20010654 Ver 1_COMPLETE FILE_20010427

Michael F. Easley
Governor
William G. Ross, Jr., Secretary
Department of Environment and Natural Resources
Gregory J. Thorpe, Ph.D., Acting Director
Division of Water Quality
February 19, 2002
Ingles Store Long
Shoals Road
DW Q# 01-0654
Buncombe County
Mr. Gordon Myers
Ingles Markets, Inc.
PO Box 6676
Asheville, NC 28816
APPROVAL of 401 Water Quality Certification with Additional Conditions, Wetland Restoration Program
Dear Mr. Myers:
You have our approval, in accordance with the attached conditions, to place fill in 0.07 acres of wetlands and 190 linear
feet of streams in order to construct the Ingles Store on Long Shoals Road, Buncombe County, as described in your
application received by the Division of Water Quality on April 27, 2001 and amended in correspondence dated January 30,
2002. After reviewing your application, we have determined that this fill is covered by General Water Quaaity Certification
Number 3287, which can be viewed on our web site at http://h2o.enr.state.nc.us/ncwetlands. This Certification allows you
to use Nationwide Permit Number 39 when issued by the U.S. Army Corps of Engineers. In addition, you should get any
other federal, state or local permits before you go ahead with your project including (but not limited to) Sediment and
Erosion Control, Non-Discharge and Water Supply Watershed 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 in writing and you may be required to send us a new application for a new certification. If the
property is sold, the new owner must be given a copy of the Certification and approval letter and is thereby responsible for
complying with all conditions. If total wetland fills for this project (now or in the future) exceed one acre, 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 as well as the additional conditions listed below:
O?O?WAT?R?G
>IV_w`^.--i
O`iiilc:? T
We understand that you have chosen to contribute to the Wetland Restoration Program in order to compensate for the
impacts to streams. In accordance with 15A NCAC 2R .0402 and 15A NCAC 2B.0242(7), this contribution will satisfy
our compensatory mitigation requirements under 15A NCAC 2H .0506(h) and 15A NCAC 2B .0233(10). Until the
Wetland Restoration Program receives and clears your check (made payable to: DENR - Wetlands Restoration
Program), stream impacts (including fill) shall not occur. Mr. Ron Ferrell should be contacted at [phone] if you
have any questions concerning the Wetland Restoration Program. You have one month from the date of this
Certification to make this payment. For accounting purposes, this Certification authorizes the fill of 190 linear feet of
streams in the French Broad River basin, Cataloging Unit 06010105, and 190 linear feet of stream mitigation are
required. Please be aware that the Wetland Restoration Program (WRP) rules require rounding of wetland impacts to
the nearest quarter acre (15A NCAC 2R .0503(b))."
2. A final, written stormwater management plan shall be approved in writing by this Office before the impacts specified in
this Authorization Certificate shall occur. The stormwater management plan must include plans and specifications for
stormwater management facilities 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 (DWO). Also, before any permanent
building or other structure associated with the subject project is occupied or utilized, 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.
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 (tax), http://h2o.enr.state.nc.us/ncwetlands/
I
This Office in receipt of stormwater management plans dated January 18, 2002. Additional information and modifications
shall be required in order for this Office to provide written approval for the above plans. This information shall be
requested by this Office under separate cover.
If you do not accept any of the conditions of this certification, you may ask for an adjudicatory hearing. You must act
within 60 days of the date that you receive this letter. To ask for a hearing, send a written petition which conforms to
Chapter 150B of the North Carolina General Statutes to the Office of Administrative Hearings, P.O. Box 27447, Raleigh.
N.C. 27611-7447. This certification and its conditions are final and binding unless you ask for a hearing.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water Act. If you have
questions, please call Mike Parker in DWQ's Asheville Regional Office at 910-486-1541 or Todd St. John at in Raleigh 919-
733-9584.
ly,
Thorpe, Ph. .,
Attachments
cc: Corps of Engineers Asheville Regulatory Field Office
Asheville DWQ Regional Office
Central Files
File Copy
Mr. Richard Bates, Environmental Permitting Consultants, PO Box 3744, Greenville, NC 29608
NORTH CAROLINA-DIVISON OF WATER QUALITY
401 WATER QUALITY CERTIFICATION
SUMMARY OF PERMITTED IMPACTS AND MITIGATION REQUIREMENTS
In accordance with 15A NCAC 2 H .0500, Ingles Markets, Inc. has permission as outlined below to fill 190 linear feet
of streams in order to construct the Ingles Market on Long Shoals Road, Buncombe County, North Carolina. All activities
associated with these authorized impacts must be conducted with the conditions listed in the attached certification. THIS
CERTIFICATION IS NOT VALID WITHOUT THE ATTACHMENTS.
COMPENSATORY MITIGATION REQUIREMENT
WETLAND RESTORATION PROGRAM
LOCATION:
COUNTY:
Ingles Market on Long Shoals Road, Buncombe County
Buncombe
BASIN/SUBBASIN French Broad Cataloging Unit 06010105
Impacts:
190 linear feet of streams
As required by 15A NCAC 2H .0506, and the conditions of this certification, you are required to compensate for
the above impacts through the restoration, creation, enhancement or preservation of streams as outlined below prior to
conducting any activities that impact or degrade the waters of the state.
Mitigation:
190 linear feet of streams by W RP
Note: Linear foot requirements proposed to be mitigated through the Wetland Restoration Program must be rounded
to the nearest foot and acreage requirements must be rounded to one-quarter acre increments according to 15 2R
.0503(b).
One of the options you have available to satisfy the compensatory mitigation requirements is through the payment
of a fee to the Wetlands Restoration Fund per NCAC 2R .0503. If you choose this option, please sign this form and mail it
to the Wetlands Restoration Fund at the address listed below. An invoice for the appropriate amount of payment will be
sent to you upon receipt bf this form. PLEASE NOTE, THE ABOVE IMPACTS ARE NOT AUTHORIZED UNTIL YOU
RECEIVE NOTIFICATION THAT YOUR PAYMENT HAS BEEN PROCESSED BY THE WETLANDS RESTORATION
PROGRAM.
Signature Date
WETLANDS RESTORATION PROGRAM
DIVISON OF WATER QUALITY
1619 Mail Service Center
RALEIGH, N.C. 27669-1619
[phone]
DIVISION OF ARCHIVES AND HISTORY
DEPARTMENT OF CULTURAL RESOURCES
Routing Slips
Name or Title I Date I Initials
1.
2.
31
4.
5.
6.
El Action El Filing See Me
Approval n Handle Direct Signature
As Requested El Note and Return Your Comment
El Concurrence n Recommendations El Your Information
1-1 Answer or Acknowledge on or before

El Prepare Reply for Signature of

REMARKS:

F W A TF 10.1 p O 1 I VG1 F. Easley
Governor
J12 0 7 et
Department of Envir e
Greg Director
Quality
February 18, 200 f
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to 1)
14 YK
e-Zbject.-
?? r Ssr'" - DWQ Project No. 1065 n ° /- o V
`5 County (; ?'vtcut?
Dear : , V ? ?p f SS?('jtlG-I.?'
401 d O?
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:
YY. Draw Down Orifice OettM*
An orifice. 81alled directly through the outlet structure will experience clogging problems and increase the
interxace effort required to keep the basin functioning properly. It is recommended that the orifice structure be
fi with a submerged inlet that will prevent floating debris from interfering with performance. This is typically
accomplished by attaching a downward angled pipe to the invert so that the inlet remains submerged below the
permanent pool.
YY. Forebay.
stormwater wet detention basins are required to have a forebay to facilitate TSS removal. The forebay should
be approximately 20% of the total basin volume. Reference NCDENR Stormwater Best Management Practices
Manual, April 1999. Please revise the engineering plans to meet this requirement.
yy. /lnIleNOutlet Structure Location
/ / The inlet and outlet structures must be placed to minimize short circuiting and turbulence. A long flow path will help
tit/// to maximize the settling efficiency of the water quality structure. The submitted design will be subject to short
circuiting., This issue may be addressed through structure relocation, baffles, forebays, etc.
yy. EmRfgency Drain
An emergency drain must be provided to draw down the permanent pool volume in 24 hours or less. Reference
NCDENR Stormwater Best Management Practices Manual, April 1999. Please specify this on the engineering
plans and supply calculations.
yy. Vegetgted Side Slopes
,--T- e basin side slopes above the permanent pool down to the vegetative shelf must be stabilized with vegetation
and side slopes no steeper than 3:1 (horizontal to vertical) or by some other means such as geotextile fabric.
Landscape information must be clearly stated on engineering plans.
YY. Vegetative Shelf
r
A vegetative shelf around the perimeter of the pond is required. The shelf shall be gently sloped (6:1 or flatter) and
?.? shall co sist of native vegetation. Please specify this on the engineering plans.
YY, Ac ss
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/
Page 2 of 2
Access to the pond must be adequate to allow for maintenance of the basin and associated structures. Please
specify access routes on the engineering plans.
L.YY Dr K age Area
`?? ? c?f? r %'e4 Seu??e? / <r?leyN?u l /J "•??S?P??'/`'`?? v L?
Wet detention basins must be designed to treat all of the runoff draining to the basin. Ple?e delineate the
drainage area inefuding_pffsite drainage to the basin on a site plan. /X;'
Y¥._QDeration-and-Maintenance Agreement
An operation and maintenance agreement is required. The operation and maintenance agreement must also be
signed by the responsible party atnd notarized. An example agreement for an extended detention wet pond is
available on line at http://h2o.enr,"state.nc.us/ncwetlands/oandm.doc.
Division wetlands unit staff will strive to complete a final technical review within 10 working days of receipt of the
requested information. If you have any questions or would like to discuss this project, please contact me at (919) 733-
9584. Also, please note that the NCDENR Stormwater Best Management Practices Manual, April 1999, and other
documents and information can be downloaded from the Wetlands Unit web site at
http://h2o.ehnr.state.nc.us/ncwetlands/.
Sincerely,
Todd St. John, PE
Environmental Engineer
cc: Asheville Regional Office
File
Project Name: Fuquay Crossing
Project No. DWQ 001446
SUBMITTED DESIGN: REQUIRED DESIGN:
elevations 4.5 average depth status
Bottom of Basin (ft) 61
Permanent Pool (ft) 67 6 ft. depth ok
Temporary Pool (ft) 70 3 ft. depth ok
areas
Permanent Pool SA (sq ft) 9182 7286 sq. ft. ok
Drainage Area (ac) 13.51
Impervious Area (ac) 6.42 47.5 % -
volumes
Permanent Pool (cu ft) 41188
Temporary Pool (cu ft) 24520 23426 cu. ft. ok
Forebay (cu ft) 0.0% check forebc

other parameters
SA/DA 0 1.24
Orifice Diameter (in) 2.64 0.22 cfs drawdown
Design Rainfall (in) 1 1.3 day drawdown check draw(
Linear Interpolation of Correct SAIDA * * *
% Impervious
Next Lowest 40
Project Impervious 47.5
Next Highest 50
6 ft. Permanent Pool Depth
SA/DA from Table
1.05
1.24
1.3
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inn
ROBERTSON LOIA ROOF
A R C H I T E C T S & E N G I N E E R S
Letter of Transmittal
Project Number: 00.16q
Date: February 4, 2002
To: Mr. Todd 5t,iohn
PF.HNR - Ntetland unit
2321 Crabtree Blvd - Suite 250
Raleigh, NC, 2'7604
Q19-733-1584
Re: Ingles No. 130
Arden, NG
From: George Rendon
FFR - 7 n r
Transmitted via: Overnight Express
no. item description
7
1 copies
copy Civil PIan5
Hydrology Study
Remarks:
For your review and Approval
Copies to:
770-674-2600 . FAX [phone] . 3460 Preston Ridge Road . Suite 275 . Alpharetta, Georgia 30005

EnVIronrfteht :,
Lill
January 30, 2002
Asheville Regulatory Field Office
US Army Corps of Engineers
151 Patton Avenue, Room 208
Asheville, North Carolina 28801-5006
Attention: David Baker, Project Manager
Reference: Request for Permit Modification
Ingles Markets Arden Store 4130 Project
Arden, Buncombe County, North Carolina
USACE Action ID ff 200130682
NCDENR DWQ Project # 01-654
Dear Mr. Baker:
This purpose of this letter is to request a modification of the referenced nationwide permit issued
on December 5, 2001. This request is necessary due to revisions in the commercial shopping center layout
as a result of specific zoning requirements not considered in the initial layout. A 20-foot property
boundary buffer required Ingles to revise the building and parking layout and to provide additional
retaining wall structures. We have submitted revised drawings 3 and 4 of 4 that show wetland impacts
and cross-sections of the revised shopping center layout.
The new layout will result in. it total wetland impact of 0.07 acre and stream. impact of 190 Linear
feet. Impacts in the original plan were proposed to comprise a total of 0.11. acre and 240 linear feet.
Therefore, the re-location and reconfiguration of the building and parking facilities and the addition, of
retaining wall structures enabled. Ingles to decrease wetland and waterway impacts by 0.04 acres and 50
linear feet,. respectively.
The Long Shoals Road site is a prime property for locating a commercial shopping center. Other
commercial development along Long Shoals Road, the presence of 1-26 less than Y, smile west, and the
lack of food shopping locations in the general vicinity made this location an excellent commercial ;
development site. .ingles could not avoid wetland and stream impacts entirely due to constricted property
frontage along bong Shoals Road. However, Ingles minimized impacts by re-configuring the building and
parking facilities and by using retaining walls were practicable.
Thank you for your assistance with this project. If you have any questions or need additional
information please call [phone]-
Sincerely,
Environmental Permitting ConsultaAts, Inc.
Richard Bates, MS H, PWS
Cc: Gordw Myers, angles Markets
Paul Harrell, Robettsoxt Loia Roof
Mike Parker, NCDENR DWQ, Asheville Regional Office
John Dorn ey, NCDENR DWQ, Raliegh Central Office
P.O. Box 3744 - Greenville, South Carolina 29608 e [phone] • Fax [phone]
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ARDEN INGLES
STORE NO. 130
Arden
North Carolina
JOB NO. 00-169

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February 15, 2001
FOR :
INGLES MARKETS INCORPORATED
P.O. Box 6676
Asheville, North Carolina 28816
Tek [phone]
BY:
ROBERTSONI LOIA /ROOF
ARCHITECTS & ENGINEERS
3460 Preston Ridge Road
Suite 275
Alpharetta, Georgia 30005
Tel: [phone]
Fax: [phone]

Robertson/Loia/Roof
Project No. 00-169
TABLE OF CONTENTS
PROJECT DESCRIPTION ...............................................1
EXISTING GRADING PLAN ........................................2
PROPOSED GRADING PLAN ........................................3
C'AT,CiTT,ATTON OF PEAK RUNOFF ...................................4
POND #1 ...........................................................5
PRECONSTRUCTION CONDITIONS ...................................5
POST CONSTRUCTION CONDITIONS .................................6
ROUTING CALCULATIONS .........................................7
CONTROL BOX .................................................14
DETENTION WET POND ..........................................15
DRAW DOWN CALCULATIONS ......................................16
POND SUMMARY ................................................18
APPENDIX A: Rainfall Intensity Chart .............................19
APPENDIX B: Runoff Coefficient Table .............................20
APPENDIX C: Velocity Estimation Chart ............................21
c:\civil\drawings\00169\working\00169hyd.doc

Robertson/Loia/Roof Project No. 00-169
' PROJECT DESCRIPTION
The project site is located in Arden, North Carolina in
' Buncombe County. It is on the south side of Long Shoals Road,
east of Interstate 26 and west of the CP&L entrance. The total
site area is approximately 13.5 acres.
Runoff leaves the site in two distinct basins. One small
basin drains to the north under Long Shoals Road and the main
' basin drains to the southeast off the rear of the site. The
proposed runoff from the small basin has been reduced so that no
additional runoff has been added to the storm system along Long
Shoals Road. A proposed detention facility will regulate runoff
' from the main basin in addition to a permanent wet pond and a
slow draw down of a volume equivalent to a 1" rainfall. The wet
pond impervious area calculations account for the small area
leaving the site under Long Shoals Road into the pipe system.

L

The detention pond will have restricted designed discharge
rates so that the designed storage for a 100-year storm will be
more than the normal required storage volume. Both the required
and actual pond calculations will be demonstrated in the pond
routing calculations and storm runoff table in the summary.
It has been demonstrated in this report and shown in the
tables on summary pages that the post construction actual flows
from the site will be less than the preconstruction flow.
Page 1

1 Robertson/Loia/Roof Project No. 00-169
r

t

EXISTING GRADING PLAN
Page 2

Robertson/Loia/Roof Project No. 00-169
PROPOSED GRADING PLAN

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Page 3

Robertson/Loia/Roof Project No. 00-169
I

CALCULATION OF PEAK RUNOFF
The method of calculating peak runoff discussed in this
report is the result of experience in the design of storm
drainage and management systems and the adaptability to the area
of influence, type of soil, ground cover, and land use.
The Rational Method will be used to calculate peak runoff
for this report. This method has been found to be adequate for
drainage areas of 0 - 500 acres in size. The Rational Method
relates drainage area with the rainfall intensity and runoff
coefficient. It takes the form of the empirical formula:
Q = CiA
Where,
Q = flow in cubic feet per second.
C = dimensionless coefficient of runoff representing the
ratio between the maximum rate of runoff from the area
and the average rate of rainfall on the area during the
time of concentration.
' i = rainfall intensity for a particular storm event.
A = drainage area expressed in acres.
' The drainage area is computed from maps and field surveys.
After the frequency of the storm is selected based on the degree
of protection desired, computations are made to determine the
' duration of rainfall, which is known as the time of
concentration. From this time, an intensity of rainfall is
derived depending on the frequency of occurrence of the storm.
The runoff coefficient is determined by the soil types,
slopes, ground cover, and sometimes future land use of the area
' under consideration. The runoff coefficient is a ratio of runoff
to rainfall.
I

Once the variables are determined, the Rational Method is
used to determine the peak rate of runoff. These peak rates are
then used in a reservoir routing method to determine the design
of the detention basin and outlet control box.
Page 4

Robertson/Loia/Roof
Project No. 00-169
PRECONSTRUCTION CONDITIONS
Drainage Area (A): = 10.82 acres
Runoff Coefficient (C): 0.30 (See Appendix B)
Time of Concentration (T,) : (See Appendix C)
Overland Flow Distance (')
Change in Elevation (')
Slope
Velocity
Ti = 555.00/2.00/60 = 4.63 minutes
Overland Flow Distance (')
Change in Elevation (')
Slope
Velocity
T2 = 317.00/2.00/60 = 1.10 minutes
T, = T1 + T2 = 6.17 + 1.10 = 7.27 minutes
Use T, = 10.00 minutes
555
59
10.63 0
1.5 FPS
317
32
10.09 0
4.8 FPS
Rainfall Intensity (i) @ T, = 10.00 minutes: (See Appendix A)
I2 = 4.1 I25 = 7.1
I5 = 5.3 I50 = 7.9
Iio = 6.2 1100 = 8.6
Preconstruction Run off (Qpre = CiA) :
Q2 = 13.31 cfs Q25 = 23.05 cfs
Q5 = 17.20 cfs Q50 = 25.64 cfs
Qio = 20.13 cfs Qioo = 27.92 cfs
Page 5
POND #1

Robertson/Loia/Roof Project No. 00-169
POST CONSTRUCTION CONDITIONS
Drainage Area (A): = 9.45 acres
Runoff Coefficient (C): (See Appendix B)
3.0 acres @ 0.30 = 0.90
1.5 acres @ 0.60 = 0.90
4.95 acres @ 0.95 = 4.70
9.45 acres 6.50
C = 6.50 / 9.45 = 0.69
Time of Concentration (TJ : 5.00 minutes (See Appendix C)
Rainfall Intensity (i) @ T, = 5.00 minutes: (See Appendix A)
I2 = 5.00 I25 = 9.10
I5 = 6.75 I50 = 10.00
I10 = 7.90 1100 = 10.90
Post Construction Runoff to Pond (Qpost = CiA):
Q2 = 32.60 cfs Q25 = 59.34 cfs
Q5 = 44.01 cfs Q50 = 65.21 cfs
Qio = 51.51 cfs Qioo = 71.07 cfs
Post Construction Runoff Bypass (Qbypass = Cbypass i Abypass)
Onsite Area Bypass (Abypass) : = 1.3 7 acres
Runoff Coefficient (Cbypass) : 0.60 (See Appendix B)
Q2 = 4.11 cfs Q25 = 7.48 cfs
Q5 = 5.55 cfs Q50 = 8.22 cfs
Qio = 6.49 cfs Qloo = 8.96 cfs
Post Construction Runoff Allowable from Pond
W allowable = Qpre - Qbypass) :
Q2 = 9.20 cfs Q25 = 15.57 cfs
Q5 = 11.65 cfs Q50 = 17.42 cfs
Qlo = 13.64 cfs Qloo = 18.96 cfs
Page 6
POND #1

1 Robertson/Loia/Roof Project No. 00-169

ROUTING CALCULATIONS
Robertson/Loia/Roof P.C. 03-01-2001
' Arden Ingles
Routing Calculations - 2 Year Storm
' Time of Conce ntration (Mins.) = 5.00
QMAX (cfs) = 32.60
Head on pond (ft.) = 5.00
' Type of pond standard = NONSTANDARD.
Area of outle t pipe ( sq. ft.) = 0.6600
Distance from bottom to center line of outlet pipe (ft.) = 0.4583
' t
------------- I1
--------- 12
-------- 2S1/t
---------- 01
----------- 2S2/T+02
-------------- 02
----- 2S2/T
-------------
' 2.50 0.00 2.61 0.00
7 0.00
04
0 2.61
10
36 0.04
0
15 2.57
21
10
5.00 2.61 5.22 2.5 . . . .
7.50 5.22 5.70 10.21 0.15 20.99 0.29 20.70
10.00 5.70 6.19 20.70 0.29 32.30 0.45 31.85
12.50 6.19 7.50 31.85 0.45 45.09 0.63 44.46
' 15.00 7.50 8.80 44.46 0.63 60.12 0.84 59.28
17.50 8.80 11.74 59.28 0.84 78.98 1.11 77.87
20.00 11.74 14.67 77.87 1.11 103.17 1.45 101.73
22.50 14.67 23.63 101.73 1.45 138.59 1.94 136.65
' 25.00 23.63 32.60 136.65 1.94 190.94 2.55 188.39
27.50 32.60 21.84 188.39 2.55 240.28 3.00 237.28
30.00 21.84 11.08 237.28 3.00 267.21 3.24 263.97
32.50 11.08 9.94 263.97 3.24 281.76 3.37 278.40
35.00 9.94 8.80 278.40 3.37 293.78 3.47 290.30
37.50 8.80 7.50 290.30 3.47 303.13 3.56 299.57
40.00 7.50 6.19 299.57 3.56 309.70 3.62 306.08
42.50 6.19 5.05 306.08 3.62 313.71 3.65 310.06
' 45.00 5.05 3.91 310.06 3.65 315.37 3.67 311.70
47.50 3.91 1.96 311.70 3.67 313.90 3.65 310.25
50.00 1.96 0.00 310.25 3.65 308.55 3.61 304.94
52.50 0.00 0.00 304.94 3.61 301.34 3.54 297.79
' 55.00 0.00 0.00 297.79 3.54 294.25 3.48 290.77

Page 7 POND #1
I

Robertson/Loia/Roof

P

Robertson/Loia/Roof P.C. 03-01-2001
Arden Ingles
Routing Calculations - 5 Year Storm
Time of Concentration (Mins.) = 5.00
QMAX (cfs) = 44.01
Head on pond (ft.) = 5.00
Type of pond standard = NONSTANDARD.
Area of outlet pipe (sq. ft.) = 0.6600
Distance from bottom to center line of outlet pipe (ft.) = 0.4583
t
-------------- I1
--------- 12
------ 2S1/t
---------------- 01
------ 2S2/T+02
--------- 02
---------- 2S2/T
----------
2.50 0.00 3.52 0.00 0.00 3.52 0.05 3.47
5.00 3.52 7.04 3.47 0.05 13.98 0.20 13.79
7.50 7.04 7.70 13.79 0.20 28.34 0.40 27.94
10.00 7.70 8.36 27.94 0.40 43.61 0.61 43.00
12.50 8.36 10.12 43.00 0.61 60.87 0.85 60.02
15.00 10.12 11.88 60.02 0.85 81.17 1.14 80.03
17.50 11.88 15.84 80.03 1.14 106.62 1.49 105.13
20.00 15.84 19.80 105.13 1.49 139.28 1.95 137.33
22.50 19.80 31.91 137.33 1.95 187.09 2.52 184.57
25.00 31.91 44.01 184.57 2.52 257.97 3.15 254.82
27.50 44.01 29.49 254.82 3.15 325.16 3.76 321.41
30.00 29.49 14.96 321.41 3.76 362.10 4.04 358.06
32.50 14.96 13.42 358.06 4.04 382.41 4.16 378.26
35.00 13.42 11.88 378.26 4.16 399.41 4.25 395.15
37.50 11.88 10.12 395.15 4.25 412.90 4.33 408.57
40.00 10.12 8.36 408.57 4.33 422.72 4.39 418.33
42.50 8.36 6.82 418.33 4.39 429.12 4.43 424.70
45.00 6.82 5.28 424.70 4.43 432.37 4.45 427.93
47.50 5.28 2.64 427.93 4.45 431.40 4.44 426.96
50.00 2.64 0.00 426.96 4.44 425.16 4.40 420.76
52.50 0.00 0.00 420.76 4.40 416.35 4.35 412.00
55.00 0.00 0.00 412.00 4.35 407.65 4.30 403.34
Project No. 00-169

Page 8
POND #1

J

r
Robertson/Loia/Roof Project No. 00-169
Robertson/Loia/Roof P.C. 03-01-2001
Arden Ingles
Routing Calculations - 10 Year Storm
Time of Concentration (Mins.) = 5.00
QMAX (cfs) = 51.51
Head on pond (ft.) = 5.00
Type of pond standard = NONSTANDARD.
Area of outlet pipe (sq. ft.) = 0.6600
Distance from bottom to center line of outlet pipe (ft.) = 0.4583
t
------------- I1
---------- 12
---------- 2S1/t
----------- 01
------- 2S2/T+02
-------------- 02
----- 2S2/T
-------------
2.50 0.00 4.12 0.00 0.00 4.12 0.06 4.06
5.00 4.12 8.24 4.06 0.06 16.37 0.23 16.14
7.50 8.24 9.01 16.14 0.23 33.17 0.46 32.70
10.00 9.01 9.79 32.70 0.46 51.04 0.71 50.32
12.50 9.79 11.85 50.32 0.71 71.24 1.00 70.24
15.00 11.85 13.91 70.24 1.00 95.00 1.33 93.67
17.50 13.91 18.54 93.67 1.33 124.79 1.75 123.04
20.00 18.54 23.18 123.04 1.75 163.02 2.28 160.74
22.50 23.18 37.34 160.74 2.28 218.98 2.80 216.17
25.00 37.34 51.51 216.17 2.80 302.22 3.55 298.67
27.50 51.51 34.51 298.67 3.55 381.14 4.15 377.00
30.00 34.51 17.51 377.00 4.15 424.87 4.40 420.47
32.50 17.51 15.71 420.47 4.40 449.29 4.54 444.75
35.00 15.71 13.91 444.75 4.54 469.82 4.66 465.16
37.50 13.91 11.85 465.16 4.66 486.25 4.76 481.49
40.00 11.85 9.79 481.49 4.76 498.36 4.83 493.53
42.50 9.79 7.98 493.53 4.83 506.47 4.88 501.59
45.00 7.98 6.18 501.59 4.88 510.88 4.90 505.98
47.50 6.18 3.09 505.98 4.90 510.35 4.90 505.45
50.00 3.09 0.00 505.45 4.90 503.64 4.86 498.78
52.50 0.00 0.00 498.78 4.86 493.92 4.80 489.11
55.00 0.00 0.00 489.11 4.80 484.31 4.75 479.56
Page 9 POND #1
I

l JI

Robertson/Loia/Roof Project No. 00-169
Robertson/Loia/Roof P.C. 03-01-2001
Arden Ingles
Routing Calculations - 25 Year Storm
Time of Concentration (Mins.) = 5.00
QMAX (cfs) = 59.34
Head on pond (ft.) = 5.00
Type of pond standard = NONSTANDARD.
Area of outlet pipe (sq. ft.) = 0.6600
Distance from bottom to center line of outlet pipe (ft.) = 0.4583
t
---------- I1
---------- 12
---------- 2S1/t
----------- 01
------- 2S2/T+02
-------------- 02
----- 2S2/T
-------------
2.50 0.00 4.75 0.00 0.00 4.75 0.07 4.68
5.00 4.75 9.49 4.68 0.07 18.86 0.26 18.59
7.50 9.49 10.38 18.59 0.26 38.21 0.54 37.67
10.00 10.38 11.27 37.67 0.54 58.80 0.82 57.97
12.50 11.27 13.65 57.97 0.82 82.07 1.15 80.92
15.00 13.65 16.02 80.92 1.15 109.44 1.53 107.91
17.50 16.02 21.36 107.91 1.53 143.76 2.01 141.75
20.00 21.36 26.70 141.75 2.01 187.80 2.53 185.27
22.50 26.70 43.02 185.27 2.53 252.47 3.10 249.37
25.00 43.02 59.34 249.37 3.10 348.63 3.96 344.67
27.50 59.34 39.76 344.67 3.96 439.81 4.49 435.32
30.00 39.76 20.18 435.32 4.49 490.76 4.79 485.97
32.50 20.18 18.10 485.97 4.79 519.46 4.95 514.51
35.00 18.10 16.02 514.51 4.95 543.68 5.09 538.59
37.50 16.02 13.65 538.59 5.09 563.17 5.17 558.00
40.00 13.65 11.27 558.00 5.17 577.75 5.24 572.51
42.50 11.27 9.20 572.51 5.24 587.74 5.28 582.46
45.00 9.20 7.12 582.46 5.28 593.50 5.31 588.19
47.50 7.12 3.56 588.19 5.31 593.56 5.31 588.26
50.00 3.56 0.00 588.26 5.31 586.51 5.28 581.23
52.50 0.00 0.00 581.23 5.28 575.95 5.23 570.72
55.00 0.00 0.00 570.72 5.23 565.49 5.18 560.31
Page 10
POND #1

Robertson/Loia/Roof Project No. 00-169
Robertson/Loia/Roof P.C. 03-01-2001
' Arden Ingles
Routing Calculations - 50 Year Storm
' Time of Conce ntration (Mins.) = 5.00
QMAX (cfs) = 65.21
' Head
Type on pond
of pond (ft.) =
standard 5.00
= NONSTAN
DARD.

Area of outle t pipe ( sq. ft.) = 0.6600
' Distance from bottom to center line of outlet pipe (ft.) = 0.4583
t I1 12
------- 2S1/t
---------- 01
----------- 2S2/T+02
-------------- 02
----- 2S2/T
-------------
' -------------
2.50 ---------
0.00 -
5.22 0.00 0.00 5.22 0.07 5.14
5.00 5.22 10.43 5.14 0.07 20.72 0.29 20.43
7.50 10.43 11.41 20.43 0.29 41.99 0.59 41.40
10.00 11.41 12.39 41.40 0.59 64.61 0.90 63.71
' 12.50 12.39 15.00 63.71 0.90 90.19 1.26 88.93
15.00 15.00 17.61 88.93 1.26 120.27 1.68 118.58
17.50 17.61 23.48 118.58 1.68 157.98 2.21 155.77
20.00 23.48 29.34 155.77 2.21 206.38 2.69 203.68
' 22.50 29.34 47.28 203.68 2.69 277.61 3.33 274.28
25.00 47.28 65.21 274.28 3.33 383.44 4.16 379.28
27.50 65.21 43.69 379.28 4.16 484.02 4.75 479.27
30.00 43.69 22.17 479.27 4.75 540.39 5.07 535.32
32.50 22.17 19.89 535.32 5.07 572.30 5.21 567.09
' 35.00 19.89 17.61 567.09 5.21 599.37 5.33 594.04
37.50 17.61 15.00 594.04 5.33 621.31 5.43 615.88
40.00 15.00 12.39 615.88 5.43 637.84 5.50 632.33
42.50 12.39 10.11 632.33 5.50 649.32 5.55 643.77
' 45.00 10.11 7.83 643.77 5.55 656.15 5.59 650.56
47.50 7.83 3.91 650.56 5.59 656.71 5.59 651.13
50.00 3.91 0.00 651.13 5.59 649.45 5.56 643.90
52.50 0.00 0.00 643.90 5.56 638.34 5.51 632.83
' 55.00 0.00 0.00 632.83 5.51 627.33 5.46 621.87

' Page 11 POND #1

r

Robertson/Loia/Roof Project No. 00-169
Robertson/Loia/Roof P.C. 03-01-2001
Arden Ingles
Routing Calculations - 100 Year Storm
Time of Concentration (Mins.) = 5.00
QMAX (cfs) = 71.07
Head on pond (ft.) = 5.00
Type of pond standard = NONSTANDARD.
Area of outlet pipe (sq. ft.) = 0.6600
Distance from bottom to center line of outlet pipe (ft.) = 0.4583
t
------------- I1
---------- 12
---------- 2S1/t
------------ 01
------ 2S2/T+02
--------- 02
---------- 2S2/T
-----------
2.50 0.00 5.69 0.00 0.00 5.69 0.08 5.61
5.00 5.69 11.37 5.61 0.08 22.58 0.32 22.27
7.50 11.37 12.44 22.27 0.32 45.76 0.64 45.12
10.00 12.44 13.50 45.12 0.64 70.42 0.99 69.43
12.50 13.50 16.35 69.43 0.99 98.29 1.38 96.92
15.00 16.35 19.19 96.92 1.38 131.08 1.84 129.24
17.50 19.19 25.59 129.24 1.84 172.18 2.39 169.79
20.00 25.59 31.98 169.79 2.39 224.97 2.86 222.12
22.50 31.98 51.53 222.12 2.86 302.76 3.56 299.21
25.00 51.53 71.07 299.21 3.56 418.25 4.36 413.89
27.50 71.07 47.62 413.89 4.36 528.21 5.00 523.21
30.00 47.62 24.16 523.21 5.00 589.98 5.29 584.69
32.50 24.16 21.68 584.69 5.29 625.24 5.45 619.79
35.00 21.68 19.19 619.79 5.45 655.21 5.58 649.63
37.50 19.19 16.35 649.63 5.58 679.58 5.69 673.89
40.00 16.35 13.50 673.89 5.69 698.05 5.77 692.28
42.50 13.50 11.02 692.28 5.77 711.03 5.83 705.20
45.00 11.02 8.53 705.20 5.83 718.92 5.86 713.05
47.50 8.53 4.26 713.05 5.86 719.98 5.87 714.12
50.00 4.26 0.00 714.12 5.87 712.51 5.83 706.68
52.50 0.00 0.00 706.68 5.83 700.84 5.78 695.06
55.00 0.00 0.00 695.06 5.78 689.28 5.73 683.54
Page 12
POND #1

Robertson/Loia/Roof
Project No. 00-169
Robertson/Loia/Roof P.C. 03-01-2001
Arden Ingles
ROUTING CURVE
Elevation STAGE S 2S/t Q 2S/t+Q
70.0 0.00 0.00 0.00 0.00 0.00
71.0 1.00 12349.00 164.65 2.34 166.99
72.0 2.00 25683.00 342.44 3.95 346.39
73.0 3.00 40042.00 533.89 5.07 538.96
74.0 4.00 55462.00 739.49 5.98 745.47
75.0 5.00 71980.00 959.73 6.77 966.51
Qioo
= 5.87 cfs
Elevation of Qloo
= 73.00 +
(74.00-73.00) * (5.87-5.07) / (5.98-5.07)
= 73.88 ft
Volume of Qloo
= 40042.00 +
(55462.00-40042.00) * (5.87-5.07)
/ (5.98-5.07)
= 53598.04 ft3
Page 13
POND #1

Robertson/Loia/Roof
CONTROL BOX
Project No. 00-169
STANDARD MANHOLE
7.00 RING AND COVER
TOP of BOX 1
n rye x ei
I
DEPSNT1014
r RAWFALL MAW DWN ?
0
Vffr POND
io
OVERFLOW OPENING
INV_ EL. 73.06

6" I 6.00

I
M
01
10"x 60" OVERFLOW
OPENING
(TYP. ALL SIDES)
WALL REINFORCEMENT Reversed-sloped
i?4 O 12" EA. WAY oriftoe to edowly
11" DIA. OPENING releasa atormwater
0.00 S.F.
INV. . - 70.0
?f 22' OIA. OPENNO
IINV. s 07.0
24" DIA OUTFLOW PIPE
RETENTION POND
T--?,_EIASE REINFORCEMENT
#4 O 12- EA. WAY
TYP OUTLET CONTROL BOX 1
SCALE: NONE
Page 14
POND #1

Robertson/Loia/Roof Project No. 00-169
Detention Wet Pond
Total Area = 13.51 acres
Impervious Area = 6.42 acres
% Impervious = 47.50 - 50% used for calculations
SA/DA Ratio from Table 1
Permanent pool depth = 6.0'
SA/DA = 1.3
Surface Area of Permanent Pool
(1.3/100) x 13.51 = 0.176 ac
= 7,650.44 s.f.
Surface area provided = 9,182 s.f.
Volume of 1" Storm
Rv = 0.05 + 0.009 (I)
Rv = 0.05 + 0.009 (50)
Rv = 0.5
Volume to be Controlled - See Draw Down Table
V = (1") (0.5) (1/12) (13.51)
V = 0.56 ac-ft or 24,520.6 c.f.
V = 24,520.6
Page 15
POND #1

Robertson/Loia/Roof
Project No. 00-169
Surface Area to Drainage Area Ratio (SA/DA) For
Permanent Pool Sizinq
Permanent Pool Depth (feet)
Impervious % 3 4 5 6 7 8 9
10 0.59 0.49 0.43 0.35 0.31 0.29 0.25
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
30 1.34 1.08 0.97 0.85 0.70 0.64 0.62
40 1.73 1.43 1.25 1.03 0.90 0.82 0.77
50 2.00 1.73 1.50 1.33 1.09 1.00 0.92
60 2.39 2.03 1.66 1.51 1.29 1.17 1.10
70 2.75 2.27 1.96 1.79 1.48 1.35 1.29

Page 16
POND #1

Robertson/Loia/Roof Project No. 00-169

7

DRAW DOWN CALCULATIONS
Discharge Routing for First Flush 48 Flour Detention of 2:1 Slope Pond
H - (Sgrt (A * A t 4 * P * MMO - A) / (2 * P) ilFww - W rev - 3.78 * D * D * Sgrt (M * T
H: head on pond ft. V: volume of water in pond c.f.
A: area of pond bottom s.f. D: pipe diameter ft.
P: perimeter of pond bottom ft. H: head on pond ft.
V: volume of wa ter in pond c.€. T: time period sec.
Ini tial Yalue:
A 9182.41 s.f.
P 392.45 ft.
Vnow 31100 c.f.
D 0.22 ft.
T 3600 sec.
Head on Pond Volume in Pond Time Past Head on Pond Volume in Pond Time Past
(ft.) (c.f.) (hr) (ft) (c.f.) (hr)
3.00 31100.00 0.0
2.90 29958.88 1.0 0.90 8588.58 25.0
2.80 28836.79 2.0 0.84 7963.52 26.0
2.71 27733.84 3.0 0.78 7360.85 27.0
2.61 26650.18 4.0 0.72 6780.70 28.0
2.52 25585.94 5.0 0.66 6223.20 29.0
2.42 24541.26 6.0 0.60 5688.47 30.0
2.33 23516.27 7.0 0.55 5176.64 31.0
2.24 22511.10 8.0 0.50 4687.83 32.0
2.15 21525.89 9.0 0.45 4222.19 33.0
2.06 20560.78 10.0 0.40 3779.82 34.0
1.97 19615.91 11.0 0.36 3360.86 35.0
1.88 18691.40 12.0 0.32 2965.43 36.0
1.80 17787.41 13.0 0.28 2593.67 37.0
1.72 16904.05 14.0 0.24 2245.70 38.0
1.63 16041.48 15.0 0.21 1921.65 39.0
1.55 15199.83 16.0 0.18 1621.68 40.0
1.47 14379.23 17.0 0.15 1345.93 41.0
1.40 13579.82 18.0 0.12 1094.55 42.0
1.32 12801.73 19.0 0.09 867.73 43.0
1.25 12045.11 20.0 0.07 665.67 44.0
1.17 11310.08 21.0 0.05 488.61 45.0
1.10 10596.78 22.0 0.04 336.85 46.0
1.03 9905.34 23.0 0.02 210.80 47.0
0.97 9235.90 24.0 0.01 111.06 48.0
Page 17
POND #1

Robertson/Loia/Roof
Project No. 00-169
POND SUMMARY
Pond Capacity
Elevation Area Height Sub Volume Voltnoe Stage
61.00 4820.22 0.00 0.00 0.00 0
62.00 5405.32 1.00 5112.77 5112.77 1
63.00 6015.61 1.00 5710.47 10823.24 2
64.00 6838.29 1.00 6426.95 17250.19 3
65.00 7517.95 1.00 7178.12 24428.31 4
66.00 8410.08 1.00 7964.02 32392.32 5
67.00 9182.41 1.00 8796.25 41188.57 6
68.00 10060.74 1.00 9621.58 50810.14 7
69.00 10896.81 1.00 10478.78 61288.92 8
70.00 11898.22 1.00 11397.52 72686.43 9
71.00 12800.97 1.00 12349.60 85036.03 10
72.00 13868.80 1.00 13334.89 98370.91 11
73.00 14850.15 1.00 14359.48 112730.39 12
74.00 15990.60 1.00 15420.38 128150.76 13
75.00 17044.69 1.00 16517.65 144668.41 14
Elevation 61.0-67.0 - Permanent Wet Pond
Elevation 67.0-70.0 - Draw Down - 111 Storm over 48 hours
Elevation 70.0-75.0 - Detention Pond (1 FT Freeboard)
Area Runoff
Freq. (yr) Qpre (Cfs) Qpost (cfs) Qbypass (cfs) Qallowable(CfS) Qactual (Cfs)
2 13.31 32.60 4.11 9.20 3.67
5 17.20 44.01 5.55 11.65 4.45
10 20.13 51.51 6.49 13.64 4.90
25 23.05 59.34 7.48 15.57 5.31
50 25.64 65.21 8.22 17.42 5.59
100 27.92 71.07 8.96 18.96 5.87
Page 18 POND #1

