20040472 Ver 1_Complete File_20040326

OF WATF9 Michael F. Easley, Governor
T. William G. Ross Jr., Secretary
01 North North Carolina Department of Environment and Natural Resources
(0 C Gregory J. Thorpe, Ph.D.
iP + > -i
- � Y Acting Director
Division of Water Quality
April 2, 2004
Rockingham County
DWQ Project #: 04-0472
Project Name: Reidsville Industrial
Park _ Southern Tract — Lot 2
APPROVAL OF IMPACT TO ISOLATED WETLANDS "
Partnership for Economic and Tourism Developmentr Of EHNR
371 NC 65, Suite 205 N.C. F '
Wentworth, NC 27375-0205 APR 0 4 2004
Attn: Ms. Lisa Perrry
Dear Ms. Perry: Winston-Salem
Regional Office
You have our approval, in accordance with the attached conditions and those listed below, to
impact 0.10 acres of isolated wetlands for construction of a portion of the Reidsville Industrial Park,
Southen Tract — Lot 2 located at NC 87 near Reidsville, NC , as you described in your application
dated March 19,2004 (received March 26, 2004). After reviewing your application, we have decided
that this fill is deemed permitted in accordance with 15A NCAC 2H .1305 (b) as long as you comply
with the conditions of that rule (see. conditions 1 to 4 below).
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, Coastal Stormwater, Non -
Discharge and Water Supply Watershed regulations. This approval will expire five (5) years from
the date of this approval/.
This approval is only valid for the purpose and design that you described in your application
except as modified below.. For this approval to be valid, you must follow the conditions listed in the
attached certification and any special or site-specific conditions listed below.
DEEMED PERMITTED CONDITIONS
1. Erosion and sediment and erosion controls shall equal or exceed those required by the N.C.
Division of Land Resources or its local delegated program for the Sedimentation Pollution
Control Act and shall be in full compliance with all specifications governing the proper design,
installation, operation and maintenance of such Best Management Practices in order to help
assure compliance with the appropriate turbidity and other water quality standards;
All erosion and sediment control practices placed in isolated wetlands or isolated classified
surface waters must be removed and the natural grade restored within two months after the
Division of Land Resources or local delegated program determines that the land disturbance
project is completed and the file is closed out;
3. Live or fresh concrete shall not come into contact with surface water until the concrete has
hardened, and;
4. Measures shall be taken to ensure that the hydrology of any remaining isolated wetland or
isolated classified surface waters is not affected by the discharge.
SPECIAL CONDITIONS:
N. C. Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
[phone] (phone); 919-733-6893 (fax), (http://h2o.enr.state.nc.us/ncwetlands

ft
1. Deed notifications or similar mechanisms shall be placed on all remaining jurisdictional wetlands
and waters on this Lot to notify the state in order to assure compliance for future wetland and/or
water impact. These mechanisms shall be put in place within 30 days of the date of this letter or
the issuance of the 404 Permit (whichever is later).
2. Upon completion of the project, the applicant shall complete and return the enclosed "Certificate
.of Completion Form" to notify DWQ that all the work included in the 401 Certification has been
completed. The responsible party shall complete the attached form and return it to the
401/Wetlands Unit of the Division of Water Quality.
3. If you change your project, you must notify us in writing and you may be required to send us a
new application.
4. If the property is sold, the new owner must be given a copy of this Certification and approval
letter and is thereby responsible for complying with all conditions.
5. If total wetland fills for this project (now or in the future) exceed one acre or stream impacts
exceed 150 linear feet, then compensatory mitigation may be required as described in 15A
NCAC 2H .0506 (h) (6) and (7).
6. The stormwater plan that accompanies the application shall be implemented as designed. In
addition, a signed Operation and Maintenance agreement should be provided to DWQ within
one month of the date of this approval.
7. The applicant must maintain full compliance with DWQ's NPDES Stormwater Permit conditions
. upon approval of the Erosion and Sedimentation Control Plan.
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 1506 of the North Carolina General Statutes to the
Office of Administrative Hearings, 6714 Mail Service Center, Raleigh, N.C. 27699-6714. This
certification and its conditions are final and binding unless you ask for a hearing.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean
Water Act. If you have any questions, please telephone John Dorney at 919-733-1786 or Daryl Lamb
at our Winston-Salem Regional Office at 336-771-4600.
Attachments:
lJ rmy Corps
Daryl Lamb, W ii
Denise PouJo�§;
File c
entral Files
or
m etion
of ngineers Raleigh Field Office
aston-Salem DWQ Regional Office
ECS, Ltd., 6909 International Drive, Suite 103, Greensboro, NC 27409

va
NCDENR
North Carolina Department of Environment and
Division of Water Quality
Michael F. Easley, Governor
August 2, 2005
Ms. Lisa Perry
Partnership for Economic and Tourism Development
371 NC 65, Suite # 205
Wentworth, NC. 27375
William G. Ross, Jr., Secretary
Alan W. Klimek, P.E., Director
DWQ Project # 04-0472
Rockingham County
Subject Property: Reidsville Industrial Park, Southern Track, Phase 1, & 2
APPROVAL OF STORM WATER MANAGEMENT PLAN
Dear Ms. Perry:
On August 2, 2005, the Division of Water Quality (DWQ) received the revised storm water management
plan prepared by your engineer, Mr. J. Neal Tucker, P.E. of Stimmel Associates, P.A. This Plan has been
reviewed and satisfies the isolated wetlands conditions of the 401 Water Quality Certification issued on
April 2, 2004.
The structural storm water practices as approved by DWQ as well as drainage patterns must be
maintained in perpetuity. No changes to the structural storm water practices shall be made without
written authorization from the Division of Water Quality. Storm water easements shall be recorded for a
distance of at least 10 feet on each side of all storm water conveyances on all lots containing these
structures including future access for maintenance. The storm water easements shall allow for the ability
to maintain the structures, perform corrective actions as described above and shall provide protection of
the structures from potential alternations by future property owners.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water
Act. If you have any questions, please telephone Samuel A. Aghimien, at 919-733-3574.
Sincerely,
C di Bell Karoly, Program Manager
DWQ, 401 Oversight/Express Permitting Unit
CBKlsaa
cc: DWQ Winston-Salem Regional Office
USACE Asheville Regulatory Field Office
File Copy
Central Files
J. Neal Tucker, Stimmel Assoc; PA, 601 N Trade Street, Suite # 200, Winston-Salem, NC 27101
04-0472 Reidsville Ind Park, (Rockingham) BMP Approv 8-2-05
401 Wetlands Certification Unit
1650 Mail Service Center, Raleigh, North Carolina 27699-1650 One
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604 NOrthCarohna
Phone: [phone] / FAX [phone] / Internet: htto://h2o.enr.state.ne.us/ncwetiands An Equal opportunity/Affirmative Action Employer - 50% Recycled/10% Post Consumer Paper ;Vaturallay
Natural Resources

sapa
Stimmel Associates, PA
Landscape Architecture
Civil Engineering
Land Planning
August 2, 2005
North Carolina Department of Environment and Natural Resources
Division of Water Quality
401 Wetlands Certification Unit
2321 Crabtree Boulevard
Suite 250
Raleigh, NC 27604
Attn: Mr. Sam Aghimien
Re: Reidsville Industrial Park, Southern Tract, Phase 1, Lot 2
Project #04-0472
Dear Mr. Aghimien:
P,^jJ
A
f
Attached please find revised 401 Wet Detention Basin Worksheets for Pond #1 & Pond #2 of the above
referenced project. The following revisions have been made:
Pond #1:
Forebay volume has been revised to 20,000 cubic feet
Drawdown orifice size has been revised to 4.25" diameter
Pond #2:
Permanent Pool Volume has been revised to 55,000 cubic feet
Forebay volume has been revised to 11,500 cubic feet
I have also included a planting plan for both ponds as requested.
Thank you for your attention to this project. Please call me at [phone] if you have any questions.
Sincerely:
J. Neal Tucker, P.E.
Stimmel Associates, P.A.
Attachments
Cc: File
601 N. Trade Street, Suite 200
Winston Salem, NC 27101
P: 336.723.1067 F: 336.723.1069
Project No.
(to be provided by DWQ)
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
DWO Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, and a fully executed
operation and maintenance agreement. An incomplete submittal package will result in a request for additional
information and will substantially delay final review and approval of the project.
1. PROJECT INFORMATION (please complete the following information):
Project Name: Reidsville Industrial Park-Southern Tract-Pond #1 Lot 2E
Contact Person: J_ Neal Tucker, P _ E Phone Number: ( 3 '4 6) 7 2 i -1 n 6 7
For projects with multiple basins, specify which basin this worksheet applies to: Pond #1
Basin Bottom Elevation 762. 0 0 ft. (average elevation of the floor of the basin)
Permanent Pool Elevation 765.7 5 ft. (elevation of the orifice invert out)
Temporary Pool Elevation 767 S 0 ft. (elevation of the outlet structure invert in)

Permanent Pool Surface Area 3 2 , 0 2 9 sq. ft. (water surface area at permanent pool elevation)
Drainage Area 20, 1 7 ac. (on-site and off-site drainage to the basin)
Impervious Area 1 3. 8 5 ac. (on-site and off-site drainage to the basin)
Permanent Pool Volume 101 , 470 cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume 1 6 4 , 4 5 2 cu. ft. (volume detained on top of the permanent pool)
Forebay Volume 20,000 cu. ft.

SA/DA used 2.880% (surface area to drainage area ratio)
Diameter of Orifice 4 .; 2 5 " in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices manual
(N.C. Department of Environment, Health and Natural Resources, November 1995) and Administrative Code
Section: 15 A NCAC 2H .1008. Initial in the space provided to indicate the following design requirements have
been met and supporting documentation is attached. I fa requirement has not been met, attach an explanation of
why.
A li ants Initials
The temporary pool controls runoff from the 1 inch storm event. ??
The basin length to width ratio is greater than 3:1.
SWG100
The basin side slopes are no steeper than 3:1.
A submerged and vegetated perimeter shelf at less than 6:1 is provided.
Vegetation to the permanent pool elevation is specified.
An emergency drain is provided to drain the basin. /
The permanent pool depth is between 3 and 6 feet (required minimurn of 3 feet
The temporary pool draws down in 2 to 5 days.
The forebay volume is approximately equal to 20% of the total basin volume.
Sediment storage is provided in the permanent pool. (W.'e-L.oui Peep. )
Access is provided for maintenance.
A minimum 30-foot vegetative filter is provided at the outlet.
A site speck operation and maintenance (O&M) plan is provided.
A vegetation management/mowing schedule is provided in the O&M plan.
Semi-annual inspections are specified in the O&M plan.
A debris check is specified in the O&M plan to be performed after every storm event.
A specific sediment clean-out benchmark is listed (elevation or depth) in O&M plan.
A responsible party is designated in the O&M plan.
09/97 Page 1 of 1
ti
REIDSVILLE INDUSTRIAL PARK
SOUTHERN TRACT
STORMWATER MANAGEMENT PONDS #1 & #2
PLANTING PLAN
Species
Trees: Balled & Burlap
River Birch (Betula nigra)
1.5" caliper min., multi-stem
Water Oak (Quercus nigra)
2" caliper min.
Sweet Bay (magnolia virginiana)
1.5" caliper min.
Location 1 Spacing
Trees shall be placed from the littoral shelf elevation up to 3 feet
above the shelf elevation (temp water quality depth is 1.75' in
Pond #1, 2.25' in Pond #2). Tree species shall be in alternating
groupsof like kind at a spacing of 50 feet on ceneter in cut zones
of pond side slopes. Under no circumstances shall trees be
planted on the pond dams.
Project No. DWQ (to be provided by DWQ)
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, and a fully executed
operation and maintenance agreement. An incomplete submittal package will result in a request for additional
information and will substantially delay final review and approval of the project.
1. PROJECT INFORMATION (please complete the following information):
Project Name : Reidsville Industrial Park - Southern Tract - Pond #_2 Tot 2E
Contact Person: J_ N P a 1 T, i c k P r, P F. ^ Phone Number: [phone]
For projects with multiple basins, specify which basin this worksheet applies to: Pond #.!2
Basin Bottom Elevation 7 5 0 . 0 0 ft. (average elevation of the floor of the basin)
Permanent Pool Elevation 7 5 3 . 7 5 ft. (elevation of the orifice invert out)
Temporary Pool Elevation 756-00 ft. (elevation of the outlet structure invert `in)
Permanent Pool Surface Area 1 9 , 3 8 4 sq. ft.
Drainage Area 13. 89 ac.
Impervious Area A P l ac.
Permanent Pool Volume 5 5, 0 0 0 cu. ft.
Temporary Pool Volume 1I9*81 cu. ft.
Forebay Volume 11", 5 04) cu. ft.
SAIDA used 2.880%
Diameter of Orifice 311 in.
(water surface area at permanent pool elevation)
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
(combined volume of main basin and forebay)
(volume detained on top of the permanent pool)
(surface area to drainage area ratio)
(draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices manual
(N.C. Department of Environment, Health and Natural Resources, November 1995) and Administrative Code
Section: 15 A NCAC 2H .1008. Initial in the space provided to indicate the following design requirements have
been met and supporting documentation is attached. If a requirement has not been met, attach an explanation of
wh_v.
ADDlicants Initials
The temporary pool controls runoff from the 1 inch storm event.
15f_ L% /?rc?t>> The basin length to width ratio is greater than 3:1.
The basin side slopes are no steeper than 3:1.
A submerged and vegetated perimeter shelf at less than 6:1 is provided. 9)MrLL_
Vegetation to the permanent pool elevation is specified. V An emergency drain is provided to drain the basin.
The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
The temporary pool draws down in 2 to 5 days.
The forebay volume is approximately equal to 20%0 of the total basin volume. 4T Sediment storage is provided in the permanent pool.
Access is provided for maintenance.
A minimum 30 foot vegetative filter is provided at the outlet.
A site specific operation and maintenance (O&M) plan is provided.
A vegetation management/mowing schedule is provided in the O&M plan.
Semi-annual inspections are specified in. the O&M plan.
(an A debris check is specified in the O&M plan to be performed after every storm event.
A specific sediment clean-out benchmark is listed (elevation or depth) in O&M plan.
A responsible party is designated in the O&M plan.
FO SWG100 09/97 Page 1 of 1
Project Name: Reidsville Ind
Project No. DWQ 04-0472
Pond No.
SUBMITTED DESIGN: 1 REQUIRED DESIGN:
8/8/2005
elevations 3. average depth status
Bottom of Basin (ft) 762
Permanent Pool (ft) 765.75 3.75 ft. depth ok
Temporary Pool (ft) 7675 1.75 ft. depth ok
areas
Permanent Pool SA (sq ft) 32029 20653 sq. ft. ok
Drainage Area (ac) 20.17 m.. 19 22 -5- based on avg depth ok
Impervious Area (ac) 13.85 68.7 % -
volumes
Permanent Pool (cu ft) 101470
Temporary Pool (cu ft) 164452 48909 cu. ft. ok
Forebay (cu ft) 20000 19.7 % ok
other parameters
SA/DA 2.88 2.35 -
Orifice Diameter (in) 4.25 0.44 cfs drawdown -
Design Rainfall (in) T 4.3 day drawdown ok
Linear Interpolation of Correct SAIDA ***
3.75 ft. Permanent Pool Depth
Im ervious SA/DA fron (Avg Depth)
Next Lowest 60 2.032.03 1.870336882 ` 1.08
Project Impervious 68.7 _
2.35 I 1.38
Next Highest 70 2.4 2.236975553 1.43
3ft 4
C??g1g??

Project Name:' Reidsville Ind
Project No. DWQ 04-0472
Pond No.
SUBMITTED DESIGN: 2 REQUIRED DESIGN:
8/8/2005
elevations T ? average depth status
Bottom of Basin (ft) 750
Permanent Pool (ft) -753.75 3.75 ft. depth ok
Temporary Pool (ft) 756 2.25 ft, depth ok

areas
Permanent Pool SA (sq ft) 19384 14698 sq. ft. ok
Drainage Area (ac) 13.89 `15992, based on avg depth ok
Impervious Area (ac) 9.83 70.8 % -
volumes
Permanent Pool (cu ft) 55000
Temporary Pool (cu ft) 102381 34636 cu. ft. ok
Forebay (cu ft) 11500 20.9 % ok
other parameters
SA/DA 2.88 2.43 -
Orifice Diameter (in) 3 0.25 cfs drawdown -
Design Rainfall (in) I 4.7 day drawdown ok
Linear Interpolation of Correct SAIDA * * *
3.75 ft. Permanent Pool Depth
Im ervious SA/DA fron (Avg. Depth)
Next Lowest 70 2.4 2.614643005 1.08
Project Impervious 70.8 2.43 '. ; 64 1,11
Next Highest 80 2.78 2.999521255 1.43
3ft 4

T
Project Name: Reidsville Ind
Project No. DWQ 04-0472
Pond No.
SUBMITTED DESIGN 1 REQUIRED DESIGN:
8/2/2005
elevations 3 average depth status
Bottom of Basin (ft) 762
Permanent Pool (ft) 3.75 ft. depth ok
Temporary Pool (ft) 765.75 767.5 1.75 ft. depth ok
areas
Permanent Pool SA (sq ft) 32029 20653 sq. ft. ok
Drainage Area (ac) 20.171922 based on avg depth ok
Impervious Area (ac) 13.85 68.7 % -
volumes
Permanent Pool (cu ft) 101470
Temporary Pool (cu ft) 164452 48909 cu. ft. ok
Forebay (cu ft) 20000 19.7 % ok
other parameters
SA/DA 2.88 2.35 -
Orifice Diameter (in) 4.25 0.44 cfs drawdown -
Design Rainfall (in) 1 4.3 day drawdown ok
Linear Interpolation of Correct SAIDA***
3.75 ft. Permanent Pool Depth
Impervious SA/DA fron (Avg. Depth)
Next Lowest 60 2.03 1.870336882 1.08`
Project Impervious 68.7 2.35 ,, ? 1.38
Next Highest 70 2.4 2.236975553 1.43
3 ft 4`
u//

Project Name: Reidsville Ind
Project No. DWQ 04-0472
Pond No.
SUBMITTED DESIGN: 2
8/2/2005
elevations
Bottom of Basin (ft) 750
Permanent Pool (ft) 753.75
Temporary Pool (ft) 756
areas
Permanent Pool SA (sq ft) 19384
Drainage Area (ac) 13:89
Impervious Area (ac) 9.83
volumes
Permanent Pool (cu ft) 55000
Temporary Pool (cu ft) 102381
Forebay (cu ft) 11500
other parameters
SA/DA 2.88
Orifice Diameter (in) 3
Design Rainfall (in)
Linear Interpolation of Correct SAIDA ** *
Impervious
Next Lowest 70
Project Impervious 70.8
Next Highest 80
REQUIRED DESIGN
average depth status
3.75 ft. depth ok
2.25 ft. depth ok
14698 sq. ft. ok
9 based on avg depth ok
70.8 % -
34636 cu. ft. ok
20.9 % ok
2.43 -
0.25 cfs drawdown -
4.7 day drawdown ok
3.75 ft. Permanent Pool Depth
SA/DA fron (Avg. Depth)
2.4 2.614643005 1.08
2.43 V 1.11
2.78 2 999521255 1.43
3ft 4

3367615069 P.1
s 4
apa
ltimmel Associstes, PA
Landscape Architecture
Civil Engineering
Lend Planning
August 2, 2005
North Carolina Department of Environment and Natural Resources
Division of Water Quality
401 Wetlands Certification Unit
2321 Crabtree Boulevard
Suite 250
Raleigh, NC 27604
Attn: Mr. Sam Aghimien
Re: Reidsville Industrial Park, Southern Tract, Phase 1, Lot 2
Project #04-0472
Dear Mr. Aghimien:
Attached please find revised 401 Wet Detention Basin Worksheets for Pond #1 & Pond #2 of the above
referenced project. The following revisions have been made:
Pond #1:
Forebay volume has been revised to 20,000 cubic feet
Drawdown orifice size has been revised to 4.25" diameter
Pond #2:
Permanent Pool Volume has been revised to 55,000 cubic feet
Forebay volume has been revised to 11,500 cubic feet
I have also included a planting plan for both ponds as requested.
Thank you for your attention to this project. Please call me at [phone] if you have any questions
Sincerely:
J. Neal Tucker, P.E.
Stimmel Associates, P.A.
Attachments
Cc: File
601 K. Trade Street, Suite 200
Winston Salem, NC 27101
P: 336.723.1067 R 336.723.1069
AUG-2-2005 TUE 08:58 TEL:[phone] NAME:DWQ-WETLANDS P. 1
3367615069 p.2
Project No. DWQ (to be provided by DWQ)

DIVISION OF WATER QUALITY - 441 WET DETENTION BASIN WORKSHEET
DWO Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, and a fully executed
operation and maintenance agreement. An incomplete submittal package will result in a request for additional
information and will substantially delay final review and approval of the project.
1. PROJECT INFORMATION (please complete the following information):
Project Name: Reidsville Industrial Park-Southern Tract-Pond #1 Lot 2E
Contact Person: J- Neal Tucker, P- E Phone Number: (3 3 h) 7 2-3-1 n fi 7
For projects with multiple basins, specify which. basin this worksheet applies to: Pond #1
Basin Bottom Elevation 7 6 2.0 0 ft. (average elevation of the floor of the basin)
Permanent Pool Elevation 7 6 5.7 5 ft. (elevation of the orifice invert out)
Temporary Pool Elevation 767 _ 9 n ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area 3 2 , 0 2 9 sq. R, (water surface area at permanent pool elevation)
Drainage Area 2 0 , 17 ac. (on-site and off-site drainage to the basin)
Impervious Area 13 . a 5 ac. (on-site and off-site drainage to the basin)
Permanent Pool Volume 101 , 4 7 0 cu. ft.
(combined volume of main basin and forebay)
Temporary Pool Volume 164,452 cu. ft. (volume detained on top of the permanent pool)
Forebay Volume 20 , 000 cu. ft.
SA/DA used 2.880% (surface area to drainage area ratio)
Diameter of Orifice 4.2-5 " in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices manual
(N.C. Department of Environment, Health and Natural Resources, November 1995) and Administrative Code
Section: 15 A NCAC 2H .1008. Initial in the space provided to indicate the following design requirements have
been met and supporting documentation is attached. If a requirement has not been met, attach an explanation of
why,.
100
The temporary pool controls runoff from the 1 inch storm event.
The basin length to width ratio is
gth greater than 3: 1.
The basin side slopes are no steeper than 3:1.
A submerged and vegetated perimeter shelf at less than 6:1 is provided-
Vegetation to the permanent pool elevation is specified.
An emergency drain is provided to drain the basin.
The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
The temporary pool draws down in 2 to 5 days.
The forebay volume is approximately equal to 20% of the total basin volume. Tte
Sediment storage is provided in the permanent pool.(1?L.-Ovi
Access is provided for maintenance.
A minimum 30-foot vegetative filter is provided at the outlet.
A site specific operation and maintenance (O&M) plan is provided.
A vegetation management/mowing schedule is provided in the O&M plan.
Semi-annual inspections are specked in the O&M plan.
A debris check is specified in the O&M plan to be performed after every storm event.
A specific sediment clean-out benchmark is listed (elevation or depth) in O&M plan.
A responsible party is designated in the O&M plan.
09197 Page 1 of 1

AUG-2-2005 TUE 08:58 TEL:[phone] NAME:DWQ-WETLANDS P. 2
3367615069 p.3
Project No. DWQ (to be provided by DWQ}

AUG-2-2005 TUE 08:59 TEL:[phone] NAME:DWQ-WETLANDS
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, and a fully executed
operation and maintenance agreement. An incomplete submittal package will result in a request for additional
information and will substantially delay final review and approval of the project.
1. PROJECT INFORMATION (please complete the following information):
Project Name: Reidsville Industrial Park - Southern Tract - pond 4.2 rot 2E
Contact Person: J.toea1 Tilckpr, P-E. Phone Number: [phone]
For projects with multiple basins, specify which basin this worksheet applies to: Pond 4'2
Basin Bottom Elevation 750.00 ft. (average elevation of the. floor of the basin)
Permanent Pool Elevation 753.75 ft. (elevation of the orifice invert out)
Temporary Pool Elevation 796-00 ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area 19,384 sq. ft. (water surface area at permanent pool elevation)
Drainage Area 1 3. 0 9 ac. (on-site and off-site drainage to the basin)
Impervious Area _ _ q_83 ac. (on-site and off-site drainage to the basin)
Permanent Pool Volume 5 5 , a0 0 cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume 109,381 cu. ft. (volume detained on top of the permanent pool)
Forebay Volume 1 1,_E 5.041- cu. ft.
SAJDA used 2.880% (surface area to drainage area ratio)
Diameter of Orifice 311 in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices manual
(N.C. Department of Environment, Health and Natural Resources, November 1995) and Administrative Code
Section: 15 A NCAC 2H .1008. Initial in the space provided to indicate the following design requirements have
been met and supporting documentation is attached. I fa requirement has not been met, attach an explanation of
why.
Applicants Initials
The forebay volume is approximately equal to 20% of the total basin volume. A;r JPwm 'Jn t_
C-A The temporary pool controls runoff from the 1 inch storm event.
4rvtFat? The basin length to width ratio is greater than 3:1.
<_The basin side slopes are no steeper than 3:1.
A submerged and vegetated perimeter shelf at less than 6:1 is provided.
Vegetation to the permanent pool elevation is specified.
An emergency drain is provided to drain the basin.
The permanent pool depth is between 3 and 6 feet (required minimum of 3 et).
The temporary pool draws down in 2 to 5 days.
Access is provided for maintenance.
A minimum 30-foot vegetative filter is provided at the outlet.
A site specific operation and maintenance (O&M) plan is provided.
Sediment storage is provided in the permanent pool. Cfi-?etir? ?x1 ?4?
A vegetation management/mowing schedule is provided in the O&M plan
.
Semi-annual inspections are specified in the O&M plan.
A debris check is specified in the O&M plan to be performed after every s
A torm event.
specific sediment clean-out benchmark is listed (elevation or depth) in O&M plan.
A responsible party is designated in the O&M plan.
FO
SWG100 09(97 Page 1 of 1
P. 3
3367615069
REIDSVILLE INDUSTRIAL PARK
SOUTHERN TRACT
STORMWATER MANAGEMENT PONDS #1 & #2
PLANTING PLAN
Species Location I Spacing
Trees: Balled & Burlap Trees shall be placed from the littoral shelf elevation up to 3 feet
River Birch (Betule nigra)
" above the shelf elevation (temp water quality depth is 1
75' in
1.5
caliper min., multi-stem
Water Oak (Quercus nfgra) .
Pond #1, 2.25' in Pond #2). Tree species shall be in alternating
groupsof like kind at a spacing of 50 feet on cenet
r i
t

2' caliper min.
Sweet Bay (magnolia virginiana) e
n cu
zones
of pond side slopes. Under no circumstances shall trees be
planted on the pond dams.
1.5" caliper min.
Shrubs: Container Inkberry shall be placed in the same zone as the trees
from the
Inkberry (flex glabra)
" ,
littoral shelf elevation up to 3 feet above the shelf elevation
Wax
24
height min.
Wax Myrtle (Myrica indica)
" .
myrtle shall be placed from 3 feet above the littoral shelf
elevation up to 6 feet above the shelf elevation. Shrubs shall be
36
height min. placed in alternating clusters of like kind (inkberry - 4'o.c., wax
myrtle - 6' o.c.), spaced between trees in cut zones of the pond
side slopes.
Sedges f Rushes: Container
Common Rush (Juncos effusus)
Switchgrass (Panicum vergatum)
Common rush & switchgrass shall be full containers, placed from
the littoral shelf elevation to 1 foot below the shelf elevation.
Common rush shall be placed in clusters 18" o.c. Switchgrass
shall be placed in clusters 30" o.c.
FA03-2581SVVKafg-pndretrolR1P Ponds 1 & 2 Planting Plan.doc
p.4
AUG-2-2005 TUE 08:59 TEL:[phone] NAME:DWQ-WETLANDS P. 4
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Michael F. Easley, Governor
December 20, 2004
CERTIFIED MAIL: RETURN RECEIPT REQUESTED
Ms. Lisa Perry
Partnership for Economic and Tourism Development
371 NC 65, Suite 205
Wentworth, NC 27375-0205
William G. Ross, Jr., Secretary
Alan W. Klimek, P.E., Director
DWQ Project # 04-0472
Rockingham County
Subject Property: Reidsville Industrial Park, Southern Tract, Phase I, Lot 2
REQUEST FOR MORE INFORMATION-Stormwater Management Plan
On December 6, 2004, the Division of Water Quality (DWQ) received the revised stormwater
management plan prepared by your engineer, Mr. J. Neal Tucker, P.E., of Stimmel Associates, PA, to
comply with the conditions of the 401 Water Quality Certification issued on April 2, 2004. The following
additional information is needed before the Plans can be approved:
1. Condition Number 4 of Water Quality Certification No. 3402 (corresponding to Nationwide
Permit No. 39) requires that "...in watersheds within one mile and draining to 303(d) listed
waters, as well as watersheds that are classified as nutrient sensitive waters (NSW), water
supply waters (WS), trout waters (Tr), high quality waters (HQW), and outstanding resource
waters (ORW), the Division shall require that extended detention wetlands, bio-retention
areas and ponds followed by forested filter strips (designed according to latest version of the
NC DENR Stormwater Best Management Practices Manual) be constructed as part of the
stormwater management plan when a site-specific stormwater management plan is
required." The Reidsville Industrial Park is located in a Nutrient Sensitive Watershed.
• Please redesign the orifice of Pond Number 1; DWQ has calculated a drawdown of 8.6 days
with the size specified in your plans.
• Please provide forested filter strips.
Please respond within three (3) weeks of the date of this letter by sending three (3) copies this information
in writing. This letter only addresses the Stormwater Management Plan review and does not authorize
any impacts to wetlands or streams until the plans are approved. Please call Ms. Cynthia Van Der Wiele,
Ph.D. at 919-715-3473 if you have any questions regarding these issues.
CBK/cvdw
Sind
Cyndi B. Karoly
DWQ, Wetlands / 401 Unit
cc: DWQ Mooresville Regional Office
USACE Asheville Regulatory Field Office
fgfft6py
Central-Files
J. Neal Tucker, Stimmel Assoc., PA, 601 N. Trade St., Suite 200, Winston-Salem, NC 27101
401 Wetlands Certification Unit
1650 Mail Service Center, Raleigh, North Carolina 27699.1650 One
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604 NofthCarohna
Phone: [phone] / FAX [phone] / Internet: http://h2o.enr.state.nc.us/nowetlands Natzmally
An Equal Opportunity/Affirmative Action Employer - 50% Recycled/10% Post Consumer Paper
sapa
Stimmel Associates, PA
Landscape Architecture
Civil Engineering
Land Planning D ? ? 19 an V/T? ` D
December 4, 2004
DEC 0 6 2004
DENR - WATER QUAUTV
NCDENR - Division of Water Quality VYERANIXAND81 1BtWAN1N
Wetlands Unit
2321 Crabtree Boulevard
Raleigh, NC 27604
Attn: Ms. Cynthia Van der Wiele
Re: Stormwater Quality Ponds for
Reidsville Industrial Park - Southern Tract - Phase 1 (Lot 2)
DWQ Project # 04-0472
Dear Ms. Van der Wiele:
Attached you will find a submittal package for stormwater quality ponds for the above referenced project.
The project will include 2 stormwater quality ponds to treat runoff from Lot 2 of this phase of the
development as well as from the roadway serving this phase. As development continues in the future,
additional stormwater facilities will be constructed to treat runoff from those sites. Included for your
review and approval are the following:
One Copy of a Pond Design Report containing:
? Dam Design Narrative
? Site Location Map
? Soils Survey Map
? Drainage Area Map
? FORM SWG100 09/97 for each pond
? Curve number calculations, water quality calculations and pre-, post-, and routed
hydrographs for each ponds
One Copy of Pond Construction Drawings
One Copy of the Emergency Action Plan and Operation and Maintenance Plan
The Operation and Maintenance Plan included is not signed by the Owner, however it is in his hands now
for signatures and will be forwarded to within a few days.
Please call me at [phone] if you have any questions, or need additional information.
Sincerely-
J. Neal Tucker, P.E.
Stimmel Associates, P.A.
Enclosures
Cc: File
601 N. Trade Street, Suite 200
Winston Salem, NC 27101
P: 336.723.1067 F: 336.723.1069
Project Name: Reidsville Industrial Park
Project No. DWQ 030258
Pond 1
SUBMITTED DESIGN. REQUIRED DESIGN:
elevations } 2 average depth status
Bottom of Basin (ft) 762
Permanent Pool (ft) 765.75 3.75 ft. depth ok
Temporary Pool (ft) 769.5 1.75 ft. depth ok
areas
Permanent Pool SA (sq ft) 32029 24741 sq. ft. ok
Drainage Area (ac) 20.17' ' () -_' 6 based on avg depth ok
Impervious Area (ac) 13.85 68.7 % -
volumes
Permanent Pool (cu ft) 101470
Temporary Pool (cu ft) 164452 48909 cu. ft. ok
Forebay (cu ft) 23066 22.7 % check forebc
other parameters
SA/DA 2.88. 2.82 -
Orifice Diameter (in) 0.22_cfs drawdown -
Design Rainfall (in) 1 8.6 day drawdown check drawn

Linear Interpolation of Correct SAIDA"*
3.75 ft. Permanent Pool Depth
% Impervious SA/DA fron (Avg. Depth)
Next Lowest 60 2.4 2.178152290 1.08
Project Impervious 68.7 2.82 ?.; 1.38
Next Highest 70 2.88 2.636303662 1.43
3 ft 4

- J
Project Name: Reidsville Industrial Park
Project No. DWQ 030258
Pond 2
SUBMITTED DESIGN: REQUIRED DESIGN.
elevations ,S average depth
750
753.75
Temporary Pool (ft) 756
areas
Permanent Pool SA (sq ft) 19384
Drainage Area (ac) 13.89
Impervious Area (ac) 9.83

volumes
Permanent Pool (cu ft) 54256
Temporary Pool (cu ft) 102381
Forebay (cu ft) 12825
other parameters
SA/DA 2.8$
Orifice Diameter (in) 3
Design Rainfall (in) 1
Linear Interpolation of Correct SAIDA***
010 Impervious
Next Lowest 70
Project Impervious 70.8
Next Highest 80
3.75 ft. depth
2.25 ft. depth
16174 sq. ft.
, 07,X based on avg depth
70.8 %
34636 cu. ft.
23.6%
2.67
0.25 cfs drawdown
4.7 day drawdown
3.75 ft. Permanent Pool Depth
SAIDA fron (Avg. Depth)
2.64 2:953545192
2.67 qq,
3.07 3.39902443--
3 ft
status
ok
ok
ok
ok
ok
checkforebc
ok
1.08
1.11
1.43
4
?3

Protect Name: Reidsville Ind Park
Project No. DWQ 04-0472
Pond No.
SUBMITTED DESIGN: 0
6/17/2005
elevations
Bottom of Basin (ft)
Permanent Pool (ft)
Temporary Pool (ft)
-762
765.75
767.5
areas
Permanent Pool SA (sq ft)
Drainage Area (ac)
Impervious Area (ac)
volumes
Permanent Pool (cu ft)
Temporary Pool (cu ft)
Forebay (cu ft)
other parameters
SA/DA
Orifice Diameter (in)
Design Rainfall (in)
A.85
101470
164452
20000
2.88
4.25
T
REQUIRED DESIGN:
3T average depth
3.75 ft. depth
1.75 ft. depth
24741 sq. ft.
based on avg depth
68.7 %
48909 cu. ft.
19.7 %
2.82
0.44 cfs drawdown
4.3 day drawdown
Linear Interpolation of Correct SA/DA * * *
Next Lowest
Project Impervious
Next Highest
Cpu1
3.75 ft. Permanent Pool Depth
status
ok
ok
ok
ok
ok
ok
ok
Impervious SA/DA fron (Avg. Depth)
60 ` 2.4 2.178152299 1.08
68
7 2 1.38
.
70 2.88 _
2.636303662 1.43
3ft 4
be-
F m???c

, S^
?,

4
Project Name: Reidsville Ind Park
Project No. DWQ 04-0472
Pond No.
SUBMITTED DESIGN: 2 REQUIRED DESIGN:
6/17/2005
elevations w average depth status
Bottom of Basin (ft) 750
Permanent Pool (ft) 753.75 3.75 ft. depth ok
Temporary Pool (ft) 756 2.25 ft. depth ok
areas
Permanent Pool SA (sq ft) 19384 17649 sq. ft. o
Drainage Area (ac) 13.89 based on avg depth check surf
Impervious Area (ac) 9.83 70.8 % -
volumes
Permanent Pool (cu ft) 54256
Temporary Pool (cu ft) 1023,81 34636 cu. ft. ok
Forebay (cu ft) 12825 23.6% (:c eckforebc
other parameters
SA/DA 2.88 2.92 -
Orifice Diameter (in) 3 0.25 cfs drawdown -
Design Rainfall (in) 1 4.7 day drawdown ok
Linear Interpolation of Correct SAIDA***
3.75 ft. Permanent Pool Depth
Im ervious SA/DA fron (Avg. Depth)
Next Lowest 60 2.4 2.66530747 1.08
MIS, 1.27
Project Impervious 70.8 2.92
Next Highest 80 3 36 3.74791168 1:43
.3 ft 4
!
(t 5a
rN 0 I
? (17 /0-5--

