20051280 Ver 1_Complete File_20050711

OF W A T?9
>_ 1'LJ?Wti.& =1
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
February 15, 2006
DWQ Project # 05-1280
Wake County
Mr. Jeffrey Vittert
Midland Tryon, LLC
4601 Creekstone Drive
Durham, NC.27703
Subject Property: Tryon Village Shopping Center
APPROVAL OF STORMWATER MANAGEMENT PLAN
Dear Mr. Vittert:
On February 8, 2006, the Division of Water Quality (DWQ) received the revised storm water
management plan prepared by your engineer, Mr. Brandon R Finch, of John R. McAdams Company Inc.
This Plan has been reviewed and satisfies the storm water management conditions of the 401 Water
Quality Certification DWQ # 05-1837 issued on November 7, 2005.
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 Mr. Samuel A. Aghimien at 919-733-3574
Sincerely,
a
CC di B. Karoly
DWQ, 401 Oversight/Express Permitting Unit
CBK/Saa
cc: DWQ Raleigh Regional Office
USACE Raleigh Regulatory Field Office
File Copy
Central Files
Kevin Yates, John R. McAdams co Inc, P.O. Box 14005 RTF, NC. 27709
Brandon R. Finch, RE, John McAdams co Inc, P.O. Box 14005, RTP, NC. 27709
Filename: 05-1280 Tryon Village BMP approval, 2-15-06
O
I
N? hCarolina
401 Oversight/Express Review Permitting Unit ?vqA (MlIff
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] / FAX [phone] / Internet: httn://h2o.enr.state.nc.us/newetlands
An Equal Opportunity/Affirmative Action Employer - 50% Recycled/10% Post Consumer Paper
r
Project Name: Tryon Village
Project No. DWQ05-1280
Pond No.
SUBMITTED DESIGN: 1
2/8/2006
elevations
Bottom of Basin (ft)
Permanent Pool (ft)
Temporary Pool (ft)
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 423
428
430.6
40923
25.52
18.59
116642
111218
23201
4.03
3
1
Linear Interpolation of Correct SAIDA * * *
REQUIRED DESIGN:
_ average depth
5 ft. depth
2.6 ft. depth
23992 sq. ft.
. 3 j based on avg depth
72.8 %
65365 cu. ft.
19.9 %
2.16
0.27 cfs drawdown
4.8 day drawdown
5 ft. Permanent Pool Depth
% Impervious SA/DA fron (Avg. Depth)
Next Lowest _ 70 2.07 2.218223004
Project Impervious 72.8 2.16
r :a ? 3Qj
Next Highest 80 2.38 2.522234196
3'ft
i?
status
ok
ok
ok
ok
ok
ok
ok
1.08.
1.18
1.43
4
021/0i!2006 16:31 FAY 919 361 2269 JOHN R MCADAHS
THE JOM K MCADAMS COMPANY, INC.
FACSIMILE TRANSMITTAL
TO: Sam Aghimien Fax No: 733-6893
TO: Fax No:
TO: Fax No:
TO: Fax No,
TO: Fax No:
FROM: Brandon R. Finch, PE
PROJECT: Tryon Village
JOB NO: MDL-05000
DATE, 02-06-06 NO. OF PAGES: 4
- (including cover)
Hard Copy To Be Mailed?: ? Yes ® No
REMARKS.
CC: Fax No:
CC: Fax No:
NDTE: It the following information is not clear or if you do not receive all of the indicated
sheets, please notify our office immediately at [phone]. Thank you.
FOR INTERNAL USE ONLY
? Copy Facsimile Transmittal Only to File
® Copy Entire Document to File
? FAXING COMPLETE Date: Initials
? MAILING COMPLETE Date: Initials
CIVIL ENGINEERING • LAND PLANNING • SURVEYING
PO Box 74005 • Research Triangle Park, NC 27709 • (919) 3616000 o fox [phone]
www.johnrn=dams.com
[A 001/004
FEB-i-2006 TUE 16:25 TEL:[phone] NAME:DWQ-WETLAND-, P. 1
02/0'7/2006 16:31 FAT 919 361 2269 JOHN R MCADAMS
Project No. DWQ (to be provided by DWO
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
DWO Stormwater Management Plan Review:
LIP 002/004
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 : A 'r3lel -Sabo
Phone Number: Mick )
Contact Person: ?._
For ro'ects with multiple basins, specify which basin this worksheet applies to:
P J
Basin Bottom Elevation
4a. 00 R.
(average elevation of the floor of the basin)
Permanent Pool Elevation *ZF3 ?00_ ft. (elevation of the orifice invert out)
Temporary Pool Elevation op.(vo _ ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area '092.3 sq. ft. (water surface area at permanent pool elevation)
Drainage Area
A
i 25,.S 2 ac.
51 ac.
1& (on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
rea
ous
imperv .
Permanent Pool Volume 11 lokh2- cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume 1 it ?jb _ cu• fl. (volume detained on top of the permanent pool)
Forebay Volume MCI cu. ft.
SA/DA used 44.03 (surface area to drainage area ratio)
Diameter of Orifice _ c?• O in. (draw down orifice diameter)
IL 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.
Applicants Initials
Z - 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.
__--L'(_?_Vegetation to the permanent pool elevation is specified.
An emergency drain is provided to drain the basin.
Zj(' 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.
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.
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.
FORM SWG100 09/97 Page 1 of 1
FEE-7-200 TUE 1b:25 TEL:919733GS93 NAME:DWO-WETLANDS P. 2
1 '02; 0'7/2006 16:32 FAY 919 361 2269 JOHN R MCADAMS
LA 003/004
WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed
of in an appropriate manner and shall be handled in a manner that will not adversely impact water quality
(i.e. stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 3.75 feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads 3.75 feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation 428.00 /-
Sediment Re oval El. 424. r io
___ -J Sediment Removal Elevation 424.25 75%
------------------------------------
Bottom Elevati 423.00 5% °
FORSBAY MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
7. All components of the wet detention basin system shall be maintained in good working order.
Page I of 2
FEES-1-2006 TUE 16:25 TEL:[phone] NAME:DWQ-WETLANDS P. 3
'02/07!2006 16:32 FAX [phone] JOHN R MCADAMS l a004/004
8. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or
replanted as necessary.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible pa .
Print name:.- llq?uy, T, 5
J? `n

DIZ ? jti3 b
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has been named the president.
a Notaryp fie r e S of K L
?l? a1 p r Y\. , do hereby certify t _t v vy
County of ?'t
personally appeared before me this d6 day of and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
SEAL
My commission expires &7-J5 - b (°
Page 2 of 2
FEE-7-2006 TUE 16:26 TEL:[phone]E93 NAME:DWQ-WETLANDS P. 4

Project Name: Tryon Village
Project No. DWQ 05-1280
Pond No.
SUBMITTED DESIGN: 1 REQUIRED DESIGN:
2/7/2006
elevations"., y average depth status
Bottom of Basin (ft) 423
Permanent Pool (ft) 428 5 ft. depth ok
Temporary Pool (ft) 430.6 2.6 ft. depth ok
areas
Permanent Pool SA (sq ft) 40923 23992 sq. ft. ok
Drainage Area (ac) 25.52 based on avg depth ok
Impervious Area (ac) 18.59 72.8 % -
volumes
Permanent Pool (cu ft) 118151
Temporary Pool (cu ft) 111218 65365 cu. ft. ok
Forebay (cu ft) 20177 17.1 % check forebc

other parameters
SA/DA 4.05 2.16 -
Orifice Diameter (in) 3 0.27 cfs drawdown -
Design Rainfall (in) 1 4.8 day drawdown ok
Linear Interpolation of Correct SA/DA * * *
5 ft. Permanent Pool Depth
% Impervious SA/DA fron (Avg. Depth)
Next Lowest 70 2.07 2.181717616 1.08
r
Project Impervious 72.8 2.167 7, 7 7-
1.18
Next Highest 80 2.38 2.487203773 1.43
3ft 4
' , I
Project Name: Tryon Village
Project No. DWQ 05-1280
Pond No.
SUBMITTED DESIGN: 1
2/7/2006
elevations
Bottom of Basin (ft) 423
Permanent Pool (ft) 428
Temporary Pool (ft) 430.6
areas
Permanent Pool SA (sq ft) 40923
Drainage Area (ac) 25.52
Impervious Area (ac) 18.59
volumes
Permanent Pool (cu ft) 118151
Temporary Pool (cu ft) 111218
Forebay (cu ft) 22000
other parameters
SA/DA 4.05
Orifice Diameter (in) 3
Design Rainfall (in) 1
Linear Interpolation of Correct SAIDA * * *
% Impervious
Next Lowest 70
Project Impervious 72.8
Next Highest 80
REQUIRED DESIGN.
p Z y average depth status
5 ft. depth ok
2.6 ft. depth ok
23992 sq. ft. ok
9 based on avg depth ok
v >27
72.8 % -
65365 cu. ft. ok
18.6 % ok
2.16 -
0.27 cfs drawdown -
4.8 day drawdown ok
5 ft. Permanent Pool Depth
SA/DA fron (Avg. Depth)
2.07 2.181717616 1.08`
2.16 _- ^^77 1.18
2.38 - m 2 487203773 1.43
3ft q
Akk
Project Name: `Tryon Village
Project No. DWQ 05-1280
Pond No.
SUBMITTED DESIGN: 1 REQUIRED DESIGN:
2/7/2006
elevations average depth status
Bottom of Basin (ft) 423
Permanent Pool (ft) - 428 5 ft. depth ok
Temporary Pool (ft) 430:6 2.6 ft. depth ok

areas
Permanent Pool SA (sq ft) 40923 3992 sq. ft.
2 ok
Drainage Area (ac) 25:52 ,
X53 based on avg depth
n ok
Impervious Area (ac) 18.59 72.8 % -
volumes
Permanent Pool (cu ft) 118151
Temporary Pool (cu ft) 111218 65365 cu. ft. ok
Forebay (cu ft) 24000 20.3 % ok
other parameters
SA/DA 4.05 2.16 -
Orifice Diameter (in) 3 0.27 cfs drawdown -
Design Rainfall (in) 1 4.8 day drawdown ok
Linear Interpolation of Correct SAIDA * * *
5 ft. Permanent Pool Depth
% Impervious SA/DA fron (Avg. Depth)
Next Lowest 70 2.07 2.181717616 1.08
Project Impervious 72.8 2.16 1.18
Next Highest 80 2.38 2.487203773 1.43
3ft 4

Project Name: Tryon Village
Project No. DWQ 05-1280
Pond No.
SUBMITTED DESIGN: 1 REQUIRED DESIGN:
2/7/2006
elevations [2FS average depth status
Bottom of Basin (ft) 423
Permanent Pool (ft) 428 5 ft. depth ok
Temporary Pool (ft) 430.6 2.6 ft. depth ok

areas
Permanent Pool SA (sq ft) 40923 23992 sq. ft. ok
Drainage Area (ac) 25.52 . ?521 based on avg depth ok
Impervious Area (ac) 18.59 72.8 % -
volumes
Permanent Pool (cu ft) 118151
Temporary Pool (cu ft) 111218 65365 cu. ft. ok
Forebay (cu ft) 24000 20.3 % ok
other parameters
SA/DA 4.05 2.16 -
Orifice Diameter (in) 3.5 0.37 cfs drawdown -
Design Rainfall (in) 1 3.5 day drawdown ok
Linear Interpolation of CorrectSAIDA***
5 ft. Permanent Pool Depth
% Impervious SA/DA fron (Avg. Depth)
Next Lowest 70 2.07 2.181717616 1.08
Project Impervious 72.8 2.16 ; '2a27? 1.18
Next Highest 80 2.38 2.487203773 1.43
3 ft "4
Since 1979
THE JOHN R. McADAMS COMPANY, INC.
February 6, 2006
Mr. Sam Aghimien
NC Division of Water Quality
401 Wetlands Unit
2321 Crabtree Boulevard
Raleigh, NC 27604
Re: Stormwater Review-Additional Information
Midland Tryon LLC, Tryon Village Commercial Site- Raleigh, NC
Project No.: MDL-03010 ,
Dear Mr. Aghimien,
Please reference the telephone conversation with Brandon Finch of The John
R. McAdams Company (JRM), myself (Kevin Yates-JRM), and you,
regarding the stormwater management plan and your request for additional
information for the Commercial Site at Tryon Village, located in the
northwest quadrant of the intersection of Walnut Street and Tryon Village.
Please find enclosed for your review (5) copies of the following items:
• NC DWQ - 401 Wet Detension Basin Worksheet
• Wet Detension Basin Operation and Maintenance Agreement
• Seeding Schedule located within Stormwater Pond
Construction Specs.
Research Triangle Park, NC
Post Office Box 14005
Research Triangle Park,
North Carolina 27709
2905 Meridian Parkway
Durham, North Carolina 27713
800-733-5646
919-361-5000
919-361-2269 Fax
Charlotte, NC
5311 Seventy-Seven Center Drive,
Suite 66
Charlotte, North Carolina 28217
800-733-5646
704-527-0800
704-527-2003 Fax
www.johnrmcadams.com
Consideration of this project is greatly appreciated. If you should have any
questions or require additional information, please do not hesitate to contact
me at [phone].
Sincerely,
THE JOHN R. McADAMS COMPANY, INC.
J. Kevin Yates
Senior Environmental/Wetland Scientist
Stormwater and Environmental Management Group
Enclosures
Comprehensive Land Development Design Services
We help our clients succeed.
WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
F7 1111'_N I , v° F 1
vegetated filter if one is provided.,
r „a k . ; ?. +m r
Maintenance activities shall be performed as follows:
FFR ?0G6
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash.accumulaior ,A,, ?_ rl ,.:?,H
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed
of in an appropriate manner and shall be handled in a manner that will not adversely impact water quality
(i.e. stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 3.75 feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads 3.75 feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
(fill in the blanks)
Sediment Removal El. 424.25 7
Bottom Elevationn 423.00
FOREBAY
Permanent Pool Elevation
Sediment Removal Elevation
----------------------------
75%
MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
7. All components of the wet detention basin system shall be maintained in good working order.
Page 1 of 2
8. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or
replanted as necessary.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
1??IJ? ' 5-1-
Print name: o
I''u/m'-"
Address:
Phone:
FI-I ? ? VIII
5-13 - N -
Signature:
Date:
S-1,3 b
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has been named the president.
a Notary Pyblic pry e St of
County of U-A do hereby certify th t <c VM
day of 2LL?, and acknowledge the due
personally appeared before me this ??.6
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,

My commission expires,
SEAL

?m .-) r

Page 2 of 2
WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed
of in an appropriate manner and shall be handled in a manner that will not adversely impact water quality
(i.e. stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 3.75 feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads 3.75 feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation
Sediment Re oval El. 424.25 75 /o
-------------- Sediment Removal Elevation 424.25 75 /o
Bottom Elevati n 423.00 % +
FOREBAY
MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
7. All components of the wet detention basin system shall be maintained in good working order.
Page 1 of 2
8. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or
replanted as necessary.
acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name:
Title:
Address:
Phone:
Signature:
Jti3 ?-'
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
I s have been sold and a resident of the subdivision has been named the president.
I, a Notary P lic Qr e Staja of
r
County of ?
T) C? do hereby certify th t
and acknowledge the due
personally appeared before me this day of
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
'?p= .