Robertson/Loia/Roof Project No. 00-169

Page 19

010654
Subject: 010654
Date: Mon, 03 Dec 200109:04:09 -0500
From: "Todd St. John" <[e-mail]>
Organization: DWQ Wetlands Unit
To: "mike.parker" <[e-mail]>
CC: "Todd St. John" <[e-mail]>
DWQ# 010654, Ingles
Mr. Parker, got some plans from an engineer firm... not sure why they
sent 'em to me other than there may be a stormwater plan in the
future... This is one you had put on hold... I'm not sure that they
answered any of your questions... FYI, the stormwater plan does not seem
to meet conditions #7 and # 13 in GC 3287 for NW 39... I'm not sure if
they answered any of you other questions... i sent you a copy of the
plans...
have fun!!!
Todd St. John, P.E.
Environmental Engineer II
DWQ
Wetlands Unit
1 of 1 12/3/019:08 AM

ROBERTSON LOIA ROOF
A R C H I T E C T S & E N G I N E E R S
Letter of Transmittal
Project Number: 00.169
Date: November 29, 2001
To: Mr. Todd St.John
PENK - lNetlands unit
2321 Crabtree Blvd 5 250
Raleigh, NC, 2-7604
[phone]
Re: Ingle5 No. 130
Arden NG
From: George Rendon Transmitted via:
?11 0
overnight Expre55
no. item description
print
Remarks:
For your review.
Please give a copy to Mr Mike Parker.
Thank you.
Copies to:
770-674-2600 . FAX [phone] . 3460 Preston Ridge Road . Suite 275 . Alpharetta, Georgia 30005
06/0712001 10:37
State (if North Carolina
Department of Environment
and Natural Resources
Asheville Regional (Mice
Micimel I-. Ewgley, (=overnor
Willi:nn G. Russ, Jr., Secretary
Kerr T. titeyerm, Director
Division of Water Quality
WATER (QUALM SECTION
Pi
/e?
NCbE'N'R
NaR-FH CAROLINA CIEWAH I Mr_N I Id'
ENVIRONMENT ANn NAtTUfiAt REN i )RCF-G
May 25, 2001 tU_
Mr, (;,?rt3c?n Myc--^, Vice-President
Tn??lr_?; M::Irket:s, Inc.
Pn iiax 66,/6)
Ashic,v..i..l 1 r.,, North Carolina 28816
PAGE 02
60,11V

subject! 401 Certification Application
DWQ Project No. 01--654
Ingles Store on Long Stzoal.s Road
Buncombe County
Pt1_ c.u M Mvs t
i. have- 1 c oked at the proposed site for the Ingles store on Long
"hc;al.., Road and reviewed the 401 Certification Application and it has
been dcl.,ormined that additional information is needed before a 401
M:ttt_r Vua I i I.y Certification can be issued. It is requostied r._hat you
F:)rovide the following information:
(1) Avoidance and Minimization-In accordance with our vegulations
D. is requested the you look at avoiding and minimizJLng the
irnpuc.!t s to streams and wetlands. it is recommended that you
redcu i rln or relocate the project on site to avoid impacts-
(2) Mit iclation-Ev'en though there is a small amount of proposed
wctiand :i.mpact there are also two perennial streams that
flows t:h.rough the wetlands. The impacts to those atreame:t
exceed 150 feet; therefore, compensatory mitigation will be
required for these impacts. Wetland mitigation is not a
subs.t.itute for stream mitigation. Please provide: plans on
how you will mitigate for the stream loss, It is recommended
that yoLl refer to the "'technical Guide for Stream Work in
,' Jort:h Carolina listed on the web
at//l12o.enr.state.nc.us/ncwetlands to help you with
:n i l:.i elation .
(i) ST-.nr'[nwater -A formal otormwat er plan should be submittn..d for
approval. The Division cannot process your application unr L.1,
a ;,Lormwater plan is approved. Please refer to the weh page
1. S F,I..ee3 above for the stormwater plan regl.ti cements .
06/07/2001 10:37 4
Mr. Oordcn Mcyf-rs
May 25, 2001
f? ?c7t? Two
PAGE 03
L'z.i:; pro jc-c:t_ -s being placed on hold until we have received,
reviewed and approved these design featuree.
Thank you for your attention to this matter. Should you have any
gtjestions, please call me at 928-251-6208.
Sincerely,, /
Michael R. Parker
Environmental Chemist
xcj : Richard Dates -gPCY
nave Baker WRC
Mike Brookshire
Max Hancr
OtO? W A T X19
r-
(5M 0- ?'
; 71
Michael F. Easley
Governor
William G. Ross, Jr., Secretary
Department of Environment and Natural Resources
Kerr T. Stevens, Director
Division of Water Quality
Mr. Richard Bates
Environmental Permitting Consultants
Post Office Box 3744
Greenville, North Carolina 29608
Dear Mr. Bates:
Subject: Project: Ingles Market
DWQ #: 010654
COE #: 200130682
County: Buncombe
July 5, 2001
Nvld
5- Ik-?- Id
The purpose of this letter is to notify you that the North Carolina Wetlands Restoration
Program (NCWRP) will accept payment for stream impacts associated with the subject
project. Stream and wetland impacts will be mitigated in accordance with the Memorandum
of Understanding between the N.C. Department of Environment and Natural Resources and
the U.S. Army Corps of Engineers dated November 4, 1998.
Based on the information supplied by you in a letter dated June 6, 2001, the stream
restoration that is necessary to satisfy the compensatory mitigation requirements for this
project is summarized in the following table. The maximum amount of mitigation that the
NCWRP will accept for this project is also indicated in this table.
Stream
(linear feet) Wetland
(acres) Riparian Buffer
(ft)
Impact 240
Mitigation Maximum 480
As requested, the NCWRP will provide stream mitigation as specified in the 401
Water Quality Certification and/or Section 404 Permit for impacts associated with the subject
project in Cataloging Unit 06010105 of the French Broad River Basin.
If you have any questions or need additional information, please contact Crystal
Braswell at [phone].
Sincerely,
Ronald E. Ferrell
cc
NCGENR
Customer Service
Rob Ridings, Wetlands/401 Unit
David Baker, USACOE
Mike Palmer, ARO
file
Program Manager
Division of Water Quality 1619 Mail Service Center Raleigh, NC 27699-1619
Wetlands Restoration Program [phone] Fax: [phone]
1 800 623-7748
MEMORANDUM
TO: John Dorney Regional Contact: Michael R. Parker
Non-Discharge Branch WO Supervisor: Forrest Westall _
Date:
SUBJECT: WETLAND STAFF REPORT AND RECOMMENDATIONS
Facility Name Ingles Markets, Inc -- Arden Store
Project Number 01 0654
Recvd From APP
Received Date 4/27/01 Recvd By Region
Project Type commercial development
Certificates Stream
Permit Wetland Wetland Wetland Stream Class
Type Type Impact Score Index Prim. Supp.
39 OTH 01' _0N F -F-6-(475) WSIV
Mitigation Wetland
MitigationType Type Acres Feet
Stream Impacts (ft.)
Acres Feet
Basin Req. Req.
0_27 F 0.11 425.00 240.00 I -

Is Wetland Rating Sheet Attached? O Y (9 N Did you request more info? Q Y O N
Have Project Changes/Conditions Been Discussed With Applicant? O Y O N
Is Mitigation required? Q Y O N Recommendation: O Issue O Issue/Cond O Deny
Provided by Region: Latitude (ddmmss) 352844
Longitude (ddmmss) 823300
Comments:
Inject is being placed on hold because the applicant needs to look at avoidance and minimization.
Need mitigation plan for stream loss not wetlands.
Need stormwater plan.
County Buncombe
County2
Region Asheville
cc: Regional Office
Central Office Page Number 1
Environmental
Permitting
Consultants, Inc.
April 4 2001
US Army Corps of Engineers
Asheville Regulatory Field Office
151 Patton Avenue, .Room 208
Asheville, North Carolina 28801-5006
Attention: David Baker, Project Manager
Reference: Section 404 Permit Application 0 1 ®6 54
Commercial Development - Arden Ingles Store No. 130
Buncombe County, North Carolina
Dear Mr. Baker:
Enclosed please find the Pre-Construction Notification Application Form for Activities Affecting
Waters of the United States for the proposed Arden Ingles Store No. 130 commercial development located
in Buncombe County, North Carolina.
Ingles Markets (applicant) requests USACE authorization under Nationwide Permit No. 39 to fill
0.11 acres of wetland area and 240 linear feet of stream channel for the purpose of providing level building
space for a commercial shopping center adjacent to Long Shoals Road, approximately 0.5 miles east of the
intersection of Long Shoals Road and Interstate-26. Site location, project layout drawings, and cross- r T1
sectional drawings are included with the application package. If necessary, compensatory mitigation could
be in the form of restoration of wetland areas adjacent to the Ingles Markets mitigation site located on r n
Airport Road, Mud Creek Drainage in Hendersonville, North Carolina. r-
© ---I
Thank you for your assistance with this project. If you have any questions or need additional
information, please call [phone].
Sincerely,
Environmental Permitting Consultants, Inc.
r
Richard Bates, MSPH, PWS
Cc: John Dorsey, NCDENR Div. of Water Quality (7 copies)
Gordon Myers, Ingles Markets (I copy)
US Fish and Wildlife Service (I copy)
NC Wildlife Resources Commission (1 copy)
NC State Historic Preservation Office (I copy)
P.0 Box 3744 9 Greenville, South Carolina 29608 • [phone] • Fax [phone]

DWQ ID: CORPS ACTION ID:
NATIONWIDE PERMIT REQUESTED (PROVIDE NATIONWIDE PERMIT #) NWP# 39
PRE-CONSTRUCTION NOTIFICATION APPLICATION
FOR NATIONWIDE PERMITS THAT REQUIRE:
1. NOTIFICATION TO THE CORPS OF ENGINEERS
2. APPLICATION FOR SECTION 401 CERTIFICATION
3. COORDINATION WITH THE NC DIVISION OF COASTAL MANAGEMENT
SEND THE ORIGINAL AND (1) COPY OF THIS COMPLETED FORM TO THE APPROPRIATE FIELD
OFFICE OF THE CORPS OF ENGINEERS (SEE AGENCY ADDRESSES SHEET). SEVEN (7) COPIES
MUST BE SENT TO THE NC DIVISION OF WATER QUALITY, ATTN: JOHN DORNEY,
4401 REEDY CREEK ROAD, RALEIGH, NC 27607. PLEASE PRINT OR TYPE.
1. OWNER'S NAME: Ingles Markets, Inc.
2. MAILING ADDRESS: P.O. Box 6676
SUBDIVISION NAME
CITY: Asheville STATE: NC ZIP CODE: 28816
PROJECT LOCATION ADDRESS, INCLUDING SUBDIVISION NAME (IF DIFFERENT FROM
MAILING ADDRESS ABOVE):
Approximately 0.5 miles east of the intersection of I-26 and Long Shoals Road (Hwy 280) on the
south side of Long Shoals Road.
3. TELEPHONE NUMBER: (HOME) _ (WORK) [phone]
4. IF APPLICABLE: AGENT'S NAME OR RESPONSIBLE CORPORATE OFFICIAL, ADDRESS,
PHONE NUMBER:
Environmental Permitting Consultants, Inc. PO Box 3744 Greenville, South Carolina 29608
Attn: Richard Bates [phone]
5. LOCATION OF WORK (PROVIDE A MAP, PREFERABLY A COPY OF USGS TOPOGRAPHIC MAP
OR AERIAL PHOTOGRAPHY WITH SCALE): (see Sheet 1 of 4)
COUNTY: Buncombe - NEAREST TOWN: Skyland
SPECIFIC LOCATION (INCLUDE ROAD NUMBERS, LANDMARKS, ECT.) Approximately 0.5
miles east of the intersection of I-26 and Long Shoals Road (Hwy 280) on the south side of Long
Shoals Road. 35.4790141°N 82.5498719°W
6. IMPACTED OR NEAREST STREAM/RIVER: Unnamed tributary of French Broad River
RIVER BASIN: French Broad
7. (a) IS PROJECT LOCATED NEAR WATER CLASSIFIED AS TROUT, TIDAL SALTWATER, (SA),
HIGH QUALITY WATERS (HQW), OUTSTANDING RESOURCE WATERS (ORW), WATER
SUPPLY (WS-I OR WS-II)? YES X NO _ IF YES, EXPLAIN: The unnamed tributary has no
classification but does drain into the French Broad River, which is classified as C Tr.
(b) IS THE PROJECT LOCATED WITHIN A NORTH CAROLINA DIVISION OF COASTAL
MANAGEMENT AREA OF ENVIRONMENTAL CONCERN (AEC)? YES ? NO X
-T7 `O
r" q ?a
C-D - ??
(c) IF THE PROJECT IS LOCATED WITHIN A COASTAL COUNTY (SEE PAGE 7 FOR LIST OF
COASTAL COUNTIES), WHAT IS THE LAND USE PLAN (LUP) DESIGNATION?
8. (a) HAVE ANY SECTION 404 PERMITS BEEN PREVIOUSLY REQUESTED FOR USE ON THIS
PROJECT? YES ? NO X IF YES, PROVIDE ACTION I.D. NUMBER OF PREVIOUS PERMIT AND
ANY ADDITIONAL INFORMATION (INCLUDE PHOTOCOPY OF 401 CERTIFICATION):
(b) ARE ADDITIONAL PERMIT REQUESTS EXPECTED FOR THIS PROPERTY IN THE FUTURE?
YES ? NO ? IF YES, DESCRIBE ANTICIPATED WORK: _
9. (a) ESTIMATED TOTAL NUMBERS OF ACRES IN TRACT OF LAND: 13.51+/-
(b) ESTIMATED TOTAL NUMBER OF ACRES OF WETLANDS LOCATED ON PROJECT SITE:
0.24 ac (see sheet 2 of 4)
10. (a) NUMBER OF ACRES OF WETLANDS IMPACTED BY THE PROPOSED PROJECT BY:
FILLING: 0.11 EXCAVATION:
FLOODING: OTHER :
DRAINAGE_ TOTAL ACRES TO BE IMPACTED: 0.11
(b) (1) STREAM CHANNEL TO BE IMPACTED BY THE PROPOSED PROJECT (IF RELOCATED,
PROVIDE DISTANCE BOTH BEFORE AND AFTER RELOCATION:
LENGTH BEFORE: 665 FT AFTER: 425 FT
WIDTH BEFORE (based on normal high water contours): 5 FT
AVERAGE DEPTH BEFORE: <0.5 FT AFTER: <0.5 FT
(b) (2) STREAM CHANNEL IMPACTS WILL RESULT FROM: (CHECK ALL THAT APPLY)
OPEN CHANNEL RELOCATION: _ PLACEMENT OF PIPE IN CHANNEL: X
CHANNEL EXCAVATION: _ CONSTRUCTION OF A DAM/FLOODING:
OTHER: Placement of fill
11. IF CONSTRUCTION OF A POND IS PROPOSED, WHAT IS THE SIZE OF THE WATERSHED
DRAINING TO THE POND? _ WHAT IS THE EXPECTED POND SURFACE AREA?
No ponds proposed in waters of the U.S.
12. DESCRIPTION OF PROPOSED WORK INCLUDING DISCUSSION OF TYPE OF MECHANICAL
EQUIPMENT TO BE USED? (ATTACH PLANS; 81/2 BY 11 DRAWINGS ONLY)
The proposed work consists of the clearing and grading of approximately 10+/- acres of the 13.51+/-
acre property to prepare the site for a commercial development. The development will include the
construction of an Ingles Market, parking, and stormwater management facilities.
13. PURPOSE OF PROPOSED WORK: The purpose of the proposed work is to prepare the site for
commercial development.
14. STATE REASONS WHY IT IS BELIEVED THAT THIS ACTIVITY MUST BE CARRIED OUT IN
WETLANDS (INCLUDE ANY MEASURES TAKEN TO MINIMIZE WETLAND IMPACTS)
Wetland impacts could not be avoided for the proposed development of this property. The
commercial development requires a relatively flat property to provide a construction pad for the
building and parking facilities. The grading would require the loss of 0.11 acres of wetlands and
240 linear feet of stream. Wetland impact and cross-sectional drawings are provided as Sheets 3 and
4of4.
If required, the applicant will provide compensatory mitigation by restoring wetland areas adjacent
to the Ingles Markets mitigation site located on Airport Road, Mud Creek Drainage in
Hendersonville, NC.
15. YOU ARE REQUIRED TO CONTACT THE US FISH AND WILDLIFE SERVICE AND/OR
NATIONAL MARINE FISHERIES SERVICE REGARDING THE PRESENCE OF ANY FEDERALLY
LISTED OR PROPOSED FOR LISTING ENDANGERED OR THREATENED SPECIES OR CRITICAL
HABITAT IN THE PERMIT AREA THAT MAY BE AFFECTED BY THE PROPOSED PROJECT.
DATE CONTACTED: 4/4/01
16. YOU ARE REQUIRED TO CONTACT THE STATE HISTORIC PRESERVATION OFFICER
(SHPO) REGARDING THE PRESENCE OF HISTORIC PROPERTIES IN THE PERMIT AREA
WHICH MAY BE AFFECTED BY THE PROPOSED PROJECT. DATE CONTACTED 4/4/01
17. DOES THE PROJECT INVOLVE AN EXPENDITURE OF PUBLIC FUNDS OT THE USE OF PUBLIC
(STATE) LAND? YES ? NO X (IF NO, GO TO 18)
(a) IF YES, DOES THE PROJECT REQUIRE PREPARATION OF AN ENVIRONMENTAL
DOCUMENT PURSUANT TO THE REQUIREMENTS OF THE NORTH CAROLINA
ENVIRONMENTAL POLICY ACT? YES ? NO ?
(b) IF YES, HAS THE DOCUMENT BEEN REVIEWED THROUGH THE NORTH CAROLINA
DEPARTMENT OF ADMINISTRATION STATE CLEARINGHOUSE YES ? NO ?
IF ANSWER 17b IS YES, THEN SUBMIT APPROPRIATE DOCUMENTATION FROM THE STATE
CLEARINGHOUSE WITH THE NORTH CAROLINA ENVIRONMENTAL POLICY ACT.
QUESTIONS REGARDING THE STATE CLEARINGHOUSE REVIEW PROCESS SHOULD BE
DIRECTED TO MS. CHRYS BAGGETT, DIRECTOR STATE CLEARINGHOUSE, NORTH
CAROLINA DEPARTMENT OF ADMINISTRATION, 116 WEST JONES STREET, RALEIGH,
NORTH CAROLINA 27603-8003, TELEPHONE [phone].
18. THE FOLLOWING ITEMS SHOULD BE INCLUDED WITH THIS APPLICATION IF PROPOSED
ACTIVITY INVOLVES THE DISCHARGE OF EXCAVATED OF FILL MATERIAL INTO
WETLANDS:
(a) WETLAND DELINEATION MAP SHOWING ALL WETLANDS, STREAMS, LAKES, AND
PONDS ON THE PROPERTY (FOR NATIONWIDE PERMIT NUMBERS 14, 18, 21, 26, 29, AND 38).
ALL STREAM (INTERMITTENT AND PERMANENT) ON THE PROPERTY MUST BE SHOWN ON
THE MAP. MAP SCALES SHOULD BE 1 INCH EQUALS 50 FEET OR 1 INCH EQUALS 100 FEET
OR THEIR EQUIVALENT. (see Sheet 2 of 4)
(b) IF AVAILABLE, REPRESENTATIVE PHOTOGRAPH OF WETLANDS TO BE IMPACTED BY
PRODUCT. (included)
(c) IF DELINEATION WAS PERFORMED BY A CONSULTANT, INCLUDE ALL DATA SHEETS
RELEVANT TO THE PLACEMENT OF THE DELINEATION LINE. (included)
(d) ATTACH A COPY OF THE STORMWATER MANAGEMENT PLAN IF REQUIRED. (in progress)
(e) WHAT IS LAND USE OF SURROUNDING PROPERTY? commercial/residential development
(fl IF APPLICABLE, WHAT IS PROPOSED METHOD OF SEWAGE DISPOSAL? POTW
SIGNED AND DATED AGENT AUTHORIZATION LETTER, IF APPLICABLE.
NOTE: WETLANDS OR WATERS OF THE US MAY NOT BE IMPACTED PRIOR TO:
1. ISSUANCE OF A SECTION 404 CORPS OF ENGINEERS PERMIT,
2. EITHER THE ISSUANCE OR WAIVER OF A 401 DIVISION OF WATER QUALITY
CERTIFICATION, AND
3. (IN THE TWENTY COASTAL COUNTIES ONLY), A LETTER FROM THE NORTH
CAROLINA DIVISION OF COASTAL MANAGEMENT STATING THE PROPOSED
ACTIVITY IS CONSISTENT WITH THE NORTH CAROLINA COASTAL MANAGEMENT
13 ,
OWNER'S/AGENT'S G ATURE DATE
(AGENTS SIGNATURE VALID ONLY IF AUTHORIZATION LETTER FROM THE OWNEVIS PROVIDED).

P9

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DATA Form
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Delineation Manual)
Project/Site: Arden Ingles Store No. 130 - OOJWD089 Date: 2/9/01
Applicant/Owner: Ingles Markets County: Buncombe
Investigator: Richard Bates, Neil Collins, Chris Grose Environmental State: North Carolina
Permitting Consultants Inc.
Do normal circumstances exist on the site? Yes No Community ID: forested wetland
Is the site significantly disturbed (atypical situation)? Yes No Transect ID:
Is the area a potential problem area? Yes No Plot ID: A
If needed, explain on reverse.
VF!_F T A Tiniv
Dominant Plant Species Stratum Indicator Dominant Plant Species Stratum Indicator
1 Acer rubrum T FAC 9
2 Liriodendron tuli fera T FAC 10
3 Li ustrum sinense S FAC 11
4 Rhododendron s p. S FAC- 12
5 13
6 14
7 15
8 16
Percent of Dominant Species that are OBL, FACW or FAC
excludin FAC- . 75%
Remarks:
nvnuni nr-v
Wetland Hydrology Indicators:
Recorded Data (describe in remarks) Primary Indicators:
Stream, lake or tide gauge Inundated
Aerial photographs X Saturated in upper 12 inches
Other Water marks
Drift lines
X No Recorded Data Available Sediment deposits
Drainage patterns
Field Observations: Secondary Indicators (2 or more required):
Oxidized root channels in upper 12 inches
Depth of Surface Water: (in) X Water-stained leaves
Depth of free water in pits: (in) Local soil survey data
Depth of saturated soil: (in) FAC-Neutral test
Other (Explain in Remarks)
Remarks:
enii c
Map Unit Name: unclassified
(Series and Phase):
Taxonomy (subgroup): Drainage Class: poorly drained
Field Observations
Confirm Mapped Type? no
Profile Descri lion s:
Depth Horizon Matrix Color
Munsell Moist Mottle Color
Munsell Moist Mottle Abundance
Abundance/Contrast Texture, Concretions,
Structure, etc.
0-18 in. A IOYR 4/1 N/A N/A loam

Hydric Soil Indicators:
Histosol Concretions
Histic Epipedon High Organic Content in Surface Layer in Sandy Soils
X Sulfidic Odor Organic Streaking in Sandy Soils
Aquic Moisture Regime Listed on Local Hydric Soils List
X Reducing Conditions Listed on National Hydric Soils List
X Gleyed or Low-Chroma Colors Other (Explain in Remarks)
Remarks:
WF.TI,AND DETERMINATION
Hydrophytic Vegetation Present?
Wetland Hydrology Present?
Hydric Soils Present?
Yes No
Yes No Is this sampling point within a wetland? Yes No
Yes No
Remarks:
Photo No. 4 Typical view of the stream in the lower of the property.
!'7
Mr. Mike Parker
NC Department of Environmental & Natural Resources
Division of Water Quality MAY 2 2 z, {?
59 Woodfin place J
Asheville. NC 28801
Subject: US Army Corps of Engineers (COE) Action ID No. 200130682, Ingles Markets
proposed 65,000 square foot store on Long Shoals Road, Arden, NC, Buncombe county, filling
in wetlands etc.
Dear Mr. Parker:
I own 31 acres adjacent to the site Ingles Markets has under option with the intention of building
a 65000 square foot store on Long Shoals Road. The old stream bed of Powell Creek crosses my
property on the southern side.
I am VERY concerned that the Board of Adjustments of Buncombe County has issued a building
permit with total disregard to the fact that Ingles plans call for a 58' tall retaining wall be built
over wetlands. Their plans submitted to the Board of Adjustments makes little note of these
wetlands and the stream bed.
The source of part of the current water supply in this stream bed comes from underground
springs east of the CP&L Drive, said water being piped under CP&L Drive, then being permitted
to flow freely. This water first flows through the pond belonging to Wendel Burton at 10 CP&L
Drive. The overflow from this pond proceeds to this old stream bed. Additional water comes to
the stream bed from various springs, making its way across my property to the French Broad
River. (The original Powell Creek stream was dammed to become Lake Julian some years ago.)
There are many square feet of wetlands involved in this stream bed. Many plants and animals
leave there, such as beaver, salamanders, turtles and several varieties of fish. There are many
birds: wild turkeys, crows, bald eagles a variety of woodpeckers including the pilated
woodpecker and many of the song birds common to these altitudes. The plant material is
profuse, including rare species such as pitcher plants and turkey brush.
In addition to this 58' retaining wall over/on wetlands, Ingles plans call for a retention pond to be
built to the south of the retaining wall which will support the parking lot and store building. The
retention pond is designed to receive the run off from the parking lot, including salt and
petroleum pollutants from the parking lot and gasoline from the filling station. Eventually these
pollutants will reach the Powell Creek stream bed.
Currently on the north side of the site for the retaining wall are 6 septic systems which will be
graded for the parking lot. The Ingles plans do not deal with how this human waste will be
prevented from entering Mr. Burton's pond and the stream bed.

Ingles plans deal with sedimentation and erosion as "contractors' responsibility," again leaving
an important facet basically unaddressed. The effects of uncontrolled sedimentation and erosion
could add to the destruction of the above mentioned wetlands and animals dwelling therein.
Another area of concern to me is the Board of Adjustments seemingly ignoring the Zoning
regulations of Buncombe County concerning the buffers to which I am entitled as a residential
property adjoining a commercial property. Instead of a 20 foot barrier to be provided between
my property and Ingles parking lot, their plan calls for an 8' barrier with one row of trees, instead
of three rows of trees the regulations call for.
Please research my concerns before you make any recommendations concerning this project. Mr.
Burton and I will be delighted to personally show you what concerns us.
The truth of the matter, in my opinion, is that Ingles is trying to build too large a project on the
site they have under option. Although they have 13.5 acres under option, they are planning to use
only about 8 for the project. By their own admission they say they need 10 acres minimum for a
65000 square foot store.. Thus too big a project for too small a site with its inherent problems.
Our wetlands need your protection..
Thank you for your attention to our concerns.
Sincerel ,
315 Long Shoals Road
Arden, NC 28704
828-684-6525
,-M

Mr. Mike Parker
NC Department of Environment & Natural Resources
Division of Water Quality
59 Woodfin Place
Asheville, NC 28801
Subject: U.S. Army Corps of Engineers (COE) Action ID No. 200130682, Ingles Markets
proposed 65,000 sq. ft. store on Long Shoals Rd, Arden NC (Buncombe County), filling
in wetlands and piping the perennial stream.
Dear Mr. Parker,
I write to you because I have closely followed the Ingles proposal and have witnessed
that key environmental facts seem to be neglected. As example, at the first scheduled
meeting at the board of adjustment, Ingles site plans did not show the perennial stream
or the wetlands. Luckily Mr. Mike Brookshire visited the site and questioned this remiss.
Now their NWP39 plans have been submitted to COE and I bet that they did not mention
that in leveling and filling in the land and wetlands, that they will be exposing the septic
tanks and drain fields of six homes, which will allow the potentially harmful effluents into
the stream that feeds directly into my property with its 0.25 acre pond where I swim and
catch fish! I am concerned.
I am concerned about the sedimentation and erosion that will directly impact the water
quality of my pond. The proposed construction site will have a 1200-foot retention wall
surrounding the store, which will traverse 300 feet of wetlands and pipe over 150 feet of
the perennial stream. The wetlands ground is basically blue mud. Construction will
have to remove the blue mud to get to bedrock. The potential for more springs is high
as the inflow onto the bedrock on my property is roughly three times greater than the
inflow onto the proposed construction site.
The site construction plans have shown that a single row of barrier trees, Leyland
cypress to be planted at the side borders. This is silly as it will disturb the wetlands
giving more sedimentation and remove full grown white pine and understory of
rhododendron and moccasin flowers which serve as a better visual barrier. The
proposed height of the retention wall over the wetlands is over 50 feet high, raising the
elevation from 2120 to 2170. 1 am concerned again. An incredibly high wall over
unstable and numerous spring fed wetlands. Any mistakes will end up in the pond.
There are other sites available that do not have wetlands. Land immediately west of the
site is available which would allow the wetlands to remain. Simply rotating the store by
90 degrees can save the wetlands. Installing a gas pumping service area, when two
existing service stations less than a block away exist, is questionable. Does not section
404(b)(1) apply here? There are no shortage of Ingles stores. Four exist within five
miles of this site. However, there is a shortage of wetlands in Buncombe County. It has
been reported that over 95% of the wetlands in the county have already been destroyed.
The quality of the water in this area is under compromise. The two unnamed streams
directly north of the site, on Biltmore Park land have filled with sediment and have lost
the darter minnows. Run-off from the growing number of homes and lawns in Biltmore
Park will add nutrients to the French Broad. The CPL power plant effluent enters just
.44
south of Powell Creek and contains more foam as CPL did not raise their skimmers as
they raised the level of their settling pond. Bent Creek camping effluent enters just
north on the French Broad as well as Dingle Creek, which was rated just fair in the
French Broad River Basinwide Water Quality Plan.
I hope that you will carefully consider the options, the minimization or alternatives
available to the Ingles proposal, where mitigation is not necessary. The runoff from the
parking lot will go into Powell Creek. Two thousand cars and delivery trucks will enter
the store site daily (Number calculated from Ingles information). The effect on the
wildlife that uses this basin will be impacted unfavorably. 1 hope that your division will
oppose the NWP39 efforts. I hope that the state's rules will also oppose the proposal.
Sincerely,
Wendel L. Burton
10 CPL Drive
Arden, NC 28704
828-687-1093
Projects reviewed with comments:
010712 - (Madison Co., DOT) the affected waterway, Paint Fork, is WS-II. Road crossings are
allowed assuming no practical alternatives, and bua must be minimized, stormwater must be
diverted away from surface waters, and DOT must use/follow their BMPs document
010691 - (Mitchell Co., DOT) no WSWP impacts, but Roaring Branch is C Tr.
010678 - (Durham Co., Triangle WWTP) the project is within WS-IV Haw River (Jordan Lake).
Kick it to Durham Planning Dept. for enforcement of BUA requirements. Crossings ok, assuming
no practical altematives, and bua must be minimized, stormwater diverted, BMPs for water quality
used.
010666 - (Clay Co., DOT) the project is not is WS waters, but it's in Tr.
010637 - (Granville Co., John Braddy) the project is within WS-II NSW. Kick it to Butner Planning
Dept. for enforcement of BUA requirements. Crossings ok for public projects, assuming no
practical alternatives, and bua must be minimized, stormwater diverted, BMPs for water quality
used. Since it's a private project, then road pavement must be included in the total bua and
crossings not ok without a variance.
010630 - (Watauga Co., Wetland and Natural Resource Consultants, Inc.) not is WS waters, but it's
within TR HQW.
010628 - (Stanly Co., Gerald Goodman) The project is within the Lake Tillery WS-IV-CA. Kick to
local planning department (Norwood?) for review of bua and buffer compliance. The state
minimum for WS-IV projects is that the WSWP rules don't apply to projects not needing a SEC
plan, but local gov't can be more protective. If SEC plan is needed, must comply with bua/buffer
requirements.
010626 (S&EC Consultants, Inc., Iredell Co.) - the site is most likely in the WS-IV-CA of Lake
Norman. No new roads in CA to the extent practicable; if allowed must minimize bua, divert
stormwater, use BMPs. Private roads must be included in the bua calculations. The state
minimum for WS-IV projects is that the WSWP rules don't apply to projects not needing a SEC
plan, but local gov't can be more protective. If SEC plan is needed, must comply with bua/buffer
requirements.
Proiects reviewed with NO comments/not is WS waters:
010726 - Martin Marietta Materials, Inc., Wake Co.
010730 - Donal Humphrey, Onslow Co.
010728 - Levie Carson Bunch, Currituck Co.
010725 - Tommy Moore, Jones Co.
010724 - Rowland Carlson, Chowan Co.
010737 - KBB Developers, Union Co.
010683 - DOT, Guilford Co.
010672 - Land Management Group, Inc., Brunswick Co.
010671- City of Lenoir, Caldwell Co.
010668 - DOT, Tyrell Co.
010654 - Ingles Markets, Inc., Buncombe Co.
010648 - Casey Jones, Guilford Co.
Environmental
Permitting
Consultants, Inc.
April 4, 2001
US Fish and Wildlife Service
Raleigh Field Office
PO Box 33726
Raleigh, NC 27636-3726
Reference: Request for Endangered or Threatened Species Information
I-26 and Long Shoals Rd
Buncombe County, NC
EPC Project No.: 01PCN001
Dear Sir or Madam:
We are submitting a 404/401 permit application for a site located approximately
0.5 miles east of the intersection of I-26 and Long Shoals Rd on the south side of Long
Shoals Rd in Buncombe County, NC. As part of the permit we are required to determine
if there are any federally listed or proposed for listing endangered or threatened species or
critical habitat in the permit area. We request any information that you may be able to
provide to us on this matter. Enclosed you will find a copy of a topographic map with the
project site identified and a copy of the permit application.
Thank you for your assistance with this project. If you have any questions or
need additional information, please call [phone].
Sincerely,
Environmental Permitting Consultants, Inc.

Chris Grose
Enclosures (2)
'mow 7_
P.O. Box 3744 9 Greenville, South Carolina 29608 • [phone] 9 Fax [phone]
DWQ ID: CORPS ACTION ID:
NATIONWIDE PERMIT REQUESTED (PROVIDE NATIONWIDE PERMIT #) NWP# 39
PRE-CONSTRUCTION NOTIFICATION APPLICATION
FOR NATIONWIDE PERMITS THAT REQUIRE:
1. NOTIFICATION TO THE CORPS OF ENGINEERS
2. APPLICATION FOR SECTION 401 CERTIFICATION
3. COORDINATION WITH THE NC DIVISION OF COASTAL MANAGEMENT
SEND THE ORIGINAL AND (1) COPY OF THIS COMPLETED FORM TO THE APPROPRIATE FIELD
OFFICE OF THE CORPS OF ENGINEERS (SEE AGENCY ADDRESSES SHEET). SEVEN (7) COPIES
MUST BE SENT TO THE NC DIVISION OF WATER QUALITY, ATTN: JOHN DORNEY,
4401 REEDY CREEK ROAD, RALEIGH, NC 27607. PLEASE PRINT OR TYPE.
1. OWNER'S NAME: Ingles Markets, Inc.
2. MAILING ADDRESS: P.O. Box 6676
SUBDIVISION NAME _
CITY: Asheville STATE: NC ZIP CODE: 28816
PROJECT LOCATION ADDRESS, INCLUDING SUBDIVISION NAME (IF DIFFERENT FROM
MAILING ADDRESS ABOVE):
Approximately 0.5 miles east of the intersection of I-26 and Long Shoals Road (Hwy 280) on the
south side of Long Shoals Road.
3. TELEPHONE NUMBER: (HOME) _ (WORK) [phone]
4. IF APPLICABLE: AGENT'S NAME OR RESPONSIBLE CORPORATE OFFICIAL, ADDRESS,
PHONE NUMBER:
Environmental Permitting Consultants, Inc. PO Box 3744 Greenville, South Carolina 29608
Attn: Richard Bates [phone]
5. LOCATION OF WORK (PROVIDE A MAP, PREFERABLY A COPY OF USGS TOPOGRAPHIC MAP
OR AERIAL PHOTOGRAPHY WITH SCALE): (see Sheet 1 of 4)
COUNTY: Buncombe - NEAREST TOWN: Skyland
SPECIFIC LOCATION (INCLUDE ROAD NUMBERS, LANDMARKS, ECT.) Approximately 0.5
miles east of the intersection of I-26 and Long Shoals Road (Hwy 280) on the south side of Long
Shoals Road. 35.4790141°N 82.5498719°W
6. IMPACTED OR NEAREST STREAMIRIVER: Unnamed tributary of French Broad River
RIVER BASIN: French Broad
7. (a) IS PROJECT LOCATED NEAR WATER CLASSIFIED AS TROUT, TIDAL SALTWATER, (SA),
HIGH QUALITY WATERS (HQW), OUTSTANDING RESOURCE WATERS (ORW), WATER
SUPPLY (WS-I OR WS-II)? YES X NO _ IF YES, EXPLAIN: The unnamed tributary has no
classification but does drain into the French Broad River, which is classified as C Tr.
(b) IS THE PROJECT LOCATED WITHIN A NORTH CAROLINA DIVISION OF COASTAL
MANAGEMENT AREA OF ENVIRONMENTAL CONCERN (AEC)? YES ? NO X
(c) IF THE PROJECT IS LOCATED WITHIN A COASTAL COUNTY (SEE PAGE 7 FOR LIST OF
COASTAL COUNTIES), WHAT IS THE LAND USE PLAN (LUP) DESIGNATION?
8. (a) HAVE ANY SECTION 404 PERMITS BEEN PREVIOUSLY REQUESTED FOR USE ON THIS
PROJECT? YES ? NO X IF YES, PROVIDE ACTION I.D. NUMBER OF PREVIOUS PERMIT AND
ANY ADDITIONAL INFORMATION ( INCLUDE PHOTOCOPY OF 401 CERTIFICATION):
(b) ARE ADDITIONAL PERMIT REQUESTS EXPECTED FOR THIS PROPERTY IN THE FUTURE?
YES ? NO ? IF YES, DESCRIBE ANTICIPATED WORK: _
9. (a) ESTIMATED TOTAL NUMBERS OF ACRES IN TRACT OF LAND: 13.51+/-
(b) ESTIMATED TOTAL NUMBER OF ACRES OF WETLANDS LOCATED ON PROJECT SITE:
0.24 ac (see sheet 2 of 4)
10. (a) NUMBER OF ACRES OF WETLANDS IMPACTED BY THE PROPOSED PROJECT BY:
FILLING: 0.11 EXCAVATION:
FLOODING: OTHER :
DRAINAGE_ TOTAL ACRES TO BE IMPACTED: 0.11
(b) (1) STREAM CHANNEL TO BE IMPACTED BY THE PROPOSED PROJECT (IF RELOCATED,
PROVIDE DISTANCE BOTH BEFORE AND AFTER RELOCATION:
LENGTH BEFORE: 665 FT AFTER: 425 FT
WIDTH BEFORE (based on normal high water contours): 5 FT
AVERAGE DEPTH BEFORE: <0.5 FT AFTER: <0.5 FT
(b) (2) STREAM CHANNEL IMPACTS WILL RESULT FROM: (CHECK ALL THAT APPLY)
OPEN CHANNEL RELOCATION: _ PLACEMENT OF PIPE IN CHANNEL: X
CHANNEL EXCAVATION: _ CONSTRUCTION OF A DAM/FLOODING:
OTHER: Placement of fill
11. IF CONSTRUCTION OF A POND IS PROPOSED, WHAT IS THE SIZE OF THE WATERSHED
DRAINING TO THE POND? _ WHAT IS THE EXPECTED POND SURFACE AREA?
No ponds proposed in waters of the U.S.
12. DESCRIPTION OF PROPOSED WORK INCLUDING DISCUSSION OF TYPE OF MECHANICAL
EQUIPMENT TO BE USED? (ATTACH PLANS; 81/2 BY 11 DRAWINGS ONLY)
The proposed work consists of the clearing and grading of approximately 10+/- acres of the 13.51+/-
acre property to prepare the site for a commercial development. The development will include the
construction of an Ingles Market, parking, and stormwater management facilities.
13. PURPOSE OF PROPOSED WORK: The purpose of the proposed work is to prepare the site for
commercial development.
14. STATE REASONS WHY IT IS BELIEVED THAT THIS ACTIVITY MUST BE CARRIED OUT IN
WETLANDS (INCLUDE ANY MEASURES TAKEN TO MINIMIZE WETLAND IMPACTS)
Wetland impacts could not be avoided for the proposed development of this property. The
commercial development requires a relatively flat property to provide a construction pad for the
building and parking facilities. The grading would require the loss of 0.11 acres of wetlands and
240 linear feet of stream. Wetland impact and cross-sectional drawings are provided as Sheets 3 and
4 of 4.
If required, the applicant will provide compensatory mitigation by restoring wetland areas adjacent
to the Ingles Markets mitigation site located on Airport Road, Mud Creek Drainage in
Hendersonville, NC.
15. YOU ARE REQUIRED TO CONTACT THE US FISH AND WILDLIFE SERVICE AND/OR
NATIONAL MARINE FISHERIES SERVICE REGARDING THE PRESENCE OF ANY FEDERALLY
LISTED OR PROPOSED FOR LISTING ENDANGERED OR THREATENED SPECIES OR CRITICAL
HABITAT IN THE PERMIT AREA THAT MAY BE AFFECTED BY THE PROPOSED PROJECT.
DATE CONTACTED: 4/4/01
16. YOU ARE REQUIRED TO CONTACT THE STATE HISTORIC PRESERVATION OFFICER
(SHPO) REGARDING THE PRESENCE OF HISTORIC PROPERTIES IN THE PERMIT AREA
WHICH MAY BE AFFECTED BY THE PROPOSED PROJECT. DATE CONTACTED 4/4/01
17. DOES THE PROJECT INVOLVE AN EXPENDITURE OF PUBLIC FUNDS OT THE USE OF PUBLIC
(STATE) LAND? YES ? NO X (IF NO, GO TO 18)
(a) IF YES, DOES THE PROJECT REQUIRE PREPARATION OF AN ENVIRONMENTAL
DOCUMENT PURSUANT TO THE REQUIREMENTS OF THE NORTH CAROLINA
ENVIRONMENTAL POLICY ACT? YES E] NO ?
(b) IF YES, HAS THE DOCUMENT BEEN REVIEWED THROUGH THE NORTH CAROLINA
DEPARTMENT OF ADMINISTRATION STATE CLEARINGHOUSE YES ? NO ?
IF ANSWER 17b IS YES, THEN SUBMIT APPROPRIATE DOCUMENTATION FROM THE STATE
CLEARINGHOUSE WITH THE NORTH CAROLINA ENVIRONMENTAL POLICY ACT.
QUESTIONS REGARDING THE STATE CLEARINGHOUSE REVIEW PROCESS SHOULD BE
DIRECTED TO MS. CHRYS BAGGETT, DIRECTOR STATE CLEARINGHOUSE, NORTH
CAROLINA DEPARTMENT OF ADMINISTRATION, 116 WEST JONES STREET, RALEIGH,
NORTH CAROLINA 27603-8003, TELEPHONE [phone].
18. THE FOLLOWING ITEMS SHOULD BE INCLUDED WITH THIS APPLICATION IF PROPOSED
ACTIVITY INVOLVES THE DISCHARGE OF EXCAVATED OF FILL MATERIAL INTO
WETLANDS:
(a) WETLAND DELINEATION MAP SHOWING ALL WETLANDS, STREAMS, LAKES, AND
PONDS ON THE PROPERTY (FOR NATIONWIDE PERMIT NUMBERS 14, 18, 21, 26, 29, AND 38).
ALL STREAM (INTERMITTENT AND PERMANENT) ON THE PROPERTY MUST BE SHOWN ON
THE MAP. MAP SCALES SHOULD BE I INCH EQUALS 50 FEET OR 1 INCH EQUALS 100 FEET
OR THEIR EQUIVALENT. (see Sheet 2 of 4)
(b) IF AVAILABLE, REPRESENTATIVE PHOTOGRAPH OF WETLANDS TO BE IMPACTED BY
PRODUCT. (included)
(c) IF DELINEATION WAS PERFORMED BY A CONSULTANT, INCLUDE ALL DATA SHEETS
RELEVANT TO THE PLACEMENT OF THE DELINEATION LINE. (included)
(d) ATTACH A COPY OF THE STORMWATER MANAGEMENT PLAN IF REQUIRED. (in progress)
(e) WHAT IS LAND USE OF SURROUNDING PROPERTY? commercial/residential development
(f) IF APPLICABLE, WHAT IS PROPOSED METHOD OF SEWAGE DISPOSAL? POTW
SIGNED AND DATED AGENT AUTHORIZATION LETTER, IF APPLICABLE.
NOTE: WETLANDS OR WATERS OF THE US MAY NOT BE IMPACTED PRIOR TO:
1. ISSUANCE OF A SECTION 404 CORPS OF ENGINEERS PERMIT,
2. EITHER THE ISSUANCE OR WAIVER OF A 401 DIVISION OF WATER QUALITY
CERTIFICATION, AND
3. (IN THE TWENTY COASTAL COUNTIES ONLY), A LETTER FROM THE NORTH
CAROLINA DIVISION OF COASTAL MANAGEMENT STATING THE PROPOSED
ACTIVITY IS CONSISTENT WITH THE NORTH CAROLINA COASTAL MANAGEMENT
C?g?? J'?d_•r/J p
OWNER'S/AGENT' SIGNATURE DATE
(AGENTS SIGNATURE VALID ONLY IF AUTHORIZATION LETTER FROM THE OWNER IS PRO ED).
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GRAPHIC SCALE DvrC. TITLE: VICINITY MAP
PROJ. TITLE:
2000 0 1000 2000 ARDEN INGLES STORE #130
PROJ. LOCATION: LONG SHOALS RD.
ARDEN NC
APPLICANT:
( IN FEET) APPLICATION NUMBER INGLES MARKETS INC.
DATE: INITIALS: OATE: SCALE:
1 inch = 2000ft. 02/12/01 AS SHOWN
APPLICATION NO.: SHEET: 1 of 4
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DATA Form
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Delineation Manual)
Project/Site: Arden Ingles Store No. 130 - OOJVM089 Date: 2/9/01
Applicant/Owner: Ingles Markets County: Buncombe
Investigator: Richard Bates, Neil Collins, Chris Grose Environmental State: North Carolina
Permitting Consultants Inc.
Do normal circumstances exist on the site? Yes No Community ID: forested wetland
Is the site significantly disturbed (atypical situation)? Yes No Transect ID:
Is the area a potential problem area? Yes No Plot ID: A
If needed, explain on reverse.
XMd _ri T A TinN
Dominant Plant Species Stratum Indicator Dominant Plant Species Stratum Indicator
1 Acer rubrum T FAC 9
2 Liriodendron tuli era T FAC 10
3 Li strum sinense s FAC 11
4 Rhododendron s p. S FAC- 12
5 13
6 14
7 15
8 16
Percent of Dominant Species that are OBL, FACW or FAC
(excluding FAC- . 75%
Remarks:
tl nRni,nny
Wetla nd Hydrology Indicators:
Recorded Data (describe in remarks) Pr imary Indicators:
Stream, lake or tide gauge Inundated
Aerial photographs X Saturated in upper 12 inches
Other Water marks
Drift lines
X No Recorded Data Available Sediment deposits
Drainage patterns
Field Observations: Se condary Indicators (2 or more required):
Oxidized root channels in upper 12 inches
Depth of Surface Water: (in) X Water-stained leaves
Depth of free water in pits: (in) Local soil survey data
Depth of saturated soil: (in) FAC-Neutral test
Other (Explain in Remarks)
Remarks:
enn c
Map Unit Name: unclassified Drainage Class: poorly drained
(Series and Phase): Field Observations
Taxonomy (subgroup): Confirm Mapped Type? no
Profile Descri bon s:
Depth Horizon Matrix Color
Munsell Moist Mottle Color
Munsell Moist Mottle Abundance
Abundance/Contrast Texture, Concretions,
Structure, etc.
0-18 in. A I OYR 4/1 N/A N/A loam

