~ i~ II I I i Q I ED AS SITE1 IS SITE1 IS ~ ~ _ 2 RCP ~ ? - r 1 I vv ~ NE
~ \ \ 1 Il ytr' ,,t II I ~ I1 ~ l ~ ~ } I ll } BRO HT UP TO GRADE \ , ~ I1111~I. I~. !II I!~i III I ~ ~ I D \ oo USE BASIN NOTE TO GRADE , ' i ~ f 1 ~ / ` DI \
~ \ ~ ~ ~ I ! l „ Ii, ~ 1 \ A Gmr+~~ / g 111;.1 Q / i ~ ~,I II i I I I I` I I I , ~ ~ IN 28&91 / / t. A 1 ~ } I I ; I I. ' I ~ I I 1 i ; . ~ . / ~ THIS PROPERTY ~ / , , r ~ i , , \ 1 q Ri,ER BASIN FLTER ~7 REQUI IS VESTED FROM THE
~ A ~ our / I i I ' ~ I I l , I { ~ 1 „ 1 ~ ~ DO NO DISTUR STREAM ~ r ~ - ~ e ~ - ~ ~ \ ~ ~ \ (f'EFER TO DETAIL FOR REMENTS OF THE NEUSE BUFFER iR STREAM ~ ' • - ~ ~ ~ \ ELEVATIONS ON DWG. RULES AS INDICATED IN THE VESTED
f ill I II l 1 ~ ~ i l " I I 1' ~ I "I ' I C J ~ I ~ 1 I ~ AREA P T THIS' POINT 1\ v / 11~". ~ ~ ~ti f~l 111 i 1111 I I 1 ~ A µ ' t ~r /1)...~~ ~ ~ ~ \ RIGHTS LETTER FRO IISj POINT r•• • y,~• • . - r , > . - ~ f \ • \ ~ \ NO. C-3.2) FEBRU M NCDENR DATED i r . _ ~ ~ ~ ~ \ ~ \ ARY 14, 2003.
v ~ II I I III III I v v N ~ f
y A + ~ ~ I I : , ~ _ ~ ~ ' J + ~ III !III I 1 ~ ~ I I v NEW CL. B EROSION ~ ,;~:,I ~ I~~, ~ I I I I, I I f l I t Sri' V A \ \
V ~ PP ~ ~ ~ I,~ I , ; ~ \ I I 1 1 I , I I } ~ r 6Q~ITROL STONE APR \ . cur i , \ ~ V ~~1 I ! ; I . ~ ; Il ~ (MINM 32'Lxt2~22"TH) ~ 1/~...... r\
areH a+sWr \ ~ ~ I ~ ~ ~ / ~ I) ~ ! ! ~ ; ) ( ~ J v ON GE~OTEXTILE F I ' _ _ _ ~ ~ I~ ~ ,~ae as PRIVATE ACCESS EASEMENT ~ ; ~ 2~` 1', ~ _ \ i i ' ' I L ` I I ' .,.I, 1 J ~ / "RCP / ~ ~ \ ~ ~ \ , r l• 3 ~ Aso v v v, v v v FINAN
, DUI 2A8.65 ~ . ~ ~ / I I I ~ ~ v~ ~ m i , b- i" ~a _ ur 2ess+ DB 4425 PG 439. , a ~ ti + ~ ~ l I I , y, , I i ~ _ _ is ~ ,a:,~ , _I ,.,1 ~ I ....Jr 1 ~ \ \ CIALLY RESPONSI i J , ; i ~ / _ _ _ ~ , \ , 1 BLE PERSON AG ENT Q
~ ~ i~v D DB 4365 PG 639 ~ s°`", J v , r r 7 , - ~ + _ - _ . _ f l ~ ~ - ~
6 4515, PG -^•J _ A ! 1 ~ ~ I ~ 1. i t ~ + D y7796,r 296 . ~ \ + / - ' ~ , / - i % i / ~ I I { 1 I ~ ~ ~ \ l ~ 0 ~ a / y a t 1 ' r • • o ~ ~ \ 11~vr \ 1 • Person to contact should sediment control issue . , J
' , ~ BM 'h988, PG 1549-.. \ ! ~ c_" - ~ ~ ~ , ~ / f } I I '~"1 \ . _ \ 1 1 - _ \ •(f•,•~) / y ~ 8 ie \ ,1 s arias Burin land-dis • • ~ 1 ~ ~ / a . . ' 9 turbmg actrvit . - ~ M ~ , , , _ b \ N
, 1 - - V ~.r,- ~ ~ ~ I , . ' o ~ _ r..... / ~ \ T' ~ ame. GUY SCOGGIN y V3 ~ _ ~ ~ ~~t, ~ . ~ ~ ~ V j ~ \ _ ~ ~ Telephone: [phone] \ 4 . i ~ ;
- i i - - '8~" 1 'r ' o ~ '4 i f, Jr y \ / r r.. J ~,w \ 2. Person (s) firm (s) flinancioll r 4 r~ ~ ~ I ~ Y e onsible f
~ _ y f ~ fir c _ ~ g" „ r ~ ~ ~ sP or the land-distu Z • I~CP ~ ~a ~ 0 1X MIN ~ r I / ~ x rbmq ocGvity.
- ~ - ~ ~f I I \ \ A F~ 1 1 ~ 1 V ~ ,-.~f i ° ~ COMMON ~ W 1: I , \ ~ r. _ x ~ ~ ' ~ WEALTH NEW BERN P ARTNERS LLP 1A ~ ~ \ , ~ ~ ~V ~ ~ Name of Peroon
I 1 h:,.., ~ , ~RROpOSEp r' / / I : L ~ (s) Flrn' (s) ~ z a e - \ / 1 ~
~,I I ~ ~ ' _ ~ ~ a a I ~ I IN1% IN ~ o . e , ,'I ~ I l 1 15" RCP ' u~L i 1 ~ ~ ~ a ~ ~ ~Er r < < h ~ W W } a AIL „ ! ~ ~ 500 HENLEY STREET SUITE 2 I- I >a RCP l - Ff'E1 r 263.0 \ _ ~ rn~POSEp~~ ; : u'. ~ Mailin ~ -SAME- O _ \ g Address
w _ • ~ ~ 1 / OFFICE ~ \ Street Address Q ~W i R a ~ r ~ 1 FF _ / n ~ ~ V W ~ m
1 ~ _ ~ _ _ _ 0 \ \ I ~ ~ 9 ar ~ Y 1 I ~ ~ \ \ ~ \ ' ! I / s ~ E -263.0 ( v \ KNOXVILLE M ~ ' , ~ ; ~ \ r \ ~ 37902 _ V Z W 3
+ 5 ~m~~,~, - / o \ ~ NEW TEMP R ' ~ 1 l - .;:,..„,m - I ; I b ARY G VCS--,~ ' ~ ;i \ City SAME- Z L.L l ~ 1 ~l ~ r; ~Lh \ r~ a State ZiP Cit ~ ~ dW r ~ P
I i I y . ~ ~ CONS i v~`' I \ T~iUCTION ENT P ~ 1 v ~ ! ~ ~ r_~,~.~~~.k ~ - , ~ ,I 1 y state zi ~ W W Oz ; j ,''I I~~~r ~ ~ 1:=7 LI' ~C~7"'C']r \ 3. ~ J I ! ! ~ ~ rated erve
s _ ~ ~ 15 gp ~ 18' RCP f \ 5k I 1 APP Agent to rec 1 I ) j 1 ~ ~ i R J.. ~ r.'] d ~ ~ • , any notices, process, or leadin i Z } 1 _ A A r a 1 ~ ~ proceeding ansrng out of on m P •9 n any action or le of m J _ - _ ; ti y otter relatin t q ~ ~ W
II + ~ ~ - act I _ ~ I ' '~I~ 1 - - ~ I J I II ~ - ~ ~ - ~ 1 I ? { ° : ?I ~ -G- - r ~ 9 o Ralei h Cr P C~ I ~ a s~:~.,~~~ ~ ~ ~ 9 tY Code Cha ter 5 Pon', 10. ~
Ih : . _ ~ v f I W i 1 I 11 I ~ m ~ 4' Cps ~ . ~ ii ELIZABETH Z / II ~ _ _ / 15" RCP 1 W. VOLTZ
I ~ ~ ~ i~ y i ~ 37 'p /l , f , / / 7, / ~ Name of Individual W Z ~1 I!J 1 A / ~ ~ ~ ~ J~,r l " ~G e o \ Signature of Agent Z Q ~ i
J ti~ ~ a 1i' ~t;w ~ K~PATRICK STOCKTON LLP
II ~ - 6 , ~ 1 ~ ~ I I ; 1 >'S v v ! ~ ~ f 1 ~ f i~(RE}~R T ETAIL _ _ ~ ~ Place of Business i 919-420-1700 W ~ . , ~ \ ns~de the f r~ ~ so , M i 1 City of Ratei h Busin TAIL r , s~ ~ ,;y,w :i \ 9 ass Telphone
E PP ~ ~ 15' RCP ~ _ \ ) - / F: , I I / CAl 'u - _ ~ ? ~ ~ ' 1 ~ ~ / ~EL~fVAT1fJ S D % r D ~r 3737 GLENW OOD AVE SUITE 400 RALEIGH NC 27612
z 1 I J 1 a, ~ ; ~ • ~C=3.2)i If , ~f ~ 1 ! ~ ~ \ Address Q
~ ~ i t "I i 11 i ~ " NEW MPORARY DPVt~RSION ~
4 A / r ~ 90 ~ ~ ~ ' l fi ~ / ' ~ d BENCH MARK ~ ! ~ ~ ~ - - f a' Zy€~ i' i SW ADJUST LGCATION AS I ~mplete the above and adhere to cover I
FIRE HYDRANT ! A V ~•vv } I', ' ~v~ , ~ f / 1! i!,~ I, ~ i Y i n- I ~ 7 ' ~ , R UIRED AS ~(fE IS ~ take the place of a complete financial r sheet of erosion control plans. This does not 1 i 1 es on ' p sibility form, A completed }arm must be I j ~ ~ ~ j OUGHT UP%70 ~ ~ ~ 1 ~ ~ / filed with the Raleigh Inspections Deportment ri
TOP PAINTED FLANGE BOLT \ / ~ ~ ~ \ / ,,ze / i ~ ELEV=297.53 ~ ~ ~ ~ / ''*.,<< ~ I / I! ~ i ~ :I _ ~ ~j,; . j'%~ ~ P or to issuance of permit. 24' RCP I ~ f ~ \ ( \
I OPOSED ENTRANG ~ f ~ v. , ~ / / ii ~ / i NEW BENCHMARK WILL NEED I ES ~j,, - r ' / " I / ~ T ~ ~ - i : i I NEW SILY FENCFJ EE r ~
TO BE ESTABLISHED) ?oq ~ , - - ~ ~ ~ \ ? _ _ = ~ / I ~ - r ~ , J , ~ \ ~ 1 R S' - \ ~ ~ 'w; ' i j;/ i TEM Y SILT ~ / , " ~ - - o \ :1 \ 'l \ \ - ~ _ ter- f 1 - / , 1 _ " I ro PROTEG~fION SIGIJ ~ ~ ~ ~ _ _ ? , ~ ~ I \ _ a 1
y / \ AT ANY 01Nfi~~Ul~N6~. ~ ~ f ~ - _ ~ ~ N NG TOP-07` ~ i i. ' : - { / \ r } CONSTR_U 10N--- ~ ~ \ ` ~ ' TYP, SIDE i i / 11l ~ I j r 11 I I I i t ~
' ` " } / , I SURVEY LE D ' / ~ 1 t_' OHSUP -
ILT FENCE ALONG / ~ \ \ { - - ' x .r_-'` _ ' - _ _ _ - / ! / - L) 0 HEAD SUPPORT LINE
aew nr rY+cT+ur_ r, raa-~1 ~ \ \ % _ ~ _ / _ _ 4 ~ ~ ~ ~ ~ ~ , i J ,l ~ ,1'~ ~1~~. Wupti S~,p.,~ .....POLE
r - v _ _ o I u} I m nni Grt Mtl tK $.J SFOTMER"
- PHBX)-PHONE BOX
~ RCP ~.r J \ UGFOPHCM)-UNDER _ GM -UNDER D FIBER OPTIC CABLE MARKER U
15" MCP \ 1 1 J 15 RCP 21 • - - f ~ I / l 1 ) GROUND PHONE MARKER I i 1 I FES)-FLARED END SECTION
PHMH -PHONE ) MANHOLE v l I I I FH)-FIRE HYDRANT
r UGPHL -UNDERGROUND PHONE LINE I
t 1 18" RCP _ _ _ _ _ e ~8 I 1 I I \ WV -WATER VALVE
1 _ EO -EDGE OF PAVEMENT 2a" RCP ( I CMP -CORRUGATED METAL PIPE
I ` ~ • a - ~ ~ 111 ~ I z . , RCP -REINFORCED CONCRETE PIPE REVISIONS T t ( BC )-BACK OF CUR BY y n. 5 RCP I ! IFP -IRON PIPE -IRON FOUND 21 JLL 2003
-Al P L.~ ' ~ r I ( 1 O
15" RCP 1 I - 1 ON PIPE SET ~ 1 ^T / RWMF -RIGHT OF WAY MONUMENT FOUND o RWM ~T8)
a k 1 ! 11 \ yea _ PROVIDE -BLQCK & GRAVE RCP 1 ! I I INLET PROTEC119N,F9R- ALr - - a, " RC l 1 / - ~e s F I I / OVERHEAD POWER LINES 0HPQ 99 JUL gm
REFER TO SHEET C_8.5 r L. t' / I i I i 11 UM,,UNDER " FOR IMPROVEMENTS IN IN 11 ( 1 LP)-LIGHT POLE SP)-SIGNAL POLE
I a_ f 1 CONSTRUMON NEW HOPE ROAD - I I I I I 1 1 q y /"~'I 1 ; ) I L ts" I OHSL)-OVERHEAD SIGNAL LINE
"29 JLL ~o 1 „ P I I_ OHPHL -OVERHEAD PHONE LINES 200$ ~X_~ ..F.1 [~1„ i I I I 1 !I OHP& HL)-OVERHEAD POWER (EXPRESS RE
PROPOSED a' RETAIL v I € 1 RC 1 1 I UOWL -UND AND PHONE LINES) 1 i I 1 1 1 I 08 ERGROUND WATER LINE
C FFE - 277.0 . (g f r" I : +s , 1 I UGGL -UNDERGROUND GAS LINE AUG jErA I I ! x1 I 1 I 1 / -GAS TEST VALVE OWO FMMM DLFI 'OSED PROPOSES _ - . a IIf 1 267.0 f j ? HIC )-HOLE IN CONCRETE SET
'j, J I > 4 .I b I r I 1
-290 8• Pb 1, . 1 1 RETAIL +e I J NSIC)-NAIL SET IN CONCRETE I Y I FFE - 271.7 P / EOG)-EDGE OF GRAVEL
1 C 0 OX Or ~ 6 PVC 0 \ .OX MIN. 1 I ~ 1 THIS DRIVE € ! "s'wco CF)- I, L CFWNLINK FENCE
Dfl~ NOT U~i< ~ d AS \CONSTRUCtON t p , I ° I t x MIN _ f WPF)-WOOD PRIVACY FEN NEW ROCK CHECK I' BW -BARB WIRE CE
ENTRAME V %L i DAM _ dK .5 R~; I
, FINAL CONSTRUCTION WVMH WATER VALVE MANHOLE GP)_ GATE POST UG18) - " PVC o I ENTRANCE LOCAT ° UNDERGROUND JUNCTION BOX s" B)-TRAFFIC
1 1 MIN 8 I I ION AFTER EXISTING DRIVE I i SIGNAL BOX ~ S REMOVED. i
a
PPS R'P c PHMH PIP T _77 a
` Y ' ,...ors },A ~ i i o OHP&PHL
JGFOCM - v v ~S~ SOUTHERN BELL \ TEMPORARY G VEL Q CABLE MARKER CONSTRUCTION - . W .
ra \ 1 FIBER OPTIC 1 ENTRANCE ro DRAWN - _ OPW
1 (BEGIN AT EXI EDGE OF1 r
~IiCGL PAVEMENT / i = - - _ - N -tea.--- CHECKED I JD L/RPH
- - - r _
d A I A A 1 NORTH DATE 11 JUN 2003 Wo% CD
J j i 1 ~ NEW BLOCK &O-GRAVEL INLET REFER TO` H -
2 / / I ~ iO q 1 ~ ~ O~ I PROTECTION W/ SEDIMENT PIT S EET C 8.3 AND - SCALE 8.4 FOR IMPROVEMENTS IN SERVES 0.55 AC. ISTURBED AREA NEW BERN (AVENUE 0
PP PP 80f i/USE 13'x26'x3' EEP PIT 60 120 180 1' • JOB No.
PP Pr-
6-p P RIBPCW - SCALE IN FEET
SHEET
EROSION CONTROL PLAN c 4~ ¦
OF SHEETS

1
2 3
4
5 5 Fi 5 6
MIN 7
1.5 Fi 1800 CU FT/ACRE
12" MIN. 5 FT 8 _ - - - - - TOP ELEVATION OF STORMWATER
1. USE FOR DRAINAGE AREAS ti's MAX NOT EXCEEDING 5 (FIVE) ACRE . STANDARD META g
o p L POSTS 2'-0' IN GROUND D.5'-,' ROUND X57 WASHED ;
2. EARTH BERM SHALL BE STABILIZED w/ SEEDING ACCORDING TO TRIANGLE SPECIFICATIONS. DESIGN OF SPI LWAYS STONE • MAX. < e' YAx. 1 vAtaAet.E As aRECrm
FC.L'T' wL:INIi ~"1 3. USE CLEAN COMPACTOR FILL MATERIAL FOR ~k~5~ ~E~'fIUN FABRIC HAROWARD WIRE _ THE ENaNEER ~%i:iiliVG ~LuPE ~ f~~ ui tRAINAGE AREA WEIR LENGTH 1
EARTH BERM. EXTENDS TO A (ACRES) 1 n n ~
TOP OF BOX DESIGN OVERFILL 8" SETTLED FOR SETTLEMENT 2 4.0 CLASS 1 RIP-RAP wN. to c~ 6.0 FILTER FABRIC
TOP 21' 4 8.0 VARI S ~ w~ES YIN, t2-t/2 OA 10.0 ~ERA4DY4TE
MIN ~ 1' FREEBOARD - ~ ~ tXYo~. 1 1 5 12.0 F
DIMENSIONS SHOWN ARE MINIMUM ~ SID- E VIEW
1.5 FT CY° 10 FT MIN ~ , . ~ - EXISTING SLOPES
0 2:1 SIDE $ 5 FT I - ~ oo g, °~o° ~ SLOPE MAX ~ $ GRADE ~.QIE; ~
MAX FlLL ° ~ °F~`~"'~ o~ ~ o ~0~ f - $ o HEIGHT & WIDTH DETERMINED BY
FlLTER o~~~p 1:1 SIDE SLOPE `~a O FABRIC ~ ~ e O VARIES EXISTING TOPOGRAPHY AND SEDIMENT STORAG
d ~ o E REQUIRED.
3 FT GROUND o MIN / ~ 0 KEY RIP RAP INiO THE DAM FR NT VI W FOR STABILIUT
- ^ o 1FdtLylf~1 0 6"-1' ION. rn
QJC>7j~.o00(b 0 0. MAINTENANCE ~ - ~ EIR ~
NSPECT TEMPORARI' SEDMENi TRN~S AFTER EACH PERgp OF SIGNIFIGNf RNNFNI REMOVE SFDIMEM MID RESTORE TRAP TO ft5 ORIgNN. ~s; :a. KEYED srE~ ~ c :~}Q... .,,t„ RIP RAP ~"`•igt"~4 Q.:Cf~,•;i~' - 1~ wDVEN WRE FABRIC •4 +/~6s~m.+ 50.T TENCE GEOTENRLE F
gMENSgNS M41EN THE SEDIAEM HAS ACCUMIgATED TO ONE-HUf THE DESIGN DEPTH OF THE TRAP. PLACE 1NE SEDIAENf THAT IS REMOVED kl A DESICHATED DISPOSAL AREA AND REPLACE THE COHTAMMNTED PART of nIE cRAVa fACWG. ~ SJ WASH -USE SILT FENCE ONLY WHEN DRAeMOE AREA ABC
ED STONE PLACED TO A REVISIONS CHECK THE STRUCTURE FOR DMMADE FROM EROSION 011 PWING. PE18001f•ALLY CHECK THE pEpFl{ OF ~ SPKLYGAY TO ENSURER 5 A WNIWM HEIGHT OF 12"-18" MIN. ABO ' AREAS OFT CONCt7RRA4 ACRE AND NEVER W 4 ~ ~ /S7 WASHED STONE TED ~qe r
OF 1.5 FT BELOW THE lAW POM OF THE EM&N01EM. WEDLATaY FILL NP! SETTLEMENT OF THE EIBIMIK1EHf TO SIKAiILY ABOVE DESIGN TOP OF BOX ~ DATE DESCRIPTION p~pE, ,wy gp ~ D~PIAf:FD FROIA ~ SPILLWAY MUST REVISIONS n rv FN.L SLOPE FROM-~ - -END of SILT FENCE NEEDS TO BE TIMtl1ED ~ N
~ R~ IMMEOLATEIY• DATE DESCRIPTION STN3IUZE THE EM84N!(AENT MD ALL gSNRBED AREAS ABOVE THE SEgIQIT POOL NID DOWNSTREAM FROM 1NE 1RAP IMIIEDNTELY AFTER R CONSTRUCTION NT1H SEEDING. ~4r ' ~ ` ~RE~Aet OF SILT REVISIONS n ~z No. ST wiAn(1511E~p'S~
DA DA oRADE RIPTi ~'~GR WHEN slLr i
Tom N01 t0 rb NOTE EXISTING SL REVISIONS CAT~g1 W ~ '~pN Y.H.D QP - Q 6' YIN. {y~ A ~ ADD SPNIWAY CIKRr G,µA E DATE DESCRIPTION Y Z
GRAVE L&RIP RAP BASIN OUT LET 3A S N OVER SKIRT o -TEP SFQUEN 0 o E
STAN DAR D CA TCH B BAST NY ARD INL ET P ROT ECTI ON ANCNOR SKIRT As aRECrED Br ENpNEEp .
14 4' x • CH SIDE ~o
EC vi K w D ~Z~.