SEAL
fir'- '5- - c) ?
My commission expires
yo ? ? M
5-13 _ N -

?-? ., 1-?

Page 2 of 2
WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed
of in an appropriate manner and shall be handled in a manner that will not adversely impact water quality
(i.e. stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 3.75 feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads 3.75 feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation 428.00
Sediment Re oval El. 424.2517 /o
-------------- -- Sediment Removal Elevation 424.25 75%
--------------------------------------------- I- -
Bottom Elevati n 423.00 5% +
FOREBAY
MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
7. All components of the wet detention basin system shall be maintained in good working order.
Page 1 of 2
8. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or
replanted as necessary.
1 acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name:_ _ flit, -Y- 'vu/yr',
Title:
Phone:
Sal 3- B?il J ti

Signature:
Jti3 b
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
I s have been sold and a resident of the subdivision has been named the president.
a Notary P lic or e St of
If r
County of T) 1.., PZC r?%? , do hereby certify t7-L
personally appeared before me this,??J h{> day of ?` ° , ?and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,

SEAL
"-'-S-D?
My commission expires

JA'I

Page 2 of 2
WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed
of in an appropriate manner and shall be handled in a manner that will not adversely impact water quality
(i.e. stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 3.75 feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads 3.75 feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation
Sediment Re oval El. 424_25 - /0
------- Sediment Removal Elevation 424.25 - 175%
------
Bottom Elevati n 423.00 17511, ? _ _ /
FOREBAY
MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
7. All components of the wet detention basin system shall be maintained in good working order.
Page Z of 2
8. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or
replanted as necessary.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name:
m-
Address:
Phone: Sal 3 - ?'? 1 ti?
Signature: }
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
i s have been sold and a resident of the subdivision has been named the president.
I, a NotaryP lic Cpr?t e St of
County of?i, r? , do hereby certify th t
personally appeared before me this ,-JO -{ day of 1? - QLt?, and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,

SEAL
?"' -
My commission expires
Page 2 of 2
;j
FEB 6 M06
I e1
Project No. DWQ (to be providYdb?7J'WQ)n :`a 4` rv
J!4 I ?i li ????Vt?
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
DWO Stormwater Manamement Plan Review:
A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, and a fully executed
operation and maintenance agreement. An incomplete submittal package will result in a request for additional
information and will substantially delay final review and approval of the project.
I. PROJECT INFORMATION (please complete the following information):
Project Name: ??_JoH ??LLA?a CnFINr?Lte,? 51??
Contact Person: '3r ¢ Qrlyo?-a Q . F? NCJI?I . '? E Phone Number: (VT ) Slot-5000
For projects with multiple basins, specify which basin this worksheet applies to: )4 /A
Basin Bottom Elevation 423.00 ft. (average elevation of the floor of the basin)
Permanent Pool Elevation q 28 °0 ft. (elevation of the orifice invert out)
Temporary Pool Elevation 4.30. m0 ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area 05 2-3 sq. ft. (water surface area at permanent pool elevation)
Drainage Area 7_15-S l ac. (on-site and off-site drainage to the basin)
hnpervious Area 10.59 ac. (on-site and off-site drainage to the basin)
Permanent Pool Volume 110 I!E? 1 cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume 111 ZIPS cu. ft. (volume detained on top of the permanent pool)
Forebay Volume zol'Z7 cu. ft.
SA/DA used 4.0$ (surface area to drainage area ratio)
Diameter of Orifice . 3.0 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.
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. i
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.
?6 The forebay volume is approximately equal to 20% of the total basin volume.
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.
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.
Ti?=A responsible party is designated in the O&M plan.
FORM SWG100 09/97' Page 1 of I
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.
I. PROJECT INFORMATION (please complete the following information):
Project Name : "`2JpA? C?fINE¢tt4t.- St-ri?
Contact Person: Be.a??tz . F( r-xm . 'P E_ Phone Number: M I Q ) 3 to l - 'Soo 0
For projects with multiple basins, specify which basin this worksheet applies to: ?4 /A
Basin Bottom Elevation 423.00 ft. (average elevation of the floor of the basin)
Permanent Pool Elevation A-1 28 .°° ft. (elevation of the orifice invert out)
Temporary Pool Elevation 430. too ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area qo 2-3 sq. ft. (water surface area at permanent pool elevation)
Drainage Area 25.S 2 ac. (on-site and off-site drainage to the basin)
Impervious Area lo, 5 q ac. (on-site and off-site drainage to the basin)
Permanent Pool Volume 1 I a Is l cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume (1121 E, cu, ft. (volume detained on top of the permanent pool)
Forebay Volume 7,01:Z7 cu. ft.
SA/DA used 4.05 (surface area to drainage area ratio)
Diameter of Orifice . 3.0 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 211 .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.
The temporary pool controls runoff from the I inch storm event.
The basin length to width ratio is greater than 3:1.
The basin side slopes are no steeper than 3:1. i
A submerged and vegetated perimeter shelf at less than 6:1 is provided.
Vegetation to the permanent pool elevation is specified.
d 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.
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.
rA 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 0&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.
FORM SWG100 09/97' Page 1 of I
Project No. DWQ (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 : 7:e jot4 y?n?eUr C
Contact Person: :]?e.e,tilya-1 1Z. Fir
For projects with multiple basins, specify
L
Phone Number: M I Q) 3 61- Soo 0
basin this worksheet applies to: 14.1.&
Basin Bottom Elevation 423.oo ft. (average elevation of the floor of the basin)
Permanent Pool Elevation A-1 28 .°O ft. (elevation of the orifice invert out)
Temporary Pool Elevation 430.00 ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area L405 2-3 sq. ft. (water surface area at permanent pool elevation)
Drainage Area 7-5.S2- ac. (on-site and off-site drainage to the basin)
Impervious Area lo, 5 q ac. (on-site and off-site drainage to the basin)
Permanent Pool Volume 1 I e) 151 cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume i I1 Zt fS cu. ft. (volume detained on top of the permanent pool)
Forebay Volume Zola cu. ft.
SA/DA used 4.05 (surface area to drainage area ratio)
Diameter of Orifice . 3.o 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.
FORM SWG100
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. i
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.
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.
A debris check is specified in the 0&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 I
Project No. DWQ (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 : 7[:2 ot4 ?ILLeG CnflNr¢ttd,t_ Sn?
Contact Person: :B .
QQNVo?-t R.. 16 r-YA . V E Phone Number: M 1 5 ) 3 to 1- Soo 0
For projects with multiple basins, specify which basin this worksheet applies to: 0 /A
Basin Bottom Elevation 42-is.o0 ft. (average elevation of the floor of the basin)
Permanent Pool Elevation Al 28 °O ft. (elevation of the orifice invert out)
Temporary Pool Elevation 430. lpo ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area Li0q 2-3 sq. ft. (water surface area at permanent pool elevation)
Drainage Area 7-5. S2 ac. (on-site and off-site drainage to the basin)
Impervious Area 10.59 ac. (on-site and off-site drainage to the basin)
c.
Permanent Pool Volume 1 I a 1E? i cu. ft.
Temporary Pool Volume 112 t b cu. ft.
Forebay Volume Zola cu. ft.
(combined volume of main basin and forebay)
(volume detained on top of the permanent pool)
SA/DA used 4.05
Diameter of Orifice . 3.o in
(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
why.
The temporary pool controls runoff from the I 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.
d 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.
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.
A debris check is specified in the 0&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.
FORM SWG100 09/97' Page 1 of I
S
FAA 9 Ztld6
THE JOHN R. McADAN'#6 M INC.
LETTER OF TRANSMITTAL
To: Sam Aghimien
NC Division of Water Quality
401 Wetlands Unit/2321 Crabtree Boulevard
Raleigh, North Carolina 27604
919-733-3574
Re: Tryon Village Shopping Center Job No
I am sending you the following item(s):
These are transmitted as checked below:
? As requested ® For your use
? For approval ?
? For review and comment ?
Remarks:
Date: February 8, 2006
COPIES DATE NO. DESCRIPTION
1 Revised DWQ Worksheet
1 Final Stormwater Management Facility Design
1 Revised Plans

Copy to:
Signed:
** FEDERAL EXPRESS **
MDL-05000
Brandon R. Findh, P.E.
Senior Project Engineer
FOR INTERNAL USE ONLY
® Copy Letter of Transmittal Only to File
? Copy Entire Document to File
CIVIL ENGINEERING LAND PLANNING • SURVEYING
PO Box 14005 • Research Triangle Park, NC 27709 • [phone] • fax [phone]
www.johnrmcadams.com
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.
I. PROJECT INFORMATION (please complete the following information):
Project Name : -119109 ?11 t Ar G C0B&Kr A L S 1TtE
Contact Person: Re.&NDn4 S?. AMU}, PF-- Phone Number: ( 915 1 SO - 5coo
For projects with multiple basins, specify which basin this worksheet applies to: _ H /A
Basin Bottom Elevation azz-0° ft. (average elevation of the floor of the basin)
Permanent Pool Elevation +Z? ft. (elevation of the orifice invert out)
Temporary Pool Elevation 4$D .loO ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area J+09 23 sq. ft. (water surface area at permanent pool elevation)
Drainage Area 25.5 2 ac. (on-site and off-site drainage to the basin)
Impervious Area I b5 9 ac. (on-site and off-site drainage to the basin)
Permanent Pool Volume It VA2- cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume l 1121$ cu. ft. (volume detained on top of the permanent pool)
Forebay Volume Mot cu. ft.
SA/DA used 44.03 (surface area to drainage area ratio)
Diameter of Orifice _ 3.0 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 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.
Sediment storage is provided in the permanent pool.
Access is provided for maintenance.
I 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.
FORM SWG100 09/97 Page 1 of 1
WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed
of in an appropriate manner and shall be handled in a manner that will not adversely impact water quality
(i.e. stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 3.75 feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads 3.75 feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation 428.00
Sediment Re oval El. 424.25 7 /o
-------------- -- Sediment Removal Elevation 424.25 75% _4 Bottom Elevati 4_2__3_._0_0_
23.00 5%
FOREBAY MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
7. All components of the wet detention basin system shall be maintained in good working order.
Page 1 of 2
8. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or
replanted as necessary.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name: :?Sv?? -Y' 51- 1"vm -n
Address:
Phone:

Date:
J-V3
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
I s have been sold and a resident of the subdivision has been named the president.
a Notary P lic r e St of ?. ,
County of -T)W RQ rY\- , do hereby certify that
/-V I personally appeared before me this day of , , and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
SEAL
My commission expires I- Jr _ d °
Page 2 of 2
TIE JOHN R WADAMS COMPANY, INC.
LETTER OF TRANSMITTAL
To: NC Division of Water Quality 12/06/2005
Q0
Ms. Cynthia Van Der Weile U
D
2321 Crabtree Boulevary DE 6 2005
Raleigh, NC 27604 WATtR Q? 1? ** HAND DELIVER
M?p ATCNBM4
Re: Tryon Village - Stormwater Review Job No.: MDL-03010
am sending you the following item(s):
COPIES DATE NO. DESCRIPTION
3 12/6/05 Stormwater M mt Plan for Shopping Center Phase

These are transmitted as checked below:
? As requested
® For approval
® For review and comment
? For your use

Remarks: Tryon Village (Express DWQ # 05-1837) Stormwater Review
Thanks, Kevin
Copy to
Fred Boone
Jason Spicer
Signed:
FOR INTERNAL USE ONLY
® Copy Letter of Transmittal Only to File
? Copy Entire Document to File
CIVIL ENGINEERING • LAND PLANNING • SURVEYING
PO Box 14005 • Research Triangle Park, NC 27709 • [phone] • fax [phone]
www.johnrmcadams.com
/Z - S- GS
1 1 Vince 1.979
THE JOIN R. McADAMS COMPANY, INC.
TRYON VILLAGE COMMERCIAL SITE
CARY, NORTH CAROLINA
FINAL STORMWATER MANAGEMENT FACILITY DESIGN
MDL-05000
November 2005
Research Triangle Park, NC
Post Office Box 14005
Research Triangle Park,
North Carolina 27709
2905 Meridian Parkway
Durham, North Carolina 27713
800-733-5646
919-361-5000
919-361-2269 Fax
Charlotte, NC
5311 Seventy-Seven Center Drive,
Suite 66
Charlotte, North Carolina 28217
800-733-5646
704-527-0800
704-527-2003 Fax
Jason C. Spicer, E.I.
Associate Project Engineer
Brandon R. Finch, P.E.
Sr. Stormwater Project Manager
WN.
m7m
-ofEStF FEE
Itols ?
fb"GAr &RAINAL
PIF &A VCW
04 Zl4jiM&
Comprehensive Land Development Design Services
www.johnrmeadams.com We help our clients succeed.
Nitrogen Control Plan
Commercial / Industrial / Residential Sites with Known Impervious Area
Project Title: Q? o h4 ?i ,F t?{,t=
Part I. Riparian Buffers
Area includes riparian buffers? [ ] No XYes [ ]Exempt
If yes, [ ] 50 foot "idi foot
River Basin? [ ] Neuse Cape Fear
Basis for exemption
Show buffers on site plan.
Part II. Nitrogen Calculations (Method 2, Appendix C):
a. Site Information
Total area of property incl. RM/ ?j2S2-o c
Denuded Area s t ort wer._"PLAA
Impervious Area incl. RM 10•7:12 -o.L
Managed open space
Protected open space
b. Pre-development loading:
Type of Land Cover
Permanently protected undisturbed open
space (forest, unmown meadow)
Permanently protected managed open space
(grass, landscaping, etc.)
Impervious Area