Hydric Soil Indicators:
Histosol Concretions
Histic Epipedon High Organic Content in Surface Layer in Sandy Soils
X Sulfidic Odor Organic Streaking in Sandy Soils
Aquic Moisture Regime Listed on Local Hydric Soils List
X Reducing Conditions Listed on National Hydric Soils List
X Gleyed or Low-Chroma Colors Other (Explain in Remarks)
Remarks:
WETLAND DETERMINATION
Hydrophytic Vegetation Present?
Wetland Hydrology Present?
Hydric Soils Present?
Yes No
Yes No Is this sampling point within a wetland? Yes No
Yes No
Remarks:

Photo No. 4 Typical view of the stream in the lower of the
A "ut , 11U. J A v Finan -- v. ..c..numawt.wsv F-. - v. - F. -1- J.
FIM
LUM
ROBERTSON LOIA ROOF
A R C H I T E C T S & E N G I N E E R S
Letter of Transmittal
Project Number: 00.169
To: Mr. Todd 5tJohn
VEHNK - Mtland unit
2321 Crabtree Blvd - Suite 250
Raleigh, NC 2-7604
119-733-cI554
Re: ingle5 No. 130
Arden, NC
From: George Rendon
Date: April 25, 2002
NUiZI 11Vf 01 3AM
dnotro SOWU3
Transmitted via: Overnight Express
no. item description
2
1 copies
copy Civil Flans
Hydrology Study
Remarks:
For your review and Approval
Copies to:
770-674-2600 . FAX [phone] . 3460 Preston Ridge Road . Suite 275 . Alpharetta, Georgia 30005
Robertson/Loia/Roof Project No. 00-169
TABLE OF CONTENTS
PROJECT DESCRIPTION ............................................. 1
EXISTING GRADING PLAN ...................................... 2
PROPOSED GRADING PLAN ...................................... 3
CAT,MJLATTON OF PEAK RUNOFF ................................. 4
POND #1 ......................................................... 5
PRECONSTRUCTION CONDITIONS ................................. 5
POST CONSTRUCTION CONDITIONS ............................... 6
ROUTING CALCULATIONS ...................................... 7
CONTROL BOX ............................................... 14
SA/DA Ratio from Table 1 .................................. 15
Surface Area of Permanent Pool ............................ 15
Volume of 1" Storm ........................................ 15
Area Runoff ............................................... 20
e:\cad\civil\00\1\00169\working\00169hyd-rev.2.doc
Robertson/Loia/Roof Project No. 00-169
PROJECT DESCRIPTION
The project site is located in Arden, North Carolina in
Buncombe County. It is on the south side of Long Shoals Road,
east of Interstate 26 and west of the CP&L entrance. The total
site area is approximately 13.5 acres.
Runoff leaves the site in two distinct basins. One small
basin drains to the north under Long Shoals Road and the main
basin drains to the southeast off the rear of the site. The
proposed runoff from the small basin has been reduced so that no
additional runoff has been added to the storm system along Long
Shoals Road. A proposed detention facility will regulate runoff
from the main basin in addition to a permanent wet pond and a
slow draw down of a volume equivalent to a 1" rainfall. The wet
pond impervious area calculations account for the small area
leaving the site under Long Shoals Road into the pipe system.
The detention pond will have restricted designed discharge
rates so that the designed storage for a 100-year storm will be
more than the normal required storage volume. Both the required
and actual pond calculations will be demonstrated in the pond
routing calculations and storm runoff table in the summary.
It has been demonstrated in this report and shown in the
tables on summary pages that the post construction actual flows
from the site will be less than the preconstruction flow.
Page 1
Robertson/Loia/Roof
Project No. 00-169
EXISTING GRADING PLAN
Page 2
Robertson/Loia/Roof
PROPOSED GRADING PLAN
Project No. 00-169

{1 /?
lrl ??I? ? 3
i
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I? ??, '

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{
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POSTCONSTRUCTION t
CONDITION

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Page 3
Robertson/Loia/Roof Project No. 00-169
CALCULATION OF PEAK RUNOFF
The method of calculating peak runoff discussed in this
report is the result of experience in the design of storm
drainage and management systems and the adaptability to the area
of influence, type of soil, ground cover, and land use.
The Rational Method will be used to calculate peak runoff
for this report. This method has been found to be adequate for
drainage areas of 0 - 500 acres in size. The Rational Method
relates drainage area with the rainfall intensity and runoff
coefficient. It takes the form of the empirical formula:
Q = CiA
Where,
Q = flow in cubic feet per second.
C = dimensionless coefficient of runoff representing the
ratio between the maximum rate of runoff from the area
and the average rate of rainfall on the area during the
time of concentration.
i = rainfall intensity for a particular storm event.
A = drainage area expressed in acres.
The drainage area is computed from maps and field surveys.
After the frequency of the storm is selected based on the degree
of protection desired, computations are made to determine the
duration of rainfall, which is known as the time of
concentration. From this time, an intensity of rainfall is
derived depending on the frequency of occurrence of the storm.
The runoff coefficient is determined by the soil types,
slopes, ground cover, and sometimes future land use of the area
under consideration. The runoff coefficient is a ratio of runoff
to rainfall.
Once the variables are determined, the Rational Method is
used to determine the peak rate of runoff. These peak rates are
then used in a reservoir routing method to determine the design
of the detention basin and outlet control box.
Page 4
Robertson/Loia/Roof
Project No. 00-169
POND #1
PRECONSTRUCTION CONDITIONS
Drainage Area (A): = 10.82 acres
Runoff Coefficient (C): 0.30 (See Appendix B)
Time of Concentration (TJ : (See Appendix C)
Overland Flow Distance (') = 555
Change in Elevation (') = 59
Slope = 10.63 0
Velocity = 1.5 FPS
T1 = 555.00/2.00/60 = 4.63 minutes
Overland Flow Distance (') = 317
Change in Elevation (') = 32
Slope = 10.09 %
Velocity = 4.8 FPS
T2 = 317.00/2.00/60 = 1.10 minutes
Tc = T1 + T2 = 6.17 + 1.10 = 7.27 minutes
Use T, = 10.00 minutes
Rainfall Intensity (i) @ T, = 10.00 minutes: (See Appendix A)
I2 = 4.1 I25 = 7.1
I5 = 5.3 I50 = 7.9
I10 = 6.2 1100 = 8. 6
Preconstruction Runoff (Qpre = CiA):
Q2 = 13.31 cfs Q25 = 23.05 cfs
Q5 = 17.20 cfs Q50 = 25.64 cfs
010 = 20.13 cfs Q100 = 27.92 cfs
Page 5 POND #1
Robertson/Loia/Roof Project No. 00-169
POST CONSTRUCTION CONDITIONS
Drainage Area (A): = 9.45 acres
Runoff Coefficient (C): (See Appendix B)
3.0 acres @ 0.30 = 0.90
1.5 acres @ 0.60 = 0.90
4.95 acres @ 0.95 = 4.70
9.45 acres 6.50
C = 6.50 / 9.45 = 0.69
Time of Concentration (T,) : 5.00 minutes (See Appendix C)
Rainfall Intensity (i) @ Tc = 5.00 minutes: (See Appendix A)
I2 = 5.00 I25 = 9.10
I5 = 6.75 I50 = 10.00
I10 = 7.90 1100 = 10.90
Post Constr uction Runoff to Pond (Qpost = CiA):
Q2 = 32.60 cfs Q25 = 59.34 cfs
Q5 = 44.01 cfs Q50 = 65.21 cfs
010 = 51.51 cfs 0100 = 71.07 cfs
Post Construction Runoff Bypass (Qbypass = Cbypass i Abypass)
Onsite Area Bypass (Abypass) : = 1.37 acres
Runoff Coefficient (Cbypass) : 0.60 (See Appendix B)
Q2 = 4.11 cfs Q25 = 7.48 cfs
Q5 = 5.55 cfs Q50 = 8.22 cfs
Q10 = 6.49 cfs Q100 = 8.96 cfs
Post Construction Runoff Allowable from Pond
(Qallowable = Qpre - Qbypass) :
Q2 = 9.20 cfs Q25 = 15.57 cfs
Q5 = 11.65 cfs Q50 = 17.42 cfs
010 = 13.64 cfs Q100 = 18.96 cfs
Page 6 POND #1
Robertson/Loia/Roof
Project No. 00-169
ROUTING CALCULATIONS
Robertson/Loia/Roof P.C. 04-22-2002
00-169 ARDEM INGLES #208 REV. 3
Routing Calculations - 2 Year Storm
Time of Concentration (Mins.) = 5.00
QMAX (cfs) = 32.60
Head on pond (ft.) = 6.00
Type of pond standard = NONSTANDARD.
Pipe 1
Area of outlet pipe (sq. ft.) = 0.0333
Distance from bottom to center line of outlet pipe (ft.) =
Pipe 2
Area of outlet pipe (sq. ft.) = 0.1963
Distance from bottom to center line of outlet pipe (ft.) =
0.1000
1.9300
t
------------ I1
--------- 12
---------- 2S1/t
----------- 01
--------- 2S2/T+02
----------- 02
--------- 2S2/T
------------
2.50 0.00 2.61 0.00 0.00 2.61 0.00 2.61
5.00 2.61 5.22 2.61 0.00 10.43 0.01 10.42
7.50 5.22 5.70 10.42 0.01 21.33 0.02 21.30
10.00 5.70 6.19 21.30 0.02 33.18 0.03 33.15
12.50 6.19 7.50 33.15 0.03 46.81 0.05 46.76
15.00 7.50 8.80 46.76 0.05 63.01 0.06 62.95
17.50 8.80 11.74 62.95 0.06 83.42 0.08 83.34
20.00 11.74 14.67 83.34 0.08 109.66 0.11 109.55
22.50 14.67 23.63 109.55 0.11 147.74 0.15 147.59
25.00 23.63 32.60 147.59 0.15 203.68 0.25 203.43
27.50 32.60 21.84 203.43 0.25 257.62 0.34 257.28
30.00 21.84 11.08 257.28 0.34 289.86 0.40 289.46
32.50 11.08 9.94 289.46 0.40 310.09 0.44 309.65
35.00 9.94 8.80 309.65 0.44 327.96 0.47 327.49
37.50 8.80 7.50 327.49 0.47 343.33 0.52 342.81
40.00 7.50 6.19 342.81 0.52 355.98 0.57 355.41
42.50 6.19 5.05 355.41 0.57 366.09 0.60 365.49
45.00 5.05 3.91 365.49 0.60 373.85 0.63 373.21
47.50 3.91 1.96 373.21 0.63 378.45 0.65 377.80
50.00 1.96 0.00 377.80 0.65 379.11 0.65 378.46
52.50 0.00 0.00 378.46 0.65 377.80 0.65 377.16
55.00 0.00 0.00 377.16 0.65 376.51 0.64 375.87
Page 7 POND #1
Robertson/Loia/Roof
Robertson/Loia/Roof P.C. 04-22-2002
00-169 ARDEM INGLES #208 REV. 3
Routing Calculations - 5 Year Storm
Time of Concentration (Mins.) = 5.00
QMAX (cfs) = 44.01
Head on pond (ft.) = 6.00
Type of pond standard = NONSTANDARD.
Pipe 1
Project No. 00-169
Area of outlet pipe (sq. ft.) = 0.0333
Distance from bottom to center line of outlet pipe (ft.) = 0.1000
Pipe 2
Area of outlet pipe (sq. ft.) = 0.1963
Distance from bottom to center line of outlet pipe (ft.) = 1.9300
t
------------ I1
---------- 12
--------- 2S1/t
----------- 01
--------- 2S2/T+02
----------- 02
--------- 2S2/T
------------
2.50 0.00 3.52 0.00 0.00 3.52 0.00 3.52
5.00 3.52 7.04 3.52 0.00 14.08 0.01 14.06
7.50 7.04 7.70 14.06 0.01 28.79 0.03 28.76
10.00 7.70 8.36 28.76 0.03 44.80 0.05 44.75
12.50 8.36 10.12 44.75 0.05 63.19 0.06 63.12
15.00 10.12 11.88 63.12 0.06 85.07 0.09 84.98
17.50 11.88 15.84 84.98 0.09 112.62 0.11 112.50
20.00 15.84 19.80 112.50 0.11 148.04 0.15 147.89
22.50 19.80 31.91 147.89 0.15 199.45 0.24 199.21
25.00 31.91 44.01 199.21 0.24 274.89 0.37 274.51
27.50 44.01 29.49 274.51 0.37 347.64 0.54 347.10
30.00 29.49 14.96 347.10 0.54 391.01 0.70 390.32
32.50 14.96 13.42 390.32 0.70 418.01 0.79 417.21
35.00 13.42 11.88 417.21 0.79 441.72 0.88 440.84
37.50 11.88 10.12 440.84 0.88 461.97 0.96 461.01
40.00 10.12 8.36 461.01 0.96 478.54 1.02 477.52
42.50 8.36 6.82 477.52 1.02 491.69 1.07 490.62
45.00 6.82 5.28 490.62 1.07 501.66 1.10 500.56
47.50 5.28 2.64 500.56 1.10 507.38 1.12 506.25
50.00 2.64 0.00 506.25 1.12 507.77 1.12 506.65
52.50 0.00 0.00 506.65 1.12 505.52 1.12 504.40
55.00 0.00 0.00 504.40 1.12 503.29 1.11 502.18
Page 8 POND #1
Robertson/Loia/Roof
Project No. 00-169
Robertson/Loia/Roof P.C. 04-22-2002
00-169 ARDEM INGLES #208 REV. 3
Routing Calculations - 10 Year Storm
Time of Concentration (Mins.) = 5.00
QMAX (cfs) = 51.51
Head on pond (ft.) = 6.00
Type of pond standard = NONSTANDARD.
Pipe 1
Area of outlet pipe (sq. ft.) = 0.0333
Distance from bottom to center line of outlet pipe (ft.) = 0.1000
Pipe 2
Area of outlet pipe (sq. ft.) = 0.1963
Distance from bottom to center line of outlet pipe (ft.) = 1.9300
t
----------- Il
----------- 12
--------- 2S1/t
------------ 01
-------- 2S2/T+02
----------- 02
--------- 2S2/T
------------
2.50 0.00 4.12 0.00 0.00 4.12 0.00 4.12
5.00 4.12 8.24 4.12 0.00 16.47 0.02 16.46
7.50 8.24 9.01 16.46 0.02 33.70 0.03 33.66
10.00 9.01 9.79 33.66 0.03 52.43 0.05 52.38
12.50 9.79 11.85 52.38 0.05 73.96 0.08 73.88
15.00 11.85 13.91 73.88 0.08 99.56 0.10 99.46
17.50 13.91 18.54 99.46 0.10 131.81 0.13 131.68
20.00 18.54 23.18 131.68 0.13 173.27 0.19 173.07
22.50 23.18 37.34 173.07 0.19 233.40 0.30 233.10
25.00 37.34 51.51 233.10 0.30 321.66 0.46 321.20
27.50 51.51 34.51 321.20 0.46 406.77 0.75 406.01
30.00 34.51 17.51 406.01 0.75 457.28 0.94 456.35
32.50 17.51 15.71 456.35 0.94 488.63 1.05 487.58
35.00 15.71 13.91 487.58 1.05 516.14 1.16 514.98
37.50 13.91 11.85 514.98 1.16 539.58 1.24 538.34
40.00 11.85 9.79 538.34 1.24 558.74 1.28 557.46
42.50 9.79 7.98 557.46 1.28 573.95 1.31 572.64
45.00 7.98 6.18 572.64 1.31 585.50 1.33 584.17
47.50 6.18 3.09 584.17 1.33 592.12 1.34 590.78
50.00 3.09 0.00 590.78 1.34 592.53 1.34 591.20
52.50 0.00 0.00 591.20 1.34 589.86 1.33 588.52
55.00 0.00 0.00 588.52 1.33 587.19 1.33 585.86
Page 9 POND #1
Robertson/Loia/Roof Project No. 00-169
Robertson/Loia/Roof P.C. 04-22-2002
00-169 ARDEM INGLES #208 REV. 3
Routing Calculations - 25 Year Storm
Time of Concentration (Mins.) = 5.00
QMAX (cfs) = 59.34
Head on pond (ft.) = 6.00
Type of pond standard = NONSTANDARD.
Pipe 1
Area of outlet pipe (sq. ft.) = 0.0333
Distance from bottom to center line of outlet pipe (ft.) = 0.1000
Pipe 2
Area of outlet pipe (sq. ft.) = 0.1963
Distance from bottom to center line of outlet pipe (ft.) = 1.9300
t
----------- Il
---------- 12
---------- 2S1/t
----------- 01
-------- 2S2/T+02
------------- 02
-------- 2S2/T
------------
2.50 0.00 4.75 0.00 0.00 4.75 0.00 4.74
5.00 4.75 9.49 4.74 0.00 18.98 0.02 18.96
7.50 9.49 10.38 18.96 0.02 38.82 0.04 38.78
10.00 10.38 11.27 38.78 0.04 60.40 0.06 60.34
12.50 11.27 13.65 60.34 0.06 85.20 0.09 85.11
15.00 13.65 16.02 85.11 0.09 114.70 0.12 114.58
17.50 16.02 21.36 114.58 0.12 151.85 0.16 151.69
20.00 21.36 26.70 151.69 0.16 199.60 0.24 199.36
22.50 26.70 43.02 199.36 0.24 268.85 0.36 268.48
25.00 43.02 59.34 268.48 0.36 370.48 0.62 369.86
27.50 59.34 39.76 369.86 0.62 468.34 0.98 467.36
30.00 39.76 20.18 467.36 0.98 526.31 1.19 525.12
32.50 20.18 18.10 525.12 1.19 562.20 1.29 560.92
35.00 18.10 16.02 560.92 1.29 593.75 1.34 592.41
37.50 16.02 13.65 592.41 1.34 620.74 1.39 619.35
40.00 13.65 11.27 619.35 1.39 642.89 1.43 641.46
42.50 11.27 9.20 641.46 1.43 660.51 1.46 659.05
45.00 9.20 7.12 659.05 1.46 673.91 1.48 672.43
47.50 7.12 3.56 672.43 1.48 681.63 1.49 680.14
50.00 3.56 0.00 680.14 1.49 682.20 1.49 680.71
52.50 0.00 0.00 680.71 1.49 679.22 1.49 677.73
55.00 0.00 0.00 677.73 1.49 676.24 1.48 674.75
Page 10 POND #1
Robertson/Loia/Roof
Project No. 00-169
Robertson/Loia/Roof P.C. 04-22-2002
00-169 ARDEM INGLES #208 REV. 3
Routing Calculations - 50 Year Storm
Time of Concentration (Mins.) = 5.00
QMAX (cfs) = 65.21
Head on pond (ft.) = 6.00
Type of pond standard = NONSTANDARD.
Pipe 1
Area of outlet pipe (sq. ft.) = 0.0333
Distance from bottom to center line of outlet pipe (ft.) =
Pipe 2
Area of outlet pipe (sq. ft.) = 0.1963
Distance from bottom to center line of outlet pipe (ft.) =
0.1000
1.9300
t
----------- I1
----------- 12
--------- 2S1/t
----------- 01
--------- 2S2/T+02
------------ 02
-------- 2S2/T
------------
2.50 0.00 5.22 0.00 0.00 5.22 0.01 5.21
5.00 5.22 10.43 5.21 0.01 20.86 0.02 20.84
7.50 10.43 11.41 20.84 0.02 42.66 0.04 42.62
10.00 11.41 12.39 42.62 0.04 66.37 0.07 66.31
12.50 12.39 15.00 66.31 0.07 93.63 0.10 93.53
15.00 15.00 17.61 93.53 0.10 126.04 0.13 125.91
17.50 17.61 23.48 125.91 0.13 166.87 0.18 166.69
20.00 23.48 29.34 166.69 0.18 219.32 0.28 219.05
22.50 29.34 47.28 219.05 0.28 295.40 0.41 294.99
25.00 47.28 65.21 294.99 0.41 407.06 0.75 406.31
27.50 65.21 43.69 406.31 0.75 514.45 1.15 513.30
30.00 43.69 22.17 513.30 1.15 578.02 1.31 576.70
32.50 22.17 19.89 576.70 1.31 617.45 1.38 616.07
35.00 19.89 17.61 616.07 1.38 652.18 1.44 650.74
37.50 17.61 15.00 650.74 1.44 681.90 1.49 680.41
40.00 15.00 12.39 680.41 1.49 706.30 1.54 704.77
42.50 12.39 10.11 704.77 1.54 725.73 1.57 724.16
45.00 10.11 7.83 724.16 1.57 740.52 1.60 738.92
47.50 7.83 3.91 738.92 1.60 749.07 1.61 747.45
50.00 3.91 0.00 747.45 1.61 749.76 1.61 748.14
52.50 0.00 0.00 748.14 1.61 746.53 1.61 744.92
55.00 0.00 0.00 744.92 1.61 743.32 1.60 741.72
Page 11 POND #1
Robertson/Loia/Roof
Project No. 00-169
Robertson/Loia/Roof P.C. 04-22-2002
00-169 ARDEM INGLES #208 REV. 3
Routing Calculations - 100 Year Storm
Time of Concentration (Mins.) = 5.00
QMAX (cfs) = 71.07
Head on pond (ft.) = 6.00
Type of pond standard = NONSTANDARD.
Pipe 1
Area of outlet pipe (sq. ft.) = 0.0333
Distance from bottom to center line of outlet pipe (ft.) = 0.1000
Pipe 2
Area of outlet pipe (sq. ft.) = 0.1963
Distance from bottom to center line of outlet pipe (ft.) = 1.9300
t
------------ Il
---------- 12
--------- 2S1/t
------------ 01
-------- 2S2/T+02
----------- 02
--------- 2S2/T
------------
2.50 0.00 5.69 0.00 0.00 5.69 0.01 5.68
5.00 5.69 11.37 5.68 0.01 22.73 0.02 22.71
7.50 11.37 12.44 22.71 0.02 46.49 0.05 46.45
10.00 12.44 13.50 46.45 0.05 72.34 0.07 72.27
12.50 13.50 16.35 72.27 0.07 102.04 0.10 101.94
15.00 16.35 19.19 101.94 0.10 137.37 0.14 137.23
17.50 19.19 25.59 137.23 0.14 181.86 0.21 181.66
20.00 25.59 31.98 181.66 0.21 239.01 0.31 238.70
22.50 31.98 51.53 238.70 0.31 321.90 0.46 321.44
25.00 51.53 71.07 321.44 0.46 443.58 0.89 442.69
27.50 71.07 47.62 442.69 0.89 560.49 1.28 559.21
30.00 47.62 24.16 559.21 1.28 629.71 1.40 628.30
32.50 24.16 21.68 628.30 1.40 672.74 1.48 671.26
35.00 21.68 19.19 671.26 1.48 710.65 1.54 709.10
37.50 19.19 16.35 709.10 1.54 743.10 1.60 741.49
40.00 16.35 13.50 741.49 1.60 769.74 1.65 768.10
42.50 1.3.50 11.02 768.10 1.65 790.97 1.68 789.29
45.00 11.02 8.53 789.29 1.68 807.15 1.70 805.45
47.50 8.53 4.26 805.45 1.70 816.54 1.71 814.83
50.00 4.26 0.00 814.83 1.71 817.38 1.71 815.66
52.50 0.00 0.00 815.66 1.71 813.95 1.71 812.24
55.00 0.00 0.00 812.24 1.71 810.53 1.71 808.83

Page 12 POND #1
Robertson/Loia/Roof
Robertson/Loia/Roof P.C. 04-22-2002
00-169 ARDEM INGLES #208 REV. 3
ROUTING CURVE
STAGE
------------ S
----------- 2S/t
------------- Q
--------- 2S/t+Q
------------
0.00 0.00 0.00 0.00 0.00
1.00 11217.68 149.57 0.15 149.72
2.00 24707.77 329.44 0.47 329.91
3.00 40564.46 540.86 1.25 542.11
4.00 58871.95 784.96 1.68 786.64
5.00 79661.82 1062.16 2.01 1064.17
6.00 102986.62 1373.15 2.30 1375.45
Q100
= 1.71 cfs
Project No. 00-169
Elevation of Q1oo
= 4.00 +
(5.00-4.00) * (1.71-1.68) / (2.01-1.68)
= 4.10 ft
Volume of Q10o
= 58871.95 +
(79661.82-58871.95) * (1.71-1.68)
/ (2.01-1.68)
= 61174.81 ft3
Page 13 POND #1
Robertson/Loia/Roof
Project No. 00-169
CONTROL BOX
,? vF Avt WHL'- AAI ? .L•_
'
F,'-)X iHl, !tNES'S REINF?r?ZCC R INF,E
CE.

'
J„
Cq- 7, N4 id I

_y
Cl
=.TANJAI C M.A"'H0 _c
? -- ? 411"1 C, 4f1 ?OVLR
TA F 2-)<.
- - T
EL v 7g C,- -_ f > ? ? U iE RFL ON
-OPENING P- A.Lt SIDE=
U 1 fp -
,,_ L0 ,'' PIK E 41-1
POue roI L e-TF SILL--? -
OFEh INS VJ% GP TE
?-akTEu FP,W
?rl TOP 5F --C,NTP,; EO>:
RETENTi'lii " HL,
E:_C..-_?l'T P, J
I
r."C, 10PD I I-
J(Wll.l
r i - 2 i c C.°EIJIIJ,
IFIG J? 00
F
F "L,
? ?I Ili
3C
a ,
T i l?l=_
IMI.
ny ELEV 3.,.i'n
[ i !ice E? ii
_-_L?I_"_iTl?!?ni-?'??rTL,ri fib.
r° BASE REiPIFOF.OEMJdI
#4.:?I-"' FA 'J'AS
)I Ti -T L ill i> z?,
Page 14 POND #1
Robertson/Loia/Roof
Project No. 00-169
Detention Wet Pond
Total Area = 13.51 acres
Impervious Area = 5.71 acres
% Impervious = 42.260 - 40% used for calculations
SA/DA Ratio from Table 1
Permanent pool depth = 6.0'
SA/DA = 1.05
Surface Area of Permanent Pool
(1.05/100) x 13.51 = 0.176 ac
= 6,179.20 s.f.
Surface area provided = 7,438 s.f.
Volume of 1" Storm
Rv = 0.05 + 0.009 (I)
Rv = 0.05 + 0.009 (40)
Rv = 0.41
Volume to be Controlled - See Draw Down Table
V = (1") (0.41) (1112) (13.51)
V = 0.46 ac-ft or 20,106.93 c.f.
V = 20,106.9 c.f.
According to the draw down table the first flush volume in a 48-
hour period.
Page 15 POND #1
Robertson/Loia/Roof
Forebay Design:
Max. Vol of Pond: 20106.9 c.f.
Project No. 00-169
Required volume for Forebay: 0.2 x 20,106.9 = 4,021.38 c.f.
Forebay capacity provided (See table)= 7406.42
FOREBAY CAPACITY
Elevation Area
I

Height

Sub Volume

Volume

Stage
94.00 1558.61 0.00 0.00 0.00 0
96.00 2774.80 2.00 4275.36 4275.36 1
97.00 3501.40 1.00 3131.07 7406.42 2
Emergencv Drain for Wet Pond:
WET POND CAPACITY
Elevation Area Height Sub Volume Volume Stage
88.00 1070.37 0.00 0.00 0.00 0
90.00 2050.82 2.00 3068.53 3068.53 1
92.00 3445.67 2.00 5436.51 8505.04 2
94.00 10098.46 2.00 12961.96 21467.00 3
Volume to be drawn in less than 24 hour period = 21,467 c.f.
According to table Emergency Drain Calculation, the wet pond can
be drawn in a 1.9-hour period through a 8"0 opening installed in
the outlet control box.
Page 16 POND #1
Robertson/Loia/Roof
Project No. 00-169
Surface Area to Drainage Area Ratio (SA/DA) For
Permanent Pool Sizinq
Permanent Pool Depth (feet)
Impervious $ 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

Page 17 POND #1
Robertson/Loia/Roof
DRAW DOWN CALCULATIONS
First Flush Discharge Routing
Project No. 00-169
Vnow
V:
D:
H:
T: = Vprev - 3. 78
volume of water
pipe diameter
head on pond
time period * D * D * Sqrt (H)
in pond * T
c.f.
ft.
ft.
sec.
Initial Value:
Vnow
D
T

20106.9
0.206
3600

c.f.
ft.
sec.
Head on Pond Volume in Pond Time Past Head on Pond Volume in Pond Time Past
(ft.) (c.f.) (hr) (ft) (c.f.) (hr)
1.68 20106.90 0.0
1.63 19358.09 1.0 0.50 5322.51 25.0
1.57 18621.53 2.0 0.46 4914.48 26.0
1.52 17897.34 3.0 0.43 4521.65 27.0
1.47 17185.62 4.0 0.39 4144.14 28.0
1.41 16486.48 5.0 0.36 3782.07 29.0
1.36 15800.02 6.0 0.33 3435.58 30.0
1.31 15126.37 7.0 0.30 3104.77 31.0
1.26 14465.63 8.0 0.27 2789.78 32.0
1.21 13817.92 9.0 0.24 2490.71 33.0
1.16 13183.35 10.0 0.21 2207.71 34.0
1.11 12562.04 11.0 0.19 1940.88 35.0
1.06 11954.10 12.0 0.16 1690.34 36.0
1.01 11359.65 13.0 0.14 1456.23 37.0
0.96 10778.81 14.0 0.12 1238.67 38.0
0.92 10211.71 15.0 0.10 1037.78 39.0
0.87 9658.45 16.0 0.08 853.71 40.0
0.83 9119.17 17.0 0.07 686.59 41.0
0.78 8593.97 18.0 0.05 536.59 42.0
0.74 8083.00 19.0 0.04 403.87 43.0
0.70 7586.35 20.0 0.03 288.64 44.0
0.66 7104.17 21.0 0.02 191.17 45.0
0.62 6636.57 22.0 0.01 111.80 46.0
0.58 6183.68 23.0 0.01 51.08 47.0
0.54 5745.62 24.0 0.00 10.02 48.0

Elevation
(ft.) Area
(s.f.) Height
(ft.) Sub Volume
(c.f.) volume
(c.f.)
0.00 10098.46 0.00 0.00 0.00
2.00 14643.28 2.00 24601.41 24601.41
3.00 17137.47 1.00 15874.04 40475.44
4.00 19544.88 1.00 18327.99 58803.44
6.00 24614.74 2.00 44062.29 102865.73
Page 18 POND #1
Robertson/Loia/Roof
EMERGENCY DRAIN OF WET POND
Project No. 00-169
VnOw = Vprev - 3. 78 * D * D * Sqrt (H)
V: volume of water in pond
D: pipe diameter
H: head on pond
T: time period * T
C. f.
ft.
ft.
sec.
Initial Value:
Vnow
D
T

21467.00
0.6667
450

c.f.
ft.
sec.
Head on Pond Volume in Pond Time Past Head on Pond Volume in Pond Time Past
(ft.) (c.f.) (hr) (ft) (c.f.) (hr)
6.00 21467.00 0.0
5.80 19615.00 0.1 #VALUE! *VALUE! 3.1
5.58 17794.81 0.3 #VALUE! #VALUE! 3.3
5.35 16008.64 0.4 #VALUE! #VALUE! 3.4
5.11 14259.21 0.5 #VALUE! #VALUE! 3.5
4.85 12550.00 0.6 #VALUE! #VALUE! 3.6
4.55 10885.65 0.8 #VALUE! #VALUE! 3.8
4.20 9272.88 0.9 #VALUE! #VALUE! 3.9
3.76 7722.79 1.0 #VALUE! #VALUE! 4.0
3.28 6256.30 1.1 #VALUE! #VALUE! 4.1
2.78 4886.38 1.3 #VALUE! #VALUE! 4.3
2.26 3624.85 1.4 #VALUE! #VALUE! 4.4
1.70 2488.25 1.5 #VALUE! #VALUE! 4.5
1.12 1503.39 1.6 #VALUE! #VALUE! 4.6
0.58 701.52 1.8 #VALUE! #VALUE! 4.8
0.11 125.76 1.9 #VALUE! #VALUE! 4.9
#VALUE! -130.08 2.0 #VALUE! #VALUE! 5.0
#VALUE! #VALUE! 2.1 #VALUE! #VALUE! 5.1
#VALUE! #VALUE! 2.3 #VALUE! #VALUE! 5.3
#VALUE! #VALUE! 2.4 #VALUE! #VALUE! 5.4
#VALUE! #VALUE! 2.5 #VALUE! #VALUE! 5.5
#VALUE! #VALUE! 2.6 #VALUE! #VALUE! 5.6
#VALUE! #VALUE! 2.8 #VALUE! #VALUE! 5.8
#VALUE! #VALUE! 2.9 #VALUE! #VALUE! 5.9
#VALUE! #VALUE! 3.0 #VALUE! #VALUE! 6.0
- ? -' -----
Elevation Area Height Sub Volume Volume
(ft.) (s.f.) (ft.) (c.f.) (c.f.)
0.00 1070.37 0.00 0.00 0.00
2.00 2050.82 2.00 3068.53 3068.53
4.00 3445.67 2.00 5436.51 8505.04
6.00 10098.46 2.00 12961.96 21467.00
Page 19 POND #1
Robertson/Loia/Roof
Project No. 00-169
POND SUMMARY
Pond Capacity
Elevation Area Height Sub Volume Volume Stage
88.00 1070.37 0.00 0.00 0.00 0
90.00 2050.82 2.00 3068.53 3068.53 1
92.00 4105.24 2.00 6038.42 9106.95 2
94.00 10098.46 2.00 13761.59 22868.53 3
96.00 14643.28 2.00 24601.41 47469.94 4
98.00 19544.88 2.00 34070.43 81540.37 5
100.00 19544.88 2.00 39089.76 120630.13 5
Elevation 88.0-94.0 - Permanent Wet Pond
Elevation 94.0-95.68 - Draw Down - 111 Storm
Elevation 95.68-100.2 - Detention Pond (1 FT
Area Runoff
over 48 hours
Freeboard)
Freq. (yr) Qpre (Cfs) Qp,t (Cfs) Qbypass (Cf S) 1 1 Qallowable(Cf S) Qactual (cf S)
2 13.31 32.60 4.11 9.20 0.65
5 17.20 44.01 5.55 11.65 1.12
10 20.13 51.51 6.49 13.64 1.34
25 23.05 59.34 7.48 15.57 1.49
50 25.64 65.21 8.22 17.42 1.61
100 27.92 71.07 8.96 18.96 1.71
Page 20 POND #1
W A T ?qQG
> ~t
O ?
May 20, 2002
Mr. Gordon Myers
Ingles Markets, Inc.
PO Box 6676
Asheville, NC 28816
Michael F. Easley
Governor
William G. Ross, Jr., Secretary
Department of Environment and Natural Resources
Gregory J. Thorpe, Ph.D., Acting Director
Division of Water Quality
Subject: Stormwater Pond
Ingles, Arden Store
Buncombe County, NC
DW Q# 010654
Dear Mr. Myers:
This Office is in receipt of the plans dated April 22, 2002 for the stormwater management pond A
subject facility prepared on your behalf by Robertson Loia Roof and submitted to the Division on April 24,
2002, Staff from the Wetlands Unit reviewed the plans and found them acceptable. Please note that this
approval shall not be construed as an approval of the dam design for Dam Safety purposes.
If you have any questions regarding this matter, please contact Mr. Todd St. John at [phone].
.l,VGI ?Py, ?-
J*I i F rney
Wetlat?d Unit Supervisor
cc: Mr. Todd St. John, Wetlands Unit
Asheville Regional Office
File
George Rendon, Robertson Loia Roof, 3460 Preston Ridge Road, Suite 275, Alpharetta, GA 30005
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/
W ATF
Q R Michael F. Easley
?O? pG Governor
Cq William G. Ross, Jr., Secretary
y Department of Environment and Natural Resources
O Gregory J. Thorpe, Ph.D., Acting Director
Division of Water Quality
March 18, 2002
Mr. Gordon Myers
Ingles Markets, Inc.
PO Box 6676
Asheville, NC 28816
Subject: Stormwater Pond
Ingles, Arden Store
Buncombe County, NC
DW Q# 010654
Dear Mr. Myers:
This Office is in receipt of the plans dated March 7, 2002 for the stormwater management pond at the
subject facility prepared on your behalf by Robertson Loia Roof and submitted to the Division on March 12,
2002. Staff from the Wetlands Unit reviewed the plans and found them acceptable. Please note that this
approval shall not be construed as an approval of the dam design for Dam Safety purposes.
If you have any questions regarding this matter, please contact Mr. Todd St. John at [phone].
Sincerely,
Joxn R. ?DDoorrnne
Wetlands Unit upervisor
cc: Mr. Todd St. John, Wetlands Unit
Asheville Regional Office
File
George Rendon, Robertson Loia Roof, 3460 Preston dge Road, Suite 275, Alpharetta, GA 30005
s o?
0"?
?2cblatl" (