50' MIN. NOTES: aMTtE ~,0~ BUT SUFFICIENT TO KEEP BED F 6 S'
1. PUT SILT FENCE OR TREE PROIECTIOra FENCE UP SEDIMENT ON SITE TO ENSURE CONSTRUCTION ENTRANCE. IS USED. rA N D ~ A R D r m E MP 0 R AR m ~ " Y
SI LT F E N C E r ~ W~ YIN Y MIN 1
' 2. IF CONSTRUCTION ON THE SITES ARE • , SUCH THAT GOYPACTEO
" ' 2~_3~; ° . ' ~ . THE MUD IS NOT REMOVED BY THE VEHICLE TRAVEL- STONE TO BE USED LNG OVER THE STONE, THEN THE TIR ES OF THE EXISTING ~`•'I''~'.~,(SURGE STONE OR RAILROAD:?,. 25 OR WIDTH OF VEHICLES MUST BE WASHED BEFORE EWTERING THE - ~ 8' YA)L
" PROPOSED STREET, ROADWAY ,,•BALLAST):•;,,,,,~,~ PUBLIC ROAD. WHICHEVER IS STEEP CUT OR FILL SLOPE I~ ~ vARtA~E As aRECtED 1HE ENaNEER
GREATER, ~'.R 3. IF A PROJECT CONTINUES TO PULL MUD AND DEBRIS - - - - ' - ~ WAR+Wrrc sww
+;i~„..,.;: ON TO THE PUBLIC ROAD, THE GOVERNING AUTHORITY WILL CLEAN THE AREA AND INVOICE THE FINANCUUlY ~ L
RESPONSIBLE PERSON AS INDICATED ON THE FINANCW. W1tE ATTACHED ~A POST IN MIDDLE RESPONSIBILITY FORM. ~ P~OS~TS WITH LENGTHS of OPENR~G MIN. tD cA L i 2:1 SLOPE MAX uNE tMRES - _L
HORIZONTAL METAL POST L - L rE
WIRED sECURar ro VERrTICAI SED~IENi ~ PosTs - STABI i L L - L
PLAN AFFLE INSTALL arlnnl - ST p 1 ROSS SF(`T,iN rp,,, UzTEMPE oRw~DnERSaNa+ L _
aASS RIP NErnNEO°~0H caNnroL L L ~ L i ;r ~
- _
r>~s w RESISTANT f ~ _ Narr _ ~rmN
35' MIN. 15' M NEW CONSTRUCTION 1' DRNE STEEL FENCE POST AT LEAST 18' IHfO FABRIC CUT AND FT7lDED EXISTING ROADWAY IN >olrD oRaL~IO OVER THE HORIZONTAL 0~ IOLDED f roLY e+R,vc"°E FABRIC 1
FENCE POSE POST IIORQONTN. 2. WOOD POSTS ARE NOT ACCEPTABLE UPSLOPE TO - ¶ E POSITIVE GRADE 1.0% MAX srEEL POST FR~NT ~ W _
I 1 D..~ SiYW:i. Ai1M'. TL ATTACH F'ABW; 1 wARNxtc 91GN ~
6" MIN. ~ ` 12" MIN. To 'Hoc WIRE" PERSPECTIVE VI W H0R110NfAL P0~ ` • . ' ' ' • ' : : , • 4 BAFFLE SPACED AS PER APP ' ROVED PLMI. FENCE AND FABRIC SIDE SLOPES ~ oRANDE, uv RESISSrANr, 40°--__
TOP OF BAFFLE BURIED NI HIGHER n+M1 TNE~BOTTOM t~• 2 : 1 (MAX.) ~r P P"a"ar ~ Te"suE sr~NCrN, queTNee. \ ~ io BARRIOADE FA9tIC (7YpK•,,11) i y~Fi
THE sPILLwAY N A~NCARO \ ~ M rnEEPROTECn
FABRIC UNDER STONE QOM a' BAFFLE IN TRENCH AND TRENCH e'~8' TRENCH, FlUED WRH SOIL AND BACKFlILED AND I ~ ON AREA FE \ ~ D 18" ~ y 9
REVISIONS COMPACTED Cq,Ip,~ DATE DESCRIPTION CROSS SECTION REVISIONS I \ GRADE ~ ONOiENTER '17 ~
DATE DESCRIPTION ~ \ \ \ \ NOTES: q - s~ d1
SECTION AT OP NING T REVISE BAFFLE INSTALLATION -STEP 2 E• ~ ; ~ ~ DF amAeL~ WARNING SIGN REVISIONS STEEP CUT OR FILL SLOPE wArnpu, ~~AI~ • T ESCRIPTION ~ ~ sR4L aE vuaFp AT ~Y ' Mro ~ y tidy ~r
PUCE A ~ ~MUNAI DEiAILED• i~ ~ C~ ~G'~• ~ saN Ar ucw EHD a- uraR p ,,,,N•,,,. J<-
CONSTR UCTION PLA ~ w "e°'e>;,a" "SAS Lis ~Nw ~,~'iEa:n°N ""D so' oN ~ENrER TNEREA~TER• p NE R~ - N VIEW ~iAW sECY~ELY ro ~wcE pD~is AND °cR'"~TER' °RO~E ~o LEx~ ~ ~
ENTRAN CE 7 GRA VE L RIP RAP SIDE VIE ~ PRD>E~ ~E >+a1i FABRIC. nrur ONE sA;N A~NAC CIS ANY 6E RE ~
FILTE R BA SIN 36 P1ACE A SM,N Ai EACH END OUIRFD BY CRY OF RALEICFI ~ NEAR TREE I'RO1ECAq/ AND 30' aV &SED a4 ACTUAL FE1D CDAARIOALS
DIMENSIONS ELEV DI V . ER SI ON DIT CH
EMERGENCY SPILLWAY INLET 66 247.65 DIMENSIONS ELEV 9 NOTE: F
EMER TOP OF DAM WIDTH 10 254.3 ~ SEgME~r TRAP _ _ GENCY SPILLWAY INLET 25C 248.25 ST OR TREE PROTECTION ON AND LY AR D EE pp TR DEWATERING I fj
ANTI-SEEP COLLA ~ - - TOP OF DAM WIDTH R 7 X 7 - ~ ~ 8 250.8 ~ smIMENT TRAP OT EC TIO N CO DE NCRETE TA I BLOCK L
RIP RAP DISSIPATOR PAD SEE DWG C-3 ANTI-SEEP COLLAR 5.5' X ~ l-- - - - ANTI-FLOATATION DEVICE 4'X4 X1' THICK - , ~ OISSIPATOR pAp RIP RAP DISSIPATOR PAD SEE DWG C-3 - ; 1B
„ ~ . RIP IMP ANTI-FLOATATION DEVICE _ ~ ~;1w:,~,:..... , TOP OF RISER 24 CMP 3. ' . ~ . 246.65 5X3.5 X9 THICK
° ' DISSPATOR PAD OUTLET PIPE INVERT IN 25't18"CMP 19~ 241.65 ~ TOP OF RISER 18 CMP ' ' t., ; , 'r 247.25 RP wP - ~ a ¦ ~ ~
OUTLET PIPE INVERT OUT - `'~;4.z~""~" OUTLET PIPE INVERT IN 25't25"CMP ~ ' "
, 241.4 ti~,,t,.,y ,.a•„•, 0 1 X 242.25 ~ ~ ~.,.r„ , . SEDIMENT STORAGE AREA 129 X64 XS DEEP 241.65 OUTLET PIPE INVERT OUT - 242.0 ,r' 'j ' ~ ~ ,rtr , ¦ . ~ ~ slxrloN rNRU nor, ~ b \ ~
D SEDIMENT STORAGE AREA 88'X44'X5' DEEP 242.25 "~'•~'y PERIAANENr RcP „1.:,' - a . ~ / , / • t.. 0 0 \ • ~ \
;;.t OUTLET PIPE ,1,~,', ~ PERMANENT RCP - o .
- ~ _ OUTLET PIPE EARTH DAN 11•~ "'t•. ti,:
~ ~ ` 1. LAY ONE B( ~q ~ 1. LAY ONE BLOCK ON EACH SI ' / R'f ~ - - • ~ ~.i • ' DE OF THE STRUCTURE ~ ~ ` '
- - EARTM °'N ON !TS SIDE TEMPORARY CMP RISER-PERFORITEO PLA_ N VIEW DrwNAGE. T ON !TS SIDE IN THE BOTTOM ROW TO ALLOW POOL lllllllll I i ~ o a DRAINAGE. THE FOUNDATION SHOULD B Oro •~Cb o. / s w
AT LEAST 2 TEMPORARY CMP RISER-PERFORATED DRAIN. PLAC WATER LEVEL DUPoNG STORM T~ RACK 1' MB1. FREEBp1RD TOP of aAM FLA--~ TH AT LEAST 2 INCHES E EXCAVATED ~ ~ _ sro'_ucE ""FA t' TN~CK x s' BELOW THE CREST OF THE STORM MGH MN;. ---1- Z DRAIN. PLACE THE BOTTOM ROW OF BLOCKS AGAINST ~
WATER ltVEl OLNlAVG SroRM E EDGE D~ TRASH RACN 1' MIN. FR[EDQARD 10P a DAM AND TO AVOI THE EDGE OF THE STORM DRAIN a FOR LITERAL SUPPORT J
• ~ STORAGE ~ M IF NEEDED, f AND TO AVOID WASHOUTS WHEN OVERFLOW OCCURS. IF NEEDED, GNE LATERAL SUPPORT TO SUBSEQUENT 2:1 SLOPE, GRAVEL FI T
ROWS BY PL ~ ,sEawENT sraace BLOCK OPEN. ROWS BY PLACING 2 X 4 WOOD STUDS THROUGH L ER 'A v? BLOCK OPENINGS, P R PE TIV
.;O~,p. MINAAUM SLOPES 2 1/2.1 .GRAVEL FlL 'D q,~dd, 1ER a • • y 2. CAREFULLY F VIEW z 2. CAREFULLY FIT HARDWARE CLOTH OR COMPARABLE NO SCALE F-
p .0 MINIMUM SLOPES 2 1 p: 1 PNNTED RED CLEANOUf MARK I EAAtN ~ - ~ q.~, ; b_ / WIRE MESH M LOCATED HALFWAY UP RISER PIPE = PNNTEO RED _ 6 BLOCK OPENI WIRE SCREEN 0 ~ Q WIRE MESH WITH 1/2-INCH OPENINGS OVER ALL TEMPGRARY SEDIMENT ~
cxEANDLrr MARK I ANTI-SEEP COLWI LOCATED HALFWAY UP RISER PIPE . EARTH MM BLOCK OPENINGS TO HOLD GRAVEL IN PLACE. POOL ~ ~ ~ Q U
ANR-FLOATATION DEVICE 3. USE CLEAN G - DISSPATOR PAD ANTI-FLQ1TAl10N DEVICE NVR'SEEP COW1R DIAMETER, PL c OC a 3. USE CLEAN GRAVEL, 3/4- TO i/2-INCH IN - - - - - - - DEWATERING AREAS To BE ` W DIAMETER, PLACED 2 INCHES BELOW THE TOP (cur' flLL ETC~~D SEGME?rt STORAGE ~ ,
CuP 2' z 2' MIN. ~ ~ OF THE BLOC DISSIPATOR PAD SMOOTH IT T( FLaoD sr %PE INVERT ~ T OF THE BLOCK ON A 2:1 SLOPE OR FLATTER ~ GRAOE 2oN i AND 1' MIN. ~ E PoP ~ 2 O W SMOOTH IT TO AN EVEN GRADE. DOT }~57 WASHEp ~ NEADWALL U Q ~
1RENCH W/ 1.1 SIDE SLOPE REVISIONS I _ ~ °M° 2' x 2' ?nN. CuFOFF PoP ~ STONE IS RE( PERMANENT RCP CMP OllILET PIPE TRENCH w/ 1;T MpE ~OpE STONE IS R 2' NAX, - 1 t' 2' GRAVEL +k ~P W m 6 1't'-I RAP FlLTER BERM ECOMMENDED. ~ \ ~ GESIGI~ED TO PROTECT ~N oEruL ~
DATE DESCRIPTION REVISIONS 10 88 NOTE ADDRION S.S.. TE PERMANENT RCP CMP OUTLET PpE 4 - . y 1 3' NATURAL THAT GRNN 10 ACRES ~ PIPE ervERrs v ~ (V -nr B 1 "iqw - - OROU ~ LESS. z ~ 1. -FLOW=_-~ - ND ri
4 96 ADD TABLE d NOTES G.M CROSS SECTION 10 88 NOTE ADORgN Sg, , R $IDN$ W 41 R SIGNS ~ Ii - - DAIE11SgNS ARE cuss t Rw-RAP FILTER r -
496 ADD TABLE ~ NOTES 0.W DATE ESCRIP SECTION DATE ESCRIPTION ~ Aeiac W m YMFMUY ACCEPUS~ d SEDIM _ ~ ' ' uNtESS MST sroNE ENT -~rn-m_*T•~ rmED. wtc
s~orlEHr m z > G~ngCtEAN our ~ ~ W J '-I'i j i '
RISER A B SIN 6 W SECTI N THRU gq Z
RIS ER BAST N 7 E IN FILTER AN D CULVERT PIPE LU
g ~ NO SCALE OC KA ND GR z AV EL D ROP
e' MAx. FOR REPNR OF SILT UP~REAM END OF VARM9IE AS DIRECTED BY THE ENOINETR FENCE FNLURES, USE STORM DRAIN IN LE TP RO TE CTI ON 13
No. 57 WASHED STONE, OVERFLOW FOR ANCHOR WHEN SILT ~ ~ (EXISTING PIPE GR INVERTS O A )
FENCE IS PROTECTING wARNMC SKIN CATCH BASIN. ~ L J R IP ~ R AP _ H 0 3 R S o E S H
1/3 PIPE MIN. 1a-1/2 a ~ DIAMETER ~ 0 E IN MAT Q L ERIA E L T B A SI VARI N 4 STAPLED IN 4 ABLE
MN. 10 CA. BIIOIMEOLII[ D A UNE WIRES MMES y >n ~ A: D PLaC X. DIMENSIONS E _ MP EMERGENCY SPILLW ELEV
_ _ 2. AY INLET 39 25 ^ - ~ TOP OF DAM WIDTH 10~ 4.45 '1\`
TO D BURY BOTTOM o H I 6 MIN. .-I I ANTI-SEEP COLLAR 6' ~ 259.0 ~ sEaYENr TRAP ~ E_~ I I _i l I=1 I l.= 111_ X
OPADE OF PLYWOOD _ III- I s \ =III=III= _ =1 I ` - =I I I_I I = RIP RAP DISSIPATO - - - - - I I_I I I-, I I = - I I hI I I= R PAD SEE _ ~ I.I_ i- - DWG C 3 _
~S,L~' - - ;~~~'al -r - - I - i ~ I. AN I ~ I_I I I_ - 1- I -I I - I_ TI-FLOATATIO ~ ° - I---i I I-I - I I L= I I N DEVICE - ~I-.III_ III II ~ ~ 4X4'X1' ~ s •
r- STEEL POST - - - - - I l FvFI ~ilo -I I I~I I L I 1 ~'-^I ~ ~T11~-rTl l~l I I~I 11---~---~--1 I_'_I ~ ' TOP nr DIC~e THICK , . .
-L III I i I - I L L! L=~ =1I U1- „v°"` 24" CMP 1 OF SPREADER DISS - I' OUTLET p1p 253.45 "
NIR SIGN K NOTE: ALL PARTIALLY COMPLETED STORM DRAINS 3/4" EXTERIOR SHALL BE PROTECTED AT THE END OF SILT FENCE GEOTEXTI E FABRIC EACH DAY IN ACCORDANCE WITH THESE PLYWOOD L E IN - PATOR i-.I I_ I I INVERT 25'f1 ~---1 I - I' I= =PAD aw 1I1 -11 OUT 8 CMPO 1X 248.45 RP I I LET BURIED 1-1I -11 PIPE INVERT OUT
DETAILS. STEEL FENCE PLYW00 6" ( SEDIMENT 248.2 t MIN. =111--I I f=111,.1 I I_-- STORAGE AREA
D INLET _PROTECTION ~ Fu SLOPE FRONT MFw POST (TYP.) X49 X5 DEEP 248.4 ~ • ' ~
UPSTREAM END OF CROSS-
STORM DRAIN OVERFLOW n GRADE SECTION . ftP d . OLRLET PPE
D I F I I I
6' MIN. COVER 11 Q - OVER SKIRT • n THE I 1 I I E PROTECITJIa AFcEA, a 10 ` - - EMT" QW
" 18" II 1 I 1/3 PIPE r! EXTEND WIRE 6" MN. INTO TRENCH DO NOT ENTER vo II D > ? R TEMPOPAW C,P INSER-MIMOQ11m
DIRECTED BY bo o D >n o WATER LEVEL DMW STORM P AN VI W TINpI Mdl 1 MOM. FIIEE9(µRp TOP or wM
WASHED STONE FILTER SIDE VIEW NOTES: WARNING SIGN DETAIL ACROSS PIPE INLET
F WWRHIND SIGNS TO DE MADE OF DUIM & W AINEIPMW #AMML LETTERS TO BE 3' HOW ASNAI , CLaftY UpWLE AND swam At DRMIp LOW P01 ` sE WENT tTORW
SIGNS 96ALL BE PLACE AT So' uvato NNTERNLS, NOTE; PLACE A SON AT EACH EM DF LNOYT net ?RoTEC110R AID to' oN CV= FIOIeA?= 10' GRAVEL FILTQ O NS BY
FOR TREE PROTECION AWS LESS THAN noo' AV Ft1MRTDR PROM E NO I= MW 0Nt SON PER PROTECTION ARFA -USE SILT FENCE ONLY WHEN DRAINAGE AREA ATTACH SONS SECURELY TO FENCE POSTS AND FAMIC 1 1 ,.,ww !f ANN. !00! 3 .aPp 2 ,p
DOES NOT EXCEED 1/4 ACRE AND NEVER IN MA6NTAW TREE PROTECTION FENCE TNROUGH(W OURAWN OF PROJECT. REVISIONS 1 HARDWARE CLOTH AREAS OF CONCENTRATED FLOW ADDITFONAL SIGNS MAY BE RE DATE OU1RE0 BY CRY OF RALEIGH MISPECnONS DEPARTMENT BISED ON ACiWL FIELD CONORON3. DESCRIPTION ' I L1 tupp wMao°mo,w,w PIPE fates SKO ~L • EAM oAm
-END Of SILT FENCE NEEDS TO BE TURNED UPHILL PLACE A S" AT EACH END OF 04W TREE PROTEC77ON AND 30' ON CEmmR n1ERFAFTER. u LI U I STONE FILTFR INLET T CTION L i LEVEL LIP A"-FLOADVION MV= An-SEEP COUAR OF SPREADER n1MO1Mw CMP r R oammn PAD
P L.A N no,a, W/ 10 MR er aP BLoPc
STANDARD TEMPORARY SILT TREE PROTECTION FENCE 1A PIPE INLET 10 88 NO,E ADOMON po"VO T Aa OW OUW ~
PROTECTION (PLYWOOD AND STONE)
12 C
LEVEL SPREADER DETAIL 4/90 ADO TABLE t MOR2 0.Y
N .T. S RISER BASIN 8 17
G
DRAWN
SKO
CHECKED
RPH
DATE 11 JUN 2003 90X
~ CD
SCALE
JOB No.
RlBPCW STORM DRAINAGE & EROSION SHEET
CONTROL DETAILS, C-3.2

1 2 3
4
5 5
6
7
8
9
r

8 2 ' -
_ 250.8 -BERM -
2.5 - 3 c 15" PROVIDE MANHO _ OPENINGS MANHOLE ST ~ RING, COVER
- - ~ ~ ` 250.8 1 ~ 1-~ 1 3 - E 4 SIDES EPS PER p & i0.8 M ~ R ETAII Ak EFER TO STAN
S~0 ' e, • • ~ FOR WALL ~4RD RTCB DET p~ & SCAB CONSTR AIL _s
I ~ : i e -i _ - - - 247.3 -P.W.E. - ~ ~ UC 3.~ _ TION -
i - 1 8 _ _ I - 250.3 -TOP ~1 OF SLAB
_ _ ~ - f _ _ ~i,_ _ 2.5 2.5 -~I - 24 t~ 9.8 -MAX, WAT
~ - _ ~ - 245.3 SHEIF ER SURFACE E LEVATION FOR 1 _
VEGETATED SHELF ~ - 242. - 1 (-I ~ ~ 0 BOTTOM 00 YR STORM
_ - - - _ - - - ~ ~ - C ' ~ 248.7 ~ -TEMPO ~ , ~ . RARY STORgGE "
= - - , i - OMPACTED STRUCTURA! - - - I _ - _ _ - - I ~ MATERIAL . OF 1 RAINFq(,L 42" RC - EVENT a
-iii--iii-iii-i i ~-iii-i ~ i-i i i-iii-i ' ~ ~ ~
_ - 247,3 _ p m • 5' 0• ~ ~ ERMANE ' NT WATER
SECTION THR OUGH PON D 1 • . ~ ELEVATION
' 'a.
B NOT TO SCALE
, . 0
a .,a
~ ~
I
I I I I Aq
i' w ANCHOR MIN. (TYp~ a AA
TO BASE SECURELY ) I I I wAlts
KEYSTONE RETAINING I II ' a 8" pl PIP I .I., W E
WALL I I .I /VALVE ASS I I 242.0 I EMBLY
10' fi . POND $0~
~.:II.~ " . 242.0
. .
3 254.3 -BERM .M
i - - • / f . • • d'
250.0 -P.W.E. ~ ~ ' ANCHOR t0 Q1SE SECURE
I- 1 WALLS lY
- i - - _ 2.25 I CONCRETE @AS
_ _ 248.0 -VEGETATED - - - I SHELF - - 1 S E. . E D M T IN. OP C 1 THI
~ _ - - C Z AT CK C H B I N 2 5
I ~ ~ ---i - C
VEGETATED H -J I l SELF -I
(TYP.) - j ~ - - _ -I COMPACTED STR - UCTURAL -I
- - 241.2 - BOTTOM - ~ MATERAL _ _____.I i~,~~~~~~~~o~~~,,w 2~~,,
ESN CARP 1, i~
I - PRO -"~`'-.r ~E ~pE MANHOL ~ 9 9'
~ - - ~ 15~ OPENINGS MANN E RING, E ALL 4 SI a.E STEPS pER COVER ~ DES DETAIL
Mq ~ REFER TO STAN k S FOR W DARD RTCB .
SECTION THROUGH P OND 2 e. ALL ~ OE1 Q SLAe AIL AF . • • CONSTRUCTION 9 •.•H~ ~•r ~
3. . _ lQ NEE . ~ 253.9 - ......••"1L r .
NOT TO SCALE tOP OF SLAB 'b ND
_ 253,3 _ MAX. r W ATER SURFACE
ELEVATION FOR -
• 100 YR STORM ' ~ ~ ~ ~ 252.3 _
MANHOLE LID ORARY STORA
42" RCP ` ~ - NFAI,I EVENT
- 250.8 -TOP OF BERM (60" RCP '.a ' R /86) ~ , " - 250.0 - P
M'~Y 249.8 -TOP 7 O ERMANENT yyq TER ELEVATION
S~OA f 3'1 'a.
,
2" PVC D RAWOOWN PIPE.
EXTEND 8" BELOW PERMANENT WATER ELEV. A.
247.3 - P.W.E.-
" . • .
~ SLOP E 6.1
I ' I
I I
I 1' MI ANCH N. Z OR BASE SECURELY (TYPIC,r,~) ~
I I I TO WALLS Q. g
S~OA F II ~ • a• I~ DI PIPS y I II 241.20 6B I . w/ w~yE asSE V)
I 241.56 g I• MBLY 5 POND
. , I BOTTOM • • ~ ' f . 241 W a ~ ~ .J •Z q
1.0' " r • ~ ~ ~ _g
__L_
242.0 - 80TTOM " . '•a • ,
T~ I ANCHOR V ~ L O EASE SECURE W ~ ~m
TO WALLS LY Z Z i
6F~,
JUNCTION OX - - B 25A DRAW DOWN BOX CONCRETE 9~1SE. M R IN. 1' Tl~lc AIS K
EDTPrT~ Q tr ar , , ~I I W V
E NOT TO SCALE 66 ~G
e
s
MANHOLE FRAME do ~ COVER W/ RISER
MANHOLE UD J O TOP - 26a.3t ~
254.3 -TOP OF BERM PHALT SURFACE
~ ~NNOIE C FRS ~ OVEp W/ RISEk
'~k 253,2 -TOP SHOP . ,
f 3.>' AS>~HALT SURF ACE
3" PVC DRAWOOWN PIPE. ~ • ,
EXTEND 8" BELOW PERMANENT ~
wAt~a Fi Fv
WATER ELEVATION zw 30 + ADO 6" DEEP GROUT TO
SLOPE 6;1 250.0 - P.W.E.- BOTTOM OF ' R BOX AFTER ' ~ • • I
c ESTRICTOR PLATE HAS y o BEEN INSTALLED '
1.00' •
. • ~4 PRE CAST CONCRETE SPUTTER Box
STEEL STEP 48' 00 RCP OFF-SITE
S~Op f Z1 10- m'P• OF 6) OUTFLOW PIPE 54 • 1,OS
261.23 . WATER ELEVATION (INLET MOM CA 37 2.50 2.50'
48„ RCP o 1,0Z
F 1.4' ~ i ° (OUTLET TO
Cl 042) R • NS
241.2 -BOTTOM b Y: 41r M • STEL up
(Ouluff To o (tYP. OF 6) (W% cc)) 8K
T 21 JEL
J hii I' Dw
JUNCTION BOX 6 - 3 (DRAW-DOWN 80X 5x5 RESTRICTO R PLATE
285.22
NOT TO SCALE
BOTTOM - 254.72 ' 258,42
' . ' ; ' . , 255.22
48 RCP ON-SITE OUTFLOW PIPE W •
/ 5'x5, RESTRICTOR PLATE (ORIFICE . ' ' . DIAMETER - 26 '
1.00' 3,00 6.00'
r 3.00 1,00' 12.00
1.00' 6.00'
1.00'
G SPUTTER BOX #38 DRAWN
SCALE: 1 a 3~8r
CHECKED
RPH
DATE
08 JUN 03 MVQ f~yEyy)
SCALE
JOB STORh~~
g6pCW
SHEET
CONTR
O-L DETA C -mm 3

1 2
3 4
5 5 6
7
8
9
, ~ , ,
~ -;1',~' ''~L ~ C lli r1~ ; , r, ~
~ ~ ~ ~ ~ i ~ `
~
~ r _ % A 1 r ~ n !