TN export
Area TN export coeff. from use
(acres) (Ibs/ac/yr) (Ibs/yr)
3 2 ?2 0.60 ! `t •51
1.20
- 21.20
32.52 I q.SI
TOTAL
Nitrogen Loading Rate (Ibs/ac/yr) = D. &O
c. Post-development loading:
Type of Land Cover
Permanently protected undisturbed open
space (forest, unmown meadow)
Permanently protected managed open space
(grass, landscaping, etc.)
Impervious Area
TOTAL
TN export
Area TN export coeff. from use
(acres) (Ibs/ac/yr) (Ibs/yr)
0.60 r
l3.ao 1.20 tlv.Sia
(Qj,?y 21.20 3gto.8&
32.152 'CIS. 2-
Nitrogen Loading Rate (Ibs/ac/yr) = 12.1 1
Proposed BMP(s) l? - o _PbAv
Nitrogen Load after BMPs = Z?SZ.10 Ib r
Nitrogen Load Offset by Payments= 5. 11 l6s
Net change in on-site N Load = i ?232•IS l? .`mot ' 212.iv?)
Part III. Control of Peak Stormwater Flow (for 1 year, design storm)
Calculated Pre-development Peak Flow Sc?rS
Flow Control Method
Calculated Post-development Peak Flow
I, the undersigned, certify to the best of my knowledge that the above information is correct (affix seal).
p? Row[
Supply notes & details showing control of Nitrogen and peak stormwater runoff.
DENR - WATER QUALITY
WETLANDS AND STORMWATER BRANCH
FEB 8 2006
TRYON VILLAGE COMMERCIAL SITE
Final Stormwater Management Facility Design
Proiect Description and Summary
Located off of Walnut Street, just south of the Crossroads shopping centers, in. Cary,
North Carolina, is the proposed commercial development currently known as the Tryon
Village Commercial Site. Proposed development on this site consists of the construction
of commercial buildings, along with associated streets, parking areas, sidewalks, and
utility improvements. The proposed site runoff will be managed by one (1) proposed
stormwater quality pond. This facility will discharge into an existing stream channel that
runs west into an existing lake near The Lodge at Crossroads.
According to Town of Cary regulations, stormwater quantity management will be
required such that the post-development peak flow rates from this site are no greater than
pre-development peak flow rates in the 1-year / 24-hour rainfall event. Not only will the
proposed stormwater quality pond facility successfully reduce the runoff from this storm,
it will also safely pass the 100-year event.
Development on this site shall also abide by the Neuse River Basin nitrogen export
standards. Therefore, it will be necessary to reduce total nitrogen export to 3.6
lbs/acre/year. The proposed pond achieves 25% nitrogen removal, which reduces the
total nitrogen export to a quantity below 10.0 lbs/acre/year. As mandated by the Neuse
River Basin nitrogen standards, a buydown payment will be made to further "reduce" the
total export to the maximum 3.6 lbs/acre/year.
This report contains the hydrologic and hydraulic design calculations for the proposed
stormwater quality pond, along with TN-export calculations. Please refer to the
appropriate sections of this report for additional information.
Calculation Methodoloy
• On-site topography and the existing storm drainage system information are from a
field survey performed by The John R. McAdams Company, Inc.
• HEC-HMS Version 2.2.2, by the U.S. Army Corp of Engineers, was used to
produce pre- and post-development hydrographs, as well as routing calculations
for the proposed stormwater quality pond.
• The stage-discharge rating curve, stage-storage rating curve, and stage-storage
function for the proposed stormwater quality pond was generated outside of HEC-
HMS and then input into HEC-HMS. The stage-discharge rating curve included
in this report was generated using PondPack Version 8.0, by Haestad Methods.
Please note that an emergency spillway has been provided on this facility.
• Using the Wake County Soil Survey, the predominate soil types for this site were
determined to be from Hydrologic Soil Groups `B', `C', & `D'. SCS Curve
Numbers were then selected based on a composite of HSG `B',`C', and `D' soils.
Please reference the appropriate section of this report for a soil map indicating the
soil types found on this site, along with the approximate percentage of each.
Rainfall data for the Cary, NC region is derived from USWB Technical Paper No.
40 and NOAA Hydro-35. This data was used to generate a depth-duration-
frequency (DDF) table describing rainfall depth versus time for varying return
periods. These rainfall depths were then input into the meteorological model
within HEC-HMS for peak flow rate calculations. Please reference the
precipitation data section within this report for additional information.
The 1-year, 24-hour storm was modeled within HEC-HMS Version 2.2.2
assuming a 3.0-inch rainfall depth and a SCS Type II storm distribution.
The time of concentration for the studied subbasin was calculated using the SCS
TR-55 Segmental Approach (SCS TR-55, 1986). The Tc flow path was divided
into individual segments consisting of overland flow, concentrated flow, and
channel flow. The travel time was then computed for each segment, from which
the overall time of concentration was determined by taking the sum of each
segmental time. A drainage map has been included with this report showing the
studied subbasins as well as the selected Tc Paths.
To guard against dam failure due to the buoyant forces caused by the riser-barrel
outlet structure, anti-flotation calculations were performed for the outlet structure.
These calculations consisted of determining the amount of concrete that is
required to anchor the outlet structure down and prevent it from floating. In
addition, the pre-cast riser sections are to be tied together to prevent separation
caused by buoyant forces. These calculations contain a minimum 15% safety
factor.
For detention modeling purposes at the stormwater quality pond (1-year design
storm), tailwater effects were ignored since the worst-case scenario for detention
is a "free-outfall" condition.
Nitrogen export calculations are computed using Method 2 from the Town of
Cary TN-export calculation methodology. This method uses known footprint
areas of wooded, open, and impervious surfaces.
• For 100-year storm routing calculations, a "worst case condition" was modeled in
order to insure the proposed facilities would safely pass the 100-year storm event.
The assumptions used in this scenario are as follows:
The starting water surface elevation in each facility, just prior to the 100-
year storm event, is at the top of riser elevation. This scenario could occur
as a result of a clogged siphon or a rainfall event that lingers for several
days. This could also occur as a result of several rainfall events in a series,
before the inverted siphon has an opportunity to draw down the storage
pool between NWSE and the riser crest elevation.
2. A minimum of approximately 1-ft of freeboard was provided between the
peak elevation during the "worst case" scenario and the top of the dam for
each facility.
• Water quality calculations were performed in accordance with the NC Stormwater
Best Management Practices manual (NC DENR, April 1999). The normal pool
surface areas of the facilities were sized with water quality in mind, using the
required SA/DA ratio charts. A temporary storage pool for stormwater runoff
from the 1.0" storm is provided in the wet ponds, to be drawn down in 2-5 days
by an inverted siphon.
• The area referred to as future development (just west of the north-south connector
road) was assumed to be 70% impervious. The stormwater management facility
was designed to handle this entire area, for both water quality and quantity
concerns. A temporary condition will exist where the stormwater pond will not
intercept this portion of the site. It should be noted that there will be no additional
impervious surface in this area during the temporary condition.
Discussion of Results
The proposed stormwater quality pond, as designed, will succeed in reducing the post-
development peak flow rates for the 1-year storm event back to pre-development levels in
the studied area. Nitrogen reduction will also be achieved through this facility for the
area shown on the impervious area exhibit. Please refer to the following summary of
results and calculations for all pertinent information.
TRYON VILLAGE SUMMARY OF RESULTS B.R. FINCH, PE
COMMERCIAL SITE 11/17/2005
MDL-05000
==> RELEASE RATE MANAGEMENT RESULTS
=> ROUTING RESULTS
Return Period Inflow Outflow Max. WSE
[cfs] [cfs] [ft]

1-Year
....
82
...- _._.._........._._.__ 4 430...74 ....... _ .
_...._...__.-.__
.......... ................__._.._._
100-Year
..__._..._._......_
..._.........,_............
222
101
433.16
==> POND DETAILS
Design Drainage Area To Pond = 25.52 acres
Design Impervious Area To Pond = 18.59 acres
Top of Dam = 434.00 ft
Surface Area at NWSE = 40923 sf
Required Surface Area at NWSE = 27872 sf
Internal Riser Dimentions = 5 x 5 sq ft
Riser Crest = 430.60 ft
Barrel Diameter = 36 inches
# of Barrels = I
Upstream Invert = 423.00 feet
Downstream Invert = 422.00 feet
Length = 90 feet
Slope= 0.0111 ft/ft
1 OF I
SUBBASIN #1
PRECIPITATION DATA
2 WATERSHED SOIL DATA

3 PRE-DEVELOPMENT
HYDROLOGIC CALCULATIONS

4 POST-DEVELOPMENT
HYDROLOGIC CALCULATIONS

5 WATER QUALITY POND DESIGN

6 100-YEAR
STORM EVENT ROUTING

7 NITROGEN EXPORT
CALCULATIONS

8
9
Lio
118552-6 Table of Contents WilsonJonese,MultiDex"Basic ©1998A000Brands, Inc

1
WllsonJones. Quick Reference Index System ©1991 Wilson Jones Company
PRECIPITATION DATA
TRYON VILLAGE COMMERCIAL SITE
MDL-05000
T ,.AGE COMN ERCIAL SITE RA> DATA I ER, El
0 11/8/2005
NHJEFMR
I. INPUT DATA
Location: Wake County, NC
2-Year 100-Year Source

Hydro .35
5 minute 0.48 0.81 NOAA....
...
.
.
,
........ ..... ...............
15 minute ....... ..
.
..
?
I A 1 1.81 NOAH H dro-3 5
60 minute 1.70 3.50 NOAA H dm-35
24 hour 3.60 8.00 USWB TP-40
II. DEPTH-DURATION-FREQUENCY TABLE

Refiirn Perind
Duration 2-Year i 5-Year 10-Year 25-Year 50-Year 100-Year
[inches] [inches] [inches] [inches] [inches] [inches]
5 minutes
ute 0.48 0.55 0.60
.
.
...
....
.. 0.68
................... 0.75
..................... 0.81
......................
...........
10 minutes ..................
.79 ....................
0.92 ......................
.
...
.
1.02 .
.
' .....1:1 ......... ......1:28....... .......1:4..........
15 minutes .
1.01 .......
1.18 1.31 1.51 1.66 1.81
30 minutes 1.35 1.64 1.85 2.16 2.40 2.64
60 minutes 1.70 2:12 2.41 2:84
..... ..................... ,....... .......
.
.. 3.17
..................... 3.50
......................
........... ............................ ,
2 hours 1.91 ....................
2.40 ......
.
.
2.74 3.23
.
.. 3.61
..................... 4.00
.....................
3 hours .
2.12 ....................
2.68 ................................
3.07 ........ ..............
.
.
3.62 4.06 4.49
6 hours 2.65 3.38 3.90 4.62 5.19 5.75
12 hours 3.13 4.02 4.64 5.52 6.20 6.88
............................
24 hours ............................
3.60 ....................
4.65 ................................
5.38 ....... ...................
6.41 .....................
7.21 ......................
8.00
III. INTENSITY-DURATION FREQUENCY DATA
Return Perind
Duration 2-Year E 5-Year 10-Year E 25-Year 50-Year 100-Year
[in/hr] E [in/hr] [iu/hr] ]fir] [fir] [fir]
5 minutes 5.76 6:58 .............
7.2? ..... 8:19...... .......8:96...... ......9:7?.......
............................
10 minutes .......................
4.76 ......
............... .
5.54 ..............
..
6.13
7.01
7.71
8.40
15 minutes 4.04 4.74 5.25 6.03 6.64 7.24
30 minutes 2.70 3.28 3.71
...............................
. 4.32
.................... 4.80
..................... 5.28
......................
.............................................................................
60 minutes 1.70 2:12 .....
..
2.41 s
.................., 2.84
..................... 3.17
...................... 3.50
......................
...........................
2 hours .......................
0.95 ... .. ......
1.20 ................
1.37 1.62 1.81 2.00
3 hours 0.71 0.89 1.02 1.21 1.35 1.50
6 hours 0:44 0.56 0.65 .0.77
................
. 0.86
...................... 0.96
......................
12 hours .......
0.26 .........................
0.33 ..................................... ,
0.39 ;
............. .
.
0.46
.................... 0.52
..................... 0.57
.....................
.............................
24 hours .......................
0.15 .........................
0.19 ..........................
0.22 0.27 0.30 0.33
IV. RESULTS
Return Period g h
132 18
..............
5 .............
169 .
21.
.....
..............1?.......... ......ijS......
......
.
... ......Z'....
.........
........
..............2.............. ...
X32
. 2..
50 261 24
100 290 25
1 OF 2
TR j ii "" -AGE COMMERCIAL SITE RAI _ DATA I ER, El
0 M0 11/8/2005
CALCULATIONS:
1R
Duration 2-Year 5-Year 10-Year 25-Year 50-Year 100-Year
5 0.17 0.15 0.14 0.12 0.11 0.10
10 721 0.18 0.16 0.14 0.13 0.12
15 0.25 0.21 0.19
.
..................
..... . 0.17
.................... 0.15
..................... 0.14
......................
30 ........................ ,.....................
0.37 0.30 ............
.
0.27
...........
........ 0.23
................... 0.21
..................... 0.19
......................
..........................
60 ........................
0.59 ..........................
0.47 .....................
0.41 0.35 0.32 0.29
120 1.05 0.83 0.73 0.62 0.55 0.50
180 1.42 1.12 0:98 0.83
.................... 0.74
..................... 0.67
......................
..........................
360 .........................
:26
? .... .
..
. ..............1 54
................ 1.30
......1............ 1.16
.......1............ 1.04
.......1.............

.........
.........
720 . ..
......
..........
3.84
....f ...............
...
2.99
2.59
2.18
1.94
1.75
1440 6.67 5.16 4.46 3.75 3.33 3.00
2-Year 5-Year 10-Year 25-Year 50-Year 100-Year
Slo e: 0.00760 ; 0.00592 0.00513 0.00430 0.00383 0.00344

-Intercept;
.-
.X
.............. ...
...

.13587 0.12225

........
........................3.............
...