- / A C '?X
North Carolina Division of Water Quality, 401 Wetlands Certification Unit 1650 Mail Service Center, Raleigh, NC 27699-1650 (Marling Address)
2321 Crabtree Blvd.; Raleigh, NC 27604-2260 (Location)
919-733-1786 (phone), 919-733-6893 (fax), httpJ/h2o.enrstate.nc.us/ncwebands/
-1
W A T?9Q
r
O `iiir?0014411W -N?
Michael F. Easley
Governor
William G. Ross, Jr., Secretary
Department of Environment and Natural Resources
Gregory J. Thorpe, Ph.D., Acting Director
Division of Water Quality
Memorandum To
From
March 18, 2002
File
Todd St. John
Subject: Ingles No. 130
Buncombe County
DWQ# 010654
I reviewed the subject stormwater Management plan and determined that they substantially
comply with condition no. 2 of the WOC. Especially considering that the stormwater will be routed tot
the existing wetlands. As such, I recommend approval.
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/

IM I MM
WHIG
ROBERTSON LOIA ROOF
A R C H I T E C T S & E N G I N E E R S
Letter of Transmittal
Project Number: 00.169
Date: March 8, 2002
To: Mr. Todd 5t.Jo17n
17EHNR - Ntetland unit
2321 Crabtree Blvd - Suite 250
Raleigh, NC 2-7604
111-733-1584
Re: Ingles No. 130
Arden, NC
From: George Rendon
A
MAR 1 2 W I
W,- s tANUS W UP
Transmitted via: Overnight Expre55
no. item description
2 copies Civil Flans
1 copy Hydrology Study
1 original Wet Detention Basin operation and Maintenance Agreement
Remarks:
For your review and Approval
3111,<t-2--
411 Idelvze V

0i
,COQ

Copies to:

770-674-2600 . FAX [phone] . 3460 Preston Ridge Road . Suite 275 . Alpharetta, Georgia 30005
WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
7-he wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
Maintenance activities shall be performed as follows: -"
1. After every significant runoff producing rainfall event and at least monthly: 2
E
a. Inspect the wet detention basin system for sediment accumulation, erosion, trasfi,dcaui`*flnn
' t1UAl ITV $F?r r,?
T
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 4.5 feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads 3 feet in the forebay , the sediment shall be removed.
BASIN DIAGRAM
(fill in the blanks)
Pemanent Pool Elevation: 2070.0
Sediment Re oval Elev: 2067 75%
----------------- Sediment Removal Elevation: 2065.5 75%
--------------------------------------------- -------
Bottom Elevati n: 2066 25%
Bottom Elevat*on7 2064 t2 0
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. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or
replanted as necessary.
7. 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: -20 bQr P• ?lq S Qxke?-5 , 117oC
I-L
Title: (I C?'? Clnakirm0.n
Address: , Ora?• X 6L t?SVt2V ! I (L _ G 260 I(o
Phone: 8 Z v7 (0(0 //O -2c) q- I
Signature: /Le'2?,VJV
Date: 2 - `{ -Oz
Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a
resident of the subdivision has been named the president.
I, a Notary Public for the State of Noo? Oo-.1
County of D Q do hereby certify that ?OkQ Y ?IQlr?
personally appeared before me this day of Few( 7- , and acknowledge the due
execution of the forgoing wet detention basin maintenance requi ts. Witness my hand and official seal,
c?'?pTA R y'"
PUBI,?P' L'
'0 M..I . GO.?"'
SEAL
My commission expires- (YI c1 ZOQ
U
Form SWU-102 Rev 3.99 Page 4 of 4

,K
i
MAR 1 2 2002
ARDEN INGL-ca
STORE NO. 130
Arden
North Carolina
JOB NO. 00-169

11

a?
February 15, 2001
March 6, 2002, Rev. I
FOR:
INGLES MARKETS INCORPORA TED
P.O. Box 6676
Asheville, North Carolina 28816
Tel: [phone]
BY:
ROBERTSONILOIA /ROOF
ARCHITECTS & ENGINEERS
3460 Preston Ridge Road
Suite 275
Alpharetta, Georgia 30005
Tel: [phone]
Fax: [phone]

Robertson/Loia/Roof Project No. 00-169
TABLE OF CONTENTS
PROJECT DESCRIPTION ............................................. 1
EXISTING GRADING PLAN ..................................... 2
PROPOSED GRADING PLAN ..................................... 3
CALCULATION OF PEAK RUNOFF ................................. 4
POND #1 ......................................................... 5
PRECONSTRUCTION CONDITIONS ................................ 5
POST CONSTRUCTION CONDITIONS .............................. 6
ROUTING CALCULATIONS ...................................... 7
CONTROL BOX ............................................... 14
SA/DA Ratio from Table 1 .................................. 15
Surface Area of Permanent Pool ............................ 15
Volume of 1" Storm ........................................ 15
Area Runoff ............................................... 20
e:\cad\civil\00\1\00169\working\00169hyd-rev. l.doc
Robertson/Loia/Roof
PROJECT DESCRIPTION
Project No. 00-169
The project site is located in Arden, North Carolina in
Buncombe County. It is on the south side of Long Shoals Road,
east of Interstate 26 and west of the CP&L entrance. The total
site area is approximately 13.5 acres.
Runoff leaves the site in two distinct basins. One small
basin drains to the north under Long Shoals Road and the main
basin drains to the southeast off the rear of the site. The
proposed runoff from the small basin has been reduced so that no
additional runoff has been added to the storm system along Long
Shoals Road. A proposed detention facility will regulate runoff
from the main basin in addition to a permanent wet pond and a
slow draw down of a volume equivalent to a 1" rainfall. The wet
pond impervious area calculations account for the small area
leaving the site under Long Shoals Road into the pipe system.
The detention pond will have restricted designed discharge
rates so that the designed storage for a 100-year storm will be
more than the normal required storage volume. Both the required
and actual pond calculations will be demonstrated in the pond
routing calculations and storm runoff table in the summary.
It has been demonstrated in this report and shown in the
tables on summary pages that the post construction actual flows
from the site will be less than the preconstruction flow.
Page 1
Robertson/Loia/Roof
Project No. 00-169
EXISTING GRADING PLAN
Page 2
Robertson/Loia/Roof
Project No. 00-169
PROPOSED GRADING PLAN
aJ?s?m
as-stews-waw.
I? F
?' F 3
womarlaw-
Li t
Page 3
Robertson/Loia/Roof Project No. 00-169
CALCULATION OF PEAK RUNOFF
The method of calculating peak runoff discussed in this
report is the result of experience in the design of storm
drainage and management systems and the adaptability to the area
of influence, type of soil, ground cover, and land use.
The Rational Method will be used to calculate peak runoff
for this report. This method has been found to be adequate for
drainage areas of 0 - 500 acres in size. The Rational Method
relates drainage area with the rainfall intensity and runoff
coefficient. It takes the form of the empirical formula:
Q = CiA
Where,
Q = flow in cubic feet per second.
C = dimensionless coefficient of runoff representing the
ratio between the maximum rate of runoff from the area
and the average rate of rainfall on the area during the
time of concentration.
i = rainfall intensity for a particular storm event.
A = drainage area expressed in acres.
The drainage area is computed from maps and field surveys.
After the frequency of the storm is selected based on the degree
of protection desired, computations are made to determine the
duration of rainfall, which is known as the time of
concentration. From this time, an intensity of rainfall is
derived depending on the frequency of occurrence of the storm.
The runoff coefficient is determined by the soil types,
slopes, ground cover, and sometimes future land use of the area
under consideration. The runoff coefficient is a ratio of runoff
to rainfall.
Once the variables are determined, the Rational Method is
used to determine the peak rate of runoff. These peak rates are
then used in a reservoir routing method to determine the design
of the detention basin and outlet control box.
Page 4
Robertson/Loia/Roof
1-) ('? TT T-) 111
PRECONSTRUCTION CONDITIONS
Drainage Area (A): = 10.82 acres
Runoff Coefficient (C): 0.30 (See Appendix B)
Project No. 00-169
Time of Concentration (Tc): (See Appendix C)
Overland Flow Distance (') = 555
Change in Elevation (') = 59
Slope = 10.63 0
Velocity = 1.5 FPS
T1 = 555.00/2.00/60 = 4.63 minutes
Overland Flow Distance (') = 317
Change in Elevation (') = 32
Slope = 10.09 0
Velocity = 4.8 FPS
TZ = 317.00/2.00/60 = 1.10 minutes
T, = T1 + T2 = 6.17 + 1.10 = 7.27 minutes
Use Tc = 10.00 minutes
Rainfall Intensity (i) @ Tc = 10.00 minutes: (See Appendix A)
I2 = 4.1 I25 = 7.1
I5 = 5.3 I50 = 7.9
I10 = 6.2 I100 = 8.6
Preconstruction Runoff (QpT, = ClA):
Q2 = 13.31 cfs Q25 = 23.05 cfs
Q5 = 17.20 cfs Q50 = 25.64 cfs
Q10 = 20.13 cfs Q100 = 27.92 cfs
Page 5 POND #1
Robertson/Loia/Roof
Project No. 00-169
POST CONSTRUCTION CONDITIONS
Drainage Area (A): = 9.45 acres
Runoff Coefficient (C): (See Appendix B)
3.0 acres @ 0.30 = 0.90
1.5 acres @ 0.60 = 0.90
4.95 acres @ 0.95 = 4.70
9.45 acres 6.50
C = 6.50 / 9. 45 = 0.69
Time of Concentration (T,): 5.00 minutes (See Appendix C)
Rainfall Intensity (i) @ T, = 5.00 minutes: (See Appendix A)
I2 = 5.00 I25 = 9.10
I5 = 6.75 I50 = 10.00
I10 = 7.90 I100 = 10.90
Post Construction Runoff to Pond (Qpost = CiA) :
Q2 = 32.60 cfs Q25 = 59.34 cfs
Q5 = 44.01 cfs Q50 = 65.21 cfs
Q10 = 51.51 cfs Q100 = 71.07 cfs
Post Construction Runoff Bypass (Qbypass = Cbypass i Abypass) :
Onsite Area Bypass (Abypass) : = 1.3 7 acres
Runoff Coefficient (Cbypass) : 0.60 (See Appendix B)
Q2 = 4.11 cfs Q25 = 7.48 cfs
Q5 = 5.55 cfs Q50 = 8.22 cfs
Q10 = 6.49 cfs Q100 = 8.96 cfs
Post Construction Runoff Allowable from Pond
(Qallowable = Qpre - Qbypass) :
Q2 = 9.20 cfs Q25 = 15.57 cfs
Q5 = 11.65 cfs Q50 = 17.42 cfs
Q10 = 13.64 cfs Q100 = 18.96 cfs
Page 6 POND #1
Robertson/Loia/Roof
Project No. 00-169
ROUTING CALCULATIONS
Robertson/Loia/Roof P.C. 03-07-2002
00-169 ARDEN INGLES
Routing Calculations - 2 Year Storm
Time of Concentration (Mins.) = 5.00
QMAX (cfs) = 32.60
Head on pond (ft.) = 5.00
Type of pond standard = NONSTANDARD.
Type of outlet was not specified specified.
t
------------ I1
---------- 12
--------- 2S1/t
----------- 01
--------- 2S2/T+02
------------ 02
-------- 2S2/T
------------
2.50 0.00 2.61 0.00 0.00 2.61 0.00 2.61
5.00 2.61 5.22 2.61 0.00 10.43 0.01 10.41
7.50 5.22 5.70 10.41 0.01 21.32 0.02 21.30
10.00 5.70 6.19 21.30 0.02 33.18 0.04 33.14
12.50 6.19 7.50 33.14 0.04 46.79 0.05 46.74
15.00 7.50 8.80 46.74 0.05 62.99 0.07 62.92
17.50 8.80 11.74 62.92 0.07 83.39 0.09 83.30
20.00 11.74 14.67 83.30 0.09 109.61 0.12 109.49
22.50 14.67 23.63 109.49 0.12 147.67 0.14 147.53
25.00 23.63 32.60 147.53 0.14 203.62 0.17 203.45
27.50 32.60 21.84 203.45 0.17 257.73 0.23 257.50
30.00 21.84 11.08 257.50 0.23 290.20 1.54 288.67
32.50 11.08 9.94 288.67 1.54 308.16 2.26 305.89
35.00 9.94 8.80 305.89 2.26 322.38 2.84 319.54
37.50 8.80 7.50 319.54 2.84 333.00 3.27 329.74
40.00 7.50 6.19 329.74 3.27 340.16 3.56 336.61
42.50 6.19 5.05 336.61 3.56 344.30 3.72 340.58
45.00 5.05 3.91 340.58 3.72 345.82 3.78 342.04
47.50 3.91 1.96 342.04 3.78 344.12 3.71 340.41
50.00 1.96 0.00 340.41 3.71 338.65 3.49 335.15
52.50 0.00 0.00 335.15 3.49 331.66 3.21 328.45
55.00 0.00 0.00 328.45 3.21 325.24 2.95 322.28
Page 7 POND #1
Robertson/Loia/Roof
Project No. 00-169
Robertson/Loia/Roof P.C. 03-01-2001
Arden Ingles
Robertson/Loia/Roof P.C. 03-07-2002
00-169 ARDEN INGLES
Routing Calculations - 5 Year Storm
Time of Concentration (Mins.) = 5.00
QMAX (cfs) = 44.01
Head on pond (ft.) = 5.00
Type of pond standard = NONSTANDARD.
Type of outlet was not specified specified.
t Il 12 2S1/t 01 2S2/T+02 02 2S2/T
-----------------------------------------------------------------------------------
2.50 0.00 3.52 0.00 0.00 3.52 0.00 3.52
5.00 3.52 7.04 3.52 0.00 14.08 0.02 14.06
7.50 7.04 7.70 14.06 0.02 28.79 0.03 28.76
10.00 7.70 8.36 28.76 0.03 44.79 0.05 44.74
12.50 8.36 10.12 44.74 0.05 63.17 0.07 63.10
15.00 10.12 11.88 63.10 0.07 85.04 0.09 84.94
17.50 11.88 15.84 84.94 0.09 112.57 0.13 112.45
20.00 15.84 19.80 112.45 0.13 147.97 0.14 147.83
22.50 19.80 31.91 147.83 0.14 199.40 0.17 199.23
25.00 31.91 44.01 199.23 0.17 274.98 0.92 274.06
27.50 44.01 29.49 274.06 0.92 346.64 3.82 342.82
30.00 29.49 14.96 342.82 3.82 383.45 5.30 378.15
32.50 14.96 13.42 378.15 5.30 401.23 6.02 395.21
35.00 13.42 11.88 395.21 6.02 414.49 6.56 407.94
37.50 11.88 10.12 407.94 6.56 423.38 6.92 416.47
40.00 10.12 8.36 416.47 6.92 428.03 7.10 420.93
42.50 8.36 6.82 420.93 7.10 429.01 7.14 421.86
45.00 6.82 5.28 421.86 7.14 426.82 7.06 419.77
47.50 5.28 2.64 419.77 7.06 420.63 6.81 413.83
50.00 2.64 0.00 413.83 6.81 409.66 6.36 403.30
52.50 0.00 0.00 403.30 6.36 396.94 5.85 391.09
55.00 0.0c 0.00 391.09 5.85 385.24 5.38 379.87
Page 8 POND #1
Robertson/Loia/Roof
Project No. 00-169
Robertson/Loia/Roof P.C. 03-07-2002
00-169 ARDEN INGLES
Routing Calculations - 10 Year Storm
Time of Concentration (Mins.) = 5.00
QMAX (cfs) = 51.51
Head on pond (ft.) = 5.00
Type of pond standard = NONSTANDARD.
Type of outlet was not specified specified.
t
------------ I1
---------- 12
--------- 2S1/t
----------- 01
--------- 2S2/T+02
----------- 02
--------- 2S2/T
------------
2.50 0.00 4.12 0.00 0.00 4.12 0.00 4.12
5.00 4.12 8.24 4.12 0.00 16.47 0.02 16.46
7.50 8.24 9.01 16.46 0.02 33.69 0.04 33.66
10.00 9.01 9.79 33.66 0.04 52.42 0.06 52.36
12.50 9.79 11.85 52.36 0.06 73.94 0.08 73.86
15.00 11.85 13.91 73.86 0.08 99.53 0.11 99.42
17.50 13.91 18.54 99.42 0.11 131.76 0.14 131.62
20.00 18.54 23.18 131.62 0.14 173.21 0.15 173.05
22.50 23.18 37.34 173.05 0.15 233.42 0.18 233.24
25.00 37.34 51.51 233.24 0.18 321.92 2.82 319.10
27.50 51.51 34.51 319.10 2.82 402.31 6.07 396.24
30.00 34.51 17.51 396.24 6.07 442.20 7.94 434.26
32.50 17.51 15.71 434.26 7.94 459.55 9.03 450.52
35.00 15.71 13.91 450.52 9.03 471.11 9.75 461.36
37.50 13.91 11.85 461.36 9.75 477.37 10.14 467.22
40.00 11.85 9.79 467.22 10.14 478.72 10.23 468.49
42.50 9.79 7.98 468.49 10.23 476.03 10.06 465.98
45.00 7.98 6.18 465.98 10.06 470.08 9.69 460.40
47.50 6.18 3.09 460.40 9.69 459.98 9.05 450.93
50.00 3.09 0.00 450.93 9.05 444.97 8.11 436.85
52.50 0.00 0.00 436.85 8.11 428.74 7.13 421.61
55.00 0.00 0.00 421.61 7.13 414.47 6.56 407.92
Page 9 POND #1
Robertson/Loia/Roof
Project No. 00-169
Robertson/Loia/Roof P.C. 03-07-2002
00-169 ARDEN INGLES
Routing Calculations - 25 Year Storm
Time of Concentration (Mins.) = 5.00
QMAX (cfs) = 59.34
Head on pond (ft.) = 5.00
Type of pond standard = NONSTANDARD.
Type of outlet was not specified specified.
t
------------ I1
---------- 12
--------- 2S1/t
----------- 01
-------- 2S2/T+02
------------ 02
--------- 2S2/T
------------
2.50 0.00 4.75 0.00 0.00 4.75 0.01 4.74
5.00 4.75 9.49 4.74 0.01 18.98 0.02 18.96
7.50 9.49 10.38 18.96 0.02 38.82 0.04 38.77
10.00 10.38 11.27 38.77 0.04 60.39 0.07 60.32
12.50 11.27 13.65 60.32 0.07 85.18 0.09 85.08
15.00 13.65 16.02 85.08 0.09 114.66 0.13 114.53
17.50 16.02 21.36 114.53 0.13 151.79 0.14 151.64
20.00 21.36 26.70 151.64 0.14 199.56 0.17 199.40
22.50 26.70 43.02 199.40 0.17 268.96 0.68 268.28
25.00 43.02 59.34 268.28 0.68 369.96 4.76 365.20
27.50 59.34 39.76 365.20 4.76 459.54 9.03 450.51
30.00 39.76 20.18 450.51 9.03 501.42 11.65 489.77
32.50 20.18 18.10 489.77 11.65 516.40 12.59 503.81
35.00 18.10 16.02 503.81 12.59 525.35 13.15 512.20
37.50 16.02 13.65 512.20 13.15 528.72 13.36 515.36
40.00 13.65 11.27 515.36 13.36 526.93 13.25 513.68
42.50 11.27 9.20 513.68 13.25 520.90 12.87 508.04
45.00 9.20 7.12 508.04 12.87 511.48 12.28 499.21
47.50 7.12 3.56 499.21 12.28 497.61 11.41 486.20
50.00 3.56 0.00 486.20 11.41 478.35 10.20 468.14
52.50 0.00 0.00 468.14 10.20 457.94 8.93 449.01
55.00 0.00 0.00 449.01 8.93 440.09 7.81 432.28
Page 10 POND #1
Robertson/Loia/Roof
Project No. 00-169
Robertson/Loia/Roof P.C. 03-07-2002
00-169 ARDEN INGLES
Routing Calculations - 50 Year Storm
'T'ime of Concentration (Mins.) = 5.00
QMAX (cfs) = 65.21
Head on pond (ft.) = 5.00
Type of pond standard = NONSTANDARD.
Type of outlet was not specified specified.
t I1 12 2S1/t 01 2S2/T+02 02 2S2/T
-----------------------------------------------------------------------------------
2.50 0.00 5.22 0.00 0.00 5.22 0.01 5.21
5.00 5.22 10.43 5.21 0.01 20.86 0.02 20.83
7.50 10.43 11.41 20.83 0.02 42.65 0.05 42.61
10.00 11.41 12.39 42.61 0.05 66.36 0.07 66.29
12.50 12.39 15.00 66.29 0.07 93.60 0.10 93.50
15.00 15.00 17.61 93.50 0.10 126.00 0.13 125.87
17.50 17.61 23.48 125.87 0.13 166.81 0.15 166.66
20.00 23.48 29.34 166.66 0.15 219.33 0.17 219.16
22.50 29.34 47.28 219.16 0.17 295.61 1.76 293.85
25.00 47.28 65.21 293.85 1.76 404.58 6.16 398.42
27.50 65.21 43.69 398.42 6.16 501.17 11.63 489.54
30.00 43.69 22.17 489.54 11.63 543.76 14.30 529.46
32.50 22.17 19.89 529.46 14.30 557.22 15.14 542.08
35.00 19.89 17.61 542.08 15.14 564.43 15.60 548.83
37.50 17.61 15.00 548.83 15.60 565.84 15.696 550.16
40.00 15.00 12.39 550.16 15.68 561.86 15.43 546.43
42.50 12.39 10.11 546.43 15.43 553.49 14.91 538.58
45.00 10.11 7.63 538.58 14.91 541.60 14.17 527.44
47.50 7.83 3.91 527.44 14.17 525.01 13.13 511.88
50.00 3.91 0.00 511.88 13.13 502.67 11.73 490.94
52.50 0.00 0.00 490.94 11.73 479.21 10.26 468.96
55.00 0.00 0.00 468.96 10.26 458.70 8.97 449.73
Page 11 POND #1
Robertson/Loia/Roof
Project No. 00-169
Robertson/Loia/Roof P.C. 03-07-2002
00-169 ARDEN INGLES
Routing Calculations - 100 Year Storm
Time of Concentration (Mins.) = 5.00
QMAX (cfs) = 71.07
Head on pond (ft.) = 5.00
Type of pond standard = NONSTANDARD.
Type of outlet was not specified specified.
t
------------ 11
---------- 12
--------- 2S1/t
----------- 01
--------- 2S2/T+02
----------- 02
--------- 2S2/T
------------
2.50 0.00 5.69 0.00 0.00 5.69 0.01 5.68
5.00 5.69 11.37 5.68 0.01 22.73 0.03 22.70
7.50 11.37 12.44 22.70 0.03 46.49 0.05 46.44
10.00 12.44 13.50 46.44 0.05 72.33 0.08 72.24
12.50 13.50 16.35 72.24 0.08 102.01 0.11 101.90
15.00 16.35 19.19 101.90 0.11 137.32 0.14 137.18
17.50 19.19 25.59 137.18 0.14 181.82 0.16 181.66
20.00 25.59 31.98 181.66 0.16 239.07 0.18 238.89
22.50 31.98 51.53 238.89 0.18 322.21 2.83 319.38
25.00 51.53 71.07 319.38 2.83 439.15 7.75 431.40
27.50 71.07 47.62 431.40 7.75 542.34 14.21 528.13
30.00 47.62 24.16 528.13 14.21 585.70 16.93 568.77
32.50 24.16 21.68 568.77 16.93 597.68 17.68 580.00
35.00 21.68 19.19 580.00 17.68 603.19 18.03 585.16
37.50 19.19 16.35 585.16 18.02 602.68 17.99 584.68
40.00 16.35 13.50 584.68 17.99 596.54 17.61 578.93
42.50 13.50 11.02 578.93 17.61 585.85 16.94 568.91
45.00 11.02 8.53 568.91 16.94 571.52 16.04 555.48
47.50 8.53 4.26 555.48 16.04 552.23 14.83 537.40
50.00 4.26 0.00 537.40 14.83 526.83 13.24 513.59
52.50 0.00 0.00 513.59 13.24 500.35 11.58 488.77
55.00 0.00 0.00 488.77 11.58 477.19 10.13 467.06
Page 12 POND #1
Robertson/Loia/Roof
Project No. 00-169
Robertson/Loia/Roof P.C. 03-07-2002
00-169 ARDEN INGLES
ROUTING CURVE
STAGE
------------ S
------------ 2S/t
------------ Q
---------- 2S/t+Q
-----------
0.00 0.00 0.00 0.00 0.00
1.00 8769.26 116.92 0.13 117.05
2.00 19249.83 256.66 0.19 256.85
3.00 31739.82 423.20 7.20 430.40
4.00 46217.72 616.24 20.10 636.34
5.00 62125.30 828.34 34.85 863.19
Q100
= 18.03 cfs
Elevation of Q100
= 3.00 +
(4.00-3.00) * (18.03-7.20) / (20.10-7.20)
= 3.84 ft
Volume of Q100
= 31739.82 +
(46217.72-31739.82) * (18.03-7.20)
/ (20.10-7.20)
= 43894.52 ft3
Page 13 POND #1
Robertson/Loia/Roof
Project No. 00-169
CONTROL BOX
Page 14 POND #1
Robertson/Loia/Roof
Project No. 00-169
Detention Wet Pond
Total Area = 13.51 acres
Impervious Area = 5.71 acres
% Impervious = 42.26° - 40% used for calculations
SA/DA Ratio from Table 1
Permanent pool depth = 6.0'
SA/DA = 1.05
Surface Area of Permanent Pool
(1.05/100) x 13.51 = 0.176 ac
= 6,179.20 s.f.
Surface area provided = 7,438 s.f.
Volume of 1" Storm
Rv = 0.05 + 0.009 (I)
Rv = 0.05 + 0.009 (40)
Rv = 0.41
Volume to be Controlled - See Draw Down Table
V = (1")(0.41)(1/12)(13.51)
V = 0.46 ac-ft or 20,106.93 c.f.
V = 20,106.9 c.f.
According to the draw down table the first flush volume in a 48-
hour period.
Page 15 POND #1
Robertson/Loia/Roof
Project No. 00-169
Forebay Design:
Max. Vol of Pond: 20106.9 c.f.
Required volume for Forebay: 0.2 x 20,106.9 = 4,021.38 c.f.
Forebay capacity provided (See table)= 6193.40
FOREBAY CAPACITY
Elevation Area Height Sub Volume Volume stage
70.00 1167.64 0.00 0.00 0.00 0
72.00 2369.14 2.00 3466.67 3466.67 1
73.00 3100.70 1.00 2726.73 6193.40 2
Emergencv Drain for Wet Pond:
WET POND CAPACITY
Elevation Area Height Sub Volume Volume Stage
64.00 1074.03 0.00 0.00 0.00 0
66.00 2028.98 2.00 3052.81 3052.81 1
68.00 3281.47 2.00 5260.51 8313.32 2
70.00 6679.05 2.00 9761.39 18074.72 3
Volume to be drawn in less than 24 hour period = 18,074.72 c.f.
According to table Emergency Drain Calculation, the wet pond can
be drawn in a 12.5-hour period through a 0.25 S.F. opening (3"0)
installed in the outlet control box.
Page 16 POND #1
Robertson/Loia/Roof
Project No. 00-169
Surface Area to Drainage Area Ratio (SA/DA) For
Permanent Pool Sizing
Permanent Pool Depth (feet)
Impervious % 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

Page 17 POND #1
Robertson/Loia/Roof
Project No. 00-169
DRAW DOWN CALCULATIONS
First Flush Discharge Routing
Vnow
V:
D:
H:
T: = Vprev - 3.78
volume of water
pipe diameter
head on pond
time period * D * D * Sgrt(H)
in pond * T
C. f.
ft.
ft.
sec.
Initial Value:
Vnow
D
T

20106.9
0.19
3600

c.f.
ft.
sec.
Head on Pond Volume in Pond Time Past Head on Pond Volume in Pond Time Past
(ft.) (c.f.) (hr) (ft) (c.f.) (hr)
2.10 20106.90 0.0
2.04 19381.95 1.0 0.67 5617.68 25.0
1.98 18668.08 2.0 0.62 5208.87 26.0
1.91 17965.50 3.0 0.58 4814.32 27.0
1.85 17274.40 4.0 0.53 4434.18 28.0
1.78 16594.91 5.0 0.49 4068.58 29.0
1.72 15927.11 6.0 0.45 3717.64 30.0
1.66 15271.13 7.0 0.41 3381.49 31.0
1.60 14627.08 8.0 0.38 3060.27 32.0
1.54 13995.07 9.0 0.34 2754.10 33.0
1.48 13375.22 10.0 0.30 2463.11 34.0
1.42 12767.63 11.0 0.27 2187.44 35.0
1.36 12172.43 12.0 0.24 1927.21 36.0
1.30 11589.74 13.0 0.21 1682.55 37.0
1.24 11019.68 14.0 0.18 1453.60 38.0
1.19 10462.36 15.0 0.16 1240.49 39.0
1.13 9917.91 16.0 0.13 1043.35 40.0
1.08 9386.45 17.0 0.11 862.32 41.0
1.02 8868.11 18.0 0.09 697.54 42.0
0.97 8363.02 19.0 0.07 549.19 43.0
0.92 7871.29 20.0 0.05 417.42 44.0
0.86 7393.06 21.0 0.04 302.45 45.0
0.81 6928.46 22.0 0.03 204.50 46.0
0.76 6477.61 23.0 0.02 123.91 47.0
0.72 6040.64 24.0 0.01 61.14 48.0
Pond Volume
Elevation Area Height Sub Volume Volume
(ft.) (s.f.) (ft.) (c.f.) (c.f.)
0.00 7846.68 0.00 0.00 0.00
2.00 11193.29 2.00 18941.16 18941.16
3.00 13632.69 1.00 12392.97 31334.13
9.00 15323.11 1.00 14469.67 45803.80
Page 18 POND #1
Robertson/Loia/Roof
Project No. 00-169
EMERGENCY DRAIN OF WET POND
Vnow = Vprer - 3. 78 * D * D * Sqrt (H)
V: volume of water in pond
D: pipe diameter
H: head on pond
T: time period * T
c. f.
ft.
ft.
sec.
Initial Value:
Vnow
D
T

18074
0.6667
1800

c.f.
ft.
sec.
Head on Pond Volume in Pond Time Past Head on Pond Volume in Pond Time Past
(ft.) (c.f.) (hr) (ft) (c.f.) (hr)
6.00 18074.00 0.0
4.62 10666.07 0.5 #VALUE! #VALUE! 12.5
2.51 4165.70 1.0 #VALUE! #VALUE! 13.0
#VALUE! -624.74 1.5 #VALUE! #VALUE! 13.5
#VALUE! #VALUE! 2.0 #VALUE! #VALUE! 14.0
#VALUE! #VALUE! 2.5 #VALUE! #VALUE! 14.5
#VALUE! #VALUE! 3.0 #VALUE! #VALUE! 15.0
#VALUE! #VALUE! 3.5 #VALUE! #VALUE! 15.5
#VALUE! #VALUE! 4.0 #VALUE! #VALUE! 16.0
#VALUE! #VALUE! 4.5 #VALUE! #VALUE! 16.5
#VALUE! #VALUE! 5.0 #VALUE! #VALUE! 17.0
#VALUE! #VALUE! 5.5 #VALUE! #VALUE! 17.5
#VALUE! #VALUE! 6.0 #VALUE! #VALUE! 18.0
#VALUE! #VALUE! 6.5 #VALUE! #VALUE! 18.5
#VALUE! #VALUE! 7.0 #VALUE! #VALUE! 19.0
#VALUE! #VALUE! 7.5 #VALUE! #VALUE! 19.5
#VALUE! #VALUE! 8.0 #VALUE! #VALUE! 20.0
#VALUE! #VALUE! 8.5 #VALUE! #VALUE! 20.5
#VALUE! #VALUE! 9.0 #VALUE! #VALUE! 21.0
#VALUE! #VALUE! 9.5 #VALUE! #VALUE! 21.5
#VALUE! #VALUE! 10.0 #VALUE! #VALUE! 22.0
#VALUE! #VALUE! 10.5 #VALUE! #VALUE! 22.5
#VALUE! #VALUE! 11.0 #VALUE! #VALUE! 23.0
#VALUE! #VALUE! 11.5 #VALUE! #VALUE! 23.5
#VALUE! #VALUE: 12.0 #VALUE! #VALUE! 24.0
Pond Volume
Elevation Area Height Sub Volume Volume
(ft.) (s.f.) (ft.) (c.f.) (c.f.)
0.00 1074.03 0.00 0.00 0.00
2.00 2028.98 2.00 3052.81 3052.81
4.00 3281.47 2.00 5260.51 8313.32
6.00 6679.05 2.00 9761.39 18074.72
Page 19 POND #1

Robertson/Loia/Roof
POND SUMMARY
Pond Capacity
POND SUMMARY
Project No. 00-169
Elevation Area Height Sub Volume Volume Stage
64.00 1074.03 0.00 0.00 0.00 0
66.00 2028.98 2.00 3052.81 3052.81 1
68.00 3281.47 2.00 5260.51 8313.32 2
70.00 7924.68 2.00 10870.41 19183.74 3
72.00 11347.29 2.00 19169.85 38353.59 4
74.00 15523.11 2.00 26761.58 65115.17 5
75.00 15523.11 1.00 15523.11 80638.28 5
Elevation 64.0- 70.0 - Permanent Wet Pond
Elevation 70.0- 72.1 - Draw Down - 111 Storm over 48 hours
Elevation 72.1- 75.5 - Detention Pond (1 FT Freeboard)
Area Runoff
Freq. (yr) Qpre (Cfs) Qpost (Cfs) QbyiDass (Cfs) 1 1 Qallowable(Cfs) Qactual (Cfs)
2 13.31 32.60 4.11 9.20 3.78
5 17.20 44.01 5.55 11.65 7.14
10 20.13 51.51 6.49 13.64 10.23
25 23.05 59.34 7.48 15.57 13.36
50 25.64 65.21 8.22 17.42 15.70
100 27.92 71.07 8.96 18.96 18.03
Page 20 POND #1
INGLES MARKETS, INC. P.O. BOX 6676 ASHEVILLE, NC 28816
VENDOR NUMBER VENDOR NAME CHECK DATE CHECK NUMBER
739235
INVOICE NUMBER DOC. DATE INVOICE AMOUNT DISCOUNT NET AMOUNT
093-T 3404/2SID 475g00 0000 4TS `00
TOTAiL 4756'00 @00 475:`00
--_

r
~i
I
I i 1
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i I If
i f
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" i ~ ~ I ; ; ~ 4n +T i y a,~c~ i
i i t
i COVER SHEET I
E 1
I > C-1 SITE P LAN
I
r ~ i j C-2a GRADING PLAN
I I I I
~ i C-2b GRADING PLAN
i ~ i f
i C-3a UTILITY PLAN
A - - i
" i - - C-3b UTILITY PLAN E w,
" i ~ ~ I ~
E C-4a EROSION CONTROL PLAN I ~
'r - ~"6 i - _ _ f
I - - ~ _ 4b EROSION CONTROL PLAN
i ~ _ i
I f = _ C-W WALL PROFILES
C-5 STORM SEWER P ROFILES o
" s
i i C-6 SANITARY SEWER PROFILES I
I ~ ~ ~
1 I C 7 DETAILS
i C- ~ - - 8 DETAILS
I
f4 C-9 DETAILS
i I i
c I ( DETAILS ~
i C-11 DETAILS
I I I ~ I i ~
ii " i C-1 Z DETAILS I
R -
i C 13 DETAILS
~ I
" I " 1 - DETAILS C 14 I 7
E j ~ j r
( ~ ~ LANDSCAPE PLAN ~
I j
I LA-2 LANDSCAPE PLAN I ~
~ ~
I i
I i ~ ~ 1
i i 1
I I i i
~ i i t i i
~ it ;k F ~ !L~-~ K~ .
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{ i ~ _ _.x.. xI ~ a
• I ~
i i I i t
r I
i c.~. i
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r`.L'_ ~ lE: f n I - rs y ~
. ~ ~ ~,NTlCIPATED ACTI'~i!TY SCHEDULE
E _ _ i at: 3 r +h;a~
. MONTH ~i >~;CTIVITY - - -
" 1st 2nd 3rd 4 i ~ { ~
th 5th 6th 7th 8th 9th 10th 11th 12th f
I INSTALL SEDIMENT 11 t i I
CONTROLS i
CLEARING AND ~ ' 2 - i 0
i GRADING
STORM DRAIPv I ~ N p E m
3 INSTALLATION N p ~ Qi
SANITARY SEWER x m ~ 2 A
" INSTALLATION ~ ~ RI O < N I
I - - - ' ~ GRASS - ~ 1 I
' 5 (TEMP.) (PERM.) N ~ I skw 7 m i -
U TI L, TY _ _ N } I -i 4
6 I - INSTALLAT ON LONG SHOALS R 4~ ~
~ r
MAINTAIN EROSION 7 r+i f i
CONTROL i
" BLDG. CONST. i 8 D f Z I
s AND PAVING SITE ~ ~ _ rn
E FINAL 9 i S
f LANDSCAPING i t
~ l ~ , VICINITY MAP ~ -
~ n ci Fay i ~p
(NOT TO SCALE)
NOTE: THE INSTALLATION OF EROSION CONTROL MEASURES V
AND PRACTICES SHALL BE INSTALLED PRIOR TO OR CONCURRENT WITH LAND DISTURBING ACTI VITIES.
a