A
Project Name: Reidsville Ind Park
Project No. DWQ 04-0472
Pond No.
SUBMITTED DESIGN. 2
6/17/2005
elevations
Bottom of Basin (ft)
Permanent Pool (ft)
Temporary Pool (ft)
EA756
areas
Permanent Pool SA (sq ft)
Drainage Area (ac)
Impervious Area (ac)
volumes
Permanent Pool (cu ft)
Temporary Pool (cu ft)
Forebay (cu ft)
other parameters
SA/DA
Orifice Diameter (in)
Design Rainfall (in)
1 19384
13.89'
9.83
55000
102381
11000
2.88
3
Linear Interpolation of Correct SAIDA"*
REQUIRED DESIGN:
average depth
3.75 ft. depth
2.25 ft. depth
17649 sq. ft.
?1 based on avg depth
70.8 %
34636 cu. ft.
20.0 %
2.92
0.25 cfs drawdown
4.7 day drawdown
status
ok
ok
ok
ok
ok
ok
ok
3.75 ft. Permanent Pool Depth
Impervious SA/DA fron (Avg. Depth)
Next Lowest 60 2.4 2.614643005 1.008
Project Impervious 70.8 1.27
Next Highest 80 3.3f L 3.67383409 1.43
aft 4

v
?t?z/mss
`o?Or .... , c9QG
co
r
C9 "C
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Gregory J. Thorpe, Ph.D.
Acting Director
Division of Water Quality
April 2, 2004
Rockingham County
DWQ Project #: 04-0472
Project Name: Reidsville Industrial
Park - Southern Tract - Lot 2
APPROVAL OF IMPACT TO ISOLATED WETLANDS
Partnership for Economic and Tourism Development
371 NC 65, Suite 205
Wentworth, NC 27375-0205
Attn: Ms. Lisa Perrry
Dear Ms. Perry:
You have our approval, in accordance with the attached conditions and those listed below, to
impact 0.10 acres of isolated wetlands for construction of a portion of the Reidsville Industrial Park,
Southen Tract - Lot 2 located at NC 87 near Reidsville, NC , as you described in your application
dated March 19, 2004 (received March 26, 2004). After reviewing your application, we have decided
that this fill is deemed permitted in accordance with 15A NCAC 2H .1305 (b) as long as you comply
with the conditions of that rule (see conditions 1 to 4 below).
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, Coastal Stormwater, Non-
Discharge and Water Supply Watershed regulations. This approval will expire five (5) years from
the date of this approval/.
This approval is only valid for the purpose and design that you described in your application
except as modified below.. For this approval to be valid, you must follow the conditions listed in the
attached certification and any special or site-specific conditions listed below.
DEEMED PERMITTED CONDITIONS
1. Erosion and sediment and erosion controls shall equal or exceed those required by the N.C.
Division of Land Resources or its local delegated program for the Sedimentation Pollution
Control Act and shall be in full compliance with all specifications governing the proper design,
installation, operation and maintenance of such Best Management Practices in order to help
assure compliance with the appropriate turbidity and other water quality standards;
2. All erosion and sediment control practices placed in isolated wetlands or isolated classified
surface waters must be removed and the natural grade restored within two months after the
Division of Land Resources or local delegated program determines that the land disturbance
project is completed and the file is closed out;
3. Live or fresh concrete shall not come into contact with surface water until the concrete has
hardened, and;
4. Measures shall be taken to ensure that the hydrology of any remaining isolated wetland or
isolated classified surface waters is not affected by the discharge.
SPECIAL CONDITIONS:
rte
N. C. Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
[phone] (phone), 919-733-6893 (fax), (http://h2o.enr.state.nc.us/ncwetlands
1. Deed notifications or similar mechanisms shall be placed on all remaining jurisdictional wetlands
and waters on this Lot to notify the state in order to assure compliance for future wetland and/or
water impact. These mechanisms shall be put in place within 30 days of the date of this letter or
the issuance of the 404 Permit (whichever is later).
2. Upon completion of the project, the applicant shall complete and return the enclosed "Certificate
of Completion Form" to notify DWQ that all the work included in the 401 Certification has been
completed. The responsible party shall complete the attached form and return it to the
401/Wetlands Unit of the Division of Water Quality.
3. If you change your project, you must notify us in writing and you may be required to send us a
new application.
4. If the property is sold, the new owner must be given a copy of this Certification and approval
letter and is thereby responsible for complying with all conditions.
5. If total wetland fills for this project (now or
exceed 150 linear feet, then compensatory
NCAC 2H .0506 (h) (6) and (7).
i the future) exceed one acre or stream impacts
mitigation may be required as described in 15A
6. The stormwater plan that accompanies the application shall be implemented as designed. In
addition, a signed Operation and Maintenance agreement should be provided to DWQ within
one month of the date of this approval.
7. The applicant must maintain full compliance with DWQ's NPDES Stormwater Permit conditions
upon approval of the Erosion and Sedimentation Control Plan.
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 1506 of the North Carolina General Statutes to the
Office of Administrative Hearings, 6714 Mail Service Center, Raleigh, N.C. 27699-6714. This
certification and its conditions are final and binding unless you ask for a hearing.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean
Water Act. If you have any questions, please telephone John. Dorney at 919-733-1786 or Daryl Lamb
at our Winston-Salem Regional Office at 336-771-4600.
12, irector
Attachments:
Certificate of Completion
cc: US Army Corps of Engineers Raleigh Field Office
Daryl Lamb, Winston-Salem DWQ Regional Office
Denise Poulos; ECS, Ltd., 6909 International Drive, Suite 103, Greensboro, NC 27409
File copy
Central Files
f

Stimmel Associates, PA
Landscape Arch@ectura
Chill Engineering
Land Planning
April 29, 2005
North Carolina Department of Environment and Natural Resources
Division of Water Quality
401 Wetlands Certification Unit
2321 Crabtree Boulevard
Suite 250
Raleigh, NC 27604
Attn: Ms. Cyndi Karoly
Re: Reidsville Industrial Park, Southern Tract, Phase 1, Lot 2
Project #04-0472
Dear Ms. Karoly:
AMY 1 0 zoos
DENR
DSANDSgrQ L/7-Y
Bwo.
I am wring in response to your letter dated December 20, 2004, to address the review comments of the
subject project. You and I spoke on the telephone about the difficulty we would have in meeting the NWP
39 condition to provide a forested filter strip at the pond discharge point. As recommended by you, I
contacted Mr. Darryl Lamb to meet me onsite to evaluate whether standard forested filter strip at the
discharge points of the ponds are feasible at this site. Mr. Lamb, Bill Penn of the City of Reidsville and I
met onsite on Tuesday, April 12 to walk the site. Prior to the site visit, I put together an exhibit
representing the area between the outlet points of the ponds and Little Troublesome Creek, the 303d.
listed stream. The exhibit shows that the Pond #1 outlet point is 5,436 feet from Little Troublesome Creek
and the Pond #2 outlet is 4,729 feet from Little Troublesome Creek, therefore Pond #1 exceeds the
distance within which the forested strip is required.
During the site visit Mr. Lamb &I discussed the following:
• The stormwater ponds are upland facilities, and their outlets are at least 250'- 300' from the
receiving stream. The area between the pond outlets and the receiving stream is well established
with vegetation. This area will remain as a vegetated buffer.
• The pond outlets will be re-designed as plunge pool outlets, 2 - 3 feet deep, with level spreaders
to release flow in a non-erosive manner for a 10 - year design storm.
• No future development will occur around the ponds. There are currently no impervious areas
draining directly into the ponds via overland means, and this will not change in the future. All
runoff will enter the ponds through existing storm drain pipes and channels.
• Existing rill and rut erosion on the side slopes of the ponds will be repaired and stabilized.
Mr. Lamb indicated that with the provision of the outlet plunge pool and level spreader mentioned above
directing the pond discharge through the existing vegetated buffer, forested filter strips would not be
required.
I hereby request your concurrence with Mr. Lamb's assessment of the site and approval of his
recommendations.
Your letter stated that your calculations indicate the 3" drawdown orifice releases the temporary water
quality pool over an 8.6 day period. I checked the orifice size calculations and disagree with your
601 N. Trade Street, Suite 200
Winston Salem, NC 27101
P: 336.723.1067 F: 336.723.1069
10
assessment. I have included hand calculations that show the specified 3" orifice size releases the
temporary water quality pool in 4.86 days, therefore the orifice size was not changed.
The attached drawings have been revised to reflect the addition of the plunge pool. The level spreader
outlet device is in the form of a 25 foot long weir across the end of the plunge pool. The flow velocity over
the weir is 2.36 fps (see calculations). Also attached is the exhibit showing the distances from the pond
discharge points to Little Troublesome Creek.
Upon completion of construction of the stormwater ponds, I will contact Mr. Lamb to make a site visit as
he requested.
Thank you for your attention to this project. %Wgip hall me at (' '?3-1067 if you have any questions.
Sincerely: e?°??••••..•A B
.• sS0
S EP
• 1?
Neal Tucker, P.E. a ° O
Stimmel Associates, P.A.
Attachments
Cc. File
Darryl Lamb
010
11%
A -
Reidsville Industrial Park - S. Tract
Plunge Pool Stilling Basin Design
Plunoe Pool Calculations:
Pipe Diameter (D) 15 In 1.25 Ft
Rip Rap d50 (RRd) 6 In 0.67 Ft
Rip Rap Liner Thickness (a) 18 In 1.5 Ft
Q10 15.5 cfs
Crown to Max Stage (p) 15 In 1.25 Ft
Maximum Water Depth (m) 3.00 Ft
Pipe Discharge Velocity (v) 12.6 fps
Depth (h) = 1.09 Ft

Dist End of Pipe to max Depth (x) _
Stilling Basin Volume (V.) _
Weir Flow Calculations:
Minimum Weir Length:
Weir Coeff. CW:
Driving Head:
Discharge Velocity Over Weir:
7.10 Ft
147.79 cf
25
2.50 Through Rip Rap
0.39 ft.
2.36 fps
.
Stimmel Associates, PA
sapa
Landscape Architecture
Civil Engineering
Land Planning
601 N. Trade Street date: ?Zq 625 job #:
Suite 200
Winston Salem, NC project: lb SV?u,?. I f-?n vSrw ?ri
27101-2916
Ts-z A C7-
P: 336.723.1067 by: ouD
F: 336.723.1069
memo pad
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NC 87 FREEWAY DRIVE
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UNNAMED TRIBUTARY

.
LITTLE TROUBLESOME '
CREEK
POND 1= 5436 LF
POND 2= 4729 LF
LOT 2E STORMWATER PONDS
3128105
CONCEPT
1" = 300'
PREPARED BY:
6At
Stimmel N. Trade Street
01 N. TO
VHnslon Sekm, NC
Landscape Architecture 27101-2916
Civil Engineering P'3767271067
North Stlmmel Associates, PA Land Planning F:7%.727.1069
HCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Michael F. Easley, Governor
December 20, 2004
CERTIFIED MAIL: RETURN RECEIPT REQUESTED
Ms. Lisa Perry
Partnership for Economic and Tourism Development
371 NC 65, Suite 205
Wentworth, NC 27375-0205
William G. Ross, Jr., Secretary
Alan W. Klimek, P.E., Director
DWQ Project # 04-0472
Rockingham County
CG?? :{z
7kf ?'
Subject Property: Reidsville Industrial Park, Southern Tract, Phase I, Lot 2
REQUEST FOR MORE INFORMATION-Stormwater Management Plan
On December 6, 2004, the Division of Water Quality (DWQ) received the revised stormwater
management plan prepared by your engineer, Mr. J. Neal Tucker, P.E., of Stimmel Associates, PA, to
comply with the conditions of the 401 Water Quality Certification issued on April 2, 2004. The following
additional information is needed before the Plans can be approved:
1. Condition Number 4 of Water Quality Certification No. 3402 (corresponding to Nationwide
Permit No. 39) requires that "...in watersheds within one mile and draining to 303(d) listed
waters, as well as watersheds that are classified as nutrient sensitive waters (NSW), water
supply waters (WS), trout waters (Tr), high quality waters (HQW), and outstanding resource
waters (ORW), the Division shall require that extended detention wetlands, bio-retention
areas and ponds followed by forested filter strips (designed according to latest version of the
NC DENR Stormwater Best Management Practices Manual) be constructed as part of the
stormwater management plan when a site-specific stormwater management plan is
required." The Reidsville Industrial Park is located in a Nutrient Sensitive Watershed.
Please redesign the orifice of Pond Number 1; DWQ has calculated a drawdown of 8.6 days
with the size specified in your plans.
Please provide forested filter strips.
Please respond within three (3) weeks of the date of this letter by sending three (3) copies this information
in writing. This letter only addresses the Stormwater Management Plan review and does not authorize
any impacts to wetlands or streams until the plans are approved. Please call Ms. Cynthia Van Der Wiele,
Ph.D. at 919-715-3473 if you have any questions regarding these issues.
Sincerely,
CBK/cvdw
cc: DWQ Mooresville Regional Office
USACE Asheville Regulatory, Field Office
File Copy
Central Files
J. Neal Tucker, Stimmel Assoc., PA, 601 N
Cyndi B. Karoly
DWQ, Wetlands / 401 Unit
Trade St., Suite 200, Winston-Salem, NC 27101
401 Wetlands Certification Unit
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] / FAX [phone] / Internet: htto://h2o.enr.state.nc.us/ncvvetlands
An Equal Opportunity/Affirmative Action Employer- 50% Recycled/10% Post Consumer Paper
NorthCarolina
Aahmaliff
Reidsville Industrial Park
Subject: Reidsville Industrial Park
From: Cynthia Van Der Wiele <[e-mail]>
Date: Mon, 16 May 2005 11:01:41 -0400
To: Sam Aghimien <[e-mail]>
Sam,
Neil Tucker called to check the status of the project. Apparently he sent more
information. Phone: [phone]
Last correspondence that I wrote was December 2004.
It is not in my pile; I only have Express Review projects here.
Cynthia
040472ReidsvillelndustrialPk(Rockingham)Storm MoreInfo.doc', Content-Type: application/msword
I Content-Encoding: base64
1 of 1 5/16/2005 2:51 PM

14, uED
ENGINEERING CONSULTING SERVICES
Geotechnical - Construction Materials - Environmental
Mr. John Dorney
North Carolina Department of Environment and Natural Resourcs
Division of Water Quality
Wetland/401 Unit
1621 Mail Service Center
Raleigh, North Carolina 27699-1621
Subject: Construction Notification Application
Reidsville Industrial Park Southern Tract - Lot 2
Reidsville, Rockingham County, North Carolina
ECS Project G-9201
Dear Mr. Dorney:
March 18, 2004
WETLANDS /401F.;fP
MAR 2 6 2004
WATERQ;" i'0saviON
Please find seven copies of the Pre-Construction Notification Application for the above referenced site.
The site is approximately 68.88 acres in area and is located on the south side of NC Highway 87 in
Reidsville (Figure 1). The site consists of Lot 2 of the Reidsville Industrial Park Southern Tract. A
portion of Lot 2 is being developed with AFG Wipes, Inc.
As shown on the Lot 2 Overall Wetland Impact Exhibit prepared by Stimmel Associates, PA, 4,365.21
square feet (0.10 acres) of isolated, non jurisdictional wetlands are present on the site. In order to
develop the site, Technology Drive South will be constructed. Technology Drive South will provide
access to the site and to Lots 2A, 2B and 2C (located to the west of the site) when they are developed. In
addition, a stormwater detention pond will be constructed that will treat runoff from impervious surfaces.
Information concernin the construction of the and is included with this application. Technology Drive
South a access road to the sto water p6nd will impact 4,365.21 square s of
iOTated, non jurisdictional wetlands. Other non-isolated wetlands and stream channels located on the
site will not be impacted by this proposed development. ------ -
We are requesting a 401 Water Quality Certification to authorize the impact to 4,365.21 square feet (0.10
acres) of isolated, non jurisdictional wetlands. Due to the minimal impact, mitigation should not be
required and none is proposed.
Please feel free to contact me at [phone] if you have any questions concerning this request or if
additional information is required. Thank you in advance for your timely consideration of this matter.
Sincerely,
XNGLUERING CONSULTING SERVICES, LTD.
C enise oulos, LSS
Principal Scientist
Attachment: Pre-Construction Notification Application
6909 International Drive, Suite 103 - Greensboro, NC 27409 - [phone] - Fax [phone]
Offices: Aberdeen, MD - Atlanta, GA - Austin, TX - Baltimore, MD - Chantilly, VA - Charlotte, NC - Chicago, IL - Cornelia, GA - Dallas, TX
Danville, VA - Frederick, MD - Fredericksburg, VA - Greensboro, NC - Greenville, SC - Norfolk, VA - Orlando, FL - Raleigh, NC
Richmond, VA - Roanoke, VA - San Antonio, TX - Williamsburg, VA - Wilmington, NC - Winchester, VA
f Dec, 17 04 01:58p SRPR2
sa
a 601 N.Trade Street
Suite 200
p W nston Salem, NC
27101-2916
Landscape Architecture
Civil Engineering P: 336.723.1067
Stimmel Associates, PA Land Planning F: 336.723.1069
3367615069 v- V-T I A" p.3
date: 121812004 job #: 03-258
project: Reidsville Industrial Park
Southern Tract - Phase 1
letter of transmittal
attn: Ms. Cynthia Van der Wiele
to: NCDENR-Division of Water Quality
2321 Crabtree Boulevard
Suite 250
Raleigh, NC 27604
sent via: f: Attached
r Under Separate Cover
U.S. Mail r By Hand
r Over Night Service F For Pick-Up
r Fax#
# of pages total =
We are sending you the following items:
r Prints r Calculations r Base Drawings
I- Reproducibles Information r Correspondence
r originals F- Specifications r Change Order/ Addendum
r Diskette/CD
r Email with Attachments
r
copies sheet dated description
3 Signed Operation and Maintenance Manual
F T
remarks, comments, & details:
If noted enclosures are not received, please notify us.
Copies to: File by: J. Neal Tucker, P.E.
DEC-17-2004 FRI 13:34 TEL:[phone] NAME:DWQ-WETLANDS P. 3
Deb: 17 04 01:57p SAPA2 3367615069 p.2
x
Page 7 of 6
Reidsville Industrial Park Southern Tract - Lot 2E - Ponds #1 & #2
Emergency Action Plan / Operation and Maintenance Schedule
November 29. 2004
RECORD KEEPING
The owner should maintain records of inspection and maintenance at all times. Any
remedial activities that are taken should also be recorded and kept on file. These
records can help ensure that no problems are arising within the dam or to pinpoint the
causes of any problems and the time frames during which they occur.
The following pages contain suggested forms for record keeping as published in the
Dam Operation Maintenance and Inspection Manual prepared by the North Carolina
Department of Natural Resources and Community Development, Division of L7//
Resources, Land Quality Section in 1985.
?
r Owner's Representative: Date: 6-0
a Notary Public of the County of
State of North Carolina, hereby certify that
Appeared personally before me this day and being duly sworn acknowledged that the above form
was executed by him.
Witness m and and notarial seal this day of 200
Notary
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My Commission expires
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Dec 17 04 01:57p SAPR2 3367615069 p.1
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601 N. Trade Street date: r f4 , G'4' job #:
sapa Suite 200
Winston Salem, rvc project: f4-M0,S0u.,9
27101-2916
Landscape Architecture
Civil Engineering P: 336.7211067
Stimmel Associates, PA Land Planning F: 336.723.1069
letter of transmittal
attn: Vt?o dnr= Vfw-w-: sent via: Attached
to: C. Under Separate Cover
r U.S. Mail I- By Hand
Oyer Night Service r7 For Pick-Up
ax ## 1? 7?3 _ G8`?3
# of pages total
We are sending you the following items:
r- Prints F Calculations Base Drawings ` Diskette/CD
r7 Reproducibles 17 Information i- Correspondence F Email with Attachments
Originals Ir Specifications ' Change Order/ Addendum r-1
copies sheet dated description
DEC-17-2004 FRI 13:33 TEL:[phone] NAME:DWQ-WETLANDS P. 1
Office Use Only: Form Version May 2002
USACE Action ID No. DWQ No.
(If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A".)
1. Processing
1. Check all of the approval(s) requested for this project:
? Section 404 Permit ? Riparian or Watershed Buffer Rules
? Section 10 Permit X Isolated Wetland Permit from DWQ
? 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) Requested: Isolated Wetland Permit
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ?
4. If payment into the North Carolina Wetlands Restoration Program (NCWRP) is proposed for
mitigation of impacts (verify availability with NCWRP prior to submittal of PCN), complete
section VIII and check here: ?
5. If your project is located in any of North Carolina's twenty coastal counties (listed on page
4), and the project is within a North Carolina Division of Coastal Management Area of
Environmental Concern (see the top of page 2 for further details), check here: ?
H. Applicant Information
1. Owner/Applicant Information
Name: Partnership for Economic and Tourism Development
Mailing Address: 371 NC 65, Suite 205
Wentworth, North Carolina 27375-0205
Attn: Ms. Lisa Perry
Telephone Number: 336-342-8138 Fax Number: 336-342-8375
E-mail Address:
2. Agent/Consultant Information (A signed and dated copy of the Agent Authorization letter
must be attached if the Agent has signatory authority for the owner/applicant.)
Name: Denise M. Poulos
WE
U
Company Affiliation: ECS, Ltd.
Mailing Address: 6909 International Drive Suite 103
Greensboro, North Carolina 27409 MAR a U
6a i hip! QM,L i Y e;iEC T1014
Telephone Number: 336-856-7150 Fax Number: 336-856-7160
E-mail Address: dpoulos(a)ecslimited.com
Page 1 of 8
M. Project Information
Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
1. Name of project: Reidsville Industrial Park-Southern Tract-Lot #2
2. T.I.P. Project Number or State Project Number (NCDOT Only):
3. Property Identification Number (Tax PIN):
4. Location
County: Rockingham Nearest Town: Reidsville
Subdivision name (include phase/lot number):
Directions to site (include road numbers, landmarks, etc.): From Greensboro: Highway 29
North to Reidsville. West on Highway 87. The site is on the south side of Highway 87.
5. Site coordinates, if available (UTM or Lat/Long):
(Note - If project is linear, such as a road or utility line, attach a sheet that separately lists the
coordinates for each crossing of a distinct waterbody.)
6. Property size (acres): Approximately 68.88 Acres
7. Nearest body of water (stream/river/sound/ocean/lake): Little Troublesome Creek
8. River Basin: Haw/Cape Fear
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at http://h2o.enr.state.nc.us/admin/mais/.)
9. Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application: A portion of the site is being prepared for development
with AFG Wipes, Inc. The surrounding properties are being developed with industrial
facilities.
Page 2 of 8
10. Describe the overall project in detail, including the type of equipment to be used: The site
consists of Lot 2. A portion of the lot is being developed with AFG Wipes, Inc. and a
detention pond. Trucks, loaders, pans, dozers, etc. will be used to construct the project.
11. Explain the purpose of the proposed work: A portion of the site is being developed with
AFG Wipes, Inc. and a stormwater detention pond. Technology Drive South will be
constructed to provide access to Lot 2 and to a stormwater management pond that will
be constructed on the site. The construction of Technology Drive South and the pond
access road will impact approximately 0.10 acres of isolated, non-jurisdictional
wetlands.
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules.
The site is located on the south side of NC Highway 87 in Reidsville. There have been no
permits requested or obtained for this project. Permits have been issued in the past to
authorize impacts to streams and wetlands on the north side of NC Highway 87. Since
these properties have historically been under separate ownership and are currently
independent of each other, it is our opinion that they are separate projects.
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
There are no future permit requests anticipated for this project at this time.
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. The applicant must also
provide justification for these impacts in Section VII below. All proposed impacts, permanent
and temporary, must be listed herein, and must be clearly identifiable on an accompanying site
plan. All wetlands and waters, and all streams (intermittent and perennial) must be shown on a
delineation map, whether or not impacts are proposed to these systems. Wetland and stream
evaluation and delineation forms should be included as appropriate. Photographs may be
included at the applicant's discretion. If this proposed impact is strictly for wetland or stream
mitigation, list and describe the impact in Section VIII below. If additional space is needed for
listing or description, please attach a separate sheet.
Page 3 of 8
1. Provide a written description of the proposed impacts: 4,365.21 ft2 (0.10 acres)
of isolated, non-Jurisdictional wetlands will be impacted by the construction of Technology
Drive South and the access road to a stormwater management plan to be constructed on
the site.
2. Individually list wetland impacts below:
Wetland Impact
Site Number
(indicate on ma)
Type of Impact* Area of
Impact
(acres) Located within
100-year Floodplain**
(yes/no) Distance to
Nearest Stream
(linear feet)
Type of Wetland***
#1 Fill 0.10 No 3001f Isolated/Forested

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: mechanized clearing, grading, fill,
excavation, flooding, ditching/drainage, etc. For dams, separately list impacts due to both structure and flooding.
** 100-Year floodplains are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps
(FIRM), or FEMA-approved local floodplain maps. Maps are available through the FEMA Map Service Center at 1-800-358-9616, or
online at http://Nvww.fem&aov.
*** List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond,
Carolina Bay, bog, etc.) Indicate if wetland is isolated (determination of isolation to be made by USACE only).
List the total acreage (estimated) of all existing wetlands on the property: 18,447 ft2
Total area of wetland impact proposed: 4,365.21 ft2 (0.10 acres) of isolated wetland
3. Individually list all intermittent and perennial stream impacts below: There are no impacts
to streams associated with this project.
Stream Impact
Site Number
(indicate on ma)
Type of Impact* Length of
Impact
(linear feet)
Stream Name** Average Width
of Stream
Before Im act Perennial or
Intermittent?
especify)

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: culverts and associated rip-rap,
dams (separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net loss/gain),
stabilization activities (cement wall, rip-rap, crib wall, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is
proposed, plans and profiles showing the linear footprint for both the original and relocated streams must be included.
** Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed tributary) to the nearest
downstream named stream into which it flows. USGS maps are available through the USGS at 1-800-358-9616, or online at
www.uses.2ov. Several internet sites also allow direct download and printing of USGS maps (e.g., www.topozone.com
www.mapquest.com etc.).
Page 4 of 8
Cumulative impacts (linear distance in feet) to all streams on site: NA
4. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.) below: There are no open water impacts
associated with this project.
Open Water Impact
Site Number
(indicate on ma)
Type of Impact* Area of
Impact
(acres) Name of Waterbody
(if applicable) Type of Waterbody
(lake, pond, estuary, sound,
bay, ocean, etc.

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: fill, excavation, dredging,
flooding, drainage, bulkheads, etc.
5. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): X uplands ? stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.): Details of the pond construction are given in the
Dam Design Report prepared by Stimmel Associates, PA.
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.): Stormwater requirement.
Size of watershed draining to pond: 68.88 acre Expected pond surface area: 36,728 ft2
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
The facility, road and pond access were Dlaced based on topographic constraints and space
requirements. The chosen layout avoids impacts to non-isolated, jurisdictional wetlands
and stream channels.
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
Page 5 of 8
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on March 9, 2000, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCWRP concurrence shall be placed on hold as
incomplete. An applicant may also choose to review the current guidelines for stream restoration
in DWQ's Draft Technical Guide for Stream Work in North Carolina, available at
http://h2o.enr.state.nc.us/ncwetlands/strmgide.html.
1. Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
Due to the minimal impact (0.10 acres of isolated, non-jurisdictional wetlands),
mitigation should not be required and none is proposed.
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP). Please note it is the applicant's responsibility to contact the NCWRP at
[phone] to determine availability and to request written approval of mitigation prior
to submittal of a PCN. For additional information regarding the application process for the
NCWRP, check the NCWRP website at http://h2o.enr.state.nc.us/wrp/index.htm. If use of
the NCWRP is proposed, please check the appropriate box on page three and provide the
following information:
Amount of stream mitigation requested (linear feet):
Amount of buffer mitigation requested (square feet):
Amount of Riparian wetland mitigation requested (acres):
Amount of Non-riparian wetland mitigation requested (acres):
Amount of Coastal wetland mitigation requested (acres):
Page 6 of 8
IX. Environmental Documentation (required by DWQ)
Does the project involve an expenditure of public (federal/state) funds or the use of public
(federal/state) land?
Yes X No ?
If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No X
If yes, has the document review been finalized by the State Clearinghouse? If so, please attach a
copy of the NEPA or SEPA final approval letter.
Yes ? No ?
X. Proposed Impacts on Riparian and Watershed Buffers (required by DWQ)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Meuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 2B .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify V
Yes ? No X If you answered "yes", provide the following information:
Identify the square feet and acreage of impact to each zone of the riparian buffers. If buffer
mitigation is required calculate the required amount of mitigation by applying the buffer
multipliers.
Zone* Impact
(square feet) Multiplier Required
Mitigation
1 3
2 1.5
Total
" Zone 1 extends out 30 feet perpendicular from near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
Page 7 of 8
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation
of Property, Conservation Easement, Riparian Buffer Restoration / Enhancement, Preservation or
Payment into the Riparian Buffer Restoration Fund). Please attach all appropriate information as
identified within 15A NCAC 2B .0242 or.0260.
XI. Stormwater (required by DWQ)
Describe impervious acreage (both existing and proposed) versus total acreage on the site.
Discuss stormwater controls proposed in order to protect surface waters and wetlands
downstream from the property.
When developed, the site will contain approximately 69.99% impervious surfaces. A storm-
water detention pond will be constructed to treat runoff from impervious surfaces.
XII. Sewage Disposal (required by DWQ)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
Sewage disposal will be through the municipal sanitary sewer system.
XIII. Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H .0500) or any Buffer Rules?
Yes ? No X
Is this an after-the-fact permit application?
Yes ? No X
XIV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).
3/ fr/0
Applicant/Agent's Signature / Date (
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
Page 8 of 8
EMERGENCY ACTION PLAN
OPERATION AND MAINTENANCE
SCHEDULE
REIDSVILLE INDUSTRIAL PARK
SOUTHERN TRACT - Lot 2E
Ponds #1 & #2
Reidsville, NC
Rockingham County
Owner:
City of Reidsville
-? 230 West Morehead Street
Reidsville, NC 27320
SEAL
14 85 %
????lotl l lilt°°'<<???
Prepared By:
601 N. Trade Street Suite 00
inston Salem, NC
sapa W
27101-2916
Landscape Architecture
Civil Engineering P: 336.723.1067
Stimmel Associates, PA Land Planning F: 336.723.1069
Project # 03-258
November 29, 2004
0 TABLE OF CONTENTS
Emergency Action Plan
General
Dam Emergency Indicators
Notification Flowchart
Downstream Hazard
Operation and Maintenance Schedule
General
Operation
Maintenance
Record Keeping
ATTACHMENTS
Embankment, Dike and Levee Inspection Checklist
Spillways, Drains and Outlets Inspection Checklist
Miscellaneous Areas Inspection Checklist
Page
1
1
2
3
Page
4
4
5
7
0
Page 1 of 6
Reidsville Industrial Park Southern Tract - Lot 2E - Ponds #1 & #2
Emergency Action Plan / Operation and Maintenance Schedule
November 29, 2004
EMERGENCY ACTION PLAN
GENERAL
The purpose of this Emergency Action Plan (EAP) is to provide guidelines for the
protection of life and property downstream Reidsville Industrial Park Southern Tract -
Lot 2E - Ponds #1 & #2 in the event of a potential failure of the dams. The ponds are
located on an unnamed tributary of Little Troublesome Creek in Rockingham County,
North Carolina.
In the event that one of the following "Dam Emergency Indicators" is observed (or for
any reason it is felt the dams are in danger of failure), the owner or authorized
representative shall contact the entities listed in the "Notification Flowchart" on page two
of this EAP.
DAM EMERGENCY INDICATORS
The following conditions indicate an existing or potential emergency situation. If any of
the following emergency indicators are observed, you should initiate contact with the
following agencies and/;or people listed in the Notification Flowchart on page two of this
. EAP. Emergency Indicators include but are not limited to the following:
• Muddy water flowing from the downstream slope, toe or abutment areas.
• Cracks or depressions forming on the dam slopes or crest.
• Movement or sliding of soil on the surface of the dam or extensive erosion on
either slope of the dam embankment.
• Water flowing over the top of the dam, or rapidly approaching overflow of the
dam crest.
• Significant increases in seepage from any location on or adjacent to the dam in a
short period of time.
• Concentrated seepage or flow emerging from or near the dam embankment.
• Boils in the area downstream of the dam or on the downstream face of the dam.
• Depressions or sinkholes on the face of the dam or the dam crest.
If in doubt regarding the seriousness of the problem or if the situation threatens the
integrity of the dam, notify Mr. Matthew E. Gantt,' P.E., Land Quality Section (LQS)
Regional Engineer at telephone number [phone] or Mr. Max Fowler, P.E., State
Dam Safety Engineer at telephone number [phone].
0
Page 2 of 6
Reidsville Industrial Park Southern Tract - Lot 2E - Ponds #1 & #2
Emergency Action Plan / Operation and Maintenance Schedule
November 29, 2004
NOTIFICATION FLOWCHART
If one of the previous Emergency Indicators has been observed, the owner or
authorized representative shall contact the following:
1. Mr. Matthew E. Gantt, P.E.
Winston-Salem Regional Engineer
Land Quality Section
NC Department of Environment and Natural Resources
[phone]
2. Mr. J. Neal Tucker, P.E.
Stimmel Associates, P.A.
601 North Trade Street, Suite 200
Winston-Salem, North Carolina 27101
[phone] Telephone
[phone] Facsimile
The State Warning Point and Local Emergency Management will be contacted at the
discretion of Land Quality personnel and/or Stimmel Associates, P.A.
If dam failure is occurring or is in imminent danger of failure, the owner or authorized
representative shall contact the following:
1. Rockingham County Emergency Management
[phone]
2. State Warning Point
1-800-858-0368
3. Mr. Matthew E. Gantt, P.E.
Winston-Salem Regional Engineer
Land Quality Section
[phone]
Upon receiving notification of an emergency situation, the State Warning Point shall
contact:
1. Mr. Max Fowler, P.E.
State Dam Safety Program
The above-listed personnel may be contacted during normal
business hours at telephone number [phone].
2. Rockingham County Emergency Management
[phone]
? If after normal business hours, the State Warning Point will contact the
• appropriate Land Quality Section personnel.
0
•
Page 3 of 6
Reidsville Industrial Park Southern Tract - Lot 2E - Ponds #1 & #2
Emergency Action Plan / Operation and Maintenance Schedule
November 29, 2004
Upon receiving notification of an emergency situation or potential emergency situation,
the Land Quality Section's Winston-Salem Regional Office will contact the Central Office
in Raleigh. If deemed necessary, the State Warning Point and Rockingham County
Emergency Management will also be contacted. This notification process is intentionally
redundant to ensure that all parties are notified in the event of an emergency situation
regarding the dam at any time.
DOWNSTREAM HAZARDS
Currently there are no downstream hazards. If any structures were to be constructed
downstream of and below the top elevations of the dam, these structures would require
evacuation in the event of a dam emergency situation that threatens the integrity of the
dam. However, no structures are presently located in these areas. This Emergency
Action Plan may require updating if development occurs downstream of these dams.
C:
Page 4 of 6
Reidsville Industrial Park Southern Tract - Lot 2E - Ponds #1 & #2
Emergency Action Plan / Operation and Maintenance Schedule
• November 29, 2004
OPERATION AND MAINTENANCE SCHEDULE
Owner: City of Reidsville
Contact Person: Mr. Michael Pearce, Director of Community Development
Mailing Address: 230 W. Morehead Street, Reidsville, NC 27320
Phone: [phone]
Responsible Party for all Maintenance Items: City of Reidsville
GENERAL
The Reidsville Industrial Park Southern Tract - Lot 2E - Ponds #1 & #2 dams are
earthfill structures. The dams fall within the small size classification based on height and
impoundment capacity. On both ponds, the principal spillways are circular, aluminized
steel riser structures with aluminized steel outlet barrels. The risers are fitted with trash
racks and anti-vortex devices. The risers also have reservoir drain valves to facilitate
draining the ponds if necessary. Below is summary data relating to each pond:
Pond #1
Dam Height 10.74 Feet
Impoundment Capacity 7.6 Acre-Feet
Hazard Classification LOW
Size Classification SMALL
Spillway Riser 24" C.A.S.P.
Spillway Barrel 15" C.A.S.P.
Emergency Spillway 10 Feet
C.A.S.P. = Corrugated Aluminized Steel Pipe
OPERATION
Pond #2
10.20 Feet
4.09 Acre-Feet
LOW
SMALL
24" C.A.S.P.
15" C.A.S.P.
10 Feet
1. Reservoir Level The reservoir level should remain at or near the water
quality drawdown orifice on the spillway riser. Lowering
the reservoir level can be accomplished by opening the
reservoir drain valve located on the upstream side of the
spillway riser. Lowering of the reservoir level should be
limited to approximately one foot vertically per day.
2. Riser Trash Guard The trash guard is a circular, skirt style with a grate on top
and should be relatively self-cleaning. It will be necessary
to check the trash guard monthly and after each rainfall
event that produces significant runoff, and clean it as
needed to remove accumulated debris.
E
Page 5 of 6
Reidsville Industrial Park Southern Tract - Lot 2E - Ponds #1 & #2
Emergency Action Plan / Operation and Maintenance Schedule
• November 29, 2004
3. Vandalism The ponds are a part of the Reidsville Industrial Park.
They are not located in high traffic areas, and could
therefore be subject to vandalism of some of the
appurtenant works. Any vandalism that should occur shall
be repaired as soon as possible. An engineer experienced
in dam engineering and construction should be contacted
regarding any repairs. The North Carolina Department of
Environment and Natural Resources - Land Quality
Section - Dam Safety Program [phone] shall be
contacted regarding any significant repairs.
4. Winterizing Bare areas on the dams should be seeded with rye grain
to assure established vegetation through the winter. Any
erosion rills or gullies that form should be repaired and
these areas seeded with rye grain. Permanent seeding
should be conducted in these areas as soon as possible in
the appropriate season.
5. Mechanical Equipment The reservoir drain valves shall be operated at least twice
annually through the full operating range to confirm
satisfactory operation.
6. Riprap at Barrel Outlet The riprap at the spillway barrel outlets shall be inspected
• monthly and after each rainfall event that produces
significant runoff. Any riprap that is missing or displaced
shall be repaired or replaced as soon as possible.
MAINTENANCE
ROUTINE MAINTENANCE - Routine maintenance shall include minor upkeep such as
mowing, debris removal, minor slope repair, periodic inspections, inspection of the
valves and gates, tree and brush removal, and annual inspections. These maintenance
items may be performed by the owner without the review of a Professional Engineer.
NON-ROUTINE MAINTENANCE - Non-routine maintenance shall include such items as
sediment clean-out, channel stabilization, problems regarding the principal spillway
conduits, emergency spillways, dam failure, and seepage. These items require a
Registered Professional Engineer to prepare a plan and/or details and to certify
completion of the maintenance. All revisions and repairs to permanent runoff control
structures other than the dam and its appurtenances shall be done in accordance with
CITY OF REIDSVILLE guidelines and specifications, NCDENR BMP's Manual and good
engineering judgement. The dams of ponds #1 and #2 are not under the jurisdiction of
the NCDENR Dam Safety Section, however modifications and/or repairs to the dams
and/or their appurtenances that become necessary shall be done in strict accordance
with the North Carolina Dam Safety Law of 1967 only after the proposed work has been
approved through the State Dam Safety Office.