.11255

0.10001 0:09181 0.08486
69
..........13 2 ...................1....... ........195.. .................... 23 2 .... 261.... ..290 .......
h: 18 21 22 23 24 25
2OF2
2
M WllsonJones® Quick Reference Index5ystem ©1991 Wilson Jones Company
WATERSHED SOIL DATA
TRYON VILLAGE COMMERCIAL SITE .
MDL-05000
1:
_ o
II o ?
0
O ??
O
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O
i
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'7
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L2)
PROJECT NO. MDL-05000 VILLAGE ACOMPANY, THE JOHN R. McADAMS '
FILENAME TRYON INC.
SOILS.DWG
COMMERCIAL SITE ENGINEERS/PLANNERS/SURVEYORS
p SCALE: 1 200 RESEARCH TRIANGLE PARK, NC
CARY, NORTH CAROLINA P.O. BOX 14005 ZIP 27709-4005
(sIS) 361 -5000 A
°`"F' 11-08-2005
TRYON VILLAGE COMMERCIAL SITE WATERSHED SOIL B.R. FINCH, PE
MDL-05000 INFORMATION 11/8/2005
_> Soils Information
Symbol Name Hydrologic Soil Group
AgB Appling B
........... ....-'4ED.._._........ __...
AsC2 _.__..........._.... '4RPh°.8....._....._......
A lin . _....... -..... _._._..._...__B. ....... _.
B
Bu Buncombe A
CeB2 Cecil B
CeC2
CeD Cecil
Cecil B
B
Cn Colfax C
WY Worsham D
_> Soil Type Distribution
Soil Group Area (acres)
A 1.61

_.-....
-....... _.._.......
B 26.37 -
C 3.46
D 1.08
Total Area = 32.52
%HSGA= 5%
%HSGB= 81%
%HSGC= 11%
% HSG D = 3%
_> Conclusion
On-site soils are from HSG C' and HSG D'solls. SCS Curve Numbers will be selected
based upon the predominant HSG within each subbasin.
Table l: SCS CN Values for MSG A'
Cover Condition SCS CN - HSG A
_._....... ?? .. .. __._...._....-._98.... --.._........... .. ..
Open 39 (Assume Good Condition)
Wooded 30 (Assume Good Condition)
Table 2. SCS CN Values for HSG B'
Cover Condition SCS CN - HSG B
Impervious 98
Open 61 (Assume Good Condition)
Wooded 55 (Assume Good Condition)
Table 3. SCS CN Values for HSG 'C'
Cover Condition SCS CN - HSG C
ious---- .__............ _98.._..... _......_ .............
-...._.._ ...
_
Open .
74 (Assume Good Condition)
_
Wooded 70 (Assume Good Condition)
Table 4. SCS CN Values for HSG D'
Cover Condition SCS CN - HSG D
Impervious 98
Open 80 (Assume Good Condition)
Wooded 77 (Assume Good Condition)
Table S. Composite SCS CN Values for Site
Cover Condition COMPOSITE SCS CN
_. ions _.__._ ._.....__...._.... 98----....._.__...... ...
Open 62 (Assume Good Condition)
Wooded 56 (Assume Good Condition)
References:
1. SOIL SURVEY: WAKE COUNTY NORTH CAROLINA. UNITED STK
DEPARTMENT OF AGRICULTURE: SOIL CONSERVATION SERVICI
COOPERATION WITH NORTH CAROLINA AGRICULTURE EXPERIP
SECTION).
SCS TR-55. UNITED STATES DEPARTMENT OF AGRICULTURE. SO.
CONSERVATION SERVICE. 1986.
3
©1991 Wilson Jones Company
IL WllsonJoness Quick Reference Index System
3
PRE DEVELOPMENT HYDROLOGIC
CALCULATIONS
TRYON VILLAGE COMMERCIAL SITE
MDL-05000
TRYON VILLAGE HYDROLOGIC CALCULATIONS B.R. FINCH, PE
MDL-05000 Pre-Development-Subbasin #1 11/15/2005
1,SCS CURVE NUMBERS
Cover Condition SCS CN Comments
Impervious ...................... .. ................................ 9.8 ?..?
Open ry 62 _ Assume good condition... _
Wooded 56 Assume good condition
11. PRE-DEVELOPMENT
_> Sub-basin #1
A. Watershed Breakdown
Contributing Area SCS CN Area jacresl Comments
OWsite oven 62 9.52 Assume good condition
On-site impervious ____ 98
On-site wooded

...._ ..
............
............................ 56
.................
On-site pond _ 100
Off site open 62...............
Off-site impervious 98
Off-site wooded
.
.
...... 56
... ...................................
.....
....... ...... _...... ...._.._.......__.....__..............................
Off-site Pond ........... _
_
.... .
100

Total area = 32.35
0.0505
Composite SCS CN = 58
% Impervious = 1.2%
B. Time of Concentration information
Time of concentration is calculated using SCS TR-55.
Segment 1: Overland Flow
Length = 100
Height = 3
Slope = 0.0300
Manning's n = 0.24
P (2-year/24-hour) = 3
Segment Time = 12.53
Segment 3: Channel Flow
Length = 719
Height = 22.2
Slope = 0.0309
Manning's n = 0.045
Flow Area = 4.00
Wetted Perimeter= 6.00
Channel Velocity = 4.44
Segment Time = 2.70
0.00
21.93
acres
sq.mi.
ft
ft
ft/ft
Dense grasses
inches (Wake, NC)
minutes
ft
ft
ft/ft
Natural Channel
sf (Assume 2'x 2' Channel)
ft (Assume 2'x 2' Channel)
ft/sec
minutes
Assume good condition
Assmne eood condition
Assume good condition
Segment 2: Concentrated Flow
Length = 740 ft
Height= 38 ft
Slope = 0.0514 ft/ft
Paved ? = No
Velocity = 3.66 ft/sec
Segment Time = 3.3? minutes
Time of Concentration = 18.60 minutes
SCS Lag Time = 11.16 minutes (SCS Lag = 0.6* Tc)
= 0.1860 horns
Time Increment = 3.24 minutes (= 0.29*SCS Lag)
I OF 2

O ?
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f( t i 1
:t0jljl11lj1 = Ohl
-- - ----------
.t;
tea I II i 9 _
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'l oft
PROJECT NO. MDL-05000 TRYON VILLAGE ATHE JOHN R. McADAMS
FIL%fAEi1_15-MO105000X.DWG COMPANY, INC.
SCALE: =300' CO+•++• ERCL4j, S= ENGINEERS/PLANNERS/SURVEYORS
RESEARCH TRIANGLE PARK, NC
DATE: PRE-DEVELOPMENT SUBBASIN EX HIT P.O. BOX 14005 ZIP 27709-4005 11-14-2005 [phone]
HEC-HMS Project: MDL-05000 Basin Model: Pre
??." Subbasin-1
HMS * Summary of Results
Project : MDL-05000 Run Name : Pre - Q1
Start of Run : 14Nov05 0100 Basin Model : Pre
End of Run : 15Nov05 0100 Met. Model : 01
Execution Time : 15Nov05 1335 Control Specs : 1-min dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
3ubbasin-1 5.0146 14 Nov 05 1309 0.73058 0.051
4
M WllsonJones® Quick Reference Index
System ©1991 Wilson Jones Company
POST-DEVELOPMENT HYDROLOGIC
CALCULATIONS
TRYON VILLAGE COMMERCIAL SITE
MDL-05000
RoaECr NO, MDL-05000
FI[
E
TRYON VILLAGE THE JOHN R. McADAMS
M
§
y'_'5-MDLO5000X.DWG COMPANY, INC.
: SCALE:
1"=300' COMMERCIAL sI ENGINEERS/PLANNERS/SURVEYORS

DATE: PRE-DEVELOPMENT SUBBASIN EXHIBIT P.O. BOX 140051G P 27709-4005
11-14-2005 [phone]
^.%rIV1CiVl3IIVIULIIVIUL-UUVVVIJWIIIIIVUIICIIIUIdWIIKyJILVVV-II-IV-IVIULVVUUV^.UW(y, 11/10/LVVa II.JV.V/AIVI,Spicer, I:I
HIGHLAND CREEK HYDROLOGIC CALCULATIONS B.R. FINCH, PE
CTX-04020 Post-Development-Subbasin #1 11/16/2005
Measured offsite impervious = 0.38 ac
Measured onsite impervious = 14.21 ac
Measured onsite,Jitntre office parcel = 0.95 ac
Offsite future development = 0.80 ac
Onsite fitture development = 3.55 ac
Assumed imperviousfiattredeveloment = 70%
Offsite impervious front fitntre development = 0.56 ac
Onsite impervious front future development = 2.49 ac
Total q&te impervious = 0.94 ac
Total onsite impervious = 17.65 ac
Contributing Area E SCS CN Area jacresl Comments
On-site pen„ 62 5.22 Assume good condition
O_n-site impervious___
On-site wooded

- On-site ° .n_ a .................
- -1

Off-site open 98
.__56

..............._. 100
......_........__..._..._....__._...._.._...__ .............._._.._....._..

62 17.65
-0.00

0.94
.... _.......... -_.........__......

0.78
condition_._.._-__.......
_.......b__ ..............._..._._.

........
................ ................ -............ _..._............. _..-...._.._-_........ -....._.................... _..... ...........................
Assume good condition

Off site impervious
98
0.94 _
Off-site wooded 56 0.00 Assume good condition

Off-site Pond
y 100
0.00 __
Total area = 25.52 acres
0.0399 sq.mi.
Composite SCS CN = 90
L SCS CURVE NUNI BERS
Cover Condition SCS CN Comments
...... _...... Impervious...._........_....__.........__ ................_._........._98.- -...._.............- __........._...- -.._.._._.'_........__....._.._._.._.........._...
O en 62 Assume ood condition
Wooded 56 Assume good condition
H, POST-DEV'ELOPMEN`t
_> To Pond
A. Watershed Breakdown
% Impervious = 72.8%
B. Time of Concentration Information
The post-development time gfconcentration is assumed to be 5 minutes.
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
= 0.0500 hours
Time Increment = 0.87 minutes (= 0.29*SCS Lag)
1 OF 2
HIGHLAND CREEK HYDROLOGIC CALCULATIONS B.R. FINCH, PE
CTX-04020 Post-Development-Subbasin #1 11/16/2005
_> Pond Bypass
A. Watershed Breakdown
Contributing Area SCS CN Area nacres]
On-site open 62 3.34
On-site impervious
....... _........_._ .... 98
................... .... ..........._...._......................._.. 1.07
........_......................._...... _...... ........ .
.

On-site wooded
56 .
..
4.31
Off-site open 1 62 0.00
Off.site_impervious......_
. ?V_V.....?.._.____,., .__9_. 0.00
Off--site w ooded
...........w
.._ .... .......................
........................................... 56
...........................................
.... ...... ....... ...............d 0.00
............................
Off-site Pond 100 0.00
Total area = 8.72 acres
0.0136 sq.mi.
Composite SCS CN = 63
%Impervious= 12.3%
B. Time of Concentration Information
The post-development time of concentration is assumed to be 5 minutes.
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
= 0.0500 hours
Time Increment= 0.87 minutes =0.29*SCS La
Comments
._....... _ ..... ............._._.._..._.............. _........
Assume good condition
Assumej;ood condition
Assume good condition
201`2
HEC-HMS Project: MDL-05000 Basin Model: Post - 100
Bypass
1
HMS * Summary of Results
Project : MDL-05000 Run Name : Post - Ql
Start of Run : 14Nov05 0100 Basin Model : Post
End of Run : l5Nov05 0100 Met. Model : Q1
Execution Time : 17Nov05 1601 Control Specs : 1-min dT
Hydrologic Discharge Time of volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
To Pond 82.412 14 Nov 05 1256 4.2178 0.040
Wet Pond 4.1095 14 Nov 05 1406 1.6483 0.040
Bypass 5.0806 14 Nov 05 1259 0.31326 0.014
Subbasin #1 5.3974 14 Nov 05 1259 1.9616 0.053
HMS * Summary of Results for Wet Pond
Project : 14DL-05000
Start of Run : 14Nov05 0100
End of Run 15Nov05 0100
Execution Time 17Nov05 1601
Run Name : Post - Ql
Basin Model : Post
Met. Model Q1
Control Specs : 1-min dT
Computed Results
Peak Inflow : 82.412 (cfs) Date/Time of Peak Inflow 14 Nov 05 1256
Peak Outflow : 4.1095 (cfs) Date/Time of Peak Outflow 14 Nov 05 1406
Total Inflow : 1.98 (in) Peak Storage : 2.6976(ac-ft)
Total Outflow : 0.77 (in) Peak Elevation : 430.74(ft)
HMS * Summary of Results
Project : MDL-05000 Run Name : Post - Q10
I Start of Run : 14Nov05 0100 Basin Model : Post
End of Run : 15Nov05 0100 Met. Model : Q10
Execution Time : 17Nov05 1601 Control Specs : 1-min dT
i
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
To Pond 154.01 14 Nov 05 1304 8.9124 0.040
Wet Pond 82.673 14 Nov 05 1311 6.3263 0.040
Bypass 21.617 14 Nov 05 1305 1.2454 0.014
Subbasin #1 97.099 14 Nov 05 1309 7.5717 0.053
HMS * Summary of Results for Wet Pond
Project : MDL-05000
Start of Run 14NovO5 0100
End of Run 15NovO5 0100
Execution Time 17Nov05 1601
Run Name : Post - Q10
Basin Model Post
Met. Model Q10
Control Specs 1-min dT
Computed Results
Peak Inflow 154.01 (cfs) Date/Time of Peak Inflow 14 Nov 05 1304
Peak Outflow 82.673 (cfs) Date/Time of Peak Outflow 14 Nov 05 1311
Total Inflow 4.19 (in) Peak Storage 3.8576(ac-ft)
Total Outflow 2.97 (in) Peak Elevation 431.84(ft)
5
©1991 Wilson Jones Company
M WllsonJones. Quick Reference Index System
5
WATER QUALITY POND DESIGN
TRYON VILLAGE COMMERCIAL SITE
MDL-05000
TRYON VILLAGE COMMERCIAL ORMWATER MANAGEMENT FACILITY JC SPICER, El
MDL-05000 11/16/2005
Stage-Storage Function
Project Name: Tryon Village Commercial Site
Designer: JC Spicer, El
Job Number: MDL-05000
Date: 11/16/05

Contour
(feet)

Stage
(feet)
Contour
Area
(SF) Average
Contour
Area
(SF) Incremental
Contour
Volume
(CF) Accumulated
Contour
Volume
(CF) Estimated
Stage
w/ S-S Fxn
(feet)