Err
•1
18' 26' 18'
CROSS-HATCHED INDICATES ~ ~ O O ~
STRIPED ISLAND ~ ~1 4
TRIPLE LINE INDICATES i o ~ ~ ~ CONCRETE PAVING N w ° ~
CURB & GUTTER , rn 3 ~ 0
~ ~ 8' (I D N = d ~ ~ o (1,1
D , ?A~ Z 'I~ 8 . j HEAVY DUTY ~ ~ v
9' ~ ~ O ASPHALT PAVING ° m ~ ~ {
n HANDICAP SYMBOL AND SIGN g' IPF i I ~ C~
F F F INCLUDE VAN ACCESSIBLE SIGN ai p, NORMAL DUTY LONG SHOALS RD
w ~ ~ 8 F F AT LOCATION INDICATED ON , ASPHALT PAVING ~ t = °D ~ ~ ~
PLAN 6 ~ F Fri-CREEK ~ W
F, F I Z ~x
, c 1 F 3 WIDE ACCESS D.O.T. PAVING ~ ~ ~ LL ii D V m
SITE ~ N
62' AISLE F F F ° F IMPACT GUARDRAIL, TYP. " ~F~- _ TYP, m W O
17 F F F\F F ~ ~
F F F F F ~ ' PARKING LOT STRIPING TO BE YELLOW N ~ v ~ to I ~ \ ~
HANDICAP SYMBOL TO BE BLUE WEKL~N F F F ~ F F F VICINITY MAP
ALL STRIPING TO BE 4" WIDE 5 TRANSVERSE JOIN F F F F F F F I o~ (NOT TO SCALE) ~ c
F F F 20' LONGITUDINAL JOINT IMPACT GUARDRAIL ANL A AN W ODEN z ~ LL! 4 ARDR IL D 0 0.
PARKING LOT SLOPE TO BE 2% MAX. „ F F 7 CONC. SLAB ON 6X6 SCREEN FENCE, TYP- IN ALL DIRECTIONS AT HANDICAP IPF 10 10 W.WF ON 4" AGG• :NCE, TYP. ~ 4
F F ~ / SPACES W 0 ~ I
A Q t
~ - - a VE F R S - - ~ ~ d
1 90° PARKING 2 WAY ~ ~ W z
C-1 SCALE: NONE CSP-D4A ~ F
~ H. IPF . : W fx rs
~ ~ : ~ • % " ' ' ' ' • 1. ALL WORK AND MATERIALS SHALL COMPLY WITH BUNCOMBE COUNTY REGULATIONS AND
~ ~ ~d ~ ~ GATE O ~ ~ ~ - CODES, AS WELL AS ALL O.S.H.A. STANDARDS. /M~ • W
BURTON F+' tl; . r + • i 48C 558 * • ~ + • ~ ; ~ t, may' *p. a .•j . • , 2. SITE BOUNDARY, TOPOGRAPHY, UTILITY AND ROAD INFORMATION TAKEN FROM A SURVEY SY o~
' ' ~ ~ ' HUTCHINSON-BIGGS, LAST REVISED 01-09-01.
~ . i° ' ' ~ + ' . ~ 3. EXISTING STRUCTURES WITHIN CONSTRUCTION LIMITS ARE TO BE ABANDONED, REMOVED, OR
1 , •.•.••F• 4,.. T ~ IPF , ; RELOCATED AS INDICATED ON THE PLANS AND iN THE SPECIFICATIONS.
.z~4~. • r. . N A PERMITS BEFORE CONSTRUCTIO BEGINS. 4. CONTRACTOR SHALL OBT IN ALL
' •,9~., . .
5. BUILDING DIMENSIONS SHOWN ON THIS PLAN ARE "LEASE" DIMENSIONS. FOR ACTUAL DIMENSIONS ~ N IONS TO CONC. CURB & GUTTER ARE TO "FACE OF CURB". SEE ARCHITECTURAL PLANS. DIME S
y' F,. F. F. . .
.F~. K•~••~.•,•,•,• BOLLARDS IPF ' • • • •~C,,,•~ 6. TOTAL LAND AREA IS 13.511 ACRES.
F•' F•'•'••~• BOL . ''~P . ~ - AT1 VIATIONS. BOLLARDS ~PF 7. SITE CONTRACTOR SHALL FURNISH AS BUILT DRAWINGS INDIC NG ALL CHANGES AND DE
' ' ' • ND IMPACT GUAR RAIL ONSIB E FOR WORK TO WITHIN 5'--0" OF THE BUILDING. • • • • • 8. SITE WORK CONTRACTOR IS RESP L
K. .F.. F. . ' ' ' ' - BE PERMITTED THROU UNCOMBE COUNTY ~ ~ ` • 9. CONSTRUCTION TRAILER U~~D ON SITE SHALL GH B ~ ~
. F ~ F. • ~ • • PLANNING AND ZONING DEPARTMENT.
F F .F..F.. F, .P A OD HA . , , . , • 10. THIS PARCEL OF LAND DOES NOT LIE WITHIN A SPECI L FLO ZARD AREA PER
IPF , „ 2 F .F ~ F.. F. .F ' ~ FIRM MAP 37021C0456C, DATED MAY 6, 1996 ACCORDING TO HUTCHINSON-BIGGS. '
END WALL AND IMPACT GU RDRAIL EXTEND WOODEN SCREEN F NCE T R W F F _ ' .F, . F. , F • •F, • • ' ' ~ . , 11. PROJECT LOCATION:
ti'~ F F F F F. . F. , x . ~ P.. " SOUTH SIDE OF LONG SHOALS ROAD NEAR INTERSECTION OF THE FOREST, PIN: 9644-06-37-0080, (
' ' ' ' ' ' Markets Incorporated F F F F . F., p ~ F F, ~d • • ~ MO ULAR WALL 9644-06-38-2096 9644-06-38-2550 & 9644-06-38-4424 I
F F F F.. '.F.• V ~ ooY . BUNCOMBE COUNTY, NORTH CAROLINA)
12. OWNER S ADDRESS:
(lNGLES MARKETS INC., P.O. BOX 6676, ASHEVIILE, N.C., 28816, GORDON MEYERS} tl"~ x~p
2 ~ ~A~'.ST AGE ANK _ » , , . NO PARKING FIRE LANE WARP ASPHALT REINFORCED .RP ASPHALT FLUSH WITH ~~e
a; ;Q,; ~ ' • • • • SIGNS TO BE MOUNTED SIDEWALK FOR EN CONCRETE WALL o~~ EWALK FOR ENTIRE LENGTH , . , • • . THIS AREA ONLY drb
o - ' • ON BLDG. 50 O.C. OF STORE (1:12 N STORE 1:12 MAX SLOPE , f ( ) TO END - 252 LF
~ ~ °z .
~ 324 on
• . Q
14. ~ _ Q Z ~ ~v.~~~~c~ss~~ ~
~ ~ -THRU . , • . . . r5 .r ~ z o .............'.2.5..,................ tag?/2~2 - R! ~
4~ ~ v
F: _ ~I ~ M c Q y=
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4 ~
:d 9.5 , TYP. 18 , TYP. TYP. _ ~ Z
-3e~ o _ ~ W ~ J
Q E,;,;,. ; . . . ~ w j' . Z ~ J
~ Ntx ,a 20 20 22 20 2e c o a . _ 22 22 , , 52 ~ ~ > Z ~ _
~ , ~ ~ • $3.$ • • 62 62 62 62 r~ - 62 62 '66 43 Q W ~ ~
1 - . . G Z Q ~'j•• _ I o Q
Q Z - v Q
WOODE SCREE FE CE o ~ . ~ ~ _ . , • • , , •
_T ~T ~T ~T o ~ ~T ~T ,
A ~ DOT EASEMENT INFORMATION PROVIDED BY HUTCHINSIN-BIGGS I ~ a~ INSIN-BIGGS SURVEYORS E-
I~ CP&L Co. r INFORMATION BASED ON PRELIMINARY DOT PLANS GAS , ' ' ' ' ' ' ' H END WALL -EXTEND WOODEN pEV14StON8 LD ZONE ~r ~ ~
1169/407 , , , ~ aN ~ NO BUILD ZONE sicN PYLON ~ ~ ~ • • • T ,r u r•'• SCREEN FENCE TO R/W OWNER COMMENTS
TBM 2-NAIL IN PP - w CP&L
SfNQ " CD 27CC G ~
ELEV.=2176.44 \ I IPF s " ' NEW FOOTPRfNT ~ ,,.ar 2
S SIGN fi ~PK c»~ 10-16-01
r~ `i'~~_ 1;
1. THIS PLAT MEETS THE REQUIREMENTS FOR A CLASS 'A' TOPOGRAPHIC -
SURVEY AS DEFINED IN THE "STANDARDS OF PRACTICE FOR LAND ~
SURVEYING IN NORTH CAROLINA."
2. CONTOUR INTERVALS EVERY 2'.
3. COMBINED GRID FACTOR 0.9997805. ti
4. ALL BEARINGS SHOWN ARE NC GRID BEARINGS; ALL DISTANCES SHOWN ARE ~
GROUND DISTANCES, UNLESS OTHERWISE NOTED.
TBM#1-FIRE HYDRANT 5. TOTAL ACREAGE: 13.511 ACRES D.M.D.. v~i -
( ) W ELEV.-2173.46 U ~
6. REFERENCE TO UNRECORDED PLAT BY CARTER & BEARDEN ENGINEERS, PROPERTY 0
OF W.C. HICKLIN, DATED JUNE 24, 1955, DRAWING C-211.
7. ALL LOCUST HUBS FOUND ARE 2X2.
8. SUBJECT PROPERTY DOES NOT LIE WITH?N A SPECIAL FLOOD HAZZARD AREA PER
FIRM MAP 37021C0456C, DATED MAY 6, 1996. H
9. SUBJECT PROPERY LIES WITHIN THE LIMESTONE TOWNSHIP AND IS ZONED R-2. OLD REPUBLIC NATIONAL TITLE INSURANCE COMPANY
V1
10. ELECTRIC SERVICE IS PROVIDED BY CAROLINA POWER & LIGHT; BREVARD RD, TITLE COMMITMENT !D: 00-A17609, EFFECTIb'E DATE APRIL 20, 2000 ASHEVILLE, NC PHONE: [phone]. SCHEDUI F _~_~:,__E XCt°TIC)P1S. R F R N
EEECE
11. WATER SERVICE IS PROVIDED BY THE ASHEVILLE BUNCOMBE WATER AUTHORTY; 1. SPRING AND WATERLINE EASEMENT D~ 501, PG 396 -NON SPEGFlC. DB 1856, PG 720 PHONE: [phone]. DB 760, PG 564 DATE
2. TIMBER CONTRACT OB 766, pG 421 -NON SPEGFIC. DB 1430, PG 397 41.02.41
~ ; 12, TELEPHONE SERVICE IS PROVIDED BY BELL SOUTH; PHONE: [phone]. EASEMENT OB 872, PG 233 -NOT ON SUB~CT PROPERTY. DB 1298, PG 338
4. CAROLINA POWER & LIGHT EASEMENTS OB 704, PG 381, DB 712, PG 404, OB 1176, PG 509 ~ ~ 13. SANITARY SEWER SERVICE PROVIDED BY METROPOLIIIAN SEWERAGE DISTRICT, AND DB 1663, PG 294 -NON SPEGIFlC. P6 34, PG 141 ~ 65 000 S.F. PROJECT NUMBER ~ lNGLES >
oun~ir. cnQ_o~~_e~a~
~IIVIY L. ULU-LVI- T/V1.
14. NATURAL GAS PROVIDED BY PUBLIC SERVICE GAS CO.; PHONE: [phone].
S~ SCALE. 1 „ 50 , PARKING 325 SPACES 00 . 16 9 =
N, 15. INFORMATION ABOUT MANHOLE MSD # 28837, (LOCATION, TOP, & INVERTS) WERE PROVIDED s BY METROPOL111AN SEWERAGE DISTRICT; RATIO 5.0 SP/MSF SHEET NUMBER
8 PHONE: [phone] 50 100 150 FEET PARKING SITE AREA 13.51± ACRES
IS
o~ Z0 ¦
AS 02
F` fS

LL
a`s
ICE ci
CALCULATIONS FOR STORM SEWER
DESIGN
COMP. BY:
to
0
0
BUNCOMBE EROSION
2 COMMENTS 03-02-01
DATE:
3 NEW FOOTPRINT
10-16-01
PAGE:
PROJ. No.
LOCATION:
Q
CHEKD BY:
Z
l
DATE:
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FROM
PIPE INLET
TO PIPE
OUTLET
"•�`
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FLOWLINE FLOWLINE A
LOCATION ELEVATION LOCATION ELEVATION acres
C
CATOTAL
acres
CA
Tc
mins.
i
in./hr.
Qd
c.f.s.
PIPE SIZE
n=(0.01)
Qfull
c.f.s.
SLOPE
LENGTH
DI#1 a
68.64
JB#4
68.17
0.31
0.95
0.29
0.29
5.00
9.10
2.68
15 in.
4.95
0.50%
92 ft
JB#4
68.18
YI#1
67.90
0.00
0.95
0.00
0.29
5.00
9.10
2.68
15 in.
4.99
0.51%
55 ft
Dl#1b
68.78
YI#1
67.90
0.90
0.95
0.85
0.85
5.00
9.10
7.78
18 in.
7.79
0.55%
160 ft
YI#1
67.90
EXHW
64.70
0.10
0.95
0.10
1.24
5.00
9.10
11.32
15 in.
16.16
5.33%
60 ft
DI#2
65.62
DI#3
64.62
0.70
0.95
0.66
0.66
5.00
9.10
6.05
18 in.
10.50
1.00%
100 ft
D1#3
64.42
JB#1
63.18
1.12
0.95
1.06
1.73
5.00
9.10
15.73
24 in.
19.61
1.00%
124 ft
JB#1
62.98
D1#5
60.26
0.00
0.95
0.00
1.73
5.00
9.10
15.73
24 in.
19.61
1.00%
272 ft
DI#5
60.06
JB#2
59.62
1.28
0.95
1.22
2.95
5.00
9.10
26.80
30 in.
31.37
1.00%
44 ft
DI#4
63.00
JB#2
58.58
1.85
0.95
1.76
1.76
5.00
9.10
15.99
18 in.
16.15
2.36%
187 ft
JB#2
27.83
JB#3
26.00
0.00
0.95
0.00
4.70
5.00
9.10
42.79
36 in.
48.17
1.00%
183 ft
JB#3
25.80
JB#5
16.00
0.00
0.95
0.00
4.70
5.00
9.10
42.79
36 in.
101.67
4.45%
220 ft
JB#5
2,115.80
JB#6
2,085.00
0.00
0.95
0.00
4.70
5.00
9.10
42.79
36 in.
164.22
11.62%
265 ft
JB#6
61.94
HW#2
61.00
0.00
0.95
0.00
4.70
5.00
9.10
42.79
36 in.
48.17
1.00%
94 ft
\\\
NN 0
\tit t I \ ` \ �► \ JB -43
tNv�902s}�\1 � \ �� '��ss\ \ 0i�1� �
INV �26'bf
\ \
\ ` I \ 6p
\ \Nv. z1o7. �( j \ \ \ \
A7I"C�IHI LINE\\\ �� \F `,� t t \ \ \\ \ \\\\ �� `'�
F \
\ \ \ Wo 2
\ F (�� F 09L \ e
's ._L
/IWO NV 3 1 8.1 §2
t
I j
WF'�
FIVE €Ety B PS��q0I SEI
0 15710
147.
CALCULATIONS BASED ON A XX YEAR STORM (i = X.XX) w9#1' l 1/ ! / /// •Q"� ' �-/ /"0 -,
/ /4 f0 L -'� , i / / /
II(?9/ '` 87 8 fCI�P '%� `-�
MP 0,4:5y 98 LF 30"
Jj�g gg / , / / / / // /,,' ,, / B�I�- F
JB#7 / / / j
TOP = 69.7" / / / ///// , /' 4pF7 3/ / / + - AFETYiFE ExTO ,E IN
\
INV, -31'6.95' I / / / + / irV / / / / / // / / / r / / / �.' _ FOR ALL S 2 ANI
I-, / / t / / / / / / / / / /1,, / �- / �- - --
/ // / �� / / / -2160,
/ / .•• / / GIF
/ / / / / / / / kj� r r F/ F / / / % / / / / / / N
�#�.� . T- -- _
V!'/ 3�3t/F
oo
F F F F/ / / / /% / // / / / / /
2 F �/
164 1111 �� 'r / / / �'F F I F F F ' / �// / / // / / / / / / / w 00 o s - -- -
_ / / ,j , , /'F,�F. ELEV.= 2172:0
YIN 1 IN 21 � / / � F F F ,� J F F _� �.... �.. •..... �..... _►
YjJ/y��'1/ W A 'D / `o
1\al ''l /FBF F F Ft F' F F LJ 4 0�
j1 1 11j1 1 IF ---F F-� R F F 2�9t;s`O�.Cylr�./ /// �/ / /'' / // l,� Y -- 217 --...
1\ \
�\ Yl #2
THROA\T = 4 5. 5
IMV OU - 40.39
h4, 'T H LINE
r-�19 LIF �q" CMP 0 1 %
\
1� LFA 1 k CMP 0 8.89%
\ \VT=
\ \
\ \L 64.
INV IN) 39.9
\ RAV�OUT)= 39.7
L tt/ NV. 2140.9
NJB#,2 /
TOP =/ 6717
II�V Its A = 59.08
INV(N-9) = 58.58
1 NV OU = /27.83
/- DI#5
IFS/ / TOP =67.0
INVIN) = 60.26
INV OUT)= 6
_
r �
i
1�►SHEET
MODULAR WA
X211
/ Ile 3 X
ANOP�I-BRAIN-
INV 2143.6 a \ - e / / / / / / / 1. (TIE TO STQ'
SE S STEM)
/ 8 J - 0 R 72.0 72.0 72.
2177 , f �+
/ / / / / / 'u'+ / . 8 LOADING / I
J�
21168 \ 1 - 7 / / , / -6 INC LANORY�DRAIN I r t91
DI#1\ 1 - �� // / .:� (TIE TO RM TOP = 71
PORCH I
TOP I 1 \ I / / -r / / / 7 . / 1 R YSTEM) \ Q h INV IN) = 318
IN \ . 35 i' DI#4� INV(OUT)
I - J .,,
1 IVL' � _ % ,�Pj�8 __ I/ / i P _ 69. i , �! X I
c 1 Ol IL HOMEO 8 � ' / / 1 V - 6,5:1 2 SIL / `L 2160.2
71.0 gum. 3RVW
�%K #3Abm 1
c M HOME 7 '2 217of 1 / / 70 70 TOP = 69.3
+ „y, INV IN) = 64.62
®�11 , i oNC. ®' a D , '� 1 sTORY / /•ns W , sroRY / os►t I N V� OUT)- 64
EQUIV. DIAMETER 15" ' (- '
92 LF CSP PIPE RCH 0 P .2t
MOBI H \
LF12"P 01% \ <
TBM#2-NAIL IN PP CP&L
PBAICK 7rW 1
CD 27CC 1
ELEV -2176 44
WOOD FRAME
/ � 1
- _\
/ /SIGN INV. 67.8 1 `
/JB#4 �- - - +CL TOP = 70�
INV(IN) 67.9,
/TOP = 72.05 /
INV = 68.1 -- - EX-INV(OUT)= 6~I,
�,Q�11VbtA METER = 15" // e INV. z9s4.7
�5 LF CS PIPE CH fY.5%
r !�
/ TBM#1-FIRE HYDRANT
L W ELEV.=2173.46
0
t _ C 170 69.31 - u
Ofi + L'oe Ll
m SI / ASPHALT
X 9'08 G / PARKING
GRAVEL AREA
70.6 � - � � 74.
z I I
t�RN 7fi 7
-
\�,jaONG SHOALS ROAD
OTHERS Tl -
0
CONCRE IMA
THIS AR A ON
T9- END 252 LF\
GRADING SYMBOLS LEGEND
EXISTING CONTOURS
120 PROPOSED CONTOURS
+ 20.5 EXISTING SPOT ELEVATION
+ 20.50 PROPOSED SPOT ELEVATION
PROPOSED STORM SEWER
EXISTING STORM SEWER
EXISTING STORM SEWER
(TO BE REMOVED)
PROPOSED RETAINING WALL
ANTICIPATED ACTIVITY SCHEDULE
ACTIVITY
w
e uTwTY
INSTALLATION
MAINTAIN ERC
CONTROL
DG, CONST.
8 BIAND PAVING
9
FINAL
LANDSCAPING
10 CLEAN LIP
MATERIAL NOTES
1. SANITARY SEWER SHALL BE AS INDICATED:
EITHER PVC, SDR 35 PER ASTM D3034; OR
DUCTILE IRON PIPE PER AWWA C150.
2. 6" OR 8" WATER LINE SHALL BE DUCTILE IRON PIPE PER AWWA C151.
3. WATER LINES SMALLER THAN 6" SHALL BE EITHER COPPER TUBE TYPE "K" (SOFT) PER ANSI
816.22 OR PVC, 200 P.S.I., PER ASTM D1784 AND D2241.
4. STORM SEWER LINE SHALL BE AS FOLLOWS;
CMP, SHALL MEET ASTM A 760/A 760M AND A 444, AS APPROPRIATE, AND IS TO BE FULLY
GRADING P AN
BITUMINOUS COATED PER ASTM A 849; z
OR ALUMINIZED TYPE II WITH REROLLED ENDS & BANDS.
RCP, CLASS III PER AASHTO M170 IN RIGHT-OF-WAY.
5. PRECAST STRUCTURES MAY BE USED AT THE CONTRACTOR'S OPTION. SCALE: �_JO'
6. ALL CONCRETE TO HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 3000 P.S.I.
50 0 50 100 150 FEET
NOTE EROSION CONTROL MEASURES AM PRACTICES
SHALL BE STALLED PRIOR TO OR CONCURRENT
1UTH LAM DISTURBING ACflVtTES.
GRADING NOTES
1. ALL AREAS TO RECEIVE PAVEMENT, STRUCTURES OR FILL MATERIAL SHALL BE
STRIPPED OF ORGANIC MATERIAL, TOPSOIL, AND DEBRIS PRIOR TO
CONSTRUCTION.
2. ONCE STRIPPING HAS BEEN COMPLETED, ALL AREAS TO RECEIVE FILL SHOULD BE
PROOF -ROLLED IN THE PRESENCE OF A REPRESENTATIVE OF THE SOILS
ENGINEER. SOFT AREAS ENCOUNTERED DURING PROOF -ROLLING SHALL BE
STABILIZED BY COMPACTION OR UNDERCUT.
3. ALL FILL MATERIALS SHOULD BE FREE OF ORGANIC OR OTHERWISE UNSUITABLE
MATERIALS, AND COMPACTED TO A MINIMUM DRY DENSITY OF 95%, AS OBTAINED
BY STANDARD PROCTOR ASTM D698. FILL SHOULD BE PLACED IN LIFTS NOT TO
EXCEED 6 INCHES IN THICKNESS.
4. ALL UNDERCUT AND FILL OPERATIONS SHOULD BE MONITORED BY A
REPRESENTATIVE OF THE SOILS ENGINEER. OWNER, AT HIS OPTION, MAY
PERFORM DENSITY TESTS TO VERIFY THAT SPECIFIC COMPACTION IS OBTAINED.
5. THE UPPER FOOT OF FILL BENEATH PAVING SHALL BE COMPACTED TO 98% OF
MAXIMUM DRY DENSITY PER STANDARD PROCTOR ASTM D698, AT A MOISTURE
CONTENT WITHIN 2% TO 3% OF OPTIMUM.
OWNER COMMENTS/ SURVEY
1>ADDITIONS - 02-15-01
to
0
0
BUNCOMBE EROSION
2 COMMENTS 03-02-01
3 NEW FOOTPRINT
10-16-01
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GRADING SYMBOLS LEGEND
EXISTING CONTOURS
120 PROPOSED CONTOURS
+ 20.5 EXISTING SPOT ELEVATION
+ 20.50 PROPOSED SPOT ELEVATION
PROPOSED STORM SEWER
EXISTING STORM SEWER
EXISTING STORM SEWER
(TO BE REMOVED)
PROPOSED RETAINING WALL
ANTICIPATED ACTIVITY SCHEDULE
ACTIVITY
w
e uTwTY
INSTALLATION
MAINTAIN ERC
CONTROL
DG, CONST.
8 BIAND PAVING
9
FINAL
LANDSCAPING
10 CLEAN LIP
MATERIAL NOTES
1. SANITARY SEWER SHALL BE AS INDICATED:
EITHER PVC, SDR 35 PER ASTM D3034; OR
DUCTILE IRON PIPE PER AWWA C150.
2. 6" OR 8" WATER LINE SHALL BE DUCTILE IRON PIPE PER AWWA C151.
3. WATER LINES SMALLER THAN 6" SHALL BE EITHER COPPER TUBE TYPE "K" (SOFT) PER ANSI
816.22 OR PVC, 200 P.S.I., PER ASTM D1784 AND D2241.
4. STORM SEWER LINE SHALL BE AS FOLLOWS;
CMP, SHALL MEET ASTM A 760/A 760M AND A 444, AS APPROPRIATE, AND IS TO BE FULLY
GRADING P AN
BITUMINOUS COATED PER ASTM A 849; z
OR ALUMINIZED TYPE II WITH REROLLED ENDS & BANDS.
RCP, CLASS III PER AASHTO M170 IN RIGHT-OF-WAY.
5. PRECAST STRUCTURES MAY BE USED AT THE CONTRACTOR'S OPTION. SCALE: �_JO'
6. ALL CONCRETE TO HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 3000 P.S.I.
50 0 50 100 150 FEET
NOTE EROSION CONTROL MEASURES AM PRACTICES
SHALL BE STALLED PRIOR TO OR CONCURRENT
1UTH LAM DISTURBING ACflVtTES.
GRADING NOTES
1. ALL AREAS TO RECEIVE PAVEMENT, STRUCTURES OR FILL MATERIAL SHALL BE
STRIPPED OF ORGANIC MATERIAL, TOPSOIL, AND DEBRIS PRIOR TO
CONSTRUCTION.
2. ONCE STRIPPING HAS BEEN COMPLETED, ALL AREAS TO RECEIVE FILL SHOULD BE
PROOF -ROLLED IN THE PRESENCE OF A REPRESENTATIVE OF THE SOILS
ENGINEER. SOFT AREAS ENCOUNTERED DURING PROOF -ROLLING SHALL BE
STABILIZED BY COMPACTION OR UNDERCUT.
3. ALL FILL MATERIALS SHOULD BE FREE OF ORGANIC OR OTHERWISE UNSUITABLE
MATERIALS, AND COMPACTED TO A MINIMUM DRY DENSITY OF 95%, AS OBTAINED
BY STANDARD PROCTOR ASTM D698. FILL SHOULD BE PLACED IN LIFTS NOT TO
EXCEED 6 INCHES IN THICKNESS.
4. ALL UNDERCUT AND FILL OPERATIONS SHOULD BE MONITORED BY A
REPRESENTATIVE OF THE SOILS ENGINEER. OWNER, AT HIS OPTION, MAY
PERFORM DENSITY TESTS TO VERIFY THAT SPECIFIC COMPACTION IS OBTAINED.
5. THE UPPER FOOT OF FILL BENEATH PAVING SHALL BE COMPACTED TO 98% OF
MAXIMUM DRY DENSITY PER STANDARD PROCTOR ASTM D698, AT A MOISTURE
CONTENT WITHIN 2% TO 3% OF OPTIMUM.
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OWNER COMMENTS/ SURVEY
1>ADDITIONS - 02-15-01
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BUNCOMBE EROSION
2 COMMENTS 03-02-01
3 NEW FOOTPRINT
10-16-01
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OWNER COMMENTS/ SURVEY
1>ADDITIONS - 02-15-01
0
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2 COMMENTS 03-02-01
3 NEW FOOTPRINT
10-16-01
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OWNER COMMENTS/ SURVEY
1>ADDITIONS - 02-15-01
BUNCOMBE EROSION
2 COMMENTS 03-02-01
3 NEW FOOTPRINT
10-16-01
DA
01.02.01
PROJECT N JIMISER
00.169
Cm2a

~ / ~f} ~ ~ ra
/ /11 ltd, /1 1 2 ltd, ~ o
1 11~ I ~ ~ iJ / ~ 24" CMP ®1 ~ ~ ~ 1L o
/ / 1C / 1 t HW1 r / 1 ~ 1 f ~ / ~
- Ly lif IN . - 2060.1 y ~ I ~ i ~ ~ ~ EXISTING CONTOURS 6 t ,{l a
~ jl ~ c~c 1 CL/ ~
i ~ I . so.7 120 PROPOSED CONTOURS W o W
/ i ~ I ~ W ©'4
~ / k i I +20~ EXISTING SPOT ELEVATION t ~ I SfBNTfON POND ~ o
/I~ , F I ~ ~ + 20.5o PROPOSED SPOT ELEVATION w
1 I a~
1 PROPOSED STORM SEWER .r ~ = o0
~0,/ _ ~LOP~ / ~ FIRST FLUSH IILEVATION 1 d ~
i CAPACI'TY • 21,810 CF EXISTING STORM SEWER ~ 1 x
~ i ~ r 1 1 i~ a
~r ~ RM SEWER ~ ~ ~ EXISTING STO ~ t 1
C.BAIN--E4P}IE"F~NCE ~ 1 TO BE REMOVED ~ I ~ ~ J N ~ ~ 4
PROPERTY / r r,,, / ~ _ ~ i w 1 ~ PROPOSED RETAINING WALL ~
- N
~ W ~ ~ 1 y
~ ~ 1-- ~ \ n„
BURTON / ~ r / r / 1480 558 ~ r ~ / ~ ~ ~ < o
\ ~ a W 0 ~ .c
/ / / ~ i / / ~ ~ w
/ ~ ~ ? / / / ANTIgPATED ACTINTY SCHEDULE I ~i o ` , AC11V1TY AR APR IdAY UO NOY C ~ ,C
/ ! J ~ ~ / ~ r / ~ i ` , 1 WSTALL SEDN~l1 d
~ W ~ z~
/ r / 1 ~ / / / / ~ a,. STCRY DRA1!
/ I'' ~ i ~ ~ 1 / / /f0 - L I g 0 ~ / f / / / 3 lSTAW4TION _ ~ / S+W7ARY SEVER
~ / / / / / / IN 0 2661.14 r , i 4 BaSTAl1ATI0N 5 ~ a
f / / ~ ~ r 1 / l / / / / i . o
1 / / ~ ~ ~ _ ~ s NbTAtU110N m MAMTAIi
1/ J f f J J/ i _ coxma _ enc. cam.
1 ~ / I l ^ 8 A1O PAWMr ~_~5~~`` tii ~
I 1 i '`w• ~ ~ ~
1 I ~ / / X ~ ~ ~ ` 10 CLEAN l~
1 I I I / l I I / / / J - l ` ~ ~ 1 1 s 1 ` NOTE: EROSION INSTAllEO PRIOR 10~Q ~ .J ~ ~ ~ MiI1N lAlq DIS1UR~t0 ACRN7E5,
1 1 1 1 / / / / / r ` ~ ~ ~ e s
1 III / / / / / _ _ / , \ ~ 1. ...y
I III I I J / , 1 I I I/// ~ ~ / \
I 111 1 J / / 1 l I I I I( / / 1 ~ ~ j
CALCULATIONS FOR STORM SEWER DESIGN COMP. BY. DATE: PAGE; l I 1 4 ( / / r / ~ 1 1 ! 1 I I I l I J / \ 111 r~ ~ r i. - A~~ 2• a~ / i-
PROJ. No. LOCATION: CHEKD BY: DATE: OF I I I I I / / f 1 III I I r r r~ I~P ~It~I3T[~~tBBH BA , `
t 1 i ! / 1 11 / / / ~ ~
I t 1 Rk ~ / FROM PIPE INLET TO PIPE OUTLET 111 I / / / ~
FLOWLINE FLOWLINE A CA TOTAL Tc i Qd PIPE SIZE Qfull ` I 1 \ I I I ~ i 9 C _ SLOPE LENGTH 111 I ( i / , e?• ~ ~
LOCATION ELEVATION LOCATION ELEVATION acres acres CA mins. in./hr. c.f.s. n-(o.ot~j c.f.s. ` 1 1 I I ~ \ I I i / / ` I I r ~A •`'a~aia.a,~. 2 ~ 1 "`~+IZ---
JB 4 0.95 0.29 0.29 5.00 9.10 2.68 15 in. 4.95 0.50% 92 ft I 1 I 2 DI#1a 68.64 # 68.17 0.31 I ` \I ( I ( / III I i I ~
JB#4 68,18 ~#1 67.90 0.00 0.95 0.00 0.29 5.00 9.10 2.68 15 in. 4.99 0.51% 55 ft I ~ I I I I III I / /ow 1 I I I I e~ DI 1b YI 1 67.90 0.90 0.95 0.85 0.85 5.00 9.10 7.78 18 in. 7.79 0.55% 160 ft III I I I # 68.78 # I III I e?•~~ ~ ~ t _ _
1 I I i fj YI 1 67.90 EXHW 64.70 0.10 0.95 0,10 1.24 5.00 9.10 11.32 15 in. 16.16 5.33% 60 ft } 1 I ~ ~ I I ( I
# ~ \ 11 I III / / DI 2 65.62 DI 3 64.62 0.70 0.95 0.66 0.66 5.00 9.10 6.05 18 in. ?0.50 1.00% 100 ft ! ~ 1 1 I 1 1 # # ! .tr ~ 11 5 ill I ` -
DI 3 64.42 JB 1 63,18 1.12 0.95 1.06 1.73 5.00 9.10 15.73 24 in. 19.61 1.00% 124 ft ~ \ 1 I_I 4 . I ( ~ Y # # 1 ~ 1 1\ I I Y ~ ' ^ tl'? ~ ~
DI 5 ,95 0.00 1.73 5.00 9.10 15.73 24 in. 19.61 1.00% 272 ft ti \ \ \ I I~Iy = 6 \ r o / JB#1 62.98 # 60.26 0.00 0 \ \ \ ` \ \ ~ R ~ I ~
26.80 30 in. 31.37 1.00% 44 ft \ \ =1 1 ? } sioEw / DI#5 60.06 JB#2 59.62 1.28 0.95 1.22 2.95 5.00 9.10 \ \ ( \ pu~~ ~ ~ \ ~ \ ` ~ 1 1 I \ 1 \ to i ~ =p og
DI 4 63.00 JB#2 58.58 1.85 0.95 1.76 1.76 5.00 9.10 15.99 18 in. 15.15 2.36% 187 ft \ \ 1 \ 1 \ 1 1 \ ~ ( # ~v \ V\ 111 1111 \ i l A ~ dry
0,00 4.70 5.00 9.10 42.79 36 in. 48.17 1.00% 183 ft \ \ `\I \ ~ JB#2 27.83 JB#3 26.00 0.00 0.95 \ \ \ \ Q~ \ \ \ \ \ \ \ ~ ~ ( 36 in. i 01.67 4.45% 220 ft ~ 11 I \ ~ \ \ ~ ~ , ~ ~
JB#3 25.80 JB#5 16.00 0.00 0.95 0.00 4.70 5.00 9.10 42.79 Igo `11 \ \ \ \ ` ( in. 164.22 11.62% 265 ft \ ~ 11 ~ \ ~ ~ JB#5 2,115.80 JB#6 2,085.00 0.00 0.95 0.00 4.70 5.00 9.10 42.79 36 \\\,b \ 11 \ 1 1 \ c ~
6 in. 48.17 1.009 94 ft \ \ ~ 11 \ \ \ ~ \ \ JB#6 61.94 HW#2 61.00 0.00 0.95 0.00 4.70 5.00 9.10 42.79 3 \ o \ 11 \ 1 \ \ \ 1 1 ~ Q
~ 111 \ \ 1 ~ 1 11 \ ~ \ \ \ ~ ~ ~ z \ \ Q
~ tt \ ~ \ , \ i~ \ \ ~ Z t \ ~ ~ -
\\1 1 1 \ \ \ Il ~ \ \ \ ~ ~ ~ ~ o~ a ~ \ \ ~ QO ~
\ 1 111 1 ~ )1 \ o \ \ \ ~a \ \ ~ ~ M a
\ \ 1 1~ 1 ~ e\\I 11 \ ~ \ \ \ 1~ \i I 1 ~ 1 c' ~
\ 11 ~ ~ 1\i\ 1 ~ I1 I 1 \ \ ~ ,I s eye 1 1 ~ ~ a \ ~ _ do
1 1 Il` I!1\ ~ t l 1 T ~ ~ t 1 1 1 1 1 ~ \ \ \ ~z
1 1~ ~ 111\ 1 i I ~ \ ~ \ i 1 ~ ~ , \ 1\ I \ .Q 1 ~ Iwv,~Zto2. \ \ \ ? s \ # ~ ~ L+!
1 1 I \ 1 ~ \ .s ~ INV = 26~ ~ \ Z ~
~A ~ \ \ ~ i II ~ ~ ~ ~ ~ ~ W o- ` ~ UT 5.8 (7~ ~ ~ \ w
~ ~ JI II S \ I \ \ \ \ 1 I \ ~ ~ so Z ~ _ ~ ~ i \
\ \ ENV. T101 ~ ( 1 l ~ \ \ \ \ \ ~ F F \F ` I \ \ \ \ \ \ \ \ \ ~ ~ YI ~1 ~ Q ~ ~ Ht~
CALCULATIONS BASED ON A XX YEAR STORM (I X.XX) ~ \ 1 ~ \ ~ a ~ \ = 4 .5 H E)= ~ r~ ~ ~ ZHROR~T 5 V
\ \ \F 11 I \ \ \ \ I ~ 1\ ~ t ~ SO ~ ~ ~ INV OU = 40.39 ~
~ \ ~ ~ ~ ~ ~ ? ~ u.
\ I F ~ ~ \ \ _ \ ~ ~ 2 ~ 1 I ~ \ ~0 2 ~ ~ ~ ~
~ \ ~ ) 4Q.1 ~•'C ~0 ~ .
~ \ 1 L'i d AR ~ \ 4 t \ \ F F \ ~ ~ ~ ~ ~ ~ 91~F~'"CMP®1%
1 / F` ` ~ \ \ \ ~ ~ ~ ~ ~ \ OWNER COMMENTS/ SURVEY ~ ~ _ ~ MP ~ 8.89% 1 \ ~ ~ 1 LR 1 C ADDITIONS - 02-15-01
. ` ~ ~ \ l ~j ~ ~ ~ \
\ 1 \ \ \ WETL nr~ ~ F \ ~ ~ ~ ~ W INO 3 1 B 9 ~ ~ - \ ~ ` Q = 64.0 BUNCOMBE EROSION
1 1 1 ~ \ ~ F F/ F r F~ ~ ~ I~IV IN) - 39.9 COMMENTS 03-02-01
1 \ 11 \ ~ / / 11 11 1 , ~ { / / / / / 'G ~ y~ ~ ~ ~ ~ ~ INV OUT)= 39.7 \ > >
l11 I { ~ j --y ~ Kv, y~~o.~ 3 NEW FOOTPRINT
( 1 1 I IK F F I 1 1 1 1 J / II \ I I / / tO 16-01 ~ ~
( N ~ VEEE B ~ I 1',20 ~ ~ ~ ' ,
# I I F 1 F I 1 } ~ ~0 BCE{ I L I I JB /
I ~ ) / XO ~ 1670 l / / / T ~ 677
II o i ~ I ~ ~ 31. N r I V I -A = 59.08 I~IV - = 58.58
I I 1 F / / / Z1 ~ ~ X57. ~ / 1 / / r / . NV OU =X27.83
I I } 1 ~ f ~ / , / / ~ ~ ~ 1 I J r / ~ / ~ /
1 r 9 ~ ~ it ~ y~~ ~ I 7.V ~ ~ / ~
wc~ >r l f l ~r I .1 d ~ 0 ~ ~ ~ i ~ ~ 8 ~i~P/ A - -
f _ _ ~ Dl#5 98 LF 3 M ,,~1~.__ - - ~ TOP = 67.0
_ F ~ 88:~ ~ ~ ~ f INV IN} = 60.26
JBS 1 / ~8 / , ~ ~ 1'"--- INV OUT = 6__
/ l / 1 / / / / / i / i58.~ JB#7 , / / / ~ f f ~ ,7~ 3/ / / i S8.'9 _ - ~ + - AFETYi ~E E PTO E IN ALA
~ TOP = 69.E / / / ~J F ~ ~ ~ i ~ FOR ~tLL S 2 AN OVE 1. ALL AREAS TO RECEIVE PAVEMENT, STRUCTURES OR FILL MATERIAL SHALL BE ~ ~ i
_ ~ / I / , / / INV.- ,31'6 / i / ~ / ~ / / r / ~ ~ ~ F r / i STRIPPED OF ORGANIC MATERIAL, TOPSOIL, AND DEBRIS PRIOR TO ~ ~ _ _ _ _ ^216lj.. ~ ~ ~ ~ CONSTRUCTION.
MATERIAL NOTES / + ~ / / / / / , ~ ~ ~ ~ / 1/ /////r/ / ~r i r i; ~ F FI / ~ ~ i ~
1. SANITARY SEWER SHALL BE AS IND / ? / f F CF F / / / / r ~ ~ _ _ _ _ _ _ N ~ 2. ONCE STRIPPING HAS BEEN COMPLETED, ALL AREAS TO RECEIVE FILL SHOULD BE
EITHER PVC, SDR 35 PER ASTM D3034; OR / ~ ~ 1 / ! ~ J i / ~ ~ / ~ F ! F F I / / / / .r i /
DUCTILE IRON PIPE PER AWWA C150. / ~ 3/ / / / + / i / / / ~ / / / / / ~ - _ / / / ~ ` F ~rF ! / / / / / / / / _ r - ~ PROOF-ROLLED IN THE PRESENCE OF A REPRESENTATIVE OF THE SOILS i r - - ~ _ ~ ~ - ENGINEER. SOFT AREAS ENCOUNTERED DURING PROOF-ROLLING SHALL BE
2. 6 OR 8 WATER LINE SHALL BE DUCTILE IRON PIPE PER AWWA C151. f , ~ , ~ i / i , STABILIZED BY COMPACTION OR UNDERCUT.
3. WATER LINES SMALLER THAN 6" SHALL BE EITHER COPPER TUBE TYPE "K" (SOFT) PER ANSI
616.22 OR PVC, 200 P.S.I., PER ASTM D1784 AND D2241. I OR OTHERWISE UNSUITABLE 3. ALL FILL MATERIALS SHOULD BE FREE OF ORGAN C
4. STORM SEWER LINE SHALL BE AS FOLLOWS: 0 RY DENSITY OF 95% AS OBTAINED d 1 • a 2 • d 1 MATERIALS, AND COMPACTED TO A MINIMUM D ,
~ ~ CMP, SHALL MEET ASTM A 760/A 760M AND A 444, AS APPROPRIATE, AND IS TO BE FULLY BY STANDARD PROCTOR ASTM D698, FILL SHOULD BE PLACED IN LIFTS NOT TO Z EXCEED 6 INCHES IN THICKNESS. PRO,~CT N't~18ER
BITUMINOUS COATED PER ASTM A 849; F~4m OR ALUMINIZED TYPE II WITH REROLLED ENDS 8c BANDS. ~ J?
~m ~ ~,.~..r~r.~~T ...n ru ~ nnrnarit~~ic~ c•uniu n or 1~llAIITnDCII C]Y A O U • 1 6 9
g RCP, CLASS III PER AASHTO M170 IN RIGHT-OF-WAY. 4. ALL UNULKt U 1 AIVU tILL UI'Lt',AIIVIVJ JnVVLU UL tvtvi~t ivnLV L.11 n
5. PRECAST STRUCTURES MAY BE USED AT THE CONTRACTOR'S OPTION. REPRESENTATIVE OF THE SOILS ENGINEER. OWNER, AT HIS OPTION, MAY SCALE: 1 = 50
o 6. ALL CONCRETE TO HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 3000 P.S.I. N~ PERFORM DENSITY TESTS TO VERIFY THAT SPECIFIC COMPACTION IS OBTAINED. BEET NWASER
50 '0~ 50 0 50 100 150 FEET 5. THE UPPER FOOT OF FILL BENEATH PAVING SHALL BE COMPACTED TO 98% OF
ag Now MAXIMUM DRY DENSITY PER STANDARD PROCTOR ASTM D698, AT A MOISTURE
n ~c CONTENT WITHIN 2% TO 3% OF OPTIMUM. C¦
03 z~O
e~ FEU