Page 6 of 6
Reidsville Industrial Park Southern Tract - Lot 2E - Ponds #1 & #2
Emergency Action Plan / Operation and Maintenance Schedule
• November 29, 2004
1. Monthly, or after every rainfall:
A. Mowing of side slopes will be accomplished according to the season. Maximum
grass height will be 9". (Routine)
B. Remove debris from the trash rack. (Routine)
C. Check and clear the drawdown orifice of any obstructions. (Routine)
D. Check the pond side slopes; remove trash; repair eroded areas before the next
rainfall. (Routine)
2. Every 6 months, or after major storm event (more than 2 inches of rainfall):
A. Inspect the collection system (i.e., catch basins, piping, grassed swales) for
proper functioning. Clear accumulated trash from basin grates and basin
bottoms, and check piping for obstructions. (Routine)
B. Pond inlet pipes will be checked for scour, rip-rap will be replaced, and broken
pipes will be repaired. (Non-routine)
C. Check the operation of the drain valve. All valves should be operated from the
fully closed to the fully open position. (Routine)
D. Remove trees and brush from embankment surfaces and vegetated spillways.
(Routine)
3. Yearly:
A. Remove accumulated sediment from the bottom of the outlet structure. Check
• rip-rap and replace if necessary. (Non-routine)
B. Check pond depth at various points in the pond. If the average depth of the
sediment is below the normal pool elevation shown below then the sediment will
be removed to at least the original design depth. (Non-routine).
Sediment Depth Below Top of Sediment
Pond Normal Pool Elevation
#1 3.0 Feet 762.75
#2 3.0 Feet 750.75
C. Check riser and barrel for improper alignment, elongation and displacement of
joints, cracks, leaks, loss of protective coating, corrosion and blockage; repair as
required. Any repairs to the riser or barrel may require a permit from the Dam
Safety Section. (Non-routine)
D. Check the emergency spillway and repair as necessary. (Non-routine)
Note that the spillway barrel and riser are confined spaces and a confined space
entry permit is required for entry. No person should enter the spillway riser and l
or barrel without proper safety precautions and equipment in place.
Miscellaneous Items
Excessive plant growth, algae blooms, odors, discoloration, perceived animal
pests, etc. should be addressed on an as needed basis. Solutions to these types of
• problems should be non-chemical and deemed safe for drinking water supply reservoir
application.
•
Page 7 of 6
Reidsville Industrial Park Southern Tract - Lot 2E - Ponds #1 & #2
Emergency Action Plan / Operation and Maintenance Schedule
November 29, 2004
RECORD KEEPING
The owner should maintain records of inspection and maintenance at all times. Any
remedial activities that are taken should also be recorded and kept on file. These
records can help ensure that no problems are arising within the dam or to pinpoint the
causes of any problems and the time frames during which they occur.
The following pages contain suggested forms for record keeping as published in the
Dam Operation Maintenance and Inspection Manual prepared by the North Carolina
Department of Natural Resources and Community Development, Division of Land
Resources, Land Quality Section in 1985.
T j
Owner's Representative: Date: 12 6, b?
a Notary Public of the County of
of North Carolina, hereby certify that
•
Appeared personally before me this day and being duly sworn acknowledged that the above form
was executed by him.
J'a
Witness m hand and notarial seal this
day of , 200
Notary
My Commission expires. 692,2 /O},
``°°1eee10teiippaOf?
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•
•
9
DAM INSPECTION CHECKLIST Date
Time
NAME OF DAM
COUNTY CLASS
WEATHER & SITE CONDITIONS
INSPECTORS
OTHERS
Y
C

III V
EMBANKMENT* DIKE • LEVEE ACTION

W

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CHECK/CIRCLE 0

a
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~
W -
= N OBSERVATIONS
CONDITION NOTED z
0 w
'

UQ ¢ z
vegetation/riprap

a beaching/slides/cracks
N 0 undermining/erosion
MN
ruts/erosion
~

N cracks/settlement
W
? poor alignment
U
vegetation/erosion
rodent burrows
a slou
hs/slides/
r
k
g
c
ac
s
Cn 0 seepage/wetness
? N
co vegetation/riprap
z erosion
O
seepage/wetness
. O

N vegetation/erosion
= Z sloughs/slides/cracks

FE W seepage/ wetness
Q
cracks/slumps
embankment drains
W
O seepage/wetness
H
GENERAL COMMENTS, SKETCHES & FIELD MEASUREMENTS
GENERAL INSTRUCTIONS
1. HEADING
Class refers to hazard classification as defined in North Carolina Administrative Code Title 15 Subchapter2K Rule
.0105 (low hazard, intermediate hazard, or high hazard).
Inspectors and Others should include names and affiliations.
Weather and Site Conditions should include weather conditions and the condition of the ground surface (wet,
snow-covered, muddy, dry, etc.) at the time of the inspection.
2. CHECKLIST
Check the appropriate box along the left-hand side as that AREA is inspected. Check the appropriate box if that
CONDITION/ITEM is noted and/or inspected. The specific item should be circled. Further description should be
provided under OBSERVATIONS. Check the appropriate box for the required ACTION. Obvious problems will
require repair. Monitoring will be recommended if there is potential fora problem to occur in the future. Investigation
is necessary if the reason the problem is occurring is not obvious. More than one box can be checked.
3. OBSERVATIONS
A brief description of any noted irregularities, needed maintenance or problems for each CONDITION/ITEM
checked orcircled should be made. Use blank row for any ITEMS not listed. Abbreviations and short descriptions are
recommended. Examples: VEGETATION - Dense brush and trees. SEEPAGE/WETNESS -10 foot diameter area, at
toe near left abut., cattails, no flowing water. EROSION -3 feet deep gullies at both d/s groins. If more room is needed
for a description, the bottom of the page may be used.
4. GENERAL COMMENTS, SKETCHES, AND FIELD MEASUREMENTS
Explanatory sketches, measurements of cracks, slides and settlement, and additional explanation of observations
should be placed in this section.
Definitions
U/S - Upstream
D/S - Downstream
Gallery - Inspection/Access hall inside of concrete dam
Groin - Intersection of embankment face with the valley abutment
C7
•
•

DAM INSPECTION CHECKLIST Date
Time
NAME OF DAM
INSPECTORS
p ACTION
Wv SPILLWAYS • DRAINS • OUTLETS W
Q
Ya °
V Z CHECK/CIRCLE
OBSERVATIONS Q z w
= N CONDITION NOTED 0 'z
10-
Pri nci al Spillway Type:
trash rack/debris
W gates/flashboards
W
J (n cracks/deterioration
LE Z cc
improper alignment
3 cracks/deterioration
JO Q joint deterioration
LL 3

W type
J cracks/deterioration
seepage/piping
Z o undercutting
.J ? erosion
J
Q debris
0 co
Emer gency Spillway Type:
vegetation/cover
Q erosion
J W? obstructions
Q Q
Lake Drains/Other Outlets Type:
gates/valves
joints/flow surface
N W inlet tower
Z J outlet area
operability
p0
Z flow amounts
OW flow clear/muddy
H p
GENERAL COMMENTS, SKETCHES & FIELD MEASUREMENTS
GENERAL INSTRUCTIONS
1. HEADING
Class refers to hazard classification as defined in North Carolina Administrative Code Title 15 Subchapter 2K Rule S
.0105 (low hazard, intermediate hazard, or high hazard).
Inspectors and Others should include names and affiliations.
Weather and Site Conditions should include weather conditions and the condition of the ground surface (wet,
snow-covered, muddy, dry, etc.) at the time of the inspection.
2. CHECKLIST
Check the appropriate box along the left-hand side as that AREA is inspected. Check the appropriate box if that
CONDITION/ITEM is noted and/or inspected. The specific item should be circled. Further description should be
provided under OBSERVATIONS. Check the appropriate box for the required ACTION. Obvious problems will
require repair. Monitoring will be recommended if there is potential for a problem to occur in the future. Investigation
is necessary if the reason the problem is occurring is not obvious. More than one box can be checked.
3. OBSERVATIONS
A brief description of any noted irregularities, needed maintenance or problems for each CONDITION/ITEM
checked or circled should be made. Use blank row for any ITEMS not listed. Abbreviations and short descriptions are
recommended. Examples: VEGETATION - Dense brush and trees. SEEPAGE/WETNESS -10 foot diameter area, at
toe near left abut., cattails, no flowing water. EROSION - 3 feet deep gullies at both d/s groins. If more room is needed
for a description, the bottom of the page may be used.
4. GENERAL COMMENTS, SKETCHES, AND FIELD MEASUREMENTS
Explanatory sketches, measurements of cracks, slides and settlement, and additional explanation of observations
should be placed in this section.
Definitions
U/S - Upstream
D/S - Downstream
Gallery - Inspection/Access hall inside of concrete dam
Groin - Intersection of embankment face with the valley abutment
•
U
L'
0
DAM INSPECTION CHECKLIST Date
Time
NAME OF DAM
INSPECTORS

C ACTIO N
W 1141
MISCELLANEOUS AREAS

C W
Q
Q Wa
CC
0
V NZ CHECK/CIRCLE

BSERVATIONS a

a
z
co
=N CONDITION NOTED ¢ 2 z
O-
-j a piezometers
' Z
weirs
Z
00 monuments
? F
N rainfall
LU pool level
Q stream
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erosion/ground cover
W
a z development
Z i
i
Q W r cross
ngs
reservo
J = sedimentation
OO = water quality
G. N
slopes
W p land use
Q W other impoundments

stream channel
Q
W channel crossings
Q flood plain
co development
O
notification list
evacuation plan
W Z materials/equipment
2 J access road to dam
W CL
GENERAL COMMENTS, SKETCHES & FIELD MEASUREMENTS
GENERAL INSTRUCTIONS
1. HEADING
Class refers to hazard classification as defined in North Carolina Administrative Code Title 15 Subchapter2K Rule,
.0105 (low hazard, intermediate hazard, or high hazard).
Inspectors and Others should include names and affiliations.
Weather and Site Conditions should include weather conditions and the condition of the ground surface (wet,
snow-covered, muddy, dry, etc.) at the time of the inspection.
2. CHECKLIST
Check the appropriate box along the left-hand side as that AREA is inspected. Check the appropriate box if that
CONDITION/ITEM is noted and/or inspected. The specific item should be circled. Further description should be
provided under OBSERVATIONS. Check the appropriate box for the required ACTION. Obvious problems will
require repair. Monitoring will be recommended if there is potential for a problem to occur in the future. Investigation
is necessary if the reason the problem is occurring is not obvious. More than one box can be checked.
3. OBSERVATIONS
A brief description of any noted irregularities, needed maintenance or problems for each CONDITION/ITEM
checked orcircled should be made. Use blank row for any ITEMS not listed. Abbreviations and short descriptions are
recommended. Examples: VEGETATION - Dense brush and trees. SEEPAGE/WETNESS -10 foot diameter area, at
toe near left abut., cattails, no flowing water. EROSION -3 feet deep gullies at both d/s groins. If more room is needed
for a description, the bottom of the page may be used.
4. GENERAL COMMENTS, SKETCHES, AND FIELD MEASUREMENTS
Explanatory sketches, measurements of cracks, slides and settlement, and additional explanation of observations`
should be placed in this section.
Definitions
U/S - Upstream
D/S - Downstream
Gallery - Inspection/Access hall inside of concrete dam
Groin - Intersection of embankment face with the valley abutment

Q12@110wmp
POND DESIGN REPORT DEC o e 2004
DEW - WATER QUAUTY
YYEiLA 0AW ST+ORIVMI M 8%%U
REIDSVILLE INDUSTRIAL PARK
SOUTHERN TRACT - Lot 2E
Ponds #1 & #2
Reidsville, NC
Rockingham County
Owner:
CITY OF REIDSVILLE
230 WEST MOREHEAD STREET
REIDSVILLE, NC 27320
•
•
Stimmei Associates, PA
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IMIA
Prepared By:
sapa
Landscape Architecture
Civil Engineering
Land Planning
601 N. Trade Street
Suite 200
Winston Salem, NC
27101-2916
P: 336.723.1067
F: 336.723.1069
Project # 03-258
November 29, 2004
r
1?1
TABLE OF CONTENTS
PROJECT NARRATIVE
SITE LOCATION MAP
SOILS SURVEY MAP
DRAINAGE AREA MAP
POND #1 CALCULATIONS
Pre-Development Curve Numbers
Post-Development Curve Numbers
Water Quality Calculations
DWQ - 410 Wet Detention Basin Worksheet
Pond Report - Stage - Storage - Discharge Table
10 Yr. - Pre-Development Hydrograph
10 Yr. - Post-Development Hydrograph
10 Yr. - Post-Development Hydrograph Routing
100 Yr. - Pre-Development Hydrograph
100 Yr. - Post-Development Hydrograph
100 Yr. - Post-Development Hydrograph Routing
POND #1 CALCULATIONS
Pre-Development Curve Numbers
Post-Development Curve Numbers
Water Quality Calculations
DWQ - 410 Wet Detention Basin Worksheet
Pond Report - Stage - Storage - Discharge Table
10 Yr. - Pre-Development Hydrograph
10 Yr. - Post-Development Hydrograph
10 Yr. - Post-Development Hydrograph Routing
100 Yr. - Pre-Development Hydrograph
100 Yr. - Post-Development Hydrograph
100 Yr. - Post-Development Hydrograph Routing
0
DAM DESIGN NARRATIVE
REIDSVILLE INDUSTRIAL PARK
SOUTHERN TRACT -PONDS #1 & #2
INTRODUCTION
The project is located on NC Hwy 87, near the intersection of NC Hwy 87 and Business US Hwy
29 in Reidsville, NC. The site is located on the USGS Quad Map "Reidsville, NC". The ponds will
be constructed to comply with local pre-post detention and state water quality stormwater
management requirements. The ponds are sized to treat runoff from the AFG Wipes site and
from South Technology drive. The ponds are designed for development of the drainage areas to
a maximum 70% impervious area. Storm drainage systems from the AFG Wipes site and the
street drainage system, will serve as collectors and direct all stormwater runoff from impervious
surfaces to the stormwater management ponds discussed below.
METHODOLOGY
Existing and proposed hydrologic computations were performed using methodology found in the
Soil Conservation Service's Technical Release No. 55' (TR-55) and the Soil Conservation
Service's National Engineering Handbook, Section 4-Hydrology 2 (NEH-4).
Time of concentration (Tc) for the predeveloped condition was calculated using the TR-55
method. The TR-55 method characterizes runoff flow as sheet, shallow concentrated, or channel
flow. Stormwater runoff begins in the upper reaches of the drainage basin as sheet flow. Sheet
flow is considered to continue for no more than 300 feet. At 300 feet, runoff transitions to shallow
concentrated flow and continues as this mode until it is channelized in a natural channel or other
conveyance system. Flow times are calculated along the longest flow path from the uppermost
point in the drainage basin to the basin outlet or the point of design. Flow times are calculated for
each mode of flow and added together to determine Tc.
Time of concentration (Tc) for the post-developed condition is the inlet time for the most remote
drainage inlet plus the storm drainage pipe travel time to the design point. The inlet time for the
most remote drainage inlet is assumed to be 10 minutes. The travel distance from the most
remote drainage inlet to the design point equals 1,500 linear feet and the average velocity for the
storm drainage system is assumed to be of 5 ft/sec; therefore the post-developed Tc equals 15-
mins.
Runoff curve numbers (CN) were taken from TR-55 as well. The USDA Soil Conservation
Service's Soil Survey of Rockingham County, North Carolina 3 (Soil Survey) was used to
determine the existing soil group classifications. Soils present on this site are of hydrologic soils
group classification "C".
The composite post-developed curve numbers were calculated based on an impervious
percentage of 70% for the AFG Wipes site and the impervious area within South Technology
Drive. A soils map of the site and composite curve number calculations with references are
included in this report.
The SCS Unit Hydrograph Method and the SCS 6-hour rainfall distribution was used in
calculating the inflow hydrographs. Hydrographs were calculated based on the using a shape
factor of 484. The SCS Unit Hydrograph Method is outlined in NEH-4. Rainfall data used in the
hydrologic analysis for the project was taken from Technical Paper No. 40 - Rainfall Frequency
Atlas of the Unites States a (TP-40), published by the U.S. Department of Commerce.
E
DESIGN PARAMETERS
The design parameters of the ponds comply with NCDENR - Dam Safety Program requirements
for spillway design storm, City of Reidsville stormwater detention requirements, and NCDENR -
Division of Water Quality's 401 Water Quality Certification requirements.
DAM SAFETY: The spillway design storms, required and actual, are as follows:
Dam Hazard Required Spillway Actual Spillway
Classification/Size Design Storm Design Storm
Ponds #1 & #2 Low/Small 50-Year 100-Year
PEAK REDUCTION: The City of Reidsville Stormwater Management Rules requires reduction of
the 10-year post-developed discharge flow rate to the 10-year pre-developed discharge flow rate.
WATER QUALITY CONTROL: The stormwater management pond will be designed to remove
85%a of the total suspended solids (TSS) in accordance with the NCDENR - Stormwater Best
Management Practices Manual 5 (State Manual).
POND DESIGN
Ponds #1 & #2 are existing sediment basins constructed as part of the AFG Wipes sedimentation
and erosion control measures. Both ponds will be widened and lengthened, and the existing
outlet structures will be removed and replaced with structures designed to provide the necessary
water quality temporary storage and drawdown.
Riser/ barrel structures will serve as the primary spillway for both ponds. The top of the risers
are set at an elevation that controls the 10-year discharge rate to comply with the peak storm
reduction requirement. The risers will be fabricated from corrugated aluminum alloy pipe. The
risers will be provided with a skirt-type trash rack fabricated from corrugated aluminum alloy pipe
and aluminum bar stock. The trash rack incorporates an anti-vortex plate into the devices. The
riser design includes a pipe stub at the bottom with a shear gate so that the pond can be drained
if necessary. The outlet barrels will be fabricated from corrugated aluminum alloy pipe with
banded connectors and neoprene rubber gaskets. Anti-seep collars will be provided on the outlet
barrels.
The risers will have an orifice cut into the wall at the permanent pool level. This orifice serves as
the drawdown device for the temporary water quality pool, releasing the runoff from the first 1-
inch of rainfall over a 2 to 5 day period. The purpose of this drawdown device is to satisfy the
water quality requirements set forth in the State BMP Manual. The orifice will be protected by
extending the trash rack skirt to 6 inches below the permanent pool level to guard against the
orifice being plugged with trash and debris.
The risers and outlet barrels are sized to satisfy the peak reduction requirements set forth in the
City of Reidsville Stormwater Management rules. The riser was analyzed as both weir and orifice
flow to determine which governs. The barrel was analyzed as both inlet and outlet control to
determine which governs. The riser and barrel flow are then compared to determine which
component of the structure controls the total outflow.
Storm hydrograph routing through the ponds was performed using the Storage Indication Method
as outlined in NEH4. A brief summary of the. routing results is outlined below. Detailed routing
calculations are included in the report. In the Reservoir Report for each pond, under Culvert /
Orifice Structures - [A] is the barrel; [B] is the drawdown orifice set at permanent pool; under
Weir Structures - [A] is the top of the riser, [B] is the emergency spillway.
?i
An emergency spillway is provided as shown on the drawings. The emergency spillways are set
just above the 50-year storm event peak stage. At least 1-foot of freeboard is provided during
the 100-year storm event.
SUMMARY OF DESIGN CALCULATIONS
Routing Results
POND #1
Design
Storm Predeveloped
Runoff Rate Post-developed
Runoff Rate Routed Discharge Peak Elevation
10-Year 15.51 cfs 40.91 cfs 9.49 cfs 768.19 ft
25-Year 21.64 cfs 50.10 cfs 10.01 cfs 768.75 ft
50-Year 27.14 cfs 57.77 cfs 10.39 cfs 769.26 ft
100-Year 33.64 cfs 66.19 cfs 10.97 cfs 769.85 ft.
POND #2
Design
Storm Predeveloped
Runoff Rate Post-developed
Runoff Rate Routed Discharge Peak Elevation
10-Year 12.91 cfs 29.58 cfs 9.24 cfs 756.58 ft
25-Year 17.85 cfs 35.99 cfs 10.31 cfs 757.05 ft
50-Year 22.20 cfs 41.32 cfs 10.67 cfs 757.52 ft
100-Year 27.15 cfs 47.17 cfs 13.21 cfs 757.99 ft
•
Detailed design computations for the system follow this narrative.
REFERENCES
1. Technical Release No. 55, USDA Soil Conservation Service, December 1993
2. National Engineering Handbook Section 4-Hydrology, USDA Soil Conservation Service,
1972
3. Soil Survey of Rockingham County, North Carolina, USDA Soil Conservation Service,
December 1992
4. Technical Paper No. 40 - Rainfall Frequency Atlas of the Unites States for Durations
from 30 Minutes to 24 Hours and Return Periods from 1 To 100 Years, U.S. Department
of Commerce, May 1961
5. Stormwater Best Management Practices, NCDENR, Division of Water Quality, April, 1999
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Project : Reidsville Industrial Park - Southern Tract - Pond #1 on Lot 2E Sheet : 1
Project No.: 03-258 Date : 11/29/04
Designed by: TEG
Checked by: JNT
PREDEVELOPM ENT SGS RU NOFF CURV E NUM BERS

BASIN
LAND USE SOIL
NAME HYDRO.
GROUP AREA
(AC.) AREA
(%) CURVE N
(CN) ON x
AREA
lOnsite Woods - Fair Condition VaB C 20.17 100.00% 73 1472

TOTALS 20.17 100.00% 1472.41
WEIGHTED CN = 73 1
C7
0
•
Project : Reidsville Industrial Park - Southern Tract - Pond #1 on Lot 2E Sheet : 1
Project No.: 03-258 Date : 11/29104
Designed by: TEG
Checked by: JNT
POST-DEVELOPM ENT SGS R UNOFF CUR VE NU MBERS

BASIN
LAND USE SOIL
NAME HYDRO.
GROUP AREA
(AC.) AREA
(%) CURVE N
(CN) CN x
AREA
Onsite
l Technology Drive Pervious VaB C 0.74 3.67% 74 55.
Onsite Technology Drive Impervious VaB C 1.25 6.20% 98 123
Onsite Lot Pervious VaB C 4.99 24.75% 74 369
Onsite Lot Impervious VaB C 11.66 57.84% 98 1143
Onsite Area over Pond VaB C 0.94 4.66% 98 92
Onsite Lot 2A Pervious VaB C 0.58 2.88% 74 43

TOTALS 20.16 100.00% 1824.24
WEIGHTED CN - 90
0
•
0
Project: Reidsville Industrial Park - Southern Tract - Pond #1 2E
Project No.: 03-258
Designed By: TEG
Checked By: JNT Date:
Revised: 11/27/2004
WATER QUALITY POND DESIGN
DESIGN DATA
?N-SITE DATA
)n-Site Drainage Area to Pond =
)n-Site Proposed Impervious Area =
)n-Site Future Impervious Area =
otal On-Site Impervious Area =
otal Project Site Area =
20.17 acres
13.85 acres
0.00 acres
13.85 acres
68.88 acres
Offsite Drainage Area to Pond = 0.00 acres
Offsite Impervious Area = 0.00 acres
Offsite Future Impervious Area = 0.00 acres
Total Offsite Impervious Area = 0.00 acres
Total Watershed Area to Pond = 20.17 acres
Graded Area to Pond = 20.17 acres
Temporary Sediment Storage Used = Y
Temporary Sediment Storage =
Permanent Sediment Storage =
Current Composite Impervious Percentage =
Design Maximum Impervious Percentage =
Permanent Water Quality Pool Depth (3'min.) _
Surface Area / Drainage Area Ratio =
Temporary Water Quality Depth to be Controlled =
(POND ELEVATION-SURFACE AREA DATA
Elevation at Bottom of Pond = 762.00
Elev. at Bottom of PSS and PWQ = 762.00
Elevation at Top of PSS = 762.75
Elevation at Bottom of TWQ = 765.75
Elevation at Top of TWQ = 767.50
WATERSHED INFORMATION
Watershed = N/A
Classification = N/A
68.67% On-Site Pond Impervious Percentage
20.11% On-Site Project Impervious Percentage
0.50.ac-in.
0.125 ac-in.
68.67%
70.00%
3.00 FT
2.880%
1.0 Inch
Based on Max. Impervious %
Based on Max. Impervious %
Surface Area = 22,950 SF
Surface Area = 22,950 SF
Surface Area = 24,610 SF
Surface Area = 32,029 SF
Surface Area = 37,556 SF
Elevation at Bottom of Pond = 762.00
Elevation at Bottom of TWQ = 765.75
Surface Area = 22950 Square Feet
Surface Area = 32029 Square Feet
Allow 75% of Basin Volume To Water Quality Orifice =
11
601 North Trade Street, Suite 200 Thorne [phone]
5timmel A55ociate5, F .A. Winston Salem, NC 27101 Fax [phone]
•
E
•
Elevation at Bottom of PSS = 762.00
Elevation at Middle of PSS = 762.38
Elevation at Top of PSS = 762.75
Surface Area = 22950 Square Feet
Surface Area = 23552 Square Feet
Surface Area = 24610 Square Feet
Volume Provided = 17721
PERMANENT WATER QUALITY SURFACE AREA REQ'D = 25304 Square Feet
Normal Pool Elevation = 765.75
Surface Area Provided = 32029 Square Feet
OK
Rv=
Elevation at Bottom of TWQ = 765.75
Elevation at Middle of TWQ = 766.63
Elevation at Top of TWQ = 767.50
Surface Area = 32029 Square Feet
Surface Area = 36083 Square Feet
Surface Area = 37556 Square Feet
Volume Provided = 62392
0.680 in/inl
Elevation at Top of Riser =
Elevation at Bottom of Water Quality Release Hole =
Maximum Release Rate =
Minimum Release Rate =
Maximum Hole Size = 0.101848462
Minimum Hole Size = 0.040739385
767.50
765.75
2 Days
5 Days
4.32 in. dia.
2.73 in. dia.
Elevation at Normal Pool =
Elevation at Bottom Of Pond =
Release Rate =
Maximum Hole Size =
765.75
762.00
1 Days
0.298181766 7.39 in. dia.
F:\03-258\SWM\afg-pndretro\[PND #1 Water Quality Worksheet.xls]Water Quality Pond Design
601 North Trade Street, Suite 200 Phone [phone]
5timmel Associates, F.A. Winston Salem, NC 27101 Fax [phone]
Project No.
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
DWO Stormwater Management Plan Review:
•
•
A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, and a fully executed
operation and maintenance agreement. An incomplete submittal package will result in a request for additional
information and will substantially delay final review and approval of the project.
(to be provided by DWQ)
1. PROJECT INFORMATION (please complete the following information):
Project Name: Reidsville Industrial Park-Southern Tract-Pond #1 Lot 2E
Contact Person: J_ Neal Tuekern P_E_ Phone Number: (-4 36) 72i-1067
For projects with multiple basins, specify which basin this worksheet applies to: _Pond #1
Basin Bottom Elevation
Permanent Pool Elevation
Temporary Pool Elevation
762.00ft.
765.7 ft.
767 , _5nft.
(average elevation of the floor of the basin)
(elevation of the orifice invert out)
(elevation of the outlet structure invert in)
Permanent Pool Surface Area
Drainage Area
Impervious Area
Permanent Pool Volume
Temporary Pool Volume
Forebay Volume
SA/DA used
Diameter of Orifice
32,029 sq. ft.
20.17ac.
13,RSac.
101 , 470 cu. ft.
164,452 cu. ft.
23,066 cu. ft.
2.880%
3" in.
(water surface area at permanent pool elevation)
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
(combined volume of main basin and forebay)
(volume detained on top of the permanent pool)
(surface area to drainage area ratio)
(draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices manual
(N.C. Department of Environment, Health and Natural Resources, November 1995) and Administrative Code
Section: 15 A NCAC 2H .1008. Initial in the space provided to indicate the following design requirements have
been met and supporting documentation is attached. If a requirement has not been met, attach an explanation of
win).
The temporary pool controls runoff from the 1 inch storm event.
The basin length to width ratio is greater than 3:1.
The basin side slopes are no steeper than 3:1.
A submerged and vegetated perimeter shelf at less than 6:1 is provided.
Vegetation to the permanent pool elevation is specified.
An emergency drain is provided to drain the basin.
The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
The temporary pool draws down in 2 to 5 days.
The forebay volume is approximately equal to 20% of the total basin volume. AT- Ter-Al • ?cn t,..
Sediment storage is provided in the permanent pool. (79.-_L-our Penn.
Access is provided for maintenance.
A minimum 30-foot vegetative filter is provided at the outlet.
tEA site specific operation and maintenance (O&M) plan is provided.
A vegetation managenment/mowing schedule is provided in the O&M plan.
Semi-annual inspections are specified in the O&M plan.
A debris check is specified in the O&M plan to be performed after every storm event.
A specific sediment clean-out benchmark is listed (elevation or depth) in O&M plan.
A responsible party is designated in the O&M plan.
SWG100 09/97 Page 1 of 1
Pond Report
Hydraflow Hydrographs by Intelisolve
Pond No. 1 - Pond #1
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
Sunday, Nov 28 2004,1:33 PM
0.00 762.00 22,950 0 0
1.00 763.00 24,428 23,689 23,689
2.00 764.00 26,601 25,515 49,204
3.00 765.00 30,806 28,704 77,907
3.75 765.75 32,029 23,563 101,470
4.00 766.00 34,894 8,365 109,836
5.00 767.00 36,662 35,778 145,614
6.00 768.00 38,688 37,675 183,289
7.00 769.00 40,642 39,665 222,954
8.00 770.00 42,686 41,664 264,618
9.00 771.00 44,711 43,699 308,316
9.50 771.50 45,635 22,587 330,903
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise (in) = 15.00 3.00 0.00 0.00 Crest Len (ft) = 6.28 10.00 0.00 0.00
Span (in) = 15.00 3.00 0.00 0.00 Crest El. (ft) = 767.50 769.85 0.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.00 0.00 0.00
Invert El. (ft) = 762.00 765.75 0.00 0.00 Weir Type = Riser Broad -- -
Length (ft) = 62.00 0.00 • 0.00 0.00 Multi-Stage = Yes No No No
Slope (%) = 2.00 0.00 0.00 0.00
N-Value = .024 .009 .000 .000
Orif. Coeff.

Multistage
0 = 0.60

= n/a 0.60

Yes 0.00

No 0.00

No

000 in/hr (Contour) Tailwater Elev
Exfiltration = 0
= 0
00 ft
. .
.
Stage I Storage I Discharge Table
Stage Storage Elevation Clv A
ft cuft ft cfs
0.00 0 762.00 0.00
0.10 2,369 762.10 0.00
0.20 4,738 762.20 0.00
0.30 7,107 762.30 0.00
0.40 9,476 762.40 0.00
0.50 11,845 762.50 0.00
0.60 14,213 762.60 0.00
0.70 16,582 762.70 0.00
0.80 18,951 762.80 0.00
0.90 21,320 762.90 0.00
1.00 23,689 763.00 0.00
1.10 26,240 763.10 0.00
1.20 28,792 763.20 0.00
1.30 31,343 763.30 0.00
1.40 33,895 763.40 0.00
1.50 36,446 763.50 0.00
1.60 38,998 763.60 0.00
1.70 41,549 763.70 0.00
1.80 44,101 763.80 0.00
1.90 46,652 763.90 0.00
2.00 49,204 764.00 0.00
2.10 52,074 764.10 0.00
2.20 54,944 .764.20 0.00
2.30 57,815 764.30 0.00
2.40 60,685 764.40 0.00
2.50 63,555 764.50 0.00
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions.
Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total
cis cfs cfs cis cfs cfs cfs cfs cfs
0.00 - --- 0.00 0.00 - - - 0.00
0.00 - --- 0.00 0.00 -- - - 0.00
0.00 --- --- 0.00 0.00 --- --- --- 0.00
0.00 -- --- 0.00 0.00 - -- - 0.00
0.00 -- -- 0.00 0.00 -- -- -- 0.00
0.00 - --- 0.00 0.00 - - - 0.00
0.00 - -- 0.00 0.00 --- -- -- 0.00
0.00 --- --- 0.00 0.00 --- -- - 0.00
0.00 --- -- 0.00 0.00 - -- -- 0.00
0.00 -- - 0.00 0.00 0.00
0.00 -- --- 0.00 0.00 -- --- - 0.00
0.00 - --- 0.00 0.00 --- --- -- 0.00
0.00 -- --- 0.00 0.00 -- --- - 0.00
0.00 -- -- 0.00 0.00 --- -- -- 0.00
0.00 - - 0.00 0.00 -- --- - 0.00
0.00 --- --- 0.00 0.00 --- --- -- 0.00
0.00 --- -- 0.00 0.00 --- -- -- 0.00
0.00 --- --- 0.00 0.00 - --- -- 0.00
0.00 - - 0.00 0.00 - - - 0.00
0.00 --- -- 0.00 0.00 --- -- - 0.00
0.00 --- --- 0.00 0.00 --- - -- 0.00
0.00 - --- 0.00 0.00 - -- 0.00
0.00 --- -- 0.00 0.00 -- - -- 0.00
0.00 -- - 0.00 0.00 - -- - 0.00
0.00 --- --- 0.00 0.00 --- --- -- 0.00
0.00 --- --- 0.00 0.00 -- --- --- 0.00
Continues on next page...
Pond #1
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Civ C Clv D Wr A Wr B Wr C Wr D Exfil Total
ft cuft ft CfS CfS CfS CfS cfs CfS cis cis CfS cfs
2.60 66,426 764.60 0.00 0.00 -- - 0.00 0.00 -- -- -- 0.00
2.70 69,296 764.70 0.00 0.00 -- -- 0.00 0.00 -- - - 0.00
2.80 72,166 764.80 0.00 0.00 --- - 0.00 0.00 -- --- -- 0.00
2.90 75,037 764.90 0.00 0.00 -- -- 0.00 0.00 -- -- --- 0.00
3.00 77,907 765.00 0.00 0.00 -- -- 0.00 0.00 - --- --- 0.00
3.08 80,263 765.08 0.00 0.00 -- -- 0.00 0.00 -- - -- 0.00
3.15 82,620 765.15 0.00 0.00 -- - 0.00 0.00 - --- - 0.00
3.23 84,976 765.23 0.00 0.00 - --- 0.00 0.00 - -- - 0.00
3.30 87,332 765.30 0.00 0.00 -- -- 0.00 0.00 - -- - 0.00
3.38 89,689 765.38 0.00 0.00 --- --- 0.00 0.00 - -- --- 0.00
3.45 92,045 765.45 0.00 0.00 -- -- 0.00 0.00 - -- - 0.00
3.53 94,401 765.53 0.00 0.00 --- -- 0.00 0.00 - -- -- 0.00
3.60 96,758 765.60 0.00 0.00 - -- 0.00 0.00 - -- - 0.00
3.68 99,114 765.68 0.00 0.00 -- - 0.00 0.00 - -- --- 0.00
3.75 101,470 765.75 0.00 0.00 -- -- 0.00 0.00 - --- 0.00
3.78 102,307 765.78 0.00 0.00 -- - 0.00 0.00 -- - - 0.00
3.80 103,143 765.80 0.01 0.01 -- -- 0.00 0.00 -- -- -- 0.01
3.83 103,980 765.83 0.01 0.01 -- -- 0.00 0.00 - --- -- 0.01
3.85 104,816 765.85 0.02 0.02 -- - 0.00 0.00 -- -- -- 0.02
3.88 105,653 765.88 0.03 0.03 - -- 0.00 0.00 -- - -- 0.03
3.90 106,489 765.90 0.04 0.04 -- -- 0.00 0.00 -- - -- 0.04
3.93 107,326 765.93 0.06 0.05 -- -- 0.00 0.00 - - - 0.05
3.95 108,162 765.95 0.07 0.06 --- --- 0.00 0.00 - --- -- 0.06
3.98 108,999 765.98 0.08 0.08 -- --- 0.00 0.00 - -- - 0.08
4.00 109,836 766.00 0.08 0.08 - - 0.00 0.00 - - - 0.08
4.10 113,413 766.10 0.12 0.11 - -- 0.00 0.00 - - - 0.11
4.20 116,991 766.20 0.14 0.13 - - 0.00 0.00 - -- - 0.13
4.30 120,569 766.30 0.16 0.15 - -- 0.00 0.00 -- --- - 0.15
4.40 124,147 766.40 0.17 0.17 -- - 0.00 0.00 - -- - 0.17
4.50 127,725 766.50 0.19 0.19 - --- 0.00 0.00 - -- - 0.19
4.60 131,302 766.60 0.20 0.20 - - 0.00 0.00 - -- - 0.20
4.70 134,880 766.70 0.21 0.21 - --- 0.00 0.00 - -- - 0.21
4.80 138,458 766.80 0.23 0.23 - - 0.00 0.00 -- --- -- 0.23
4.90 142,036 766.90 0.24 0.24 - - 0.00 0.00 - - - 0.24
5.00 145,614 767.00 0.26 0.25 - --- 0.00 0.00 - - -- 0.25
5.10 149,381 767.10 0.26 0.26 - 0.00 0.00 - -- - 0.26
5.20 153,149 767.20 0.27 0.27 - - 0.00 0.00 -- --- -- 0.27
5.30 156,916 767.30 0.29 0.28 - --- 0.00 0.00 - -- -- 0.28
5.40 160,684 767.40 0.29 0.29 - - 0.00 0.00 - -- -- 0.29
5.50 164,451 767.50 0.31 0.30 -- --- 0.00 0.00 - - - 0.30
5.60 168,219 767.60 0.97 0.31 --- --- 0.66 0.00 -- --- - 0.97
5.70 171,986 767.70 2.21 0.32 --- --- 1.87 0.00 --- -- --- 2.19
5.80 175,754 767.80 3.77 0.33 --- -- 3.43 0.00 - - - 3.76
5.90 179,521 767.90 5.62 0.34 -- --- 5.29 0.00 -- -- -- 5.62
6.00 183,289 768.00 7.73 0.34 -- 7.39 0.00 - - - 7.73
6.10 187,255 768.10 9.28 0.16 -- --- 9.13 0.00 - -- --- 9.28
6.20 191,222 768.20 9.50 0.12 --- - 9.38 0.00 -- -- --- 9.50
6.30 195,188 768.30 9.65 0.10 -- - 9.55 0.00 -- --- --- 9.65
6.40 199,155 768.40 9.73 0.10 --- - 9.64 0.00 - -- -- 9.73
6.50 203,121 768.50 9.81 0.10 --- -- 9.72 0.00 -- - - 9.81
6.60 207,088 768.60 9.89 0.10 -- --- 9.80 0.00 -- --- --- 9.89
6.70 211,054 768.70 9.97 0.10 - - 9.88 0.00 - -- --- 9.97
6.80 215,021 768.80 10.05 0.09 --- --- 9.95 0.00 -- -- -- 10.05.
6.90 218,987 768.90 10.12 0.09 --- -- 10.03 0.00 -- --- --- 10.12
7.00 222,954 769.00 10.20 0.09 --- --- 10.10 0.00 --- -- --- 10.20
7.10 227,120 769.10 10.27 0.09 -- -- 10.18 0.00 --- --- --- 10.27
7.20 231,286 769.20 10.35 0.09 - -- 10.25 0.00 -- - --- 10.35
7.30 235,453 769.30 10.42 0.09 - --- 10.33 0.00 - - -- 10.42
7.40 239,619 769.40 10.49 0.09 --- --- 10.40 0.00 --- -- -- 10.49
7.50 243,786 769.50 10.57 0.09 --- -- 10.47 0.00 --- --- --- 10.56
7.60 247,952 769.60 10.64 0.09 --- --- 10.54 0.00 -- - -- 10.64
7.70 252,118 769.70 10.71 0.09 --- - 10.61 0.00 - - - 10.71
7.80 256,285 769.80 10.78 0.09 - -- 10.68 0.00 - --- -- 10.78
7.90 260,451 769.90 10.85 0.10 --- --- 10.75 0.33 - - -- 11.18
8.00 264,618 770.00 10.92 0.10 -- - 10.82 1.74 - - -- 12.66
8.10 268,987 770.10 10.99 0.10 --- --- 10.89 3.75 --- -- -- 14.74
8.20 273,357 770.20 11.06 0.10 --- --- 10.96 6.21 -- --- - 17.27
8.30 277,727 770.30 11.12 0.10 11.03 9.05 20.18
8.40 282,097 770.40 11.19 0.10 11.10 12.23 23.43
8.50 286,467 770.50 11.26 0.10 - -- 11.16 15.72 -- - -- 26.98
Continues on next page...
Pond #1
Stage I Storage I Discharge Table
Stage Storage Elevation Clv A
ft cuft ft cfs
• 8.60 290,837 770.60 11.33
8.70 295,206 770.70 11.39
8.80 299,576. 770.80 11.46
8.90 303,946 770.90 11.52
9.00 308,316 771.00 11.59
9.05 310,575 771.05 11.62
9.10 312,833 771.10 11.65
9.15 315,092 771.15 11.69
9.20 317,351 771.20 11.72
9.25 319,609 771.25 11.75
9.30 321,868 771.30 11.78
9.35 324,127 771.35 11.82
9.40 326,385 771.40 11.85
9.45 328,644 771.45 11.88
9.50 330,903 771.50 11.91
... End
17-?
Clv B Clv C Civ D Wr A Wr B Wr C Wr D Exfil Total
cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.10 -- - 11.23 19.48 -- - -- 30.81
0.10 --- -- 11.30 23.50 --- - - 34.90
0.10 -- -- 11.36 27.77 -- -- -- 39.23
0.10 --- -- 11.43 32.27 - - -- 43.79
0.10. --- - - 11.49 37.00 --- - -- 48.59
0.10 --- --- 11.52 39.44 --- -- --- 51.06
0.10 -- --- 11.55 41.93 --- - -- 53.58
0.10 - -- 11.59 44.47 -- - - -- 56.15
0.10 - --- 11.62 47.06 -- -- --- 58.77
0.10 -- --- 11.65 49.69 - --- -- 61.44
0.10 --- 11.68 52.38 -- - -- 64.16
0.10 - -- 11.72 55.11 -- - -- 66.92
0.10 -- 11.75 57.89 -- - - 69.73
0.10 -- -- 11.78 60.71 --- -- - 72.59
0.10 - -- 11.81 63.59 -- -- - 75.50