~ - - - _ ~ 1 ~ ~ ~i I ~ i r i i
~ i ~i ~ ~ ~ ~ ~
~ ! i \ i v ~ ~ j i i ~ ~ \ } ~ ~ I
N r ~ ~
J ~ ~ ~ 1 \ ' ~ ' ~ ~ ~ i ' 1 \ ~ ~ ~ ~ ~ i V ~
0 ~ \ 1 ~ ~ ~ i i ~ i ~ f ~ ~ ~ 1 A ~ t
I 1 ~ ~ ~ ~ ~i ~ \ 1 i ~ ~ , ~ i ~ , 1 ~ ~ ~ ~ r
~ ~ I ~ ~ ~ ` 1 1 V i A I 1 1 i ~ 1 ~ ~i ~ ~
< 1 : A ~ 1 V ~ ~ ~ i V ~ ~
A ~ ~ ~ ~ - i ~i ~ ~ N ~ i ~ ~ ~ 1 ~ 'ti ~-t ~ A . ~ ~ r
~ ~ < ~ A i ~ , ~ A ~ ~ /
- 0 ~ ~ x - - - - ~ ~ I i ~l ~ ~ , s I
i I i ~ ~ ~ ~ \ m
~ ~ ~ ~ 1 ~ 1 V A r ~ ! ~
,IC ~ i r}.- ~ 1 V ~ ~ ~ 1 \ ~ E ~ ` ' 1
10 ~ ~ ~ li ~ ~I 1 ID ~ \ ~ ~ ~ l v \ ~ ~ ~ W c , `G' ~ ~ ' ~
,ter ~ ~ ~ Z ~ ~ ! 1\ ~ 1 - l i ~ d' 4
' \ f ~ ~ ~ ~ ~ ~ - ~ ~ \ ~ ~,A ~ CO ' \ ~ ~ ~ \ V ~ li d!~ C
~ ~ i ~ ~ A ~ ~ ~ V ~ E ~ - M)+~
Q ~ ~ 1_ ~ i A. ~ ~ ~ 1 V V ~ 1 ~O O ~
B ~I ~ i ~ r ~ ,v A ~ ~ - ~ ~ ~ ~ ~ ~s c n E ~ ~t ~ r
~ ~ A ~ ~ A ~ A~ A m~
~ ~ ~ ` ~ A r ~ ~ M _ ~ ~ ~ \ ~ A ~ I i ~ ~ CD Ol
~ N ~1 ~ r ~ I ~ 1 `J ~ A V ~ A
N ~ I ~ ? ~ ~ ~ ~ ~ ~ 0~ I ~ r A { V ~ ~ \ \ A ~ s,?~
~ ~ ~j, I i ~ i A A ~ 1
~ ~M, i ~ ~ _ I
~ I ~ ~ ~ ~ / \ V ~ \ ~ \ } i
~ ~ ~ I ~ , L~ ;t ~ f j r~ V '1 ~t ~ ~ I
~ - i ~ ~-J-, ~ ~ ~ ~ ~ ~ ~ \ ~ ,
~ - ~ I ~ ~ V' ~ ~
y ~ ! ! 1 ~ 1\ t \ I ~ ~ ~ ~y
' ' ~ ~ i ~ ~ ~
i ~ ' ! 1 J ~ ~ ~ i ~ ~ \ '1
~ I ' ~ ~ ' \ ! 1 f i ~
~ ~ \ ~ ~ ~ ~ ~ 1 ~ 1~ ~ ~
\ ~ ~ i ~ ~ A 1 ~ ' ~ ~
~ ~ _ ~ ~ ~ I ~ I ~ ~ 7
C~J ~ ~ ~ - i
~ ~ ~ n ~ ~ ~
V ' ~ ~ ~ o C ~ ~ ~ ~ ~n ~ t~ \ ` ~ O s, i-~ ~ ~ ~ 1 NUUp N ~ ~ \ ~ ~ ~ 1 why
1 ~ i i'~ • GPI ~ ~ _ - ~ •
i 1 i ~ 1 ~ I - ~ ~ S
j 1 I ~ 1 j 1 / ! 1 ~ I ~ ~\A\ ~ V ~ ~ ~ 0 1
r ~ ~ ~ ~ 0 1 1 0 ~ A V ~ ~ ~ ~ ~ ~y~ / ~ i ~ \ ~ ~ A ~ A •
~l ~ ~ ~ ~ ~ ; 6s ' ~ ~ V ~ r 9 C~~
~ ~ i
/ ~ ~ l i' ~ ~ i ~ ~ t ; - ~ ~ ~ 3
i ` i , ~ / ! ..V / ! t ~ ~ A ~ ~ I \ i .
! r ~ ~ 65 ~ I i i t I ~ 67 \ i i % _ r ~ ~ ; ~ \ / \ I ~ I \ , _ ~
YJ I ~ ~ ~ ~ ~ ~ ~ t ~ i r / ' ~ , ~
~ ~ 1' ~ ~ r ~ , s
i ~ /
i r' ~ ~ ~ ' I i/ /
f i / i ~ / . i t l i ~ . r i
'I ~ ~ ~ ~ 1 S ~i ~ A ~ ~ N ~ I j
1 J// I i~ / • ~ yz ~ ~ ~ r ~
I ~ l ~
~ ~ ~ ~ I ~ ~ \ ' ; ~ ~ i ~ ~ ' ~ ~ ~
~ 5 ~ . A ~ / ~ ~ ~ ~ 1 A A
D ~ r' b ' ~ ~ , i / ~ ~ ~ / •1 ~ '
~ ' 1, , i ! ~ ~ ~ / ~ A ~ A
~ 2441 - F~ / ~ F ~.-~y/~ + ~ A
63 ~ ~ i ~ 64
64 ~ ! ~ ~ ~ ~ ~ 1 ~ ~aW ~ ~ ~ i l ~ ~ d
N ' ~ --~5 i~ V ' 1 i 1
,i ~ P~ i. ~ ~ ~
i i ~ i ~ - , v I ~ Z ~
/ ~ ~ ~ ~ .~;r . ~ ~ r~ o w Q • _ ~ ~ ~ ~ o~
~ j ~ f - _ ~ ~ / / ~ ~ r ~ ~ Z d
- - / i ~
~ i ~A / ~ l , -r ~ ~ ~ o~ 2
' ~ ~ / ~ I • Z Q Ow

; .rte y-..~ - - r / _ ~ ~ ,a . , ~ 1 ~ i~ ~ ~ ~ ~ w ~ ~ ~ l
\ , r. 1 a ~ ~ a m - ~ ~
_ I Z >
i . ~ ~ _ i i ~ , ~ ,r~'""~ _ ~ ~ ~ `_"ti-~ INV = 24 I ' i W ~ 3.70 ~ ~ ~ W i 5 ` Z
~ j ~ i - ~ i ~ , ~ \ ~ ~ -z ~ W
y 5 i l ~ ~ Z 0 ~ { ~ ~ 1 ~ ~
E . _ _ i ~ ~ l~ r' - J , 1 _ ~ W ~
r ~ ~ 1 ~ ~ . _ ; 1 O
t , - y- _ _ , ~ ~ ~ ~ J ~ ~ - 1 l ~ i r ~ 1
~ ~ J r s ~ t/ ~ ~ ~ ~ _ - i ~ ~ ~ ELI ITS Of EXIS . ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ! FOREST D VEG A ~ ' ~ ~ ~
~ / ~ ~ ~ ~ TION TO RE AIN 1 v, i ~ . ~ ~ - ~ ~ ~ 5 ~ 1 ARTER C~NSTR CTION N ~ ~ ~
~
~C \ _ _ , . _ r , / - , ~ ~ ~ ~ A 1
~ ~ i 1 0 ~ ~ ~ ~1'
~l~r ~ _ _ / i ~ , ~ / • 1, i , ? r,. . ~ , ~ ~
ss~
I 1 <tp
r I I l
I I 11 1' 1 v v v y. PoNa' # 1
1 1 1 \ REVISIONS BY
I ~ ' Imo. \ \ ~ \ \ \ \
~ 2 54 25 0 -
2 S ~ 8
2 6 2
+ A + A
.LL - \ cT I l _ A
31
262
5
m D~ 1 DRAWN DLH
CHECKED
d RPH
NORTH N E 08 AUG 2003
SCALE
0 , 20 40 P 20
60 JOB No
" - RIBPCW
J, SCALE IN FEET
L a- SHEET
ENLARGED POND PLANS ¦

1 2 3 4 5 6 7
8 g
0
X ICS-6 ti
r ' LJR-2
SEASONAL COLOR o
~ ~ BT-12 ~ ~ ~ i ~ 2
~ ' LM-250 WIC A-•r r
' ' ®12" O.C. r . I
c N/F THE BODY, LLC i I~
O
i G <
A ~ 1 , i 1 ~ ~
~ i ~ ~ 9 ~ \ 2.92' 'A
i d ~ ~ I ~ ~ r, O
w 11
- - - - A
- ~ ~ i o, ~
d - c ~ / ~ ~ 1~~ ~ 7 ~ 0.5 /
• S 84'33'18" E 1131.92' _ m
ed ~ '.e e,~'.° ~ 12.18 . d o N
~i~
i I M ~ 0.77' i ~ c .OR~rTt01V"PARKWAY ~ ~ W
TD-1 LS-3 TD-4 s- TD-3 - _ ROPOSED CnnBP-OR~T-fOnf~ L LS 3 TD 1 y i ~Z ~ o ~
- TRACT ID SIGN PLANTINGS - - c ~ a~
- - ~
sca~: ~ -20 _ n. 1 f N/F PEGGY W. JOHNSTON ANDS ~ I No o`o
JAMES MARION WILBURN/ - • • • 1'r• A ~Z~n E APPROXIMATE LIMITS OF ~ _
6.77 , ~ ~.T.v~ I EXISTING WOODED ~ EXIST. FORESTED VEGETATION ~y o ~ ao op a
JCP-46 ~ BN-2 I ~ - ~ ~ =s % AREA REMA J TREE PROTE TION TO REMAIN (TYP,) M of of .r FENCE ' 1
~ h I ~ J ~ ~ ~ LI-3 I . ~ ~ ~ 20 ~ r
1 v N F HEDINGHAM PROPERTIES LLC
EP-45 B ~ R 0 F CE / ' ~ I ZONED: I-1
~ ~ 5' O.C. ~ / , ARF-5 ~ USE: VACANT
QPA-6 LI-3 \ I
~ 18 O QL-9 / !TM ~ ~
~ JE-280 SV-438 ;
CJ-42 ~ ' AR-3 i PC-496 ~
a~ I ~ i j - \
i i / \ ~
~ GRASS ALL DISTURBED I I
AREAS ~ ~ ~
~ 1 i~ ~ ~ i
PROVIDE 4' DIAMETER BY 3" DEEP MULCH RING ~ ~ ~ I
AROUND ALL TREES IN a AR-i
LAWN AREAS ~ JUN-16 „ I „aaun~n+~n,ap
PK- 7 . ~ ~ S. ~ /j 1 ~ ,a pl1D
QPA- \ ~ ~ ~ 9A ys
~ CD- ~ ~ 4 I n ~ W A = r X ~ % > X~ M ~Ly? 31
~ / II ~ n ~
I I y. Z: ~
I l i 3 . d 1. ~ u AR-1 / ~ y
C ~ T ~ - .~UPERLE~J I ER X292 ~ 25 W P ~a . ' r / ~ ~~4 11111111 /1NN1r~
vJ-to \ ~ cD-1 C-192-EGL-OL f I , • ~ 11 SEED ALL SLOPES ON DETENTION 11 ' ' ' ' ' ' ' ' / ~ PONDS THAT EXCEED 2.5:1 WITH ~J
s II 20 ~ ~ ~ ~ WEEPING LOVE GRASS. REFER TO
203,942 S.F. _ it ' ' • ' ' ' ' ' GRADING PLAN FOR CONTOURS JUN-24 • • ' ' ' ' • '
N F PEGGY W. JOHNSTON AND ~I F.F.E. - 2720 LJ % / • AREA BELOW LEVEL SPREADER (MIN. 50'
/ ( 1 JAMES MARION WILBURN y •i AR-1 << JE-318 LONG x 23' WIDE TO BE SEEDED W
~ ZONED: I-1 C.U.D. USE: VACANT rr SV-307 ) / ~~J,. ~ • • WEEPING LOVE GRASS TO PROVIDE THICK
. ~ \ s 4 r, - ' PC-285 GROUND COVER• OAK AND MAPLE
o ,Q PROVIDE 3" DEEP ICR-10 ~ SAPLINGS (18" TALL) SHALL BE ADDED : ' ' \ AS REQUIRED TO PROVIDE DENSE
1 PINE STRAW MULCH ~ + r/ _ - 1~ FORESTED VEGETATION. ~ /
IN ALL SHRUB BEDS ~ ~ } PK-3 ~ AND GROUPINGS I I ~ JCD-30 PK-3 1 (10 ON CENTER)
QPA-4 . ,~.T,, .f~.. JCD-30 l \
1 CD-2 i f ~ n STORMWATER POND \ \
1 VJ-.12 I ; j ~ ~ \ \ LT-8 I ~ ~
4 . . Il 1 EP-15 J r~ ~ . .
KP-4 ~ ~ ~ I t PA-5 8 /
't , ~ KP-5 • ~ LANDSCAPE RE UIREMENTS
_ - - LS-3 LS-1 LS-1 - ~ - - ~ ~4.' ~ ~ Q AR-1 ~
TPY ~ 2 CC-18 LS-1 / - - - B
ICC-1 C-18 LS-1 LS-1 LS-~- LI-2 ICC-18 ICC-18 CC-18 ~ I~ ~ AR_ STREETfARD/ SHOD REQUIREMENTS - a LS-1 ~
QPA1-1 I ~ ~ D } ~ } I -16 I CD-3 CORPORATION PARKWAY: 945 L.F. N ICC it
LR-30 ` ~-2 ~ a ~ ~ ` . ~ a ~ T I-2 6 TREE DIA. PER 50 LF REQUIRED ~ LS-2 VJ-7 945 L.F./50x6 -114" TOTAL TREE CALIPER REQUIRED (f) W
QL-4 i ~ i r CF-3 _ ~ + • o- + a o- a PROPOSED PT-5 EXISTING TREES EXCEED REQUIREMENTS FOR TOTAL CALIPER Z ~
MC-12 -,,3 . • VJ-12 ¢ + ~ + } • CC-23 ICC-18 5 TREES PROVIDED TO MEET MIN. SPACING REQUIREMENTS RErAI~ ~ a PROP JF-7 0 W
QPA-3 a a _ 12,000 SF OSED ~ ~ } } • • 8 OFFICE CD-3 NEW HOPE ROAD: 398 L.F. a U W ~ } OC Z
~ JF-8 a a o- a ' S8 ~ a a ~ • } 9,600 SF 6 TREE DIA. PER 50 LF REQUIRED Z LI-2 VJ-7 ~ ~ W W Z
1 3 4' 4 LT-1 QPA- + QPA-13 ICC-120 QPA-13 26 398 L.F.~50x6" = 48 TOTAL TREE CALIPER REQUIRED 3~ ~ QPA-12 14 ~ W 3.5 TREES PROVIDED ~ p
? CF- ZV-1 ~ P LT-2 Z Q ~m - / - _ _ V W H ICC-12 ICC-1 - _ _ _ NEW BERN AVE: 255 L.F. (SHOD 3 PLANTING) Z
F JUN-20 N_1 + ICC-12 ~ 62 ( - - PT-2. V 10 SHADE TREES N R Y
47 VJ-6 CC + JUN-20 ~ cc - ' a a 2 ~ & 6 U DE STOR TREES/100 LF REQUIRED Z ~ ~ W ~ a e +,~,Y~, 32 SHRUBS PER 100 LF REQUIRED ~ W W Z
32 CC + I LT-1 33 CC 68 ZV-1 I-3 LI-1 255 L.F./100x10 = 26 SHADE TREES REQ D. a, m ~W 68 58 t LI-2 CC-3 255 L.F. 100x6 = 15 UNDERST RY W / 0 TREES REO D. ~ Z >
+ JF- 48 66 + 68 33 _ JUN-~ ICC-18 ZV-5 ~ JF-8 _ m ll~ ~0 255 L.F./100x32 - 82 SHRUBS REQ'D ~ W
r ~ 68 • 34 CC ~I 1 } a QP-2 .0~ cc' + + } W W J I 1g NEW BERN AVE. 546 L.F. (SHOD 4 PLANITNG) Z =
vJ-12 = + cc AR-1 3 SHADE TREES & 4 UNDERSTORY TREES/100 LF REQUIRED W Z ~ +
cF- + / _ + • ~ + 50 SHRUBS PER 100 LF REQUIRED O
JF 6 + 28 T ~ 546L.F./100x3= 17 SHADE TREES REQ'D. Z /i 19.4' ~ RASS 546L.F./100x4= 22 UNDERSTORY TREES REQ'D. W ~
ICR-23 N_1 ZV-i + PK-4 ~ ~ 62 31 + TRIP PT-2 CARL R. GUTTMAN 546L.F./t00x50= 273 SHRUBS REQ'D p
JUN-2 JUN-2 + GRASS ZV-1 RASS / I BT-12 QPA-9 STRIP UN-2 TRIP - ~ vJ-7 v LOSS ZONED: I-1
SEASONAL + 44 JF-8 USE: COMMERCIAL NEW BERN AVE: 354 L.F• (SHOD 4 PLANITNG) Q 'RIP t 31 23 CD-3 3 SHADE TREES & 4 UNDERSTORY TREES/100 LF REQUIRED
~~ti~,~a~G~ ~ I + - 50 SHR P ~_I CC 3 LT-2 UBS ER 100 LF REQUIRED
QPA1-5 ~ 354L.F./100x3= 11 SHADE TREES REQ'D. UN-20 cc i PT-3 354L.F./100x4= 15 UNDERSTORY TREES REQ'D.
E + VJ-7 354L.F,/100x50= 177 SHRUBS REQ'D
+ •
4 LS-1 + ` JF-9 TRANSmONAL PROTECTNE YARD ~1
LS-5 LS-1 ~ ' + ICR-9 + + QP-2 582 LINEAR FEET (1 /2 TYPE D TPY, 18' AVERAGE WIDTH)
ICR-9 2.5 TREES & 15 SHRUBS/100 L.F. REQUIRED ~ 15 TREES 87 SHRUBS REQUIRED/ PROVIDED
I ~ ~ + LS-1 _
LS-1 7 ~ T C Ls-1 Ls-1 Ls-t ~ AR-1 -1 = ~ = TRANSITIONAL PROTECTIVE YARD ~2
_ ~ T • ICR- _ \ ICR-9 ICR-9 ICR-9 AR ICR-9 ICR-9 190 LINEAR FEET (TYPE D TPY, 35' AVERAGE WIDTH)
+ LI-2 LI-1 M BN-1 4 TREES & 19 SHRUBS/100 L.F. REQUIRED
~ ~ ff ~I~ LI-2 I 2 ~ CC-3 8 TREES & 36 SHRUBS PROVIDED } } + } ~
fi~ ~ ~ TRI-ARC FOOD SYSTEMS VSA SCREENING
- - - 'l _
BN-2 ZONED: 1-1 CORPORATION PARKWAY
- - - - - - - - - - - USE: COMMERCIAL 1 SHRUB 6LF OF VSA WITHIN 50' OF RIGHT OF WAY
* AR-3 ANGLES RESTAURANT 270 L.F 6 = 45 SHRUBS REQUIRED/PROVIDED BOJ
I PC-3 + + SP-41-02 NEW BERN AVENUE
1 SHRUB /61-F OF VSA WITHIN 50' OF RIGHT OF WAY 1 I AR-8 REVISIONS BY
VJ-23 CD-94 GRASS- I J GRASS 1-I-1 BN-3 AR-3 182 L.F 6 = 30 SHRUBS REQUIRED/PROVIDED 36 LI-1 PL-18 14 APR 2003
i PL-14 I PL-16 GRASS + VJ-35 V.S.A.: 604,860 S.F. (DEEM CNL) 8K~
QPA1-8 PC-3 v v ~ i 1 TREE/2000 SF & 1 SHRUB/500 SF REQ D 11 JUN 2003
i ----GRASS UN-18 _ -18 -18 - - - - JUN-18 BT-6 604,860 S.F. /2000 = 303 TREES REQUIRED (90% CD) DLH
+ I i I LT-1 604,860 S.F./500 = 1,210 SHRUBS REQUIRED lT-1 GRASS I c JUL 2003
F BT-6 N-4 JUN-18 C 100 UNDERSTORY TREES ALLOWED FOR VSA REQUIREMENTS IN LIEU OF CREDIT FOR EXISTING (PERMTS) SKO
PK-3 LT-1 PROPOSED i PK-3 TREES ALONG STREAM PER AGREEMENT WITH THE RETAIL a CITY OF RALEIGH ZONING/INSPECTIONS DEPT. 29 JUL 2003
a TRACT ID ICR-10 PROPOSED a 41 6,200 SIF 2' WIDE GRAS RIP (EXPRESS REVEW) $I(O
+ SIGN RETAIL 41 T-1 37 1 v i PROPOSED (TYPICAL RETAIL AR-1 NOTE: 08 AUG 2003
SEASONAL I 11,025 SF COLOR PT-3 J P 7 2 ~ 2 C 1 11,225 SF SEASON L CDLHI OLOR (DWO REVEWI
~o ,;r~, r~ •'I;;~`','~ 1. REFER TO DRAWING NO. C_7.1 FOR LANDSCAPE PLANT LIST AND DETAILS.
I
l~ + + + 2. ALL ABOVE GROUND UTILITIES SHALL BE SCREENED
aasn FROM RIGHT OF WAY AND ADJACENT PROPERTY.