MH 3 TQ = 42.5` ~
INV IN 1'5.2 O O
1NV OUT = 15.0 O M

S.S. PROPOSED SAN. SEWER $ ~ ~
0 W
~ i EX. SAN. SEWER TO REMAIN w ( ) ~ W v ~a MH2
v. ~ , ry . c,~ A `ry TO - 41.0 ~ < ~ - ~
_ ~ EX. SAN. SEWER (TO BE REMOVED \ o iNV(IN) - 23.83 I ~ ~
n, \ ti _ .63 i F- a ~ INV(OUT) - 23 ! W ~ W PROPOSED WATER oc
F F F. . ~ , ~ t < aD
- ~ F F. - , EX. WATER (TO REMAIN) a ~
¦i' ~~wl•~~~ 1¦II~~~w~wlA~~~~~ ~ ~m I Ll] ~ ~ ~ ~ ~ ~ ~ <
F K~,. < F ' ~ /////////////i///// EXISTING WATER (TO BE REMOVED) x ~ ~
V o
K F nq ~ MH MANHOLE ~ .s N
^C~ W
F F 'FF" F r r CO CLEAN OUT m -,T j N
1 {,n ~ ~ ~ I ~ _ ~ ~
WE L N F I~f D~ F F ~ ~ Qs , ~ O
TOP = :~7.8 ~ F F F f' IN. IN " _ -56.0' < ~
F ,K F 1NV OUT = 25:5 . ~ W 0°
_ e _ v~
F .F ~ ~Qo O _ I ~ ~ o
V. ` F F F I ~ t ~ ~a - 1 ~
F F - ~ W z
2 N,` (L 0 ~ H
F n W _ ~
FIRE HYDRANT' 92 LF 6 DiP ®1% MINiMUM_ CO, TYP. OF a
TIE`TO COMPACTOR PAD CC W G.V;I.V.B. F CENTER DRAIN ~ L BACKWATER VALVE (POINT CONNECTION BETWEEN SITE CONTRACTOR O
F. F. L ITE UTILITY NOTES S ~ AND BUILDING CONTRACTOR) ~
ST MANHOLE 1. ANCHOR ca.LARS SHAD. eE FRONDED ON STORM AND SANITARY SENfR LINES WHOSE SLOPE d~ EXCEED 25X
~ F: • 1 500 GALLON 2 WATER METER AND WATER TAP SHAD. BE RAISED AS NECESSARY TO BE FLUSH MATH NEW FlNISH
.a. F ~ , GREASE TRAP 3. TOPS OF EXISiiNG kIANHOIES SHALL BE RAISED AS NECESSARY TO BE FLUSH KITH NEW FlNiSH . w
GRADES.
F d, . F.. . - 4. CONIRAC71xt IS TO COORDWATE INSTALLATION OF GAS LINES KITH LOCAL GAS COIAPANY. CONTRACTOR SHALL COORDMIAIE THE T11NG BJ OF 9~IVIDUAL GAS METERS TO THE MAIN.
'1`2 LF 6" DIP CONTRACTOR. tN CONJUNCTION PATH 1HE GAS COMPANY SHALL DETEltA1M1E 11iE AMWNT OF GAS „ UI~ NE IS TD PROVIDE OUTSIDE THE GAS COMPANYS ALLOWANCE. DIP
- F F . fl ~ MINIMUM C~ 1 0. IN, -SANITARY 5. REFER TD INTERIOR PLUMBNG DRAwslcs FOR TIE-IN of ALI UilUT1ES. ,9,,,aa IIMUM _ FIRE HYDRANT
F GAS SERVICE. LOCATION INV. - 65:0 6. ElOS11NG UTILITIES SHALL ~ VEPofIED s+ FIELD PPoOR TO INSTALLATION OF ANY NEW PIPE U14:S. _ W/ G. V.I. V.B, DRAwINa Do NoT PURPORT ro sHOw u.l E>osTS~LC uT1uT1ES. ~ ' ~ ~ A
6°- GREASE _ 7. THR1>ST BLOCKS SHALL BE LOCATED AT aLL WATER PIPE YALVES, YERTiCAt AIDS, AND VERTICAL u ~ ~ INV. - 65. EtBOws AND TEES, HoRaaNTU ELBOws ,u1D TEES. F6tE HYDRANTS SNAIL ~ SIZED AND 9LSTALLED ; ` '
F F F, F 8 AT F:D.. ON ~LDC " ' 01 ACCORDANCE PATH NFPA BUIlETIN N0. 24, SECTION 96, PARAGRAPHS 9605. 9606. AND TABLE ~ A ~ t
F F F F F: - g505 o t ~ ~ y~ & SANITARY SEWER LINE SHALL BE OF DUCTILE IRON PIPE AT ALL LOCATIONS WHERE SANITARY LINE ~ I' t. r
~ 2-1 /2" WATER: l F F F F F F~ / CROSSES ABOVE OR BELOW A STORM SEWER LINE w~` -~i".a r %1';:r
" - ~ F F F F F ~ 9. WFIERE wAIER PIPING CROSSES THE SANITARY SEWER L9iE, T1~ WATER SERNCE WITHIN lEN FEET 4 t Jr ~ _ OF THE POINT OF CROSSNNG SHALL BE AT LEAST 12 INCHES ABOVE THE TOP OF THE SEWER L91E ,rr "
F F F F F' s;% THE SEWER LINE SHAM BE OF DUCTIlE IRON WITH MECHANICAL JOINTS AT LEAST 10 ~ ` FEET ON BOTH SLOES OF 7Hf CROSSING. c~~'~
F F F F F F F 10. LArES UNDERGROUND SHALL BE INSTALLED, TESTED ANO APPROVED BEFORE BACKFlWNG. _ OD -
F F N 11. EIfISTING DRAINAGE S1TtUCNRES TO BE INSPECTED AND REPAIRED AS NEEDED AND E)aSTING .
W ANDS _ _K I ~ F F F F F F F F' F`~ F.- F F - - _ ~ T ' PIPES TO BE CLEANED OUT TO REMOVE ALL SILT AND DEBRIS. ~ 12 CONTRACTOR SHALL 8E RESPONSIBIF FOR ANY NECESSARY RELOCATION OF EXIS1kIG UTILITIES SUCH AS _
- F F F F F F F F F F F.-e N . ~7 I POWER ANO TELEPHONE POLES AND THE COORDINATION OF SUCH MATH THE PROPER UTILITY OWNER. m
FF R .F F F F F ; 1- a ~
r" i _ ~ Z z OTES a~ MATERIAL N a ~
m ~ . ,
1. SANITARY SEWER SHALL BE AS FOLLOWS: ~ Sa - EITHER PVC, SOR 35 PER AS1U D3034; OR C~~
a.o. oo: t>;= DUC11lE IRON PIPE PER AWWA C150. `ta
FIRE HYDRANT - BE DUCTILE NTON PIPE PER AWWA C151. 2 6' OR 8' WATER LINE SHALL T ii
w c.v.l.v v } / 1 3. WATER tNiES SMALLER 1HA1T s' SHALL BE AS FOLOWS; COPPER TUBE TYPE 'K' (SOFT) PER AN5 812222; OR
j . - P.V.C., 200 P.SL, PER AS1M D1784 AND D2241. 4. S1T7RII SEWER LRE SHALL 8E AS FgJ.OWS: Q
~ r _ C.M.P., SHALL MEET ASTM A 760/ A 760M AND A 444. AS APPROPPoAIE, AND IS TO BE Z ` ~ i FllLLY BINMiNOUS COALED PER AS1M A 649;
< _ a ~B ~ J OR ALUM9lIZED TYPE N 1WTH REROLLEO ENDS ANDS, Z O x R.C.P., CLASS III PER AASHTO M170 01 RK~IT-OF-WAY; OR VJ _ ~ (~1
- . r- _ = HD.P.E, CORRUGATED EXTERIOR WITH SMOOTH 91TERIOR, PER AASHTO M294, TYPES ^ J p ^ Q
5. PRECAST 5TRUCTUtZ£S MAY 6E USED AT THE CONTRACT'OR'S OPTION. Q ~ d U -X B. ALL CONCRETE TO HAVE A MIN6IUM 28 DAY COMPRESSIVE STRENGTH OF 3000 P.Si. ~ ~ M M °
- n ~ ~ .p. - s; ' 8 FIRE` ~LII~E: ~ ' ` ~ - - 'r U H
2-1/2~ WkT~R; ; N J . ° ~ _ THRUST ° O
- I EXISTING 6 LINE ~ Z BLOCK, TYP. H I-
_ N
~ 'o°' ~ 'I J FIRE FLOW DATA o w Z ~ J
- rn ~ _ - ~ 0 -
~ - - - _ ; < ~ m z A. ~ STATIC PRESSURE = 96 P.S.I. aj ~ ~ Z ~ _
. ~ m: ~ _ r RESIDUAL PRESSURE = 45 P.S.I. w ~ N O Q . _ a
, . FLOW - 1352 GPM ~ E••I ~
cue _ _ ~ if! Q
k z . , v ~3.,Y~ - M
P . a Z - ~ v. x ~ s:v ra~._
2 M€TER ACIfftOW-PREVENT~ . ~hl~f'REVENTER',~_ _ Z..
_ r. c- __~w_ W/ BFP
- OWNER COMMENTS/ SURVEY ~ f
TBM#2-NAIL IN PP 9R~CK - ~ ' PLANTER 1 aDDi~noNS - 02-15-01 .
CD 27CC s < _ ~ NEW FOOTPRINT
. _ - ,r. ELEV.=2176.44 - ` _ ~.r . ,
uel~ , 5~~ SIGN _ -S'dJ S'd~
a GAS!: LINE - .
GAS LINE EXISTING UNDERGROUND ,EXISTING 6 WATER LINE ~J- TELEPHONE
~ _
8"x6" TAPPING s ,
SLEEVE AND VALVE HO1FO ,
ir~~
,
T8M 1-FIRE HYDRANT
~ ELEV.=2173.46
WW
O
~ 1
rar~~ QATE
0 01.42.01
as z
o~ ~ PROJECT NUIi
4 N ~ nn.>I~o
r ' v v a v i '
N~ t 50' SCALE. 1
50 0 50 100 150 FEET
O vv
T 7r I
03 ZO C¦
s~ ¢7S
C U ~G

MH 6
TO = 50t O
INV IN = 45.27 t) NEW MANHOLE APPROX. INV OU1' = 45.07 O O
~ ) TIE-IN LOCATION FIELD VERIFY INVERT AND PIPE SIZE a?
TO EXISTING ~ <
A 50' TEMPORARY ~ S NITARY LINE ~ ~ CONSTRUCTION , S.S. PROPOSED SAN. SEWER V~
EASEMENT i ~ \ ~
~ CPdcL W EX. SAN. SEWER (TO REMAIN} w
PROPERTY - / \ ~ / W as
20' OFFS TE ~ ~ I EX. SAN. SEWER (TO BE REMOVED) ~ ° H I
~ ~ a~ SEWER EASEMENT i ti \ a
rti~ W PROPOSED WATER w ~
. ~ a 't ao ~ - EX. WATER (TO REMAIN) s!.
TOP 2051.2 : ~ _ 83 LF 8 PVC ®:12.59%, ; J ~ 1 W
~ ~ //////i///////////// EXISTING WATER TO BE REMOVED 0. x ( ) 1 as
Ooh % ti _ ~ a ti V ~
J / / / MH MANHOLE n ~ J N
CP~tL / ~ i PROPERTY ~ 2 " ~ W ~
MH 5 2{~~ CO CLEAN OUT ° 1 m N
0 2064:5 I (IN) .56,0 p ~ 1 ~
V OU - \ _ ~ euRroN IN T) - 55.8 ~ f - . r•
t~so/aye ~ < ~l, ~ 3y om 4
. W 0°
. ~ , ~ ~ ~ ~
GQ ~ ~ . 0 - ~ . i W - ~ o ~
_ „ , - - ~ ~ o - ~ - r
~ ~ ~a _ W z
MH 4 , t ~ 0
TO _ .2103.8; INV(IN} _-2082.4 F ° - - W
INV(OUT} 2081,8 _ E>r
- SITE UTILITY NOTES a
1 W. w 0 1, ANCHOR COLLARS SHALL BE PROVIDED ON STORM AND SANITARY SEWt:R UNES WHOSE SLOPE ~
1 - EXCEED 25$. {t t , 2. WATER METER AND WATER TAP SHALL BE RAISED AS NECESSARY TO BE FLUSH W11H NEW FlNISH ~ - ' °
GRADES. 3. 70PS OF EXISTING MANH0IES SHALL BE RAISED AS NECESSARY TO BE FLUSH N1TH NEW FlNISH
1 20 SEWER GRADES
EASEMENT = - 4. CONTRACTOR IS TD COORDINATE INSTALLATION OF GAS UNES PATH LOCAL GAS COMPANY. - _ - - ~ CONTRACTOR SHALL COORDINATE THE TYING IN OF INDIVIDUAL GAS METERS TO 1HE MAIN.
fdSO 28937 ~ CONTRACTOR, IN CONJUNCTION WI1N THE GAS COMPANY SHALL DETERMINE THE AMOUNT ~ GAS UNE HE IS TO PROVIDE OUTSIDE THE GAS COMPANYS ALLOWANCE
'COP ~ 075.3 i IN'J ?rd 20?0.1 (12t IRGNj _ . . 5. REFER TO INTERIOR PLUMBING DRAWINGS FOR 11E-IN OF ALL UTILITIES.
!NV GUT 2063.6 (UNKNOWN PIPE SIZE) ' ' .z - , (SEE NQTE 15) ! . i i _ . _ 6. EXISTING U11UTiES SHALL BE VERIflED IN FlELD PPoOR TO INSTALLATION OF ANY NEW PIPE UNES DRAWINGS DO NOT PURPORT TO SHOW ALL EXISTING U1IUTIES
7. THRUST BLOCKS SHALL BE LOCATED AT ALL WATER PIPE VALVES, VERTICAL BENDS, AND VERTICAL
j - ELBOWS AND TEES, HORIZONTAL ELBOWS AND LEES. FlRE HYDRANTS SHALL BE SIZED AND INSTALLED IN ACCORDANCE WITH NFPA BULLETIN NO. 24, SEC110N 96, PARAGRAPHS 9605, 9606. AND TABLE
I 9605
s f; - & SANNTARY SEWER LNJE SHALL BE OF DUCTILE IRON PIPE AT ALL LOCATIONS WHERE SANITARY UNE CROSSES ABOVE OR 80.0W A STORM SEWER LINE rI ~
9. WHERE WATER PIPING CROSSES THE SANITARY SEWER UNE, THE WATER SERVICE WITHIN TEN FEET _
OF THE P091T OF CROSSING SHALL BE AT LEAST 12 INCHES ABOVE THE TOP OF THE SEWER UNE ~`e, 'O ~ q, 1HE 5EWTIt U1~ SHALL BE OF DUC1Hf IRON IMTH MECHANICAL JOINTS AT LEAST 10 / y; 9m
' F ~ f ~ FEET ON BOTH SIDES OF THE CROSSING. `F ' E 10. UNES UNDERGROUI~ SHALL BE INSTALLED, TESTED AND APPROVED BEFORE BACKFlWNG.
i 11. EXISTING DRAINAGE STRUCTURES TO BE INSPECTED AND REPAIRED AS NEEDED AND EXISTING
I PIPES TO BE CLEANED OUT TO REMOVE ALL SST AND DEBRIS
i I 1 CONTRACTOR SHALL ~ RESPONSIBLE FOR ANY NECESSARY R0.0CA110N OF EXISTING UTlU11ES SUCtI AS 2 POWER AND TELEPHONE POLES AND lliE COORDINATION OF SUCH W1TH 1HE PROPER U11UlY DWNER.
- I'
- BOAS ~ 1,TA.NK(~ l ~ MATERIAL NOTES q
~ 1 I dNp
1. SAT;+TARY SEWER SHALL BE AS FOLLOWS: 1D n
EJ'iT~ER PVC, SDR 35 PER ASTM D3034 OR DUCTILE 9tON PIPE PER AWWA C150. ~=q
t 2, fi' OR WA1ER UNE SHALL BE DUCTILE IRGN PIPE PfR AWWA C151. R~~ Lrq
3. WATEP UNES SMALLER THAN 6' SHALL BE AS FOLOWS: _ ` COPFr: t TUBE TYPE 'K' (SOF1) PER ANSI 812.22; OR
P.V.C.. 200 P.SL, PER ASTM D1784 AND D2241. \ 4. STORM SEWER LINE SHALL BE AS FOLLOWS:
' C,M.P., SHALL MEET AS1M A 760/ A 760M AND A 444, AS APPROPRIATE, AND IS 10 BE FULLY BITUMMTWS COATED PER ASTM A 849;
4 ,1 3 H ~ OR ALUMINIZED TYPE N 1W1H REROUFD ENDS d BANDS; OR Q R.C.P., CLASS RI PER AASHTO M170 IN RIGHT-OF-WAY; OR Z
TO , _ 42:5 ` , ,INV I _,..1,5,2 H.O.P.E, CORRUGATED EXTERIOR WI1H SMOOTH INTERKIR, PER AASHTO M294. TYPES Q J
~ INV OUT 15.0 5. PRECAST STRUCTURES MAY BE USED AT THE CONTRACTOR'S OPTION. ~ Z ~ J pp~
i. 6. AU. CONCRETE TO HAVE A MINIMUM 28 DAY COMPRESSIVE SIRENGiH OF J000 P.SI. ~ ?t Q ~O ~ U
a M D Q =
~ ~ ~ ~ •U a ~
~ \ ~0
` _ ~z ~ ~ ~ ~
0 ..,F .g MH 2 O w ~5,:'` F, TO = 41.0 - ~ ~
Z o- w ',l, iNU IN) = 23.83 ~ >
w
~ ~ ` F F, F " INV OUT =2'3.63 Z ~ _ f , OW
F i ~ r1 Q Q ~ F~
~Q
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1 111 1 ~ 1 111 11 \ 11 \ 1 i 1 1 , 1 1 SEDIMEIJ' ~ ~ 1 11 111 1 ` ` TYPE C SEDIM ~ T BARRIER TEMP \ ~ ( ~
~ ~\i 111 11 1 1 1 ~ ~ 111 111 1 ` 1 TYPE C TYP, ~ / m
\ ~ ~ 11 11 1 1 \ ~ ~ 11 111 1 ~ l ~ ~ \ EROSION CONTROL o ~ L1. o
~ ~`1 1 11t 1 1 \ \ ~ ~ ~ ~ \ SYMBOLS LEGEND o i0 ~ \ \ ~ M
\i\ \ ~ 1 t1 01 ~ ~ ~ ~0 \ \ 1l\~\\i11 i \o \ ~ ~t \ \ \ \ ~ Co CONSTRUCTION EXIT tTEMP.)
i ~ ~ 1 \ 11 ~ 11 1\ 111 111 ~1 ~ \ ~ ~ \ ~ ~ \ ~
1 I t l )1 1 4 ~ l 111` 1111 t ~ 1 1 t l\ i~ 1 1 \ \ ~ - x - Sd1 SEDIMENT BARRIER TEMP. \ \ \ SEDIM~N 1R P' Sd2 \
11L Ipp / 1 I I ~ 1 1 ~ \ t I ~ ~ \ \ ; f Sd2 SEDIMENT TRAP (TEMP.) 0 \ W W
1 \ 4NY.~1102. 1., ~ 1 ~ p. ~ ~ ~ ~ ? \ \ \ t~ \ ~ W ~a \ \ \ ~ ~ Rt RETROFl1iING (TEMP) ~
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~ \ \ ~ \ \ St STORM OUTLET RIP-RAP ~ ~ I \ \ \ Z ~
1 ~ ~ II ~ a \ L \ \ ~ ~ i \ OWNDRAIN STRUCTURE TEMP W N
~v v F F F111 '1 V~ \ v
~ \\F 1,1t\ ~ \ 1 ~ ~ \1 \1 \ ~ \ \ + \ ~ Rd ROCK FlLTER DAM ~ ~ \ 50 \ \ ~ \ i 1D + ~ 1 W
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v 4 F ~ V v 1 ~ ~ \
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~ { L~ ~ BAR ~ ~ 1 ~ $ ~ \ \ \ ~ \ ~ ` \ Dst DISNRBED AREA \ ~ STABWZA710N (MULCH) W
1 ~ F 'Sk. F \ ~ 1 \ ~ ~ ~ ~ \ \ ~ ~ Dal DISTURBED AREA ~
\ ",I ~ r ~ ` STABILIZATION (TEMP. SEED) N
~ \ C ~ i DISTURBED AREA ~ v , ~ { a ~ ~ , ~ ` ~ Ds3 I ANON PERMANEN ~ ~ - ~ ~ t STAB UZ ( T) ~ ~
4 \ 1 1 \ \ WETL n ~ "'~~1 0 < 1 1 , \ \ F F J~'R S ~ .°°'R+' X''r F ` Ti~~ l st ti \ 1 \ \ / - /i r \ 1 1 ~ ~ ~ F / F F y / / / ` I / St \ \ ~2 , t D ^
1 , 1 1 \ ENT BARICfER TE r / / / ~ t e~ <o / / ` \ i W 0
11 11 1 ` 1 I S~dt _ / xX i \ t 1 I F r / I 1 1 I ! / g~ / ~ > > ~ ~ / Y, 2144.1 ~ ~
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p I p ~ ~ ~ 1 EROSION CONTROL NOTES Z _ ~ - / i l o
I I i / 11 I / f j j 1. CONTRACTOR IS TO ADHERf TO THE BUNCOMEE COUNTY EROSION AND SEDIMENT CONiROI I"
I i ~ , ~ / REGULARONS, AND THE 'MANUAL FOR EROSION AND SEDIMENT CONTROL' FOR NORTH CAROLINA. / 2 EROSION CONTROL PRACTICES FAgU11ES, STORM DRAINAGE FACILITIES AND DETENTION W
I i ~ ~ / ~ ~ DITCH ~ - / / ! BASINS SHALL ~ INSTALLED PRIOR TO ANY OTHER CONSTRUC110N. ~ 7
I I / r / , Tom` 1 , J ~ 1/ / /rr / ~ - / / j 3. ALL GRADED AREAS SHALL BE STABA.IZED tMMEDIAIEIY YA1H A TEMPORARY FAST- i - / GROWiNG COYER AND/OR MULCH. o / f
/!0 ~ / / / / l / F.. ~''i / / / 4, CCNTRACTg2 SHALL BE RESPONSIBLE DURING CONSTRUCTION FOR THE CONTINUOUS m / i MA1NiENANCE OF EROSION CONTROL MEASURES AS CANED FQR ON THE ~
l '~//r sr// f ~ti5o Z / / DRAMANGS AND IN THE SPEdFlCAlIONS
I l l F~ / / s r / ! 1 l / l L. ~ / / / r r ~ I ~ l F/ r r r I l ~ / / / r / r ~ r / 5. EROSI~1 CONTROL DENCES SHALL NOT BE REMOVED UNTIL ALL CONSTRUCTION IS COMPLETE BA$IN # ~DIMENT,eARPoER TEMP. ANO UNTIL A PERMANENT GROUND COVER HAS ESTABLISHED.
/ / / / / / / • ? r ~ ~ s c TO ~AI Sd1 6. ALL OPEN DRAINAGE SWALES SHALL BE GRASSED AND RIPRAP SHALL ~ PLACED A5 16 CY ~ 6~ - - - ~ _ REQUIRED TO CONTROL EROSION.
/ / / / / 1~ ~ ~s ' ` ' ~ \ 7. A MINIMUM OF 10 SQUARE YARDS OF 50 POUND STONE SHALL BE PLACED AT ALL
1 Sdi SEDII~EN BA I P. / 1F / / / ! + ~ - , ~ / / DOWNSTREAM HEADWALLS ~ ~ / / B. SILT FENCES SHALL ~ LDCAIED ON SITE TO PREVENT SEDIMENT AND EROSION FROM LEAVING
i _ / THE PROPERTY LIMITS. / 9. SOR.S ENgNEER SHALL CERTIFY THAT ALL FlLL AREAS ARE TO A MINIMUM 85x COMPACTION.
~i / / / r / / / / / / / / / / / ~ ~ Y ~ "'216Q~, ~ / 10. ADDITIONAL ERO90N CONTROL OEVgCES SHALL BE USED AS REQUIRED.
/ / r r / / / / / / / ~ ~ 11. SU.T FENCE SHALL ~ CLEANED OR REPLACED WHEN SPIT BUILDS UP TO WITHIN ONE FOOT - OF TOP OF 5LT FENCE.
~ / r / / / 1/// / / / / / / ~ / ,r / / / / ~ / ~ - ~ ~ ~ X ' ~ X 12 MAXIMUM EMBANKMENT SLOPES ARE TO 8E AS FOLLOWS a
~ r / F/ / / / ~ - ~ CUT AREAS - 2:1, Ful. AREAS - 2:1. ~ ~ ~ ~ ~ / ~ r 13. DURING ANO AFTER CONSIRUC110N, DETENTION PONDS AN6 DETENTION POND OUTLET ~
/ / r / ~ % / ~ / / / / / / j / l r / / / / / / / / / / / / ~ ~ _ / f S1RUCIURES SHALL BE CLEANED ~ ALL DEBRIS ANO EXCESS SEDRdENT. BOTTOM OF PONDS ~ - . / SHALL BE BROUgiT TO ELEVATION AND SHAPE AS SHOWN ON SITE GRADMIG PLAN. /may
l / l / ~i / / / / / / ~1 F F/ ~ ~ ~ / / ~ / / - ~ 8 "TQ A _ / ~ 14. SEEDS FOR gTASSED SLOPED AREAS USE BOTH TALL FESCUE GRASS AT 30-40 LBS./AC. ~ ~
~ / F//// ~ / / / J// ~ / ~r/ / / / / / ~ „r _ _ MID CLEAN, COMBINE-RUN VIRGATA OR SERK~A IESPEDEZA AT 60-75 195./AC. ~ ~s ~
S - - -r , ~ 15. ALL CUT AND FAl SLOPES MUST 8E SURFACE ROUGHED AND VEGETATED MATHMI SEVEN {7) DAYS IV 0 0 D ~ aF THEKt caNSTRUCtION. r,. ~ 1 '
1 ~ / / ~ / Fi F F / / / / / / / / / ~ 2184 ` t ~ / / / ~ / / / / / / - - 16. ~ FULL BiPLEMENTATION Of THE APPROVED PLAN DOES NOT PROVIDE FOR EFFECTIVE EROSKIH . ~ ~ - CONTROL, ADDITIONAL MEASURES SHALL BE HWLEMENTED AS NECESSARY. ~ ,
1 1 / rl 1r F F / I / / / / _ 1 ~ P K F \ • • • • - ~ ~ - - - - 17. THE ESCAPE OF SEDIMENT FROM THE SITE SHALL BE PREVENTED BY TFLE INSTALU71tkL OF ' ` " EROSION CONTROL MEASURES AND PRACTICES, PRIOR T0, OR CONCURRENT W1TN,
1 1 / ,4 ~ / / / / / r F F F F F~ F F/ / / / / I / / ANY LAND DISiURBING ACTIVITY. 217 --i
/ / / / / / / / ~ / / / / / r. F' F F F F ~ r i / / / / / / / / / / r ~ ,y~ _ 18. THE CONTRACTOR SHALL KEEP AND MAINTAIN ONSTE A LOG NOTING THE DATE OF ALL RAINFALL ,r ,1 EVENTS, THE AMOUNT OF RAINFALL RECEIVED, DURATION OF RNNFALL EVENT, INSPECTION NOTES,
1 1 1 1 F F F F F ~ / / / I I / / / / / / 1 / j / / / / / / / / / / / \ ~ AND ANY REPAIRS OR CLEANING OF EROSION CONTROL DEVICES
111 111 - ~ / / / ~ / ~ ~ 1 1 ~ / ~ / / ~ . ` \ 19. ALL SEDIMENT AND EROSION CONTROL DEVICES SHALL BE INSPECTED AT LEAST ONE EVERY n - - - SEVEN DAYS AND AFTER ANY RAINFALL EVENT. ALL SEDIMENT AND ERASION CONTROL DEVICES N
1 111 11 ~21~_~ ~ / / / ~ / / / / - SHALL BE MAINTAINED UNRL FlNAL STABIUZARON HAS BEEN OBTAINED. ~ U~ % p
/ ~0 2166 1 1 ~ / / / / / ~ ~ ~ r ~ - - I ~ 20. STABILIZATION MEASURES SHALL BE INITIATED AS SOON AS PRACTICAL, IN PORTIONS OF THE SITE S je \ \ WHERE CONSTRUC1i~l ACRNRES HAVE TEMPORARILY OR PERMANENTLY CEASED, BUT R1 NO CASE, o~o
/ ~ - / / \ MORE THAN 14 DAYS AFTER THE CONSTRUC110N ACTIVITY IN 1HAT PORTION OF THE SITE d~p ~ ~ \ \ HAS TEUPORARILY OR PERMANENTLY CEASED, UNLESS ACTIVTY WITHIN THAT PORTION
INV 2143.6 1 1 ,p ~ / / / / / ~ / i ` / / ` - - - - \ ~ OF THE SITE WILL RESUME WITHIN Zi DAYS. ~ / \ \ ~ 21. SLOPES WHICH EXCEED EIGHT (B) VERTICAL FEET SHOULD BE STABILIZED WITH SYNTHETIC OR
1 ~ ! / G R 72.0 72.0 72. vEGETAnVE MATS, W ADgnoN TO GRASSNC/HYDROSEEDNG.
/ / ~ i ~ / / / / / elodc+ \ ~ ~ wALls \ Q
I ~ / / / /ry / ~ \ r / / / ~ ~ FERnuzER - (10/0/10) 300 -400 Les./ACRE Z / ~ MULCH (WHEAT STRAW) 2-1/2 TONS/ACRE D:? Q J
\ / / -71x86 / ~ 71.1 ~ ~ ~ / / / ~ / 71.86 ` / ~ i 71.71' 71. LOAMNG / \ ~ Z O .86 Dodgy 1 ~ T BARRIER TEMP - ~
2168 ~ 'f .,2 / / / / / ~ i' t ~ ~ "'r' \ tt4tz ~ ~ DIMEN ~ P.EBtdBdEdI ~ J o ~
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\ I PORCH ' 7 . r / ~rr ~ / ~ 1~Q C ~ ~ LIIE 2 TONS ACRE 2 / ~
sEDR1ENT"TRAP T[f~P.) / + / / SHED SHED ~ . U o ~ ~ ~ o
/ ~ / / / ~ / ~ ~ X ~ Oz O T TRAP (TEMP.) i rZ Z s / 218x2 ~ H H-
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~ I ~ I / / \ 7.2 ~ ~ J 70 I w o- ~ ~ >
HOME 2170 ~ ' r ~P np~P 1. ~ + 1171 l ? f ~ ~ w ~ z NW / ONSTRUCTION EXIT TEMP, + 1 Y ALL ~ ~ W U1
~ SEDIM ~ T 8 1 Off, ' ~ / I giEO ~ / x i STORY TYPE , I O ~ x B-os< ' f p Q
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C(] 27CC SIG 1 + I J / BUNCOMBE EROSION
ELEV.=2176.44 ~ ~ ~ 1 / \ S r ! ~ - - - - 2 COMMENTS {)3-02-O1
/slcrz - s~.a ~ ~ \ r - - \ $ = 1 ---e.., -C-` 9 991 ~ aY4t ~ ~,ee _ - .w ~ s
SEDIMENT TRAP (TEMP.) - r ~ \ ?j r ~ I ~ ~ ! 4 NEw FOOTPRINT
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~ i1 / RETR ~ ~ C - x - Sdt sE1NMENT BARRIER (TEMP.} RETR N(~ Rt Li ~
/ I 2 DETEN1i0N POND TO CONSTRUCT@ Sd2 S@MIENT TRAP (TEMP.) i FIRST AS A TEMPORARTY SEDIMENT POND W
/ f ~ / f ~ DURING CONSTRUCTION W Rt RETROFlTiING TEMP ~ d'
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PROPERTY ~ SE IMENT'~ARAIER r Sdt
i Ds2 DISTURBED AREA ~ STAB0.JZAliON (TEMP. SEED) , N
r r ` \ DISTURB@ AREA v ~ ~ ~ Os3 STABLUZATiON (PERMANENT)
BURTON ~ / / ~ O DOWNDRAIN 1 ~ ~
1480868 ''f ~ r r , r r- STRUCTURE 4 4
1 f, i' r / r / r ~ _ ~ W 4 r°• \
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~ ~ EROSION CONTROL NOTES W z ~ ,
o ~ 1. CONTRACTOR IS TD ADHERE TO THE BUNCOMBE COUNTY EROSION AND SETAMENT CONTROL F'
/ 1 / / / / / / / / ~ i ~ ~ REGULATIONS, AND THE 'MANUAL FOR EROSION AND S@WENT COPITROL' FOR NORTH CAROLINA. ! EROSION CONTROL PRACTICES fACiLt STORM DRAINAGE FACILITIES AND DETENTION W `i 2. ~
~ BASR15 MALL 8E INSTALL@ PR{OR TO ANY OTHER CONSTRUC710N. ~
1 / l / ~ / / ~ / / + r 3. ALL GRAD@ AREAS SHALL 8E STABA1gD AdMEDIATELY MATH A TEMPORARY FAST- n' GROWING COVER MID/OR MULCH. Q s
/ t / / / 1 / f ~ 4. CONTRACTOR SHALL BE RESPONSIBLE DURING CONSTRUCTION FOR 1HE CONTINUOUS ~
1/ l/ ~ / / / /r .a _ 1 / l / / / / -o DRAWINGS~MIO IN 1HOE~fCIFKTR ~SEASItRES AS CALL@ FOR THE th
IM ~ ~ i ` - _ , 5. EROSION CONTROL DENCES SHALL NOT BE REMOV@ UNTIL ALL CONSTRUC110N IS COMPLETE ` _ AND UNTIL A PERMANENT GROUND COVER HAS BEEN ESTABLISH@.
11 S r Ill _ _ _ _ , 1 1 I / / / / / / r ` ~ 6. ALL OPEN DRAINAGE SWALES SHALL BE GRASS@ AND RIPRAP SHALL BE PLAC@ AS y,~ REOUIR@ TO CONTRCi EROSfON.
1 I I ! I T ARRIER / _ x''~"„Zf, ....'may, 7. A MINIMUM OF 10 SQUARE YARDS OF 50 POUND STONE SHALL BE PLAC@ AT All.
1 I I 1 / ~ / f ~ ENtl ENAV " ~ DOYMSTREAM HEADWALLS SL S ~ ~ 1 8. 51LT FENCES SHALL BE LOCAI@ ON SITE TO PREVTTIT S@IMENT AND EROSION FROM LEAVING
1 1 I ~ / / / sl s 1 i i / / / / / 3 i - ..r~.. _ THE PROPERTY LIMITS. \ 1 ,„a 9. SOUS ENGINEER SHAH CERTIFY THAT ALL F1LL AREAS ARE TO A MINNdUM 95X COMPACTION.
i I /I~/ / r~. r ~ 1 f- \ 10. ADDITIONAL EROSION CONTROL DEVK~S SHALL ~ US@ AS REQUIR@.
i III I I ~ / - I I I I / / ~ r / , ~ ~ ~ 11. SILT FTiti(~ SHALL ~ CIEAN@ OR REPLACED WHEN SILT BUILDS UP TO (THIN ONE f00T ~ OF TOP OF 5LT FENCE
I 111 I / / / , t I I 1! ~ 1., 12 MAxIMUM EMBANKMENT SLOPES ARE 70 BE AS FOLLOWS
11 I l 2 I I I ! / i CUT AREAS - 21, FlLL AREAS - 2:1. ; 13. DURING AND AFTER CONSTRUCTION, DETENTION PONDS AND DETENTION POND OUTLET ,e
1 111 / + i t I I ~ ~ r 1 Itl ! / r 1~l UA~+H ~ STRUCTURES SHALL BE CLEANED OF ALL DEBRIS AND IXCESS SEDIMENT. BOTT~A OF PONDS " r~ f SHALL BE BROUGHT TO ELEVATION AND SHAPE AS SHOWN ON SITE GRADING PLAN. / ~l`
1 1 Pp't1E I / r 1 it 1 / / ~ i' ~ OPED AREAS USE 80TH TALL FESCUE GRASS AT 30-44 LBS AC. r ' / \ 14. SEEDS FOR GRASSED SL / ~1~~ ~ !
1 1 Rb ~ / ~ ~ AND CLEAN, COMBINE-RUN WRGATA OR SERICEA IESP@EZA AT 60-75 LBS/AC.
1 1 1 i I I ~ i~ e 1 1 I I ~ / / , 9t' ^ ~ \ 15. ALL CUT AND FlLL SLOPES MUST 8E SURFACE ROUGH@ AND VEGETATED WITHIN SEVEN (7) DAYS ~ \ ~ r.. ~ Of THEIR CONSTRUCTION.
111 ~ ~ I I I / / 'f 16. IF FULL RAPLEMENTATKkI OF THE APPROVED PLAN DOES NOT PRONDE FOR EFFECTIVE EROSION 2 CONTROL, ADDITIONAL MEASURES SHALL BE IMPLEMENT@ AS NECESSARY. .
1 1 1 s r ou ~ / ~ 2 ~ ~ I ~OS(Zr- ~ 17. THE ESCAPE OF SEDIMENT FROM THE 5tE SHALL 8E PREVENTED BY THE INSTALLATION aF
111 0 ~ 1 1 ! xI ~ I 8?.'t'~ , ~ ( EROSKAI CONTROL MEASURES AND PRACTICES, PRIOR T0, OR CONCURRENT WITH, l ANY lAl~ DISRIR&NG ACTINTY.
i i 1 i f ~ 111 i 1 l 18. THE CONTRACTOR SHALL KEEP AND MAMVTAA4 ONSITE A LOG NOTAVG THE DALE OF ALL RA~ALL EVENTS, THE AMOlR1T OF RAAVfALL RECEIVED, DURATION OF RAINFALL EVENT, INSPECTION NOTES,
~ 1 11 1 i 111 / 1 1 111 111 I I ANO ANY REPAIRS OR CLEANA4G OF EROSION CONTROL DEVICES o
t 1\11 1 \ 111 ! r ~ 1 ~ 111 111 1 _ ~ 1 1 11 1 1111 y 1 ` ~ 19. ALL SETlA~PIT AND EROSION CONTROL DEVICES SHALL ~ AVSPECTED AT IEAST CNCE EVERY h~* 1 SEVEN DAYS AND AFTER ANY RAINFALL EVENT. ALL SEDNAENT AtR3 EROSION CONTR01. DENCES ~
` \1 ~ \ 11 111 l ~ / 1 111 1111 1 I sf#w I MALL ~ MAINTAIN@ UNTIL Fk~tAl STA~IIATION HAS BEEN 08TAIN@. $ ~t ~ I SfDEW f i - - 20. STABILIZATION MEASURES SHALL BE WIIIATED AS SOON AS PRACTICAL, IN PORTIONS OF THE SITE
` \\I Ill ! \ / 1~ 1111 I l 1 1` v\ \ 1 1 t 111 ~ WHERE CONSTRUCTION ACTINTA:S HAVE 1DAPORARILY OR PERMANENTLY CEAS@, ~1T IN NO CASE, ~r~
~ 111 111 t11 11 \ ~ 11 1 1 / MORE THAN 14 DAYS AFTER TIA: CONSTRUC110N ACTINIY W THAT PORTION OF THE SIZE d i~ / HAS TEIAPORAR~Y OR PERMANENTLY CEASED, UNLESS ACi1NTY WITHIN THAT POR110N ~p
\\11 ~ 1 1 \ ~ \ 1 r ~ I OF THE SITE WILL RESUME WITHIN 21 DAYS ~ ~ 21. SLOPES WFACH EXCEED E1GHT (6) VERTICAL FEET SHOULD BE STAB81ffD WITH SYNTHETIC oR
I p 11 1 11 1 \ 1 1 ° 111 1 ~ I ~ VEGETATIVE MATS, AV ADOI110N TO GRASSMG/HYDROSEEDWG.
~ \ ~ 111 1 2 + I 1 111 1 1 1 1 \ 0 111 111 1 1 ;11 \ 1 1~6BY
1 1 t1 \ 11 \ 1 1 smw \ 111 7111 i 1 ~ \ \ \VA1 111 11 1 1 1 r+~ 1 ` T BARRIER (TEMP Q ~ TYPE TYP. ~ FEFtTNJZER - (10/0/10) 300 -400 Les./ACRE ~ Z
\ \ ~ 111 1111 ~ 1 ~ 11 1 11 1 1 1 ~1 G{ ~ MLA.CH (u+~AT smaw) 2-1/2 TONS/ACx=E Q J \ ~ Z b O
11 11\ l ~ ~ } \ \ \ ~ ~ J
\ 1 111 1 1 . \ \ y 1 \ ~ ~ \ \50 1 \ \ ~ FER11L1ZER - 6 11 12 300 -400 tBS./ACRE ~ d Q ,FQ ~ ~ Ds3 Q iw MULCH (WHEAT STRAW) 2-1/2 ACRE a
\ \ t 1111\ ~ \ 11 \I1\(1 \b ~ \ 1 1 1 1 \ ~ ~ uME M o \ 2 TONS/ACRE Q 2
1 1~ 1 1 1 ~ 1 1 1 1 yy } i ~ \ ~ U ~ ~ ~ ~ a~
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1 11 ~ F ~ \ \ \ F F SIC F~ F 1 , \ \ ~ \ ~ ~ ~ \ OWNER COMMENTS/ SURVEY
ADD S 02-15 01 ~ ! ~ 1
\ 1 1 1 1 \ WETL n ~ 1~1 V~ 11 1 ` \ F F ~4rS' /°'^"'F..r ll F ~ ~ / S ~ t ~ ~ ~ ~ ~ 1 St \ ~ ~ BUNCOMBE EROSION
S \ 1 \ \ / ` ~ rj / \ ~ i ~ ~2 ~ ` 2 - ~ ~ y COMMENTS 03-02 01
1 \ 1 1 ~ ~u T BARER / / / / xx / ~
1 \ 1 1 1 F r r i-~~ 1 1 I I I / 12 i i l i ` 1 1 1 F F F I / 1 > ~ I ` v. 2140.1 3 NEW FOOTPRINT
1 c y 1 1 I !1 I~ / + , ~ 10-16-01 1
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3 ~ - I I / / / / ~ ~ ~ , ~ /
111 / i/ / / / ~ / / / ~ i ~ /
1/l 1 / ~ / l / 1 l r . ~ / / , 5Q i ~ _ i '
l L r r / it / F r i / / ~ i ~ ~ i i
/ / / 1 /L~ i / / / / / ~ / F/ ~ / / / / / j~ 3 T,BARitlER TEMP.
/ / / ~ / / / / ~ ~ f / / / / / / i TO DET Sdt 16 GY - - i _
1 9 / P F ~ / / + ~ i ~ \ + - ~ / ~ / e.
~ 3/ / i ~ ~ _ i~ / ~
~ / / / / / / 1 / / / / / r i / ~ ANTICIPATED ACIIVTTY SCHEDULE ~ ~ ACTIVITY APR MAy aIN SEP OCT NOV c FEB / / - r. ,.,.2460 ~
~ ~ / NSTALL SEfX#~N ~ / 1 CONTROLS
/ / ~ / / / / l / / f ~ ~
/ / / ~ / ! / / / ~ i / s / T F/ / / ~ ~ L~1 -~x ~ 3 NISTAL1A1xM!
/ / / / / / / / F / / / / / / / / ~ / ~ / ~ / ~ SANITARY SEMA:R / - _ -
I . ~ r ~ I r. ~ _ + MfSTALLATK4l s~
TEAS. PD'2Y. L~,rr DATE
$ BlSTALIATKxI MAMTARI ER09 01.0 2.01
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Q ; V z, 6 ANO PAWIG
E~ ~ s w'~OSr~INC PROJECT LIMBER
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~a SCALE: 1 50 SHALL BE PETALLED PRIOR TO OR CONCURRENT WITH LAID DISTMI)IM ACTIVITIES SHM NUMBER
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18' 26' 18' NOTE: PAINT SYMBOL BELOW W ~
ONTO PAVED SURFACE WITH CROSS-HATCHED INDICATES (2) COATS OF HANDI-GAP SLUE W ~
STRIPED ISLAND PAINT. MANUF. AS PER DEpT. CONC. DOME TOP " t ~
TRIPLE LINE INDICATES OF TRANSPORTATION SPECS. 1-O o
" EXPANSION CURB & GUTTER EXPANSION JOINTS REQUIRED ~ " ~ AT ALL STRUCTURES AND " 2 _O 4" as
NOTE: AT ALL STRi E 8 NOTE: PROVIDE ADDITIONAL "VAN ACCESSIBLE" CURB RETUI 1. ALL SIGNS SHOWN SHALL CURB RETURNS. s I.D. sTEEI. sTD. pC FLLLED WITH CONCRETE ~ t < ~
'I ~ 8' CONFORM TO U.S. MANUAL SIGNAGE AT LOCATIONS REQUIRED BY CODE PAINT VHTH YEt1.OW = h
MAXIMUM DI SPECIFICATIONS. AND/OR AS INDICATED ON DRAWINGS EXPANSION MAXIMUM DISTANCE BETWEEN ° REFLECTIVE PAINT. 1'_O" a ~ I 33 W J EXPANSION JOINTS 40.0. ~ SPEC• 4
9 " ~ axo
HANDICAP SYMBOL AND SIGN ~ 2"0 GALVANIZED STEEL PIPE ~ ~ ~ ~ 8 2. ALL SIGNS SHOWN SHALL N PA T 8 " ~ " Fl ISH VEMEN GRADE + ~ ~p
INCLUDE VAN ACCESSIBLE SIGN rn ~ BE REFLECTORIZED TO R R 5" Q'P° E ~ dl~ 8 0 0 AT LOCATION INDICATED ON SHOW THE SAME COLOR 6Y I I I I
PLAN 6 NIGHT AS BY OAY. ~ ~ I i " 1" R. , i 0, \ 2" R. ~ . w o
u 8 ~b STEEL PIPE W/ CONCRETE • 0 i- _ I 24 DIA. N
FILL. PAINT YELLOW . 3. ALL SIGNS SHALL BE o . 1" F'T. ,r•. ~ CONg2ETE PIER I LOPE' ~ ~
3 WIDE ACCESS SECURELY MOUNTED ON I ` AISLE M N •t• ~ S ~ IM~ 1 . S N 0 1,~A"" Q W
p 62 GALVANIZED STEEL CHANNEL a • ' • ca \ i 24" DIA. '97 4
POSTS. ~ FINISH PAVING ~ . A ~ I W 0 h • •A ~ ~ ~ ~
4. INSTALL QUANTITY AND AT • PARKING LOT STRIPING TO BE YELLOW s - ~ v • r 'e s ~a
HANDICAP SYMBOL TO BE BLUE LOCATIONS REQUIRED BY 24 24 IN R.O.W
ALL STRIPING TO BE 4" WIDE CODE AND/OR AS INDICATED = ~ • ' PLAN SECTION e OF PARKING SPACE ~a
ON DRAWINGS. CONFIRM AlL ~ 'r ~ HANDICAPPED SIGN GE I ,I ; . If
PARKING LOT SLOPE TO BE 2% MAX. A I J
IN ALL DIRECTIONS AT HANDICAP CODES. SPACES a~
W
INGLES HANDICAP CONCREI CONCRETE CURB &
° 2 PARKING SIGN DETAIL 3 GUTTER 1 90 PARKING 2 WAY 4 GUARDPOST DETAIL 5 HANDICAP SYM60L o GUTTER DETAIL m
- SCALE: NONE CSP-26 C-] SCALE: NONE SCALE: NONE CSP-10 C-] SCALE: NONE csP-ti SCALE: NONE CSP-09
SCALE: NONE CSP-04A C ]
10'-0" a~ ~ F ~s r"~ { x p
()a 0 ~
35 i" .s`t ~ q*\a~
1'-6" DffORMEO BARS 4' LONG ~ ` ' ~ ` 0 2 O.C. PERPENDICULAR TO
SAWED JOINT. :
~/g" SAWED JOINT 2" DEEP,
FILLED WITH JOINT SEALER. ~/8• SAWED JOINT 2" DEEP, FILLED 1MTH JOINT SEALER.
' . . • _
` b •'fi :~'.f. .2x4 KE'f~:t . I y , .i.. O 'F"F'. i'
GRAVEL BASE •
GRAVEL BASE • • . . ~ d~a
GRAVEL BASE ~
PAIN'1• TO MATCH NOTE:
STRIPING CQLOR THIS DETAIL APPLIES TO THE FlRST SCORE LINE
IN FROM EDGE OF TRUCK SLAB OR DRIVE, ALONG Q ENDS AND BOTH SIDES OF DRIVE. Q Z
Z
6'-4" V!_ ,~o
~J Q dQ ~v
PAINT TO MATCH Q o=
STRIPING COLOR 0'-g" U o~
_ °O ~Z
H F-
6 TRAFFIC STOP & BAR DETAIL 8 CONSTRUCTION JOINT DETAIL 7 TRAFFIC ARROW 8 SCORE DETAIL 9 JOINT DETAIL ~ w O ~
C-] SCALE: NONE CSP-13 - _ SCALE: NONE CSP-15 C 7 scALE: NONE csP u CSP-18 - SCALE: NONE CSP-17 Z SCALE: NONE C ] o -
Z
W ~ t~
W p Q V ~
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1 02.15.01
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11~'R ~ DIA. HOLE
Z STEEL POST TOP AND BOTTOM
~ W6x8.5 'n BLAq( "P'
OR N 3' HIGH
W6x9.0 ASPHALTIC q( BORDER
TACK COAT CONCRETE ~'TYP. 0.5'
TACK COAT RED gRgF dt BAR FILLED 1M11i JO!!T SEALER
3 ~ "R STROKE
,MpI O~MIM " ¦ • 3 3 " ii F ' ~ :i. ':.iii}.•.i ' ':i: .f. .;v 't~ ~ O
2 2 ~ a°.
" ~ , • ~ 6 8 ° ' co WHITE BACKGROUND 'i' • :~i •f• •
C • 1 • • O.• r • e s BITUMINOUS ITUMINOUS 'lift''F:`f.•f'';.}.{?:::f:'•i~:'.;;,k,:~!':`~~''•:f ~i • ~
PRIME •.o ~ ~ . • PRIME GRAVEL BASE RED LETTERING ~
5'-O'
AGGREGATE ALL LETTERING BELOW NOTE:
BASE N R VIOLATC E LINE TO ~ BUq( 1HICKEN EDGE AT FACE aF DOCK AND WALL VIOLATORS WILL B
HEAVY DUTY •r NORMAL DUTY wED ~ TO TOWED AWAY AT
*r OWNER; SIGN MATERIAL TO BE OWNERS EXPENSE zo cACE sTEa
II II ~ II II II ~ II II II II II
cA. oooE -3 I II II II POST SPACING 'r' cA. oooE c.~•s.
i it II II II II ~ ~
II II II II II u U U U U STEEL POSTS SHALL W 1~/2 DIA. POST:
b BE 5'-g" LONG. °a o , ANCHOR IN CONCRETE FOOTING
n o~ I 1'-O" x 2'-O" DEEP DATE
~ 11 GUARDRAIL DETAIL NO PAVING DETAILS o 13 FIRE 14 EXPANSION JOINT DETAIL 0 1 • 0 2 • 01 13 FIRE LANE SIGN
m C-7 ScatE: Nom CsP-2s
E° C-] SCALE: NONE CSP-26 SCALE NONE CSP-20 ~ C-] SCALE: N CNO ~N SCALE: NONE csP-21 PRO~CT NUMBER