25
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Monday, Nov 22 2004,2:54 PM
OHyd. No. 1
Pond #1 Pre
Hydrograph type = SCS Runoff Peak discharge = 15.51 cfs
Storm frequency = 10 yrs Time interval = 5 min
Drainage area = 20.17 ac Curve number = 73
Basin Slope = 3.6% Hydraulic length = 1432 ft
Tc method = LAG Time of conc. (Tc) = 27.48509 min
Total precip. = 3.60 in Distribution = SCS 6-Hr
Storm duration = 6 hrs Shape factor = 484
Hydrograph Volume = 94,180 cuft
Q (cfs)
18.00
0 15.00
9
12.00
9.00
6.00
3.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00 1 1 I 1 1 1 1 1 rl- 1 0.00
0.0 0.8 1.7 2.5 3.3 4.2 5.0 5.8 6.7 7.5
Hyd No. 1 Time (hrs)
Pond #1 Pre
Hyd. No. 1 -- 10 Yr
Q (cfs)
26
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Monday, Nov 22 2004,2:54 PM
*Hyd. No. 2
Pond #1 Post
Hydrograph type = SCS Runoff Peak discharge = 40.91 cfs
Storm frequency = 10 yrs Time interval = 5 min
Drainage area = 20.16 ac Curve number = 90
Basin Slope = 5.0% Hydraulic length = 1500 ft
Tc method = USER Time of conc. (Tc) = 10 min
Total precip. = 3.60 in Distribution = SCS 6-Hr
Storm duration = 6 hrs Shape factor = 484
Hydrograph Volume = 174,378 cult
Q (cfs)
50.00
1040.00
30.00
20.00

Pond #1 Post
Hyd. No. 2 -- 10 Yr
10.00
0.00 '
0.0 0.8
Hyd No. 2
Q (cfs)
50.00
40.00
30.00
20.00
10.00
000
1.7 2.5 3.3 4.2 5.0 5.8 6.7
Time (hrs)
6
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. '3
Pond #1 - Routed Post
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Inflow hyd. No. = 2
Reservoir name = Pond #1
Storage Indication method used. Wet pond routing start elevation = 765.75 ft
Q (cfs)
50.00
Pond #1 - Routed Post
Hyd. No. 3 --10 Yr
Saturday, Nov 27 2004,4:3 PM
Peak discharge 9.49 cfs
Time interval = 5 min
Max. Elevation = 768.19 ft
Max. Storage = 190,891 cuft
Hydrograph Volume =173,543 cult
040.00
0
30.00
20.00
10.00
0.00 '
0 8 17 25 33
- Hyd No. 3 Hyd No. 2

42 50 58 67 75 83
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
92
Time (hrs)
61
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Monday, Nov 22 2004,2:54 PM
Hyd. No. 1
Pond #1 Pre
Hydrograph type = SCS Runoff Peak discharge = 33.64 cfs
Storm frequency = 100 yrs Time interval = 5 min
Drainage area = 20.17 ac Curve number = 73
Basin Slope = 3.6% Hydraulic length = 1432 ft
Tc method = LAG Time of conc. (Tc) = 27.48509 min
Total precip. = 5.25 in Distribution = SCS 6-Hr
Storm duration = 6 hrs Shape factor = 484
Hydrograph Volume = 187,099 cult
Pond #1 Pre
Q (efs) Hyd. No. 1 -- 100 Yr Q (efs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0 00
35.00
30.00
25.00.
20.00
15.00
10.00
5.00
0.00
0.0 0.8 1.7 2.5 3.3 4.2 5.0 5.8 6.7 7.5
Hyd No. 1 Time (hrs)
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Monday, Nov 22 2004,2:54 PM
Hyd. No. 2
Pond #1 Post
Hydrograph type = SCS Runoff Peak discharge = 66.19 cfs
Storm frequency = 100 yrs Time interval = 5 min
Drainage area = 20.16 ac Curve number = 90
Basin Slope = 5.0% Hydraulic length = 1500 ft
Tc method = USER Time of conc. (Tc) = 10 min
Total precip. = 5.25 in Distribution = SCS 6-Hr
Storm duration = 6 hrs Shape factor = 484
Hydrograph Volume = 282,506 cuft
Pond #1 Post
Q (cfs) Hyd. No. 2 -- 100 Yr
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
Q (cfs)
0.0 0.8
Hyd No. 2
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
1.7 2.5 3.3 4.2 5.0 5.8 6.7
Time (hrs)
62
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Saturday, Nov 27 2004, 4:3 PM
Hyd. No. 3
Pond #1 - Routed Post
Hydrograph type = Reservoir Peak discharge = 10.97 cfs
Storm frequency = 100 yrs Time interval = 5 min
Inflow hyd. No. = 2 Max. Elevation = 769.85 ft
Reservoir name = Pond #1 Max. Storage = 258,243 cuft
Storage Indication method used. Wet pond routing start elevation = 765.75 ft. Hydrograph Volume = 281,663 cult
Q (cfs)
70.00
60.00
50.00
•
40.00
30:00
20.00
10.00
Pond #1 - Routed Post
Hyd. No. 3 -- 100 Yr
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00 11 , : ---- 0.00
0 8 17 25 33 42 50 58 67 75 83
Time (hrs)
Hyd No. 3 Hyd No. 2
12
•

Project : Reidsville Industrial Park - Southern Tract - Pond #2 on Lot 2E Sheet : 1
Project No.: 03-258 Date : 11/29/04
Designed by: TEG
Checked by: JNT

PREDEVELOPM ENT SGS RU NOFF CURVE NUMBERS

BASIN
LAND USE SOIL
NAME HYDRO.
GROUP AREA
(AC.) AREA
( % ) CURVE N
(CN) CN x
AREA
Onsite Woods - Fair Condition VaB C 13.89 100.00% 73 1014

TOTALS 13.89 100.00% 1013.97
I WEIGHTED.CN = ".. 73 % •

0
•
Project : Reidsville Industrial Park - Southern Tract - Pond #2 on Lot 2E Sheet : 1
Project No.: 03-258 Date : 11/29/04
Designed by: TEG
Checked by: JNT
POST-DEVELOPM ENT SGS R UNOFF CUR VE NU MBERS

BASIN
LAND USE SOIL
NAME HYDRO.
GROUP AREA
(AC.) AREA
( % ) CURVE N
(CN) CN x
AREA
Onsite
l Lot Pervious VaB C 4.06 29.23% 74 300
Onsite Lot Impervious VaB C 9.32 67.10% 98 913
Onsite Area over Pond VaB C 0.51 '3.67% 98 50

TOTALS 13.89 100.00% 1263.78
WEIGHTED CN = " 91
•

•
Project: Reidsville Industrial Park - Southern Tract - Pond #2 2E
Project No.: 03-258
Designed By: TEG
Checked By: JNT Date:
Revised: 12/3/2004
WATER QUALITY POND DESIGN
)N-SITE DATA
?n-Site Drainage Area to Pond =
)n-Site Proposed Impervious Area =
in-Site Future Impervious Area =
otal On-Site Impervious Area =
otal Project Site Area =
13:89 acres
9.83 acres
0.00 acres
9.83 acres
68.88 acres
WATERSHED INFORMATION
Watershed = N/A
Classification = N/A
70.77% On-Site Pond Impervious Percentage
14.27% On-Site Project Impervious Percentage
Offsite Drainage Area to Pond = 0.00 acres
Offsite Impervious Area = 0.00 acres
Offsite Future Impervious Area = 0.00 acres
Total Offsite Impervious Area = 0.00 acres
Total Watershed Area to Pond = 13.89 acres
Graded Area to Pond = 13.89 acres
Temporary Sediment Storage Used = Y
Temporary Sediment Storage =
Permanent Sediment Storage =
Current Composite Impervious Percentage =
Design Maximum Impervious Percentage =
Permanent Water Quality Pool Depth (3'min.) _
Surface Area / Drainage Area. Ratio =
Temporary Water Quality Depth to be Controlled =
ND ELEVATION-SURFACE AREA DATA
Elevation at Bottom of Pond = 750.00
Elev. at Bottom of PSS and PWQ = 750.00
Elevation at Top of PSS = 750.75
Elevation at Bottom of TWQ = 753.75
Elevation at Top of TWQ = 756.00
0.50 ac-in.
0.125 ac-in.
70.77%
70.00%
3.00 FT Based on Max. Impervious %
2.880% Based on Max. Impervious %
1.0 Inch
Surface Area= 11,1888F
Surface Area = 11;188 SF
Surface Area= 12,218 SF
Surface Area= 19,384 SF
Surface Area = 23,062 SF
Elevation at Bottom of Pond = 750.00
Elevation at Bottom of TWQ = 753.75
Surface Area = 11188 Square Feet
Surface Area = 19384 Square Feet
Allow 75% of Basin Volume To Water Quality Orifice =

601 North Trade Street, Suite 200 Phone [phone]
5timmel Associates, P.A. Winston Salem, NC 27101 Fax [phone]
•
•
•
Elevation at Bottom of PSS = 750.00
Elevation at Middle of PSS = 750.38
Elevation at Top of PSS = 750.75
Surface Area= 11188 Square Feet
Surface Area = 11629 Square Feet
Surface Area = 12218 Square Feet
Volume Provided = 8740 Cul
PERMANENT WATER QUALITY SURFACE AREA REQ'D = 17425 Square Feet
Normal Pool Elevation = 753.75
Surface Area Provided = 19384 Square Feet
OK
Elevation at Bottom of TWQ = 753.75
Elevation at Middle of TWQ = 754.88
Elevation at Top of TWQ = 756.00
° 34286 Cubic F
Rv= 0.680 i
Surface Area = 19384 Square Feet
Surface Area = 21458 Square Feet
Surface Area = 23062 Square Feet
Volume Provided = 48104 Cubic F
Elevation at Top of Riser =
Elevation at Bottom of Water Quality Release Hole =
Maximum Release Rate =
Minimum Release Rate =
Maximum Hole Size = 0.069891882
Minimum Hole Size = 0.027956753
756.00
753.75
2 Days
5 Days
3.58 in. dia.
2.26 in. dia.
Elevation at Normal Pool =
Elevation at Bottom Of Pond =
Release Rate =
Maximum Hole Size =
753.75
750.00
1 Days
0.180460063 5.75 in. dia.
???-cao?.wvrvna?y-Nnuicuugrrvv iF/- vvaier uuanty vvoncsneet.xisjvvater Quality Pond Design
601 North Trade Street, Suite 200 Phone [phone]
5timmel Aooociateo, P.A. Winston Salem, NG 27101 Fax [phone]
Project No.
A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, and a fully executed
operation and maintenance agreement. An incomplete submittal package will result in a request for additional
information and will substantially delay final review and approval of the project.
1. PROJECT INFORMATION (please complete the following information):
Project Name : Reidsville Industrial Park - Southern Tract - Pond # 2 T,ot 2E
Contact Person: J_NPal TiinkPr? P F, Phone Number: Ci261 723-1067
For projects with multiple basins, specify which basin this worksheet applies to: Pond 4,'2
DIVISION OF WATER QUALITY 401 WET DETENTION BASIN WORKSHEET
DWQ Stormwater Management Plan Review:
Basin Bottom Elevation 750.00 • ft.
Permanent Pool Elevation 753.75 ft.
Temporary Pool Elevation 756-00 ft.
•
0
Permanent Pool Surface Area 1 9 , 3 8 4 sq. ft.
Drainage Area 1 3. 89 ac.
Impervious Area 9 1 ac.
Permanent Pool Volume 54,256 cu. ft.
Temporary Pool Volume 109"IR1 cu. ft.
Forebay Volume 1 2, 8 2 5 cu. ft.
(to be provided by DWQ)
(average elevation of the floor of the basin)
(elevation of the orifice invert out)
(elevation of the outlet structure invert in)
(water surface area at permanent pool elevation)
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
(combined volume of main basin and forebay)
(volume detained on top of the permanent pool)
(surface area to drainage area ratio)
(draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices manual
(N.C. Department of Environment, Health and Natural Resources, November 1995) and Administrative Code
Section: 15 A NCAC 2H .1008. Initial in the space provided to indicate the following design requirements have
been met and supporting documentation is attached. If a requirement has not been met, attach an explanation of
whv.
SA/DA used 2.880%
Diameter of Orifice 311 in.
ADDlicants Initials
IBS The temporary pool controls runoff from the 1 inch storm event.
5EL' AT_rp ,:t e The basin length to width ratio is greater than 3:1.
b The basin side slopes are no steeper than 3:1.
A submerged and vegetated perimeter shelf at less than 6:1 is provided.
Vegetation to the permanent pool elevation is specified.
An emergency drain is provided to drain the basin.
The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
4-f The temporary pool draws down in 2 to 5 days.
The forebay volume is approximately equal to 20% of the total basin volume. sal" Aim ROt?
Sediment storage is provided in the permanent pool. CT ?Ves P
Access is provided for maintenance.
A minimum 30 foot vegetative filter is provided at the outlet.
A site specific operation and maintenance (O&M) plan is provided.
A vegetation management/mowing schedule is provided in the O&M plan.
Semi-annual inspections are specified in the O&M plan.
A debris check is specified in the O&M plan to be performed after every storm event.
A specific sediment clean-out benchmark is listed (elevation or depth) in O&M plan.
A responsible party is designated in the O&M plan.
FO SWG100 09/97 Page 1 of 1
46
Supplement to 401 Wet Detention Basin Worksheet
The basin length to width ratio is slightly over 2:1. This is due to the original geometry of the sediment
basin that is being retrofitted into the water quality pond. The overall pond is however oversized for the
drainage and impervious area draining to it. The permanent sediment storage zone is oversized by
approximately 39%, the permanent water quality surface area is oversized by approximately 11 %, and
the temporary water quality storage zone is oversized by approximately 40%. With these components of
the pond being oversized to the degree that they are, we feel that the pond will perform as well as it would
if it were designed without the excess size but with a length to width ratio of 3: 1..
9
0
Pond Report
Hydraflow Hydrographs by Intelisolve Sunday, Nov 28 2004, 11:24 AM
Pond No. 2 - Pond #2
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cult) Total storage (cuft)
0.00 750.00 11,188 0 0
1.00 751.00 12,348 11,768 11,768
2.00 752.00 14,046 13,197 24,965
3.00 753.00 17,142 15,594 40,559
3.75 753.75 19,384 13,697 54,256
4.00 754.00 20,216 4,950 59,206
5.00 755.00 21,536 20,876 80,082
6.00 756.00 23,062 22,299 102,381
7.00 757.00 24,532 23,797 126,178
8.00 758.00 26,063 25,298 151,476
9.00 759.00 27,605 26,834 178,310
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise (in) = 15.00 3.00 0.00 0.00 Crest Len (ft) = 6.28 10.00 0.00 0.00
Span (in) = 15.00 3.00 0.00 0.00 Crest El. (ft) = 756.00 757.82 0.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.00 0.00 0.00
Invert El. (ft) = 750.00 753.75 0.00 0.00 Weir Type = Riser Broad --- --
Length(ft) = 60.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope (%) = 2.00 0.00 0.00 0.00
N-Value = .024 .009 .000 .000
Orif. Coeff. = 0.60 0.60 0.00 0.00
Multi-Stage = n/a Yes No No Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 It
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions.
Stage / Storage / Discharge Tabl e
Stage Storage Elevation Clv A Clv B Civ C Clv D Wr A Wr B Wr C Wr D Exfil Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs efs cfs
0.00 0 750.00 0.00 0.00 - --- 0.00 0.00 -- --- - 0.00
0.10 1,177 750.10 0.00 0.00 --- --- 0.00 0.00 - --- - 0.00
0.20 2,354 750.20 0.00 0.00 -- -- 0.00 0.00 - --- -- 0.00
0.30 3,530 750.30 0.00 0.00 -- - 0.00 0.00 - -- -- 0.00
0.40 4,707 750.40 0.00 0.00 --- - 0.00 0.00 --- --- -- 0.00
0.50 5,884 750.50 0.00 0.00 - - 0.00 0.00 - -- - - 0.00
0.60 7,061 750.60 0.00 0.00 -- - 0.00 0.00 - --- -- 0.00
0.70 8,238 750.70 0.00 0.00 -- -- 0.00 0.00 - --- - 0.00
0.80 9,414 750.80 0.00 0.00 --- --- 0.00 0.00 -- --- -- 0.00
0.90 10,591 750.90 0.00 0.00 --- -- 0.00 0.00 --- --- --- 0.00
1.00 11,768 751.00 0.00 0.00 -- --- 0.00 0.00 -- --- - 0.00
1.10 13,088 751.10 0.00 0.00 - -- 0.00 0.00 --- -- - 0:00
1.20 14,407 751.20 0.00 0.00 -- --- 0.00 0.00 - --- -- 0.00
1.30 15,727 751.30 0.00 0.00 - --- 0.00 0.00 -- --- - 0.00
1.40 17,047 751.40 0.00 0.00 -- -- 0.00 0.00 -- --- - 0.00
1.50 18,367 751.50 0.00 0.00 - - 0.00 0.00 - -- - 0.00
1.60 19,686 751.60 0.00 0.00 --- - 0.00 0.00 --- -- --- 0.00
1.70 21,006 751.70 0.00 0.00 -- - 0.00 0.00 - --- --- 0.00
1.80 22,326 751.80 0.00 0.00 --- --- 0.00 0.00 - - -- 0.00
1.90 23,645 751.90 0.00 0.00 --- - 0.00 0.00 -- --- - 0.00
2.00 24,965 752.00 0.00 0.00 --- - 0.00 0.00 --- -- - 0.00
2.10 26,524 752.10 0.00 0.00 -- - 0.00 0.00 -- -- - 0.00
2.20 28,084 752.20 0.00 0.00 -- - 0.00 0.00 - -- -- 0.00
2.30 29,643 752.30 0.00 0.00 -- -- 0.00 0.00 -- --- --- 0.00
2.40 31,203 752.40 0.00 0.00 -- -- 0.00 0.00 --- --- --- 0.00
2.50 32,762 752.50 0.00 0.00 - --- 0.00 0.00 -- --- -- 0.00
2.60 34,321 752.60 0.00 0.00 --- - 0.00 0.00 --- --- --- 0.00
Continues on nex t page...
Pond #2
Stage / Storage / Discharge Table
Stage Storage Elevation Civ A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfl Total
ft cult ft cfs cis CfS CfS cfs CfS cis CfS cis CfS
2.70 35,881 752.70 0.00 0.00 0.00 0.00 0.00
2.80 37,440 752.80 0.00 0.00 --- -- 0.00 0.00 - -- - 0.00
2.90 39,000 752.90 0.00 0.00 -- - 0.00 0.00 -- --- - 0.00
3.00 40,559 753.00 0.00 0.00 -- -- 0.00 0.00 --- -- -- 0.00
3.08 41,929 753.08 0.00 0.00 -- - 0.00 0.00 - -- -- 0.00
3.15 43,298 753.15 0.00 0.00 - - 0.00 0.00 -- -- - 0.00
3.23 44,668 753.23 0.00 0.00 -- -- 0.00 0.00 --- --- -- 0.00
3.30 46,038 753.30 0.00 0.00 - -- 0.00 0.00 - - - 0.00
3.38 47,408 753.38 0.00 0.00 - -- 0.00 0.00 - - - 0.00
3.45 48,777 753.45 0.00 0.00 -- -- 0.00 0.00 - -- - 0.00
3.53 50,147 753.53 0.00 0.00 - - 0.00 0.00 - - - 0.00
3.60 51,517 753.60 0.00 0.00 - - 0.00 0.00 - - - 0.00
3.68 52,887 753.68 0.00 0.00 - - 0.00 0.00 - --- - 0.00
3.75 54,256 753.75 0.00 0.00 -- - 0.00 0.00 -- --- -- 0.00
3.78 54,751 753.78 0.00 0.00 -- - 0.00 0.00 -- -- -- 0.00
3.80 55,246 753.80 0.01 0.01 - - 0.00 0.00 -- - - 0.01
3.83 55,741 753.83 0.01 0.01 - - 0.00 0.00 -- --- - 0.01
3.85 56,236 753.85 0.02 0.02 -- -- 0.00 0.00 - -- - 0.02
3.88 56,731 753.88 0.03 0.03 --- - 0.00 0.00 - -- - 0.03
3.90 57,226 753.90 0.04 0.04 - - 0.00 0.00 - - - 0.04
3.93 57,721 753.93 0.06 0.05 - - 0.00 0.00 - - - 0.05
3.95 58,216 753.95 0.07 0.06 - - 0.00 0.00 - - - 0.06
3.98 58,711 753.98 0.08 0.08 --- - 0.00 0.00 - --- -- 0.08
4.00 59,206 754.00 0.08 0.08 - - 0.00 0.00 -- -- - 0.08
4.10 61,294 754.10 0.12 0.11 - - 0.00 0.00 -- -- - 0.11
4.20 63,381 754.20 0.14 0.13 - - 0.00 0.00 - - - 0.13
4.30 65,469 754.30 0.16 0.15 - -- 0.00 0.00 - - - 0.15
4.40 67,557 754.40 0.17 0.17 -- - 0.00 0.00 -- --- - 0.17
4.50 69,644 754.50 0.19 0.19 - - 0.00 0.00 - -- - 0.19
4.60 71,732 754,60 0.20 0.20 - - 0.00 0.00 - - - 0.20
4.70 73,819 754.70 0.21 0.21 -- - 0.00 0.00 - - - 0.21
4.80 75,907 754.80 0.23 0.23 -- - 0.00 0.00 - -- - 0.23
4.90
5.00 77,995
80,082 754.90
755.00 0.24
0.26 0.24
0.25 _ 0.00
0.00 0.00
0.00 - -w = 0.24
0.25
5.10 82,312 755.10 0.26 0.26 0.00 0.00 0.26
5.20 84,542 755.20 0.27 0.27 - - 0.00 0.00 - -- - 0.27
5.30 86,772 755.30 0.29 0.28 - - 0.00 0.00 -- --- - 0.28
5.40 89,002 755.40 0.29 0.29 - - 0.00 0.00 - - - 0.29
5.50 91,232 755.50 0.31 0.30 - - 0.00 0.00 - --- - 0.30
5.60 93,462 755.60 0.31 0.31 -- - 0.00 0.00 -- -- - 0.31
5.70 95,692 755.70 0.33 0.32 - -- 0.00 0.00 - --- -- 0.32
5.80 97,921 755.80 0.33 0.33 --- -- 0.00 0.00 - --- - 0.33
5.90 100,151 755.90 0.35 0.34 -- - 0.00 0.00 - -- - 0.34
6.00 102,381 756.00 0.35 0.34 --- - 0.00 0.00 - --- - 0.34
6.10 104,761 756.10 1.01 0.35 -- -- 0.66 0.00 -- --- -- 1.01
6.20 107,141 756.20 2.26 0.36 -- - 1.87 0.00 - - - 2.23
6.30 109,520 756.30 3.80 0.37 --- - 3.43 0.00 - -- - 3.80
6.40 111,900 756.40 5.66 0.38 -- - 5.29 0.00 -- - 5.66
6.50 114,280 756.50 7.77 0.38 -- - 7.39 0.00 -- - - 7.77
6.60 116,660 756.60 9.70 0.17 --- - 9.53 0.00 - --- -- 9.70
6.70 119,039 756.70 9.96 0.13 -- - 9.83 0.00 - - - 9.96
6.80 121,419 756.80 10.11 0.11 - - 10.01 0.00 - --- - 10.11
6.90 123,799 756.90 10.20 0.10 --- - 10.09 0.00 - --- - 10.20
7.00 126,178 757.00 10.28 0.10 --- - 10.17 0.00 -- - 10.27
7.10 128,708 757.10 10.35 0.10 --- -- 10.25 0.00 --- -- 10.35
7.20 131,238 757.20 10.43 0.10 -- -- 10.33 0.00 -- --- - 10.43
7.30 133,768 757.30 10.51 0.10 -- - 10.41 0.00 -- --- -- 10.51
7.40 136,297 757.40 10.58 0.10 - -- 10.48 0.00 - -- -- 10.58
7.50 138,827 757.50 10.66 0.10. --- -- 10.55 0.00 -- --- - 10.65
7.60 141,357. 757.60 10.73 0.10 --- - 10.63 0.00 --- --- - 10.73
7.70 143,887 757.70 10.80 0.10 -- - 10.70 0.00 -- - - 10.80
7.80 146,416 757.80 10.87 0.10 - - 10.77 0.00 - --- - 10.87
7.90 148,946 757.90 10.95 0.10 -- -- 10.84 0.68 -- --- - 11.62
8.00 151,476 758.00 11.02 0.10 --- --- 10.91 2.29 --- -- - 13.31
8.10 154,159 758.10 11.09 0.10 --- -- 10.99 4.44 --- --- -- 15.53
8.20 156,843 758.20 11.16 0.10 -- -- 11.06 7.03 --- -- - 18.18
8.30 159,526 758.30 11.23 0.10 - 11.13 9.97 21.20
8.40 162,209 758.40 11.30 0.10 ^ -
11.19 13.25 - 24.54
8:50 164,893 758.50 11.36 0.10 11.26 16.82 28.18
8.60 167,576 758.60 11.43 0.10 --- - 11.33 20.66 - -- - 32.09
Continues on next page...
Pond #2
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A
ft cult ft Cfs
8.70 170,260 758.70 11.50
8.80 172,943 758.80 11.57
8.90 175,626 758.90 11.63
9.00 178,310 759.00 11.70
...End
•
Clv B Clv C Clv D Wr A Wr B Wr C Wr D ELI Total
Cfs Cfs Cfs Cfs Cfs Cfs Cfs Cfs Cfs
0.10 - -- 11.40 24.76 --- - 36.26
0.10 -- -- 11.47 29.10 -- -- -- 40.66
0.10 --- - 11.53 33.66 -- -- 45.29
0.10 -- - 11.60 38.45 - -- - 50.15
0
29
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 5
Pond #2 Pre
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Drainage area = 13.89 ac
Basin Slope = 5.8%
Tc method = LAG
Total precip. = 3.60 in
Storm duration = 6 hrs
Monday, Nov 22 2004, 2:54 PM
Peak discharge = 12.91 cfs
Time interval = 5 min
Curve number = 73
Hydraulic length = 689 ft
Time of conc. (Tc) = 12.06022 min
Distribution = SCS 6-Hr
Shape factor = 484
Hydrograph Volume = 58,961 cuft
Q (cfs)
14.00
12.00
•
10.00
. 8.00
6.00
4.00
2.00
0 00
Pond #2 Pre
Hyd. No. 5 -- 10 Yr
0.0 0.8
Hyd No. 5
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00
1.7 2.5 3.3 4.2 5.0 5.8 6.7
Time (hrs)
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
• Hyd. No. 6
Pond #2 Post
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Drainage area = 14.04 ac
Basin Slope = 5.0%
Tc method = USER
Total precip. = 3.60 in
Storm duration = 6 hrs
Monday, Nov 22 2004, 2:54 PM
Peak discharge = 29.58 cfs
Time interval = 5 min
Curve number = 91
Hydraulic length = 1500 ft
Time of conc. (Tc) = 10 min
Distribution = SCS 6-Hr
Shape factor = 484
Hydrograph Volume =125,945 cult
Q (cfs)
30.00
Pond #2 Post
Hyd. No. 6 -=10 Yr
• 25.00
20.00
0
15.00
10.00
5.00
0.00 '
0.0 0.8
Hyd No. 6
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
i E ' ' ' ' nh ' 0.00
1.7 2.5 3.3 4.2 5.0 5.8 6.7
Time (hrs)
30
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 7
Pond #2 Routed Post
Hydrograph type = Reservoir.
Storm frequency = 10 yrs
Inflow hyd. No. = 6
Reservoir name = Pond #2
Storage Indication method used. Wet pond routing start elevation = 753.75 ft
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0.00 -L
0
0
Pond #2 Routed Post
Hyd. No. 7 --10 Yr
Sunday, Nov 28 2004,12:9 PM
Peak discharge = 9.24 cfs
Time interval = 5 min
Max. Elevation = 756.58 ft
Max. Storage = 116,092 cuft
Hydrograph Volume = 125,586 cult
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0.00
6 12 18 23 29 35 41 47 53 58 64
Time (hrs)
Hyd No. 7 Hyd No. 6
Hydrograph Plot
Hydraflow Hydrographs by IMelisolve
I* Hyd. No. 5
Pond #2 Pre
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Drainage area = 13.89 ac
Basin Slope = 5.8%
Tc method = LAG
Total precip. = 5.25 in
Storm duration = 6 hrs
Pond #2 Pre
Hyd. No. 5 -- 100 Yr
Hydrograph Volume =117,132 cuft
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
n nn
Monday, Nov 22 2004, 2:54 PM
Peak discharge = 27.15 cfs
Time interval = 5 min
Curve number = 73
Hydraulic length = 689 ft
Time of conc. (Tc) = 12.06022 min
Distribution = SCS 6-Hr
Shape factor = 484
Q (cfs)
0.0 0.8
Hyd No. 5
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0.00
1.7 2.5 3.3 4.2 5.0 5.8 6.7
Time (hrs)
65
Hydrograph Plot
Hydraflow Hydrographs by Intellsolve Monday, Nov 22 2004, 2:54 PM
Hyd. No. 6
Pond #2 Post
Hydrograph type = SCS Runoff Peak discharge = 47.17 cfs
Storm frequency = 100 yrs Time interval = 5 min
Drainage area = 14.04 ac Curve number = 91
Basin Slope = 5.0% Hydraulic length = 1500 ft
Tc method = USER Time of conc. (Tc) = 10 min
Total precip. = 5.25 in Distribution = SCS 6-Hr.
Storm duration = 6 hrs Shape factor = 484
Hydrograph Volume = 201,864 cuft
a (cfs)
50.00
040.00
30.00
20.00
10.00
0 00
Pond #2 Post
Hyd. No. 6 -- 100 Yr
a (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
0.0 0.8 1.7 2.5 3.3 4.2 5.0 5.8 6.7
Hyd No. 6 Time (hrs)
•
66
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 7
Pond #2 Routed Post
Hydrograph type = Reservoir
Storm frequency = 100 yrs
Inflow hyd. No. = 6
Reservoir name = Pond #2
Storage Indication method used. Wet pond routing start elevation = 753.75 ft.
Q (cfs)
50.00
•40.00
30.00
20.00
10.00
0.00 _ h_
0 5 10
Hyd No. 7
Sunday, Nov 28 2004,12:9 PM
Pond #2 Routed Post
Hyd. No. 7 --100 Yr
Q (cfs)
50.00
Peak discharge = 13.21 cfs
Time interval = 5 min
Max. Elevation = 757.99 ft
Max. Storage 151,330 cuft
Hydrograph Volume = 201,505 cuft
15
40.00
30.00
20.00
10.00
- - _- -? 0.00
20 25 30 35 40 45 50 55
Hyd No. 6 Time (hrs)
0
PARTNERSHIP FOR ECONOMIC and TOURISM DEVELOPMENT
Partnering for Economic Progress in Rockingham County, N.C.
March 15, 2004
Ms. Denise Poulos
ECS LTD
6909 international Drive, Suite 103
Greensboro, NC 27409
Ref: Reidsville Industrial Park
Dear Ms. Poulos,
This letter is to confirm your authorization to act as our agent in obtaining the 401
Water Quality Certification for impacts to wetlands associated with the construction of
Technology Drive South in the Reidsville Industrial Park and the stormwater detention
pond.
Sincerely,
O'Li'sa."Perry
President
371 NC 65, Suite 205 Phone: [phone]
PO Box 205 Fax: [phone]
Wentworth, NC 27375-0205 Email: [e-mail]
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USES TOPOGRAPHIC MAP SITE LOCATION MAP
s REIDSVILLE, NC QUADRANGLE Scm REIDSVILLE INDUSTRIAL PARK
DATED 1972 AND REVISED 1994 SOUTHERN TRACT - LOT 2
ENGINEERING REIDSVILLE, NORTH CAROLINA
C0I'NSULTING
SCALE: I"= 2,000' SERVICES, LTD ECS PROJECT G-9201
601 N. Trade Street date: 3101104 job #: 03-258
sapa Suite zoo
Winston Salem, NC project: Reidsville Industrial Park South
27101-2916
Landscape Architecture scale: 1 "=60' sheet 1 of 1
Civil Engineering P: 336.723.1067
Stimmel Associates, PA Land Planning F: 336.723.1069 description: Wetland Fill Exhibit
fax form
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DAM DESIGN REPORT
REIDSVILLE INDUSTRIAL PARK
SOUTHERN TRACT
DAM 2E
Reidsville, NC
Rockingham County
Owner:
CITY OF REIDSVILLE
230 WEST MOREHEAD STREET
REIDSVILLE, NC 27320
Prepared By:
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Stimmel Associates, PA
0279
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sapa
Landscape Architecture
Civil Engineering
Land Planning
Project # 03-258
601 N. Trade Street
Suite 200
Winston Salem, NC
27101-2916
P: 336.723.1067
F: 336.723.1069
DAM DESIGN NARRATIVE
REIDSVILLE INDUSTRIAL PARK
SOUTHERN TRACT - DAM 2E
INTRODUCTION
The project is located on NC Hwy 87, near the intersection of NC Hwy 87 and Business US Hwy
29 in Reidsville, NC. The site is located on the USGS Quad Map "Reidsville, NC". The pond will
be constructed to comply with local pre-post detention and state water quality stormwater
management requirements. The site will be developed into various sized lots of commercial type
use with a maximum 70% impervious area. Storm drainage systems on the individual lots will
discharge into the street storm drainage systems, which will serve as a collector and direct all
stormwater runoff from impervious surfaces to the stormwater management pond discussed
below.
Stormwater management Pond 2E will be constructed to capture and treat stormwater runoff from
Tract 2 of Reidsville Industrial Park Southern Tract. A hazard classification form was submitted to
NCDENR -Land Quality Section - Dam Safety Program on January 22, 2004. Stimmel
Associates recommended a low hazard classification. We have not received a response to date
and therefore the dam was designed to this designation.
METHODOLOGY
Existing and proposed hydrologic computations were performed using methodology found in the
Soil Conservation Service's Technical Release No. 55' (TR-55) and the Soil Conservation
Service's National Engineering Handbook, Section 4-Hydrology 2 (NEH-4).
Time of concentration (Tc) for the predeveloped condition was calculated using the TR-55
method. The TR-55 method characterizes runoff flow as sheet, shallow concentrated, or channel
flow. Stormwater runoff begins in the upper reaches of the drainage basin as sheet flow. Sheet
flow is considered to continue for no more than 300 feet. At 300 feet, runoff transitions to shallow
concentrated flow and continues as this mode until it is channelized in a natural channel or other
conveyance system. Flow times are calculated along the longest flow path from the uppermost
point in the drainage basin to the basin outlet or the point of design. Flow times are calculated for
each mode of flow and added together to determine Tc.
Time of concentration (Tc) for the post-developed condition is the inlet time for the most remote
drainage inlet plus the storm drainage pipe travel time to the design point. The inlet time for the
most remote drainage inlet is assumed to be 10 minutes. The travel distance from the most
remote drainage inlet to the design point equals 1,500 linear feet and the average velocity for the
storm drainage system is assumed to be of 5 ft/sec; therefore the post-developed Tc equals 15-
mins.
Runoff curve numbers (CN) were taken from TR-55 as well. The USDA Soil Conservation
Service's Soil Survey of Rockingham County, North Carolina 3 (Soil Survey) was used to
determine the existing soil group classifications. Soils present on this site are of hydrologic soils
group classification "C".
The composite post-developed curve numbers were calculated based on an impervious
percentage of 70% for the lots and the impervious area within Technology Drive South. A soils
map of the site and composite curve number calculations with references are included in this
report.
The SCS Unit Hydrograph Method and the SCS 6-hour rainfall distribution was used in
calculating the inflow hydrographs. Hydrographs were calculated based on the using a shape
factor of 484. The SCS Unit Hydrograph Method is outlined in NEH-4. Rainfall data used in the
hydrologic analysis for the project was taken from Technical Paper No. 40 - Rainfall Frequency
Atlas of the Unites States 4 (TP-40), published by the U.S. Department of Commerce.
DESIGN PARAMETERS
The design parameters of the ponds consist of NCDENR - Dam Safety Program requirements for
spillway design storm, City of Reidsville stormwater detention requirements, and NCDENR -
Division of Water Quality's 401 Water Quality Certification requirements.
DAM SAFETY: The spillway design storms, required and actual, are as follows:
Dam Hazard Required Spillway Actual Spillway
Classification/Size Design Storm Design Storm
Dam 2E Low/Small 50-Year 100-Year
PEAK REDUCTION: The City of Reidsville Stormwater Management Rules requires reduction of
the 10-year post-developed discharge flow rate to the 10-year pre-developed discharge flow rate.
WATER QUALITY CONTROL: The stormwater management pond will be designed to remove
85% of the total suspended solids (TSS) in accordance with the NCDENR - Stormwater Best
Management Practices Manual 5 (State Manual).
POND DESIGN
Dam 2E is a new dam that will be an embankment structure of homogeneous fill material. The
dam will have a cut-off trench and toe drain to control seepage.
Riser / barrel structure will serve as the primary spillway. The top of the riser is set at an
elevation that controls the 10-year discharge rate to comply with the peak storm reductin
requirement. The riser is a sectional precast concrete structures with steps on the inside and
outside for maintenance access. The joints in the structures are sealed using a preformed butyl
rubber sealant and shall be parged inside and out with non-shrink grout. At the top of the riser is
a trash rack fabricated from aluminum bar stock. The trash rack incorporates an anti vortex plate
into the devices. The riser design includes a pipe stub at the bottom with a gate valve so that the
pond can be drained if necessary. The outlet barrel is ductile iron pipe with push on joints
suitable for pressure applications. A seepage diaphragm is provided along the outlet barrel. The
diaphragm extends 18 inches out from the outlet barrel on-thetop and sides. The diaphragm
drainage medium is NCDOT 2S drainage sand with two 4 inch #10 screen PVC pipes along the
bottom for drainage.
The precast riser has a PVC pipe sleeve cast into the wall at the permanent pool level. This PVC
pipe serves as the drawdown device for the temporary water quality pool, releasing the runoff
from the first 1-inch of rainfall over a 2 to 5 day period. The purpose of this drawdown device is to
satisfy the water quality requirements set forth in the State BMP Manual. This pipe will be fitted
with a 90-degree bend and pipe section turned down and extending to 6 inches below the
permanent pool level to guard against being plugged with trash and debris.
The precast concrete riser and ductile iron barrel is sized to satisfy the peak reduction
requirements set forth in the City of Reidsville Stormwater Management rules. The riser was
analyzed as weir flow. The barrel was analyzed as both inlet and outlet control to determine
which governs. When the riser and barrel flow are calculated they are then compared to
determine which component of the structure controls the total outflow.
Storm hydrograph routing through the ponds was performed using the Storage Indication Method
as outlined in NEH-4. A brief summary of the routing results is outlined below. Detailed routing
calculations are included in the report. In the Reservoir Report for each pond, under Culvert /
Orifice Structures - [A] is the barrel, [B] is the drawdown orifice set at permanent pool; under
Weir Structures - [A] is the top of the riser, [B] is the emergency spillway.
An emergency spillway is provided as shown on the drawings. The emergency spillway operates
in the 50-year storm event and provides 1-foot of freeboard during he 100-year storm event.
SUMMARY OF DESIGN CALCULATIONS
Routing Results
Design
Storm Predeveloped
Runoff Rate Post-developed
Runoff Rate Routed Discharge Peak Elevation
10-Year 69.73 cfs 234.87 cfs 67.82 cfs 767.35 ft
25-Year N/A 284.54 cfs 103.55 cfs 767.96 ft
50-Year N/A 325.84 cfs 130.34 cfs 768.49 ft
100-Year N/A 371.15 cfs 173.74 cfs 769.00 ft Detailed design computations for the system follow this narrative.