-1-- 107 y
J " 0
LR-88
EP-115 LR-158 QPA-6 KP1-4 CC1-3 GRAS
QPA1-2 KP1-4 QPA1-3 CC1-3 CC1-2 AR1-3 J KP1-3
CC1-3 PT1-2 KP1-4 PT1-2 QPA1-4 CC1-4 CC1-3
QP1-2 CC1-3 QP1-2 KP1-3 CC1-3 QP-6 QPA1-5 DRAWN
KP1-4 AR-4 CC1-3 EP-89 KO CHECKED
i EP1-41 QP1-3 GPW/RPH
LR1-41
cc 1-3 NEW BERN AVE. U.S. HIGHWAY 6 NORTH DATE 31 MAR 2003
G SCALE 1f,601
546 L.F. 25' AV. WIDTH SHOD 4 PLANTINGS 255 L.F. 50' AV. WIDTH SHOD 3 PLANTINGS ''INGS 354 L.F. 25' AV. WIDTH SHOD 4 PLANTINGS 0 60 120 180 JOB No. RIBPCW
EXCLUDING DRIVE (EXCLUDING DRIVE)
SCALE IN FEET SHEET
LANDSCAPE PLAN. c 7
OF SHEETS

1 2 3 4
5 5 6
7
8
9 NOT ~S.
1 • ALL PLANTS MUST BE HEALTHY, VIGOROU PESTS AND DISEASE. S MATERIAL, FREE OF
++L~ ~'Lr+Nl~5 MUST dE CONTAINER GROWN 0
A LAPPED AS INDICATED IN THE PLANT LI R BALLED AND BUR Z 3. ALL TREES MUST BE STR ST. ~ F,.,
MEET ALL RE AIGHT TRUNKED AND FULL HEADED Y Q ._.I QUIREMENTS SPEGFlED. AND
eo TA ~ 4. NI ~ ALL P CAI CANTS L ARE NA SUBJE M E Q CT TO THE APP CO RovAL M M OF TH ON
IANDSCAPE E A ~ N ARCH T R AM C3~ I ECT Ac E BEFORE DUR er rubrum U ING, AND AFTER INSTALLATION. AR1 October Glo 0 ~ R 5. ALL TREES MUST ~ cto EM
BE GUY Acer ru ber GI AR ED 0 brum o KS R STAKED AS SHOWN October Glo Mo le DETAILS. IN THE ARF r r r m m October Glo Ma le 33 2" 10-1 '
n FI m 3 2 8&B SHOD 3 ^ 6. ALL PLANTING AREAS MUST BE COMPLET mn F m I 3.5" 14-1 ' ELY MULCHED AS C 6 B&B SHOD4 SPECIFIED. r i n n is 'F r 1 -1
7. PRIOR TO CONSTRUCTION, THE CON CC1 Cercis canodensis ' t P n F r t P n R
TRACTOR SHAL Forest Pon _ RESPONSIBLE FOR LOCATING ALL UNDERGROU L BE CD Cedrus deodora s Forest Pon Redbud ' ND UTILITIES AND CF Deodora C 30 X ~y SHALL AVOID DAMAGE TO ALL UTILIITES AND Cornus flarida der 6' min
ALL UTILITIES DURING THE SHALL AVOID DAMAGE TO Flowerin po 13 x B&B SHOD
COURSE OF THE WORK. THE wood g 8 mm B&B CONTRACTOR IS RESPO NSIBLE FOR REPAI 8
TO UTILITIES,. STRUCTURES SIT RING ANY AND ALL DAMAGE „ B&B VSA E APPURTENANCES, ETC. WHICH ~ OCCURS AS A R ESULT OF THE LANDSCAPE CONSTRU ~ '
8. THE CONTRACTOR IS RESPONSIBLE FO CTION.
R VERIFIING ALL „ , QUANTITIES SHOWN ON THESE PLANS BEFORE „ - 9. THE CONTRACTOR IS RESPONSIBL PRICING THE WORK. PK Prunus serrulata 'Kwa - '
E FOR FULLY MAINTAINING ALL nzan Kwanzan Cher o PLANTING (INCLUDING BUT NOT LIMITE PT Pinus taeda
D T0. WATERING, SPRAYING, PT1 Pinus taeda Lobloll Pine 11 2" m MULCHING, FERTILIZING, ETC.) OF THE PLATT 8 BdcB VSA ~
NG AREAS ANp LAWN L uercus laurifoha Dorlin ton Lobloll Pine 40 2 8 min g& N UNTIL THE WORK IS ACCEPTED IN TOTAL BY TH P Da ' 4 B SHOD 3 10. THE CONTRACTOR SHALL COMP E OWNER. uercus hellos rlm ton Oak 3.5 14 min B&B VSA
LETELY GUARANTEE ALL PLANT QP1 Quercus hellos Willow Oak 13 10-12 SHOD 4 MATERIAL FOR A PERIOD OF ONE 1 P 1 ~ TPY
()YEAR BEGINNING ON THE DATE Q A Quercus alustris willow Oak 0 t0_1 c OF TOTAL ACCEPTANCE. THE CONTRACTORS 7 & W HALL PROMPTLY MAKE QPA1 Quercus alustris Pm Oak 3.5 14-16 B&B ~ Z
ALL REPLACEMENTS BEFORE OR AT THE END TD T Pin. 84 SHOD 4 O PERIOD. OF THE GUARANTEE axodium distichum ~°k 2 10-12 B&B SH
1 ZV Zelkova Bald C ress 28 3, OD 3 ~ ~ 1. THE ARCHITECT SHALL APPROVE THE serrate Villa a Green g 5 14-16 B&B SHO 4 e
PLANT MATERIAL PRIOR TO IN STAKING LOCATION OF ALL villa a Green Z Ikova 2 10-12 B&B ST ETYARD x o STALLATION. 16 2 10-i ~ STREETYARD to M ~ 12. AFTER BEING DUG AT THE NURSERY SO B&B O o 0
B URCE, ALL TREES Shr LEAF SHALL IN u bs BE ACCLIMATED FOR TWO (2) WEEKS UND x ~ ^ ~
SYSTEM PRIOR TO INSTALLATION. ER A MIST T ris th n er ii 'n w
13. ANY PLANT MATERIAL WHICH DIES, TURN CJ Cle era Ja onica na ri n p M~+ S BROWN, OR Ep m r r a~ a DEFOLIATES (PRIOR TO TOTAL ACCEPTANCE Elaea nus Pun ens Cle era 1 "
PROMPTLY REMOVED FROM THE OF THE WORK) SHALL BE P1 I n Thom Eleo nus 42 „ n A C NT ~ W SITE AND REPLACED WITH MATERIAL P n n 264 24 n TPY
OF THE SAME SPECIES, QUANTITY, AND SIZE ICC Ilex rnuta Larissa I n 18 PLANT LIST SPECIFICATIONS. AND MEETING ALL ICR Ilex cornuto Rotund ri ° Holl 41 4 n SHOD TPY
ICS Ilex crenate Stoke a Dwarf Horned Holl 527 18 °n H 14. STANDARDS SET FORTH IN "AMERICAN s n
STANDARD FOR NURSERY Sto s Ja anese Holl 158 18 VSA STOCK" REPRESENT GUIDELINE SPECIFICATI r mmuni e r ssa n VSA
CONSTITUTE MINIMUM QUALITY R ONS ONLY AND SHALL Pr r ni 6 12 EQUIREMENTS FOR PLANT MATERIAL, ri 1 4 ant ACCENT 15. ALL SHRUB, GROUND COVER AND SEASO ~ ~ 1 on q
PLANTING BEDS ARE TO BE COMPL NAL COLOR ANNUAL „ NT
ETELY COVERED WI n MULCH TO A MINIMUM DEPTH OF FOUR IN TH HARDWOOD " 16. CHES. R i u n
rum recurvifoli m " LOCATIONS OF EXISTING BURIED UTILITY I R cant PLANS ARE BASED UPON BEST AVAI L NES SHOWN ON THE R1 i u r m r ecurve Li ustrum cant
CABLE INFORMATION AND AR rvifoli m Recurve Liu 300 „ BE CONSIDERED APPROXIMATE. IT SHALL B E TO strum 18 n SHO E THE RESPONSIBILITY OF 41 24" D A
THE CONTRACTOR TO VERIFY THE LOCATIONS n H ADJACENT TO THE WORK AREA. TH OF UTILITY LINES AND PY
E CONTRACTOR IS RESPONSIBLE " FOR THE PROTECTION OF ALL UTILITY LINES "
CONSTRUCTION PERIOD. DURING THE 17. SA Gro
FE, CLEARLY MAR undco KED PEDESTRIAN vier Per To AND VEHICU en~als ALL ADJACENT PROPERTIES MUST BEM ~ ACCESS , ,
THE CONSTRUCTION PROCESS. AINTAINED THROUGHOUT ru ~ I 18. DURING THE GROWING SEASON ALL ANN „
A HEALTHY, VITAL CONDITION THROU UALS SHALL REMAIN IN 4 12 o.c.
GHO De UT TH ten E CONST tIO PERIOD. RUCTION n Po nd P x Ian is
1 g• ALL PLANT MATERIALS QUANTITIES SHOW n CONTRACTOR SHALL BE RESP~NSIRI F „ N ARE APPROXIMATE. PC Pon a eri _ f h
~ nR •~'Mp cTr~ ~J4'~?Jf~~ Ji ~ ~ci b v ~'~c eretweed 111tNIN7Nh~" r,~nTIIV(, FiEUS AT SPACING SHOWN, ahdus .
2 0, c. Q^ 20. ALL DISTURBED AREAS ARE TOR Bullrush 781 Pr I ~ ECEIVE 4" 2' o '~i' OF TOP SOIL, 745 •c• ~ Q~ MULCH, AND WATER UNTIL A HEALTHY STAND Pr I
OF GRASS IS 2 o.c. r'~'~ NDS OBTAINED. THIS IS EXCLUDING ALL LANDSCAP ~
ED ISLANDS AND = p ENTRANCE AREAS. ~
21, REFER TO WALMART SPECIFICATIO a ~ NEEDED FOR IMP NS FOR ALL INFORMATION ~ ~ X CEMENTATION OF PLANTING PLANS. o
d ~ DETENTION POND PLANTING SPECIFCATIONS ~81103~' ~ 0•y
y ,d 1. PLANTS WILL BE ~ ~-S ~ INSTALLED OVER THE SHALLOW P " W~
IN DEPTH NORM ORTIONS <6" ~„w ( AL POOL) OF THE WET POND.
7 ~ q d3 2. PLANT MATERIAL IS TO BE MAINTAINED IN
ENVIRONMENT UNTIL PLANTING. COOL, MOIST
3. LIVE PLANTS ARE TO BE INSTALLED BY HAND
PLANTING BARS (DIBBLE BARS. USING TREE
4. LIVE PLANTS ARE TO BE INSTALLED SO THAT AT (OR SLIGHTLY BELOW SOIL SU ROOT COLLAR IS
I RFACE (NOT SIGNIFICANTLY OR BELOW GRADE). ABOVE
5. PLANTING HOLE WILL BE OPENED BY TH PLAN PROPERLY PLACED VERTIC E DIBBLE BAR, PLANT EXI
( ALLY, WITH ROOT COLLAR AT APP STING GROUND ELEVATION) AND THE HOLE WILL BE CLOSE ROPRIATE
I SPACE AROUND ROOTS D COMPLETELY (NO AIR 6" 2-PLY RUBBER WITH DIBBLE BAR AND FOOT PRESS HOSE
LIRE. DOUBLE STRAND 1 6. LIVE PLANTS SHOULD NOT LEAN MOR COVERED W 2_p Y GAUGE WIRE
D E THAN t0 DEGREES FROM p~~D L RUBBER HOSE VERTICAL, ~ , ~ UORESCENT ORANGE
CUi BACK LOPE ~ WHITE FLAGGING (TYP. 7. ALL ROOT PARTS MUST BE IN GROUND. TO PROVIDE ~ ~
~ THE Q A FLAT SU 'ACE E WRAP
e• PROPAGULES (DORMANT RHIZOMES, ETC, WILL FOR PLANTIIG ~~~~~~1
BEP Z HAND 1 2 INTO 501E SUR ) CANTED BY 4 INCHES MULCH FACE WITH VEGETATIVE PORTIONS OR 1 4 INCH DEEP a BUDS) FACING UPWARDS. ( SAUCER "J J
Z 8' STEEL TEE POST
~ ~ ti7 9. PLANTING WILL NOT OCCUR WHEN SOIL C ONDITIONS ARE NOT a BACKFlLL MIX
CONDUCIVE TO PROPER INSTALLATION (E.G. FROZEN GROUND). Z
i 10. PLANTING SH OULD OC ~ UNDI O W Q CUR DURING THE PERIOD FROM MARCH ~T~a STURBED SUBSOIL
I 1ST THROUGH APRIL 30TH. ~ ' ~ ~ U
REMOVE BURLAP ~ Wa FROM TOP 1/3 OF TH PE
E BALL O ~ NOTE: SEE WVDSCAPE NO ~ Q L O
TES FOR THE TYPE OF MULCH V W ~ MATERIAL T I~ 0 USE. V Z ~
• Z ~ W3
T LAWN R SE E W EDIN P GS L HA A L N L TI BE N AT T G HE O
N S OP FOLLO N. Z WING RATES: T.S. Ln
W eW PER 1000 S.F. OF LAWN AREA; Z'
3
3 LB W S. TURF TYPE FESCUE "TYPE A" Z,'
E 3 CBS. TURF TYPE FESCUE "TYPE B" W
(TWO DIFFERENT FESCUES T 0 BE SELECTED FROM , o J V
VARIETIES RECOMMENDED FOR PR 0 OJECT AREA) 0 Q
1 LB. KENTUCKY BLUE GRASS 00 G
0 0 (~0 Uee 2" x 2" x 6' hardwood ttoke
Op 0 ° 0 o wire encored In rubber hots t and ~9
0 0 o when needed or oe dlrec for ttakln9 ted by architect.
~ Use tree wrap up to first whirl of
op 0 on trees above 1-1 2" branches . o scaldin , ~ caliper to prevent
QOo ~ g
p. ~ ~ To promote aeration and percolation ' a o1 heavy eolle. plant ..!n
l+vvve existing - grade as shown. a
o~ well Backfill mixed. attar with 80x parent ma
decomposed organic m material and 20X by volume
Provide 6" minimum of backfill on each
side of rootball to promote rapid re- establishment.
Provide an earth saucer for water retention. i I
i
Minimum 4" thick diameter circle or pine straw in 5 REVISIONS
F an shown on lane, BY p 29 JUL 2003 Sco
TREE Ps N NG
I W
To promote aeration and Percolation
• heavy soil, plant rootball in grade an shown. ° existing
Provide an earth saucer for wat retention. er
Backfill with 807. parent material
decomposed organic material and 207 by volume well mixed as approved by the architect.
Provide 6" minimum of backfill on I _ each side of rootball to promote rapid reestablishment.
Provide minimum 3" thick pine straw in 5'
wide planting bade or as directed on plena. SHRUB
G PLANTING DRAWN sKo c PW
CHECKED
GPW
DATE 11 JUN 2003 (90X CD
SCALE
JOB No.
PJBPCW
SHEET
LANDSCAPE DETAILS ¦

6 ~
1 2 3 4 5 8 9
\ \ \ ~ ~ \
GENERAL NOTES v v ~ v ~ ~ ! v v y ~ ~ ~ ~
y 1\ \ \ \ ~v y v y v I v
1. ALL MATERIALS AND METHODS OF CONSTRUCTION SHALL BE IN ACCORDANCE WITH CITY OF RALEIGH AND THE STATE OF NORTH CAROLINA STANDARDS AND \ ~ \ ~ ~ ~ ~1
SPECIFICATIONS. ~ 'v , V ~ ~ A I~~
2. CONTRACTOR SHALL HAVE NORTH CAROLINA ONE CALL (1-800-632-4949) ~ v~ ~ ~ v i, A \ \
LOCATE ALL EXISTING UTILITIES PRIOR TO BEGINNING CONSTRUCTION. PROVIDE DIVERSION Z I N \ ~ 1 ~ \ I \
r ~WA'_F IN~4LLY IF 3. CONTRACTOR SHALL VERIFY THE LOCATION AND DEPTH OF ALL EXISTING REQUIRED .Y IF ~ i i i ~ { A ~ GRAVEL AND RIP-RAP ~ ~ \
A UTILITIES AND NOTIFY THE ENGINEER OF ANY DISCREPANCIES OR CONFLICTS i } 1, ~ I ~ 1 ~ \ ` MPORARY~ RStf)N _t- FILTER BASIN 5 ~ I I \ ~ 1 \ \ \ ~ ~ ! ! to r ~ ~ ~ LE ~ _ ~ i N I \ MCI
PRIOR TO BEGINNING CONSTRUCTION. I I i I - ~
4. BOUNDARY AND SURVEY INFORMATION IS TAKEN FROM A SURVEY BY INSTALL SILT FENCE C~NTR~tCT S L 0 IpE \ ~ ~ ~ ~ \ 1 RAV ND RIP= ~ ~ •ENCE A DITIdNAL SONS U IONS ENTRAN S / ''J ~ EL\ NEW SILT FENCE WITH ~ / ~
K N CLOSE INC. GRAVEL & RIPRAP HORSESHOE REFER TO SHEET C-8.1 AND E ~ GRAVEL & RIPRAP FILTER BASIN ~2 FILTER BASIN ~3 8.2 FOR IMPROVEMENTS IN _ _ACROSS PIPE ONCE ONCE ~ ~ , , FILTJrR N #4 ~ TREE PROTECTION SIGNAGE / ~ ~ \ ~'.T~~ _LED AND A . COfQPORA~ION R AY ~~S \ , r\` ~ ~ ~ ~ I / ~
DISTURBED AREA = 2.4 AC DISTURBED AREA = .92 AC ~ CORPORATION PARKWAY PIPE IS INSTALLED AND 5. ALL CONSTRUCTION SHALL CONFORM TO A.D.A. STANDARDS. ~ {,DRAINAGE AREA = 2.4 AC BACKFILL BEGINS \ , ~ DRAINAGE AREA = .92 AC CdMPLE~ED AND EXIT. ~ ~ ~ ~ ~ • (TYP CAL) ) ~ \ A NS ~ 1~ ~ / / ` / \ ! CROSS-ACCESS, DRIVE. IS EMOVf`D AS \ ` \ r'~ / ~ / ~
MIN. -VOL. = 2.4(1815) = 4,368 CF ~ MIN. VOL. _ .92 1815 = 1 670 CF 6. SEDIMENT TO BE DISP05ED OFF-SITE. ~ ~ \ ( ) , l ~ REgUIRED~,TO PREVENT\MU AND ~ ~ ~ ' ~ ~ ~ \ ~ ~ h° NEW TEMPORARY GRAVEL \ r I ~ \ ~ A
~ \ \ \ , \ USE 27'x 54'x 3' DEEP PIT USE 17 x 34 x 3' DEEP PIT ~ ~ _ _ ; / 1 + v vV A' BERM ELEVATION = 288.0 - 4.5 ~ ~ / / DEDRIS FROM BEING DE SIT ON \ / \ Il\ ~ ~ \ ~ / CONSTRUCTION ENTRANCE / \ ~ \ f r THE PUBLIG~ STREET. \ \ , - ~ ~ BEGIN AT EDGE OF EXIST. ~ ` ~ ~
l ~ ~ A VAv A V - _BERM ELEVATION - 26 / i v ~ 1 1 ` ~ ~ ~ m / ~ v v \ / l~ ~ v 1 ENT) a i A n
I ~ l \ \ - ~ I \ ~ ~ fC}t DAM ` - -~1--=. 1 / I _ /
I I v
1 V 1 FEN~~E ONCI` _ _ ~ 1 - - - _ s ~ ss _ v 1 - ~ ~ 1
I l ~ \DITCHIS RFMO U =J 1! , . _ ~ ~ ~ - ss ~ _ 6 i 0 _ - __m
. _ _ _ r ~ ~ I I j 1 ~ ~ mac. ~ I I \ ~ ~ ~ ~ } • ~ - ~ o •
~ _~>_~~r+r~ s..a • - _ .mac _ _ - = 1 _ 1 . ~
~ ___.y a:. ~ _ \ ~ ~ , 15 RCMP , i \
\ ~ I - 28o-L~"~~. 280.' X15" RCPT A I I 7 ~ i~'~~• li'~ +1\ ~ V A i v ~ ,_~0 RCS ~ ~ ) . \
NEW SILT FENCE WI H TREE ~ , f \ ;t . , ~ ~ = ~ 1 ~ ® u. ~ ,
\ \ ~ ~ 1 FRCP ~ \ ~ ® :._t. i i . , ~ _ . - ,,L;:.:ywx. . _ 7 „s.~ , + PROTECTION SIGNAGE \ \ \ y ` ' _ _ - • _ . 1 ~ - - ~ _ \ ! = ` 1 INSTALL TREE PROT CTION FEN AN I T M-~ m ~ ~ ' ~ ~ , , - - E CE D S LT FENCE WITH TREE PROTEC ION
i ~ . ~ 55 . + - \ ~ \ I SIGNAGE. CALL FOR ON-SITE INSPECTION BY ZONING INSPECTOR. ao Wo+ - ~ . ~ ~ I '
P ~ \ ~ - - ~ ~ ~ - - ~ _ ~ ~ ~ ~ e Ro i L, SEW TEMPORARY ROCK ~ \ ~ C ~ o \ ~ ~ ~ ~ .~51 k ; - c C' - ! a..,. S° ~ ~ ~ l ~ ~ ~ CHECK DAM ~ \ I~ 2. IF APPROVED, OBTAIN GRADING PERMIT. _ PORARY ROCK I ~ NEW CL. B EROSION
~ \ o _ _ _ ~ ~ ~ v v \ V ! \CONTROL STONE APRON ~ ~ ! I t ~ ~ \ \ I 3. INSTALL INITIAL EROSION CONTROL MEASURES INCLUDING GRAVEL CONST.
~ 1 ~ \ ~ \ ~ ~IN. 32'Lx12'Wx22"TH) ENTRANCES, GRAVEL AND RIP-RAP FILTER BASIN 1, 2, 3, 4 AND 5 z5° i \ ~ \ \ \ I ON `GEOTEXTILE FABRIC # # # # #
. v~--.~-- ~ I , \ ~ RISER BASIN #6,#7 AND #8, ROCK CHECK DAM, INLET PROTECTION ~ ~ --6==~ r•'\`~ 1 i T \ ~ \ ~ \ ~ \ I ~ SEDIMENT PIT, SILT FENCE AND TEMPORARY DIVERSION SWALES. INSTALL
\ . \ 1 ~ I 2 ~ ~ 1 I c,, ~PHBX 1 Ll/ ~ ~ ~ i l , y ~ \ i - Er y } / ~ ; i \ ~ i,'~ ~ • _ RISER BASIN FILTER - PERMANENT STORM DRAINAGE AS SHOWN ON DETAIL AT RISER BASIN 6, l,/ / ~v~A ~ ,r A } 1 ~ ~
~ s ,l_ ~ \ V ~ I i ~ ~ wz.,~., \ \ 7 \ ~ l / ~ _ .1 \ ~ I \ } l I \ \ \ ~ (REFER TO DETAIL FOR ~ ,AND ~8. \ ~
~ \ ~ v v v \ v .._,r.. I ~ ~ . Av i/ , i/ \ ` ~ \ \ \ \ / \ \ \ I \ 1 ELEVATIONS ON DWG. \ ~r~\ \ i ? } ~ r N 4. CALL 890-3453 FOR ON-SITE INSPECTION BY CONSERVATION INSPECTOR. v ~ 1 ~ \ ~ A 0 C-3.2)
_ ~ I + 59 ' \ _ - / ~ ~ ~ i ~ 1____ 1 a~ _ ~ ~ IF APPROVED, BEGIN CLEARING AND GRUBBING. . , _ ; +
~(r~, t 60 - ~ 38•• V` ~ ~ ~ ~ \ t i ~ u ~ i I i ~ ~ ~ RCP ~ ~ / ~ y. \ i i J r_ ~ Q1 \ \ 'LP a ! ='v ~ . v 5. MAINTAIN \ DEVICES AS NEEDED. GRADE SITE. INSTALL STORM DRAINAGE AS 1 W F D 01 0 LOOD HAZAR S LS \
~ \ V \ ~ \ i~ - w V~:..._-~- ~ I it I ~ I ' _ - . - . \ 1 \ a • SIT I E S BROUGHT UP TO GRADE. PROVIDE IN PR 2 LET OTECTION AS SHOWN RcA ~ I ~ BM 1988, PG 1363 12° P \ ~ \ ~ ON THE PLAN. DIVERT STORMWATER_TO PROTECTED INLETS.. FILTER. BASIN
\ \ v I I v ~ f.... ~ v w 12 1 ~ - A O ~r I i ! AV ~ `^----~90 A I ~ I ~ I ~ ~ ~0 9 IN. RCP~~ \ \ `V AV (TYP. EA. SIDE) ® 2.O .:M ~ , _ \ \ / #i,#2, AND #3 AND RISER. BASIN #8 SHALL BE REMOVED .ONCE ALL
j o ~T A \ §,r\ ~ ~ \ ~ \ I I I~ ' ' ~ ~ ' / I ~ ~ _ _ 1 - • ~ ~ - ~ \ \ / STORMWATER IS DIRECTED TO RISER BASIN 6 AND 7. RISER BASIN 8 \ - # # #
a ~ ~ ' ~ " RAVEL RIP P FILTER BASIN 1 1 I I r` ~ ~ ~ ~ 1 I ~ ~ 1 ~ ~ ~ i +,~y ~ ~6t R~ - # i l l I i A ~s ~ ~ V ~ I ~ 1 ~ ~ STURBEb AREA1- 1.25 A~ ~ , ,I I i,. ~ I ! ~ . ~ ~ ~ I ~ ~ ~ 1 V'+ \ ~ ~ \ \ \ \ i SHALL BE REMOVED ONCE STORM DRAINAGE SYSTEM TO IT IS OPERATIONAL ~ \ ~ Wc' 62 i } \ \ I ( AND STORMWATER IS DIRECTED TO PROTECTED INLETS AS ALLOWED BY
~ ' " + D, INAGE 1AREA ~ 4.19 AC \ ~ I~ I I I I i V \ ~ 1 ~ ! i . 1 ~ ? ~ ~ i PVC I IN = 265.18 j \ \ ~ 1 i "`D ~0 MAN ~ ' ' \ \ \ ~ \ t l ~ CONSERVATION INSPECTOR.
i. ~ - F ~ ~~~II ~ / ~ ~ _ A 1 ,iIi~ Till I I t 1 i ~ 12 \1 ~ 1 Mil. VOL. 1.25(1815) - `2,269 C ~ ! , ~ I ®2.OS~ M~1~, ~ NEW TEMPORAR DIVERSION \ ~ ~ A \ v v o ; 1 ~ \ ~ ~ OA . } S o 36" RCP \ \ ~ 1
~ i ~ U E 19'x 4b'x 3 ~pEEP PIT ~ ~ V \ _ 1 I , i 1 ~ ~ i ~ J I ~ / - 6$.0 { ~ ~ ~ WALE. ADJUST LOCATION AS - ~ ~ ERM ELEV TION 284.0 I 1 ' ! / ~ ~ ~ I i I i I ~ ~ y I INV = 264.9 S I I \ \ ~ ~ O \ ~ } \ ~ 6. BEGIN BUILDING CONSTRUCTION. \ ~ 60" RCP ~ \ \ ~
i I ~ I I ! l \ \ „ I I ~ ' ! ~ i A; / REQUIRED AS % ITE IS ~ i I ~ _ _ ~ \ , , I , l ~ I ~ , ~ A~ BROUGHT UPS TO GRADE i ~ u \ \ ~ ~ N N 7. STABILIZE SITE AS AREAS ARE BROUGHT UP TO FINISHED GRADE WITH `^~~Y +,,~Pf ' a ;
~ { , ,j;_ ~ I $ ~a V EW CL. B EROSIO VEGETATION, PAVING, ETC. yep u~~.~i~r "s, ~ ~ \ \ \ ~ CONTROL STONE APRON ~~E,~.. ,<<1,~,• A., .