428.0 0.00 40923
430.0 2.00 43565 42244 84488 - - 84488 W 2.00 -?
432.0 4.00 46259 44912 89824 174312 3.98
434.0 6.00 48972 47616 95231 269543 6.02
Storage vs. Stage
300000
250000 y= 40594x'.0548
c200000 RZ = 0.9999
0)150000--
(0100000--
50000 --
0-
0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00
Stage (feet)
Ks= 40594
b = 1.0548
1 OF 1
TRYON VILLAGE COMMERCIAL SITE STAGE-STORAGE FUNCTION
M DL-05000
=> Stage - Storage Function
Ks = 40594
b= 1.0548
Zo = 428.00
428.2 7433 0.171
428.4 15442 0.355
428.6 23684 0.544
428.8 32081 0.736
429 40594 0.932
429.2 49202 W 1.130
429.4 57889 1.329
429.6 66645 1.530
429.8 75461 1.732
430 84331 1.936
430.2 93250 2.141
430.4 102214 2.347
430.6 111218 2.553
430.8 120261 2.761
431 129339 2.969
431.2 138450 3.178
431.4 147593 3.388
431.6 156765 3.599
431.8 165965 3.810
432 175192 4.022
432.2 184444 4.234
432.4 _ 193721 4.447
432.6 203020 4.661
432.8 212342 4.875
433 221685 5.089
433.2 231048 5.304
433.4 240431 5.520
433.6 249833 5.735
433.8
434 259254
268693 5.952
6.168
JC SPICER, El
11/16/2005
Page 1 of 1
Type.... outlet Input Data Page 1.01
Name.... Pond
File.... X:\Projects\MDL\MDL-05000\Storm\Design Files\PONDI.PPW
Title... Project Date: 5/3/2004
Project Engineer: John R. McAdams
Project Title: Watershed
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 428.00 ft
Increment = .20 ft
Max. Elev.= 434.00 ft
OUTLET CONNECTIVITY
t*t*******t*t**tttt***?ttt*t**tt*tt*a**t*+*t+t
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
< --- > Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
orifice-Circular SI ---> TW 428.000 434.000
Inlet Box RI ---> BA 430.600 434.000
Culvert-Circular BA ---> TW 423.000 434.000
TW SETUP, DS Channel
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 3:21 PM Date: 11/17/2005
Type.... Outlet Input Data Page 1.02
Name.... Pond
File.... X:\Projects\MDL\MDL-05000\Storm\Design Files\PONDI.PPW
Title... Project Date: 5/3/2004
Project Engineer: John R. McAdams
Project Title: Watershed
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = SI
Structure Type = Orifice-Circular
------------------------------------
# of Openings 1
Invert Elev. = 428.00 ft
Diameter = .2500 ft
Orifice Coeff. _ .600
Structure ID = RI
Structure Type = Inlet Box
-----------------
# of Openings ------------
= 1 -------
Invert Elev. = 430.60 ft
Orifice Area = 25.0000 sq.ft
Orifice Coeff. _ .600
Weir Length = 20.00 ft
Weir Coeff. = 3.000
K, Submerged = .000
K, Reverse = 1.000
Kb,Barrel = .000000 (per ft of full flow)
Barrel Length = .00 ft
Mannings n = .0000
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 3:21 PM Date: 11/17/2005
Type.... Outlet Input Data
Name.... Pond
Page 1.03
File.... X:\Projects\MDL\MDL-05000\Storm\Design Files\PONDI.PPW
Title... Project Date: 5/3/2004
Project Engineer: John R. McAdams
Project Title: Watershed
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type
------------------ = Culvert-Circular
------------------
No. Barrels = 1
Barrel Diameter = 3.0000 ft
Upstream Invert = 423.00 ft
Dnstream Invert = 422.00 ft
Horiz. Length = 90.00 ft
Barrel Length = 90.01 ft
Barrel Slope = .01111 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .007228
Kr = .5000
HW Convergence = .001
INLET CONTROL DATA...
Equation-form I
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.155
T2 ratio (HW/D) = 1.301
Slope Factor = -.500
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
Use unsubmerged inlet control Form 1 equ. below Ti elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 426.46 ft ---> Flow = 42.85 cfs
At T2 Elev = 426.90 ft ---> Flow = 48.97 cfs
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 3:21 PM Date: 11/17/2005
Type.... Outlet Input Data
Name.... Pond
Page 1.04
File.... X:\Projects\MDL\MDL-05000\Storm\Design Files\PONDI.PPW
Title... Project Date: 5/3/2004
Project Engineer: John R. McAdams
Project Title: Watershed
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES ...
Maximum Iterations= 30
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .10 cfs
Max. Q tolerance = .10 cfs
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 3:21 PM Date: 11/17/2005
Type.... Composite Rating Curve
Name.... Pond
Page 1.11
File.... X:\Projects\MDL\MDL-05000\Storm\Design Files\PONDI.PPW
Title... Project Date: 5 /3/2004
Project Enginee r: John R. McAdams
Project Titl e: Watershe d
Project Comment s:
***** COMPOSITE OUTF LOW SUMMARY ****
WS Elev, Total Q Notes
---------------- ------ -- Converge ----------- --------------
Elev. Q TW El ev Error
ft cfs ft +/-ft Contributing Structures
--------
428.00 -------
.00 ------
Free -- -----
Outfall --------------------------
(no Q: SI,RI,BA)
428.20 .06 Free Outfall SI (no Q: RIBA)
428.40 .12 Free Outfall SI (no Q: RI,BA)
428.60 .16 Free Outfall SI (no Q: RI,BA)
428.80 .19 Free Outfall SI (no Q: RI,BA)
429.00 .22 Free Outfall SI (no Q: RIBA)
429.20 .24 Free Outfall SI (no Q: RIBA)
429.40 .27 Free Outfall SI (no Q: RIBA)
429.60 .29 Free Outfall SI (no Q: RIBA)
429.80 .31 Free Outfall SI (no Q: RIBA)
430.00 .32 Free Outfall SI (no Q: RIBA)
430.20 .34 Free Outfall SI (no Q: RIBA)
430.40 .36 Free Outfall SI (no Q: RI,BA)
430.60 .37 Free Outfall SI (no Q: RIBA)
430.80 5.75 Free Outfall SI,RI,BA
431.00 15.58 Free Outfall SI,RI,BA
431.20 28.30 Free Outfall SI,RI,BA
431.40 43.36 Free Outfall SI,RI,BA
431.60 60.44 Free Outfall SI,RI,BA
431.80 79.32 Free Outfall SI,RI,BA
432.00 94.26 Free Outfall SI,RI,BA
432.20 95.59 Free Outfall SI,RI,BA
432.40 96.92 Free Outfall SI,RI,BA
432.60 98.22 Free Outfall SI,RI,BA
432.80 99.50 Free Outfall SI,RI,BA
433.00 100.78 Free Outfall SI,RI,BA
433.20 102.04 Free Outfall SI,RI,BA
433.40 103.28 Free Outfall SI,RI,BA
433.60 104.50 Free Outfall SI,RI,BA
433.80 105.71 Free Outfall SI,RI,BA
434.00 106.91 Free Outfall SI,RI,BA
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 3:21 PM Date: 11/17/2005
TRYON VILLAGE COMMERCIAL SITE WET POND
MDL-05000
Water Oualitv Pond Design Sheet
Project Name: Tryon Village Commercial Site
Designer: B.R. Finch, PE
Job Number: MDL-05000
Date: 11/16/2005
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)

-- 428.00 0.0 40923
430.00 2.0 43565 42244 84488 84488 2.00
432.00 4.0 46259 44912 89824 174312 3.98
434.00 6.0 48972 47616 95231 269543 6.02
Storage vs. Stage
300000
250000 y = 40594x'•0148
LL 200000 R2 = 0.9999
v
rn 150000
R
0
y 100000
50000
--
0-
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Stage (feet)
Ks= 40594
b = 1.0548
Calculation of Runoff Volume required for storage
The runoff to the pond for the V storm detention requirement is calculated using the SCS curve
number method. Impervious areas that directly enter the pond are counted as Directly Connected
Impervious Areas (DCIAs). No infiltration calculation will be provided for these areas. Areas
not directly connected will be accounted for in a composite curve number.
Using basic SCS runoff methodology, with no adjustments made
to initial abstractions (0.2*S and 0.8*S).
Impervious Area, directly connected (DCIA) = 17.65 acres
@ CN = 98
B.R. FINCH, PE
11/16/2005
I OF 2
TRYON VILLAGE COMMERCIAL SITE WET POND B.R. FINCH, PE
MDL-05000 11/16/2005
Other areas draining to pond (not DCIA) = 7.87 acres
@CN= 62
Runoff from DCIAs =>
Precipitation amount = 1.0 inches
S = 0.204 inches (calculated)
Q* = 0.791 inches (calculated)
Runoff volume = 50673 CF
Runoff from non-connected areas =>
Precipitation amount = 1.0 inches
S = 6.129 inches (calculated)
Q* = 0.000 inches (calculated)
Runoff volume = 0 CF
Therefore, total runoff from precipitation in question = 50673 CF
This amount of runoff must be stored in the pond above normal pool elevation,
and be released in a period of two (2) to five (5) days, by an inverted PVC
siphon, the invert end of which is set at permanent pool elevation.
Calculation of depth required for runoff storage pool (above normal pool)
Normal pool depth (above invert) = 0.00 feet
Storage provided at permanent pool depth = 0 CF (calculated)
Total storage required for normal + storage pool = 50673 CF
Stage (above invert) associated with this storage = 1.23 feet
Therefore, depth required above normal pool for storm storage = 1.23 feet
14.81 inches
Therefore set crest of principal spillway at stage = 2.60 feet
and EL = 430.60 feet
At principal spillway crest, storm pool storage provided = 111218 CF
2OF2
TRYON VILLAGE Stormwater Management Facility
COMMERCIAL SITE
MDL-05000
Stage-Storage Function - Below Normal Pool
Project Name: Tryon Village Commercial Site
Designer: B.R. Finch, PE
Job Number: MDL-05000
Date: 2/712006
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)
423.0 0.0 14738
.
.
. . . .
. .......
.
. .........
........... . . . . . . . . . .
. . . . . . . . . . .
. .........
..........

.
. .........
....... . . . .
. . . . . . .
....... . . . . . . .4..0 . . .......
42 ........ 1.0 . . . . . . ....... ......... . . . . . . . . . . . ......
761)fi ....
. . .
.
. .16 . .
172 172
16 1
6172 02
1.
426.0 3.0 23853 20730 41459 57631 2.83
428.0 5.0 40923 32388 64776 122407 5.20
Storage vs. Stage
140000
120000
y = 15813x1.2416
100000
i R2 = 0
9963
t 80000-- .

60000--
0

40000
20000
0
0.0 1.0 2.0 3.0 4.0 5.0 6.0
Stage (feet)
Ks= 15813
b = 1.24161
B.R. FINCH, PE
2/7/2006
1 OF 4
TRYON VILLAGE Stormwater Management Facility
COMMERCIAL SITE
MDL-05000
Statie-Storage Function - Forebay 1
Project Name: Tryon Village Commercial Site
Designer: B.R. Finch, PE
Job Number: MDL-05000
Date: 2/7/2006
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)
423!0
. . . .
. OA
. .
. 2844
.
. .
.
.
.
.
. .
. .
.
. .
. .
.
. .
. . .
.
.
.
.
.
. . . . . . . . . . . . . .
. . . .
424.0 . . . . . . . . . . . .
. .
. . . .
1.0 .
. . .
. ......... . . . . . .
.
3494 . . . . . . . . . .. . . . .... . .
. . . . . .
3169 . . . . . . . . . .
.. . .... . .. . .
. .
. .
3169 . .
. . .
.
. . .
.
..
. . . . .
.
3169 . . .
. . . . . . . . . ... .
. . . . . . . . . .
1.00
426.0 3.0 4964 4229 8458 11627 3.00
Storage vs. Stage
14000-
12000--
3169x''832
10000-- Y =
u: R2 = 1
8000
iA
6000
0
4000
2000
0
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5
Stage (feet)
Ks = 3169
b = 1.1832
B.R. FINCH, PE
2/7/2006
2OF4
TRYON VILLAGE Stormwater Management Facility
COMMERCIAL SITE
MDL-05000
Stage-Storage Function - Forebay 2
Project Name: Tryon Village Commercial Site
Designer: B.R. Finch, PE
Job Number: MDL-05000
Date: 2/7/2006
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)
423.0
....... . . . . . . . . . . ....... 0.0
. . . . . . . . . . . . .
....... 2512
. . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . .
424.0 .
1.0 3389 2951 2951 2951 1.00
426.0 3.0 5234 4312 8623 11574 3.00
Storage vs. Stage
14000
12000
10000 y = 2950.5x1.2441
LL R2 = 1
8000
m
6000
0
as
4000
2000
0
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5
Stage (feet)
Ks = 29.50.5
b = 1.2441
B.R. FINCH, PE
2/7/2006
3OF4
TRYON VILLAGE Stormwater Management Facility B.R. FINCH, PE
COMMERCIAL SITE 2/7/2006
MDL-05000
WATER QUALITY POND DESIGN
Impervious Area = 18.71 acres
Drainage Area = 25.63 acres
% Impervious = 73%
Average Depth = Z / b
Z = 5 feet
b = 1.2416
Average Depth = 4.03 ft.
From the NCDENR Stormwater BUT Manual, the required SA/DA ratio =>
4.0 4.03 5.0
Lower Boundary => 70.0 2.40 2.07
Site % impervious => 73.0 2.51 2.50 2.16
Upper Boundary => 80.0 2.78 2.38
Area Required = 27961 sq.ft.
Area Provided = 40923 s .ft. OK
Per NCDENR "Stormuwter Best Management Practices the forebay volume should equal about 20% of the total
basin volume.
A. Water Quality Pond - Below Normal Pool
NWSE = 428
Stage - Storage Function
Ks = 15813
b= 1.2416
Zo = 423
Volume = 116642 ft3
B. Forebay Volume
Forebay 1: Volume Forebay 2: Volume
Stage - Storage Function Stage - Storage Function
Ks = 3169 Ks = 2950.5
b= 1.1832 b= 1.2441
Zo = 423 Zo = 423
Volume = 11627 ft3 Volume = 11574 ft3
Foreba = 20%
23201
4OF4
TRYON VILLAGE COMMERCIAL SUibrmwater Management Facility
MDL-05000
Inverted Sip hon Design Sheet