REFERENCES
1. Technical Release No. 55, USDA Soil Conservation Service, December 1993
2. National Engineering Handbook Section 4-Hydrology, USDA Soil Conservation Service,
1972
3. Soil Survey of Rockingham County, North Carolina, USDA Soil Conservation Service,
December 1992
4. Technical Paper No. 40 - Rainfall Frequency Atlas of the Unites States for Durations
from 30 Minutes to 24 Hours and Return Periods from 1 To 100 Years, U. S. Department
of Commerce, May 1961
5. Stormwater Best Management Practices, NCDENR, Division of Water Quality, April, 1999
Project: Reidsville Industrial Park - Southern Tract - Dam 2E
Project No.: 03-258
Designed By: KLH
Checked By: KLH Date:
Revised:
1/29/2004
3/3/2004
I WATER QUALITY POND DESIGN I
N DATA
On-Site Drainage Area to Pond = 68.88 acres
On-Site Proposed Impervious Area = 48.21 acres
On-Site Future Impervious Area = 0.00 acres
Total On-Site Impervious Area = 48.21 acres
Total Project Site Area = 68.88 acres
WATERSHED INFORMATION
Watershed = N/A
Classification = N/A
69.99% On-Site Pond Impervious Percentage
69.99% On-Site Project Impervious Percentage
to Drainage Area to Pond = 0.00 acres
to Impervious Area = 0.00 acres
to Future Impervious Area = 0.00 acres
I Offsite Impervious Area = 0.00 acres
Total Watershed Area to Pond = 68.88 acres
Graded Area to Pond = 0.00 acres
Temporary Sediment Storage Used = N
Temporary Sediment Storage =
Permanent Sediment Storage =
Current Composite Impervious Percentage =
Design Maximum Impervious Percentage =
Permanent Water Quality Pool Depth (3'min.) _
Surface Area / Drainage Area Ratio =
Temporary Water Quality Depth to be Controlled =
Elevation at Bottom of Pond = 756.00
Elev. at Bottom of PSS and PWQ = 756.00
Elevation at Top of PSS = 757.00
Elevation at Bottom of TWQ = 762.00
Elevation at Top of TWQ = 765.00
0.50 ac-in.
0.125 ac-in.
69.99%
70.00%
6.00 FT Based on Max. Impervious %
1.790% Based on Max. Impervious %
1.0 Inch
Surface Area = 34,802 SF
Surface Area = 34,802 SF
Surface Area = 36,728 SF
Surface Area = 59,033 SF
Surface Area = 69,223 SF
Elevation at Bottom of Pond = 756.00
Elevation at Bottom of TWO = 762.00
Surface Area = 34802 Square Feet
Surface Area = 59033 Square Feet
Allow 75% of Basin Volume To Water Quality Orifice =
001 North Trade Street, Suite 200 Phone [phone]
5timmel Aooooiate5, P.A. Winston Salem, NC 27101 Fax [phone]

Elevation at Bottom of PSS = 756.00
Elevation at Middle of PSS = 756.50
Elevation at Top of PSS = 757.00
I OKI
PERMANENT WATER QUALITY SURFACE AREA REQ'D = 53707 Square Feet
Normal Pool Elevation = 762.00
Surface Area Provided = 59033 Square Feet
OK
Elevation at Bottom of TWO = 762.00
Elevation at Middle of TWQ = 763.50
Elevation at Top of TWO = 765.00
Surface Area = 34802 Square Feet
Surface Area = 35765 Square Feet
Surface Area = 36728 Square Feet
Volume Provided = 35765 Cubic
_ .170023 Cubic Feet
Rv 0.680 in/in
Surface Area = 59033 Square Feet
Surface Area = 64066 Square Feet
Surface Area= 69223 Square Feet
Volume Provided = 192260 Cubic Feet
Elevation at Top of Riser =
Elevation at Bottom of Water Quality Release Hole =
Maximum Release Rate =
Minimum Release Rate =
Maximum Hole Size = 0.245780574
Minimum Hole Size = 0.09831223
765.00
762.00
2 Days
5 Days
6.71 in. dia.
4.25 in. dia.
Elevation at Normal Pool =
Elevation at Bottom Of Pond =
Release Rate =
Maximum Hole Size =
762.00
756.00
1 Days
0.695172444 11.29 in. dia.
601 North Trade Street, Suite 200 Fhone [phone]
5timmel ASaociateo, F.A. Winston Salem, NC 27101 Fax [phone]
XTACH A' `0 REUW THIS SWEMEW
flf ?; .? OED 6 N M,,* ? OF rEyS pESCjwp EEOW f NOT COfECT PLEASE NOTIFY US PROMPTLY NO RECEIPT DESIRED.
Engineering Consulting Services LTD.
DATE ACCOUNT DESCRIPTION AMOUNT

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REIDSVILLE INDUSTRIAL PARK
SOUTHERN TRACT
STORMWATER MANAGEMENT PONDS LOT 2E
GENERAL NOTES:
POND CONSTRUCTION SPECIFICATIONS:
INSPECTION SCHEDULE
ROAD
D
-C
T
—PASS
NC I SITE PREPARATION V CONCRETE IT IS CRITICAL FOR SEVERAL ITEMS TO ,.rINSPECTED AT THE
RE I DSV I LLtz 1. HE CONTRACTOR SHALL VISIT THE SITE TO INFORM AND SATISFY HIMSELF
OF ALL EXISTING CONDITIONS PRIOR TO SUBMITTING HIS BID. ANY APPROPRIATE TIME DURING CONSTRUCTION. IT IS HE CONTRACTOR'S VICINITY MAP*
AREAS DESIGNATED FOR BORROW AREAS, EMBANKMENT, AND STRUCTURAL CONCRETE SHALL MEET THE REQUIREMENTS OF NORTH CAROLINA RESPONSIBILITY TO NOTIFY THE ENGINEER AT LEAST 2 DAYS PRIOR TO
DISCREPANCY BETWEEN THE SITE AND THOSE CONDITIONS REPRESENTED ON WORKS SHALL BE CLEARED, GRUBBED AND STRIPPED OF TOPSOIL. ALL DEPARTMENT OF TRANSPORTATION, STANDARD SPECIFICATIONS, SECTION BEGINNING WORK ON HESE ITEMS TO SCHEDULE INSPECTIONS. HE
AMCOUNTY THE DRAWINGS SHALL BE BROUGHT TO HE ATTENTION OF THE OWNER AND TREES, VEGETATION, ROOTS AND OTHER OBJECTIONABLE MATERIAL SHALL 1000, CLASS A. ITEMS ARE AS FOLLOWS:
R CKNGH THE ENGINEER IMMEDIATELY. BE REMOVED. CHANNEL BANKS AND SHARP BREAKS SHALL BE SLOPED NTS
2. ALL DIMENSIONS, RADII, AND NORTHING &FASTING COORDINATES ARE TO TO NO STEEPER THAN 1:1. AREAS TO BE COVERED BY THE RESERVOIR ANY ITEMS CONSTRUCTED AND COVERED UP PRIOR TO OBSERVATION WILL
CENTER OF STRUCTURES SUCH AS INLETS, MANHOLES, ETC., OR END OF PIPE WILL BE CLEARED OF ALL TREES, BRUSH, LOGS, FENCES, RUBBISH AND VI ROCK RIP RAP BE UNCOVERED OR TESTING WILL BE PROVIDED AS APPROPRIATE AT THE
RUNS AS APPLICABLE UNLESS NOTED OTHERWISE. OTHER OBJECTIONABLE MATERIAL UNLESS OTHERWISE DESIGNATED ON HE CONTRACTORS EXPENSE.
PLANS. TREES, BRUSH AND STUMPS SHALL BE CUT APPROXIMATELY LEVEL ROCK RIP RAP SHALL MEET HE REQUIREMENTS OF NORTH CAROLINA
3. ALL EXISTING UTILITIES OR STRUCTURES INDICATED ON HE DRAWINGS ARE
IT THE GROUND SURFACE. FOR DRY STORM WATER MANAGEMENT PONDS, DEPARTMENT OF TRANSPORTATION, STANDARD SPECIFICATIONS, SECTION 1 EXCAVATION FOR ANTI -FLOTATION ANCHOR PRIOR TO PLACING CONCRETE.
A MINIMUM OF A 50 FOOT RADIUS AROUND THE INLET STRUCTURE SHALL 1042. THE RIP -RAP SHALL BE PLACED TO THE REQUIRED THICKNESS IN
BASED ON AVAILABLE INFORMATION OF RECORD. THE CONTRACTOR IS BE CLEARED. ALL CLEARED AND GRUBBED MATERIAL SHALL BE DISPOSED ONE OPERATION. HE ROCK SHALL BE DELIVERED AND PLACED IN A 2 BARREL PLACEMENT BEFORE AND DURING BACKFILL.
REQUIRED TO TAKE PRECAUTIONARY MEASURES TO PROTECT THE UTILITY LINES OF OUTSIDE AND BELOW THE LIMITS OF HE DAM AND RESERVOIR AS MANNER THAT WILL INSURE THE RIP- RAP IN PLACE SHALL BE
SHOWN ON THESE PLANS. HE CONTRACTOR SHALL BE RESPONSIBLE SHOWN HEREON AND ANY OTHER EXISTING LINES NOT OF RECORD B NOTLE FOR DIRECTED BY THE OWNER OR HIS REPRESENTATIVE. WHEN SPECIFIED, A REASONABLY HOMOGENEOUS WITH THE LARGER ROCKS UNIFORMLY 3 FINAL INSPECTION. LEGEND,
A
UTILITIES AND AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES •
SUFFICIENT QUANTITY OF TOPSOIL WILL BE STOCKPILED IN A SUITABLE DISTRIBUTED AND FIRMLY IN CONTACT ONE TO ANOTHER WITH THE
MAKING ARRANGEMENTS FOR HE RELOCATION OR REMOVAL EXISTING LOCATION FOR USE ON THE EMBANKMENT AND OTHER DESIGNATED AREAS. SMALLER ROCKS FILLING THE VOIDS BETWEEN THE LARGER ROCKS.
RESULTING FROM HIS FAILURE TO LOCATE AND PRESERVE ANY AND ALL FILTER CLOTH SHALL BE PLACED UNDER ALL RIP RAP AND SHALL MEET
UNDERGROUND UTILITIES. BEFORE STARTING WORK THE CONTRACTOR SHALL II EARTH FILL THE REQUIREMENTS OF NORTH CAROLINA DEPARTMENT OF
CONTACT ULOCO AT 1 [phone] TO HAVE ALL EXISTING UTILITIES A MATERIAL TRANSPORTATION, STANDARD SPECIFICATIONS, SECTION 1056, TYPE 2. EXISTING CONTOURS 0 2' INTERVALS
LOCATED. THE FILL MATERIAL MAY BE TAKEN FROM AN ONSITE BORROW AREA. IT SHALL "" _=} -- -- --
~� EXISTING CONTOURS ®10' INTERVALS
BE FREE OF ROOTS, STUMPS, WOOD, RUBBISH VII CARE OF WATER DURING CONSTRUCTION
4. LOCATION AND ELEVATIONS OF IMPROVEMENTS, TO BE MET OR CROSSED BY STONES GREATER THAN 6", FROZEN OR OTHER OBJECTIONABLE MATERIALS. PROPOSED CONTOURS ® 1' INTERVALS
WORK, SHALL BE CONFIRMED BY FIELD MEASUREMENT, SUFFICIENTLY AHEAD OF FILL MATERIAL FOR THE EMBANKMENT AND CUT OFF TRENCH SHALL BE ALL WORK ON THE PERMANENT STRUCTURES SHALL BE CARRIED OUT IN
CLI ENT• CONSTRUCTION TO PERMIT REVISIONS TO THE PLANS, TI REVISIONS ARE APPROVED (AS MEETING THE SPECIFICATIONS FOR FILL MATERIAL BY THE AREAS FREE FROM WATER. THE CONTRACTOR SHALL CONSTRUCT AND 750 PROPOSED CONTOURS ® 5' INTERVALS
NECESSARY DUE TO ACTUAL LOCATION OF EXISTING UTILITIES. GEOTECHINCAL ENGINEER PRIOR TO PLACEMENT. MAINTAIN ALL TEMPORARY DIKES, LEVEES, COFFER DAMS, DRAINAGE
5. THE CONTRACTOR AGREES THAT HE SHALL ASSUME SOLE AND COMPLETE CHANNELS, AND STREAM DIVERSIONS NECESSARY TO PROTECT THE AREAS �� RIGHT-OF-WAY
s B PLACEMENT - --� TO BE OCCUPIED BY THE PERMANENT WORKS. THE CONTRACTOR SHALL
CONSTRUCTION OF THIS PROJECT, INCLUDING SAFETY OF ALL PERSONS AND
CITY OF REIDSVILLE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING HE COURSE OF AREAS ON WHICH FILL IS TO BE PLACED SHALL BE SCARIFIED ALSO FURNISH, INSTALL, OPERATEAND MAINTAIN ALL NECESSARY PUMPING rg — - - - — CENTERLINED
PROPERTY AND THAT HIS REQUIREMENT SHALL APPLY CONTINUOUSLY AND PRIOR TO PLACEMENT OF FILL. FILL MATERIALS SHALL BE PLACED IN AND OTHER EQUIPMENT REQUIRED FOR REMOVAL OF WATER FROM THE
230 W. MOREHEAD STREET NOT BE LIMITED TO NORMAL WORKING HOURS AND THAT THE CONTRACTOR MAXIMUM 8 -INCH THICK (BEFORE COMPACTION) LAYERS WHICH ARE TO BE VARIOUS PARTS OF THE WORK AND FOR MAINTAINING THE EXCAVATIONS, D — — PROPOSED LOTLINE
SHALL DEFEND, INDEMNIFY, AND HOLD THE OWNER AND THE ENGINEER CONTINUOUS OVER THE ENTIRE LENGTH OF THE FILL. THE MOST PERMEABLE FOUNDATION, AND OTHER PARTS OF THE WORK FREE FROM WATER AS
HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED IN CONNECTION BORROW MATERIAL SHALL BE PLACED IN THE DOWNSTREAM PORTIONS OF REQUIRED OR DIRECTED BY THE ENGINEER FOR CONSTRUCTING EACH MAY 1 0 2005 — — PROPERTY BOUNDARY
REIDSVILLE, NC 27320 NH PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING FOR LIABILITY THE EMBANKMENT. THE PRINCIPAL SPILLWAY MUST BE INSTALLED PART OF THE WORK. AFTER HAVING SERVED THEIR PURPOSE, ALL
ARISING FROM THE SOLE NEGLIGENCE OF THE OWNER OR THE ENGINEER. CONCURRENTLY WITH FILL PLACEMENT AND NOT EXCAVATED INTO THE TEMPORARY PROTECTIVE WORKS SHALL BE REMOVED OR LEVELED AND DENR-WATER QUALITY — — — — — — — — — — EASEMENT LINE
EMBANKMENT. GRADED TO THE EXTENT REQUIRED TO PREVENT OBSTRUC11ON IN ANY WEMMAND STORMMiATERWNCH
6. THE CONTRACTOR SHALL VERIFY THAT ALL REQUIRED PERMITS AND DEGREE WHATSOEVER OF THE FLOW OF WATER TO THE SPILLWAY OR
APPROVALS HAVE BEEN OBTAINED FROM THE APPROPRIATE AUTHORITIES C COMPACTION OUTLET WORKS AND SO AS NOT TO INTERFERE IN ANY WAY WITH THE '' �` EXISTING TREELINE
BEFORE BEGINNING WORK ON THE PROJECT. ALL DAM FILL SHALL BE COMPACTED TO NOT LESS THAN 98% OF HE OPERATION OR MAINTENANCE OF THE STRUCTURE. STREAM DIVERSIONS
STANDARD PROCTOR MAXIMUM DRY DENSITY (ASTM D-698) NH A MOISTURE SHALL BE MAINTAINED UNTIL HE FULL FLOW CAN BE PASSED THROUGH CLEARING LIMITS
7. ALL CONSTRUCTION, MATERIALS, AND WORKMANSHIP SHALL CONFORM TO CONTENT WITHIN +/-2 % OF THE OPTIMUM. EACH LAYER OF FILL SHALL BE THE PERMANENT WORKS. THE REMOVAL OF WATER FROM THE REQUIRED
NCDOT STANDARDS AND SPECIFICATIONS, NCDENR - LAND QUALITY SECTIONS COMPACTED AS NECESSARY TO OBTAIN THAT DENSITY, AND IS TO BE EXCAVATION AND THE FOUNDATION SHALL BE ACCOMPLISHED IN A
"EROSION AND SEDIMENTATION CONTROL PLANNING AND DESIGN MANUAL", AND CERTIFIED BY THE GEOTECHINCAL ENGINEER AT THE TIME OF CONSTRUCTION. MANNER AND TO THE EXTENT THAT WILL MAINTAIN STABILITY OF THE • . • • . • • CREEK / WATER SURFACE
THE CITY OF REIDSVILLE STANDARDS AND SPECIFICATIONS. IN THE EVENT OF TESTING WILL BE THE OWNER'S RESPONSIBILITY. NO COMPACTION EQUIPMENT EXCAVATED SLOPES AND BOTTOM OF REQUIRED EXCAVATIONS AND WILL
CIVIL ENGINEER. A CONFLICT BETWEEN.. THE DRAWINGS AND THESE STANDARDS, THE MORE SHALL TRAVERSE ANY PIPE UNTIL MINIMUM COVER IS PLACED OVER PIPE TO ALLOW SATISFACTORY PERFORMANCE OF ALL MATERIAL
IN RE OPERATIONS. —• —■—• • •
STRINGENT REQUIREMENT SHALL APPLY AS DETERMINED BY THE ENGINEER. PREVENT DAMAGE TO THE PIPE. COMPACTION TESTING FOR EMBAN{MENT DURING HE PLACING AND COMPACTING OF MATERIAL IN REQUIRED EXISTING WATERLINE
SHALL BE PERFORMED AT A FREQUENCY OF ONE EST PER 2000 SQUARE EXCAVATIONS, HE WATER LEVEL AT HE LOCATIONS BEING REFILLED
8. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING HIS WORK WITH THE FEET PER VERTICAL FOOT OF FILL. COMPACTION FETING ALONG PI'z)S SHALL BE MAINTAINED BELOW THE BOTTOM OF THE EXCAVATION AT SUCH —■ ■—• • •— PROPOSED WATERLINE
601 N. Trade Street WORK OF OTHER CONTRACTORS ON THE PROJECT TO AVOID CONFLICT. PLACED THROUGH THE DAM SHALL BE REQUIRED AT A FREQUECI :?� ONE LOCATIONS WHICH MAY REQUIRE DRAINING THE WATER TO SUMPS FROM
ti m m e Suite 200 TEST PER 25 LINEAR FEET OF PIPE PER VERTICAL FOOT OF FILL. WHICH THE WATER SHALL BE PUMPED, EXISTING FIRE HYDRANT
Winston Salem, NC ENVIRONMENTAL N D CUTOFF TRENCH VIII STABILIZATION PROPOSED FIRE HYDRANT
Landscape Architecture 27101-2916THE CUTOFF TRENCH SHALL BE EXCAVATED INTO IMPERVIOUS MATCRIAL
ALONG OR PARALLEL TO THE CENTERLINE OF THE EMBANKMENT AS SHOWN ALL BORROW AREAS SHALL BE GRADED TO PROVIDE PROPER DRAINAGE IB91 EXISTING GATE VALVE
Civil Engineering ON THE PLANS. THE BOTTOM WIDTH OF HE TRENCH SHALL BE GOVERNED AND LEFT IN A SIGHTLY CONDITION. ALL EXPOSED SURFACES OF THE
P: 336.723.1067 BY THE EQUIPMENT USED FOR EXCAVATION, WITH THE MINIMUM WDTH BEING EMBANKMENT, SPILLWAY, SPOIL AND BORROW AREAS, AND BERMS SHALL TNI PROPOSED GATE VALVE
Stimmet Associates PA Land Planning F: 336.723.1069 THIS PROPERTY CONTAINS WETLANDS AND/OR WATERS OF THE US (STREAMS)
� g TEN FEET. THE DEPTH SHALL BE AT LEAST FIVE FEET BELOW EXISTING GRADE BE STABILIZED BY SEEDING, LIMING, FERTILIZING AND MULCHING IN
THAT ARE UNDER JURISDICTION OF THE U.S. ARMY CORPS OF ENGINEERS AND OR AS SHOWN ON THE PLANS. THE SIDE SLOPES OF HE TRENCH SHALL BE ACCORDANCE WITH THE SPECIFICATIONS AS SHOWN ON HE PROPOSED 45' BEND
THE NC DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES. 1 TO 1 OR FLATTER. THE BACKFILL SHALL BE COMPACTED WITH ACCOMPANYING DRAWINGS.
DISTURBANCE TO THESE JURISDICTIONAL AREAS SHALL NOT EXCEED THAT CONSTRUCTION EQUIPMENT, ROLLERS, OR HAND TAMPERS TO ASSURE
SHOWN ON THE PLANS. MAXIMUM DENSITY AND MINIMUM PERMEABILITY.
STING SANITARY SEWER LINE
THE CONTRACTOR SHALL BE LIABLE FOR ANY DAMAGES TO THE OWNER AND III BACKFILL ADJACENT TO PIPES & STRUCTURES IX EROSION AND SEDIMENT CONTROL " " • PROPOSED SANITARY SEWER UNE
ENGINEER THAT RESULT FROM THE DISTURBANCE OF THE EXISTING WETLANDS? EXISTING SANITARY SEWER MANHOLE
AND/OR WATERS OF THE US (STREAMS) BEYOND THAT SHOWN ON THE PLANS. BACKFILL ADJACENT TO PIPES OR STRUCTURES SHALL BE OF THE TYPE AND CONSTRUCTION OPERATIONS WILL BE CARRIED OUT IN SUCH A MANNER
THE DAMAGES MAY INCLUDE THE FOLLOWING, BUT ARE NOT LIMITED TO: QUALITY CONFORMING TO THAT SPECIFIED FOR THE ADJOINING FILL MATERIAL. THAT EROSION WILL BE CONTROLLED AND WATER AND AIR POLLUTION
WING INDEX. FINES CONSULTANT FEES, CONSTRUCTION COSTS, MITIGATION FEES, AND LEGAL THE FILL SHALL BE PLACED IN HORIZONTAL LAYERS AT A THICKNESS HAT IS MINIMIZEDPROPOSED SANITARY SEWER MANHOLE
DRA� FEES. THE CONTRACTOR, AT HIS DISCRETION, MAY PROVIDE ADDITIONAL . STATE AND LOCAL LAWS CONCERNING POLLUTION ABATEMENT
COMPATIBLE WITH THE COMPACTION EQUIPMENT BEING USED TO ACHIEVE WILL BE FOLLOWED. CONSTRUCTION PLANS SHALL DETAIL EROSION AND
PROTECTIVE MEASURES ABOVE AND BEYOND WHAT IS SHOWN ON THIS PLAN TO THE SPECIFIED COMPACTION. THE MATERIAL SHALL FILL COMPLETELY ALL SEDIMENT CONTROL MEASURES TO BE EMPLOYED DURING THE _ _ .. _. _ EXISTING STORM DRAINAGE LINE
INSURE NO DISTURBANCE TO THE WETLANDS AND STREAMS. COORDINATE ANY SPACES UNDER AND ADJACENT TO THE PIPE. AT NO TIME DURING THE CONSTRUCTION PROCESS.
ADDITIONAL MEASURES WITH THE ENGINEER AND EROSION CONTROL INSPECTOR. BACKFILLING OPERATION SHALL DRIVEN EQUIPMENT BE ALLOWED TO OPERATE PROPOSED STORM DRAINAGE LINE
C-1.0 POND RETROFIT PLAN CLOSER THAN FOUR FEET, MEASURED HORIZONTAL, TO ANY PART OF A
STRUCTURE. UNDER NO CIRCUMSTANCES SHALL EQUIPMENT BE DPIVEN OVER EXISTING STORM DRAINAGE MANHOLE
C-1.1 POND ACCESS ROAD PLAN ANY PART OF A CONCRETE STRUCTURE OR PIPE, UNLESS THERE IS A X MAINTENANCE SCHEDULE
STORM DRAINAGE NOTES • COMPACTED" SEE DOCUMENT ENTITLED "EMERGENCY ACTION PLAN AND OPERATION AND D FILL OF 24 OR GREATER OVER THE STRUCTURE OR PIPE. OO PROPOSED STORM DRAINAGE MANHOLE
C-2.0 STANDARD DETAILS AND NOTES MAINTENANCE SCHEDULE, REIDSVILLE INDUSTRIAL PARK SOUTHERN TRACT 0 EXISTING CATCH BASIN
C-2.1 POND DETAILS IV PIPE CONDUITS
1 ALL STORM DRAINAGE PIPE SHALL BE HDPE DOUBLE WALL PIPE WITH SMOOTH A ALL PIPES SHALL BE CIRCULAR IN CROSS SECTION. DAM 2E". ■ PROPOSED CATCH BASIN
INTERIOR UNLESS NOTED OTHERWISE. PIPE JOINTS SHALL BE SILT TIGHT USING. B A. CORRUGATED METAL PIPE - ALL OF THE FOLLOWING CRITERIA SHALL APPLY
MANUFACTURER'S STANDARD RUBBER GASKET.INLET PROTECTION
CORRUGATED METAL PIPE:
2 UNDER DRAINS TO BE CONSTRUCTED AS REQUIRED BY THE ENGINEER TO 1. MATERIALS - (ALUMINUM ALLOY) - THIS PIPE AND ITS APPURTENANCES SHALL SILT FENCE
STABILIZE SUBGRADE. CONFORM TO THE REQUIREMENTS OF AASHTO M-196 ASTM B-745. AND AASHTO
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3 STORM DRAINAGE MANHOLES SHALL BE PRECAST CONCRETE CONFORMING M-197 / ASTM -B-744, WITH WATERTIGHT BANDS OR FLANGES. ALUMINUM TEMPORARY DIVERSION
TO NCDOT STANDARD 840.31. MANHOLES SHALL ALSO BE CONSTRUCTED
SURFACES THAT ARE TO BE IN CONTACT WITH CONCRETE SHALL BE PAINTED WITH a— a—
_
IN ACCORDANCE WITH ASTM C-478, ASTM A-615, AND ASTM A-185, ONE COAT OF ZINC CHROMATE PRIMER. TREE PROTECTION FENCING
ASTM C-990. MANHOLE CASTINGS SHALL BE PROVIDED IN ACCORDANCE •` p`
WITH THE SPECIFICATIONS. 2. COUPLING BANDS, ANTI -SEEP COLLARS, END SECTIONS, ETC. MUST FABRICATED
FROM THE SAME MATERIAL AS THE PIPE. METALS MUST BE INSULATED FROM
DISSIMILAR MATERIALS WITH THE USE OF RUBBER OR PLASTIC INSULATING
MATERIALS AT LEAST 24 MILS IN THICKNESS. STAINLESS STEEL BOLTS SHALL BE
USED FOR CONNECTIONS.
3. CONNECTIONS - ALL CONNECTIONS WITH PIPES MUST BE COMPLETELY
PERMANENT SEEDING WATERTIGHT. THE BARREL CONNECTION TO THE RISER SHALL BE WELDED ALL SURVEY DISCLAIMER.
AROUND WHEN THE RISER IS METAL. ANTI -SEEP COLLARS SHALL BE CONNECTED
TO THE PIPE IN SUCH A MANNER AS TO BE COMPLETELY WATERTIGHT. DIMPLE
BANDS ARE NOT CONSIDERED TO BE WATERTIGHT. SURVEY PROVIDED BY:
ALL DISTURBED AREAS TO BE SEEDED WITH AN EVEN MIXTURE OF REBEL 4. ALL CONNECTIONS SHALL USE A RUBBER OR NEOPRENE GASKET WHEN JOINING
II, FALCON AND JAGUAR FINE FESCUES AT A RATE OF 5-6 LBS./1,000 SECTIONS.PIPE OF EACH PIPE SHALL REGIONAL LAND SURVEYORS
S.F. SO AS TO PRODUCE A THICK, FIRM STAND OF GRASS. FERTILIZE AT NUMBEROFF CORR GATIO SETO ACCOMMODA THE BAND WID H.` ADEQUATEP.O. BOX 35341
A RATE OF 10 LBS./1,000 S.F. WITH A SLOW-RELEASE FERTILIZER (USE
STRAW AND ASPHALT EMULSION TO COVER SEED UNTIL STABLE.) APPLY 5. THE FOLLOWING TYPE CONNECTIONS ARE ACCEPTABLE FOR PIPES LESS THAN GREENSBORO, NC, 27425
LIME ACCORDING TO SOIL EST, OR APPLY 4,000 LBS./ACRE SLOW- 24" IN DIAMETER: FLANGES ON BOTH ENDS OF THE PIPE; A 12 -INCH WIDE
RELEASE PELLETIZED AGRICULTURAL LIMESTONE. SEEDING DATES: AUG. 20 STANDARD LAP TYPE BAND WITH A 12 -INCH WIDE BY 3/8 -INCH THICK CLOSED [phone]
THROUGH OCT. 25 AND FEB. 1 THROUGH MAY. CELL NEOPRENE SLEEVE TYPE GASKET; A 12 -INCH WIDE HUGGER TYPE BAND
SEEDBm PREPARAM WITH 0 -RING GASKETS HAVING A MINIMUM DIAMETER OF 1/2 -INCH GREATER THAN
THE CORRUGATION DEPTH.
1 REMOVE ANY UNDESIRABLE GROUND COVERS INCLUDING ANY TEMPORARY 6. PIPES 24" IN DIAMETER AND LARGER SHALL BE CONNECTED BY A 24 -INCH SEALS -0 REVISIONS.
SEEDING. LONG ANNULAR CORRUGATED BAND USING RODS AND LUGS WITH A 24 -INCH WIDE
2 RIP THE AREA TO BE SEEDED TO A MIN. DEPTH OF 4"-6." BY 3/8 -INCH THICK CLOSED CELL NEOPRENE SLEEVE TYPE GASKET'. It" I I 111#818
3 REMOVE ALL LOOSE ROCKS. ROOTS, ETC. LEAVING SURFACE SMOOTH AND
7. HELICALLY CORRUGATED PIPE SHALL HAVE EITHER CONTINUOUSLY WELDED
BEFORE YOU DIG I
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4 APPLY SEED, AGRICULTURAL LIME, AND FERTILIZER UNIFORMLY AND MIX
8. BEDDING - THE PIPE SHALL BE FIRMLY AND UNIFORMLY BEDDED THROUGHOUT
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WITH THE SOIL.
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5 MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH.
9. BACKFILLING SHALL CONFORM TO SECTION III "BACKFILL ADJACENT TO PIPES
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1. THE CONTRACTOR SHALL VISIT THE SITE TO INFORM AND SATISFY HIMSELF I SRE PREPARATION V T 4 OF ALA EXIS LNG CONDITION- PRIOR TO SUBMITTING HIS BID. ANY AREAS DESIGNATED FOR BORROW AREAS, EMF-ANKMENT, AND STRUCTURAL V CONCRETE IT IS CRITICAL FOR SEVERAL fTEMS TO BE INSPECTED AT T HE APPROPRIATE TIME DURING CONSTRUCTION. 11 IS THE CONTRAC' _
DISCREPANCY BETWEEN THE SITE AND THOSE CONDITIONS REPRESENTED ON C( CONCRETE SHALL MEET THE REQUIREMENTS OF NORTH CAROLINA RE'~.P~;~NSIBILITY TO NOTIFY THE ENr,~INEER AT LEAST ~ DAY; P~~:w
THE !1PAWINGS SHALL BE BROUGHT TO THE ATTENTION F TH W R WORKS SHALL BE CLEARED, GRUBBED AND STRIPPED OF lOPS01L. ALL DE 0 E O NE AND TREE5, VEGETATION, ROOTS AND OTHER OBJECTIONABLE MATERIAL SHALL 1( THE ~,N(.INEER IMMEDIATEL'r'_ DEPARTMENT OF TRANSPORTATION, STANDARD SPECIFICATIONS, SECTION BEGINNING WORK ON THESE ITEMS TO SCHEDULE INSPECTI~,iNS 1000, CLASS A. ITEM ARE AS FOLLOWS,
BE REMOVED. CHANNEL BANKS AND SHARP BREAKS SHAH BE SLOPED
2. ALL DIMENSIONS, RADII, AND NORTHING & FASTING COORDINATES ARE TO TO NO STEEPER THAN 1:1. AREAS TO BE COVERED 8Y THE RESERVOIR ANY rrE~s NTS ODMSIRUCTED AND COVERED UP PRIOR TO OBSERVATION Wr,E VI ROCK RIP RAP BE UNCOVERED OR TE'StiNC IMIl BE PROVIDED AS APPROPRIATE AT
CENTER OF STRUCTURES SUCH AS INLETS, MANHOLES, ETC., OR END OF PIPE WILL BE CLEARED OF ALL TREES, BRUSH, LOGS, FENCES, RUBBISH AND ~ R( RUNS AS APPLICABLE UNLESS NOTED OTHERWISE. OTHER OBJECTIONABLE MATERIAL UNLESS OTHERWISE [IESIGNATEO ON THE ODINTRACTOR'S EXPE?15E. ~
PLANS. TREES, BRUSH AND STUMPS SHALL BE CUT APPROXIMATELY LEVEL F ROCK RIP RAP SHALL MEET THE REQUIREMENTS OF NORTH CAROLINA
3. ALL EXISTING UTILITIES OR STRUCTURES INDICATED ON THE DRAWINGS ARE IT 7HE GROUND SURFACE, FOR DRY STORM WATER MANAGEMENT PONDS, L BASED ON AVAILABLE INFORMATION OF RECORD. THE CONTRACTOR IS A MINIMUM OF A 50 FOOT RADIUS AROUND THE INLET STRUCTURE SHALL 1 DEPARTMENT OF TRANSPORTATION, STANDARD SPECIFICATIONS, SECTION 1 THE ~~~JTOFF TRENCH SHALL BE INSPECTED AFTEF EXCAVATION AN~ 1042. THE RIP-RAP SHALL BE PLACED TO THE REQUIRED THICKNESS IN f'RIUk TO PLACING BACKEILL.
REQUIRED TO TAKE PRECAUTIONARY MEASURES TO PROTECT THE UTILITY LINES BE CLEARED. ALL CLEARED AND GRUHBED MATERIAL ~HALI BE OISPO~ED ~ ONE OPERATION. THE ROCK SHALL BE DELIVERED AND PLACED IN A
SHOWN HEREON AND ANY OTHER EXISTING LINES NOT OF RECORD OR NOT OF OUTSIDE AND BELOW THE LIMITS OF THE DAM AND RESERVOIR AS tv SHOWN ON THESE PLANS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DIRECTED BY THE OWNER OR HIS REPRESENTATIVE. WHEN SPECIFIED, A F MANNER THAT WILL INSURE THE RIP- RAP IN PLACE SHALL BE 2 RI~Ek STRUCTURE BASE PRIOR TO PLACING CGNCRETE (BOTH PJ~ REASONABLY HOMOGENEOUS WITH THE LARGER ROCKS UMFORMLY
MAKWG ARRANGEMENTS FOR THE RELOCATION OR REMOVAL OF EXISTING SUFFICIENT QUANTITY OF TOPSOIL WILL BE STOCKPILED IN A SUITABLE C DISTRIBUTED ANC FIRMLY IN CONTAr,T ONE TO ANOTHER WITH THE 3 BARREL PLACEMENT BEFORE AND DURING BACKFILL
UTILITIES ANO AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES LOCATION FOR USE ON THE EMBANKMENT AND OTHER UESGNATED AREAS. c MAR ~ ~ „ RESULTING FROM HIS FAILURE TO LOCATE AND PP,ESERVE ANY AND ALL F SMALLER ROCKS FILLING THE VOIDS BETWEEN THE LARGER ROCKS. FILTER CLOTH SHALL BE PLACED UNDER ALL RIP RAP AND SHALL MEET 4 TOE DRAIN AND BARREL SEEPAGE DIAPHRAGM- -
~,~4 ~ II EARTH Fill UNDER„ROUND UTILITIES. BEFORE STARTING WORK THE CONTRACTOR SHALL T THE REQUIREMENTS OF NORTH CAROLINA DEPARTMENT OF
CONTACT ULOCO AT i [phone] TO NAVE ALL EXISTING UTILITIES LOCATED. A MATERIAL TRANSPORTATION, STANDARD SPE.CIfICATIONS, SECTION 1056, TYPE 2. 5 CONCRETE COLLAR AT OUTLET STRUCTURE PRIOR TO PLACING; CON~:nI'E XI E STING CONTOURS ®2' INTERVALS
THE FILL MATERIAL. MAY BE TAKEN FROM AN ONSITE BORROW ARIA. IT SHALL .L 6 FINAL INSPECTION
4. LOCATION AND ELEVATIONS OF IMPROVEMENTS, TO BE MET OR CROSSED BY BE EPEE OF ROOTS, STUMPS, WOOD, RUBBISH, VII G VII CARE OF WATER DURING CONSTRUCTION EXISTING CONTOURS o 10' INTERVALS
WORK, SHALL BE CONFIRMED 8Y FIELD MEASUREMENT, SUFFICIENTLY AHEAD OF STONES GREATER THAN 6", FROZEN OR OTHER OBJECTIONABLE MATERIALS CONSTRUCTION TO PERMIT REVISIONS TO THE PLANS, IF REVISIONS ARE FILL MATERIAL FOR THE EMBANKMENT AND CUT OFF TRENCH SHALL BE ALI ALL WORK ON THE PERMANENT STRUCTURES SHALL BE CARRIED OUT IN 750 PROPOSED CONTOUR
~ NECES;ARY DUE TO ACTUAL LOCATION OF EXISTING UTILITIES. APPROVED (AS MEETING THE SPEUFICATIONS FUR FILL ~1ATERIAL BY THE AR AREAS FREE FROM WATER THE CONTRACTOR SHALL CONSTRUCT AND
GEOTECHINCAL ENGINEER PRIOR TO PLACEMENT MA 5. THE CONTRACTOR AGREES THAT NE SHALL ASSUME SOLE ANO COMPLETE CH AIN AIN ALL TEMPORARY DIKES, LEVEES, COFFER DAMS, DRAINAGE ~ ~ RIGHT-OF-WAY CHANNELS, AND STREAM DIVE=RSIONS NECESSARY TO PROTECT THE AREAS
RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF B PLACEMENT TO TO BE GCCUPIED BY THE PERMANENT WORKS. THE CONTRACTOR SHALL ~ CENTERLINE
CONSTRUCTION OF THIS PROJECT, INCLUDING SAFETY OF ALL PERSONS AND AREAS ON WHICH FiLI. IS TO BE PLACED SHALL BE SCAkIFIED AL' PROPERTY AND THAT THIS REQUIREMENT SHALL APPLY CONTINUOUSLY AND NOT PRIOR TO PLACEMENT OF FILL FILL MATERIALS SHALL Bf PLACED IN AN ALSO FURNISH, INSTALL, OPERATE AND MAINTAIN ALL NECESSAPY PUMP,NG AND OTHER EQUIPMENT REQUIRED FOR REMOVAL OF WATER FROM THE - - PROPOSED LOTUNE
BE LIMITED TO NORMAL WORKING HOURS AND THAT THE CONTRACTOR SHALL MAXIMUM 8-INCH THICK iBEFORE COMPACTION) LAYERS IVHICH ARE TO BE VAI VARIOUS PARTS OF THE WORK AND FOR MAINTAINING THE EXCAVATIONS, 1 THE tC~NiRACiOR SHALL BE RESPONSIBLE FOR ALL S!'AVFrIN6 RE ~l I~~•
• DEFEND, INDEMNIFY, AND HOLD THE OWNER AND THE ENGINEER HARMLESS CONTINUOUS OVER THE ENTIRE LENGTH OF THE FILL. TNF. MOST PERMEABLE FO FROM ANY AND ALL LIABIUTr, REAL OR ALLEGED IN CONNECTION WITH BORROW MATERIAL SHALL 8E PLACED IN THE DOWNSTREAd PORTIONS OF RE' FOUNDATION, AND OTHER PARTS OF THE WORK FREE FROM WATER AS BY 1HL cONSTRUCT10N DOCUMENTS. THIS SHALL INCL~ - - PROPERTY BOUNDARY REQUIRED OR DIRECTED By THE ENGINEER FOR CONSTRUCTING EACH UMITEi1 i0 THE FOLLOWINGS GRADING RI TP~~r i TDE BUT NOT PS
PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING FOR LIABILITY ARISING THE EMBANKMENT. THE PRINCIPAL SPILLWAY MUST BE IN`iTALLED PAI PART OF THE WORK. AFTER HAVING SERVED THEIR PURPOSE, ALL DRAIN, ;FORM GRAINAGE qC~, ~ SER S ~-ORE. BAPREI T_ - _ ~ _ LESS ROAGWAY, BOPF. ~w AREA & ETA EASEMENT LINE
~ FROM THE SOLE NEGLIGENCE OF THE OWNER OR THE ENGINEER. CONCURRENTLY WITH FILL F'IA~~EMENT AND NOT EXCAVAED INTO THE TEf TEMPORARY PROTECTIVE WORKS SHALL BE REMOVED OR LEVELED AND GRADED TO THE EXTENT REQUIRED TO PREVENT OBSTRUCTION IN ANY 2 THE C~~NTRACTOR SHALL BE RESPONSIBLE FOR A FINAL A_;--BUILT EXISTIN T
EMBANFMENT. GR. 6. THE CONTRACTOR SHALL VERIFY THAT ALL REQUIRED PERMITS AND DEi DEGREE WHATSOEVER OF THE FLOW OF WATER TO THE SPILLWAY OR CURVE` OF THE POND. THE AS-BUILT SURVEY SHA I rig ~ r G REELINE
APPROVALS HAVE BEEN OBTAINED FROM THE APPROPRIATE AUTHORITIES BEFORE C COMPACTION OU OUTLET WORKS AND SO AS NOT TO INTERFERE IN ANY WAY WITH THE FOLLOWING ITEMS ~L N__JDE fN,
BEGINNING WORK ON THE PROJECT- ALL DAM FILL SHALL BE COMPACTED TO NOT LESS TFAN 98% OF THE OP STANDARD PROCTOR MAXIMUM DRY DENSITY (ASTM D-698) WITH A MOISTURE SHE OPERATION OR MAINTENANCE r~F THE STRUCTURE. STREAM DIVERSIONS ~ Y~Y~r ~ ~1"~l - CLEARING LIMITS SHALL BE MAINTAINED UNTIL THE FULL FLOW CAN BE PASSED THROUGH A PGND/ DAM GRADING WITH 2 FOQT CONTOURS AND SP T ~ r~
7. ALL CONSTRUCTION, MATERIALS, AND WORKMANSHIP SHALL CONFORM TC CONTENT WITHIN +/-2 % OF THE OPTIMUM- EACH LA,EL OF FILL SHALL BE THI THE PERMANENT WORKS. THE REMU.AL OF WATER FROM THE REQUIRED 0 ELE,Va - _ . AiONi~ CENTER TOP OF DAM iN 50 F001 INTER',ALS
NGDOT STANDARDS AND SPECiFICATiONS, NCDENR -LAND DUALITY SECTION; CUMPA_~TED AS NECESSARr TO OBTAIN THA7 DENSITr, A!WD IS TO BE EX( EROSION AND SEDfMENTAT10N CONTROL PLANNING AND DESIGN MANUAL", AND CERTIFIED dr THE GEOTECHINCAL ENGINEER AT THE SUE OF CONSTRUCTION. MAI EXCAVATION AND THE FOUNDATION SHALL BE ACCOMPLISHED IN A CREEK ~ WATER SURFACE MANNER AND TO THE EXTENT THAI WILL MAINTAIN STABILITY OF THE B TOP ~~F RISER ELEVATION AND UPSTREAM AN:~ %~~~+YNSTR AM
THE CITY OF REIDSVILLE STANDARDS AND SPECIFICATIONS. IN THE EVENT OF A EXi TESTING WILL BE THE OWNERS RESPONSIBILITY. NJ Y~.iPACTI~N EQUIPMENT ALL EXCAVATED SLOPES AND BOTTOM OF REQUIRED EXCAVATIONS AND WILL OF ~IARREL E INVE-
CC~I'Ll(-~~ BETWEEN THE DRAWINGS AND THESE STANDARDS, THE MORE SHALL TRAVERSE ANY PIPE UNTIL MINIMUM COVER Pi}1CED OVER PIPE TO ~ CUI _ ;,Tf;! ~dT REOIJIREMENT ~>HALL APPLY A,~ ~_~_TERMINED 8Y THE ENGINFe PREVENT pAM~r ~ ;C Tf;E PIPE. COMPACTION TE~TI^ FOR EMBANKMENT EX( ALLOW SATISFACTORY PERFORMANCE OF ALL CONSTRUCTION OPERATIONS, ~ EXISTING WATERLINE DURING THE PLACING AND COMPACTING OF MATERIAL IN REQUIRED C INVERT o>• DRAw DowN PIPE
SHAt L BE PEC< r ~ ~U AT A FRE4UENCY OF ONE TM " E'ER 2000 SQUARE SHi EXCAVATIONS, THE WATER LE'~EL AT THE LOCATIONS BEING REFILLED YV PROPOSED WATERLINE
8. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING HIS WORK WITH THE FEET PER VERTICAL FOOT OF FILL. COMPACTION iES~~ ,ALONG PIPES LO( WORK OF OTHER CONTRACTORS ON THE PROJECT TO AVOID CONFLICT PLACED THROUGH THE DAM SHALL BE REOUIRED AT A FREQUENCY OF ONE WHI SHALL BE MAINTAINED BELOW THE BOTTOM OF THE EXCAVATION AT SUCH G INVERT AND WIDTH OF EMERGENCY SPILLWAY ` LOCATIONS WHICH MAY REQUIRE DRAINING THE WATER TO SUMPS FROM EXISTING FIRE HYDRANT
TES' PER 25 LINEAR FEET OF PIPE PER VERTICAL E-DOT DF Fill. WHICH THE WATER SHALL BF P!JMPED. E LOCATION, ELEVATION, AND WIDTH OF MAINT r r
601 N. Trade Street ENAN,E BEN~H ~ PROPOSED FIRE HYDRANT
Sude 200 ~ o cuTOFF TRENCH VIII Sl VIII STABILIZATION F LocAnoN of ToE D~,IN ouTLE~s
WI n I m N THE CUTOFF TRENCH SHALL BE EXCAVATED INTO IMPERI'I~JUS MATERIAL nsta Sae C _ _ _ ALONG OR PARALLEL TO THE CENT R IN F T NI EXISTING GATE VALVE ALL BORROW AREAS SHALL BE GRADED TO PROVIDE PROPER DRAINAGE G BOi~OM OF POND ELEVATION
21101-2916 - E L E 0 HE E BAhKMENT AS SHOWN ALL ON THE PANS THE BOTTOM WIDTH OF THE TRENCH SHALL BE GOVERNED AN[ Landscape Architecture BY THE EOUIPMENT USE(A FOR EX AVATI WITH INI PROPOSED GATE VALVE AND LEFT IN A SIGHTLY CONDITION. ALL EXPOSED SURFACES OF THE H LOCAII~~N F R
THIS PROPERTY CONTAINS WETLANDS AND/OR WATERS OF THE US (STTtEAMSi C ON, THE MNIMUM WIDTH BEING EME Civil Engineering P; 336,123.1067 THAT ARE UNDER JURISDIrT10N OF THE U.S AP.MY CORPS OF ENGINEERS AND TEN FEET. THE DEPTH SHALL BE AT LEAST FIVE FEET BELOW EXISTING GRADE gE EMBANKMENT, SPILLWAY, SPOIL AND BORROW AREAS, AND BERMS SHALL ~ 0 IPRAP DISSIPATOR PAD(S) E BE STABILIZED BY SEEDING, LIMING, FERTILIZING AND MULCHING IN r PROPOSED 45' BEND
THE NC DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES. THE DESIGN OR AS SHOWN ON THE PLANS. THE SIDE SLOPES OF THE TRENCH SHALL BE ACC $~mmel Associates, PA Land Planning F' 336.723.1069 1 TO 1 OR FLATTER. THE BACKFILL SHALL BE COMPACT(0 WITH - ACCORDANCE WITH THE SPECIFICATIONS AS SHOWN ON THE I LOCATIpN AND ELEYATIDN OF SOIL/RIPRAP BAFFLES
INTENT OF THIS PROJECT IS TO NOT DISTURB EITHER OF THE TWO AND ACC THEREFORE, IMPACT PERMITS HAVE NOT BEEN OBTAINED. CONSTRUCTION EQUIPMENT, ROLLERS, OR HAND TAMPERS TO ASSURE ACCOMPANYING DRAWINGS. EXISTING SANITARY SEWER LINE 3 IF THE AS-BUILT SURVEY DOES NOT COMPLY WITH THE CONSTRUCT~C~r`
MAXIMUM DENSITY AND MINIMUM PERMEABILITr. DOCUMENTS THE CONTRACTOR wILL BE REQUIRED TO CORRECT THE - SS PROPOSED SANITARY SEWER LINE
THE CONTRACTOR SHALL BE LIABLE FOR ANY DAMAGES TO THE OWNER AND III BACKFlLL ADJACENT TO PIPES & STRUCTURES IX ERI DEFICIENT ITEMS. THE CONTRACTOR WILL RESPONSIBLE FOR REViS!N IX EROSION AND SEDIMENT CONTROL THE As -BUILT suRVEY EXISTING SANIT
ENGINEER THAT RESULT FROM THE DISTURBANCE OF THE EXISTING WETLANDS AND/OR WATERS OF THE US (STREAMS). THE DAMAGES MAY INCLUDE THE BACKFILL ADJACENT TO PIPES OR STRUCTUR HALL F T ARY SEWER MANHOLE
FOLLOWING, BUT ARE NOT LIMITED TO FINES, CONSULTANT FEES, ES S BE 0 HE TYPE AND C0~ QUALITY CONFORMING TO THAT SPECIFIED FOR THE ADJOINNG FILL MATERIAL THA CONSTRUCTION OPERATIONS WILL BE CARRIED OUT IN SUCH A MANNER 4 CONTRACTOR SHALL PROVIDE ANU AUTOCAD DRAWING AND SEALED ~ PROPOSED SANITARY SEWER MANH HARD%OPY TO ENGINEER OLE THAT EROSION WILL BE CONTROLLED AND WATER AND AIR POLLUTION
~ CONSTRUCTION COSTS, MITIGATION FEES, AND LEGAL FEES. THE CONTRACTOR, THE FILL SHALL 8E PLACED IN HORIZONTAL LAYERS AT A THICKNESS THAT IS MINI ~ AT HIS DISCRETION, MAY PROVIDE ADDITIONAL PROTECTIVE MEASURES ABOVE COMPATIBLE WITH THE COMPACTION EQUIPMENT BEING USED TO ACHIEVE Wlll ~ MINIMIZED. STATE AND LOCAL I HWS CONCERNING POLLUTION ABATEMENT s}: EXISTIN T
~ _ AND BEYOND WHAT IS SHOWN ON THIS PLAN TO INSURE NO DISTURBANCE TO THE SPECIFIED COMPACTION. THE MATERIAL SHALL FILL Ca1PLETELY ALL SED G S ORM DRAINAGE LINE WILL BE FOLLOWED. CONSTRUCTION PLANS SHALL DETAIL EROSION ANC
THE WETLANDS ANO STREAMS COORDINATE ANY ADDITIONAL MEASURES WI1H SPACES UNDER AND ADJACENT TO THE PIPE. AT NO 11MfDURING THE CON THE ENGINEER AND EROSION CONTROL INSPECTOR. BACKFILI_ING OPERATION SHALL DRIVEN EQUIPMENT BE All)WED TO OPERATE SEDIMENT CONTROL MEASURES TO BE EMPLOYED DURING THE ~ ~ tILS.~ PROPOSED T CONSTRUCTION PROCESS. S ORM DRAINAGE LINE
C-1.0 GRADING, DRAINAGE & EROSION CONTROL PLAN CLOSER THAN FOUR FEET, MEASURED HORIZONTAL, TO ANY PART OF A
STRUCTURE, UNDER NO CIRCUMSTANCES SHALL EOUIPMENI BE DRIVEN OVER EXISTING STORM DRAINAGE MANHOLE
C-2.0 DAM DETAILS AND SECTIONS ANY PART OF A CONCRETE STRUCTURE OR PIPE. UNLESS THERE IS A X ldAli X MAINTENANCE SCHEDULE 0 PROPOSED STORM DRAINAGE MANH OLE
COMPACTED FILL OF 24" OR GREATER OVER THE STRUCTIRE OR PIPE. C-3.0 RISER STRUCTURE DETAILS sEE SEE DOCUMENT ENTITLED "EMERGENCY ACTION PLAN AND OPERATION ANC EXISTING CATCH BASIN
N PIPE CONDUITS MAIr MAINTENANCE SCHEDULE, REIO°~VILLE INDUSTRIAL PARK SOUTHERN TRACT
C-4.0 TRASH RACK & MISC. DETAILS DAM DAM 2E". ¦ PROPOSED CATCH BASIN
1 ALL STORM DRAINAGE PIPE SHALL BE CLASS III REINFORCED CONCRETE A ALL PIPES SHALL BE CIRCULAR IN CROSS SECTION C-5.0 BORROW AREA, EROSION CONTROL DETAILS & NOTES UNLESS NOTED OTHERWISE. PIPE JOINTS SHALL BE SEALED USING RGPE
TYPE BUTYL RUBBER SEALANT CONFORMING TO ASTM 0990. B DUCTILE IRON PIPE -ALL OF THE FOLLOWING CRITERIA SNLL APPLY FOR INLET PROTECTION
DUCTILE IRON PIPE' ~ ~ ~ SILT FENCE
2 UNDER DRAINS TO BE CONSTRUCTED AS REQUIRED BY THE ENGINEER TO 1 MATERIALS -THIS PIPE AND ITS APPURTENANCES SHA~, BE DUCTILE STABILIZE SUBGRADE IRON PIPE CONFORMING TO ANSI ~AWWA C150 A21 50 .VD ANSI AWW 1 STRU
/ / A Q1" 1 STRUCTUR ~ ~ E DESIGN SPECIFICATI DNS SHALL CONFORM TO LATEST ASTM _ t ~ TEMPO _ RARY DIVERSION C913 SPECIFICATIONS FOR "PRECAST CONCRETE WATER AND WASTEWATER a a-
3 STORM DRAINAGE MANHOLES SHALL BE PRECAST CONCRETE CONFORMING C151/A21 51 THICKNESS CLASS OR PRESSURE CLASS)F THE PIPE C_ TO NCDOT STANDARD 840.52. MANHOLES SHALL ALSO BE CONSTRUCTED SHALL BE AS FOLLOWS: STRL STRUCTURES" AND NCDOT SiANpARDS.
IN ACCORDANCE W(TH ASTM C-478, ASTM A-6i5, AND ASTM A-185, 36" DIP -THICKNESS CLASS 50 - rPF-- rrr--_- TREE PROTEC110N FENCING
ASTM C-990. MANHOLE CASTINGS SHALL BE PROVIDED IN ACCORDANCE 2 CON( WITH THE SPECIFICATIONS. 2 CONNECTIONS -ALL CONNECTIONS WITH PIPES MUST E COMPLETELY 3 STEE 2 CONCRETE COMPRESSIVE STREN4aTH 4,000 PSI MINIMUM.
WATERTIGHT. THE PIPE CONNECT10N5 SHALL BE PUSH-N JOINTS IN 3 STEEL REINFORCING DESIGN lu CONFORM TO THE REQUIREMENTS OF
ACCORDANCE WITH AWWA C 111. ASTIJ WATE ASTM C890 SPECIFICATIONS fL`R" STRUCTURAL DESIGN LOADING FOR WATER AND WASTEWATER STRUCTURES" AND SMALL UTILIZE GRADE 60
3 BEDDING -THE PIPE SHALL BE FIRMLY AND UNIFORML BEDDED RE-f RE-BARS CONFORMING TO THE REQUIREMENTS OF ASTM A615 OR WWF
THROUGHOUT ITS ENTIRE LENGTH. CONE CONFORMING TO THE REQUIREMENTS OF ASTM A185 OR BOTH.
4 LAYING PIFE -PUSH-ON JOINT PIPE SHALL BE P[ACEIWITH THE BELL 4 PROV 4 PROVIDE ADDITIONAL REINFORCING AT OPENINGS.
END UPSTREAM. JOINTS SHALL BE MADE IN ACCORDANCE WITH
RECOMMENDATIONS OF THE MANUFACTURER. AFTER THE)INTS ARE 5 STRU SEALED FOR THE ENTIRE LINE, THE BEDDING SHALL BE LACED SU THAT FRA 5 STRUCTURE TO BE DESIGNED FOR FULL HYDROSTATIC LOADING RESULTING FROM WATER LEVELS TO THE TOP pF THE DAM OR HS-20 TRAFFIC
ALL SPACES UNDER THE PIPE ARE FILLED. CARE SHALUE EXERCISED LOAD ALL DISTURBED AREAS TO BE SEEDED WITH AN EVEN MIXTURE OF REBEL TO PREVENT ANY DEVIATION FROM THE ORIGINAL LINE A) GRADE LOADING, WHICHEVER IS GREATER
II, FALCON AND JAGUAR FINE FESCUES AT A RATE OF 5-6 LBS./1,000 OF THE PIPE. THE FIRST JOINT FROM THE RISER MUST BE LOC>;D AS SHOWN 6 STEP 6 STEPS REQUIRED AS SHOWN. STEPS SHALL BE STEEL REfNFORCED
S F. SO AS TO PRODUCE A THICK, FIRM STAND OF GRASS. FERTILIZE AT ON THE STRUCTURE DETAILS. COPC A RATE OF 10 LBS./1,000 S.F. WITH ASLOW-RELEASE FERTILIZER (USE ASTM COPOLYMER POLYPROPYLENE PLASTIC AND MEET THE REQUIREMENTS OF
STRAW AND ASPHALT EMULSION TO COVER SEED UNTIL STABLE.) APPLY A KFI HA f NF R T " 5 B C LLING S LL ~0 O M 0 BACKFILL ADJACENT 1PIPES & ASTM C478.
LIME ACCORDING TO SOIL TEST, OR APPLY 4,000 LBS./ACRE SLOW- STRUCTURES" AS SHOWN IN SECTION III. 7 JOINT 7 JOINT DESIGN TO CONFORM TO ASTM C -418. JOINTS TO BE SEALED WITH
RELEASE PELLETIZED AGRICULTURAL LIMESTONE. SEEDING DATf_S: AUG. 20 BUTYL THROUGH OCT. 25 AND FEB. 1 THROUGH MAY. 6 OTHER DETAILS (TOE DRAIN, DRAINAGE DIAPHRAGM, VALE', ETC. SHALL ASTM BUTYL RUBBER JOINT SEALANT CONFORMING TO THE REQUIREMENTS OF ASTM C990. PARGE JOINTS INSIDE AND OUT USING NON-SHRINK GROUT.
BE AS SHOWN ON THE DRAWINGS.
1 REMOVE ANY UNDESIRABLE GROUND COVERS INCLUDING ANY TEMPORARY
SEEDING. • ~ ~ ~ •
2 RIP THE AREA TO BE SEEDED TO A MIN. DEPTH OF 4°- (i."
3 REMOVE ALL LOOSE ROCKS, ROOTS, ETC. LEAVING SURFACE SMOOTH AND 5`URVG UNIFORM. RFFnRF Ynll ~I(: SURVEY PROVIDED Y. 8 , PAC ~ CIV~ NUM. DESCRIPTION
a~in?~~ IC011A~11~ ~ •un a-?i~~~ t~...+•»~r.'yit`~ , INITIAf S neT~
v~r vr.` iVV YrV '~~I' 4 APPLY SEED, AGRICULTURAL LIME, AND FERTILIZER UNIFORMLY AND MIX CALL 1-800-632-4)49 ' IUNAL LANU SUKVLTUKS ~if,.•o~POR~;~' ESS••~
P. WITH THE SOIL. Q P.. F , OX 35341
t GREE
5 MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH. N.C. ONE-CALL CENTER GREE ITS THE LAW ! 336 1 R SEAL 0 NC 27425 . , ~9 O, r 2 336 6 z z5 0~ -
1 -8155 f
CA~l
'unnii ,,,mnu