+ + (I v ~ ~ ~ M i i NEW SILT FENCE W T'~EE TEMPORA DNERS~ON ~ I ~ ~i~l i ~ NOTE: REFER TO STORM ~ \ ~ 11 BERM: 249.0 ~ ~ ' ' ~a;#' ~ ' ~ \ ~ \ (MIN. 40 Lx15 Wx22°TH) 8. WHEN CONSTRUCTION IS COMPLETE AND ALL AREAS ARE STABILIZED o. O
i~ 11`~' ~ ~ ~ f " ~ Av \ ~ i ! ' f ~ i I i ~ ~ ~ AI SH PROTECTI N SIGNAGE TYP ~ SWALE I ( DRAINAGE DET L EET ~ ) , ~ I ~ SITE 3.4 FOR PAD PREP ~ ` ON GEOTEXTILE FABRIC COMPLETELY, CALL FOR INSPECTION BY CONSERVATION INSPECTOR. r V ~ ~ ~ V ` ~ •
~ I I I i I ~ A ~ ~ P;' ~ ~ TEMPORA GRAVEL = , j~ I ~ r~ ~ 7 ~ \ ' I I I l f I i I I / ~ ~ NOTES ~ ~ ~ ~ 9. IF SITE IS APPROVED, REMOVE TEMPORARY EROSION CONTROL MEASURES \ V ~1 6~~ °1 ` ~ ~ VA V A.
TI NTRANCE r ) v i 1 w~i I I I~ L 1 l ! ~ ~ \ A CONST CONE ~ I ~ , ~ v ~ I ~ I , I , i i , ~ 1 / ~ - ~ ( _ / , , , ~ ~ ~ i ~ ~ ~ ~XIST. DRIVE 0 REMAIN ~ ,x~ V e ~ ~ _ ~ I 1 ~ I ~ ~ ~JNr~i rr}ACOR ri,ON \ ~ + ~ ~ ~ AND SEED OUT OR PAVE ANY BARE AREAS. ALL SEDIMENT SHALL BE ~ ~ ~ ~ ~ ` ~ • \ REMOVED FROM THE WET PONDS AND THEY SHALL BE GRADED A5 SHOWN
1, C _ - ~ ~ ,goo ! ~ ~ ~ I F ~ ~ A i i Ni0 ~ ~ ~ ~ i ~ I ~ ~ I I~ i ~ / ~ARKWAY I -.OMEN TO SERVE ~ ~ ~ AND SEEDED. •,9 •.,CIN~ r i i \ ~ ~ z ~ vv ,
i' i c i j o i' I I I i I i ~ I \ ~ I Ah~ I f ~ v ~ ~ I ~ ~ ~ 'ADJACEN PERTY + i } ~
\ r ' ~ ~ r;1 a1., , v~ A - ~ I i! I I f ~ i I I ~ r ~ 1 r..~ti ~ 1 I r ~ e ~ • . , ~ • \ \ . 10, WHEN VEGETATION HAS BECOME ESTABLISHED, CALL FOR FINAL INSPECTION ~ ~ Q 7 I ~ ~ ` ~ BY CONSERVATION INSPECTOR. / NE L L ~ \
\ ~ / ~ 14 A ~ \ \ II ~ ~ i ~ I I i : x ~ / / kl ~ / } ~ ,
i r I~ ~ t ~ I Iii ! l I -r ' ~ \ i,~ I ~ ~ ~ ~ r NEW CL. 8 EROS N TOTAL DISTURBED AREA: 36.8 AC f ~ CONTROLS NE APRON
_ ~ i i i. ~ i ~i ' i t i i \ ` 15 RCP ~ i' i~ V ~ I ~ . ~ ~ I i t, I ~ I I ~ , I l ~ i I ~ ~ ~ MIN. 21'Lx12 x22'GH I i 5 ( }
~ \ : ~ ; ~ I . r , I I ~ V ~ ' ' I I ~ I ~ I I ! P ~"RC~'~~ ~-~..°"°~"~gL-~iART ~ NEW CL. B EROSION , ~ 11 Iii , I , ° ;4 i ~ I l ~ ~ i ~ ~ ~ i I I . 1 SION a; ~ I ~ ON GEOTEXTIL FABRIC
~ / ~ ° ° ~ ~ ~1PERCENTER CONTROL STONE APRON \ r ~ I m o I. 1 1 1 11 I I I I f~EMOV~ V / J I ' 1 1 I° . I - _ I - ~ m ~ i ! ll ! , l ~ I I i i ~ ~E = 2~2 0 (MIN. 20'Lx7.5'Wx22"fH) APR N ~ o ~ & l i'!. ~ 1 \ O ^ ~ _ ~ ~ ~ ~ ~ \
~r v ~ ~ i ~ I I} i ~ y ~ I," I i I I I I I~ i~ ON GEOTEXTILE FABRIC FABRIC / / ~ ; l;~•.... r ~
\ V ~ 13 i I i I~I~ ~ r V~ ~ 1 \ ~ ~ lil i I~ ~ I,~ I i ~ ~ r~~ ~ ~ , / 4 ~ .:.~~1:..... J: ~ F ~ v ~ a NEUSE BASIN NOTE
~V PROVIDE BLOCK ~ ND GRAVEL i i ~ 1, v I i t ~ v ~ 1 1 1„; I~ I I; ~ I~, + N TEMPORARY VERSION v\ ~ w ~ i~ 1 i i I 1 i I i t.~ ~ 1 ~ (VERSION . , , ~ _ _ ~ a2" RCyP ~ ~ ~ ev \ 00 ~ . ~ ' i )1 y
v ~ INLET PROTECTIO FOR A is I I i ~ ~ ~ M I ! ' V ~ i / i ~ I, I I ~ ~ ~ ~ , ~ ~ i I I ~ SW LE. ADJUST L ,CATION AS \ ; ~ INLETS UNDER C NSTRUC ION I I 1 I i ; ~ i le f I I I i I I ~ ' ~ ~ \ REO IRED AS SITE IS . CATION AS i _ i ^ of \ ~ THIS PROPERTY IS VESTED FROM THE / / ~ ~;E,-, i r a--.~- RISER BASIN FILTER 7 REQUIREMENTS OF THE NEUSE BUFFER IS
V I ill s li ~ I III III {I ~ ~ I ~ 1 HT UP TO RAE \ v 1 1 1: A ' l l l i ~ I I I I 1 I ~ BRO ~ D GRADE r oe ~ ~ ~ • ~ • ~ • ~ ~ , / ` ~ \ ti (REFER TO DETAIL FOR RULES AS INDICATED IN THE VESTED
~ v v ~ ~ ~Il l 1, ~ i \ I w i. I ~,I~ I ,r 1 i A 1 11111~,1~ l; i ~r; !,II ~ ! I / . ~ , - ~ \ \ E~.EVATIONS ON DWG. RIGHTS LETTER FROM NCDENR DATED _ \ \ \ N0. C-3,2) FEBRUARY 14, 2003.
i _ _ ,,i, y _ ~ I \ GTCN 8441N ~ I i ~ ~ \ 297.11 / ~ i I / i i I I ~ ! ~ I ~ i ~ ~ ~ I , y ~ DO NO DISTUR STREAM STREAM ,,j,•?••.• f ~ 1~ • ~ ~ v i \
our 2as.~s ' i ~ , ! , , 'III I ~ { I , AREA P ST THIS; POINT POINT as J 4;i ~ ~ ~
. Ir" - ~ ~ V ~ ~ \
~ !I ~ ~ 1~ ill h I ~ ~ ~ ~ ~ ~ a / ~ ~ A I I ,y ~ ~ ~ ~ ~ 'i I I { ~ I ~ V i ~ I 7 ~ ~ ~ ~ ~ ~ W OSION ~ i ~ ~ 1 ~ ; f , I , ! I i i v NE CL. B ER r--. i ~ ~ A A ~ I,,:, _ Il+, Il, - ~ ! ~ TROL STONE APR l 4 t ~ i i1 A A~
. t ~ a t, , \ ~ ~ ~ ~ I - ,.1 ~ J !1 . I Iii %'II II I i~ ~ ~ ~ ~ I I, \ V ~ r ~ ~ : A / i ~ I (MINM 32 Lx12bV,ti22"TH) / ~ / ~ ti ~ \ \ FINANCIALLY RESPONSIBLE PERSON/AGENT 1 • • ~ ~ / I .RcP So \ \ ~ Z
PP i ~ 1 1 A r ~ ~ ~ i ~ I 1 l~ ~ ~ 1I ) ~ ~ J ; ~ $ I ~ ' i ~ 1 I ON GE~OTEXTILE F IC r: ' 't l w ~ r r 3 ~ \ t 1 \ ~ d ~ , . r i ~ - - -
N i i 1 A 1 CUY 1 V I ~ I i~ i! GiCH 8~ i A I ~ ~ + - ~ ~ ' _ ' D ~ ~ ~ ~ _ 2A1 as ~ I 2 ~ ~ 7 roP '8~.~ ~ ~ - PRIV TE ACCESS EASEMENT - i 50 - ~ , ~ 1. Person to contact should sediment control issues arise during land-disturbing activity. (n
IN - , ; F ~ , ~ ~ ~ ~ i~v o~ 2ass5 r~ DB 4425 PG.499_ ...1 N ' 1 ' _ 1 _ _ ur 2es•2a ~ i so-, \ /r • ~ + ~ ~ 0 254 ~ , i / > _ ~ ~ ~ ~ ~ ~ ~ + ~ 19 A
~ DB 4365. PG 639 ' a > ~ ~ ; . ~ . i I ~ o , ~ y o ~ se N~ ~ Name: GUY SCOGGIN Tele hone: 865-522-7785 ~ W _ ,
` B 4515, PG f Sk + ~ f - A ; ' D 7796,E 296 " ' ' _ ~ ~ ` ~ ~ / / f ~ i 1 ~ i ~ ~ b ` _ A 1 15. R ~ 0 x a ~ ~ \ 4 0 0 U 26 \ ° ` ~ ~ • ~ ~ ~ ~ ~5' 2. Person (s) firm (s) financially responsible for the land-disturbing activity. 0 W
C..-- ~ r / ' BM~988, PG 1,509• " •Y' ~ I ~ ~ _ , ~ \ ~ ~
h / k ~ / I _ ~ ~ V A \ _ _ _ • ~ ~ _ } `v % \ COMMONWEALTH NEW BERN PARTNERS, LLP ~ Z ~ l ~ ~ 6^ ®iL MIN. i _ , 48 ~ s ~ ~ ~ ~ \ ~ W W Z Z
- i ~ Nome of Person (s) Firm (s) ~ t , i ~
~ - _ ~ l~ _ - ~ ~ ~ ~ p, ~i 6 V ~ \ 1 i.Vv ° ~ v 0 Q i ~V / ~`i 500 HENLEY STREET SUITE 200 -SAM - ~ Q ~m
1 3 r r 7p --.-1 ~ \ ~ ( I \ ~ ~V I } d i i` I ~ ~ \ Mailin Address Street Address ~ ~EraL v ~ ~ v g V ~ w~ F , ~ " BROPOSED~ \
~ ~ / \ i P ~4 I \ !I I _ `k d I ~ i ;-INV IN ° I rx~ 263.0 - --a Z ~ ~ Q.W i°n - RCA ; / OFFICE.' ~ n ~ 1 KNOXVILLE TN 37902 -SAME- CZ ±I a FF ~ ~ ~ ~ WW J
f \ 15` RCP ..i -r r -f- SW - - / 4 , o- ~ ~ I a a t E 763.0 ~ City State Zip City State Zip ~ m W= j ~ A \ ;l ~ v \ / ' W
~ . t I I A V 0' I / ~ k } v . ~ ~ > F.
~ - - ~EOP ~ R~MO ( \ ~ ~ ~ \ oe - a-- -f - ~ I 4 'i i ~ ~ 9s 90 ~ v 1 o I A NfVY TEMPORARY G V{-~ ; y~ ` ~ ' i ~ ~ ° - „ } \ 3. Appointed Agent to receive any notices, process, or le°din in °n action or le al ~ I I ( ~ ~ ' i L-~~. ~ T~ r--~ ' ..L="` C=7°~C` ' • - roceedin arisin out of an matter relatin to Ralei h Cit CodeYCha ter g W ~ W
~ , I I ~ ~ - - i ~ ~ CONS UCTION ENT i i - y? C_~ ~ TIC 3~ I f•,J/ P 9 9 Y 9 9 Y P art 10. Z ~ 3
I ~ _ ~ _ _ _ _ ' u.. I , ~ - I_ _ - 4 ' i" -38" RCP - ~ ] R - $I/ ~ e I Cp } ~ ~ b / d ~ ~ ~ W Z a , } , 11, _ _ EuzABETH w. voLrz Z O
i I ~ , / 0 30' CF ~ ~ ~ ~ k~ i (I i I ~ o i , > > - - - - `MCP E ~ I ~ ~ ~ ~ za' ~ Name of Individual Si nature of A ent ~ ~ I j , I II / ~ 23 CP ~ _ _ 15" RCP + A 9 9
/ r I ( ~ W / / 1i ! ~ o I KILPATRICK STOCKTON LLP 919-420-1700 ~
, , ' ,rJ ~c2 ! _ e 15" RcP - ~ } ~ Place of Business inside the Gty of Raleigh Business Telphone i ~ ~ ;
I I~I ~ - -Q - ~ ~ I ~ „ , / -
iI u r ~ ,.C. `t~ r .r I ~ 2so ~ ` ~ ~ ~ ' \ ~ ! r ~ ' ~ '~±SER IN" 8 ' ~ ~ - / - . - - - - z \ ~ - :ter ~ ; T _ _ _ , i ~ / J(REJ~R T ETti~ F . i r 8 ~ ~ ' J-- ~ ~ r k ~ s~ ~ ~ _ ~ _ ~ _ ~ 3737 GLENWOOD AVE, SUITE 400 RALEIGH, NC 27612 - LrL
I x.- , - ~ ~ i / ~ t ~ r , r~ A A \ ii ( C / ~ ~ ~ '°ELfVATIp(JS D ~i f tirt F . i = ~ - Address ~~;D ~r ~ ~
E I 1 ; 1 la°RCP ~ 5 / v ~ I~: I ~ s:, / I ~'I ~ / k O 1,I 11 / + i ~ NEW MPORARY DIVERSION ~ Complete the above and adhere to cover sheet of erosion control plans. This does not
/ s' i - 1` 1- a ~ ~ i ,1 w / J ~ / ) l ~ I ~ j ! / I)/ 11l ~ ~ i ~ \ SWA .ADJUST OCATION AS ( } ~ take the place of ° complete financial responsibility form. A completed form must be
--~f 1 1, t. ~ a; , ~ / I ~ ~ R UIRED AS ~ E IS }1 / filed with the Raleigh Inspections Department prior to issuance of permit, 1 26Q ~ OUGHT UPi TO DF<'~ /
z, ~ , / / ~ t~ ~ ~ i I ' i +
BENCH MARK ~ FIRE HYDRANT / ~ \ ~ _ i ;2 / r - 24' RCP ~ I NEW SILY FENCEi EE \ ~ I ~ o I ' } \ 1
TOP PAINTED FLANGE BOLT \ / $ . ~ • • ~ ` - ~ / I 1 r / / ~ \ - - ! N PROTEG'fION SIGIJ ~ (TYR) ~i - , I 1 ti I I }
ELEV=297.53 A R . ~ k . J~ / ~ / ~ ~ ~ 1 % ; ~ ~ v ~ ~ ' I `~+IESE ' OPQSED ENT ANCES ~ i NEW BENCHMARK WILL NEED ~ o \ " J - - ( ~ --ARE-170 •6 USER AS . • _ _ , i ~ i i ; SURVEY LEGEND _ -
ti - ' ~ ~ 2'~ R>rw - ~ - - _ ~ / ~ • N~1N TEM RY SILT ~ TO BE ESTABLISHED A ~ ~ ~ ` ~ _ - / \ I , ~CONSTR ION - S - . ~ u - _ _ r-- %'i: ~ F~N NG TOE= ~ ~ ~ + , : ? - J' ~ OHSUPL)-OVERHEAD SUPPORT LINE
AT ANY 01N'T flUBTNG ' - ~ ~ : ~ ~ / / - ~ , \ ~ \ '~~~~v ~ _ _ ~ /(TYP. E,<t:' SIDE / , ~ ~ _ , ~ , ~ 3 ~ i ,I ~ CONSTRU TION . . - _ - _ i P P SU SU PO.T OLE i; ~ " WM =WATER METER
- 1 ~ ~ i - \ / i I 1 _ _ vi \ " S'}"=TfiARSF•0}iFIEI~
+ ~ I Z7 V ~ ~ ~ ~ - . ~ _ _ ~i , . NEW SILT FENCE ALONG ~ ' . ~ \ ~ ~ - - _ - - _ _ _ _ s i ~ PHBX)-PHONE BOX - I. i ~ r UGFOCM)-UNDERGROUND FIBER OPTIC CABLE MARKER
, i r ;
-x BACK OF EXISTING CURB ;7 i _ - - - \ I,~ / UUYFiM UNUtKUKVUNU YHVNL MAKKtK
1 FES)-FLARED END SECTION ~I ; I I PHMH)-PHONE MANHOLE
\ \ I 18- FH)-FIRE HYDRANT 1 I I UGPHL)-UNDERGROUND PHONE LINE
C , 15° RGP' 1\ 1 r i~ • rr li \ J/ r ~f ( l 1 WV)-WATER VALVE
,R 1 EOP -EDGE OF PAVEMENT REVISIONS BY - - s i~ CMP -CORRUGATED METAL PIPE
- - - f ( ( RCP)-REINFORCED CONCRETE PIPE
4 - . - ) M 18' RCP , s 21 JUL 2008 17 ( BC)-BACK OF CURB SKO 2a RCP 15° RCP ( IPF -IRON PIPE FOUND (PERMITS)
I, ~ .,r,-----v I / e 'moo - ~ _ ! ( - IPS -IRON PIPE SET
a r - _ s{ RWMF) RIGHT OF WAY MONUMENT FOUND 29 JUL 2003 10 to OHPL)-OVERHEAD POWER LINES DLH
(EXPRESS REVIEW) LP)-LIGHT POLE
I I 20 I' I I I 15 RCP r _ n 1 1`~ ~ z ti,r _ CA F I~ f v I I I ~IIv 18' RCP SP)-SIGNAL POLE 26 JUL 2003 'o ' s' I, e I OHSL -OVERHEAD SIGNAL LINE DLH
PROVIDE ~L66K,& GRAV~I<• - / 1 I ) (EXPRESS REVEW) = oq f OHPHL) OVERHEAD PHONE LINES r 15 Rc~ OHP&PHL -OVERHEAD POWER AND PHONE LINES 08 AUG 2003
I+ I _ I I I 1 1 INLET PROTECTION-FOR- ALL I I. l t ea REFER TO SHEET C_8.5 I I I i; I I I I INLETS--UNDER v v pia A DLH
FOR IMPROVEMENTS IN r{ I I 9 CONSTRUCTiDN 6 NEW HOPE ROAD I I I I ~I ( UGWL -UNDERGROUND WATER LINE (DWO REVIEW) =1;: RCP UGGL -UNDERGROUND GAS LINE I ;I
V a 3 I 1 _ I e PROPOSED., \ I GTV)-GAS TEST VALVE 23 SEP 2003 PROPOSED ;15 t 1HICS)-HOLE IN CONCRETE SET DLH
REWIL FIFE - - ETAIL ( ( - (WAL-MART) IN CONCRETE FFE 267.0 °s°M I NSIC) NAIL ET
1 TH 277.0 ~ ~ I _ - . _ _ I 1 1 ~ - -09- -901 USE • AS CONSY UCTION PROPOSED I _1 I I f \ / EOG) IEV E SEGRAVEL 4 I CLF -CHAINLINK FENCE
•~lI - e ENTRANCE \ - - RETAIL (of / ) FFE = 271 7 I s' Pvc ®1 j WPF -WOOD PRIVACY FENCE
\ - _ ---290J \ \ \ \ 10 a Mw BW)-BARB WIRE NEW ROCK CHECK s
t ( 1~ II' WVMH)-WATER VALVE MANHOLE _ AM GP)-GATE POST
: _ UGJB -UNDERGROUND JUNCTION BOX _ „ FINAL CONSTRUCTION
}\VA~ 9A V y 6Ai---- . v v ~ _ _ ~ ~ v ~ ~ a" PVC ~ -r.o-z~• Mw. TSB TRAFFIC SIGNAL BOX \ l ENTRANCE LOCATION AFTER e' PVC ®1 70 sa 2ss I ~ ` ~ EXISTING DRIVE IS REMOVED.
\ % MIN
1-T - - G - - -
T 0 9 0 ~P PHMH f, PP 0 rt o OHP&PHL P P P
- 67 PP - - x - Yom. DRAWN
P MH 1 _ d - - _ -7 7 (3PW AM
I -w - - -
6GFOCM OUTHERN BELL 1 \ A TEMPORARY G VEL a \ FI ER OPTIC CABLE MARKER \ O \ CONSTRUCTION ENTRANCE - I a a \ o R4 ~ v v ~ ~ JDLIRPH
Y'° cnGr OF' 7 - + 7\w \ CHECKED ~ DATE
- a dt / PAVEMENT) i i z", NORTH 11 JUN 2003 CD)
L o - - - _ - -c - - - l ` r' l SCALE
t r - - - - - - - - - - - - 1~ • 80
NEW BLOCK & GRAVEL INLET REFER T0\ SHEET C-8.3 AND 0 60 120 180 JOB No.
o \PROTECTION W/ EDIMENT PIT \ 8.4 FOR IMPROVEMENTS IN RIBPCW SERVES 0.55 AC. DISTURBED AREA > NEW BERN ;AVENUE
/USE 13'x26'x3' SEEP PIT o° SHEET
IL PP PP ~ j. ~z SCALE IN FEET
a P•~
pp pr- _ P . ~ 1.
C-3ni
EROSION CONTROL PLAN. l
OF SHEETS

w
an
C
A
E
F
G
1
1800 CU FT/ACRE
NOTES: 12" MIN.
1. USE FOR DRAINAGE AREAS
NOT EXCEEDING 5 (FIVE) A\CRE
2. EARTH BERM SHALL BE STABILIZED w/ SEEDING
ACCORDING TO TRIANGLE SPECIFICATIONS.