Cl V V • l o y
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TABLE #2
TABLE ~1 GRATE TABLE SHOWING MIN. THICKNESS IN INCHES OF CORRUGATED STEEL ~ ~RUGATED STEEL PIPE as
TABLE SHOWING MIN, CLASSES OF CONCRETE PIPE OR THICKNESS IN INCHES OF CORRUGATED S1 _ AND CORRUGATED ALUMINUM FOR VARIOUS HEIGHTS OF FILL ABOVE THE TOP OF THE PIPE PIPE ARCH AND MAXIMUM HEIGHTS OF FILL ABOVE TOP OF PIPE ARCH. liE PIPE
. 2 #5 BARS t~
CONT. TYP INIMUM HEIGHT OF FILL IN FEET ABOVE TOP OF PIPE ( ) PIPE pIA. M MIN. THICKNESS IN, ~ > PIPE DIA. SPAN RISE ~ ) MIN. COVER MAX. HT. IPE
TYPE - - - -40 z (INCHES) OVER (IN. 1-10 10-15 15-20 20 25 25 30 30 35 35 _ _ INCHES) INCH INCH COR ST. 1 COR ST. 2 INCHES FILL (FT) - - - 0 70 70-$0 60 90 ~ W -35 35 40 40 50 50 60 6
~ 12 III III IV V V V V ~ CONCRETE V V V V V .064 18 13 W V
GRATES TO BE BY NEENAH COR ST. 1 12 .064 .064 .064 .064 •tx;4 .064 .064 12 .064 .064 ,064 .064 .064 .064 15 17 13 < I` >4 ~ Q
~ FOUNDRY CO. OR EQUAL- z „ „ ALU . I 12 .060 .060 .060 .060 .075 .075 .075 75 .075 .075 .075 ,075 .075 .075
w- TYPE C R4840 HEAVY m m Iv v v v v - o A CONCRETE 12 V V V V V V .064 18 12 W Cry
o! DUTY TRAFFIC BE RING. Q ~ 15 COR S : 1 t2 .064 .064 .064 .064 .064 .064 .064 34 .064 .064 .064 .064 .064 .064 18 21 15 t a~~ = h
> ~ U M. I 12 .060 .060 .060 .060 .075 .075 .075 15 .075 .075 .075 .075 .075 .105 4, 18 10 W ~
w CONCB TE 12 III III Iv v v v v V V V V V V ,064 ~
„ 18 COR ST. 1 12 .064 .064 .OS4 .064 .064 .064 .064 8 8" BRICK OR POURED CONCRETE 64 .064 .064 ,064 .064 .064 .064 21 24 18 ~ ti 75 .075 .015 .105 .105 ,105 .105 b
„ ~ A UM, I 12 .060 .060 .060 .060 .075 .075 .075 6 4 -0 DIA. V V V V V V .064 18 9 ~ N
CONCRETE t2 III m Iv v v v v MIN) NOTE: STD. C.I. STEPS .064 .064 .064 .064 .064 .064 .064 24 28 20 ~ 64 .064 .064 .064 .064 .079 ,079 W O
( 24 COR ST. 1 t2 REQUIRED FOR .05 .105 .105 m 75 .075 ,105 1 Q
" ALUM.) 12 .060 .060 .060 .075 .075 .075 .075 4 -0 DEPTH OR CONCRETE t2 III m Iv v v v v 1e s 3 a v v v v v v .os4 as ~ ~
GREATER. 30 COR ST. 1 12 .064 .064 .OS4 .064 ,064 .064 .064 .079 .079 aos .1os 30 35 24 ~ ~ ~ 64 .064 .064
ALU M. I 12 .075 .075 .075 .075 .075 .105 .105 D5 .105 .105 .135 .135 Q ~
CONC. BASE W/ t2 III III Iv v v v v ;,;~,T. ter,,. ~ CONCRETE v v v v v v 42 29 .064 1 s 7 s o 6 W 0 r•
ao #4 ~ 12 O.C. EA. WAY 12 .064 .064 .064 .064 .064 .064 .064 COR ST. i 164 .064 .079 .079 ,109 .109 .138 3 tt 40 31 .079 to 12 t
38 COR ST. 2 t2 .064 .064 .OS4 .064 .os4 .os4 .064 I64 .064 .064 .079 .079 .109 .t09 ~
ALUM. I 12 .075 .105 .105 .105 .105 .t05 .135 D5 .135 .135 .135 .135 49 33 .079 18 7 ~
ALUM, 2 12 .060 .060 .060 .060 .075 .075 .105 75 .105 ,105 .105 .135 42 18 12 ~ d v 46 33 .o7s v v v v v 1,.V z
CONCRETE t2 III III Iv v v v v 1 DROP INLET DETAIL D.I. t2 .os4 .osa .os4 .os4 .os4 .oea .os4 4 .064 .079 .109 .109. .138 .138 57 38 .109 t 8 7 ~ 0 6 ~
COR ST. 1 64 .064 .138 48 12 ~
C- $ SCALE: NONE COP-~ 42 COR ST. 2 12 •064 •064 .064 .064 .064 .064 .064 53 41 .079 18 ~ 64 ~
A LU M. I 12 .105 .105 .135 . i 35 .164 .164 .105 .135 .135 43 .109 18 7 a 05 .105 64
ALUM. 12 .060 .060 .060 .075 .075 .105 .105 CONCRETE t2 III m w v v v v v v v v v v 54 0
C0R ST, 1 t2 .064 .064 .064 .064 .064 .064 .079 60 46 .079 18 12 ~ i64 .079 .109 .109 .t38 .138 .168 ~t
COR ST. 2 12 .064 .064 .064 .064 .064 .084 .064 .tQ9 .109 .138 .138 7 ,13e t8 7 ~ i84 .064 .079 71 4
ALUM. I 12 .105 .105 .135 .164 .164 ..164 64 60 66 51 •079 18 12
ALUM. 2 12 .060 .060 .060 .075 .075 .105 .105 05 .105 .135 .135 .164 .164
CONCRETE i2 III III Iv v v v v v v v v v v 77 52 .tsa to 7
COR ST. 1 12 .079 .079 .079 .079 .079 .079 .079 .138 .138 .168 66 )79 .079 .109 73 55 .a7s 1s 15
54 COR ST. 2 12 .064 .064 .064 .064 .064 .064 .079 164 .079 . t 09 .109 .136 .138 .168
ALUM . I 15 .105 .105 .135 .164 .164 .164 s4 83 57 .Ise to s 72 05 .135 .135 .164 .164 .079 18 15
EXCAVATED TRENCH WIDTH ALUM. 2 15 .060 .060 .060 .075 .075 .105 .135 81 59 v v v v v v
CONCRETE t2 m m Iv v v v v 109 .109 .109 .138 J6e
COR ST. 1 t2 .t09 .tog .t09 .109 .tog .tos .tog FINISHED GRADE 60 COR $T. 2 12 .064 .064 .064 .064 .064 .079 .079 .138 .t68 .168 78 'I 179 .079 .109 .138 .079 18 14 r
ALUM . I 15 .t 35 .135 .164 .164 .t 64 .164 87 63 a ; , 164 Y
ALUM . 2 15 .060 .060 .075 .105 .105 .135 .135 35 .135 .164 .164 `
CONCRETE 12 III III IV v v v v v v v 84 v v 95 67 .109 t8 12 F~
COMPACTED COR ST. 1 12 .138 .138 ,138 .138 .138 .138 .138 138 .138 .138 .188 .168
BACKfI BB COR ST. 2 12 .064 .064 .064 .064 .064 .079 .t09 PROPOSED .109 .138 .168 .168 )79 .t09 90
PIPE ALUM. I 18 .164 .164 .164 .164 .164 103 71 .tog 24 tt
ALUM. 2 18 .075 .075 .105 ,105 .135 .135 .164 35 .164 .164
CONCRETE t2 m m Iv v v v v V V V V V 138 .13e .138 .168 TABLE 2 -NOTES
COR ST. 1 12 .t38 .t38 .t38 .t38 .t38 .t38 .138 109 .109 .138 .138 .188 AVING °
0 0 ~ PIPE 72 12 .064 .064 .064 .064 .079 .109 .109 °o°o° 0 0 o COR ST. 2 ALTERNATE SPAN -RISE COMBINATIONS FOR PIPE ARCHES, H
000000 00000 BEDDING ALUM. 18 .164 .164 .164 .164 .164 000000 0 0 „ MATERIAL 18 .075 .075 .105 .105 .135 .164 .164 EQUAL PERIPHERY TO THAT SHOWN, MAY BE SUBSTITUTED IF LISTED x~ ~ 164 .164 .164.. TO M-36 GR AASHTO M-196. ~i~ IN AASH
0 0 0 0 0 00000 4 ALUM, 2 o°o°o°o°o o°o° 0000 CONCR TE t2 III III Iv v v v v V V V V i~~
00000000 COR S . 1 i5 .168 .the .ts8 .ts8 .the .tse .ts8 I68 .168 .168 !
78 t 5 .064 .064 .064 .064 .079 .109 .109 109 .109 a3a .lea ,1sa
NOTE: COR S . PIPE BEDDING SHALL BE 12" MIN. ALUM, 2 21 .075 .075 .105 .105 .135 .164 .164 164 .t64
CRUSHED STONE OR ROUNDED 18 MAX. CDNCRE 12 III III IV V Y V Y V Y V V Q
GRAVEL BEDDING MATERIAL 84 COR ST, 1 15 .168 .168 .168 .168 .168 .168 .188 SHALL HAVE 95X PASSING. A 168 .t89 .168 Q Z J
3 4 SIEVE AND 95% RETAINED COR S . 2 15 •064 .064 .064 .079 .079 .109 .109 109 .109 .138 .168 Z b O
ON A No. 10 SIEVE. LOAD FACTOR ALU 2 2t .105 .105 .105 .135 .135 .164 .164 164 .164 ~ J ~ Q
TO BE L9. CONCRETE 12 III III ORMAl10N ONLY ~ ~ ~ TABLE 3 (INF ) p..~ ~ ~
90 C0R ST. 2 18 .064 .064 .064 .079 .109 .109 .138 NOTE: 109 .138 •136 .188 SS E UIVALENT GAGE Q ~ _ COR METAL THICKNE Q U ~
NO RECOMMENDATION IS GIVEN A UM. 2 24 .toy .toy .t35 .t35 .t64 THIS DETAIL IS TO BE USED IF .064 16 0 ~ _ ~o
.ALSO A STRONGER BEDDING CONCRETE 12 III III BY A GEOTECHNICAL ENGINEER , ~ ~ z 109 a38 .16s .079 14
E RE UIRED FOR CERTAIN SITE CONDITIONS. 9B COR ST. 2 to .o7s .079 .079 .079 .1os .109 a38 MATERIAL MAY B Q ~ w
ALUM. 2 24 •105 •105 .135 .135 .164 CONCRETE t2 IN ~ 109 12 ~ ~ J Z ~ ,J
2 STORM DRAIN BEDDING 102 24 .079 .079 .079 .tos .1os .tae .13e COR T.2 ~ ~ a3a .138 .tse .138 10 w
C-$ SCALE: NONE COP-16A ALUM, 2 24 .135 .164 .164 z .168 8 w ~ ~
CONCRETE t2 III ~ ~o Q ~
108 COR ST. 2 24 .1os .tog .109 .109 .1os .tae .136 ,13e .138 .168 Q
ALUM, 2 24 .135 .164
CONCRETE
114 COR ST. 2 24 .109 .tog .tog .tog .tog .138 .1s8 ,138 .168
ALU . 2 24 .164 .1s4
CONCRETE .138 .168
120 COR ST. 2 24 .1os .1os .tog .109 .138 .t38 .1se 1 02.15.01
ALUM, 2 24 .164 .164
COR ST. 1 OR ALUM. 1: oENOTES 2~2/3~ X t/2" CORRUGATION „
OR ST. 2 OR ALUM. 2: DENOTES 3 X 1 CORRUGATION (OR 5 X 1 FOR STEEL PIPE ONLY) C :AM (HEUCaL) coNStRUCnoN.
+ ALL STEEL AND ALUMINUM PIPE SHALL BE LOCK-SEAM OR WELDED-SEAM (HELICAL) C + MINIMUM COVER VALUES APPLY TO HS-20 LIVE LOAD. MINIMUM COVER NEEDED FOR C NEEDED FOR CONSTRUCTION VEHICLES MAY BE
1" ~ GREATER AND IS THE RESPONSIBWIY OF THE CONTRACTOR. P T - T MTL CAP + TRENCH CONSTRUCTION IS REQUIRED FOR ALL INSTALLATIONS.
8'-0" O.C. 8' 0" O.C.
+ FOR CONDITIONS TO RIGHT OF HEAVY LINE, CONCRETE PIPE REWIRES IMPERFECT BACI IMPERFECT BACKFlLL ACCORDING TO
SPEgFlCATIONS AND THIS STANDARD. m
I
REQUIREMENTS
STMPSON ~IiU4 E H ~GER OR APPR QU 3 FOR PIPE CULVERTS
0 ~ 6 X 6 P.T POSTS C-$ SCALE: NONE
0D 1 X 6 CEDAR BOARDS
0 6" O.C.
I~
0
4 X 4 P.T. BEAM ' TOP. MIDDLE, do m
BOTTOM
I I I I 1 1 I I o I I 6 X 6 P.T POSTS I I I I o I ZI I
I VIII -II II ~ a I I CONCRETE I I I I
I ~ I LJ I ( I
rte.
u DATE
~ ELEVATION SECTION 0 w u 0l•o2.O1
~m v ~o cg
PROJECT t~JMB R
0
~ ~ n'-n" ~r.RFFNING FENCE DETAIL 00.169
N°i C-~ SCALE: NONE CSP-24A ~o SHEET LIMBER
C O~
N p) mpp. 0
Og
D% 18 C¦
OJ Z$
AC
C U
F4I

~0
X ~ o
X ~
X
V'a -
0
W 0
, . IJJ a ~
PUMPER CONNEC110N ~ " " X ''A ~ v w \ <
FACE TO CENTER UNE 8 TAP NG OF STREET R STEPS EVE & VALVE ' o
/2 ouTLErs A , q R.:' II r W r ° ~ A ~ ~
• ~ . , B <
cv cv WORD "WATER" ON COVER '
FLANGE " X
3" ABOVE HYDRANT TO HAVE BREAK-AWAY ~ gFp GRADE SECTION OR REMOVABLE BARREL ~ ~
R 'r ~ . r.. '.v ti+; p;t' . r v C NOTE: CONCRETE TO HAVE A C V n
SEE LANS F SS O=DEPTH MIN. 28 DAY STRENGTH OF D=DEP ~ N TH \
p ~ D 4 3 "TEST I UNE SIZES ~ ~ 3000 PSI ~ W o a H
~ BURY UNE HYDRANT SHALL BE A PLAN COCKS VALVE BOX w R "MUELLER CENTURION" UM N
M OR EQUAL RE DEPT. CONNECTION BLOCKING DIMENSIONS ~ . r•
w X A B C D o m
6" DIA. GATE VALVE I I CONCRETE THRUST i ACCESS DO W < 8 10 2 -3 3 -3 2 -0 ~
~ ? BLOCK r t~ ANCHOR COUPLING ~ ~ I NOTES: GV FP BFP GV ,r W 0 12 12 3-0 4-6 3-fl ~ Qo
(SEE NOTE N0.2) m t w Q o 0
1. FlRE HYDRANT CONNECTIONS MUST BE FACING CITY STREET M " " I 8 10 2-9 4-fl 2-3 ~
, 2. 6 D.I. PIPE AND 2-3/4 THREADED RODS WI1H 4 DUCTILE • ~ ~,;F, , LUGS MAY BE USED IN LIEU OF ANCHOR COUPLING. A °p " " , " ~ " , " GC d 12 12 4 -3 6 -0 3 -3
~ ~'~r::"+ 3. USE RETAINER GLANDS WHERE CONDITIONS WILL NOT PERMIT ~JMp IPE STAND
R (2) TYP USE OF CONC. THRUST BLOCK. INSTALL M.J. GLANDS WITH
TORQUE WRENCH TO 90 FT. S. SECTION A-A 6" DIA. D.LP• ~ NOT7=S: 8" 10" 1'-6" 2'-6" " ~ 2 0 y 12 12 2 -9 4 -3 2 -6
RETAINER GAANDS 4. CONTRACTOR SHALL VERIFY THAT THREADS ON PROPOSED 1. ACCESS DOOR - BILCO ALUMINUM DOUBLE LEAF (JD-2AL) 4'x4' HYDRANTS MATCH THREADS ON HOSES FOR LOCAL FlRE 2. COVER - 8" STEEL REINFORCED CONCRETE ~ " o a
(SEE NOTE N0.3) DEPARTMENT. 3. WADS - $ R STEEL REINFORCED CONCRETE (6 -6 MIN. INSIDE) w N 10 1 -0 2- - C
VALVE DRAIN INTO 4. STEP$ - 12"IMDE S1EP EXTENDING 4 FROM WALL AT 12 VERT. 5. BOTTOM - 4 CONCRETE SLOPED TO GRAVEL SUMP ON 4 OF m ~ 1 ~
3 CU.FT. OF STONE N0. 57 COMPACTED STONE. DO NOT BLOCK DRAIN 12" 12" 1'-9" 3'-0" 1'-9" N
DOUBLE CHECK N
1 FIRE HYDRANT ~ A B CKFLOW PREVENTER ~ 8" 10" 0'-6" 1'-4" 1'-0"
C-~ SCALE: NONE CUP-05 - SCALE: NONE - C 9 CUP 07 12" 12" 0'-6" 1'-9" 1'-6"
X= DIAMETER OF PIPE TO BE BLOCKED
NOTE; BLOCKING SHALL BE CONSTRUCTED AS PER AWWA STD. 0600, SECTION 12.3 OR LATEST REVISION
r®..~
3 BLOCKING DETAILS
(;-9 SCALE: NONE CiIP-09 mQm.
p^pNA tlU N
p%Zptl
mitl O
d~~
XIBLE MANHOLE " NHOLE PIPE EMBEDMENT ~ EMBEDMENT IPE EMBEDMENT
6 FLOOR DRAIN EYE QR MATERIAL MAiERl+4l 12°BLOCK WALL (8"REIN. TO PARK TRANCE - ~ MATERIAL
CONCRETE IF UNDER LNG LOT N OR GRAVITY DITCH J01 T , ~ , Q
TRAFFIC) FILLED W/CONCRETE Z B a
MIN. DEPTH = 5'-0" ~ t I I 10 INSIDE " iA ? o
CENTERIJNE OF ~ 6 MINIMUM J b ~ INLET PIPING IS , ~ • p e Q
NOT ALLOWED IN ~ • • ~ . • , a tY ~ U
EITHER QUADRANT ' ~ a ~ ADJOINING THE MANHOLE ~ w U ~
MANHOLE MANHOLE ~ W z c ~ STEPS A . • . ~ ~ A = O
UNDISTURBED STEPS SECTION B B • ,
Q FlRE LINE MANHOLE z W Z o f
© OF © © ® © CAST IRON FRAM do COVER . ; , : STEPS • : • o a ~t >
A ® ~a W
_ ; ~ M-W
_
BRICK • ' ~ ` ' N ADJUSTMENT • , ~ ; ~ FORMED CLASS
Z CENTERLINE OF : + • - ~ INLET PIPING IS ' ~ • , ' • , ~ ~ A CONCRETE
" ~ ' ~ ` ' ~ NOT ALLOWED IN ' ~ ' ' ALL 2 PIPE - . ~ • ' ~ ~
• EITHER QUADRANT •`.;~?;.t~.';:~.,• TO BE COPPER Qj ~ 2 1/2 ' • - ~ ADJOINING THE MANHOLE ~ , ~ SEWER
oMESnc ouTLET. • • PIPE
K L J C C 0 ® 0 E RVICE , C ~ MANHOLE STEPS
J MANHOLE STEPS a 10 ` o
SECTIONAL PLAN
EXISTING A R AIN MIN' ' ~ w W TE M • " - ~ FLE)p DROP CONNECTIONS NOT
1 1/2 BY-PASS ~ ;•i MANH ALLOWED ON SEWERS LARGER 3 ~ ~ : SLEEVE OR 1HAT 15 DIA.
EXACT LOCATION OF TEE ~ TO BE SET IN FIELD BY 0 ~ % DETAIL v, ~ SECTIONAL PLAN 0 , PLAN STANDARD ALL PIPING OF DROP
CITY OF SHELBY • i' 4'- 0' A ' ~ ~ ~ . CAST IN PLACE MINIMUM a ~ GROUT ; ~ ~ JOINT FEATURE MALL BE D.I.P. MANHOLE
4 REINFORCED ~ ~ INSIDE ' ' • OR C-900 PLASTIC PIPE ~ , N IF SEWER PIPE INTO DROP
CONCRETE TOP ` ~ JOINT IS O.I.P.- DROP SHALL ..i -BUM • ' ~
~ BUM ~Z a RUBBER RUBBER ~z BE D.I.P.
- ~ a ~ , SEALANT ~ ~ ~ SEALANT '
~CHEDULE• U
F- ~ , s.
0 8x8 TEE AND 8 VALVE - 2 SQUARE I 2 1/2 SADDLE AND TAP M H U~ , W~
OPERATING NUT W/VALVE BOX & COVER VE OR ~ c~w ~ J 2 1 /2 x 2 1 2 TEE =INSTALL NT ~ ~ a, , ~ „ „ ,.I ~ ~ . . ~ : . ~ j
B 8" VALVE IS END OF CITY MAINTENANCE THREADED ST PLUG . ~ DETAIL A Q , A ~ M ' "i ; ' ? UNDISTURBED
TRENCH " W) TH MIN.,, , ~
Q 8 OS&Y VALVES ®2 1/2 HEAVY DUTY -HAND OPERATED , MIN' PIPE EMBEDMENT VALVE ' ` 2 MATERIAL • ~ ; CLASS B CONCRETE
D WATTS 709 DCDA -DOUBLE CHECK W ETECTOR
~ ' 2 SENSUS TURBO METER , , ; ~ • , • : ; ~ , • 'T
EO 8x4 TEE MODEL W-120 DRS (PURCHACE FROM CITY) •
„ 6" PIPE D~IBEDIIENT F 8 - CL52 D.I. PIPE WATTS 0o7QT DOUBLE CHECK VALVE MATERIAL SECTION C-C 6" PIPE EMBEDMENT MATERIAL
© 4" -CHECK VALVE ®BILCO JD-3AL 4'x6' ACCESS DOOR PIPE EMBED ENT NDISNRBED ST M ANDARD DETAIL NDISTURBED STANDARD DETAIL [L
77 -CENTER DOOR OVER METERS MA'~TtIAI Metro olitan Sewera a District )><stMet P ~
H 4 - RISER W SIMEASE CONNEC110N Metropolitan Sewerage D>tstrict ~ / SECTION A-A or QO ACCESS LADDER Bunoamb~ Count North Carding SECTION A-A or Buncombe County, North Carding
4, Y• a i DATE
0 DROP MANHOLE CoNNEC1ION NOT PERMITTED TYP E i R • D OP CO NNECTION
E v°, FOR SEWERS OVER 15X ~ 1 ~ 2 4 GRADE
APPROVED: XX)000( I MSD-i I MSD-i APPROVED: XXXX)OO( ~ MSD-4 PROJECT trUMBER
s
00- 169
4 METER PIT DETAIL W/ DDCBFP +
~R C- 9 SCALE: NONE dIP-13 MET Nu ea+
09
C-9

...o~
iA
O
O M
NOTES:
1, WYE CONNECTIONS ARE STANDARD FOR NEW SEWER MAIN CONSTRUCTION.
2. FOR ~XIS11N6 MAINS (12" OR DIALLER) WHERE WYES ARE NOT AVAILABLE A SEWER TAP SHALL BE INSTALLED BY MSD PERSONNEL Q LL ~
W ~
I 3. FORCE MAINS GARBING DOMESTIC WASTEWATER FROM SANITARY W
CONVENIENCES WITHIN A SINGLE BUILDING, MAY 8E CONNECTED NO SERVICE TO BE TO A 4" MSQ GRAVITY SERVICE LINE PROVIDED THAT GRAVITY FLOW <
CONNECTED IN THIS QUADRANT , • ' ' , , WILL BE MAINTAINED DURING PROPOSED MAXIMUM DISCHARGE RATE O
° FOR THE GRINDER OR EFFLUENT PUMP(S). I °•o•, MANHOLE ~
' I I < ~ t ~D
' ' ~ ' ° SEWER SERVICE 2' MAX. UNLESS OTHERWISE INDICATED , COMPACTED FILL ti
I • ° J ~ t ~
COUNTERSUNK PVC PLUG 0 ~ ~
I li. V ~
I J N
Flow • W 0 F Q
I N
CLEANOUT BOX I to ~ EXISTING GRADE ~ ~
INSTALIID ON 8" OF o EXISTING GRADE
COMPACTED PIPE I w ~ O ~ O
EMBEDMENT MATERIALS j i I ~ W 0
x ~ ~ 5EWER MAIN ~
IWo IN-UNE WYE ~ .I
~ M ELEVATION a
SEWER SERVICE 0 2.00 I a BEND SEWER LATERAL CONSTRUCTED • W z
AT 2X GRADE UNLESS ~ o ,5 MIN ~
CONSTRUCT SERVICE UNE AT OTHERWISE INDICATED. 3/4 DIA. OF SEWER MAIN
OR HIGHER ° •
' I aooooo EXCAVATE DITCH AFTER FlLL a
0 0°0°0°0°0°0°0°0°0°ooo°oaooa°o°o 0 0 ooaooo°oQOaao°o°o 0 0 0 0 0
~ ° CONNECT TO EXISTING SEWER 3
' ° ~ SERVICE WITH APPROVED • ~ ~ , o°c 1 MIN. COUPLING' OR INSTALL PLUG 3' MIN I
° ~ , • ° ' , ° • ' ' • , o°°o oa°o° FOR FUTURE SERVICE.
o°o° o°o° WHEN REQUIRED BACKFLOW °o°°°o°o °o°o°o VALVES SHALL BE INSTALLED ENI
UNDISTURBED EARTH PORTION OF LATERAL TO 8E
MAINTAINED BY PROPERTY OWNER. EXISTING GRADE
PROPOSED PIPE
PROVIDE STONE BEDDING UNDER WYE (OR TAPPING SADDLE) AND PVC RE IRES BEDDING
BEND ~ SECTION
LL LENGTH OF SERVICE TRENCH SHALL ~
BE COMPACTED BI 6' LIFTS
it J j /i. V~ ,a
_~`;3,. +
STANDAR D DETAIL
STANDARD DETAIL STANDARD DETAIL Metro olitan Sewera a District • •
Metro olitan Sewera a District Metropolitan Sewerage District p g of P g of
Buncombe Count North C°roli Buncombe County, North Carolina y, na Buncombe County, North C~dina
SERVICE CONNECTIONS
SANITARY SEWER SERVICE AT MANHOLES SEWER MAIN IN FILL ~ m~a
APPROVED: XXXXXX MSD-13 xzp
APPROVED: XXXXXX MSD--6 APPROVED: XXXXXX MSD- i 1 0
d~o + ~
Q
Q Z Z ~ V~ _ b O
~J +~Q
l~ ~U M ~ ~
Q o=
U o~ a~
2 ~Z
H~ ~ ~
O ~
Z J_ ~ ~
UNDISTURBED EARTH EXISTING SOIL EXISTING SQL Z ~ _
W ~ • Fa p Q
t2 OF FINE LOOSE EARTH FREE V ~ + + FROM LARGE CLODS, STONES, DEBRIS, Q
+ + + VEGETABLE MATTER, OR OTHER ¢
OB,ECTIONAL MATERIALS. O
6" MIN~IUM +t Y. TRENCH BACKFlLL MATERIAL
COMPACTED TO 85X STANDARD
CLASS I PIPE EMBEDIEDIT MATERIAL + + PROCTOR IN 6• LIFTS FOR ROWS REY1810N8 85X IN I2• UF1S FOR EASEMENTS.
ORY UNDISTURBED INI11Al BACKFILL
EARTH ~.o' SEE TRENCH DETAILS.
SAW CUT EXISTING PAVEMENT 2" OF BITUMINOUS SURFACE COURSE IF REQUIRED
6" MINIMUM BY NCDOT COMPACTED TO 96X OF MAXWIIJI~I i -O LABORATORY DENSITY.
RENCH BACKFILL IN EASEMENTS & RIGHT of WAYS T
EXISTING PAVEMENT 811UMINOUS TACK COAT
6' OF BITUMINOUS CONCRETE
EXISTING EASE COURSE ' , ; ~ • ; g~ER COURSE IN TWO 3' LETS ~
COMPACTED TO 96~ MAXMUM MP LABORATORY DENSITY. STAINLESS S1EEL CLA STING GRAVEL ' ~ ~ : , , • , • ~ ~ . 'I~ • E)aS11NG GRAVEL EXI
+ + 12" MINIMUM (TYP.) ~
+ + + + 8' OF A.B.C. COMPACTED lb t t I2. OF A.B.C. COMPACTED TO
+ 100X STANDARD PROCTOR } + t 100% STANDARD PROCTOR IN 4 LIFTS.
IN 4' LIFTS. •.5 't5
1RENCH BACKFILL MAIERIAI TRENCH BACKFlLL MATERIAL COMPACTED TO 95X STANDARD
COMPACTED TO 95% STANDARD PROCTOR IN 6" LIFTS.
PROCTOR IN 6" LIFTS. DRY UNDISTURBED EARTH 2.0' H
IW11AL BACKFlLL DRY UNDISTURBED INITIAL BACKFILL
SEE 1RENCH DETAN.S. EARTH 2.0' SEE TRENCH DETAILS.
PAVEMENT REPAIR FOR NCDOT ROADS GRAVEL SURFACE REPAIR
APPROVED FLEXIBLE PIPE COUPLING NOTES:
1. EDGES ARE TO SAWED WITH A CONCRETE SAW TO A NEAT SQUARED EDGE, AND GROOMED
CLEAN OF DUST PRIOR TO APPUCATiON OF TACK COAT. DATE
v 01.02.01
o NOTE: ONLY ONE TRANSITION IN PIPE ~ MATERIALS ALLOWED BETWEEN ANY TWO
g MANHOLES PROJECT NUMBE~
cmAT~rneun n~meTt. ~TAATT16RT1 TIFTSTT. n n ~ ~ n
;5TABDAND DETAIL N-4 i &-"I L/ L1i vi/ L a.r A A iaL I V V I V 7 '
Metropolitan Sewerage District of Metropolitan Sewerage District Metropolitan Sewerage District
8 Buncombe County, North Carolina of Buncombe County, North Carolina Buncombe North Carolina 81$T NILU6ER County,
a FLEXIBLE PIPE COUPLING TRENCH BACKFILL
E PERMANENT PAVEMENT REPAIR E
0' APPROVED: XXXXX MSD - 15 $ z / APPROVED: XX)O= IJMSD97-19 APPROVED: JANUARY 19, 1994 MSD-20771 Colo
oa
1- U

N!
O
O
p
~~/~j t
p ~ + _ BACKFlU. iN 12 LIFTS & COMPACT TO 92x STANDARD. ~ » ~ t>C
BACKFlLLIN 6 LIFTS & COMPACT TO 95X STANDARD 0
MANHOLE COVER dt RING WHEN IN PAVED AREAS OR ON ROADWAY StiODU}ERS. ~ NEENAH R-1648 j~ i0
UNDISTURBED EARTH ~d
GRADE ROUT ROUT
t" MAX. W r
BRIq( ~ p BRICK
WATER 11GHT SEAL 12 M PRECAST CONC. ° ~ t =
NON-SHRINK GROUT • . TANK J ~ w
3" AIR SPACE 3 U 3 LAYERS (MAX.) v ti
INLET
6' 6 INITIAL \ MIN. MIN. e W p
TEES TO BE VISIBLE FROM MANHOLE IBLE ( ) ( ) BACKFlLL F PIPE SPRING LINE OD ~ ~ '3.. t ~ W ~
'3
BAFFLE t OUTLET ~ ~ ~ h s• I 6 ORIFICE ;n O fn
PI < EMBEDMENT ~ ~ Q
/ MATERIAL ~
\ ~ r
iv 4'PVCI TRENCH FOR PVC PIPE 15 DIA. AND LESS - ~ iv 4' PVC (SCH. 40)
4 NOT TO SCALE ! ' ' oc a
•.~.r •r' ^
. L W
Qy "~'T D t 4
P
Or-Ora 12" CRUSHED STONE NOTES: n'
10'-0" BEDDING 1. PVC PIPES REQUIRE CLASS I PIPE EMBEDMENT MATERIALS. p m
SECTION 2. WHEN TRENCH IS SUBJECT TO INUNDATION, EMBEDMENT MATERIALS MUST EXTEND SECTION PIP
N.T.S. PRECAST CONC. TO TOP OF E N.T.S. TANK ,
3. NO BOULDERS OR STONES IN EXCESS OF 4 WILL 8E USED IN INTIAL BACKFltL E..:: ti,
4. THIS DETAIL IS VALID FOR PVC SEWER PIPE INSTALLED AT DEPTHS ~ UP TO 20 FEET. ~y
4' PVC (SCH. 40) IG) is ~ s . 5. PVC PIPE NOT ALLOWED WITH LESS THAN 3 -0 COVER.