POND NOTES: EXISTING 42" RCP .q, . GENERAL SEQUENCE OF MAJOR CONSTRUCTION ACTIVITIES
BY OTHERS (NIC)
1. NO DAM CONSTRUCTION SHALL BEGIN UNTIL AUTHORIZATION IS RECEIVED ARTM F M NT AN NATURAL RESOURCES NCDENR - LAt, DEP ENT 0 ENVIRON E D { ) 4TION IS RECEIVED FROM THE NORTH CAROLINA t. OBTAIN DAM CONSTRUCTION PERMIT AND SEDIMENTATION AND EROSION CONTROL PERMIT FROM THE NCDFNR -LAND I~AIAUTY ~E~i10N PRIOR TU BEGINNING ANI WORK ON THE DAM. ~ {NCDFNR) -LAND QUALITY SECTION.
I 2. THE AFC WIPES CONTRACTOR 'MLL BE RESPONSIBLE FUR REMOVING THE SEDIMENT WITHIN SEDIMENT BASIN A AND B AN[i iHF Fxi5T1NG ROCK DAM FOR PREPARATION OF GRADING
2. NO WATER SHALL 8E IMPOUNDED PRIOR TO ISSUANCE OF THE PERMIT T I LAND QUALITY SECTION. OF THE PERMIT TO IMPOUND BY NCDFNR - OPERATION BY THE POND CONTRACTOR. f
...J 3. CLEAR TO LIMITS SHOWN ON THE PLAN AND INSTALL EROSION CONTROL DEVICES IMMEDIATELY. CALL NCDFNR WINSTON SALEM REGIONAL OFFICE FOR ENSPECTION uF MEASURES PRIOR TO
("1 3. THE CONTRACTOR IS RESPONSIBLE fOR HANDLING ALL GROUNDWATER AI I v DAM CONSTRUCTION SITE THROUGHOUT THE CONSTRUCTION PROCESS. GROUNDWATER AND STORM FLOW THROUGH THE BEGINNING ANY LAND DISTURBING ACTIVITY. iN PROCESS.
V1 O 4. GRUB SITE AFTER ALL EROSION CONTROL DEVICES ARE INSTALLED. MAINTAIN EROSION CONTROL DEVCES IN ACCORDANCE 'MTH MAINTENANCE SCHEDULE UN SHEE1 C-5A
~ 4. SEE SHEET C-2.0, 3.0 & 4.0 FOR DETAILS RELATING TO POND CONSTRI ' Z TO POND CC4JSTRUCTION. 5. BUILD A BERM WITHIN SEDIMENT BASIN "A", JUST EAST OF THE SEDIMENT BASIN 'A' RISER, DIVIDING THIS BASIN INTO TWG SECTii~NS THIS BERM WILL DIVERT RUNOFF AWAY FROM THE StIiT11T1@I ASSOCIBt@S, PA
W PROPOSED CONSTRUCTION AREA AND THIS BERM WiLL ALLOW SED. BASIN "A" TO CONTINUE TO OPERATE AS AN ERUSI(lN CONTROL DEVICE. THIS WILL ALLOW ExCAVAT10N OF THE EASTERN Landscape Architecture
SDMH ~3 ~ TOP 791.00 U ' SECTION OF THE SEDIMENT BASIN "A" AND CONSTRUCTION OF THE EASTERN HALF OF THE POND. STORM RUNOFF WILL BE DIVERTED THROUGH rHE EXISTING ~~FDIMFNT BASIN "A" RISER. Civil Engineering
INV IN 780.12 6. EXCAVATE THE CUTOFF TRENCH FOR THE EASTERN SEC?lON OF THE DAM AND HAVE IT INSPECTED BY THE ENGINEER, PLACE THE CUTOFF TRENCH FILL Land Planning
INV OUT 780.02 , t 7. EXCAVATE THE EASTERN HALF OF SEDIMENT BASIN "A" FORMING THE BODY OF THE NEw POND AND BEGIN PLACING THE DAM EMBANKMENT FILL. 601 N. Trade Street, Sufte 200
i MANHOLE OVER ~ ~ I Q BU LD I EXISTING 42" RCP. Winston Salem, NC 27101.2916
REMOVE EXISTING RIPRAP ~ 8. PLACE THE EMBANKMENT FILL FOR THE EASTERN SECTION OF 1HE NEW DAM UP TO AT LEAST 2 FEET ABOVE THE TOP OF THE 'SPILLWAY BARREL P: 336.723,1067 F: 336.723.1069
9. INSTALL NEW SPILLWAY RISER AND BARREL STRUCTURE IN THE LOCATION AND AT THE ELEVATIONS INDICATED ON THE DRAWIN~~F, SCHEDULE THE NECESSARY INSPECTIONS. DO NOT CLOSE $EAL$; v~~~O~'~uiii~'b~~i
TIE EXISTING CHANNEL ~ ¦ ¦ ¦ THE BOTTOM DRAIN. ~ f~^'~
TO NEW CLEANWATER CHANNEL y 10. INSTALL THE TOE DRAIN SYSTEM AND SEEPAGE DIAPHRAGM AS DETAILED FOR THIS SECTION OF THE DAM. SCHEDULE THE NECESSARY INSPECTIONS ~v :~'DµPOR4t ~ ~ F
it INSTALL THE EASTERN STORM DRAINAGE LINE AND RIPRAP ~ J"
v r - EXISIIN~> CHANNEL (NIC) i SEAL 12. CONTINUE TO EXCAVATE THE EASTERN HALF OF SEDIMENT BASIN 'A" FORMING THE BODY OF THE POND AND THE DAM EMBANKMENT
t f L
192 LF OF 42" 13. CONSTRUCT A TEMPORARY DIVERSION CHANNEL DIRECTING RUNOFF FROM THE WESTERN SECTION OF THE EXISTING SEDiMENI BASIN 'A" TO THE NEWtY IONSTRUCTED RISER~BARREL. NOTE, : 0_ g ;r~
RCP ®1.319 ~ ~ ~ I ~ ~ 20' GRADED ACCESS ROAD/ EASEMENT ~ THE STORM DRAINAGE SYSTEM WiLL NEED TO TIE INTO THIS TEMPORARY CHANNEL. ~~i~ ~.6..«''~~'\\\ L
~ -WITH 18' WIDE GRAVEL ROADWAY. GRAVEL 14. INSTALL THE WESTERN STORM DRAINAGE LINES AND RIPRAP AS SHOWN ON SHEET C-1.0. ~uuu~~~~
'v TO BE C~" OF COMPACTED ABC STONE. x ~ . 15. REMOVE THE REMAINING DAM AND RISER STRUCTURE FuR SEDIMENT BASIN "A" AND EXCAVATE THIS AREA TO THE NFW PnND C!IMENSIONS AND ELEVATIONS- v~x~~~~uuu~ii~b~i
n ~~i 16. CONTINUE WITH FILL PLACEMENT FOR THE NEW DAM. f ~J~~4 ~
1 17 COMPtETE EXCAVATION AND SHAPING AROUND PERIMETER OF POND, GRADE MAINTENANCE BENCHES, BUILD FOREBAY BAFTI.E, ~>RADE ACCESS ROAD, INSTALL EMERGENCY SPILLWAY, ETC.
V EL ; 18 IT IS RECOMMENDED THAT THE CONTRACTOR VERIFIES THE POND CONTOURS AGAINST THE PROPOSED CONTOURS PRiOP TO SEEL,:N~,- 27 1
WETLAND IMPACT PERMIT SHALL BE n x~ 2 ~25~04 ' ; 19. PROVIDE THE ENGINEER WiTH AN ASBUILT SURVEY AS DESCRIBED ON THE COVER SHEET. titi fQ~
OBTAINED PRIOR TO DISTURBANCE ~ ~ Q`'
VERIF7 1MTH ENGINEER PRIOR TO DISTURBING ~ 20. SEED, FERTIL12E AND MULCH ALL DISTURBED AREAS. i~~~ ~~v 1. HQ,,,,.
WETLAND IMPAE_1 PERMIT SHALL BE 21 UPON ESTABLISHMENT OF PERMANENT VEGETATIVE CQVEP AND APPROVAL FROM 1HE NCDFNR -LAND QUALITY INSPECTOR, REM^vE ALL TEMPORARY EROSION CONTROL MEASURES-
I N I ~ OBTAINEE PRA ;R Tcj DISTURBANCE CLEAN WATER DIVERS 0 ~ BOTTOM WIDTH=8.0 FT ~ ~ VERIFY WITH ENGINEER PRIOR TO DISPJRBING 22 UPON RECEIPT OF WRITTEN APPROVAL TO IMPOUND FROM NCDFNR -LAND QUALITY SECTION, THE POND DRAIN VALVE MAr BE CLOSED FOR THE IMPOUNDMENT OF WATER THE ~~CT:
SIDE SLOPES= 3~ 1 CONTRACTOR MALI BE RESPONSIBLE FOR CLOSING THIS VALVE
DEPTH= 1 FT , : SLOPE= 1.00-2.00% ,
LINE WITH CURLEX 1 MATTING SDMH #2 AFC +MPES ~ ? ~ AFG WIPES, INC
TOP 785.90 ~ STORM SYSTEM (NIC)
INV w 777.50 ~ } LOT 2D { EXISTING AFG INV OUT 777.30 ~y
J K EROSION CONTROL (TYPO fYP)
N . ~ EXISTING SEDIMENT CONTRUCT BERM OVER R w.
~ _ STOCKPILE TO BE EXISTING CHANNEL TO J
REMOVED BY ROUTE ALL RUNOFF TO r F , ~ 3 ~ , AFG CONTRAC i0R ~ YI ~1. REMOVE EXISTING C ro WG CLASS 1 RIPRAP PAD
~ ~ S T~ RIPRAP D ~ ti D50= 12" CLASS i RIPRAP
~ C CONSTRUCT DIVERSION D " ~i YI ~1 _ BERM TO DIVERT ~ W IVERSION Dmax= 18" ~ D50= 12" EXISTING DIVERSIQN BERM :RT THICK= 27" (2 LAYERS) Dmax= 18" TO REMAIN INPLACE TO _
l r>>{~~ ~,p THROAT 769.00 SURFACE RUNOFF AWAY D OFF AWAY DIMS= 40'L x 44'W THICK= 27" (2 LAYERS} DIVERT SURFACE RUNOFF
`I% ~ INV OUT 763.00 FROM POND SLOPE U ~ ~ ~ N LOPE ` UNDERLINE WITH I = ~ x 'yr AWAY FROM POND SLOPE '
G NCDOT TYPE 2 D MS 25 L 28 - UNDERLINE WITH A GEOTEXTILE FABRIC GEOTEXTILE FABRIC
SDMH 4 ~ Z
~ ,~r TOP 768.00 ~ ' o INV OUT 163.00
~ EXISTIN SEDIMENT EXISTING AFG WIPES ',TiJh'Fd >>STEM (NICj SEDIMENT ~
y. ~ ' ~ BASIN A BASIN "A n
W r ~ ...r PARTNERSHIP
,~i ~ M ~ FOR ECONOMIC ~ ,r ' Z _ PROPERTY LINE °
~ .fir. DEVELOPMENT 176 LF OF 48' - ~ - r ¦rr ~ ~ ercwre s +~r C U
Y' LOT ?C RCP 0 1.76f ~ ~ ~ 113 LF OF 3b' G ~ ~
'`re RCP 0 6.20r ~ ,V 36" FES W z 81 LF OF 36" ~
1 ~ ~ INV 755 Ob t~~ ~ -r :f: y~J. RCP ®8.647. . ~ w
1 w . ~ , f; ~~j ,;y., ~:fr 12' TOP Q 12' TOP OF DAM WIDTH
SDMH ~1 ~ t~. ~ f ~t :y ~ ~ 7
C 7 4. ? ~ ~ ~ TAP 8 00 ~ ti 4 - r
INV IN 774.20 ~ H INV OUT 774.00 r •r. _ i
~ J rr' Q 78
r - ~ I -REMOVE EXISTING RISER, BARR NG RISER BARREL AND RIPRAP '0' 1, fY U
r^ r - - 1 + + b' EXISTING
1 L o / ~ 7 0 0 7 ~ °o ~ SEDIMENT W 7 ;o
{ m ~ BASIN "8" - m n r ~ Q
238 LF OF 48" R P 7.. 8% o C ® 5 0 I ry
J L.L.. J o;a , J v q V EXISTING RISER rn~
60' ACCESS EASEMENT ~ ~ 20 ~ CLASS B W V 36' FES ~ , REMOVE EXIST. _ ~ z
FOR ADJACENT PROPERTY~~,,,~i'"" R,IPRAP INV 75fi.00 II v ~ v SILT FENCE _ ~ f a v -
~ ~ ~ . 'jp ~ BOTT0IA OF POND BOTTOM ?F POND N ~ v N //yy ~ LL ELEV. 756.00 ELEV. 756.00 -
~P } } B TOfd OF POND I v ~ U 0
~ ~ ~ > ~ i ~ EL V 756.00 x CLASS 8 RIPRAP BERM CLASS B ,;b, RIPR _ 0 f V F RM 757.0 AP I TOP 0 BE 0 tn r^
~ \ ~ R / a s • V! VI _ PRECAST RISER
oQ ,1 ~ o SEE SHT. C-3.0 ~ o ~ 1
~ $ ~ ~ / r o a % a, ..--7 1 ~ ~ ~ ~ -
GRA55 LINED ~ ~ + + - • gJENT:
1 FMERC,ENCr SPILLWAr - ~ ~ ~ + _ ~ SEE SHEET C-: G ' ~
~ ~a ~ 1 EXISTING ROCI' DAM NCN I; ,
~ SED BASIN TO REMAIN 48" FES ~ - ,z Ac CITY OF REIDSVILLE
} } ®IN PLACE AND MAINTAINED ~ INV ?5E 00 } BY THE POND CONTRACTOR. \ 20 WEST MOR H A T. ~e8- 3 E E D S
~ - 70.0 REIDSVILLE NC 27320 I M ELEVA'i~ 7 ~ --..1 _ MINIMJ [phone]
YAT)~ EXISTING TREELINE
CLEARING L)MITS • 'TOP OF DAM ~ 1pg lF OF " 12
~ r
OQ \ t~r' -`_"`1 ~ •f••• ~ ~ DRAWN: JKH
Q~ - ~ r---- ~
- _ _ _.1 - _ - - - - ~ _ - ` oAr~: 2/25/04
2 W X 3 D TOE DRAIN SEE SHT. - REVISIONS. _
C-2.0 FOR DETAILS
RAIN ' 7 TOED f_ ~ A _q OUTLET AT aIN ~ AT
~ ~ TOE OF SLOPE PE 36" DIP _ -
EXISTING WETLANv • NO DISTURBAN~: INV 754.00 __t}.___-{}- ' (2)- TOE DEhh 7
3~' r0E ~~F ~ -4. REMOVE EXISTING
H2 y ~ ' ~ SEDIMENT BASIN
' ~ _ CLASS 1 RIPRAP ~ \ EXISTING WETLANDS DAM DOWN TO
~ ~ppERTY LINE - ~ NO DISTURBANCE RESIDUAL MATERIAL. ,Ipg, N0: D3-258 d50- 12 CONSTRUCT CUT-OFF
. ~ ~M dmax= 18" SILT FENCE, CLEARING LIMITS TRENCH AND FILL TO SHEET T1TI.E; thick`~27" (2 LAYERS) ~ dt DISTURB LIMITS ALONG PROJECT SPECIFICATIONS
~ DtMS= 25'L x 28'W PROPERTY LINE
UNDERUNE 'M TH A GEOTEXTIL FABRIC ~ A i
,
' EXISTING WETLANDS PROVIDE A GAP IN ~ AINA
EXISTING POND SHOWN NO DISTURBANCE TAKEN FROM AERIAL SURVEY - V SILT FENCE TO V ALLOW FLOW
. R I N . FROM BARREL
- ' • - N LAN
~ _ _
EXISTING STREAM SHEET NO.:
SANDY SANDS SCALE: 1" = 40'
40 0 40
I m I - c
s
®STIMMEL ASSOCIATES, P.A.