3. USE CLEAN COMPACTOR FILL MATERIAL FOR EARTH BERM.
DESIGN
SETTLED 21"
TOP MIN
7FT
LFT
5 MAX o
FILTER
FABRIC
2
Aw
=�:;�:�tA\ r 111TH\ fr\- /�IND�•• ,:-
�.5 ��1t�111.Nf�'i0 AMS t &71 MW�1r'�� �i::�\'r•� • •...
CROSS•
OVERFILL 6"
• SETTLEMENT
-
FREEBOARD
•11.-11-11:.11f�
II(=11�II�II=11
• ; � • _ -1111=11=11=�
���-�-,I-1:=L • -t1i VU
■
3
m
in
■
5
STANDARD METAL POSTS 2'-0' IN GROUND
GALVINIZED
HARDWARD WIRE
EXTENDS TO
TOP OF BOX
ao.■o •
--------------
8$
e $
O
3 O
' 'U w .�
MIN `j�Q1W�•000Cb p o • o -
MAINTENANCE
ASPECT TEMPORARY SEDIMENT TRAPS AFTER EACH PERIOD OF SIGNIFICANT RAINFALL REMOVE SEDIMENT AND RESTORE TRAP TO ITS ORMK*L
DIMENSIONS WHEN THE SEDIMENT HAS ACCUMULATED TO ONE-HALF THE DESIGN DEPTH OF THE TRAP. PLACE THE SEDIMENT THAT IS REMOVED IN � WASHED STONE PLACED A
A DESATM DISPOSAL AAND REPLACE THE CONTAMINATED PART a THE GRAVEL FACING. HEIGHT OF 12"-18" MIN. ABOVE
04REA
TOP OF BOX
ISIONS CHECK THE STRUCTURE FOR DAMAGE FROM EROSION OR PIPING. PERIODICALLY CHECK THE DEPTH OF THE SPILLWAY TO EHR^:iRE R MINIMUM A MMUM REVISIONS
OF 1.5 FT BELOW THE LOW POINT OF THE EMBANKMENT. IMMEDIATELY FILL ANY SETTLEMENT OF THE EMBANKMENT TO SUGHTO ,TONE DESIGN DATE DESCRIPTION
,ESCRIPTION GRADE. ANY RIP RAP DISPLACED FROM THE SPILLWAY MUST BE REPLACED IMMEDIATELY.
STABILIZE THE EMBANKMENT AND ALL DISTURBED AREAS ABOVE THE SEDIMENT POOL AND DOWNSTREAM FROM THE TRAP IMMEDIATELY AFTER
CONSTRUCTION WITH SEEDING.
GRAVEL & RIP RAP BASIN/OUTLET 3A STANDARD CATCH BASIN/YARD INLET PROTECTION 114
BAFFLE (TYP.) Ofi
F�
50' MIN. NOTES • EARTH BERM
BUT SUFFICIENT TO KEEP 1. PUT SILT FENCE OR TREE PROTE4'TION FENCE UP
SEDIMENT ON SITE TO ENSURE CONSTRUCTION ENTRPNCE IS USED.
2. IF CONSTRUCTION ON THE SITES ARE SUCH THAT
_ THE MUD IS NOT REMOVED BY THE VEHICLE TRAVEL-
ING OVER THE STONE, THEN THE TIRES OF THE
2'-3" STONE TO BE USED`'.:T 25' OR WIDTH OF VEHICLES MUST BE WASHED BEFORE ENTERING THE
EXISTING 1 :.,!•; (SURGE STONE OR RAILROAD ':,: PROPOSED STREET, PUBLIC ROAD.
ROADWAY ... BALLAST) WHICHEVER IS
*`~ GREATER.
3. IF A PROJECT CONTINUES TO PULL MUD AND DEBRIS
ON TO THE PUBLIC ROAD, THE GOVERNING AUTHORITY
WILL CLEAN THE AREA AND INVOICE THE FINANCIALLY EXTRA POST IN MIDDLE
RESPONSIBLE PERSON AS INDICATED ON THE FINANCIAL "I"WIRE ATTACHED OF OPENING
TD POSTS WITH LENGTHS
RESPONSIBILITY FORM.
OF WIRE � SEDIMENT PIT
HORIZONTAL METAL POST
WIRED SECURELY TO VERTICAL
POSTS
PLAN BAFFLE INSTALLATION - STEP 1
CLASS }, RIP
NOTES FABRIC CUT AND FOLDED FABRIC FOLDED
NEW CONSTRUCTION 1. DRIVE
�LNFENCE POST AT LEAST 18' INTO OVER THE HORIZONTAL OVER HORIZONTAL
35' MIN. 15' MIN. FENCE POST �� 1
EXISTING ROADWAY 2• WOOD POSTS ARE NOT ACCEPTABLE
HORIz°"TAL PosT
3. USE STAPLES ,' MART TO ATTACH FABRIC PERSPECTIVE VIEW
TO 'HOG WIRE" FENCE AND FABRIC
. ''•::� 12" MIN. BURIED IN TRENC
4. BAFFLE SPACED AS PER APPROVED PLAN. TOP OF BAFFLE SHOULD BE 6•
6"
MIN.
BOTTOM OF
HIGHER THAN THE EKO 0
THE SPILLWAY
BOTTOM OF BAFFLE IN 8'x6" TRENCBACKFILH,
AN TRENCH
COMPAC ED AND
TRENCH D
FABRIC UNDER STONE FILLED WITH SOIL AND COMPACTED
COMPACTED
ASIONS REVISIONS
DESCRIPTION CROSS SECTION DESCRIPTION SECTION AT OPENING
BAFFLE INSTALLATION - STEP 2
CONSTRUCTION ENTRANCE 7 GRAVEL & RIP RAP FILTER BASIN 3B
- PERMANENT RCP
OUTLET PIPE
EARTH DAM
PLAN VIEW
6 7
- - - - _ - TOP ELEVATION OF STORMWATER
#57 WASHED r` Y
1STONE
DESIGN OF SPILLWAYS
EXISTING SLOPE
DRAINAGE AREA WEIR LENGTH 1 -
(ACRES) (FT) CLASS 1 RIP -RAP FILTER FABRIC
1 4.0 VARIES
2 6.0
3 8.0
4 10.0
s 12.0 SIDE VIEW
1 DIMENSIONS SHOWN ARE MINIMUM
EXISTING SLOPES NOTE:
HEIGHT &WIDTH DETERMINED BY
EXISTING TOPOGRAPHY AND
SEDIMENT STORAGE REQUIRED.
VARIES
KEY RIP RAP INTO THE DAM
FOR STABILIZATION.
6"-1'
W WEIR'` KEYED RIP RAP
#57 WASHED STONE
FRONT VIEW
1!/88 1 NOTE ADDITION Y.
x4/96 ADD SPILLWAY CHART G.MA.
CHECK DAM
EXrSTrNG SLOPE
STEP SEQUENCE
Z MIN Z MIN
COMPACTED
STEEP CUT OR FILL SLOPE - - - - -
2:1 SLOPE (MAX)
1
- STABILIZE DIVERSION DITCH
WITHCROSS SECTION AND TEMPORARY SEEDING
AND EROSION CONTROL
NETTING
MIN. 10 GA.
UNE WIRES
8 9
Is• MAX.
VARIABLE AS DIRECTED BY THE ENGINEER
FRONT VIEW
STEEL POST
WOVEN WIRE FABRIC
SILT FENCE GEOTEXTILE FABRIC
NOTE
-USE SILT FENCE ONLY WHEN DRAINAGE AREA 4 Fly SLOPE
DOES NOT EXCEED 1/4 ACRE AND NEVER IN N�
AREAS OF CONCENTRATED FLOW N
;r
-END OF SILT FENCE NEEDS TO BE TURNED UPHILL ti
n ' GRADE
6" MIN. COVER
OVER SKIRT
REVISIONS N ,
DATE DESCRIPTION ANCHOR SKIRT AS
DIRECTED BY ENGINEER
SIDE VIEW
6 STANDARD TEMPORARY SILT FENCE
6' MAX.
VARIABLE AS DIRECTED BY THE ENGINEER
MIN. 10 GA
LINE WIRES
12-1/2 GA.
`EDIATE
GRADE
• FOR REPAIR OF SILT
FENCE FAILURES, USE
No. 57 WASHED STONE.
FOR ANCHOR WHEN SILT
FENCE IS PROTECTING
CATCH BASIN.
12-1/2 GA
MEDIATE
GRADE
1
HIGH - TENSILE STRENGTH -
POLY BARRICADE FABRIC (TYP1CA0 -
Ti
I - _
FRONT VIEW c ,
STEEL N WI 40"
WOVEN WIRE FABRIC
UPSLOPE TOE POSITIVE GRADE 1.0% MAX. WARNING SIGN
2 ORAIIGE. UV RESISTANT, ~
TAIGA - TENSILE STRENGTH M TREE PROTECTION AREA
cv o p POLY 6AIMI ADE FABRIC (TYPICAL) ~ 18"
DO NOT ENTER
SIDE SLOPES
f7 N � "f
2 1 (MAX.) GRADE WARNING SIGN DETAIL
\ \
\ \ \ NOTES:
T
\ \ \
WARNAVG SIQNS 10 BE MADE OF DURABLE, WEATHERPROOF MA7ERALL.
\ \ \ \ \ \ \ \ \ \ \ \ \ 1 I LETTERS 70 BE 3' NIGH AMIMIA", CLEARLY LEGIBLE AND SPACED AS DETAILED.
N SIGNS SNALL BE PLACED AT 30' MAXIMUM INTERVALS.
STEEP CUT OR FILL SLOPE PLACE A SIGN AT EACH END OF LINEAR TREE PROTECTION AND 50' ON CENTER THEREAFTER.
FOR TIEE PROTECTION AREAS LESS THAN 200' Ni PERIMETER, PROVIDE NO LESS THAN ONE SIGN PER PROTECTION AREA.
ATTACH SOMI SECURELY TO FENCE POSTS AND FABRIC.
MAINTAIN nW PROTECTION FENCE
DURATION OF PROJECT,
ADDITIONAL SIGNS MAY BE REOUIRED OF RALEIGH INSPECTIONS DEPARTMENT BASED ON ACTUAL FIELD CONDITIONS
TION .
PLAN VIEW SIDE VIEW PLACE A SIGN AT EACH END OF LINEAR TREE PROTECTION AND 50' ON CENTER THEREAFTER.
NOTE: FOR TREE PROTECTION ONLY
DIVERSION DITCH 9 STANDARD TREE PROTECTION DETAIL 113
DEWATERING CONCRETE BLOCK
8 CLASS 1 RIP RAP(SEE SECTION THRU BASIN
.°
DISSIPATER PAD - - °
RIP RAP om - - C7 $ \\ CLASS 1. RIP RAP HEADWALL
>• 7 \0
p -� -_ SEa�///////llllllll Ulll�j• •Y• • 05 S•Tow- 1' THICK X 3' HIGH MIN.
PERMANENT o /
OUTLET PIPE RCP CONSTRUCTION SPECIFICATIONS ���
O o o
b. LAY ONE BLOCK ON EACH SIDE OF THE STRUCTURE
C91XXDi c o
EARTH DAM ON ITS SIDE IN THE BOTTOM ROW TO ALLOW POOL (D•o000. 0 °'e /
DRAINAGE. THE FOUNDATION SHOULD BE EXCAVATED -�
AT LEAST 2 INCHES BELOW THE CREST OF THE STORM
DRAIN. PLACE THE BOTTOM ROW OF BLOCKS AGAINST PERSPECTIVE VIEW
THE EDGE OF THE STORM DRAIN FOR LATERAL SUPPORT 2:1 SLOPE GRAVEL FILTER
NO SCALE
DISSIPATER
DIMENSIONS
ELEV
EMERGENCY SPILLWAY
INLET 66
247.65
TOP OF DAM WIDTH
10'
254.3
ANTI -SEEP COLLAR
7' X 7'
-
RIP RAP DISSIPATOR PAD
SEE DWG C-3
-
ANTI -FLOATATION DEVICE
4'X4'X1' THICK
-
TOP OF RISER
24" CMP
246.65
OUTLET PIPE INVERT IN
25'±18"CMPO 1%
241.65
OUTLET PIPE INVERT OUT
-
241.4
SEDIMENT STORAGE AREA
129'X64'X5' DEEP 241 65
- PERMANENT RCP
OUTLET PIPE
EARTH DAM
PLAN VIEW
6 7
- - - - _ - TOP ELEVATION OF STORMWATER
#57 WASHED r` Y
1STONE
DESIGN OF SPILLWAYS
EXISTING SLOPE
DRAINAGE AREA WEIR LENGTH 1 -
(ACRES) (FT) CLASS 1 RIP -RAP FILTER FABRIC
1 4.0 VARIES
2 6.0
3 8.0
4 10.0
s 12.0 SIDE VIEW
1 DIMENSIONS SHOWN ARE MINIMUM
EXISTING SLOPES NOTE:
HEIGHT &WIDTH DETERMINED BY
EXISTING TOPOGRAPHY AND
SEDIMENT STORAGE REQUIRED.
VARIES
KEY RIP RAP INTO THE DAM
FOR STABILIZATION.
6"-1'
W WEIR'` KEYED RIP RAP
#57 WASHED STONE
FRONT VIEW
1!/88 1 NOTE ADDITION Y.
x4/96 ADD SPILLWAY CHART G.MA.
CHECK DAM
EXrSTrNG SLOPE
STEP SEQUENCE
Z MIN Z MIN
COMPACTED
STEEP CUT OR FILL SLOPE - - - - -
2:1 SLOPE (MAX)
1
- STABILIZE DIVERSION DITCH
WITHCROSS SECTION AND TEMPORARY SEEDING
AND EROSION CONTROL
NETTING
MIN. 10 GA.
UNE WIRES
8 9
Is• MAX.
VARIABLE AS DIRECTED BY THE ENGINEER
FRONT VIEW
STEEL POST
WOVEN WIRE FABRIC
SILT FENCE GEOTEXTILE FABRIC
NOTE
-USE SILT FENCE ONLY WHEN DRAINAGE AREA 4 Fly SLOPE
DOES NOT EXCEED 1/4 ACRE AND NEVER IN N�
AREAS OF CONCENTRATED FLOW N
;r
-END OF SILT FENCE NEEDS TO BE TURNED UPHILL ti
n ' GRADE
6" MIN. COVER
OVER SKIRT
REVISIONS N ,
DATE DESCRIPTION ANCHOR SKIRT AS
DIRECTED BY ENGINEER
SIDE VIEW
6 STANDARD TEMPORARY SILT FENCE
6' MAX.
VARIABLE AS DIRECTED BY THE ENGINEER
MIN. 10 GA
LINE WIRES
12-1/2 GA.
`EDIATE
GRADE
• FOR REPAIR OF SILT
FENCE FAILURES, USE
No. 57 WASHED STONE.
FOR ANCHOR WHEN SILT
FENCE IS PROTECTING
CATCH BASIN.
12-1/2 GA
MEDIATE
GRADE
1
HIGH - TENSILE STRENGTH -
POLY BARRICADE FABRIC (TYP1CA0 -
Ti
I - _
FRONT VIEW c ,
STEEL N WI 40"
WOVEN WIRE FABRIC
UPSLOPE TOE POSITIVE GRADE 1.0% MAX. WARNING SIGN
2 ORAIIGE. UV RESISTANT, ~
TAIGA - TENSILE STRENGTH M TREE PROTECTION AREA
cv o p POLY 6AIMI ADE FABRIC (TYPICAL) ~ 18"
DO NOT ENTER
SIDE SLOPES
f7 N � "f
2 1 (MAX.) GRADE WARNING SIGN DETAIL
\ \
\ \ \ NOTES:
T
\ \ \
WARNAVG SIQNS 10 BE MADE OF DURABLE, WEATHERPROOF MA7ERALL.
\ \ \ \ \ \ \ \ \ \ \ \ \ 1 I LETTERS 70 BE 3' NIGH AMIMIA", CLEARLY LEGIBLE AND SPACED AS DETAILED.
N SIGNS SNALL BE PLACED AT 30' MAXIMUM INTERVALS.
STEEP CUT OR FILL SLOPE PLACE A SIGN AT EACH END OF LINEAR TREE PROTECTION AND 50' ON CENTER THEREAFTER.
FOR TIEE PROTECTION AREAS LESS THAN 200' Ni PERIMETER, PROVIDE NO LESS THAN ONE SIGN PER PROTECTION AREA.
ATTACH SOMI SECURELY TO FENCE POSTS AND FABRIC.
MAINTAIN nW PROTECTION FENCE
DURATION OF PROJECT,
ADDITIONAL SIGNS MAY BE REOUIRED OF RALEIGH INSPECTIONS DEPARTMENT BASED ON ACTUAL FIELD CONDITIONS
TION .
PLAN VIEW SIDE VIEW PLACE A SIGN AT EACH END OF LINEAR TREE PROTECTION AND 50' ON CENTER THEREAFTER.
NOTE: FOR TREE PROTECTION ONLY
DIVERSION DITCH 9 STANDARD TREE PROTECTION DETAIL 113
DEWATERING CONCRETE BLOCK
8 CLASS 1 RIP RAP(SEE SECTION THRU BASIN
.°
DISSIPATER PAD - - °
RIP RAP om - - C7 $ \\ CLASS 1. RIP RAP HEADWALL
>• 7 \0
p -� -_ SEa�///////llllllll Ulll�j• •Y• • 05 S•Tow- 1' THICK X 3' HIGH MIN.
PERMANENT o /
OUTLET PIPE RCP CONSTRUCTION SPECIFICATIONS ���
O o o
b. LAY ONE BLOCK ON EACH SIDE OF THE STRUCTURE
C91XXDi c o
EARTH DAM ON ITS SIDE IN THE BOTTOM ROW TO ALLOW POOL (D•o000. 0 °'e /
DRAINAGE. THE FOUNDATION SHOULD BE EXCAVATED -�
AT LEAST 2 INCHES BELOW THE CREST OF THE STORM
DRAIN. PLACE THE BOTTOM ROW OF BLOCKS AGAINST PERSPECTIVE VIEW
THE EDGE OF THE STORM DRAIN FOR LATERAL SUPPORT 2:1 SLOPE GRAVEL FILTER
NO SCALE
DISSIPATER
DIMENSIONS
ELEV
EMERGENCY SPILLWAY
INLET 25C
248.25
TOP OF DAM WIDTH
8'
250.8
ANTI -SEEP COLLAR
5.5' X 5.5'
-
RIP RAP DISSIPATOR PAD
SEE DWG C-3
-
ANTI -FLOATATION DEVICE
350.5'X9" THICK
-
TOP OF RISER
18" CMP
247.25
OUTLET PIPE INVERT IN
25'±25"CMP@ 1%
242.25
OUTLET PIPE INVERT OUT
-1242.0
ROWS BY PLACING 2 X 4 WOOD STUDS THROUGH
SEDIMENT STORAGE AREA
88'X44'X5' DEEP
242.25
- PERMANENT RCP
OUTLET PIPE
EARTH DAM
PLAN VIEW
6 7
- - - - _ - TOP ELEVATION OF STORMWATER
#57 WASHED r` Y
1STONE
DESIGN OF SPILLWAYS
EXISTING SLOPE
DRAINAGE AREA WEIR LENGTH 1 -
(ACRES) (FT) CLASS 1 RIP -RAP FILTER FABRIC
1 4.0 VARIES
2 6.0
3 8.0
4 10.0
s 12.0 SIDE VIEW
1 DIMENSIONS SHOWN ARE MINIMUM
EXISTING SLOPES NOTE:
HEIGHT &WIDTH DETERMINED BY
EXISTING TOPOGRAPHY AND
SEDIMENT STORAGE REQUIRED.
VARIES
KEY RIP RAP INTO THE DAM
FOR STABILIZATION.
6"-1'
W WEIR'` KEYED RIP RAP
#57 WASHED STONE
FRONT VIEW
1!/88 1 NOTE ADDITION Y.
x4/96 ADD SPILLWAY CHART G.MA.
CHECK DAM
EXrSTrNG SLOPE
STEP SEQUENCE
Z MIN Z MIN
COMPACTED
STEEP CUT OR FILL SLOPE - - - - -
2:1 SLOPE (MAX)
1
- STABILIZE DIVERSION DITCH
WITHCROSS SECTION AND TEMPORARY SEEDING
AND EROSION CONTROL
NETTING
MIN. 10 GA.
UNE WIRES
8 9
Is• MAX.
VARIABLE AS DIRECTED BY THE ENGINEER
FRONT VIEW
STEEL POST
WOVEN WIRE FABRIC
SILT FENCE GEOTEXTILE FABRIC
NOTE
-USE SILT FENCE ONLY WHEN DRAINAGE AREA 4 Fly SLOPE
DOES NOT EXCEED 1/4 ACRE AND NEVER IN N�
AREAS OF CONCENTRATED FLOW N
;r
-END OF SILT FENCE NEEDS TO BE TURNED UPHILL ti
n ' GRADE
6" MIN. COVER
OVER SKIRT
REVISIONS N ,
DATE DESCRIPTION ANCHOR SKIRT AS
DIRECTED BY ENGINEER
SIDE VIEW
6 STANDARD TEMPORARY SILT FENCE
6' MAX.
VARIABLE AS DIRECTED BY THE ENGINEER
MIN. 10 GA
LINE WIRES
12-1/2 GA.
`EDIATE
GRADE
• FOR REPAIR OF SILT
FENCE FAILURES, USE
No. 57 WASHED STONE.
FOR ANCHOR WHEN SILT
FENCE IS PROTECTING
CATCH BASIN.
12-1/2 GA
MEDIATE
GRADE
1
HIGH - TENSILE STRENGTH -
POLY BARRICADE FABRIC (TYP1CA0 -
Ti
I - _
FRONT VIEW c ,
STEEL N WI 40"
WOVEN WIRE FABRIC
UPSLOPE TOE POSITIVE GRADE 1.0% MAX. WARNING SIGN
2 ORAIIGE. UV RESISTANT, ~
TAIGA - TENSILE STRENGTH M TREE PROTECTION AREA
cv o p POLY 6AIMI ADE FABRIC (TYPICAL) ~ 18"
DO NOT ENTER
SIDE SLOPES
f7 N � "f
2 1 (MAX.) GRADE WARNING SIGN DETAIL
\ \
\ \ \ NOTES:
T
\ \ \
WARNAVG SIQNS 10 BE MADE OF DURABLE, WEATHERPROOF MA7ERALL.
\ \ \ \ \ \ \ \ \ \ \ \ \ 1 I LETTERS 70 BE 3' NIGH AMIMIA", CLEARLY LEGIBLE AND SPACED AS DETAILED.
N SIGNS SNALL BE PLACED AT 30' MAXIMUM INTERVALS.
STEEP CUT OR FILL SLOPE PLACE A SIGN AT EACH END OF LINEAR TREE PROTECTION AND 50' ON CENTER THEREAFTER.
FOR TIEE PROTECTION AREAS LESS THAN 200' Ni PERIMETER, PROVIDE NO LESS THAN ONE SIGN PER PROTECTION AREA.
ATTACH SOMI SECURELY TO FENCE POSTS AND FABRIC.
MAINTAIN nW PROTECTION FENCE
DURATION OF PROJECT,
ADDITIONAL SIGNS MAY BE REOUIRED OF RALEIGH INSPECTIONS DEPARTMENT BASED ON ACTUAL FIELD CONDITIONS
TION .
PLAN VIEW SIDE VIEW PLACE A SIGN AT EACH END OF LINEAR TREE PROTECTION AND 50' ON CENTER THEREAFTER.
NOTE: FOR TREE PROTECTION ONLY
DIVERSION DITCH 9 STANDARD TREE PROTECTION DETAIL 113
DEWATERING CONCRETE BLOCK
8 CLASS 1 RIP RAP(SEE SECTION THRU BASIN
.°
DISSIPATER PAD - - °
RIP RAP om - - C7 $ \\ CLASS 1. RIP RAP HEADWALL
>• 7 \0
p -� -_ SEa�///////llllllll Ulll�j• •Y• • 05 S•Tow- 1' THICK X 3' HIGH MIN.