D siphon = 3 inches
No. siphons = I
Ks= 40594
b = 1.0548
Cd siphon = 0.60
Normal Pool Elevation = 428.00 feet
Volume @ Normal Pool = 0 CF
Siphon Invert = 428.00 feet
WSEL @ 1" Runoff Volume = 429.23 feet
WSEL
(feet) Vol. Stored
(cf) Siphon Flow
(cfs) Avg. Flow
(cfs) Incr. Vol.
(cf) Incr. Time
(sec)
429.234 50673 0.249
429.124 45942 0.236 0.242 4731 19531
429.015 41237 0.223 0.229 4705 20524
428.906 36559 0.208 0.216 4678 21701
428.796 31912 0.193 0.201 4647 23130
428.687 27301 0.177 0.185 4612 24919
428.577 22729 0.159 0.168 4571 27252
428.468 18205 0.138 0.148 4524 30487
428.358 13740 0.114 0.126 4466 35437
428.249 9349 0.083 0.098 4390 44593
428.139 5067 0.035 0.059 4282 72754
Drawdown Time = 3.71 days
By comparison, if calculated by the average head over the orifice (assuming
average head is half the total depth), the result would be:
Average driving head on orifice = 0.554 feet
Orifice composite loss coefficient = 0.600
X-Sectional area of 1 - 3" inverted siphon = 0.049 ft2
Q = 0.1760 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec/day)
Drawdown Time = 3.33 days
B.R. FINCH, PE
2/7/2006
Conclusion : Use 1 - 3.0" Diameter PVC Inverted Siphon to drawdown the accumulated
volume from the 1.0 " storm runoff, with a required time of about 3.5 days.
TRYON VILLAGE COMMERCIAL SITE
MDL-05000
Square Riser/Barrel Anti-Flotation Calculation Sheet
Input Data ==>
Inside length of riser = 5.00 feet
Inside width of riser = 5.00 feet
Wall thickness of riser = 6.00 inches
Base thickness of riser = 8.00 inches
Base length of riser = 6.00 feet
Base width of riser = 6.00 feet
Inside height of Riser = 7.60 feet
Concrete unit weight = 1.42.0 PCF
OD of barrel exiting manhole = 45.50 inches
Size of drain pipe (if present) = 8.0 inches
Trash Rack water displacement = 44.34 CF
Concrete Present in Riser Structure ==>
Total amount of concrete:
Adjust for openings:
Base of Riser = 24.000 CF
Riser Walls = 83.600 CF
Opening for barrel = 5.646 CF
Opening for drain pipe = 0.175 CF
B.R. FINCH, PE
11/17/2005
Note: NC' FmAu(.ts hsl urd, w:. i.-,f
mr:nh?k c:, n: OAC 81 1 ' :':.T.
Total Concrete present, adjusted for openings = 101.780 CF
Weight of concrete present = 14453 lbs
Amount of water displaced by Riser Structure ==>
Displacement by concrete = 101.780 CF
Displacement by open air in riser = 190.000 CF
Displacement by trash rack = 44.340 CF
Total water displaced by riser/barrel structure = 336.120 CF
Weight of water displaced = 20974 lbs
Calculate amount of concrete to be added to riser ==>
Safety factor to use =
Must add =
Concrete unit weight for use = 142 PCF
Buoyant weight of this concrete = 79.60 PCF
Buoyant, with safety factor applied = 69.22 PCF
1.15 :..;.5 ?,r hiL>:t:r- ;
9667 lbs concrete for buoyancy
(note above observation for NCP concrete)
Therefore, must add = 139.665 CF of concrete
Standard based described above = 24.000 CF of concrete
Therefore, base design must have = 163.665 CF of concrete
1 OF 2
TRYON VILLAGE COMMERCIAL SITE
MDL-05000
Calculate size of base for riser assembly =_>
Length = 9,000 feet
Width = 9.000 feet
Thickness = 27.0 inches
Concrete Present = 182.250 CF
Check validity of base as designed =_>
O.R.
Total Water Displaced = 494.370 CF
Total Concrete Present = 260.030 CF
Total Water Displaced = 30849 lbs
Total Concrete Present = 36924 lbs
Actual safety factor = 1.20
Results of design =_>
OK
B.R. FINCH, PE
11/17/2005
Base length = 9.00 feet
Base width = 9.00 feet
Base Thickness = 27.00 inches
CY of concrete total in base = 6.75 CY
Concrete unit weight in added base >= 142 PCF
2OF2
HIGHLAND CREEK
CTX-04020
NRCD Land Quality Section
Pipe Design
Entering the following values will provide you with
the expected outlet velocity and depth of flow in a
pipe, assuming the Mannings roughness number is
constant over the entire length of the pipe.
flow Q10 in cfs : 82.673 Flow depth (ft) = 3.00
slope S in % : 1.11% Outlet velocity (fps) = 11.696
pipe diameter D in in.: 36
Manning number n : 0.013
NRCD Land Quality Section
NYDOT Dissipator Design Results
Pipe diameter (ft) 3.0
Outlet velocity (fps) 11.70
Apron length (ft) 24.00
B.R. FINCH, PE
11/17/05
AVG DIAM STONE THICKNESS
(inches) CLASS (inches)
3 A 9
6 B 22
»13 B or 1 22«
23 2 27
CALCULATION:
Minimum TW Conditions: W = Do + La
=3'+24'
= 27.00 ft
CONCLUSION:
USE NCDOT CLASS `B' RIP RAP
241L x 27'W x 22" THK
TRYON VILLAGE SWMF - 36" RCP B.R. FINCH, PE
COMMERCIAL SITE 11/17/2005
MDL-05000
Anti-Seep Collar Design Sheet
This sheet will, given the barrel length of interest and minimum seep collar
projection from the barrel, determine the number of anti-seep collars to place
along the barrel section, and the expected spacing of the collars.
Design Requirements =>
Anti-seep collars shall increase the flow path along the barrel by 15%.
Anti-seep collars shall be spaced a maximum of 14X the minimum collar projection
or 25 feet, whichever is less.
Anti-Seep Collar Design ==>
Flow Length Min. Calc'd # Max. # of Use
Pond along barrel Projection of collars Spacing collars to Spacing Spacing
ID (feet) (feet) required (feet) use (feet) OK?
36" RCP 60.0 2.26 1.99 25.00 2.00 20 YES
Note : !f spacing to use is greater than the maximum spacing, add collars until the
spacing to use is equal to or less than the maximum spacing allowable for the collar
design. Anti-seep collars shall be used under the structural fill portions of all berms/dams
unless an approved drainage diaphragm is present at the downstream end of the barrel.
TRYON VILLAGE SWMF - 12" RCP B.R. FINCH, PE
COMMERCIAL SITE 11/17/2005
MDL-05000
Anti-Seep Collar Design Sheet
This sheet will, given the barrel length of interest and minimum seep collar
projection from the barrel, determine the number of anti-seep collars to place
along the barrel section, and the expected spacing of the collars.
Design Requirements =>
Anti-seep collars shall increase the flow path along the barrel by 15%.
Anti-seep collars shall be spaced a maximum of 14X the minimum collar projection
or 25 feet, whichever is less.
Anti-Seep Collar Design =>
Flow Length Min. Calc'd # Max. # of Use
Pond along barrel Projection of collars Spacing collars to Spacing; Spacing
ID (feet) (feet) required (feet) use (feet) OK?
12" RCP 60.0 2.26 1.99 25 2.00 20 YES
Note : If spacing to use is greater than the maximum spacing, add collars until the
spacing to use is equal to or less than the maximum spacing allowable for the collar
design. Anti-seep collars shall be used under the structural fill portions of all berms/dams
unless an approved drainage diaphragm is present at the downstream end of the barrel.
6
M WllsonJones. Quick Reference Index5ystem ©1991 Wilson Jones Company
6
100- YEAR STORM E VENT R O UTING
TRYON VILLAGE COMMERCIAL SITE
MDL-05000
TRYON VILLAGE CONMMMMUManagement Facility 100-Year Routing From Top of Riser B.R. FINCH, PE
MDL-05000 11/16/2005
Stave-Storaee Function
Project Name: Tryon Village Commercial Site
Designer: B.R. Finch, PE
Job Number: MDL-05000
Date: 11/16/2005
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)

W428.00 0.00 40923
430.00 2.00 43565 42244 84488 84488 2.00
432.00 4.00 46259 44912 89824 174312 3.98
434.00 6.00 48972 47616 95231 269543 6.02
Storage vs. Stage
300000
250000 y = 40594x' 1541
LL 200000 RZ = 0.9999
U
rn 150000
m
0
y 100000
50000
0
0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00
Stage (feet)
Ks = 40594
b = 1.0548
I OF I
TRYON VILLAGE COMMERCIAL SITE Stormwater Management Facility B.R. FINCH, PE
MDL-05000 100-Year Routing From Top of Riser 11/16/2005
Stage - Storage Function
Ks = 40591
b = 1.05=18
Zo = 428.00
Elevation Storage
[feet] [cf] _
[act re-feet] with Water @ Riser Crest EL. [acre-feet]
428.00 0 1 0.000 -
428.20 74331 0.171 -
428.40
............. -............. ................... 15442 i
.................. _........................ ..; 0.355
----- _. _.._----- ..... _................ -
...._.............
..... .......... _........
_
. _....
_......
. _._.
.
_
.
_
......
.
.
.
.
.
..
.........
.....
..
..
..
.
.
.. .
....

428.60
W W 23684 !
0.544
_ .
....
... .
.
...
.
..
...
_..
..
.
.
...
.
.
.
...
..
.
.
...
....
.
.
..
.
-
428.80 32081 0.736
-
429.00
T ? mm 40594 0.932 ! -
429.20
.....__ ....... 49202
............_............- ............ 1.130
..... _.......... .
429.40 57889 1.329 -
429.60 66645 1.530 -
429.80 75461 1.732 -
430.00
._..._.._........ -.... 84331
...._......_.._._____._ 1.936
430.20
_ 93250 2.141
_ -
430.40 102214 2.347 -
430.60
_ 111218 2.553 0.000
430.80
.......... ................... _.............. 120261
..................... _..... -.-............ 2.761
..... _...... .................. _........... 0.208
....... ....................................................
....
..
.
..
..
...
...
_.
._
_
.
_
.
.
_
.
.

431.00
129339
2.969 .
.
.
.
.
.
.
...
..
.
...
_....
.......
..._..... .... _.......... ...
.....
....
.......
....
0.416
431.20 138450 i 3.178 0.625
431.40 147593 3.388 0.835
431.60 15676:5
.......... .... _.._._.....1 3.599
........ ............ _.................... .. 1.046
..._................................ _._......... _._._.._..... ._.......... ........ __
_
_
_
.
_
..
.
.

431.80
-
165965
3.810 . -.
........ .
...
...
..
................
.
.
........... .............
1.257
432.00 175192 4.022 mm mmmm
1.469
432.20 184444 4.234 1.681
432.40 193721 4.447 1.894
432.60 203020 4.661 2.107
_432.80 212342 1 4.875
?W __..? 2.321
433.00 221685 5.089 2.536
433.20
............... ..... ........ ......... ........ 1 231048
...... _........_......... ....
._..._... ' 5.304
}......
.
..
._.
.
. 2.751
..
,
.