EMERGENCY SPILLWAY
12' -12' - CREST ELEV. 768.00
TOP. OF . DAM_ 770.00 e1I,',
lOQYR. PEAK STAGEJ69.00. 4 50 YFZ P~,K S'T'AGE. 765.49 O - _ _ - - _ _ _ I~ „
25 YR.P_FAKSTAGE767.8fi 4 _ '!~-='11_ - ` ~ ~ Stimmel Associates, PA
10_YR. PEAK STAGE 76235. 4 r - 1 I ~ I Landscape Architecture
TOP OF RISER 766.00 ~ i . _ ~ _ i ~ S Givil Enyineering p Land Planning
TOP OF TEMPORARY WATER QUALITY 765.00 SHOP, i I i ~ ~ ~ '
- ` - - - - _ _ _ _ TEMPORARY WATER QUALITY 3'• I ' i~ ~ ~ ~ I -III -III ~I N - ` - - - - _ _ _ , 1 " RAINFALL NORMAL POOL HOMOGE OUS DAM FILL - XIS DAM Flu AFTER STRIPPING TOPSOIL 601 N Trade Street, Suite 200
- ~I I SEE COVER SHEET FOR ~ 12' ACCESS BENCH--? ~ ~ -~I I I-_ 6" I - - - _ _ _ _ I I ~ MATERIAL AND PLACEMENT R SHEET FOR AND PLACEMENT & ORGANICS, SCARIFY ~ Winston Salem, NC 27101-2916 P: 336 723.1067 F: 336.723.1069
.NORMAL POOL __ELEV. 762.00 ~ ~ ~ _ ~ i _ _ _ -z _ _ _ _ _ _ _ _ ~ _ _ _ _ _ _ _ _ _ _ _ _ _ SPECIFlCAT)ONS noNS SURFACE PRIOR TO PLACING FIL~
- - - - _ _EXISTING A 25' OUTSIDE TOE Td END Ste' ~~`~~~~t11111~~~~'~~,
PERMANENT WATER 5 - ~ - _ _ _ _ _ - - - - - P~ ASTM C 33 2' COVER OF DIAPHRAGM POR~ S
QUALITYPOOL ----1---- DRAINAGE SAND _ _ 0~ '~l
2' ~ 12 - _ -
- 757.00... 108 LF OF 36" D.I. PIPE (THICK, CLASS 50) 0 1.85% - - - - _ _ ' 18" RIP RAP APRON - SFjti,L
BOTTOM OF POND ELEVATION 756. PERMANENT SEDIMENT STORAGE SEE COVER SHEET FOR BEDDING SPECIFICATIONS 1 _ _ 6" 36" D.I. S
5' ~ --------_-_!<XISTING_CLRA~~-_ INV 754.00 "r~
1~ -1 ~ - . ti C-g9 ,r~t. .
CLASS B PROPOSED SLOPE 1 _ ~l -~I I~ -1 I--~~i-- -
RIPRAP BEYOND OUTLET PIPE BAFFLE - 10' MIN.
-10' MIN. 4" SCH 40 PVC TOE DRAIN OUTLET #10 SCREEN DRAIN PIPE WITH RODENT GUARD 6" THICK X57 WASHED ~ ~S~'~ /
STONE BEDDING Yti ~
NCDOT STD. TYPE 2 = _
~r r GEOTEXTILE UNDERLINER SE L ' 27912 '
SCALE: 1 =10 ~ ~ ` -~A; ZZSb+ ,r ~
7y - _ _ - 1. tt0
''~+nnun`
PROJECT:
TOP OF PROPOSED ~ DAM El 7 0. ,
i i
n ~ . o ~ ~ 770 i
~ i i
EXISTING ~ ~ SED. BAST \
` f \
\ PR SED ` ~ D Fl~1 . ~ ~ .
NORMAL POOL ~ I I ELEV. 762.00 / i i~' .X~/ i~, 4 . ~ . ~ ~ X;~. ;
1 III: 1 , 'ii (I~ ~I /
iii li-~ f1 'I ~Y y, is ~~I :ICI
_ I .i I 1--1i~ ~<< it W - ~ ~ ~ ~ ~ - 760
780 - _ - _ - - - _ - _ ~-~l-U~_.,- - _ . _ - - - - - _ _ _ _ - I III- -l__II iil III_ ~1 EXISTING GROUND ~II~_~Ilw_III_ ~ ~ ~ i i_-1! ~ ~ ~a N
ill.- i ill i i 'I 11 1* ..Ili III ~ III it ~ 'r' ~ n u ,r rf' I ; ~ I- ,,-~,~-I -~i i i i==i l i
i L-li n II ll .li ~i i -I ~-~,T i ~ -III- `T ~ - *rT i lii ~ II""~ ' ir,~ .r' I i I it - , , _ ~ ~ ~ , ~ ~ _1. i i-~~-.1. II. i ' I .r 111 __i!I _!I= ~~II ~il_11i~.~' I I~,~il'
I 'I~,~ ~ N ~II ~I ICI ~ ~ I~~~~ , ~ I ~ _ I ~ If ~ ~I~-_ III III ~ II ~II_-~ ' - I_ t ii I ~.I ~ ~ ii ~ i ii i i ~ lil:: ~-li I-.-- --r* -li II I II 111 ~l .Ii, 11 II i ~ - ~i lil _III I I ( II ~T ii II~- ~ iii ',-!i.iil ~ it it ~ II I ' i i II- II I,I I . i ~ I, ~ , ail III _ 0 ~il ,11~= IfI--~LII II ~11~ 36"
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- _ - - _ _ _ - - - _ _ _ CORE PROPO ED DAM 50 _ - - _ - _ - - - _ _ FILL INTO EXI TING GRADE...---- - - - _ _ _ _ - 750
A MINIMUM 0 5' (1YP.) Z
CORE TRENC SHALL BE WIDE I ENOUGH TO CCOMADATE 6" ~ _ _ ~.1~
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CONTRACTOR SHALL NOTIFY THE ENGINEER AND THE TESrNG FIRM WHEN CORE TRENCH EXCAVATION IS COMPLETE PRIOR TO PLACING CORE TRENCH FILL FOR ~ RT. 1 "=6' NTS Z I-
SCALE. HORIZ. 1 60 VE INSPECTION OF EXISTING SOILS. FAILURE TO DO SO WILL RESULT IN CORE Q U ~
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SHEET TRIE
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MIN.
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, n t - ,1 ~ ~ - ~ Suite 200
~ ~ - i ~ ~ - ~ - ~ . . Winston Salem, NC
i - ~ 1 L ~ ~ 1 - . A - 4 - i ~ ~ ~ • ' ' _ . _ , ' _ 27101-2916 / ~ _ , _ - landscape Architecture . -
\ I' I - 1 i , : . , . - - - ~ ' ~ ~ ~ ~ ~ , - ~ . ~ ~ ~ Civil Enflineeriny P. 336.723.1067 _ LP _ Stimmel ASSOC1a~tes, PA lard Planning F: 336.723.1069
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•
• • •
1. THE CONTRACTOR SFIALL VISIT THE SITE TO INFORM AND SATISFY HIMSELF I SITE PREPARATION V CONCRETE CONCRETE IT IS CRITICAL FOR SEVERAL ITEMS TO BE INSPECTED AT THE
OF ALL EXISTING CONDI110NS PRIOR TO SUBMITTING HIS BID. ANY APPROPRIATE TIME DURING CONSTRUCTION. IT IS THE CONTRACTOR'S
DISCREPANCY BETWEEN THE SITE AND THOSE CONDITIONS REPRESENTED ON AREAS DESIGNATED FOR BORROW AREAS, EMBANKMENT, AND STRUCTURAL CONCRETE SHi THE DRAWINGS SHALL I3E BROUGHT TO THE ATTENTION OF THE OWNER AND WORKS SHALL BE CLEARED, GRUBBED AND STRIPPED OF TOPSOIL. ALL DEPARTMENT t CONCRETE SHALL MEET THE REQUIREMENTS OF NORTH CAROLINA RESPONSIBILITY TO NOTIFY THE ENGINEER AT LEAST 2 DAYS PRIOR TO •
THE ENGINEER IMMEDIAYELY. TREES, VEGETATION, ROOTS AND OTHER OBJECTIONABLE MATERIAL SHALL 1000, CLASS i DEPARTMENT OF TRANSPORTATION, STANDARD SPECIFlCAl10NS, SECTION BEGINNING WORK ON THESE ITEE~iS TO SCHEDULE INSPECTIONS. THE • 1000, CLASS A. ITEMS ARE AS FOLLOWS:
BE REMOVED. CHANNEL BANKS AND SHARP BREAKS SHALL BE SLOPED 2. ALL DIMENSIONS, RADII, AND NORTHING & FASTING COORDINATES ARE TO TO NO STEEPER THAN 1:1. AREAS TO BE COVERED BY THE RESERVOIR
CENTER OF STRUCTURES SUCH AS INLETS, MANHOLES, ETC., OR END OF PIPE WILL BE CLEARED OF ALL TREES, BRUSH, LOGS, FENCES, RUBBISH AND VI ROCK RIP F ANY ITEMS CONSTRUCTED N TS AND COVERED UP PRIOR TO OBSERVATION WILL ROCK RIP RAP BE UNCOVERED OR TESTING Wlli. BE PROVIDED AS APPROPRIATE AT THE
RUNS AS APPLICABLE UNLESS NOTED OTHERWISE. OTHER OBJECTIONABLE MATERIAL UNLESS OTHERWISE DESIGNATED ON THE PLANS. TREES, BRUSH AND STUMPS SHALL BE CUT APPROXIMATELY LEVEL ROCK RIP RA CONTRACTOR'S Ef~ENSE
3. ALL EXISTING UTILITIES OR STRUCTURES INDICATED ON THE DRAWINGS ARE IT THE GROUND SURFACE. FOR DRY STORM WATER MANAGEMENT PONDS, DEPARTMENT ROCK RIP RAP SHALL MEET THE REQUIREMENTS OF NORTH CAROLINA DEPARTMENT OF TRANSPORTATION, STANDARD SPECIFICATIONS, SECTION 1 EXCAVATION FOR ANTI-FLOTATION ANCHOR PRIOR TO PLACING CONCRETE.
BASED ON AVAILABLE !iJFORMATION OF RECORD. THE CONTRACTOR IS A MINIMUM OF A 50 FOOT RADIUS AROUND THE INLET STRUCTURE SHALL 1042. THE RII 1042. THE RIP-RAP SHALL BE PLACED TO THE REQUIRED THICKNESS IN
REQUIRED TO TAKE PRECAUTIONARY MEASURES TO PROTECT THE UTIUTY LINES BE CLEARED. ALL CLEARED AND GRUBBED MATERIAL SHALL BE DISPOSED ONE OPERATI SHOWN HEREON AND ANY OTHER EXISTING LINES NOT OF RECORD OR NOT OF OUTSIDE AND BELOW THE LIMITS OF THE DAM AND RESERVOIR AS MANNER THA' ONE OPERATION. THE ROCK SHALL BE DELIVERED AND PLACED IN A 2 BARREL PLACEMENT BEFORE AND DURING BACKFILL.
SHOWN ON THESE PL.~1NS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DIRECTED BY THE OWNER OR HIS REPRESENTATIVE. WHEN SPECIFIED, A REASONABLY MANNER THAT WILL INSURE THE RIP- RAP IN PLACE SHALL BE REASONABLY HOMOGENEOUS WITH THE LARGER ROCKS UNIFORMLY 3 FINAL INSPECTION.
MAKING ARRANGEMENTS FOR THE RELOCATION OR REMOVAL OF EXISTING SUFFICIENT QUANTITY OF TOPSOIL WILL BE STOCKPILED IN A SUITABLE DISTRIBUTED UTILITIES AND AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES LOCATION FOR USE ON THE EMBANKMENT AND OTHER DESIGNATED AREAS. SMALLER RO( DISTRIBUTED AND FIRMLY IN CONTACT ONE TO ANOTHER WITH THE •
RESULTING FROM HIS FAILURE TO LOCATE AND PRESERVE ANY AND ALL FILTER CLOTH SMALLER ROCKS FILLING THE VOIDS BETWEEN THE LARGER ROCKS. • FILTER CLOTH SHALL BE PLACED UNDER ALL RIP RAP AND SHALL MEET
UNDERGROUND UTILITIES. BEFORE STARTING WORK THE CONTRACTOR SHALL II EARTIi FILL THE RE UIR I Q E CONTACT ULOCO AT 1 [phone] TO HAVE ALL EXISTING UTILITIES TRANSPORTAI THE REQUIREMENTS OF NORTH CAROLINA DEPARTMENT OF
LOCATED. A MATERIAL TRANSPORTATION, STANDARD SPECIFICATIONS, SECTION 1056, TYPE 2. - - - - EXISTING CONTOURS ®2' INTERVALS r,;
THE FILL MATERIAL MAY BE TAKEN FROM AN ONSITE BORROW AREA. IT SHALL
4, LOCATION AND ELEVATIONS OF IMPROVEMENTS, TO BE MET OR CROSSED BY BE FREE OF ROOTS, STUMPS, WOOD, RUBBISH, VII CARE OF Ih WORK, SHALL BE CONFIRMED BY FIELD MEASUREMENT, SUFFICIENTLY AHEAD OF STONES GREATER THAN 6", FROZEN OR OTHER OBJECTIONABLE MATERIALS. I CARE OF WATER DURING CONSTRUCTION ~ WHO ' EXISTING CONTOURS ~ 10' INTERVALS
• CONSTRUCTION TO PERMIT REVISIONS TO THE PLANS, IF REVISIONS ARE FILL MATERIAL FOR THE EMBANKMENT AND CUT OFF TRENCH SHALL BE ALL WORK ON PROPOSED CONTOURS ®1' INTERVALS ALL WORK ON THE PERMANENT STRUCTURES SHALL BE CARRIED OUT IN
• NECESSARY DUE TO ACTUAL LOCATION OF EXISTING UTILITIES. APPROVED (AS MEETING THE SPECIFICATIONS FOR FILL MATERIAL BY THE AREAS FREE F GEOTECHINCAL ENGINEER PRIOR TO PLACEMENT. MAINTAIN ALL AREAS FREE FROM WATER. THE CONTRACTOR SHALL CONSTRUCT AND 750 ' MAINTAIN ALL TEMPORARY DIKES, LEVEES, COFFER DAMS, DRAINAGE PROPOSED CONTOURS ®5 INTERVALS
5.~THE CONTRACTOR AGREES THAT HE SHALL ASSUME SOLE AND COMPLETE CHANNELS A N CHANNELS, AND STREAM DIVERSIONS NECESSARY TO PROTECT THE AREAS ~ ~ -
' RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF B PLACEMENT TO BE OCCUPII CONSTRUCTION OF THIS PROJECT, INCLUDING SAFETY OF ALL PERSONS AND AREAS ON WHICH FILL IS TO BE PLACED SHALL BE SCARIFIED ALSO FURNISH, TO BE OCCUPIED BY THE PERMANENT WORKS. THE CONTRACTOR SHALL RIGHT-OF WAY
PROPERTY AND THAT THIS REQUIREMENT SHALL APPLY CONTINUOUSLY AND PRIOR TO PLACEMENT OF FILL. FILL MATERIALS SHALL BE PLACED IN AND OTHER EC ALSO FURNISH, INSTALL, OPERATE AND MAINTAIN ALL NECESSARY PUMPING AND OTHER EQUIPMENT REQUIRED FOR REMOVAL OF WATER FROM THE - - - - - CENTERLINE
NOT BE LIMITED TO NORMAL WORKING HOURS AND THAT THE CONTRACTOR MAXIMUM 8-INCH THICK (BEFORE COMPACTION) LAYERS WHICH ARE TO BE VARIOUS PART SHALL DEFEND, INDEMNIFY, AND HOLD THE OWNER AND THE ENGINEER CONTINUOUS OVER THE ENTIRE LENGTH OF THE FILL. THE MOST PERMEABLE FOUNDATION, E VARIOUS PARTS OF THE WORK AND FOR MAINTAINING THE EXCAVATIONS,
HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED IN CONNECTION BORROW MATERIAL SHALL BE PLACED IN THE DOWNSTREAM PORTIONS OF REQUIRED OR I FOUNDATION, AND OTHER PARTS OF THE WORK FREE FROM WATER AS - - PROPOSED LOTLJNE REQUIRED OR DIRECTED BY THE ENGINEER FOR CONSTRUCTING EACH
WITH PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING FOR LIABILITY THE EMBANKMENT. THE PRINCIPAL SPILLWAY MUST BE INSTALLED PART OF THE ~ ARISING FROM THE SOLE NEGLIGENCE OF THE OWNER OR THE EN CONC PART OF THE WORK. AFTER HAVING SERVED THEIR PURPOSE, ALL - - PROPERTY BOUNDARY
GINEER. URRENTLY WITH FILL PLACEMENT AND NOT EXCAVATED INTO THE TEMPORARY PF EMBANKMENT. GRADED TO TH TEMPORARY PROTECTIVE WORKS SHALL BE REMOVED OR LEVELED AND GRADED TO THE EXTENT REQUIRED TO PREVENT OBSTRUCTION IN ANY " - - - - - - - - - EASEMENT LINE
6. THE CONTRACTOR SHALL VERIFY THAT ALL REQUIRED PERMITS AND DEGREE WHATS DEGREE WHATSOEVER OF THE FLOW OF WATER TO THE SPILLWAY OR
APPROVALS HAVE 8EE'N OBTAINED FROM THE APPROPRIATE AUTHORITIES C COMPACTION OUTLET WORKS BEFORE BEGINNING WORK ON THE PROJECT. ALL DAM FILL SHALL BE COMPACTED TO NOT LESS THAN 98% OF THE OPERATION OR OUTLET WORKS AND SO AS NOT TO INTERFERE IN ANY WAY WITH THE EXISTING TREELINE OPERATION OR MAINTENANCE OF THE STRUCTURE. STREAM DIVERSIONS
STANDARD PROCTOR MAXIMUM DRY DENSITY (ASTM D-698) WITH A MOISTURE SHALL BE MAID SHALL BE MAINTAINED UNTIL THE FULL FLOW CAN BE PASSED THROUGH
7. ALL CONSTRUCTION. MATERIALS, AND WORKMANSHIP SHALL CONFORM TO CONTENT WITHIN + -2 % OF THE OPTIMUM. EACH LAYER OF THE PERMANEt` NCDOT STANDARDS AND SPECIFlCATIONS, NCDENR -LAND QUALITY SECTIONS / FILL SHALL BE EXCAV THE PERMANENT WORKS. THE REMOVAL OF WATER FROM THE REQUIRED ~ CLEARING LIMITS EXCAVATION AND THE FOUNDATION SHALL BE ACCOMPLISHED IN A
„ COMPACTED AS NECESSARY TO OBTAIN THAT DENSITY, AND IS TO BE ATION AI "EROSION AND SEDIMENTATION CONTROL PLANNING AND DESIGN MANUAL , AND CERTIFIED BY THE GEOTECHINCAL ENGINEER AT THE TIME MANNER AND MANNER AND TO THE EXTENT THAT WILL MAINTAIN STABILITY OF THE
THE CITY OF REIDSVILLE STANDARDS AND SPECIFICATIONS. IN THE EVENT OF OF CONSTRUCTION. EXCAVATED SL • TESTING WILL BE THE OWNER'S RESPONSIBILITY. NO COMPACTION EQUIPMENT ALLOW SATISFA A CONFLICT BETWEEN! THE DRAWINGS AND THESE STANDARDS, THE MORE SHALL TRAVERSE ANY PIPE UNTIL MINIMUM COVER IS PLA " " - " ' - CREEK /WATER SURFACE EXCAVATED SLOPES AND BOTTOM OF REQUIRED EXCAVATIONS AND WILL
• STRINGENT REQUIREMENT SHALL APPLY AS DETERMINED BY THE ENGINEER. PREVEN CED OVcR PIPE TO DURING THE PL T DAMAGE TO THE PIPE. COMPACTION TESTING FOR EMBANKMENT EXCAVATIONS, ALLOW SATISFACTORY PERFORMANCE OF ALL CONSTRUCTION OPERAl10NS. DURING THE PLACING AND COMPACTING OF MATERIAL IN REQUIRED EXISTING W
~ 8. THE CONTRACTOR RESPONSIBLE FOR COORDINATING HIS WORK WI SHALL BE PERFORMED AT A FREQUENCY of ONE TEST PER 2000 SQUARE SHALL BE MAID EXCAVATIONS, THE WATER LEVEL AT THE LOCATIONS BEING REFILLED ATERLINE
601 N. Trade Street , TH THE FEET PER VERTICAL FOOT OF FILL COMPACTION TESTING ALONG PIPES WORK OF OTHER CON. ACTORS ON THE PROJECT TO AVOID CONFLICT. LOCATIONS WHI SHALL BE MAINTAINED BELOW THE BOTTOM OF THE EXCAVATION AT SUCH LOCATIONS WHICH MAY REQUIRE DRAINING THE WATER TO SUMPS FROM PROPOSED WATERLINE
SUlte 200 PLACED THROUGH THE DAM SHALL BE REQUIRED AT A FREQUENCY OF ONE WHICH THE WA TEST PER 25 LINEAR FEET OF PIPE PER VERTICAL FOOT OF F1LL. WHICH THE WATER SHALL BE PUMPED.
Winston Salem, NC EXISTING FlRE HYDRANT
Landsca a Archite t D CUTOFF TRENCH p cure 27101-2916 ~ VIII STABILIZAII • THE CUTOFF TRENCH SHALL BE EXCAVATED INTO IMPERVIOUS MATERIAL II STABILIZATION PROPOSED FIRE HYDRANT
Civil En ineerin ALONG OR PARALLEL TO THE CENTERLINE OF THE EMBANKMENT AS g g SHOWN ALL BORROW A ALL BORROW AREAS SHALL BE GRADED TO PROVIDE PROPER DRAINAGE INI EXISTING GATE VALVE
P. 336.723.1067 ON THE PLANS. THE BOTTOM WIDTH OF THE TRENCH SHALL BE GOVERNED AND Stimmel Associates PA Land Plannln BY THE EQUIPMENT USED FOR EXCAVATION, WITH THE MINIMUM WIDTH LEFT IN A AND LEFT IN A SIGHTLY CONDITION, ALL EXPOSED SURFACES OF THE
~ g F: 336.723.1069 THIS PROPERTY CONTi;INS WETLANDS AND/OR WATERS OF THE US STREAMS BEING EMBANKMENT , THAT ARE UND ( ) TEN FEET. THE DEPTH SHALL BE AT ER JURISDICTION OF THE U.S. ARMY CORPS OF ENGINEERS AND LEAST FIVE FEET BELOW EXISTING GRADE BE STABILIZED EMBANKMENT, SPILLWAY, SPOIL AND BORROW AREAS, AND BERMS SHALL INI PROPOSED GATE VALVE BE STABILIZED BY SEEDING, LIMING, FERTILIZING AND MULCHING IN
THE NC DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES. OR AS SHOWN ON THE PLANS. THE SIDE SLOPES OF THE TRENCH SHALL BE ACCORDANCE V ACCORDANCE WITH THE SPECIFICATIONS AS SHOWN ON THE ~ PROPOSED 45' BEND
DISTURBANCE TO THESE JURISDICTIONAL AREAS SHALL NOT EXCEED THAT 1 TO 1 OR FLATTER. THE BACKFILL SHALL BE COMPACTED WITH ACCOMPANYING SHOWN ON THE PLANS. CONSTRUCTION EQUIPMENT, ROLLERS, OR HAND TAMPERS TO ASSURE ACCOMPANYING DRAWINGS.
MAXIMUM DENSITY AND MINIMUM PERMEABILITY. ~ EXISTING SANITARY SEWER LINE
G THE CONTRACTOR SH,1LL BE LIABLE FOR ANY DAMAGES TO THE OWNER AND III BACKFILL ADJ ENGINEER THAT RESULT FROM THE DISTURBANCE OF THE EXISTING WETLANDS ACENT TO PIPES & STRUCTURES IX EROSION AN EROSION AND SEDIMENT CONTROL PROPOSED SANITARY SEWER LINE
AND/OR WATERS OF THE US (STREAMS) BEYOND THAT SHOWN ON THE PLANS. BACKFI
THE DAMAGES MAY IN;,LUDE THE FOLLOWING, BUT ARE NOT LIMITED T0: LL ADJACENT TO PIPES OR STRUCTURES SHALL BE OF THE TYPE AND CONSTRUCTION • DEC 0 6 2004 FINES, CONSULTANT Fr_ES CON QUALITY CONFORMING TO THAT SPECIFIED FOR THE ADJOINING FILL MATERIAL. STRUCTION COSTS, MITIGATION FEES, AND LEGAL THAT EROSION CONSTRUCTION OPERATIONS WILL BE CARRIED OUT IN SUCH A MANNER ~ EXISTING SANITARY SEWER MANHOLE
THE FILL SHALL BE PLACED IN HORIZONTAL LAYERS AT A THICKNESS THAT IS MINIMIZED. STA' FEES. THE CONTRAC~;OR, AT HIS DISCRETION, MAY PROVIDE ADDITIONAL COMPATIBLE THAT EROSION WILL BE CONTROLLED AND WATER AND AIR POLLUTION MINIMIZED. STATE AND LOCAL LAWS CONCERNING POLLU110N ABATEMENT ~ PROPOSED SANITARY SEWER MANHOLE
PROTECTIVE MEASURE. ABOVE AND BEYOND WHAT IS SHOWN ON THIS PLAN TO THE COMPACTION EQUIPMENT BEING USED TO ACHIEVE WILL BE FOLLOI INSURE NO DISTURBA^'CE TO THE WETLANDS AND STREAMS, COORDINATE ANY THE SPECIFIED COMPACTION. THE MATERIAL SHALL FILL COMPLETELY ALL SEDIMENT CONI WILL BE FOLLOWED. CONSTRUCTION PLANS SHALL DETAIL EROSION AND
ADDITIONAL MEASURES WITH THE ENGINEER AND EROSION CONTROL INSPECTOR. SPACES UNDER AND ADJACENT TO THE PIPE. AT NO TIME DURING THE CONSTRUCTION SEDIMENT CONTROL MEASURES TO BE EMPLOYED DURING THE ~ EXISTING STORM DRAINAGE LINE CONSTRUCTION PROCESS.
C-1.0 POND RETROFIT PLAN BACKFILLING OPERATION SHALL DRIVEN EQUIPMENT BE ALLOWED TO OPERATE CLOSER THAN FOUR FEET, MEASURED HORIZONTAL, TO ANY PART OF A PROPOSED STORM DRAINAGE LINE
C-1.1 POND ACCESS ROAD PLAN STRUCTURE. UNDER NO CIRCUMSTANCES SHALL EQUIPMENT BE DRIVEN OVER
ANY PART OF A CONCRETE STRUCTURE OR PIPE, UNLESS THERE IS A X MAINTENANCI MAINTENANCE SCHEDULE EXISTING STORM DRAINAGE MANHOLE
C-2.0 STANDARD DETAILS AND NOTES COMPACTED FILL OF 24" OR GREATER OVER THE STRUCTURE OR PIPE. • 5EE DOCUMENT 5EE DOCUMENT ENTITLED "EMERGENCY AC110N PLAN AND OPERA OO PROPOSED STORM DRAINAGE MANHOLE 110N AND
IV PIPE CONDUITS MAINTENANCE ; C-2.1 POND DETAILS - „ MAINTENANCE SCHEDULE, REIDSVILLE INDUSTRIAL PARK SOUTHERN TRACT
DAM 2E . DAM 2E". ~ EXISTING CATCH BASIN
1 ALL STORM DRAIN;! GE PIPE SHALL BE HDPE DOUBLE WALL PIPE WITH SMOOTH A ALL PIPES SHALL BE CIRCULAR IN CROSS SECTION. INTERIOR UNLESS NOTED OTHERWISE. PIPE JOINTS SHALL BE SILT TIGHT USING. ¦ PROPOSED CATCH BASIN
MANUFACTURER'S STANDARD RUBBER GASKET. B A. CORRUGATED METAL PIPE -ALL OF THE FOLLOWING CRITERIA SHALL APPLY
TO CORRUGATED METAL PIPE: 2 UNDER DRAINS TO BE CONSTRUCTED AS REQUIRED BY THE ENGINEER TO INLET PROTEC110N
STABILIZE SUBGRADE. 1. MATERIALS - (ALUMINUM ALLOY) -THIS PIPE AND ITS APPURTENANCES SHALL r' SILT FENCE
CONFORM TO THE REQUIREMENTS OF AASHTO M-196 /ASTM B-745, AND AASHTO
3 STORM DRAINAGE MANHOLES SHALL BE PRECAST CONCRETE CONFORMING M-197 /ASTM-B-744, WITH WATERTIGHT BANDS OR FLANGES, ALUMINUM TO NCDOT STANDARD 840.31. MANHOLES SHALL ALSO BE CONSTRUCTED SURFACES THAT ARE TO BE IN CONTACT WITH CONCRETE SHALL BE PAINTED WITH fH(((((KEf(((((f(Ef((((f((f(((((EE~f((((E(EE(f((((EKf(((((Kff(((((• ~MpORARY DIVERSION
IN ACCORDANCE WITH ASTM C-478, ASTM A-615, AND ASTM A-185, ONE COAT OF ZINC CHROMATE PRIMER.
ASTM C-990. MANIJOLE CASTINGS SHALL BE PROVIDED IN ACCORDANCE WITH THE SPECIFICATIONS. 2. COUPLING BANDS, ANTI-SEEP COLLARS, END SECTIONS, ETC. MUST FABRICATED -''"-'TM`-'"'-'°F- 1REE PROTEC110N FENCING
FROM THE SAME MATERIAL AS THE PIPE. METALS MUST BE INSULATED FROM
DISSIMILAR MATERIALS WITH THE USE OF RUBBER OR PLASTIC INSULATING MATERIALS AT LEAST 24 MILS IN THICKNESS. STAINLESS STEEL BOLTS SHALL BE
USED FOR CONNECTIONS.
3. CONNECTIONS -ALL CONNECTIONS WITH PIPES MUST BE COMPLETELY
WATERTIGHT. THE BARREL CONNECTION TO THE RISER SHALL BE WELDED ALL • I •
AROUND WHEN THE RISER IS METAL. ANTI-SEEP COLLARS SHALL BE CONNECTED
TO THE PIPE IN SUCH A MANNER AS TO BE COMPLETELY WATERTIGHT. DIMPLE BANDS ARE NOT CONSIDERED TO BE WATERTIGHT.
ALL DISTURBED AREA SURVEY PI S TO BE SEEDED WITH AN EVEN MIXTURE OF REBEL JRVEY PROVIDED BY:
II, FALCON AND JAGUAR FINE FESCUES AT A RATE OF 5-6 LBS./1,000 4. ALL CONNECTIONS SHALL USE A RUBBER OR NEOPRENE GASKET WHEN JOINING REGIONAL S.F. 50 AS TO PRODUCE A THICK, FIRM STAND OF GRASS. FERTILIZE AT PIPE SECTIONS. THE END OF EACH PIPE SHALL BE REROLLED AN ADEQUATE GIONAL LAND SURVEYORS
A RATE OF 10 LBS./1,000 S.F. WITH ASLOW-RELEASE FERTILIZER (USE NUMBER OF CORRUGATIONS TO ACCOMMODATE THE BAND WIDTH. P.O. BOX .0. BOX 35341
STRAW AND ASP>-iALT EMULSION TO COVER SEED UNTIL STABLE.) APPLY 5. THE FOLLOWING TYPE CONNEC
LIME ACCORDING TO SOIL TEST OR APPLY 4 000 LBS TIONS ARE ACCEPTABLE FOR PIPES LESS THAN GREENSBO , ./ACRE SLOW- 24 IN DIAMETER: FLANGES ON BOTH ENDS OF THE PIPE• A 12-INCH WIDE RELEASE PELLEi~IZED AGRICULTURAL LIMESTONE. SEEDING DATES. AUG. 20 STANDARD ~EENSBORO NC 27425
THROUGH OCT. ~5 AND FEB. 1 THROUGH MAY. LAP TYPE BAND WITH A 12-INCH WIDE BY 3/8-INCH THICK CLOSED 336 665 CELL NEOPRENE SLEEVE TYPE GASKET; A 12-INCH WIDE HUGGER TYPE BAND i36 665-8155
SEEDBED PREPARAIlbN: WITH 0-RING GASKETS HAVING A MINIMUM DIAMETER OF 1/2-INCH GREATER THAN
THE CORRUGATION DEPTH.
1 REMOVE ANY UNDESIRABLE GROUND COVERS INCLUDING ANY TEMPORARY „ SEEDING. 6. PIPES 24 IN DIAMETER AND LARGER SHALL BE CONNECTED BY A 24-INCH
LONG ANNULAR CORRUGATED BAND USING RODS AND LUGS WITH A 24-INCH WIDE
2 RIP THE AREA TO BE SEEDED TO A MIN. DEPTH OF 4"-6." BY 3/8-INCH THICK CLOSED CELL NEOPRENE SLEEVE TYPE GASKET.
3 REMOVE ALL LOOSE ROCKS, ROOTS, ETC. LEAVING SURFACE SMOOTH AND 7. HELICALLY CORRUGATED PIPE SHALL HAVE EITHER CONTINUOUSLY WELDED ~
~ o`.. AS~CI,e~~.. .ova CARn.'%.
UvirUllm. J=AW) UK HAVt LUCK ttAMS WITH INIERNAL CAULKING OR A NEOPRENE BEAD. BEFORE YOU DIG ! c`';•'~PORq~:~`s''•, ~o' Q~`,,'•""' S v NUM. utSC;KIN IION INITIALS DATE
4 APPLY SEED, AGRICULTURAL LIME, AND FERTILIZER UNIFORMLY AND MIX 8. BEDDING - THE PIPE SHALL BE FIRMLY AND UNIFORMLY BEDDED THROUGHOUT o'o r•~• .0• I•. CALL 1-800-632-4949 = b s
WITH THE SOIL. ITS ENTIRE LENGTH. • SEAL
5 MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH. 9. BACKFILLING SHALL CONFORM TO SECTION III "BACKFILL ADJACENT TO PIPES N.C. ONE-CALL CENTER SEAL : ' 14 85 ;
AND STRUCTURES". I IT'S THE LAW . = c
1,0 - 69 I,
10. OTHER DETAILS (ANTI-SEEP COLLARS, VALVES, ETC.) SHALL BE AS SHOWN ON THE DRAWINGS. CARD AL w**