PERMANENT o /
OUTLET PIPE RCP CONSTRUCTION SPECIFICATIONS ���
O o o
b. LAY ONE BLOCK ON EACH SIDE OF THE STRUCTURE
C91XXDi c o
EARTH DAM ON ITS SIDE IN THE BOTTOM ROW TO ALLOW POOL (D•o000. 0 °'e /
DRAINAGE. THE FOUNDATION SHOULD BE EXCAVATED -�
AT LEAST 2 INCHES BELOW THE CREST OF THE STORM
DRAIN. PLACE THE BOTTOM ROW OF BLOCKS AGAINST PERSPECTIVE VIEW
THE EDGE OF THE STORM DRAIN FOR LATERAL SUPPORT 2:1 SLOPE GRAVEL FILTER
NO SCALE
DISSIPATER
TRAP
\
SEDIMENT
AND TO AVOID WASHOUTS WHEN OVERFLOW OCCURS.
CHECKED
RPH
DATE
11 JUN
TEMPORARY CMP RISER -PERFORATED
SCALE
IF NEEDED, GIVE LATERAL SUPPORT TO SUBSEQUENT
,�..v
RIBPCW
71.
- PERMANENT RCP
OUTLET PIPE
EARTH DAM
PLAN VIEW
6 7
- - - - _ - TOP ELEVATION OF STORMWATER
#57 WASHED r` Y
1STONE
DESIGN OF SPILLWAYS
EXISTING SLOPE
DRAINAGE AREA WEIR LENGTH 1 -
(ACRES) (FT) CLASS 1 RIP -RAP FILTER FABRIC
1 4.0 VARIES
2 6.0
3 8.0
4 10.0
s 12.0 SIDE VIEW
1 DIMENSIONS SHOWN ARE MINIMUM
EXISTING SLOPES NOTE:
HEIGHT &WIDTH DETERMINED BY
EXISTING TOPOGRAPHY AND
SEDIMENT STORAGE REQUIRED.
VARIES
KEY RIP RAP INTO THE DAM
FOR STABILIZATION.
6"-1'
W WEIR'` KEYED RIP RAP
#57 WASHED STONE
FRONT VIEW
1!/88 1 NOTE ADDITION Y.
x4/96 ADD SPILLWAY CHART G.MA.
CHECK DAM
EXrSTrNG SLOPE
STEP SEQUENCE
Z MIN Z MIN
COMPACTED
STEEP CUT OR FILL SLOPE - - - - -
2:1 SLOPE (MAX)
1
- STABILIZE DIVERSION DITCH
WITHCROSS SECTION AND TEMPORARY SEEDING
AND EROSION CONTROL
NETTING
MIN. 10 GA.
UNE WIRES
8 9
Is• MAX.
VARIABLE AS DIRECTED BY THE ENGINEER
FRONT VIEW
STEEL POST
WOVEN WIRE FABRIC
SILT FENCE GEOTEXTILE FABRIC
NOTE
-USE SILT FENCE ONLY WHEN DRAINAGE AREA 4 Fly SLOPE
DOES NOT EXCEED 1/4 ACRE AND NEVER IN N�
AREAS OF CONCENTRATED FLOW N
;r
-END OF SILT FENCE NEEDS TO BE TURNED UPHILL ti
n ' GRADE
6" MIN. COVER
OVER SKIRT
REVISIONS N ,
DATE DESCRIPTION ANCHOR SKIRT AS
DIRECTED BY ENGINEER
SIDE VIEW
6 STANDARD TEMPORARY SILT FENCE
6' MAX.
VARIABLE AS DIRECTED BY THE ENGINEER
MIN. 10 GA
LINE WIRES
12-1/2 GA.
`EDIATE
GRADE
• FOR REPAIR OF SILT
FENCE FAILURES, USE
No. 57 WASHED STONE.
FOR ANCHOR WHEN SILT
FENCE IS PROTECTING
CATCH BASIN.
12-1/2 GA
MEDIATE
GRADE
1
HIGH - TENSILE STRENGTH -
POLY BARRICADE FABRIC (TYP1CA0 -
Ti
I - _
FRONT VIEW c ,
STEEL N WI 40"
WOVEN WIRE FABRIC
UPSLOPE TOE POSITIVE GRADE 1.0% MAX. WARNING SIGN
2 ORAIIGE. UV RESISTANT, ~
TAIGA - TENSILE STRENGTH M TREE PROTECTION AREA
cv o p POLY 6AIMI ADE FABRIC (TYPICAL) ~ 18"
DO NOT ENTER
SIDE SLOPES
f7 N � "f
2 1 (MAX.) GRADE WARNING SIGN DETAIL
\ \
\ \ \ NOTES:
T
\ \ \
WARNAVG SIQNS 10 BE MADE OF DURABLE, WEATHERPROOF MA7ERALL.
\ \ \ \ \ \ \ \ \ \ \ \ \ 1 I LETTERS 70 BE 3' NIGH AMIMIA", CLEARLY LEGIBLE AND SPACED AS DETAILED.
N SIGNS SNALL BE PLACED AT 30' MAXIMUM INTERVALS.
STEEP CUT OR FILL SLOPE PLACE A SIGN AT EACH END OF LINEAR TREE PROTECTION AND 50' ON CENTER THEREAFTER.
FOR TIEE PROTECTION AREAS LESS THAN 200' Ni PERIMETER, PROVIDE NO LESS THAN ONE SIGN PER PROTECTION AREA.
ATTACH SOMI SECURELY TO FENCE POSTS AND FABRIC.
MAINTAIN nW PROTECTION FENCE
DURATION OF PROJECT,
ADDITIONAL SIGNS MAY BE REOUIRED OF RALEIGH INSPECTIONS DEPARTMENT BASED ON ACTUAL FIELD CONDITIONS
TION .
PLAN VIEW SIDE VIEW PLACE A SIGN AT EACH END OF LINEAR TREE PROTECTION AND 50' ON CENTER THEREAFTER.
NOTE: FOR TREE PROTECTION ONLY
DIVERSION DITCH 9 STANDARD TREE PROTECTION DETAIL 113
DEWATERING CONCRETE BLOCK
8 CLASS 1 RIP RAP(SEE SECTION THRU BASIN
.°
DISSIPATER PAD - - °
RIP RAP om - - C7 $ \\ CLASS 1. RIP RAP HEADWALL
>• 7 \0
p -� -_ SEa�///////llllllll Ulll�j• •Y• • 05 S•Tow- 1' THICK X 3' HIGH MIN.
PERMANENT o /
OUTLET PIPE RCP CONSTRUCTION SPECIFICATIONS ���
O o o
b. LAY ONE BLOCK ON EACH SIDE OF THE STRUCTURE
C91XXDi c o
EARTH DAM ON ITS SIDE IN THE BOTTOM ROW TO ALLOW POOL (D•o000. 0 °'e /
DRAINAGE. THE FOUNDATION SHOULD BE EXCAVATED -�
AT LEAST 2 INCHES BELOW THE CREST OF THE STORM
DRAIN. PLACE THE BOTTOM ROW OF BLOCKS AGAINST PERSPECTIVE VIEW
THE EDGE OF THE STORM DRAIN FOR LATERAL SUPPORT 2:1 SLOPE GRAVEL FILTER
NO SCALE
DISSIPATER
PLAN VIEW
TEMPORARY CMP RISER -PERFORATED
SKO
AND TO AVOID WASHOUTS WHEN OVERFLOW OCCURS.
CHECKED
RPH
DATE
11 JUN
TEMPORARY CMP RISER -PERFORATED
SCALE
IF NEEDED, GIVE LATERAL SUPPORT TO SUBSEQUENT
RIBPCW
SHEET
WATER LEVEL DURING STORM TRASH RACK I V MIN. FREEBOARD
TOP OF �
WATER LEVEL DURING STORM TRASH RACK I V MIN. FREEBOARD
(L
TOP OF DAM
ROWS BY PLACING 2 X 4 WOOD STUDS THROUGH
IL
-
BLOCK OPENINGS.
WIRE SCREEN
-
2. FI HARDWARE HCOMPARABLETEMPO
CAREFULLY T ARD E CLOT OR
TEMPORARY SEDIMENT
AREAS To BE DISTURBED
SEDIMENT RAGE PIPE INVERT J
. SEDIMENT STORAGE "
FILTER .
- - SEDIMENT STORAGEVEL TER
'* :. •• %p
GRA -
MINIMUM SLOPES 2 1/2:1
WIRE MESH WITH 1/2 -INCH OPENINGS OVER ALL
BLOCK OPENINGS TO HOLD GRAVEL IN PLACE.
POOL
DEWATERING
cur ETC.
( FILL. )
FLOOD STORAGE ZONE RIP RAP HEADWALL GRAVEL t RIP RM FILTER BERM BASH DETAIL
s DESIGNED TO PROTECT EXISTING PIPE lITAIL
IERTS
TNMT DRAIN 10 ACRES OR LESS.
•GRAVEL 0'. •
..� ..0�
MINIUM SLOPES 2 1/2:1
..
• .Loa
O O • fJb
3. USE CLEAN GRAVEL, 3/4- TO 1/2 -INCH IN
- - - - - - - -
'
�j'
I
r�2,'I
3 UND
F�w
CLEANOUT MARK I
�o� m ' `
N
PAINTED RED CLEANOUT MARK
LOCATED HALFWAY FWAY UP RISER
EARTH DAM
DIAMETER, PLACED 2 INCHES BELOW THE TOP
OF THE BLOCK ON A 2:1 SLOPE OR FLATTER AND
1' MIN.
__ : ,
_
16"
--�
�
1
- - - -
FILTER FABRIC
H�wFwA RISER PIPE
ANTI -sem
ANTI- P �
2' MAX.
o° °°
- -.,
1
CLASS 1 RIP -RAP
SMOOTH IT TO AN EVEN GRADE. DOT #57 WASHED
n di�
.:
DIMENSIONS ARE
MRI -FLOATATION DEVICE
PAD
ANTI -FLOATATION DEVICE
DISSIPATER PAD
STONE IS RECOMMENDED.
��� y d $
•' J
MINIMUM ACCEPTABLE
/57 WASHED STONE
RIP RAP
RIP RM -
TEMPORARY CMP 2' X 2' AIN. CUTE - _ TEMPORARY CMP 2' X 2' MIN, CUTOFF -
TRENCH MI i:1 SIDE SLOPE - - TRENCH W/ 1:1 SIDE SLOPE
REVISIONS = - REVISIONS
DATE DESCRIPTION PERMANENT RCP CMP OUTLET PIPE DESCRIPTION PERMANENT RCP CMP OUTLET PIPE
AN
,! 86 NOTE ADDITION SLS
10/88 NOTE ADDITION S.S. .
4/96 ADD TABLE : NOTEs G.M CROSS SECTION + 96 Mol TABLE NOTES G.M CROSS SECTION
RISER BASIN # 6 15 RISER BASIN # 7 16
UPSTREAM END OF
• FOR REPAIR OF SILT STORM DRAIN OVERFLOW
8' MAX. FENCE FAILURES, USE
VARIABLE AS DIRECTED BY THE ENGINEER No. 57 WASHED STONE.
In FOR ANCHOR WHEN SILT ° T 1/3 PIPE
FENCE IS PROTECTING > P d 1 DIAMETER
CATCH BASIN. p ' ° D
0
WARNING SICK MIN. 12-1/2 CA
INTERMEDIATE
MIN. 10 GA WIRES
sD
oD',
LINE WIRES 7 =' / j °
IN!
L FD ETO EMCOPID BURY BOTTOM �,� _
OF PLYWOOD m-7Tf j jjl==1Ii=1I1=1I I III =III=�(r
GRADE - - - �
1
"� rw 77,wr� _ .� -:`iR .�'.�C ,��w ,„'- in-,9T;.�!Y,; �-r, .n-�.,7 ��F :' I {.--.'.I:, - - - -•�-
NOTE: ALL PARTIALLY COMPLETED STORM DRAINS �- 3/4" EXTERIOR
STEEL POST PLYWOOD
wovE1VIFABRIC - SHALL BE PROTECTED AT THE END OF
WARNN ING SIGN = -- EACH DAY IN ACCORDANCE WITH THESE
STEEL FENCE PLYWOOD INLET PROTECTION
0 TLE FABRIC - DETAILS. OOD
SILT FENCE CE TEXT - ET
_� L
l POST (TYP.)
4UPSTREAM END OF OVERFLOW
N FILL SLOPE - FRONT VIEW
M STORM DRAIN
�" " II 11 II
N � II GRADE II II 1/3 PIPE
DIAMETER
6' MIN. COVER TREE PROTE :TION AREA i II II II p o
c _ OVER SKIRT• '• 18' II I I c
N
10 DO NOT ENTER •oo
i EXTEND WIRE 6' MN. INTO TRENCH �° •
AND ANCHOR SKIRT AS ~ '
WASHED STONE FILTER
DIRECTED BY ENGINEER • s D
SIDE VIEW NOTES: WARNING SIGN DETAIL ACROSS PIPE INLET °
WARNING SIGNS TO BE MADE OF DURABLE, WEATHERPROOF MATERIA..
LETTERS TO BE 3" HIGH MINIMUM, CLEARLY LEGIBLE AND SPACED AS DETAILED.
SIGNS SHALL BE PLACED AT 50' MAXIMUM INTERVALS. r1 l 1 l J �� - - •I ~ 11
NOTE: PLACE A SIGN AT EACH END OF LINEAR TREE PROTECTION AND 50' ON CENTER THHEREAFTER•
FOR TREE PROTECTION AREAS LESS THAN 200' IN PERIMETER, PROVIDE NO LESS THAN ONE SON PER PROTECTION ARIA 1 � HARDWARE CLOTH
-USE SILT FENCE ONLY WHEN DRAINAGE AREA ATTACH SIGNS SECURELY TO FENCE POSTS AND FABRIC. REVISIONS I I I U
DOES NOT EXCEED 1/4 ACRE AND NEVER IN MAINTAIN TREE PROTECTION FENCE THROUGHOUT DURATION OF PROJECT. DATE DESCRIPTION
AREAS OF CONCENTRATED FLOW ADDITIONAL SIGNS ALLY BE REQUIRED BY CROY OF RALEIGH INSPECTIONS DEPARTMENT BASED ON ACTUAL FIELD WPONS. U U u
PLACE A SIGN AT EACH END OF LINEAR TREE PR07UCTION AND 50' ON CENTER 711ERiAF7ER. STONE FILTER INLET PROTECTION
-END OF SILT FENCE NEEDS TO BE TURNED UPHILL
STANDARD TEMPORARY SILT / TREE PROTECTION FENCE 1 A PIPE INLET PROTECTION (PLYWOOD AND STONE) 12
} UNLESS OTHERWISE MAX. SEDIMENT DEPTFI(CLEW OUT POINT)
NOTED.
_ ' r REVISIONS
)N SEDIMENT T` .•• DATE DESCRIPTION SECTION THRU BASIN. FILTER AND CULVERT PIPE
I�
NO SCALE
BLOCK AND GRAVEL DROP INLET PROTECTION 13(EXISTING PIPE INVERTS) 4
GRAVEL & RIP RAP HORSESHOE INLET BASIN
(3' - 10') DIMENSIONS ELEV
VARIABLE
MATERIAL 4° Mpl� EMERGENCY SPILLWAY INLET 39 254.45
STAPLED IN 2 TOP OF DAM WIDTH 10' 259.0 \ SEDIMENT
1H1°� TRIP-
PLACEF- I -i { 11= ANTI -SEEP COLLAR 6'X6'
" - I! {-{! {-� RIP RAP DISSIPATOR PAD SEE DWG C-3
6 MIN. - \ : ;; :: <• :... %==�= DISSIPATOR PAD
-111 -I i=i { i=1 = _ =� 1=, f {_ ;) 1=1 !; ANTI -FLOATATION DEVICE 4'X4'X1' THICK RIP RM
I _
TOP OF RISER 24" CMP 253.45
- 8..0 % 248.45
- •- _�; -- - OUTLET PIPE INVERT IN 25't 1 MP® 1 \ " . • . :.. <
_ hIi III 'I1I�-III I �I =j I ^�ii a..
LEVEL LIP I L_ , �,..I , •--1 -f I I - _ i=I {; 1
-! f - ! {- OUTLET PIPE INVERT OUT
OF SPREAD R1 _�i{{-_:;{--i i{ �;_ I�{= I{�,i��_:_%;F •
SEDIMENT STORAGE AREA 98'X49'X5' DEEP 248.45 \ ?< PERMANENT RCP
1 i- I I I f I .I ',>••' OUTLET PIPE
6' MIN. -1 I
CROSS-SECTION _--_-- EARTH DAM
TEMPOIV Y CMP RISER-PIE11WOMM PLAN VIEW
1 0'TOP OF DAM
WATER LEVEL DURING STORK -'\ TRASH RACK I1' MIN. FREEBOARD
SEDIMENT STORAGE 1L M'
GRAVEL FILTER �'• MINIMUM SLOPES 2 1/2 1
LOW POINT o'
lt
Do -
RK
10' 3' PLACATED AINTED REDLFNA UP RIMAF PIPE !. EARTH DAM
-� ANTI -SEEP COLLAR
ANTI -FLOATATION DEVICE
DISSIPATER PAD
RIP RM
LEVEL LIP TEMPORARY CMP 2' X 2' MIN. CUTOFF
OF SPREADER REVISIONS TRENCH W/ 1:1 SIDE SLOPE
PLAN
' /� N DATE DESCRIPTION PERMANIOOUTLET PERMANENT ROP CMP O PIPE
10/86 NOTE ADDITION S.S. .
4/96 AM TABLE & NOTES G.M CROSS SECTION
LEVEL SPREADER DETAIL RISER BASIN # 8 17
N.T.S.
STORM DRAINAGE & EROSION
CONTROL DETAILS
/-A
Goom
n
N
= Z 8
Y
Qcc
o av
c
X �
Nz�n
n n E
�� ap
OR co d
00 030)
F�
PIF
r
Q 4L a
0
Y
f
Y ' Oc
t•f�'.'Gt_c.. n
• • N`
f
/ • e
i
,tom
Q
Z a
J
''^^ O C
V♦
z � °C
Lu
0 �a��
c a
Lu G
H 3cc
Z Q = OW
O
Z.m
V U z a3
WW OOz
mmco) z Lux
wP
W " �W
W V Z
z V O
W 2
J 0
REVISIONS BY
21 JUL 2003 SKO
(PERrtINi'S)
23 SEP 2003
(WAL-MART) SKO
DRAWN
SKO
CHECKED
RPH
DATE
11 JUN
2003 (90% CD)
SCALE
JOB No.
RIBPCW
SHEET

1 2
3 4 5
6 7
8
9
A
~--a
- PROVIDE MANHOLE RING, COVER -I I . M &
8' _ ANHOLE STEPS PER DETAIL 2 - - 1
- _ 5 OPENINGS REFER TO ST 1 - c ALL 4 SIDES ANDARD RTCB DETAIL - - 'E FOR WALL & SlA6 CONSTRUCTION
_ ~1
250.8 -BERM - - ~n z r_~ - - qk ~ d. , . e - 250.3 - W
2.5 - - 3 - = 250.8 S~Op TOP OF SLAB 3 - - F 3,
- _ • J ,n - 249.8 -MAX. WATER SURFACE ELEVATION FOR - 1 100 YR STORM
- ~ I- - A
~ - - 8 247.3 -P.W.E. - - - - 6 - - 1 - I- 6 - j- - 248.7 -TEMP "
- _ 1 - 1 - - I ORARY STORAGE OF 1 RAINFALL EVENT m " ° . ~ n
i 2.5 2.5 N _ 245.3 -SHELF _ ~ _ _ - ~ _ E
- - 1 - VEGETATED SHELF _ 242.0 -BOTTOM 1 ~ i I I - - - _ - 247.3 PERMANENT
- - - - WATER ELEVATION 42" RCP 'd ' ~ W v~
" COMPACTED STRUCTURAL ~ Z MATERIAL 5~-0 z TO ~
- - - - - - - a _ © ~ LL~L~ 4 C
d4 d x e ~O OO
SECTION THR OUGH PON D 1
` ~ aZnn E o
B NOT TO SCALE w~=~~~ d o . ~ m~~o~ a a . ~o a~ o~
M , ~ e, ~ ' e. ~ 'd a ~ ° 'a a ee . •e .d W Ol
~ I 1' MIN. {TYPICAL) e.
ANCHOR BASE SECU "
I RELY Q. 8 DI PIPE I~I ~ TO WALLS W/ VALVE ASSEMBLY
I I li ' POND BOTTOM II
It' 242.0 ~ I I ~ 242.0
KEYSTON E I 'I'.
RETAINING
WALL
a ' . a ' ~ d' _ -.a e .a ° e , ° d a , , e ELY
ANCHOR BASE SECUR ' . ' d'.'. TO WALLS
3 - 254.3 -BERM
3 1 - - CONCRETE BASE. MIN. 1' THICK
1 - -
250.0 -P.W.E. _ = i 1 _i~ ~ - RAIS - ED T OP CATC
- 1 _ -i HB - _ ASIN _ - 25C ~ 2.25 - `F~e~p:M§arsct~ ~
_ _ 248.0 - 248.0 -VEGETATED - - ry
- _ _ - - SHELF C I - SHELF - - 1 ` t.`: a A,rrr.
i 2 2 -III 1 -1
VEGETATED SHELF-' _ - - fG • - ~
_ _ III- (TYP.) _ ~ -COMPACTED ~ ~ = PROVIDE M ANHOLE RING, COVER & $ COMPACTED STRUCTURAL -I MANHOLE STEPS PER D
- - 241.2 -BOTTOM MATERIAL _ _ - ETAIL ~ MATERIAL 15" OPENIN • ~ ~ f ~ ~
- ~ - _ - _ - - - -i GS REFER TO STANDARD RTCB DETA ee°:;;'~~~.~" ~ c ALL 4 SIDES IL rr aat
- - I - - - ~E FOR WALL & SLAB CONSTRUCTION r+e ,rr tN
- - i - _ ' Mqk d. ; ^ • ' - - 253.9 -
S( TOP OF SLAB Op
SECTION THR OUCH PON D 2 F3. - J - 253.3 MAX. WATER SURFACE ELEVATION FOR - 100 YR STORM
NOT TO SCALE - 252.3 -TEMPORARY STORA "
GE OF 1 RAINFALL EVENT N ° ,
e,e' - - - - 2 -
- _ 50,0 PERMANENT WATER ELEVATION 42" RCP ~d
MANHOLE LID (60" RCP FOR 66 a 7~-O" ' ' i~ )
250.8 -TOP OF BERM ~I
'aa a.
M'4k 249.8 -TOP S(Op f.'
f 3; ~ d ,
D 2 PVC DRAWDOWN PIPE. d d,
EXTEND 6" BELOW PERMANENT ~ e. ANENT d
WATER ELEV. a do ~.d ~.d
247., 247.3 - P.W,E. aa ~ J J
MAk SLOPE 6, ~ 1' MIN. (TYPICAL y
I ANCHOR BASE SECURELY
TO WALLS ° 8" DI PIPE z
I ~ I °I W/ VALVE ASSEMBLY ~ W Q PON 0 ~ V I I I D BOTTOM ~
MqX 241.20 66 I~ 241.2 ~ ~ U a IIII O~Z
S~Op 241.56 65 ~ W W I I ~
F ~ °II. 0 ~ _ a' • F Q W
z ~ ' ~ d ~ ANCHOR ~ ~ d W
1.0' . BASE SECURELY ~ (V QZ TO WALLS a m
W, w2 242.0 -BOTTOM ~ ~
Z> m ~ ~ W CONCRETE BASE. MIN. 1' THICK W • C
T 2=
RAI w SED TOP
JUNCTION - - BOX 25A DRAW DOW CAT CH 8AS1 N 65 66 z
N BOX W ~
E NOT TO SCALE 0 J ~
Q
MANHOLE LID
254.3 -TOP OF BERM
MqX 253.2 -TOP
S~Op f 3; ~
3" PVC DRAWDOWN PIPE.
EXTEND 6" BELOW PERMANENT WATER ELEV. ENT
MAX SCOPE g. - 250.0 250.0 - P.W.E.
.i
Mqx Sapp
f?~1 REVISIONS BY
11 JUN 2005
F (90% CD) SKO
21 JUL 2003
0_1 O'ERMTS) DLH 241,2 BOTTOM -
x 23 SEP 2003
T (WAL-MART) DLH
JUNCTION - BOX 63 (DRAW-DOWN BOX
NOT TO SCALE
DRAWN
SKO
G CHECKED
RPH
DATE
08 JUN 03 (DWQ REVIEW)
SCALE
1'.80'
JOB No.