433.40 .
.
240431 ..
._.
_
.
..._.
..............
5520 .....
.
................................................._........_....... ..._..._............ _.............. ......................... ...................
......
........
2
966
i
_ .
__..._ _.._.. _
__._._.._._
433.60 249833 5.735 3.182
433.80
^ 259254 5.952
m 3.398
434.00 268693
. 6.168 3.615
OF 1
Type.... Composite Rating Curve
Name.... 100-yr
File.... X:\Projects\MDL\MDL-05000\Storm\Design Files\PONDI.PPW
Title... Project Date: 5/3/2004
Project Engineer: John R. McAdams
Project Title: Watershed 1
Project Comments: 1()D-qew -
QJr-
Page 1.09
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q
Elev. Q
ft cfs
--------
430.60 -------
.00
430.80 5.37
431.00 15.18
431.20 27.89
431.40 42.93
431.60 60.00
431.80 78.87
432.00 93.79
432.20 95.12
432.40 96.43
432.60 97.72
432.80 98.99
433.00 100.26
433.20 101.51
433.40 102.73
433.60 103.95
433.80 105.14
434.00 106.33
-------- Converge
TW Elev Error
ft +/-ft
-------- -----
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Notes
-------------------------
Contributing Structures
(no Q: RIBA)
RI, BA
RI, BA
RI, BA
RI, BA
RI, BA
RI, BA
RI, BA
RI, BA
RI, BA
RI, BA
RI, BA
RI, BA
RI, BA
RI, BA
RI, BA
RI, BA
RI, BA
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 3:21 PM Date: 11/17/2005
HMS * Summary of Results
Project : MDL-05000 Run Name : Post - Q100
Start of Run : 14Nov05 0100 Basin Model : Post - 100
End of Run : 15Nov05 0100 Met. Model : Q100
Execution Time : 17Nov05 1609 Control Specs : 1-min dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
To Pond 222.27 14 Nov 05 1304 14.471 0.040
Wet Pond 101.27 14 Nov 05 1313 14.408 0.040
Bypass 43.752 14 Nov 05 1305 2.6580 0.014
Subbasin #1 141.40 14 Nov 05 1305 17.066 0.053
HMS * Summary of Results for Wet Pond
Project : MDL-05000
Start of Run 14Nov05 0100
End of Run 15Nov05 0100
Execution Time 17Nov05 1609
Run Name : Post - Q100
Basin Model Post - 100
Met. Model Q100
Control Specs 1-min dT
Computed Results
Peak Inflow : 222.27 (cfs) Date/Time of Peak Inflow 14 Nov 05 1304
Peak Outflow : 101.27 (efs) Date/Time of Peak Outflow 14 Nov 05 1313
Total Inflow : 6.80 (in) Peak Storage : 2.7092(ac-ft)
Total Outflow : 6.77 (in) Peak Elevation : 433.16(ft)
M WllsonJones® Quick Reference Index System ©1991 Wilson Jones Company
7
7
NITROGEN EXPORT CALCULATIONS
TRYON VILLAGE COMMERCIAL SITE
MDL-05000
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rROJECT NO. MDL-OS00 0 TRYC?N VIL1.tt1GE ATHE JOHN R. McADAMS
OLO5000X.OWG COMPANY, INC.
: COlVI1VIERCIAL SITE ENGINEERS/PLANNERS/SURVEYORS
1300 RESEARCH TRIANGLE PARK, NC
IMPERVIOUS AREA EXHIBIT P.O. BOX 14005 ZIP 27709-4005
11-14-2005 [phone]
TRYON VILLAGE Summary J.C. SPICER, El
COMMERCIAL SUE 2/3/2006
MDL-05000
SUMMARY OF TOTAL NITROGEN EXPORT
Total TN Export To SWMF = 16.03 Ibs/ac/yr
Total Area To SWMF = 23.81 acres
Total TN Export To SWMF = 381.57 Ibs/yr
Wet Pond Nitrogen Removal Efficiency = 25%
Total TN Export After SWMF (After Removal) = 286.18 Ibs/yr
Buffer Segment #1 Nitrogen Removal Efficiency = 30%
Total TN Export After Buffer #1 (After Removal) = 200.33 Ibs/yr
Total TN Export Bypass = 3.66 Ibs/ac/yr
Total Area Bypass = 8.71 acres
Total TN Export From Bypass = 31.85 Ibs/yr
Total Nitrogen Export = 232.18 Ibs/yr
Total Site Area = 32.52 acres
TN Export (From Site) = 7.14 Ibs/ac/yr
Buydown Payment = $37,984.75
J -R, El
TR???? ,CAGE Pre?,_,.ment
CO CIAL SITE 11/17/2005
MDL-05000
METHOD 2:
Quantifying TN Export from Residentail /Industrial / Commercial Developments when Footprints of all Impervious Surfaces are shown.
STEP 1: Determine the area for each type of land use and enter in Column (2).
STEP 2: Total the areas for each type of land use and enter at the bottom of Column (2).
STEP 3: Multiply the areas in Column (2) by the TN export coefficients in Column (3) and enter in Column (4).
STEP 4: Total the TN exports for each type of land use and enter at the bottom of Column (4).
STEP 5: Determine the export coefficient for the site by dividing the total TN export from uses at the bottom of Column (4) by the total
area at the bottom of Column (2).
(1) (2) (3) (4)
Type of Land Cover j Area TN export coeff. TN export from use
3 [acres] (lbs/ac/yr) (lbs/yr)
Permanently protected undisturbed 32.52 0.6 19.51
open space (forest, unmown meadow)
Permanently protected managed 0.00 ! 1.2 0.0
Impervious surfaces (roads, parking
lots, driveways, roofs, paved storage 0.00 21.2 0.0
areas, etc)
TOTAL 32.52 1 --- I 19.51
Total TN Export = 0.6 lbs/ac/yr
% impervious = 0.0%
f _ <, EI
TR -i-AGE Post----...r,ment J.==-
COMMERCIAL SITE 11 7/2005
MDL-05000
METHOD 2:
Quantifying TNE.rport from Residentail /IndustrialI Commercial Developments when Footprints of all Impervious Surfaces are shown.
STEP 1: Determine the area for each type of land use and enter in Column (2).
STEP 2: Total the areas for each type of land use and enter at the bottom of Column (2).
STEP 3: Multiply the areas in Column (2) by the TN export coefficients in Column (3) and enter in Column (4).
STEP 4: Total the TN exports for each type of land use and enter at the bottom of Column (4).
STEP 5: Determine the export coefficient for the site by dividing the total TN export from uses at the bottom of Column (4) by the total
area at the bottom of Column (2).
(1) (2) (3) (4)
Type of Land Cover Area TN export coeff. TN export from use
i [acres] (lbs/ac/yr) (lbs/yr)
Permanently protected undisturbed 0.00 0.6 0
open space (forest, unmown meadow)
Permanently protected managed 13.80 1.2 16.6
Impervious surfaces (roads, parking
lots, driveways, roofs, paved storage 18.72 21.2 396.9
areas, etc.)
TOTAL 32.52 ( --- l 413.42
Total TN Export = 12.7 lbs/ae/yr
% impervious = 57.6%
TR -.__-.AGE J.__., EI
COMMERCIAL SITE 7/2005
MDL-05000
METHOD 2:
Quantifying TNExport from Residentail I Industrial I Commercial Developments when Footprints of all Impervious Surfaces are shown.
STEP 1: Determine the area for each type of land use and enter in Column (2).
STEP 2: Total the areas for each type of land use and enter at the bottom of Column (2).
STEP 3: Multiply the areas in Column (2) by the TN export coefficients in Column (3) and enter in Column (4).
STEP 4: Total the TN exports for each type of land use and enter at the bottom of Column (4).
STEP 5: Determine the export coefficient for the site by dividing the total TN export from uses at the bottom of Column (4) by the total
area at the bottom of Column (2).
(1) _._.. (2) (3) (4)
Type of Land Cover Area TN export coeff. TN export from use
[acres] (lbs/ac/yr) (lbs/yr)
Permanently protected undisturbed
[ 0.00 0.6 0
open space (forest, unmown meadow)
Permanently protected managed 6.16 1.2 7.4
Impervious surfaces (roads, parking
lots, driveways, roofs, paved storage 17.65 21.2 374.2
areas, etc) TOTAL 23.81 --- 381.57
Total TN Export = 16.0 lbs/ac/yr
% impervious = 74.1%
TRH . LAGE El
COMMERCIAL SITE 11/17/2005
MDL-05000
METHOD 2:
Quantifying TNExport from Residentail I Industrial I Commercial Developments when Footprints of all Impervious Surfaces are shown.
STEP 1: Determine the area for each type of land use and enter in Column (2).
STEP 2: Total the areas for each type of land use and enter at the bottom of Column (2).
STEP 3: Multiply the areas in Column (2) by the TN export coefficients in Column (3) and enter in Column (4).
STEP 4: Total the TN exports for each type of land use and enter at the bottom of Column (4).
STEP 5: Determine the export coefficient for the site by dividing the total TN export from uses at the bottom of Column (4) by the total
area at the bottom of Column (2).
(1) 1 (2) (3) (4)
Type of Land Cover Area TN export coeff. TN export from use
[acres] (lbs/ac/yr) (lbs/yr)
Permanently protected undisturbed 0.00 0.6 0
open space (forest, unmown meadow)
Permanently protected managed 7,64 1.2 9.2
Impervious surfaces (roads, parking
lots, driveways, roofs, paved storage 1.07 21.2 22.7
areas, etc.)
TOTAL 8.71 1 --- 31.85
Total TN Export = 3.7 lbs/ae/yr
% impervious = 12.3%
Since 1979
THE JOHN R. McADAMS COMPANY, INC.
TRYON VILLAGE COMMERCIAL SITE
CARY, NORTH CAROLINA
FINAL STORMWATER MANAGEMENT FACILITY DESIGN
MDL-05000
November 2005
Research Triangle Park, NC
Post Office Box 14005
Research Triangle Park,
North Carolina 27709
2905 Meridian Parkway
Durham, North Carolina 27713
800-733-5646
919-361-5000
919-361-2269 Fax
Charlotte, NC
5311 Seventy-Seven Center Drive,
Suite 66
Charlotte, North Carolina 28217
800-733-5646
704-527-0800
704-527-2003 Fax
www.johnrmcadams.com
Jason C. Spicer, E.I.
Associate Project Engineer
Brandon R. Finch, P.E.
Sr. Stormwater Project Manager
Comprehensive Land Development Design Services
We help our cherats succeed.
%k
ors
?: frefs?

Nitrogen Control Plan
Commercial / Industrial / Residential Sites with Known Impervious Area
Project Title: iLA o vim LI-t'C_ FF_, rtH?C?te,L , _
Part I. Riparian Buffers
Area includes riparian buffers?
If yes,
River Basin?
Basis for exemption
Show buffers on site plan.
Part 11. Nitrogen Calculations (Method 2, Appendix C):
a. Site Information
Total area of property incl. R/W ?SZS2-ox-
Denuded Area -rc cQ&orl "Wew^PLrk
Impervious Area incl. RM/ 1e%':M .0?c-
Managed open space t3, 00-0-c_
Protected open space -
b. Pre-development loading:
Type of Land Cover
Permanently protected undisturbed open
space (forest, unmown meadow)
Permanently protected managed open space
(grass, landscaping, etc.)
Impervious Area
TOTAL
YVE7LPJ? ? ?p?MWA'tr"RTtM
TN export
Area TN export coeff. from use
(acres) (Ibs/ac/yr) (Ibs/yr)
3 22- 0.60 1 IS I
_ 1.20 -
- 21.20 -
3Z.52 tq.5l
Nitrogen Loading Rate (Ibs/ac/yr) = 0. W
c. Post-development loading:
Type of Land Cover
Permanently protected undisturbed open
space (forest, unmown meadow)
Permanently protected managed open space
(grass, landscaping, etc.)
Impervious Area
TOTAL
TN export
Area TN export coeff. from use
(acres) (Ibs/ac/yr) (Ibs/yr)
0.60 r
13 .?0 1.20 1 t? .5ro
l i3. ?2 21.20 3q(c. eta
32.s7_ x{-13, 2-
Nitrogen Loading Rate (Ibs/ac/yr) = 12.71
Proposed BMP(s) o -PotID
Nitrogen Load after BMPs = .I$ Ibs r
Nitrogen Load Offset by Payments = 15. 16s r
Net change in on-site N Load = ?232.1? ' 1? .`?I a Z12'lD?)
Part III. Control of Peak Stormwater Flow (for 1 year, design storm)
Calculated Pre-development Peak Flow Sc.,?s
Flow Control Method -DZM
Calculated Post-development Peak Flow !t? /t I
I, the undersigned, certify to the best of my knowledge that the above information is correct (affix seal).
Supply notes & details showing control of Nitrogen and peak stormwater runoff.
[ ] No Yes
[ ] 50 foot
[ ] Neuse
[ ]Exempt
;4100 foot
Xcape Fear
BodSQ
DEC 6 2095
TRYON VILLAGE COMMERCIAL SITE
Final Stormwater Management Facility Design
Project Description and Summary
Located off of Walnut Street, just south of the Crossroads shopping centers, in Cary,
North Carolina, is the proposed commercial development currently known as the Tryon
Village Commercial Site. Proposed development on this site consists of the construction
of commercial buildings, along with associated streets, parking areas, sidewalks, and
utility improvements. The proposed site runoff will be managed by one (1) proposed
stormwater quality pond. This facility will discharge into an existing stream channel that
runs west into an existing lake near The Lodge at Crossroads.
According to Town of Cary regulations, stormwater quantity management will be
required such that the post-development peak flow rates from this site are no greater than
pre-development peak flow rates in the 1-year / 24-hour rainfall event. Not only will the
proposed stonmwater quality pond facility successfully reduce the runoff from this storm,
it will also safely pass the 100-year event.
Development on this site shall also abide by the Neuse River Basin nitrogen export
standards. Therefore, it will be necessary to reduce total nitrogen export to 3.6
lbs/acre/year. The proposed pond achieves 25% nitrogen removal, which reduces the
total nitrogen export to a quantity below 10.0 lbs/acre/year. As mandated by the Neuse
River Basin nitrogen standards, a buydown payment will be made to further "reduce" the
total export to the maximum 3.61bs/acre/year.
This report contains the hydrologic and hydraulic design calculations for the proposed
stormwater quality pond, along with TN-export calculations. Please refer to the
appropriate sections of this report for additional information.
Calculation Methodology
• On-site topography and the existing storm drainage system information are from a
field survey performed by The John R. McAdams Company, Inc.
• HEC-HMS Version 2.2.2, by the U.S. Army Corp of Engineers, was used to
produce pre- and post-development hydrographs, as well as routing calculations
for the proposed stormwater quality pond.
• The stage-discharge rating curve, stage-storage rating curve, and stage-storage
function for the proposed stormwater quality pond was generated outside of HEC-
HMS and then input into HEC-HMS. The stage-discharge rating curve included
in this report was generated using PondPack Version 8.0, by Haestad Methods.
Please note that an emergency spillway has been provided on this facility.
• Using the Wake County Soil Survey, the predominate soil types for this site were
determined to be from Hydrologic Soil Groups `B', `C', & `D'. SCS Curve
Numbers were then selected based on a composite of HSG `B',`C', and `D' soils.
Please reference the appropriate section of this report for a soil map indicating the
soil types found on this site, along with the approximate percentage of each.
• Rainfall data for the Cary, NC region is derived from USWB Technical Paper No.
40 and NOAA Hydro-35. This data was used to generate a depth-duration-
frequency (DDF) table describing rainfall depth versus time for varying return
periods. These rainfall depths were then input into the meteorological model
within HEC-HMS for peak flow rate calculations. Please reference the
precipitation data section within this report for additional information.
The 1-year, 24-hour storm was modeled within HEC-HMS Version 2.2.2
assuming a 3.0-inch rainfall depth and a SCS Type II storm distribution.
The time of concentration for the studied subbasin was calculated using the SCS
TR-55 Segmental Approach (SCS TR-55, 1986). The Tc flow path was divided
into individual segments consisting of overland flow, concentrated flow, and
channel flow. The travel time was then computed for each segment, from which
the overall time of concentration was determined by taking the sum of each
segmental time. A drainage map has been included with this report showing the
studied subbasins as well as the selected Tc Paths.
• To guard against dam failure due to the buoyant forces caused by the riser-barrel
outlet structure, anti-flotation calculations were performed for the outlet structure.
These calculations consisted of determining the amount of concrete that is
required to anchor the outlet structure down and prevent it from floating. In
addition, the pre-cast riser sections are to be tied together to prevent separation
caused by buoyant forces. These calculations contain a minimum 15% safety
factor.
For detention modeling purposes at the stormwater quality pond (1-year design
storm), tailwater effects were ignored since the worst-case scenario for detention
is a "free-outfall" condition.
Nitrogen export calculations are computed using Method 2 from the Town of
Cary TN-export calculation methodology. This method uses known footprint
areas of wooded, open, and impervious surfaces.
• For 100-year storm routing calculations, a "worst case condition" was modeled in
order to insure the proposed facilities would safely pass the 100-year storm event.
The assumptions used in this scenario are as follows:
1. The starting water surface elevation in each facility, just prior to the 100-
year storm event, is at the top of riser elevation. This scenario could occur
as a result of a clogged siphon or a rainfall event that lingers for several
days. This could also occur as a result of several rainfall events in a series,
before the inverted siphon has an opportunity to draw down the storage
pool between NWSE and the riser crest elevation.
2. A minimum of approximately 1-ft of freeboard was provided between the
peak elevation during the "worst case" scenario and the top of the dam for
each facility.
• Water quality calculations were performed in accordance with the NC Stormwater
Best Management Practices manual (NC DENR, April 1999). The normal pool
surface areas of the facilities were sized with water quality in mind, using the
required SA/DA ratio charts. A temporary storage pool for stormwater runoff
from the 1.0" storm is provided in the wet ponds, to be drawn down in 2-5 days
by an inverted siphon.
• The area referred to as future development (just west of the north-south connector
road) was assumed to be 70% impervious. The stormwater management facility
was designed to handle this entire area, for both water quality and quantity
concerns. A temporary condition will exist where the stormwater pond will not
intercept this portion of the site. It should be noted that there will be no additional
impervious surface in this area during the temporary condition.
Discussion of Results
The proposed stormwater quality pond, as designed, will succeed in reducing the post-
development peak flow rates for the 1-year storm event back to pre-development levels in
the studied area. Nitrogen reduction will also be achieved through this facility for the
area shown on the impervious area exhibit. Please refer to the following summary of
results and calculations for all pertinent information.
TRYON VILLAGE SUMMARY OF RESULTS B.R. FINCH, PE
COMMERCIAL SITE 11/17/2005
MDL-05000
RELEASE RATE MANAGEMENT RESULTS
SUBBASIN #1
Return Period Pre-Development Post-Development % Increase
[cfs] [cfs] [%]
I-Year 5 5 0.0%
=> ROUTING RESULTS
Return Period Inflow Outflow Max. WSE
[cfs] [cfs] [ft]
1-Year
-_.._.._........_....._...-_._.._..._._._.._....._.... 82
.._......___....._._.
_
_. 4
..
_.
d
.
.
.
. 430.74