POND CONSTRUCTION SEQUENCE 1. THE AFG WIPES CONTRACTOR IS RESPONSIBLE FOR REMOVING THE SEDIMENT FROM THE
10. BUILD TEMPORARY BERM AROUND NEW RISER SEDIMENT BASIN PRIOR BEGINNING WORK. NEW OUTLET STRUCTURE IS BEING INSTALLED. BE UND NEW RISER TO PREVENT RELEASE OF ANY WATER FROM BASIN WHILE INSTALLED. BERM MAY BE PLACED WHERE THE PLANS SHOW THE RIP RAP ~
DOUGHNUT AND IS TO BE A MINIMUM OF 4 FEET UM OF 4 FEET HIGH,
2. CLEAR ADDITIONAL AREA REQUIRED FOR CONSTRUCTION AND INSTALL NEW MEASURES / ADJUST EXISTING MEASURES AS SHOWN ON PLANS. CALL NCDENR WINSTON-SALEM 11. INSTALL NEW OUTLET STRUCTURE. COMPACT URE. COMPACT BACKFILL IN ACCORDANCE WITH POND CONSTRUCTION
REGIONAL OFFICE FOR INSPECTION OF MEASURES PRIOR TO BEGINNING ANY LAND SPECIFICATIONS. PLACE RIP RAP AT BARREL OUTI AT BARREL OUTLET.
DISTURBING ACTIVITY. 12. REMOVE TEMPORARY BERM AND INSTALL RIP VD INSTALL RIP RAP DOUGHNUT.
3. BEGIN ACCESS ROAD, POND AND BORROW AREA GRADING AS DESCRIBED BELOW. KEEP
RUNOFF DIVERTED TO EROSION CONTROL DEVICES AT ALL TIMES. MAINTAIN EROSION 13. BUILD TEMPORARY BERM AROUND EXISTING R FUND EXISTING RISER TO PREVENT RELEASE EXISTING OUTLET STRUCTURE IS BEING REMOVED, BERM IS TO BE A
CONTROL DEVICES IN ACCORDANCE WITH THE MAINTENANCE SCHEDULE ON SHEET C-1.1. OF ANY WATER FROM BASIN WHILE EXISTING OUTLI MINIMUM OF 4 FEET HIGH.
POND ~1: 14. REMOVE EXISTING OUTLET STRUCTURE AND D
4• BUILD TEMPORARY BERM AROUND NEW RISER TO PREVENT RELEASE OF ANY WATER FROM WITH POND CONSTRUCTION SPECIFICATIONS• REMC ~UCTURE AND DISPOSE OF OFFSITE. COMPACT BACKFILL IN ACCORDANCE Stimmel Associates, PA (CATIONS. REMOVE TEMPORARY BERM.
BASIN WHILE NEW OUTLET STRUCTURE IS BEING INSTALLED. BERM MAY BE PLACED WHERE THE PLANS SHOW THE RIP RAP DOUGHNUT AND IS TO BE A MINIMUM OF 4 FEET HIGH. 15. EXCAVATE FOR BENCH AND SIDE SLOPE ON ' Landscape Architecture
BENCH ON THE WEST SIDE, AND FOR THE FOREBA SIDE SLOPE ON THE NORTH AND EAST SIDES OF POND. PLACE FlLL FOR Civil Engineering 'OR THE FOREBAY BAFFLE. PLACE RIP RAP FILTER IN BAFFLE. Land Plannin
5. INSTALL NEW OUTLET STRUCTURE. COMPACT BACKFILL IN ACCORDANCE WITH POND 9
CONSTRUCTION SPECIFICATIONS. PLACE RIP RAP AT BARREL OUTLET. 16. REMOVE EXISTING 36" HDPE STORM DRAINAGI PLACE RIP RAP AT SWALE ENTRANCE INTO EAST E STORM DRAINAGE PIPE BACK TO TOE OF SLOPE AND PLACE RIP RAP PAD. 601 N, Tratle Street Suite 200 ~E INTO EAST END OF POND. Winston Salem, NC 27101-2916
6. REMOVE TEMPORARY BERM AND INSTALL RIP RAP DOUGHNUT.
17. IT IS RECOMMENDED THAT THE CONTRACTOR 7. BUILD TEMPORARY BERM AROUND EXISTING RISER TO PREVENT RELEASE TO SEEDING THE POND. IE CONTRACTOR VERIFY THE POND CONTOURS CONFORM TO THE PLANS PRIOR P: 336.723.1067 F: 336,723,1069
OF ANY WATER FROM BASIN WHILE EXISTING OUTLET STRUCTURE IS BEING REMOVED. BERM SEALS: ~~~~unnq?q
IS TO BE A MINIMUM OF 4 FEET HIGH. 18. PROVIDE THE ENGINEER WITH AN AS-BUILT ~ AN AS-BUILT SURVEY OF THE INTERIOR OF THE POND AS DESCRIBED ON
THE COVER SHEEP. 8. REMOVE EXISTING OUTLET STRUCTURE AND DISPOSE OF OFFSITE• COMPACT BACKFILL IN
ACCORDANCE WITH POND CONSTRUCTION SPECIFICATIONS, REMOVE TEMPORARY BERM. 19. SEED, FERTILIZE AND MULCH ALL DISTURBED ~j i ; ALL DISTURBED AREAS. ~ ,
9. PLACE FILL FOR PERIMETER BENCH, FOREBAY BAFFLE AND RIP RAP FILTER. 20. UPON ESTABLISHMENT OF PERMANENT VEGET, • ~r _ DEAL RMANENT VEGETATIVE COVER AND APPROVAL FROM THE NCDENR LAND
~ QUALITY INSPECTOR, REMOVE ALL TEMPORARY ERO , ; _ 0 EROSION CONTROL MEASURES.~...._~ f ~ s•
~ , - . . _ _
r EXISTING TEMPORARY ' << EXISTING ''.SLOPE}DRAINS l _ _ - _ _ _ _ _ - _ . _ r...
STORM PIPE F: ~ - , TO BE REMOVED BY' ~ ~ ;ti
• A AFG CONTRACTOR ~ ~ ' ~ - , ~ _ ; . _ _ _ _ - _ - r: ~ CARP''',,.
i ~ ~ - ~ , , i r
t --170- • EXISTING 0.• SS EXISTING TEMPORARY _ ,~w~.,._ __......._~r.~ _~..._.k~.~ _ ~ f ~ ~ F ~ m~_ STORM PIPE ~t, ~ ~ 0 ~L . / SLOPE DRAINS Q- ,
EXISTING A F , G IP EXISTING DIVERSION BERM S I C ~ DIVERSION BERM _.~~t~t~" ~ ~ ~ , w,..~.~ TO BE REMOVED L rt _
TO REMAIN IN PLACE TO REMAIN j m~., q TO DIVERT SURFACE RUNOFF ~ L .a 2 OT j ; ~ BY AFG-CONTRACTOR - - 14 85 ' - -
D AWAY FROM POND SLOPE'' ,..a - - € D~' : ; fi n ~ti
~ ' EXISI1NG CLASS. "B° ' ~ ~ i RIPRAP APRON _.w_ ,__r.._- , ' i I 4~ _ . ~ - ~ ~ v , ,
' , .m.. ; TO REMAIN:, _ q~ - ~ ~ , ' ~ •
t / / % EXISTING- ' ~ ~
. _ _....0 - \ _ 776... _ . EXIST( E~IPRAP APRON NG PROJECT:
r' ' ~ TO DIVERSION BERM BE REMOVED, TO REM ~ CLEAN, SALVAGEABLE AIN
774 ~ ACCESS ROAD . ; ` RIPRAP MAY BE
SEE' SHEET C1.1 N 772 _ ~ ~ _ 77 _ , ,r REUSED WHERE NEEDED 1
768 ~ - - r
a _ _ _ ..BENCH , - e~_...,,.,,~ , 4 3 „ 5 X 5 18 SLOPE;DRAIN " - ~ W C-2. C-2.o ~ CLASS 8
- ~__a ' LOT LINE _ . . 1;.. _ N RIPRAP PAD a_h.} ~
_EDGE-Of BENCH _ - ' _ _ . ~i _ _ ~ - . EXISTING 10' WIDE , -764 ~ ~ ~iirruu ~ ~ , : ~ i t r rtir.. z
764 _ . INED 6 , _ 762 EMERGENCY SPILLWAY' ( , 762 . - E(E ~ ~
- ~2 ' i CREST EL 769,851 ' ~-2.1 ; (E EE E -•;v 78 758 CONTRACTOR TO REMOVE 10 LF , , N E 756 b
` { 3 ~ / ' SHAPE AS NECESSARY ~ ~ I ~ c-2.1 756 ` EXISTING 36 HDPE;:TO TOE OF SLOPE 756
° I EDGE OF NCH EL. 753.75 / ~ , -
_ ~ j 63' - / ' ' ~ - ..BENCH N - ~ , _ . - - _ _ ~ ti
20 ' ~ CLASS °B" RIPRAP 7 ! ~ 1 ' ' ~ i ~n - ~ r".r 3:1 _ - w ~ 3:1 CLASS "B" RIPRAP ~
~ i TO TOP OF DAM ~ I ~2ti ` , i I . ,~d t 752 50 ' _ , , 7
I i ~ in ~ 1. ~ ~ 1 2 ~ ,.`i ~ "
i POND EXISTING BOTTOM 4 j ~ ~ FOREBAY --THICK=18 I / i ~ 35 ~ ' DIMS=.10 Lx10 W LL
~ 3'1 Z ~ 3a EL 762.00 C-2.1 w,~ w I TO REMAIN ~ ~ I 117 „ „ ~UNbERLINE WITH
0] ~ ~ ~ ~ U I'', ~~EXISTING 10' WII I j BERM ® ~ ~ Z i ' CLASS B RIPRAP 2 J L NCDOT TYPE 2 EXISTING 10' WIDE -12'-` j r TO TOP OF BERM GEOTEXTILE FABRIC
3;1 GRASS LINI j i TOP EL 764.75 1 24" C.A.A.P. RISER I m ~ ~ EMERGEN( ~ ~ " 3.1 { y GRASS LINED ' •t ! , ~ 3. oD EMERGENCY _ POND #2 EXISTING I m
C-2.1 W/48 TRASH RACK C-2. SPILLWI EXISTING ~ ! 4 270' I I ~ ~ CREST EL 757.1 SPILLWAY , ; 80TTOM EL 750.00 ~ ro J Z - W
DIVERSION,BERM ~ ~ 5 ' ~ ~ / SHAPE AS NECESSAf w ~ o I(7 CREST EL 757.82 ~ TO REMAIN ~ i ~ BERM 'E AS NECESSARY m
i C-2. ; °''z ! I C-2 ~ ~ ! ~ \ ~ V ~ ! _ - - - - INV 762.00 ~ ~ ~ ; TOP EL 752.75 1 ~ - ' ~ ~ I INV 750.00 FOREBAY 3:1 ; 3:1;
. _ - c ~ ~ 6 _ - - _ - 1 _ _ i 3 W
.,4 ' / - a 8 r~ ~.h0" ' ~ I 4 24" C.A.A.P. RISER 2 4 ~ ~ ~ ~ C-2.1 W/48 TRASH RACK C-2.1 C-2 '
.c~ ? 10' EXISTING TEMPORARY f"' ~ ~ j t52' ' ' ' ' SQIL'STOCKPILE
' \ EXISTING - 770-_- - _ _ ~ ` t , \ EXISTING 62 LF LOT N~ I i 5 ` i ~ ~ I r
RISER & BARREL i Z E ~ ~ TO BE REMOVED TOP OF DAM 771.50 1 15~ C.A.A.P. _ - - - TO REIrfAIN C-2. BARREL ~ ~ 6~ ~ / % ~ I~ z
COMPACT BARREL- ~ ~ - - - _ _ , - - ; . . - _ I`
_.TO 95~ STANDARD 770_..._ ~_.00% ~ ' w~-, . PROCTOR - ~ _..mN._.. I , ; - ;4-- 756 - - _ - - I -
- - EXISTING - _ , - - rF 75 ~
- _ ;;e SILT FENCE f 1 ,w ~ i _ - _ - , _ TO BE RELOCATED,,.:. , ~ ` ~S. ~ - - - - - TOP d~ i ~ ~ ~ ~ 60 LF TOP OF OAM 759.00 _ q _ - ~ 'TO B X , Z i\ ~ ~ ~ 15 C.A.A.P. -T E E TENDED
- - ~ EXISTING 1-~~ e\ ~ - ~ - - -BARREL 758 AS SHOWN ~ J
SILT FENCE ~ f ~ s., _ _ I _ ~a CLASS "B" RIPRAP -f ; ~ / r~ TO BE RELOCATED - - ~ FILTER (ACED WITH _Y"{~t"' ~ , ~ ~`-Y,~• i - - - . - W eye , . _ W _ 2 ODx - - ~ ~6- - Xr T1N- ~y ,
~ ~ _ , i EXISTING ~ WASHED #57 STQNE~-(~~~ ~ ,'°y°y • E S G , „ - ...RISER & BARREL-- ~g ; ,.~w , ~ J _
~ ~ ~ ~ SILT FENCE INV 760.76 TOP,El.~7¢4<u'7~~--~~-' ~ ~I.1 ~ . ~~.~..~.,r° t_~ EXISTING , ~NV_ 748.80 i1 _ ' TO BE REMOVED ~
- - ~'v' r ~r ~ TREELINE ~ k ~ : ~ ,-Y-.~^ ~ - _ " " ~ tw -COMPACT BARREL ~ - - ; ~ CLASS B RIPRAP _ m~.m ~u_. TO 95~ STANDARD--
Y { ' 2 s e ' FILTER FACED WITH ? ~ - PROCTOR ' ` - k'°~ ~.-Y
EXISTING j CLEAN,-SALVAGEABLE~~ ~ ~ ~ ; ,.Y..~~-~y-~ SILT FENCE - ~ _ r ~ WASHED #57 STONE , E - ~ ~ . ' TOP EL 752.75 a --r~ i _ _~<{~7"~ ,
\ RIPRAP~MAY BE TO BE RELOCATED ~ i REUSED WHERE NEEDED - i ~ I _ ~ ~ 0 ;
~ _ - _ „ , _ , ~ - EXISTING _ ;
~ ~ TAIL DITCH ' ~ . ~ . z, , 3' BOTTOM WIDTH SILT T'ENCE ~ ` ' ~ r"X~' _ ' W ~ BE RELOCATED _,.~,.,~-~,~_Y,~'/-~ EXISTING
„ , , " " ' -7g 3:1 SIDE SLOPES , CLASS B RIPRAP ~ ~ - , / ~ = " SILT FENCE
TO REMAIN CLASS "B" RIPRAP ~ .'CLEAN, SALVAGEABLE - ,
: . ,~..h"" _ " i RIP ~ - d50-8 i RAP MAY BE /
THICK=18" CLEARING t ~ . _ _ / _ a-_.. `Mµ- DIMS=20'Lx15'W LIMITS dMAX= 2" REUSED WHERE NEEDED _ ; ~ / CLIENT:
- _ . _ _ - _ _ - UNDERLINE WITH- ~ ~~~_,.NCDOT TYPE 2 , - ~ ~ THIC 18" ~ ~ ; _ . ~ - , DIMS=12Lx14 W
' UNDERLINE WITH ~
' GEOTEXTILE FABRIC EXTEND RIPRAP _ ,,I., , ~NCDOT TYPE 2. ~ ~ / ~ _ CITY OF REIDSVILLE I G~TEXTILE FABR~~ - . -
- , , 2' VERTICALLY UP , ~ - _ ,,.r _ . ~ - 230 W. MOREHEAD ST.
EACH 51DE SLOPE ~ ~,n / - - _ REIDSVILLE NC 27320 ~ EXISTING _ ~ - - .
- C/L STREA ; ~ - - - • 336 349-1066
r,~ ' ~ ~
~ 1 .~k
•1 ~ ~ ~ , _ G~~~' ~ ~ , .
, . , , ~ . DATE: 9/22/04
_ ~ . ~ 1 ' ~ ~ i REVISIONS.
, , M 1 , , , ; , % ~x_- ~ 1Q 1D/7/04 BENCH/SLOPE GRADING
= ~ - - - - _ ' ~ ERTY LINE.-..~ ~ ~ ' ! REVISIONS
r; PROP ~ r ~ 11/15/04 SLOPE REVISIONS, MAT'L
~ . -
_ ~ - SPEC. REVISIONS
~ , - ~ I. r ; ~l j ;
~ r ~ ~ EXISTING _
~ WETLANDS, TYP . _ J / ~
~ ~ ~ y . ~ , , - JoB. No: 03-258 ' '
, SHEET TITLE: ~ '
I 's"; ~ ,
- ~ , ~ i ,v , ~ „ ~
' . ~ r

SCALE: AS NOTED
SHEET NO.:
SCALE: 1" = 30'
30 0 30
c - 1 0
© STIMMEL ASSOCIATES, P.A.

I ~ ¦
i mm~ I xi 3
f % ~ E~(ISTING ~
M} 'TEMPORARY ~ ~ i ~
~ CUk-DE-SAC ~ I ` v _.I i
I ~ W f
j ~ ~ j ~
~ ~ _ ~ f
i _.I r ( ' Stimmel Associates, PA
~ _.I Q ~ 1 Landscape Architecture
~ j- I ea ~ .~m. I f i ~ ? L Civil Engineering OT 2 D
U~ .k ~ I I r.~ ~ f Land Planning
I 601 N. Trade Street Suite 200
(I O i I II ~ I I p 1 I~ 0 Winston Salem, NC 27101-2916
I i ~E ~ II ~ o ~ I -i ~ ~ ; ;°`b o P: 336.723.1067 F: 336.723.1069
I I ._J b SEALS: ~q~~wur~~~
t ~ 9 ~ I ~ ~ 00 ,o`' PSSOC/
~ I II i ~ . - ~ .II _ c Fs~o ;
z 1 T~MPORARY~ > v~j r 's 9 S•
. ~ . ' C-3.0 CONSTRUCTION D ` ~ _ l1 _ y.. • SEAL •
{s ' ENTRANCE _ II _ _ E EXISTING I ~ _ !1 U .w
_ 42" RCP ~ W . .
N ~ ~ ~ ~ - _ _ ~ •••~....9.•• ~P~. ~...v
. _ _ ~ ~~~~?niiut~O ~~~~~uu~u~~~q
_~o .1 _ _ ~ I _ _ ~ , _ , LOT _ ~ F I, 2B
. _ ,n Ii _ _ ~ , C ,b i , ~
I :i....... t , O••• ~ • ? 2~0
II ~ ~ I 1 t~ n III ~ ~ ~ • ~
- ~ I , y ~ y i ~ d. ~ ~ O ~ ~ AL r 1498 ;
y I ~ I .L. ~ I \ ~ 1
0 II I i ' j II ~b ~ v•., , I
j; o ~ V AL ,o~°
~ I~ I ~ I I ~ ~ . w._...__
~ II ~ . _ . _ I . _ OJECT:
~ ~f, ~ , III
~ LOT LINE n I
I ~ ` f ~ ~ ~ ~i r PROPOS a ED JUNCTION BOX ~ I i
1 ~ ? ~ i, " NCDOT STD. 840.31 ~ r ~
~ I RIM 785.50 ` ~ ~ ~ tl, U III INV IN 780.12. ! ~ I ~ I I W
i ~ INV OUT 779.50 N
~ 32 LF 42" ~ ~ ~ ~ ' ~ I II` I I ~ ! HDPE ®1L56q 1 , ~ + I EX STORM PIPE i
.1 I I 'iNV .775.80 ' :I ~ ~ I (TYP.)
~ ~ I ~ j 1, CLASS°B" RIPR_ AP OUTLET. PROTECTION
I ' ~ 1 12 W X 25'L X 24 ,,THICK t I J
~ ~~"I ~ ~~W~ GEOTEXTILE UNDERLINER ` ~ r~ ~ ACCESS ROAD NOTES
~ MAY REUSE RIP RAP AT ~ ~ ~ ~ „ i ~ T ~ ~ 1. ACCESS ROAD SHALL BE 12 WIDE WITH 4 COMPACTED A 1 END OF, EXISTING PIPE'. ~ ~ 1 I I" COMPACTED ABC SURFACE.
> i;. I ` \ d ~ ' ~ I E* r / ~ t- ~ ~ i
2. COMPACT ALL FILL TO 95~ STANDARD PROCTOR. ~ ~ ,f ~ - Pf OCTOR. ( Z
' ~ ' 3. SEED, FERTILIZE & MULCH ALL DISTURBED AREAS AT COiv AREAS AT COMPLETION OF
~ ~ ~ ~ ~ ~ GRADING, ~ ~ ;
~ CLEARING ~ ~ ~ ~ ~ ~ i ~ , LIMITS ~ ~ \ ~ r
(TYP.) ~i , 1 \
V ~ ~1 i Z
ar W
~ ~ . ~ ~ ~ , ~ i I ~
_ - ' ~ . } 1 i
FUTURE 1I ~ , ~ , _ . ~ S$" ~
CUL-DE-SAC _ _ ~ , , . . CURB & GUTTER ~ ~ ~ ~ ~ - _ _
_ Itf I I ~ - _ 'i ~ al , , ~~~I~~jt ~ `j' F
I ~ ~ ~ . I ` ` ~ . _ - _ l , , _ _ Z
~ . _ s _
_ - - - _ _
, _ _ _ _ _ -
M.a, ~ . ~ _ _
~ ~ _ CLEAN WATER DIVERSION ~ ° _ _ _ z - _ _ ,
BOTTOM WIDTH = 4.0 FT: ~V ~ ~ ~ ~ ~ - SIDE SLOPES = 3:1 ~ ~ ~ ~
DEPTH = 2 FT.. ~ ~ ~ . ~ ~ - ~ I
LINE WITH CURL X I MATTING ~ ~ ~ _ `a. ~ ~ ~ ~ ~ ~ :a J - J
~ ~ V ~ i~ J
1( t ~ ~ ~ .
~ ~ f ~ i~
. ~ ~ ~ ~ „y' ~ - = ~ ` _ (n
~ ~P`~ , ~ ~ , , ~
' I gy ~ ~ G~' I°
~G W \ , EX. DIVERSION W
, - ~ ~ ~ f BERM (TYP.) - -'`780
1 S ~ ' i 1 1 ~ ~ } ` ~ ,
~ ~ ~
~ ~ , ~ ' ~ a' . _ , 3 _ CLIENT:
ii I ~ p ~ ~ ~ ~ ~ J t~~b rd ~ t {(~SI~i f- ~ ,i ~ t„ , rs
~ ~ ~ ' ~ , . CITY OF REIDSVILLE
~ v _ .77s _
i 1 - \ - ~ - ~ 774 ' 230 W. MOREHEAD ST. . .......772 _ - ; 4-- - - '
~ _ - ~ rv- _ . REIDSVILLE NC 27320
i i ~ , : A ~ t , 1 ` L~ LINE ~ 768 [phone]
.
EX; SOIL ~ ~ t,~ f ; - _ _ ' ~ STOUKPILE ~ ~ - "^""--7 - ra*~~ , _ r,R-._.
, i , ~ V A r r s . ~ ~ . - _ . oRAwN: TEG - _
_ , 764 . , _ _ . DATE: 9 22/04 ~ -
~ t Z - , 762 i REVISIONS:
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LOT ~ , 2D , Q i JOB. No: 03-258 REQUIREMENTS
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Stimmel Associates, PA
Landscape Architecture
Civil Engineering
Land Planning
4' STEEL POST 8' O.C. 601 N. Trade Street Suite 200 WITH 12 GAUGE WIRE MESH Winston Salem, NC 27101-2916
(6" MAX. SPACING) AND P: 336,723,1067 F: 336.723.1069
FILTER FABRIC
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TRENCH 4" X 8" DEEP, PSSOt:I
EXTEND FILTER FABRIC ••,.o~pORgr.,•S AND WIRE MESH, BACKFILL ~ G F ~O
AND COMPACT = ~ ~ ~ ~ ~ ~T s
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~O * " " P~c• S STONE SIZE-USE 2 -3 WASHED STONE.
F Q 0 MIN, * LENGTH-AS EFFECTIVE, BUT NOT LESS THAN 50 FEET. Q 0 * THICKNESS-NOT LESS THAN 8 INCHES.
G~ * WIDTH-NOT LESS THAN FULL WIDTH OF ALL POI T ~,0 N S OF INGRESS -1T_I-III_III_II - - - I; I I ~I I ~I I I-TI=1 I f= 1=1 11=~~
OR EGRESS, BUT NOT LESS THAN 12' I-III- I I-III-I I I I III=1 11-
* WASHING-WHEN NECESSARY WHEELS SHALL BE CLEANED TO ~I I ~I 11=~=1 11=1 I I_ _ CAR i I = _ _ ~ 0 _ III I I I_I I l i ~I I I I_I I I , , .
' ~~4 REMOVE SEDIMENT PRIOR TO ENTRANCE ONTO PUBLIC R/W. WHEN " WASHING IS REQUIRED, IT SHALL BE DONE ON AN AREA _IIII=11 11=III 1=III= ; p•,.F SS
8 MIN. PSR STABILIZED WITH CRUSHED STONE WHICH DRAINS INTO AN III=11I I -I I I I I I1=1 ; 2• o ti• ~I I I- 1= 1= I 1=-~f
APPROVED SEDIMENT TRAP. ALL SEDIMENT SHALL BE PREVENTED coMPACTED ~ .I I ~I I ~I I III=1 ~ = : , L ~ 14985 : FI L -I ~ ~I I I=1 I I- ~=1 ~ 1=
2-3" COARSE FROM ENTERING ANY STORM DRAIN, DITCH, OR WATERCOURSE AGGREGATE THROUGH USE OF SAND BAGS, GRAVEL, BOARDS, OR OTHER -I - -I D~' ~I I ~I I I-I 1(- EXTENSION OF FLTER .I - -I ~ ~ i
APPROVED METHODS... 4'MIN. ISLANI ISLAND OVER INLET II-III-III vS. SIN. FABRIC AND WIRE , i .
DIVERSION BERM MESH INTO TRNECH
, ~ 1.5' MIN. •,ry~ A<
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~1 " NATURAL 6 MIN GROUND
STABILIZED OUTLET 4 MIN. = ~ I- 1 MIN ,;;,,,`,1.5 MIN u` . 1.5 MIN ~ ~
LENGTH= 4 TIMES PIPE DIA. =III- THICKNESS= 12" CL. B RIP RAP LEVE = III- FLOW FLOW
WIDTH= 4' MIN. = I ~ I- ~ - ~ J
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1. A GRADING PERMIT SHALL BE OBTAINED FROM NCDENR LAND QUALITY SECTION PRIOR TO
TEMPORARY DIVERSIONS 1. GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR ASSUMING THE RESPONSIBILITY OF INSPECT TEMPORARY DIVERSIONS ONCE A WEEK AND AFTER EVERY RAINFALL. IMMEDIATELY REMOVE MAINTAINING THE EXISTING EROSION CONTROL DEVICES THAT WERE INSTALLED BY OTHERS. TY OF ' ANY LAND DISTURBING ACTIVITY ON THE SITE.
SEDIMENT FROM THE FLOW AREA AND REPAIR THE DIVERSION RIDGE. CAREFULLY CHECK OUTLETS HERS. W
AND MAKE TIMELY REPAIRS AS NEEDED. WHEN THE AREA PROTECTED IS PERMANENTLY STABILIZED, 2. CLEARING LIMITS SHALL BE CLEARLY DEFINED PRIOR TO BEGINNING CLEARING OPERATIONS. ERATIONS. 2. CLEARING LIMITS SHALL BE CLEARLY DEFINED PRIOR TO BEGINNING CLEARING OPERATIONS. CLEARING DEBRIS SHALL BE PROPERLY DISPOSED OF OFFSIIE IN A PERMITTED LANDFILL
REMOVE THE RIDGE AND THE CHANNEL TO BLEND WITH THE NATURAL GROUND LEVEL AND CLEARING DEBRIS SHALL BE PROPERLY DISPOSED OF OFFSITE IN A PERMITTED LANDFILL FACILITY. APPROPRIATELY STABILIZE IT. TREES OUTSIDE OF THE CLEARING LIMITS SHALL BE PROTECTED DURING CONSTRUCTION. !FILL FACILITY. FACILITY. TREES OUTSIDE THE CLEARING LIMITS SHALL BE PROTECTED DURING CONSTRUCTION. ION.
3. NO CLEARING OR GRADING WORK SHALL COMMENCE UNTIL SEDIMENTATION AND EROSION ROSION 3. THE EROSION AND SEDIMENTATION CONTROL PLAN IS INTENDED AS A GUIDE. AFTER )N AND GRADING BEGINS, ADDITIONAL MEASURES MAY BE NECESSARY TO CONTROL SEDIMENTATION
TEMPORARY SEDIMENT TRAPS CONTROL APPROVAL AND GRADING PERMIT HAS BEEN ISSUED AND ALL SEDIMENTATION AND EROSION CONTROL MEASURES TOR THE AREA TO BE DISTURBED ARE IN PLACE. INSPECT TEMPORARY SEDIMENT TRAPS AFTER EACH PERIOD OF SIGNIFICANT RAINFALL. REMOVE AND EROSION ONSITE. IF S0, ADDITIONAL MEASURES SHALL BE INSTALLED AS DIRECTED BY CLIENT: THE NCDENR, LAND QUALITY SEC110N INSPECTOR.
SEDIMENT AND RESTORE THE TRAP TO ITS ORIGINAL DIMENSIONS WHEN THE SEDIMENT HAS 4. ALL CONSTRUCTION FOR EROSION CONTROL STRUCTURES SHALL BE IN ACCORDANCE WITH ICE WITH 4. ALL EROSION AND SEDIMENTATION CONTROL MEASURES SHALL BE INSTALLED AND
ACCUMULATED TO ONE-HALF THE DESIGN DEPTH OF THE TRAP. PLACE THE SEDIMENT THAT IS NCDENR EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL.
REMOVED IN THE DESIGNATED DISPOSAL AREA AND REPLACE THE CONTAMINATED PART OF THE GRAVEL FACING. CHECK THE STRUCTURE FOR DAMAGE FROM EROSION OR PIPING. PERIODICALLY 5. GENERAL CONTRACTOR IS RESPONSIBLE FOR ALL EROSION CONTROL PRACTICES REQUIRED TO - I s c l R CITY OF REIDSVILLE MAINTAINED IN ACCORDANCE WITH THE NCDENR LAND QUAL TY E T ON S E OSION AND
CHECK THE DEPTH OF THE SPILLWAY TO ENSURE IT IS A MINIMUM OF 1.5 FT BELOW THE LOW MINIMIZE EFFECTS ON ADJACENT PROPERTIES DURING CONSTRUCTION. EROSION CONTROL tEQUIRED TO SEDIMENTAl10N CONTROL PLANNING AND DESIGN MANUAL. 230 W. MOREHEAD ST. rROL REIDSVILLE, NC 27320
POINT OF THE EMBANKMENT. IMMEDIATELY FILL ANY SETTLEMENT OF THE EMBANKMENT TO PRACTICES SHALL BE CONTINUED IN ACCORDANCE WITH THE DETAILS AND ARE TO BE MAINTAINED ~E MAINTAINED 5. ALL DISTURBED AREAS SHALL BE SEEDED AND MULCHED IN ACCORDANCE WITH THE PERMANENT SEEDING SCHEDULE WITHIN 15 WORKING DAYS OR 90 CALENDAR DAYS, [phone]
SLIGHTLY ABOVE DESIGN GRADE. ANY RIPRAP DISPLACED FROM THE SPILLWAY MUST BE REPLACED UNTIL CONTRIBUTING AREAS ARE STABILIZED. ~pJg~;l, AFTER ALL SEDIMENT-PRODUCING AREAS HAVE BEEN PERMANENTLY STABILIZED, WHICHEVER IS SHORTER, AFTER COMPLETION OF CONSTRUCTION OR DEVELOPMENT. ALL
REMOVE THE STRUCTURE AND ALL UNSTABLE SEDIMENT. SMOOTH THE AREA TO BLEND WITH THE 6. GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR FOLLOWING THE EROSION CONTROL 1NTROL SLOPES SHALL BE SEEDED AND MULCHED WITHIN 15 WORKING DAYS OR 30 CALENDAR DAYS, WHICHEVER IS SHORTER, AFTER COMPLETION OF ANY PHASE OF GRADING.
ADJOINING AREAS AND STABILIZE PROPERLY. SEQUENCE. DRAWN: TEG
7. PRIOR TO PLACING FILL, ALL FILL AREAS SHALL BE STRIPPED AS RECOMMENDED BY THE BY THE 6. ALL SLOPE SURFACES SHALL BE ROUGHENED USING TRACKED EQUIPMENT TO MINIMIZE EROSION UNTIL SEEDING IS DONE. DATE: 9/22/04
SILT FE CE GEOTECHINCAL ENGINEER TO REMOVE TOPSOIL, STUMPS, ROOTS, ORGANICS AND OTHER UNSUITABLE MATERIAL. STRIPPINGS SHALL BE STOCKPILED AS SHOWN ON THE PIAN STRIPPINGS TER STRIPPINGS 7. CONTRACTOR IS RESPONSIBLE FOR ALL EROSION CONTROL PRACTICES REQUIRED TO REVISIONS:
INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY MAY BE USED FOR BERMING AS REQUIRED BY OWNER. CLEAN TOPSOIL FREE OF HEAVY AVY MINIMIZE EFFECTS ON ADJACENT PROPERTIES DURING CONSTRUCTION. EROSION CONTROL
REQUIRED REPAIRS IMMEDIATELY. SHOULD THE FABRIC OF A SEDIMENT FENCE COLLAPSE, TEAR, VEGETATION SHALL BE USED AS BACKFILL FOR CURB AND IN LANDSCAPE AREAS. DECOMPOSE OR BECOME INEFFECTIVE, REPLACE Tf PROMPTLY. REPIACE BURLAP EVERY 60 DAYS. PRACTICES SHALL BE CONTINUED IN ACCORDANCE WITH DETAILS AND ARE TO BE MAINTAINED
REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE ADEQUATE STORAGE VOLUME TOR THE 8. STRUCTURAL FILL FOR ACCESS ROAD SHALL BE COMPACTED TO 95% OF THE STANDARD 4NDARD UNTIL CONTRIBUITNG AREAS ARE STABLE
NEXT RAIN AND TO REDUCE PRESSURE ON THE FENCE. TAKE CARE TO AVOID UNDERMINING THE PROCTOR MAXIMUM DRY DENSITY (ASTM D-698), EXCEPT THE UPPER 12" SHALL BE COMPACTED FENCE DURING CLEANOUT. REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT DEPOSITS TO 98% PROCTOR MAXIMUM DRY DENSITY, UNLESS OTHERWISE NOTED ON THE PLANS, IN THE COMPACTED 8. PROPERTY OWNER IS RESPONSIBLE FOR ALL PERMANENT MEASURES AFTER CONSTRUCTION
AND BRING THE AREA TO GRADE AND STABILIZE IT AFTER THE CONTRIBUTING DRAINAGE AREA HAS SPECIFICATIONS, OR GEOTECHNICAL REPORT. COMPACTION TESTS IN PAVED AREAS SHALL BE IS, IN THE IS COMPLETE AND CONTRACTOR IS RELEASED. BALL BE
BEEN PROPERLY STABILIZED. TAKEN TO SUBBASE AND A MINIMUM OF 10 FEET BEYOND THE LIMITS OF PAVED AREAS. '~S' 9. ALL DISTURBED AREAS NOT OTHERWISE DELINEATED FOR BUILDING, PAVING, SOD, STONE,
9. THE DISPOSAL OF DEBRIS IS NOT ALLOWED ON SITE. OR RIPRAP SHALL BE PERMANENTLY SEEDED AS SOON AS POSSIBLE IN ACCORDANCE WITH
SEDIMENT BASINS PERMANENT SEEDING SPECIFICAl10NS SHOWN ON THE PLANS.
CHECK SEDIMENT BASINS AFTER PERIODS OF SIGNIFICANT RUNOFF. REMOVE SEDIMENT AND 10. ALL AREAS TO RECEIVE PAVEMENT SHALL BE GRAVELED IMMEDIATELY UPON COMPLETION OF FINE GRADING. IPLETION OF 10. INSPECT AND REPAIR ALL EROSION CONTROL DEVICES ON A WEEKLY BASIS AND INSPECT JOB. NO: 03-258
RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS WHEN SEDIMENT ACCUMULATES TO ONE-HALF THE DESIGN DEPTH. 11. ENCROACHMENT PROTECTION OF EXISTING TREES AND COMMON AREAS TO BE ACCOMPLISHED AND REPAIR IMMEDIATELY FOLLOWING ANY RAINFALL. SHEET TITLE:
CHECK THE EMBANKMENT, SPILLWAYS, AND OUTLET TOR EROSION DAMAGE, AND INSPECT THE WITH ENCROACHMENT PROTECTION FENCE AS SHOWN ON THE PLANS & DETAILS. THE ~COMPLISHED 11. ANY BORROW SHALL COME FROM A SITE OR SPOIL SHALL BE PLACED ON A SITE
EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE ALL NECESSARY REPAIRS IMMEDIATELY. REMOVE ENCROACHMENT PROTECTION MEASURES SHALL BE PROPERLY MAINTAINED DURING SITE E APPROVE BY THE PROPER JURISDIC110N HAVING APPROVAL AUTHORITY OVER THE SITE. TE
ALL TRASH AND OTHER DEBRIS FROM THE RISER AND POOL AREA. DEVELOPMENT AND SHALL NOT BE REMOVED PRIOR TO FINAL LANDSCAPING.
SCALE: AS NOTED
SHEET NO.:
4
C-2*0
©STIMMEL ASSOCIATES, P.A.