SHEET
STORM DRAINAGE & EROSION RIBPCW
CONTROL DETAILS C~3m5

1 2 3 4 5 6 ~
8 g
I i ~ ~ A\ ~ ~
\ _ _ \ y I r \ 1 i I / ~ \ i ~ ~ _ I ~ 1 ,ti ~ 1 ~ ~
V ~ . ~ 1 , / ~ ~ A \ \ ~ ~4 ~ ~ ~ ~ i ti ~ ~ ~ i
'y `G \ \ } ~ ~ ~ 1 \ \ ~ / ~
-i' ~ ~ ~ I 1 i\ I i I ~ ~ V ; ~ ~ 1 ~ ~ i ~ l ' ~ \
V ~ - _ ~ 1 t A ~ - ~ ~ ~ ~ j I ~ I \ 1
~ , ~ 1 ~ ~ { \ ~ i ~ ~ 1 f ~ ! 1 i
~ ~ ~ ~ ~ ~ i I ' 1 I~ ) I I \ ~ % ~ l v ~ i ~ 1~~1
~ V. 1 ~ ~ l r ~ ` ~ ~ ~ ~ ~ I ~ '0 1 1 i \ ~ ~1 i
r' ~ ~ ~ r ~ ~ ~ t ~ f 1 t
~ ~ I ~ ~ ~ r.
~ ~ r: ~ I ~ ~ I ti ~ ~ ~ } I I ~ ~ 1 1 i A 1 ~ 1
~ I ~ \f I I 1 ~ ~ ~ ~ , r I I j , A ~ 1 I i ~ ~ ~ 1 ` y ' ~ > > , ~
~ ~ ~ j( ~ _ N / \ ~ \ 1 ~ l t ~ 1. ~ A A ~ l ~
~ ~ ~ I ` ~ ~ A~ ~ ~ ~ ~ ~ ( ~ N
h I i , ~ ~ ~ I~~ E '
- - a ~ _ _ - ~ \ \ I , ~ ~ 1 i ~ ~ ~ ~ V ~ ~ A ~ , ~ A ~ / r ~ ~ ~ ~
~ t ~ ~ ~ ~ ~ ~ W ~
~ ~ i ~ a ~ ~ ~ O ~ / t 1 \ `ti \ r O I~~
~ - _ A ~ ~ J \ ~ ~~f / ~ I \ ~ i ~ s , ~ / ~ ` o V i ~ ~ ~ ' ~ , s 1 , A ~ ~ x
~ ~~p ~ ~ ~ ~ ~ i ~ ~ ~ ' V ~ ` ~ ~ Uf ~ c ~'t A ~ \ ~ ~ ~ O O ~ ~ , \ ~ ~ Z I~
1 10 ~ ~ ~ ~ y~ ~ 1 \ ~ ~ ~ ~ ~ rr o
~ y k ; ~ 1° 1` ~ \ ~ I ~ ~ ~ ~ ~ A A ...T~ I t~ \ ~ ~ ~ ~ -ooao a
- ; ~ , V'. ~ ~ ~ ' ~ i m of of 3
~ Q ~ M
B ` ~ ~ ~ ~ ~ ~ ~ ~ I ~ V ~ I V 1 I
~ ~ ~ I ~ t \ .~A ~
i, I ~ ~ ~ J ~ N ~ ~ \ ~ 1 , ~ ~ ~
~ i ~ s ~ N ~ ~ ~ ~ ~ V A A ~ V \ ~ ~
~ ~ \ ~ \ \ ~ ~ \ \ \ \ I ~ )
i oo r A ~ ~ ~ A 1
~ ~ \ ~ ~ ' \
I ~ ~ A ~i ~ \ ~
~ ~ _ 1 ~ 1__ ~A ~ ~ ~ ~ y t ~ i _"'i( V` I ` ~ ` i I 1 1 ~
~ - ~ ~ ' \ ~ 1. l ~ ~ ~ ~ I 1 A ~i
~ ! ' ~ i N ~ A ~ ~
'i ` ~ \ ~ y. ~ ~ } . A ~ ~ ~ ~ I ~ ~
~ , , ~ \ ' ~ r i 1 ~ i ~ ~V ~ ~ ~ ~ ~
I ~ j ; ~ ~ 1 \ I ~ ~ ~ ~ i A ~ , ~ ~ ` ~ \
~ ~ ~ ~ 1 ~l ' k ~ ~ \ - - ~ ~ < \ ~
~ 1 V ~ l i I ~ ~ i
~ ~ ~ i ' ?1 ~ ~ 0~.
I i ~ A ~ ~ ~ . ~ ~ S
I ~ ~ ~ I i y ~ ~ ~ ~ \ ~ ~ 1 ~ i ~ 0
~ ~ ~ I I , , ~ ~ ~ _ ~ 01
t ~ / ~ i p ~ C i i~ ~ 1
~ ~ ~ i ' ! i
~ ~ / ~ ! I / ~ I r< ~ ~ ' ~ \ ~ Q ~
~ ~ ~ ~ ~ O~ ~ ~ }
~ ~ ~ _ ~ ~ ! ~n
r ~ ~ 1, 66 / \ ,
i ~ i I i
~ ~ f ' i I ~j A
~ i ~ i ! ~ i i i i ~ ~
r ~ , ~ j 65 ~ I f 1 ~ ~ ~ A ~ ~ ~ ti ~ ~ ~ ~ ~ ~ ~ ~ A
/ 1 - - f '"yam / ~ J ~ ' 1 ~ / F v l _ \ F ~ ~
1 j I ~ ry \ , , ~
~ ~ I i i < < / I r M r~ ~ / ~ ~ 1 , ` ~ ~ Q ~ ~ ~
~ , ~ I t i / l ~ ~N ~ / ~ `o.~ 1 ~ I i ~ ~ ~
/ ~ / ~ / • ~ ~ i ,.i 11 N i ` i 1 ' , ~ ~ ~ /
~ ~ ~Y - / ~ yz ~ ~ ~ A ~ ~ i /
i ~ i ~ i' i i' 11 j , i
~ ~ / l ~ l,% / ' 1 ~ ~ i I ~ ~ l
i i 1 i i ~ ~ ~ ~ ! ~ ~ , ~ i ~ ~ Q
~ ~ 2~ / ~ ~ 'G
/ t nn ~ ~i ' - , 'V r ~ ' /~QP ~ ~ ~ \ - a
D ~ ' / ~ r ~ J I ~ ~ 5 / ~4 ~~0 ` i ~ V A J
~ _ _ 5 ? to + ~V - 244; ~ `Ihly _ _ _ _ / . ~ ~ ~ ~ u ~ ~ ; i i F, 1 \ ~
~ ' / 64 F. ~ ~ ~ / . ~ ~ W ~~0 ~ r~~ / ~ i LL 1 Z
63 ~ ~ / w ~ ~ ~ \ Q ~
i ~ ~ ~ ~
i~ / F~ ~ ~ d ~ / ~ ~ W b l ~ ~ / 1'~ i ~ Z
~ i N ~ ~ W W z
- , f - ~ ; • 1' ~ ~ I ~ Z i~ ~ ~ ~ ~ ~ ~ - _ / ~ Z Q ~m ~ - / ~ i A
' ~ . ~ ~ , ~ ~ , I U W ~
- ~
if ~ ~ / ~ i ~ ~ W W Oz . ; / - ~ ~v ~ I J
• ~ ; ~ . m ~ ~ m ~
_ ~r / ~ , ' ~ , ~ 1 W • , i I ~ ~ ` ~ ~ ~ ~ Q
5 ~ J ~ ~ ~ ~ W w . ~ : 1~ _ ~ ~ 5 ~ - z 2
Y ~ G~ , ~ i _ ~ W z
- i ~ A ~ i , i ~ ~ INV 243,710 - ~ 0 - - Z ti ~ ~ i ~ 1 ~ ~
~ ~ W i 5 ~ ~ ' 0
- ~ J
t ~ i 1 ~ ~ A ~ ~ ~ ~ ~ , ~ ? ~y.
~ 1 V ~ ~ ~1 \ LL
_ _ _ _ ~ ~ ~ ' - ~ ~ APPROXIMATE LIGHTS OF E%IS . ~ \ ~ , ~ ' , , ' '
~ ~ ~ FOREST D VEGETATION TO RE AIN ~ ~ i ~ ~ ~ '
n , _ - i , , /r. s ~ \ A ~ 1 ARTER CONSTR CTION (TYP.) ~ 1 - i , ~ ~ ~ W
~ i~ \
- - 1, , / ;N I _
r i I r ~ ~ ~ i ~ _ - V ~ i/ ~ ' / / I A ~ (n 1 i ~ ~ l
r ~ _ ~ ~ / ~ ` ~ ~2. ~ ~
~ ~ - - - ~ ss ~ ~ - i ~ p
l i ~ ~ ~ 55 ~ ` ' r ~ ~ ~ / ~ y n
• ~ / ~ i'
i i Q V ~ ~ V \ A ~ / I Y~' ~i i /
1 ~ ~ , ~I ~ ~ 'SS ~ i ~ ~ - ~ ~ ~ ~ ~l - - - - i r' i ~ ` \ ` ,
~ ss _ ~ ~ ~ • / / ~ \ ~ ~ ~ ~~l / ~
PONa" # 1 REVISIONS
"J \ \ \
2 I
5 0 2 - - i 5 4
2 6 2 O
jll~
- N
:i
1
2~ 6 2 DRAWN
V DLH 71
CHECKED
5 , RPH
NORTH DATE 08 AUG 2003
G SCALE
r•20'
0 20 40 60 JOB No.
RIBPCW
SHEET
SCALE IN FEET
ENLARGED POND PLANS ¦
L

1 2 3 4
5 6 7 8 g
a
Ics-s
' LJR-2 ti
SEASONAL COLOR
, ~ BT-12 N 0 ~ ~ ti
~ LM-250 c Wig y
®12" O.C. i 9
a N/F THE BODY, LLC , r ' I N '
~ I r-~ r ~ r
O ~ Z G
A 1 ~ ~ <
1 ~
a ' TRACT ID SIGN \ ~ 9 ~ 2.s2' ~J ~
0 ~ \ 1' r
- - ~ A
a ~ TT - _ - r A - c ~ /
' a. , ~ ~ 1'' - ' - _ S 84'33'18" E 1131.92' ~ - ~J 0.57' ~ ~ /
e/1 ~ as :a e,• ~o 12.18' ~r~~~~~~~ . N
_ I~~ E \
'J' ~ - - I I o.7T ~ ~
~ TD-1 LS-3 TD-4 LS- TD 3 LS-3 TD-1 PROPOSED C BP-OR~rT1~ 9 ?P-4R~rT~t01V"PARKWAY C-~ ~ _ N Z
- _ TRACT ID SIGN PLANTINGS - Y 0
_ _ s C O . ©lL d 4, 9 C
. 1 ~ ~ 877.1' SCALE• 2 - N F PEGGY W. JOHNSTON AND ~
/ / ~ JAMES MARION WILBURN - t / jr , y0 O~ ~ I p ' A ~z~FE
6.77' \ ~ APPROXIMATE LIMITS OF r'~ ° i ~ EXISTING WOODED 1~1 I c~ ~
JCP-46 / lS EXIST. FORESTED VEGETATION ~ ~ a AREA TO REMAIN TREE PROTE TION TO REMAIN (TYP.) m ~ of '
\ ~ 4~ ~ ' .L BN-2 i t FENCE ~ ! ~ M
/ ~ ~ ~ PT-20 ao ~
EP-45 B . PR OSED FENCE N/F HEDINGHAM PROPERTIES, LLC
\ 5' O.C. / ~ ~ ARF-5 I ZONED:I-1 ~ USE: VACANT
\ / QPA-6 LI-3 \ I
18 _ O _ ~i OL 9 / \ / \
_ ' ~ ' ' ~ JE-280 ~ ~
CJ-42 ~ AR-3 SV-438 ~ , ,c:,:::~
~ ~I PC-496
i , i
~ GRASS ALL DISTURBED / ~
AREAS , ` 1 1 ~ ~
1 ~ •
PROVIDE 4' DIAMETER BY 3" DEEP MULCH RING ~ ~ .
AROUND AlL TREES IN I AR-1 ~ .
LAWN AREAS ~ JUN-16 ' ' ' ' '
\ Y rrnrMrrr ryrrr \ ~ i
PK- Y ~ ~N ~ ~ ~ m o~
QPA- . ~ 0
I CD- \ w y ~ rn n ~ ~ o ~ ~ +u
\ /1 ~ ~ X
I ~ I ~ Z / iO ~
~ I ~ ~ I I 'P ~b 10 ~
\ ~I~I~C1~VLiv I LR ~L~L • h P
VJ-10 ' ' ' ' ' ' ' SEED ALL SLOPES ON DETENTION
\ ~ CD-1 C-192-EGL-OL 6 (I ~ 20 ~ ~ PONDS THAT EXCEED 2.5:1 WITH 1
203,942 S.F. 9 !4 ~3 I I I WEEPING LOVE GRASS. REFER TO ~ JUN-24 ~ GRADING PLAN FOR CONTOURS
N/F PEGGY W. JOHNSTON AND ~ F•F•E• - 272.0 I I f ~
\ JAMES MARION WILBURN cn _ y u d • AREA BELOW LEVEL SPREADER (MIN. 50'
\ ~ 1 ZONED: I 1 C.U.D. ~ USf: VACANT AR-1 JE-318 LONG x 23' WID T
~ s SV-307 E) 0 BE SEEDED W/ ' ' ' i~,.s ~ WEEPING LOVE GRASS TO PROVIDE THICK • • PC-285 4 • ~ ' ' ' ' ' ' ' GROUND COVER. OAK AND MAPLE
o ,O PROVIDE 3" DEEP ICR-10 SAPLINGS (18" TALL) SHALL BE ADDED
1 PINE STRAW MULCH * • .T ' ~ AS REQUIRED TO PROVIDE DENSE
IN ALL SHRUB BEDS PK-3 ~ AND GROUPINGS QPA-4 JCD-30 ~ 1~ FR ` • • • ~ 0 ESTED VEGETATION• . PK-3 ` ' ' ` (10' ON CENTER)
. . JCD-30 •
I STORMWA R P N TE 0 D ~
CD-2 1 VJ-.12 LT-8
4 l ~ . . EP-15
~ KP-4 PA-5 ~ ~ '
8
~ _ _ LANDSCAPE RE UIR M . E ENTS R~~4 • ~
LS-3 LS-1 - _ - _ - TPY~2 LS1 LS-1 - ICC-18 AR-1 ~ Q
ICC-1 G-18 - LS-1 LS-1 LS-~ _ - B Z ' AR- STREETYARD/ SHOD REQUIREMEtJTS - a
PA1-1 LI 2 ICC-18 ICC-18 CC-18 ~ O D } + J~ LS-1 is J CD-3 J
LR-30 1 ~ - ~ ~ ~ _ ~ P } 12 - ICC-18 ! t t \ CORPORATION PARKWAY: 945 L.F. N I-2 ~ ! 6 TREE DIA. PER 50 LF REQUIRED
-4 i a Cf-3 LS-2 VJ-7 945 L.F./50x6"=114" TOTAL TREE CALIPER REQUIRED W
MC-12 r + ° ~ a VJ-12 d ~ EXISTING TREES EXCEED R I • CC-23 ICC-18 PROPOSED N PT-5 EQU REMENTS FOR TOTAL CALIPER Z ~
QPA-3 ¢ a + a • p a ¢ -0 • RETAIL JF-7 5 TREES PROVIDED TO MEET MIN. SPACING REQUIREMENTS Q ~ PROPOSED O W e ~ • ~ } ~ a ~s,ooo sF ~ - ~ c U
JF-8 + ~ ~ } OFFlCE CD-3 NEW HOPE ROAD. 398 L.F. ~a + L W _ ~ f 9 0c z e L1_2 ,600 SF - 6" TREE DIA. PER 50 LF REQUIRED ZZ
4. 4' LT-1 58 o- QPA- ¢ + 8 13 E a P QPA-13 QPA-13 26 VJ 7 448 .F. - ~ W W QPA_1 0 L /50x6 - 54 TOTAL TREE CALIPER REQUIRED ~ ~ I- > ~
? CF- ZV-1 ICC-120 16 3.5" TREES PROVIDED ~ W LT- 0 O _ - 2 ~ Q ~m
? JUN-20 Zt/-1 a + ICC-12 « 62 ICC-12 Icc-, - - _ _ U W ~ - - - NEW BERN AVE: 255 L.F. y~+ ~
1 27 VJ-6 cc + JUN-20 cc - - - PT-2. (SHOD 3 PLANTING} V Z ~ W3 * ~ , 10 SHADE TREES & 6 UNDERSTORY TREES 100 LF R LL b b l s a / EQUIRED Z ~ (r aw
LT-1 32 32 cc cc + _ - r,~•,~+, 32 SHRUBS PER 100 LF REQUIRED W LLI OZ ZV 1 I-3 255 L.F. 100x10 = 26 HA ~ J
C 68 JF- 66 + _ sa 58 + LI-1 LI-2 ~e,;i~;: / S DE TREES REQ D. a m WI JUN-2 I - CC-3 255 L.F./100x6 = 15 UNDERSTORY TREES REQ'D. W H CC 18 ZV-5 ~ JF-8 ~ Z >
• 48 68 33 ~ 255 L.F./100x32 = 82 SHRUBS REQ'D m (n ~ WJ i N ~ W w
VJ-12 CC + QP-2 ~ D - 19 NEW BERN AVE: 546 L.F. (SHOD 4 PLANITNG) Z 3 cc
CF- - AR-1 3 SHADE TREES & 4 UNDERSTORY TREES/100 LF REQUIRED Z
JF-6 _ + + + * + + 50 SHRUBS PER 100 LF REQUIRED W 28 ~ ~ 546L.F. 100x3= 17 SHADE TR Z ~ ~ 19.4' / - EES REQ'D. ~
ICR-23 _ N_1 RASS 546L.F./100x4- 22 UNDERSTORY TREES REQ'D. W ~ _ 62 31 TRIP PT-2 CARL R. GU_TTMAN 546L.F./100x50= 273 SHRUBS REQ'D Q
PK-4 ZV 1 T- - JUN-2 JUN-2 + RASS ZV-1 BRASS i VJ-7 ZONED: 1-1 ~ ~ J U
I B 12 QPA g RASS SEASONAL TRIP UN-2 + TRIP 44 JF-8 STRIP 3i 23 USE: COMMERCIAL NEW BERN AVE: 354 L.F. (SHOD 4 PLANTTNG) Q
PLAhTfhGS i cc rn_3 3 SHADE TREES & 4 UNDERSTORY TREES/100 LF REQUIRED
I + ZV-1 CC-3 50 SHRUBS PER 100 LF RE UIRED LT-2 Q
E + UN-20 + 354L.F•/t00x3= 11 SHADE TREES REQ'D. cc , PT-3 354L.F./100x4= 15 UNDERSTORY TREES REQ'D.
VJ-7 354L.F•/100x50= 177 SHRUBS REQ'D
JF-9 TRANSmONAL PROTECTVE YARD 1
4 LS-1 + LS-5 _ * QP-2
OPA1-15 + ICR-9 LS 1 + 582 LINEAR FEET (1 /2 TYPE D TPY, 18' AVERAGE WIDTH) . 2.5 TREES & 15 SHRUBS/100 L.F. REQUIRED
/ ~ ~ ICR- - / + LS 1 LS-1 + 15 TREES 87 SHRUBS REQUIRED/ PROVIDED
I \ ~ ~ ' ' ' ' ICR-9 LS- ~ 11 ICR-9 + LS-1 Ls-1 LS-1 + ~ _ = TRANSITI N
- - 1 ~ ~ _ ICR- , - - ~ ~ ~ ~ + LI 2 AR-1 AR-1 0 AL PROTECTIVE YARD ~2 ICR-9 ICR-9 ICR-9 ICR-9 ICR-9
\ 190 LINEAR FEET (TYPE D TPY, 35' AVERAGE WIDTH)
~ ~ ~ ~ ~ LI-2 I-2 + LI-2 LI-1 M BN-1 4 TREES & 19 SHRUBS/100 L.F. REQUIRED J ~ ~ ~ + ~ ~ ~
I I + - ~ ~ CC-3 8 TREES & 36 SHRUBS PROVIDED 1 ~ ~ ~ ` r
_
_ r J IKI-AKU NUUU 5Y5TEM5 VlA Sl:KttNING
BN-2 ZONED: 1-1 CORPORATION PARKWAY USE: COMMERCIAL 1 SHRUB /61-F OF VSA WITHIN 50' OF RIGHT F
AR-3 0 WAY
PC-3 ~1 BOJANGLES RESTAURANT 270 L.F 6 = 45 SHRUBS REQUIRED/PROVIDED + + SP-41-02
1 NEW BERN AVENUE
VJ-23 JCD-94 GRASS- 1 BN-3 I + AR-8 1 SHRUB /61-F OF VSA WITHIN 50' OF RIGHT OF WAY REVISIONS BYJ ,41 GRASS LI-1 AR-3 182 L.F 6 = 30 SHRUBS REQUIRED/PROVIDED
PL- I I-! 36 LI-1 PL-18 PL-16 GRASS I 14 APR 2003
PC-3 SKO . + VJ-35 V.S.A.: 604,860 S.F. (DESIGN CIVIL) ~v Q I v
RASS- 1 TREE I-- _1 - - - - _ BT-6 /2000 SF & 1 SHRUB/500 SF REQ D 11 JUN 2003
JUN-18-- -11 REFER TO ENLARGED LT-1- 8 JUN 18 + 604,860 S.F. /2000 = 303 TREES REQUIRED (90% CD) DLH LT-1 GRASS * 604,860 S.F./500 = 1,210 SHRUBS REQUIRED _
PLAN, THIS SHEET FOR F PLANTING IN THIS AREA BT-6 JUN-18 IC 100 UNDERSTORY TREES ALLOWED FOR VSA 21 JUL 2003
ZV_4 - PK-3 LT-1 SKO PROPOSED I PK-3 REQUIREMENTS IN LIEU OF CREDIT FOR EXISTING (PERMITS)
TRACT ID ICR-10 e RETAIL a TREES ALONG STREAM PER AGREEMENT WITH THE 8,200 SF 2' WIDE GRAS TRIP CITY OF RALEIGH ZONING/INSPECTIONS DEPT. 29 JUL 2003
PROPOSED o 41 41 - t 37 1 a PROPOSED TYPICAL (EXPRESS REVIEW) SKO
SEASONAL RETAIL 11,025 SF P 7 A 2 RETAIL AR-1 )LO COLOR , DLH 7 A 2 sEASON L~`~.' 'NOTE: 08 AUO 2003
COLOR PT-3 J P- C 1 11,225 SF 1. REFER TO DRAWING NO. C-7.1 FOR LANDSCAPE (DWO REVIEW) P I ril
o ~ PLANT LIST AND DETAILS. 23 SEP 2003
(WAL-MART) QPW
l + + d6 1+ 2. ALL ABOVE GROUND UTILITIES SHALL BE SCREENED FROM RIGHT OF WAY AND ADJACENT PROPERTY.
J • P8~ 0
EP-115 LR-158 QPA-6 LR-88
j QPA1-2 KP1-4 QPA1-3 CC1-3 CC1-2 KP1-4 CC1-3 GRAS AR1-3 KP1-3
CC1-3 PT1-2 KP1-4 PT1-2 QPA1-4 CC1-4 CC1-3
- QP1-2 CC1-3 QP1-2 KP1-3 CC1-3 -OP-6 QPA1-5
KP1-4 DRAWN CC1-3 EP-89 SKO
(TF- Di AR-4
EP1-41 QP1-3 CHECKED aPW/RPH
LR1-41
MEW BERN AVE. U.S. HIGHWAY 6 NORTH DATE 31 MAR 2003
G
SCALE 1'•80'
546 L.F. 25' AV. WIDTH SHOD 4 PLANTINGS 255 L.F. 50' AV. WIDTH SHOD 3 PLANTINGS ITINGS 354 L.F. 25' AV. WIDTH SHOD 4 PLANTINGS 0 60 120 180 JOB No.
(EXCLUDING DRIVE) (EXCLUDING DRIVE) RIBPCW
SCALE IN FEET SHEET
LANDSCAPE PLAN. c 7
OF SHEETS