BAFFLE ° I
4" PVt 4 PVC (SCH. 40)
4 •I 7 ~
t R '
; ~
PLAN PLAN
N.T.S. N.T.S. STANDARD DETAIL
Metropolitan Sewerage District of
Buncanbe County, North C~ollna
W PIPE CH FOR P C TREK o n~
1500 GALLON ~ GALLON GREASE TRAP aPPROVED: xxxxx MSD-zs x~'
1 ~i~
~ SCALE: NONE NONE ~ - d ~i~
f ~
Q
Q Z Z J
b0 ~J ~Q
~ ~U
o Irl ~ w Q
~ ° o:
e~NF a o
58'4 LIFTING BAR TYP. F = Z / ( ) ~ ~ H F-
o ~y ~ w q ~ ~ ~
~ s~wruRir .c Z ~ ~ COVER o o p~ ~ 5
s~ z ~ w
_ w
R 5/8 4 LIFTING BAR (TYP.) V
N. C. Q
CONCRETE ANCHOR BOLTS (IF REWIRED) ~
COUNTERSUNK PLUG N
O
2'-0" MATCH FRAME TO EXISTING GRADE FOR LANDSCAPED LOCATIONS
a~•is•ol
~ ~ =~Q
2" MIN. N
coy°z 2'xi/4" BUM ~g
ododod°d°do op aodaodododo odo,
i°o° °o°o°o°o°o°o°o ~°o° °o°o°o°o°o°o°o ooo°ocododo do oddOddo°ooo d°o, CONCRETE ANCHOR BOLT o°ooo°o°o°o dog9do°ododo°o a°o,
000000000 ~°0° °0°0°0°0°0°0°0 °0°0°0°0°0°0°° odododododo d0dpd00000d°d0 Odo, PRECAST MANHOLE THREE (3) MIN. 0 0 0 0 0 0 0 0 0 0° 0 0 4
~~o„ „o„o~o„o„o„o~o o°o°d°o°o°o °o°a°d°o°o°o°o °o; A A A A A A A A A A A A
FRAME SET IN NON-ROADWAY LOCATION 11.7500
6" EMBEDMENT
MATERIAL
MACHINED SURFACES
,t'
1" MAX.
AVEMENT
GROUT M"~
S. SEIPER ~ - --3 LAYERS (MAX.) , . , ,
BRICK r%~%` 12'(MAX.) . ; ~
~~rr 2"X1/~" BUM PRECAST CONCRETE GRADE RING
W
PRECAST MANHOLE
NOTE: t~EANOUT BOX SHALL BE
i A CAST IRON VALVE OX AS MANUFACTURED BY FRAME SET IN ROADWAY LOCATION
~ RUSSELL FOUNDRY, OPgLiKA FOUNDRY, OR EQUAL. DATE
STANDARD DETAIL Q 1.0 2.0 l
~8 STANDARD DETAIL Metropolitan Sewerage District
E o Me Metro ohtan Sewerage District of p Buncombe Count North Carolina PRO~CT LIMBER
MN s..__-_~_ u..u. ~...,~w„ untt. •ucn nc a~iurnuac rc~iurv" rn y` _ _
~N DYIIGN imm VWII{y, mm ul V A V Nqw mvv 1 m APPEAR ON COVERS ONLY WHEN THE SEWER •
~I ~0c SYSTEM IS TO BE MAINTAINED BY MSD STANDARD MANHOLE FRAME & COVER
go CLEANOUT BOX 8FEET LIMBER .
N
APPROVI 8 APPROVED: XXXX MSD-12 APPROVED: XXXXX DMSD-7A
a%
5: Z $ ¦
G~ L7 /
F bi

0
L1.. DUCTILE IRON PIPE
PIER FOOTING ai
PIER ~ - 0
tom.
W
W ~
Initial back>i1l p " ~ ~ O
( Light/y Compacted ) C r
Maintain Trench width f M ( t -0 ,C
to 12 above top of Pipe
~b a~ W
k
• • " . \ 4{ PIPE SIZE A H " ' ~ flr C V ~
8" - 18" ~ ~ » I~ •A. 2 -4 6 -4 3 -0 J N
~i 18 - 24 3 -O 7 -0 4 -0 W O
. » *30' - 42' 4'-6' 8'-8' 5'-0'
H 48' 6'-0' 11'-0" " N 6 0 (f3 ~ ~
Pl a Inv ' ~ ' 54" 6'-8" 12'-0` 7'-0'
Cl 1 Embedment ~ b R : SEE CHART AT RIGHT 80" 7'-O' 13'-O' 8'-p' p ~ FOR DIMENSIONS A,8 & C
Material = 2 -0 ~ W 0°
L ~ ~
Y AL EWER TRENCH t i DUCTILE IRON PIPE 4' (MIN}
4» 6» D.l. P/PE STRAP & ANCHORS SEE DETAIL M - ~ ( SD 11A) ~
a
CUPS 32 Fr & LESS W a
i p„/ o I~ sl-- --la ~i TIES 0 9" O.C. ~
I I i
cDNC~EETE PIER a
0
_ _ m
TOP OF FOOANG SHALL i ( VARIES p~ 8E 2' BELOW MAX. ( I I 2 ~6 s 0 9 O.C.
ANTICIPATED STREAMBED -i- r -Ia
NOTE: SCOUR i ONSIRUC110N JOINT I I
I) OF CUT OR PIP SI S GREATER THAN THOSE SHOWN ON THE TRENCH DETAILS RE IRE - ~ I r 1• ~ ~6 s 0 i2 O.C.E.W.
DESIGN AND BMI AL OF DESIGN DATA BY THE ENGINEER. QU 2) 0 CH DETAILS ARE FOR TRENCH INSTALLATIONS ONLY. SEWERS INSTALLED IN POSITI a ( i _ i TOP do BOTTOM OF FOOTING r r r ~
El; 11 PRO~CIING U11N0 CONDITIONS REQUIRE SPECIAL DESIGN AN ~ a---$ -~-+a_ ~
DE~CN DA A ~Y THE ENgNEER. D SUBMITTAL OF ~ -----r ~ ~ , . -6
i I
PIER FOOTING EXCAVATE IN ROCK PLACE ~6 REBAR
TO SUITABLE DOWELS 18" INTO R - ' NOTE: _ FOUNDATION ~ 18 I •
O.C.E.W. GROUT DOWELS Wj 2 CLR. COVER TO ALL ; , t APPROVED CHEMICAL GROUT BARS EXCEPT AS NOTED. _ ~ -
b brs
STANDARD DET AIL ST ANDARD DETAIL SECTI~1
Metropolitan Sewerage District Metro NaTES: pohtan Sewerage D~strl:et
Buncombe Co of u ty, North Carolina 1. CONCRETE SHALL ATTAIN A COMPRESSIVE Buncombe Count STRENGTH OF 3000 PSI WITHIN 28 DAYS, y, North Carding
2. SEE CROSSING DETAIL AND STAP f ANCHOR
~P~i~. ~H DETAILS FOR ADDITIONAL INFORMATION. C
DUCTI.E iiON PPE (4" ~ 6'~ r o r
APPROVED: XXXXX DMSD-24 APPROVED: XXXXX MSD-8A " ~ ~
x~ + $i~
-;S
`~4
Q
Q z_
Z J bO
J ~ Q ~Q
I~~
Initial back>~Il Q U ~ i=-
( Lightly Compacted ) o~ _ °O
Maintain Trench width H~ ~Z
to )2 above top of Pipe
O w Z
>
_ ~3 Z W ~ t/1
„I ~ Q
v ~ a
~ Z
Pipe /nv. ~ ~ti~.t?..:•`,•:',d,
CC 1 Embedment _6. ~ R s
Material `0
~ Q2.15'O1
TYP/ AL SEWER TRENCH
8" D.l. PIPE
CUTS 25 FT. & LESS
Initial backEll
Compacted To 80% Standard Proctor
- c Maintain Trench width
to 12 above top of Pipe
~ ~
z
H
Pipe /nv.
CL 1 Embedment ~ :
Material - -
TYP C L SEWER TRENCH
" D.l. PIPE
CUTS 25 FT TO 32 Fl:
§ NOTE:
1) D PTH3 OF T ~ PIPE SIZES GREATER THAN THOSE SHOWN ON THE TRENCH DETAILS REQUIRE o~
S ECIAL pE GN AND SUBMITTAI OF DESIGN DATA BY THE ENgNEER. a~Tr:
E? 2) ABO 1RENCH DETAILS ARE FOR TRENCH INSTALLATIONS ONLY. SEWERS INSTALLED IN POSITIVE Ol.02•Ql
~N OR EGATIVE PRO,~CTING LAYING CONDITIONS REQUIRE SPECIAL DESIGN AND SUBMITTAL OF b ev DESIGN DATA BY THE ENgryEER, N O fYR1 / 1TT1 1 T1T\ 71 T'7171 1 TT
D 1 AJN I)AAJJ UL 1 AIL PROJECT NUMBER
s; Metropolitan Sewerage District N b of
9 Buncombe County, North Carona 00.169
8 MEET NLNABER
WTAL FOR g
i5 DLICTM IM WE 0r)
09 APPROVED: XXXXX DMSD-25
C-12

~~Oi
36" WELDED WIRE 70'
14 GUAGE 2"X4" SPACING SPECIES BROADCAST aesal~cE AREA P1ANiINO DA1ES > BROADCAST RESOURCE AREA PlAN11t0 DATES ~ ~ REMARKS SPECIES ~ Aar ~ REMARKS
PER10005.F' JfYAMJJASOND STEEL POST , ~ , eA~J:r OND JFMAMJJASOND
®6 O.C. ~ (Ha~oE1n1 ru.cARE) M-~ 4/ . QD 14,000 SEED PER POUND A, COMMON 1,787,000 SEED PER POUND.
r Q ~ P PR ~C~YE SON.& ~ ~ SEA p QUIOK COVER. LOw GRUMAHO ~ AND SOD FORMN1a FULL SUN. _ ALONE 10 LBS 0.2 LBS C GOOD FOR A1HLE11C FWIDS
z 36" LINQ GTF 180 FABRIC ~ ~ ' 144 ~ o ~ OR APPROVED EQUAL STONE PAD o ~ 24 LBS. ae t8s. 1M1H OTHER 8 LBS 0.t LBS ~ ~
~ M JFYAMJJASOND ON D PERENNIALS J F MA M J J A S ON D W
M o0 e• ' ~ U~EDEZA, ANNUAL 6 X6 TRENCH. FlLL W GRAVEL ~ N o tLA SiRIATA) p uAY ~YDDD ~ ~ ~ I PLANT 1MTH wwTER ANNUALS
AFTER PLACING FABRI . ' ` ' Ata~ ~o tss, a>i tes. ~ ~ ~ SEVFRAI. YEAR,9 UNHUUFD S® PLANT MATH TAIL FESCUE uSE NAOf~KaNt EL w/ TEMP lu a2 Las. P t ~
c ~ tnXnxrES 1o us, a2 us. c KITH OTHER 6 tBS. al LBS
~'e J fMAM J J ASOND 'OND ~ JFMAMJJASOND W r
~ NOTE: ~0~~'"~o ~ 1,500 z ~ (EaAACROns axtvuA~ p MAY 1,300,000 SEED PER POUND CENTIPEDE OROUGHT ~ ~ MAY LAST fOR YEARS. MIX PARTIAL SHApE EFFEEFFECTIVE ADJACENT t ~
~ STONE SIZE TO BE C4 wni ALONE 4 tJ3S a1 t9S. 1MiH SERICEA ~ p4~gppEg P = ~ BLOq( SOD OF~Y fLOW~ Aft Ni CONCEN1RAlED d. P
~ R-2 (1.5 TO 3.5 INCH STONE) c MIXTURES z tas. aa6 tbs. 2 JFYAMJJASOND C UNTN. FlA.IY ESTABIlSt#D ~ W ~ O N D J F M A M J J A S O N G PLANT NEAR PASTURES K
NOTE: OVERLAP FABRIC AT ENDS 70' 1~tFr, ~ M-L t~,o
A MINIMUM OF i8" FASaa~nAn p DQ1S I ~ PCINq. ~ CROYAdVEIECH M-L 100,000 SEID PER POUND. DENSE J ` PRDMN)E ~aau vARU v m
AL01~ 40 t9S. ai L9S ~ M~UC1~1 WRAP WELDED WIRE INTO N1 MIXn1RES 10 ~ MUCH cAMPETITION N ~ p GROwBi. DROUGHT TOLERMIT AND FIRE ~ RESISTANT. USE FROM NORTH ATLANTA i SEEDED AT IMGN RA r ~T ALS 13 LBS a3 LBS ANO NORTHwARO. ~ J N
GRASSES 4 ~11 C OND JFMAMJJASOND F
Sd~ fiXfi TRENCH BEHIND FlLTER J F Y A u J J A s o N D FABRIC ROAD RYE ~
a~ laoo cow P MMr1E T TpB~RIiN ~ FED TARNCNACEA ~ 227,DOD SfID PER POU1~. USE ALONE ~ ~ W N 'MNIERHMDY. ~ p ONLY CN BETTER sITES. NOT FOR ~ ~f
ALgiE 3 BU 3,9 l9S ~ GEQTEXIILE UNDERLINER MIN. 8" THICK 0.° ALONE 30 IBS i.i tBS ~OUGHn' SONS. NOT FOR tEAV'Y USE h
PROVIDE CONTINUOUS MAINTENANCE OF SILT FENCE UNTIL THE MIRAFI 500X OR EQUAL J F Y A M J J A S O N D w OTHER ~ ~ 0 N D / 70 LBS a7 iBS Q ~ JFMAMJJASOND W © ~
PROJECT IS VEGETATED OR ACCEPTED. FABRIC SHALL BE STONE PAD R REPLACED WHEN IT HAS DETERIORATED TO AN EXTENT THAT IT ) taw 227.000 SEED PER POUND. DENSE LESPEDEIA M'{- ~ GROw~iS 18T0 NVCIES ~ ~
iatutall~i~M~ M-L 227,c REDUCES THE EFFECTIVENESS OF THE FABRIC. p NOT' ALONE 4D L9S Asa tbs. c COVER. VERY COMPEii11VE ANp IS AYBRO VA6ATk) 4 ADVANTAGES NV URBAN AREAS MI% w/ ~ NOT TO BE USED N MDCIURES, p 80 1.4 LBS P WFFPWG LOVEGRASS, COMMON SERMIA
C BAINA. TALL FESCUE, OR MMITER Q
JFMAMJJASONO UNSCARIFED 73 LBS f.7 LBS AN?WALS NVOCIKAIE SEED w/ EL _ t ONO J FMAMJJASOND NVOCIA.ANT. ~ IL
1 SILT FENCE DETAIL TYPE C 2 CONSTRUCTION EXIT DETAIL W z
C-1 SCALE: NONE ~p_0J C-1 SCALE: NONE ~p_05 ~ o
M-L REPRESENTS TO YOUNTAIN; BUIE RIDGE; AND RIDGES AND VALLEYS YLRA'S W M-L REPRESENTS TO MOUNTAIN; EILUE RIDGE; AND RIDGES AND VALLEYS MLRA'S ~
C REPRESENTS THE SOUTHERN COASTAL PLAIN; SAND HILLS; BLACK LANDS AND ATLANTIC COAST. FLAT1 P REPRESENTS THE SOUTHERN PIEDMONT MLRA. a iC COAST. FLATw00DS MLRA'S C REPRESENTS THE 50UTHERN COASTAL PLAIN; SAND HILLS; EILACK LANDS; AND ATLANTIC COAST. FLATINOODS MLRA'S ~
AGRICUITURAI LIME SHALL BE APPLIED AS INDICATED BY SOIL TEST OR AT THE RATE OF
ANALYSIS OR EQUIVALENT N TYPE OF SPECIES YEAR RATE TOP DRESSING 1 TO 2 TONS PER ACRE.
N-P-K RATE
1. ~ a-12-12 lsoo h,./oo. so-1oo a./oo,1/ 2/ i.
Mahtmma 1o-o-io'10 looo w~./a~ - ~•1'
40o b,,/ae. ~o DISTURBED AREA 4 , ~ ~a~~.
2. cod Fl"t a-12-12 lsoo o_~o u 3 STABILIZATION TEMP .C~ ~
>K~ and S~cand o-1a1o 1000 a./~. « Maht~nmce 0-10-10 goo b,./oc. - C-1 SCALE NONE ~p-Og Ds2
~P-os Dls TUBBED AREA
a. t;ramd cowre Flnt to-io-lo 1300 ba/aa 3/ soma 10-10-10 laoo w./aa a/ - 4 STABILIZATION PERM '
Ds3
4. srm,b vr~t o-10-10 roo ac. SCALE: NONE CEP-f0
a Md.t«wx. 0-1o-10 700 tba oa 4 / / 0
a, Tyr F»t 10-10-10 Soo ro~/ac. 30 Ib./oc. a/ p'~
cover w.e.d am.
~I
& warm Neon Fht a-12-12 1500 ac. 9?m~ Swaid 8-12-12 t00 Nn./ac. 0-10Q p~/ao. p/ 0 i
/ 100 na II Maht«wro~ 1o-to-t0 ~ h,,/,~, ~ / /
7. ~ $-12-12 1500 bt./aa 50 D1./oa q/ grauro and Smond 0-10-10 1000 b~./oo.
~M Mahtmann 0-10-10 d00 b,/aa Q
1 h MULCHIN_ G RATES: ~ J~ Q Z Z J
2 At~Y h ~ ~ Maim h 1, DRY S1RAW: 2 TONS PER ACRE. 3/ APP1Y h ~ 1tPPT~ ~ Iqh rota m• uMd. ~ T/! _ b o J or
4/ kPIY~m~anbappN~~ 2. DRY HAY: 2-1/2 TONS PER ACRE 5/ kaY to a ~ , 3. FOR HYDRAULIC SEEDING USE WOOD CELLULOSE MULCH ~ ~
B/ APd9 whe~nb~ toYu h t OR WOOD PULP FIBER AT THE RA . / Apa1r r+h yrow dqh 012 to 4 hcha. TE OF 500 POUNDS PER ACRE. ~ h dv
FERTILIZER AND MULCHING • ~ ' ~ U
5 REQUIREMENTS , • ~ hry o~ ' = Dp
Ds1 •r~ ~ • ~ Z ICI F--
C- 1 SCALE NONE CEP-13
~ J z ~ ~ /-f o -
,ss~ 3• MINIMUM ~ ~
GROOVING IS CUTTING FURROWS Z _ ALONG TH W E CONTOUR OF A SLOPE. N
IRREGULARIITES IN THE SOIL ~ ~j ~ Q
SURFACE CATCH RAINWATER AND V ~ PROVIDE SOME COVERAGE OF `Z
UME, FERIIUZER AND SEED.
LL
EACH LIFT OF THE FILL IS COMPACTED, BUT THE OUTER FACE
OF THE SLOPE IS ALLOWED TO REMAIN LOOSE SO THAT THE ROCKS, REV~8ION8
PIPE I~Dnn ~TM ~aRAa ~ METAL POST, TYP. FABRIC W WIRE BACKING 2 X 4 FRAME FASTEN FABRIC MEDIAN d X 1.5 DIA.(d) 3d La W=3d+La d5o d„,~ TO 2 X 4 FRAME CLODS, ETC. REACH THE NATURAL ANGLE OF REPOSE"
~ 03.02.01
12" 3,0' 6.0' 9.0' 4" 6"
18" 4.5' 9.0' 13.5' 8" 12"
24" 6.0' 12.0' 18.0' 10" 15" a
co
30" 7.5' 15.0' 22.5' 14" 21" I
36" 9.0' 18,0' 27.0' 16" 24"
" ~ ~ ~ " " GRA 42 10.5 21.0 31.5 18 27 ~
48" 12.0' 24.0' 36.0' 21" 32" ~ DEBRIS FROM SLOPE ABOVE
BURIED IS CAUGHT BY STEPS
54" " FABRIC 13.5 27.0 40.5 24 36
STAKES TO BE 2 X 4 METAL 60" 15.0' 30, 0' 45.0' 27" 42" " i
STAKE tMTH A MIN. LENGTH OF 3 -0 . - _ ~ 72" 18.0' 36.0' 54.0' 30" 45" _ ~ ~ ' ~ ' DRIVE STAKES 18" INTO GRWND AT A o ~ D ~ - ,i.~ RAfN I - • i-'~- i S u AGE , -
PAD THICKN = MIN. OF 3'-0" AP L I I - ESS 1.5 X MAX. STONE DIAMETER (MIN, fi) AR „y NLET FRAME Z ' ' / O
INITIAL WIDTH = 3 X d o' I / M- I Z PLACE BOTTOM 12 OF THE FABRIC INTO ~ i/- ,j / i ~ i
• ~ I A TRENCH AND ACK ( T ~ " B FlLL THE TRENCH 1MTH .ii i i i ~
I AT LEAST 4 OF CRUSHED STONE OR 12 ~1 I I I i FINAL WIDTH (W) I aF COMPACTED BACKFILL. I I I I
= 3 d+ La I I I I i ~i..ijii MAXIMUM
FASTEN FABRIC SECURELY TO FRAME. ( ( I I PIPE ~ JOINTS MUST OVERLAP TO NEXT STAKE. i /~i~i iii O ~
DIAM = 1 I I I I , ETER d INSPECT SEDIMENT TRAP AFTER EACH I I I I / ~ ~
2 St RAINFALL EVENT CLEAN OR I~ AND REPAIR I I I I / / j / / % ~ / ~I
AS NECESSARY, DOZER TREADS CREATE ?DS CREATE i i ~ ~ i iii ii f ~ f
APRON LENGTH (La) = 6 X d v v GROOVES PERPENDICULAI :RPENDICULAR i ~ /~~i ~ /~i ~i ~ i
TO THE SLOPE TEMPORARY SEDIMENT TRAP PE ice/ r i E ~~~j~i~i
7 OUTLET PROTECTION g AT ALL INLET STRUCTURES pe ice" i ~
~-1 SCALE: NONE _ ~ CEP-17 C 1 SCAM NONE t~P-t9 S //i ! ~ Vii! =~f~i
9 ~ i DATE //~i~
o~ i --r 01.0 2.01
<w iii ~ _ _
~~~A A 1~ A A A A A A A A A A A A A A A A ~ A l i ~ i ~ ~ i~ i i, ~ ~
r+ Y ~.vvtirvvvvvvvv~./vV\/~/ c9'/ PROJECT NUMBER
00.169
cNp ~ I O%
A TRACKING SHEET NUMBER
w$ CP %
O~ 6~ SURFACE ROUGHENING Cw13
C-~ SANE NONE Cm-14
L 1~ fU

W
O
O p
4 4
0 W
W
dh o
. STANDARD M w~ STANDARD MANHOLE ~ ~
7.00' RIG AND C( RIG AND COVER ~ ~ np
TOP OF BOX ELEV. 75.21 TOP 1 2 RISER SHALL BE PERFORATED = n W/ 1 2"? HOLES SPACED 8" VERTICALLY J ~
W AND 10 HORIZONTALLY ~ ~ >i
OVERFLOW OPENING ~ ~
INV. EL. 73.88 10"x 60" OV ~ " 5 W V ~O 10 x 60 OVERFLOW SPILLWAY n
OPENING OPENING t ~ ~ ~ `j N
(TYP. ALL SI (TYP. ALL SIDES) ~ ~ ~ e W p ~ 2 ~ o
DSfBNTtON 6" 6.00' 6" ~ ~ ~ N
~ WALL REINFf WALL REINFORCEMENT - ~ ~ ~ Reversal eloped ~ - ~y \ .t
~ ~ ~4m12'E. ~4 m 12 EA. WAY orifice to lowly ~ ~ W ~ " release stormwater ~ ' ~ D m
II 11" DIA. OPI 11 DIA. OPENING RIP ~i 0 RAP (It ~ ~ O 0.66 S.F. W 0 P
>r >RAIZIP DRAW DOWN o 0.66 S.F. m INV. = 70.0 INV. = 70.0 OUTLET PIPE 4 ~
R E"'
A POND DESIGNED TO CATCH SEDIMENT ~
.22 DIA. OF ~ w ~ INV. = 67.0 .22' DIA. OPENING NOTES: ~ INV. = 67.0 a ~ d
_ ~ cd -STORAGE = 67 YD/AC DRAINAGE AREA W z
24 Dil 24" DIA. OUTFLOW PIPE -MAX. DAM HT. IS 10 FEET; MIN 6 FEET ~ 0 t-
RETENTION POND -SLIDE SLOPE 2:1 ~A
-CLEAN OUT RE UIRED WHEN STORAGE CAPAC?TY W FINISH GRADE Q E>C
ELEV. 2061.00 REDUCED TO 27 YD%ACRE OR SEDIMENT f3. LEVEL IS WITHIN 1 FOOT OF PRINCIPAL SPILLWAY. p
-FREEBOARD = 1 F00T m
lV
- Sd3
12.00' BASE BASE RENFORCEMENT
i~ ~ /4 0 12" EA. WAY
2 SEDIMENT BASIN
1 OUTLET CONTROL BOX 1 BOX ~ (;-14 SCALE: NONE CEP-04
C-14 Sch~.E: NONE
,r• :a ~~a.t ~ ,
,Y
~
/ r s _ ,
,
.,e
m
V m~P
t0 ~N x a
O
d ~a
Q
Q Z Z J m0
W-I ~a ~ ~v
~ Q o=
U ~ o~
2 A~ MZ
tY
O w
Z ~ J
W ~ ~ Z
3 AT 120' - 3/8" STUD WITH NUT AAp ~ ~ ~
- AND 2 O.D. WASHER " FREEBOARD ROk ~-I~i © Q 6 DEPTH _ - - - - tMA - ~Ly ~
OF FLOW Q
o REMOVAE3LE TOP - 10 GA.
EXPANDED METAL 0 A 2 u. d
I ~ ~r ~ 3 ®120' 5/8"0 RODS 2 NORMAL
~ c ~I - T R AN U u (SUPPORTS) USE 5 SUPPOR ODS D S AND t~E'it~IQN8
I JAM NUTS FOR DIAMETERS 54" & LARGER IRGER b
3 0 120' - 1/2" NUT, WELD TO C.S. PIPE
1/2' JAM NUT, 1/2' E30LT
d =DEPTH OF FLOW, FEET
b =BOTTOM WIDTH OF CHANNEL, FEET A =CHANNEL CAPACITY SQ. FT. INCLUDING AREA BELOW > >
TYPICAL TRASH RACK " EMERGENCY SPILLWAY 0.5' FREEBOARD AND EXCLUDING ANY AREA LESS THAN
42 0 CMP RISER CREST CREST 0.5' DEPTH OF FLOW
EMERGENCY OVERFLOW W/ z =SIDE SLOPE OF CHANNEL (HORIZONTAL TO VERTICAL)
TRASH RACK & ANT1-VORTEX BAFFLE ~ 2 2.5:1 OR FLATTER
1 PERFORATIONS ~0 e° o 0 0 0~ ANTI SEEP COLLAR
8 HORIZONAL & 1 VERTICAL ,;og oo eQ~ ~OLL4R DIVERSION
®STANDPIPE vovaa o00 CHANNEL d b A z NO. (ft.) (ft.) (sq. ft,)
- ao°a°',°o PRENCIPAL SPILLWA Y PIPE PIPE
dl 1 3.0 6.0 45 3: i
1N 2 2.1 6.0 26 3:1
CUT-OFF TE CUT-OFF TRENCH
~i STONE FlLTEA CONE 2' DEEP MID 2' DEEP MIN.
TO COVER PERFORATIONS 7,000 Ib. ANTIFLOTATION PAD LOTAl10N PAD ~ STABILIZED OUTLET
TEMPORARY DIVERSION
TEMPORARY SEDIMENT 4 CHANNEL DETAIL
3 BASIN RISER 4 SCALE: NONE CEP-20
C-14 scAl~: NONE c~P-~s ~12
DATE
9 ~1•~~•01
o~
~o een ~n* ~n u~eee
4 p) rnv%v-v i nvmvV-n
8 00- 169
N~
O% SHEET NUMBER
8p~p
Np
C L
L ~ tr C¦
~U

_ ~
1~
W O
50 O O
O ~
a
~ r ~ - o N~`~
MULCH TO DEPTH SPECIFIED Oa ~ 0
4" MOUND AROUND PLANT 1 1 m u, i ~ W ~ N m D ~ Q 10
TO FORM SAUCER ~,A ~ ~ _ ~
0 4 \ a
a m ~ - m r 0 ~ ~
SOIL MIX AS SPECIFIED LONG SHOALS RD F. ~
S~ -CREEK SD ~ ''L = ~
r ~ a m rn d W ~
SCARIFY BOTTOM AND SIDES OF PLANTING PIT ~ 4 ~ x ~ ~ ~
~ ~ 0 ~ D A
N W ~~~F IMPACT GUARDRAIL, TYP. Z SITE TYP. ~ J N
DETAIL NOTES: ~ ~ ~ ~ W C
1. PLANT SO THAT TOP OF ROOTBALL # ~ IS FLUSH WITH FINISHED GRADE. z Fo 60 4 - m
2. PLACE MULCH AND WATER WETLAND y r~ ~ N vJ ~
THOROUGHLY IMMEDIATELY AFTER S ~ PLANTwc. 15 TRANSVERSE JOIN VICINITY MAP ~ W 62 ~ 9D
3. PLANTING PIT SHALL BE TWICE THE DIAMETER OF THE ROOTBALL OR ZO' LONGITUDINAL JOINT IMPACT GU NOT TO SCALE ~ ° ( ) a~
CONTAINER. PIT DEPTH SHALL BE A MINIMUM 6" DEEPER THAN ROOTBALL CONC. SLAB ON SCREE - WOODEN ~ ~ ~ ~ 4 ~ ~
OR CONTAINER. SHRUB PLANTING DETAIL ~ 101o w.w.F o
4. REMOVE TOP 1/3 OF BURLAP FROM BALLED AND BURLAPPED SHRUBS. NOT TO SCALE BASE 40 - w m 1 O c
~1TE MESH W LOVEGRASS ON ALL 21 SLOPES ,3 - - - ° o
_ _ , 5 - - ss 1 ¢ a
FIRE HYDRANT " - - - W z - o
W G.V.LV.B. ~ ~ +67.2 -TRASH + ~
IPF + 67.2 W
6 .0 TRASH GRASSED AREA + ACTOR 'OR 67.0+ GATE a
CONCRETE CURB ~ 0 m
4" LAYER OF TOPSOIL AND GUTTER *~a TRANSFORMER + SUBSOIL a c~
ASPHALT PAVING 68 68.0 •T• 68.0
"r~ u~ I _ _ 68.0 68 68.0
56'25 3 + .{•'y S8. FIRE HYDRANT
~ 97 W/ G.V.LV.B. ~
4" MULCH (SEE. SPECS.) t
CONCRETE CURB 4" LAYER OF TOPSOIL AND GUTTER BOLLARDS ~~ry~ PLANTING PLAN NOTES: ~ LWV .j'
SUBSOIL ~ ~ 1. THE LANDSCAPE CONTRACTOR IS RESPONS6L.E FOR OBTAMlG A COPY OF
Bou r ASPHALT PAVING ~ ` ~ BOLLARDS THE PROJECT 8PEC~iCATlON3. THE PROJECT SPEC~ICATIOMS ARE A PART OF I P A1L THEE PLANS AND SHALL ~ CONIBULTED BY THE CONTRACTOR. THE t~NTR1tCTOR ~ ,1~
I . ~ 17 f~ i ~ IS RESPONSBLE FOR iiPLEM~ITNG WORK AS SPECFED ON THE PLANS AND N r ' ~ ,
~y8° •'i i THE PROJECT SPECffiCATDt~.
•:5.; 2 LANDSCAPE CONTRACTOR SHALL VERFY ALL W~IISIO!!8, ELEVATIONS, UTUTY iOCATgNS, AND PLANT QUANTtTES PRIOR 70 BKift~i0 YMORK. t~lFTFUICiOR ' ~
~ ~ SNULLL NOTFY THE U1~CAPE ARpiTTECT OF ANY DANCTES PRIOR TO
END WALL AND Ii~PACT GU RDRAIL - 0 BEGI~10 OR CONTi~AltYG WORK.
4 nn{ {yam} EXTEND WOODEN SCREEN CE T DETAIL NOTE: I~~LLN ~F~ V,j AI S 9. TtIE1E SHALL 8E NO ADDTTIDbS, SE~STITUTDNS, OR DELETIONS TO TfBS PLAN 1lNTEtOtfT PRIOR APPROVAL OF THE LAND6C1tPE ARCFNTECT.
GRASS SHALL BE INSTALLED FLUSH - WITH TOP OF ADJACENT CURB OR AT Mastcksts Of~~d MO ULAR WA ~ ALL CONSTRUCTION SHAt.L COFFOR1i TO CTTY, STATE, CAtINTI'Y, FEDERAL d
~P SIDEWALK. NAT TO SCALE ^
15 ~ PLAN ~ SCHEfIATIC AND DUE W THE NATtlI~ OF CONSTFUICTpN
~ R~STALL JUTE 71.25 3lDtfT FIELD IAE)D~ICATlON6 YAY f~ NEC~SSIIR1f TO MPLEl~NIT THIS PLAk ~ m 6. Atil ~ IIEEIS AND N!ULt~D ARl:J?S TO REC~1fE P!~&7'RAw rtlJ?L ~
FIRE HYt}RANT ~ ~ ra ~oPE.s AS STORAGE ANKS aNT ~ p~
°NO PARK~lG -FIRE LANE WARP ASPHALT RElNF~7RCEt} t TO 8E PLACED AT THE DEPTH SP6gFIF.tI. ~ x is ;P ASPHALT FLUSH NTH CONCRETE WALL T ALL. TTIe~ NDT LOt~tTED WTTNTSI SHRLTd ~ SNNILI RE~IVf Mupl TO THE ~ ~
aDrn >a• 00.. SEGPfS TO ~ I~At}UNTED ~ S~WALK FOR E~{ O ON BLDG: 50 O-C. OF STORE 1:12 ill WALK FOR ENTIf~ LENGTH D!~'iH SPECFffi TI{ A r RADAJS AROUID THE CENTER OF THE TRUNK. ~ o THIS AREA 4NLY ~ d~
r rn iTORE (1:12 NAX SLOPE) TO ENO -252 LF ~ Se"E PUtl~tT SCHEi1tiE FoR Pt.AI~ gATER4VL 3PACINf~, VAREn, AiD Z
Do I tl 11 ~ z .2 71. 71.8 ' 324' acl~Im. 72.0 72.0 9: ALL 61FFEtiB AND TRET2 SA1~ AREAS ARE TO BE CLEARLY WRH
i + f ~ + + R.AOtiNB AND OR FENCN6 PRIOR TO OOIM~BK~MENT OF ANY LAID LI6TiJEBANCE
u' a 4 ~ ~ ~ PHARMACY + r a a Q
j r ~ 3" WIDE FABRIC WEBBING WITH (3) 2"x2"x8' HARDWOOD STAKE. l .D (Fl _TM ~ I• • a 1B. TREE3 TO BE A MM~iNIUM OF ~ TN N~BFfT AT TALE OF PLANfNfi. Z ~ Q J ti. ALL SLOPES EQUIV. TO 2108 STEEPER SHALL HAVE JUTE i~BH NSTALLED. ~ Z ~
METAL GROMMETS OR REINFORCED DRIVE AT ANGLE TO DEPTH OF 1 p F' S4 _ Ir, ~ ' RUBBER HO 4 AND DRAW TO VERTICAL. i ~ 2. HANL~..:,~ SIGN, TYP. SE w ~ ~ _ TNSTALL JUTE AtESFI ON GRADED DRANAGE SWALES. ~T~ J ~ ~
MULCH TO DEPTH SPECIFIED. N ~ _ , o', _ ~S1U DOUBLE STRAND #12 GAUGE i T-rye - _ NSTALL GRASS SEED OR PLANT MATERIAL. WRH JUTE MESH. M+rt y Q _ .~SiOP ~ ° ~ ~
TWISTED, GALVANIZED WIRE. N ~ m ~ ry~ ~,SIU I ~T~p ~YJIVf ~ M~ ~SiOP Q ° a=
FORM 4" EARTH SAUCER .~S1U TREE WRAP AS SPECIFIED. AROUND TREE. ~ O o ~
.722 PLANTING MIX AS SPECIFIED. X ~ ~O ~I A
~ 7 ~S 71. , o w 0 8 S~° H ~ ~ Z
f REMOVE TOP 1/3 OF BURLAP + Q ~ ~ MIN. 6" BETWEEN ROOTBALL AND W ~ W m J
SCARIFY TOP AND SIDES OF STAKES. ~ D: 72.Z,, (7 ZO Z ~ 52 w z m J
Q D X18 PLANTING PIT. O z MIN. 8" MOUND OF SOIL MIX TAMPED Y (9 • ° • p w > ~w
FIRM TO PREVENT SETTLING OF ~ 0 Z ~ 'D z ~ z pW
TREE. H p ~ ' -C i~ ~ Q H Iz
- Q Z A - WOODE SCREE FE C o W ~ ° 9 + W T/2 Q
DETAIL NOTES: Z ~ 1. PLANT TREE WITH 1.5-2° OF W ~ 7 • N N ~ 2 W15~ W15~ W15~ dOIS 2 a°c o
ROOTBALL ABOVE FlNISHEO GRADE - ~F- 2. SET STAKES WITHIN MULCH BED Q 3 f- a u.
OF TREE. p 3. PLACE STAKES AT EQUAL 72 F- o
DISTANCES AROUND TREE. TREE PLANTING DETAIL Pna, . a ~ _ CL ~ , DRAINa~ END WALL -EXTEND WOODEN SCREEN FENCE TO R/W
rFloROUCHLY aF~ER P~ANTNC TREE TREES 2" CALIPER AND LESS 45 E T N PP ~ Y - - _ _ - N W F TPRlN 4.o E 00 T
5. PLANTING PIT 5HALL BE TWICE NOT TO SCALE ~ Y""' , 2' THE DIAMETER OF THE ROOTBALL. + 10-30-01
-4
~ N2638'S8'E R;,,.;.:<.,. 11.87
PERMANENT ORaNA(~ I L PERMANENT DRAWAGE
EASEMENT EASEMENT
3" WIDE FABRIC WEBBING WITH METAL GROMMETS OR REINFORCED _.lr'` Z
RUBBER HOSE. 2"x2"x8' HARDWOOD STAKE O A
DRIVE AT ANGLE TO DEPTH
DOUBLE STRAND #12 GAUGE OF 4' TWISTED, GALVANIZED WIRE. MULCH TO DEPTH SPECIFIED. ~ TBM 1-FIRE HYDRANT
THE SCALE: 1 " = 50'
FORM 4" EARTH SAUCER ~ T ELEV.=2173.46 AROUND TREE. FORES .
1 U
PLANTING MIX AS SPECIFIED.
REMOVE TOP 1/3 OF BURLAP U~
SCARIFY TOP AND SIDES OF
PLANTING PIT. MIN. 8" MOUND OF SOIL MIX TAMPED PLANT SCHEDULE
W
TREE TO PREVENT SETTLING OF CODE BOTANICAL NAME COMMON NAME UANTIT Q QUANTITY HEIGHT SIZE SPACING REMARKS s=
LANDSCAPE CONTRACTOR TO VERIFY ACTUAL PLANT COUNT. PRIOR TO BIDDING AND INSTALLATION F
DETAIL NOTES: TREES 1. PLANT TREE WITH 1.5-2" OF CL CUPESSOCYPARIS LEYLANDI LEYLAND CYPRESS 245 w 245 5'-8' CAL 8' O.C. B&B, Fuil to ound ~
ROOTBALL ABOVE FINISHED GRADE. 2. SET STAKES WITHIN MULCH BED LAG LAGERSTROEMIA INDICA 'NATCHEZ' NATCHEZ CRAPE MYRTLE 9 I 9 6'-8' 15 GAL SHOWN BbB, MS ~
OF TREE.
3. PLACE MULCH AND WATER TREE 3 THGROUGHLY AFTER PLANTING. TREE PLANTING DETAIL SHRUBS DATE
m 4. PLANTING PIT SHALL BE TWICE Q NDF NANDINA DOMESTICA 'FREPOWER' FIREPOWER DWARF NANDINA 60 THE DIAMETER OF THE ROOTBALL. CONIFEROUS TREE so X 1 GAL ,a' o.c. coN, FwF 0 1 • 0 2 • 0 1
JHW JUNIPERUS HORIZONTALIS 'WILTONI' E ~ NOT TO SCALE BLUE RUG d1NiPER 198 198 ,2" WID. 3 GAL 36' O.C. CON FWF
~ ~ IVN ILEX VOMITORIA 'NANA' DWARF YAUPON Halt 101 M~ M m PLO PRUNUS LAUROCERASUS 'OTTO LUYKEN' OTTO LUYKEN LAUREL 12 101 2' X 2' 3 GAL 30' O.C. CON FWF PROJECT NUMBER ,2 2' X 2' 3 GAL 30' D.C, CON, E'WF
0 00 0 LMV URIOPE MUSCARI 'VARIEGATA' VARIEGATED URIOPE 37 37 6 X 6 a CONT. 12 O.C. CON, FWF 0 0. 1 6 9
0 00
N i LAWN CYNODON DACTYLON COMMON BERMUDA GRASS SHEET NUMB
M MULCH PINE STRAW
a3 oa
00
>.Q V % N p A¦
U ~ C U d /
3w

f POST
W O
O O
~ POST ~ M
D POSSIBLE GAP ti ~ ` ~ a~ ~
14 ~ BETWEEN SUBJECT 1,y; / 0 PROPERTY AND CP&L ~ _ 2~~ ~ (n - 2 ~ ~
~ ~ PB 34, PG 141 ; ~ ~ ~ ~ ~ o
~ C.~ ~ ~ ~ ~ 26 ~ t' ~ / / w ~ n ~a
\ / k JH E T DRAIN ETENTif?N PQNI} r`• Q c
~~~i 65 , ~+s~. 34 pi A - H '
Olg Jr N 847372409' p8~ry, ~ 2 0 ~ ~
E 943214.418' \ (NAO1927) / ~ ~ ~
\ ` ~ am
CONGREiE M LOCUST. ` ' HUB FOUND ` ~ 0 ~
IPF DETE tig a ~ x ~o
~ 'w iPS PosT 80 1 ~ ..J 0 ~ v n
(TIE} - - cPa~L
PROPERT( \ Q a z w o
~ t t o m ~ ~ ~ y ~ NN
N ~ I ~ y ~
BURTON \ w f-- . ~ c °D
M 1460 556 \ \ / 90 ; : ; . o ~
I Q W o ° a
00 1 e
PERMANENT DRAINAGE - ~ t W m 0 c
0 0
EASEMENT ~ a W z
10 pr/ o
t ~
w
a
20 0 m
1 ~r c~
LO
6 ~
30 30
JH
52 t 3~. 4 alt`
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N p ~ ~ ~ N O Oz
rn ~ ~ Z ~ H ~ m N 2 A ~ w
JH uDi I m ° ~ ~ ~
0 ~ -i - ~ W Z J
VN ~ f+l ~ - A W
6 ~ OFF n z ~ _ Q w ~ cn
R TD LONG SEiOALS R ~ ~ Q n p ~ ~
CREEK SD ~ ~ V1 Q r
EA EM NT m ~ ~
~ a a
D Z
=p ~ IMPACT GUARDRAIL TYP. s~TE AIL, TYP. m REVISbNS
~ Ffi . ~ y \
. ~ s NEW FOOTPRINT o t 7o-3o-a1
WETLANDS
14 ~/n ~ r; , ~ ~ _ 15 TRANSVERSE JCNN VICINITY MAP 62
20' LONGITUDINAL JCdNT {NOT TO SCALE)
IMPACT GU ~U WOODEN
7' CONC. SLAB ON SCREE - ~PF 10/10 W.W.F 0 - 64
BASE 4 JUTE W LOVEGRASS E ~
ON All 21 SLOPES ~ - - - - 66 ~
PERMANENT DRAINAGE g ;20' _ _ _ ~ _ _ ~ . 0.
FIRE HYDRANT EASEMENT ~ ~ ~ - - ~ - ~ w/ G.v.l.v.6.
+67.2 - ASH i +
IPF 67.2 i
6 .0 TRASH + ~I+IPACTOR ACTOR 67.0+ GATE
1
ti°, TRANSFORMER + -gk
7 68.0 68.0
68 T
68.0 68.0 68 r~ Vl
5 ~ 8.97 FIRE HYDRANT
JH .ry W/ G.V.I.V.B.
21 w J
BOLLARDS LOW F 3 F
I' IPF ND B GAS BOLLARDS W
8 - I P G AIL m
F.F. F,1,F.V._ 2172.(1 PYLON . , ~ ~.nn n _
f ivN ~3 DATE
y~ ~m 19 . 01.02.01
J 2 _
o° PLO / o PROJECT NUMBER
z
-Ir Mm V 00.169
Oi O OQ SCALE: 1 " = 50'
00 N j SHEET NUMBER
~9 - - - - 50 50 0 50 100 150 FEET.
vo o 0
u ID I F
TQ OJ V / A¦
N ~ ua C U
v / 3w