100-Year _.
.
..
222 _
.
.
._ _..
._._...
....
.._..._.__.-_..___-_............
___........_.__.
101 € ____....__....._......_....
....
433.16
POND DETAILS
Design Drainage Area To Pond = 25.52 acres
Design Impervious Area To Pond = 18.59 acres
Top of Dam = 434.00 ft
Surface Area at NWSE = 40923 sf
Required Surface Area at NWSE = 27872 sf
Internal Riser Dimentions = 5 x 5 sq ft
Riser Crest = 430.60 ft
Barrel Diameter = 36 inches
# of Barrels = 1
Upstream Invert = 423.00 feet
Downstream Invert = 422.00 feet
Length = 90 feet
Slope = 0.0111 ft/ft
1 OF]

PRECIPITATION DATA
WATERSHED SOIL DATA
PRE-DEVELOPMENT
HYDROLOGIC CALCULATIONS

4 POST-DEVELOPMENT
HYDROLOGIC CALCULATIONS
-
5 WATER QUALITY POND DESIGN
`
6 100-YEAR
STORM EVENT ROUTING

7 NITROGEN EXPORT
CALCULATIONS
-
f
-9
L10
118552-6 Table of Contents 1nHSOnJon .". AIult2DP.x-Bai ©1998ACCOBrands,Inc.
%6,
1
WllsonJones® Quick Reference Index System ©1991 Wilson Jones Company
i
r
PRECIPITATION DATA
TRYON VILLAGE COMMERCIAL SITE
MDL-05000
TR "" L.AGE COMMERCIAL SITE RAT- - DATA I ER, El
0"0 11/8/2005
I. INPUT DATA
Location: Wake County, NC
2-Year : 100-Year Source
5 minute E 0
F
T
7i 081 NOAA Hydro.35
a .........
.
.
15 minute 1.81 NOAA H dro-
35
60 minute 1.70 3.50 NOAA Hydro-35
24 hour 3.60 8.00 USWB TP-40
H. DEPTH-DURATION-FREQUENCY TABLE

Return P,--rind
Duration 2-Year ? 5-Year 10-Year 25-Year 50-Year 100-Year
[inches] [inches] [inches] [inches] [inches] [inches]
5 minutes 0.48 0.55 0.60
.
.
. 0.68
.................... 0.75
..................... 0.81
......................
............................
10 minutes ..........................
0.79 .......................
0:92 .............................
..
1.02 ....
.
1:17
.. ....... 1.28
..................... 1.40
......................
..
15 minutes ..........................
1.01 t...
1.18 1.31 1.51 1.66 1.81
30 minutes 1.35 1.64 1.85 2.16 2.40 2.64
60 minutes 1.70 2
12 2.41 2.84 3.17 3.50
.............
2 hours :
..........................¢.
1.91 2.40 .....................................
2.74 3.23
.
..
.... .....................
3.61
..................... ......................
4.00
.....................
............... ............
3 hours .........................
2.12 .......................
2.68 ................................
3.07 .....
. ...........
...
3.62 4.06 4.49
6 hours 2.65 3.38 3.90 4.62 5.19 5.75
12 hours 3.13 4.02 4.64 5.52 6.20 6.88
.
.
...
....... ...
...........................
24 hours ......... .................
3.60 ....... ................
4.65 ................. ...............
5.38 ..... .. ....................
.4
61 ................... ..
7.21 ....
.
.
.
8.00
M. INTENSITY-DURATION FREQUENCY DATA
Rnh.r.. Por:n.l
Duration 2-Year S 5-Year 10-Year S 25-Year 50-Year 100-Year
[in/hr] [Whr] [W /hr]
[ 1
[ 1
[ rl
5 minutes 5.76 6.58 7.22
...........
..
.... . 8.19
................... 8.96
..................... 9.72
.....................
10 minutes ......
4.76 ............ ..............
5.54 ............... ......
6.13 : 7.01 7.71 8.40
15 minutes 4.04 4.74 5.25 6.03 6.64 7.24
30 minutes 2.70 3.28 3.71
.
........
........ 4.32
................... 4.80
..................... 5.28
......................
............................
60 minutes .......................
1.70 ..........................
2:12 .....................
..
2.41
.
..
+ . 2.84
...... 3:17.. .....
...... ..... .3:50........
.
.
2 hours ......._
0.95 . ......
¢......
1.20 .......
......
1.37 1.62 1.81 2.00
3 hours 0.71 0.89 1.02 1.21 1.35 1.50
6 hours 0.44 .56
......... .
. 0.65
.................................... 0.77
................... 0.86
..................... 0.96
......................
12 hours ......
0.26 .... .......
...
0.33 0.39 0.46 0.52 0.57
.....•
24 hours •••••....0•....••••
0.15 .......0 ...........
0.19 ................................
0.22 ....... .....6............
0.27 .......0...........
0.30 ............3.......
0.33
IV. RESULTS
Return Period Q h
5 169 21.
........................
10
.
....... ............
195
........ ...... ................
Z?
......... ........
......... .........
....
.
25 '..2 j3
50 261 24
100 290 25
IOF2
TR " -AGE CONM ERCIAL SITE RA)-- ? DATA
0
CALCULATIONS:
- -------------------- --------------------------
1/I

Duration . ........................
2-Year .. ...... ...............
5-Year .................................... .
10-Year .....................
25-war-
5-Year .-...................

50-Year ......................

100-Year
5 0.17 0.15 0.14 0.12 0.11 0.10
10 0.21 0.18 0.16 0.14 0.13 0.12
15 x:25 0.21
.. ..............0:19
................ 0.17
. .................. 0.15
..................... 0.14
......................
...........
........... .........
0
.37 ?.......
....
0
.30 .
.
?: ......0.23
...... 0.21
..................... 0.19
.....................
.......................... .
60 .
.........
........
0.59 .
......
.......
0.47 .............
..
..........°
0.41 0.35 0.32 0.29
120 1.05 0.83 0.73 0.62 0.55 0.50
180 ...42
'ss
..............
.
.
.
. 0.83
..................... 0
...74
.......0............
0.67
......................
...........
..........
360 .........
.........
........
2.26 .............
.
........
1.77
.
........... ..............
.
.
...
1.54
.................................... 1.30
..................... 1.16
..................... 1.04
......................
.
720
.........
3.84
.
..........
2.99
2.59
2.18
1.94
1.75
1440 6.67 5.16 4.46 3.75 3.33 3.00
2-Year i 5-Year 10-Year
- - -- 25-Year
--- ------ 50-Year 100-Year
Slo e: ---- - ----
0.00760 ----
0.00592 0.00513 : 0.00430 0.00383 0.00344
Y-Intercept: 0.13587 0.12225
} ..................... 0.11255
............................... 0.10001 0.09181 0.08486
.....q....... .............. ........ .............. ....... ...............
......................a :.... ......................... ,..................... ..................................... ..................... .......261._.____ ...................... ......................
h: 18 21 22 23 24 25
ER, EI
11/8/2005
20F2
2
WllsonJones., Quick Reference Index System ©1991 Wilson Jones Company
2
WATERSHED SOIL DATA

TRYON VILLAGE COMMERCIAL SITE
MDL-05000
0
(g)
o ?
n .b
II ? ?
o •.
rv °
O C/O
o C;
o i ?7
1 1 %15/2005 10:17:24 AM, spicer, 1:1
I, Jl
A
O
O
V'
I?

I
> !./J
7o > U
;moo > U:
xcC > f
;zjc

0
w
C7 w
f? I
w w
CJ
K
(p K
CD CJ
K 'K
'?
V1 to CD
to ?

C
Z
?.i
y-

r PRO.IECT NO.
MDL-05000

TRYON VILLAGE
THE JOHN R. McADAMS
INC
a COMPANY
FILENAME SOiLS.DwG .
,
ENGINEERS/PLANNERS/SURVEYORS
scat.E' COMMERCIAL SITE

1 =
200

RESEARCH TRIANGLE PARK, NC

r
uare: CARY, NORTH CAROLINA P.O. Hox ]coos ZIP twos-coos
[phone]
. 11-08-2005
TRYON VILLAGE COMMERCIAL SITE WATERSHED SOIL B.R FINCH, PE
MDL-05000 INFORMATION 11/8/2005
_> Soils Information
Symbol Name Hydrologic Soil Group
AgB ApPling B
.._...... -.... _.... ApD ---
AsC2 ---- A!?pl;n?-.........
Appling . B -- --
B
Bu Buncombe A
CeB2 Cecil B
CeC2 Cecil B
CeD Cecil B
Cn Colfax C
WV Worsham D
_> Soil Type Distribution
Soil Group Area (acres)
A 1.61
- -- -- ....._._.........._...._.........-............_........_.
B 26.37
D 1.08
Total Area = 32.52
%HSGA= 5%
%HSGB= 81%
%HSGC= 11%
%HSGD= 3%
_> Conclusion
On-site soils are from 'HSG C' and 'HSG D'soils. SCS Curve Numbers will be selected
based upon the predominant HSG within each subbasin.
Table 1: SCS CN Values for HSG'A'
Cover Condition SCS CN - HSG A
Impavious. ....._..... 98_......_- ..................._. _.
Open 39 (Assume Good Condition)
Wooded 30 (Assume Good Condition)
Table 2: SCS CN Values for HSG B'
Cover Condition SCS CN - HSG B
Impervious 98
Open 61 (Assume Good Condition)
Wooded 55 (Assume Good Condition)
Table 3: SCS CV Values for HSG'C'
Cover Condition SCS CN - HSG C
Impervious 98
Open 74 (Assume Good Condition)
Wooded 70 (Assume Good Condition)
Table 4. SCS CN Values for HSG D'
Cover Condition SCS CN - HSG D
Impervious 98
Open 80 (Assume Good Condition)
Wooded 77 (Assume Good Condition)
Table S. Composite SCS CN Values for Site
Cover Condition COMPOSITE SCS CN
._......... Impervious. - - ................... 98.-......... _._........ _. ...
open 62 (Assume Good Condition)
Wooded 56 (Assume Good Condition)
References:
1. SOIL SURVEY: WAKE COUNTY. NORTH CAROLINA. UNITED STK.
DEPARTMENT OF AGRICULTURE: SOIL CONSERVATION SERVICI
COOPERATION WITH NORTH CAROLINA AGRICULTURE EXPERP
SECTION).
SCS TR-55. UNITED STATES DEPARTMENT OF AGRICULTURE. SO:
CONSERVATION SERVICE. 1986.
3
©1991 Wilson Jones Company
IL WllsonJones® lick Reference Index System
3

PRE DEVELOPMENT HYDROLOGIC
CALCULATIONS

TRYON VILLAGE COMMERCIAL SITE
MDL-05000
PROJECT E NO. MDL-05000 THE JOH R. S
NC.cADAM
MDLO5000X.DWG TRYON VILLAGE MCOMPANY,N
SCALE: COT11?11.? 1L 1•iJ RCT 0 T SI11J ENGINEERS/PLANNERS/SURVEYORS
1"=300 1? MANGLE PARK, NC
PRE-DEVELOPMENT SUBBASIN EXH BIT P.O Box 1 0055 ZIP 27709-4006
DATE: 11-14-2005
[phone]

TRYON VILLAGE HYDROLOGIC CALCULATIONS B.R. FINCH, PE
MDL-05000 Pre-Development-Subbasin #1 11/15/2005
L SCS CUR'VF, n l' NIBERS
Cover Condition SCS CN Comments
__....... Impervious.... _._ ............. ...... _........... 98
__ Olen _ 62 Assume good condition
Wooded 56 Assume good condition
II. PKF.-1)F,?'t:LOI'A1FtiT
Sub-basin #1
A. Watershed Breakdown
Contributing Area SCS CN Area jacresl Comments
O!I .ite open..........__._...}

On-site impervious ................_....._...__..._62

_...... ..........................
98 9.52

..._ ....... ........... _..............
_0.00_ ...............Assume..good condition
.............._.............._..._......_..........
._...... ......_......._
On-site wooded
........ ... .........................._....... _...... _.........

_ On-site pond 56
_............. _..._..._........... _.... ._ _..... ._............ _......... .... .

100 21.93
.._ .............. _.......

0.00 Assume good condition

......._..............._............__.......
............. .._..._...... _._._..... _ ..... ........ ._.......... ....._.............. ............ ......................
_.._...Off-site open..
Off-site impervious .............._......_-__.-62-__..._......__..._....._..._._
98 .._._._0.52 .........._...
0.38 _....._._._.__..._.............__._,...__Assume good.condition _.........................._............._......
_
Off-site wooded

OR site Pond 56
.. .................__........_........_._.......................................
100 0.00

0.00 Assume good condition
..__..._..._....._...._......__...__...._......._..__.__........._......._..._........._..__..._.._...._..............._..__.
Total area = 32.35 acres
0.0505 sq.mi.
Composite SCS CN = 58
% Impervious = 1.2%
B. Time of Concentration Information
Time of concentration is calculated using SCS TR-55.
Segment 1: Overland Flow
Length = 100 ft
Height = 3 ft
Slope = 0.0300 ft/ft
Manning's n = 0.24 Dense grasses
P (2-year/24-hour) = 3 inches (Wake, NC)
Segment Time = 12.53 minutes
Segment 3: Channel Flow
Length = 719 ft
Height = 22.2 ft
Slope = 0.0309 ft/ft
Manning's n = 0.045 Natural Channel
Flow Area = 4.00 sf (Assume 2' x 2' Channel)
Wetted Perimeter = 6.00 ft (Assume 2'x 2' Channel)
Channel Velocity = 4.44 ft/sec
Segment Time = 2.70 minutes
Segment 2: Concentrated Flow
Length = 740 ft
Height = 38 ft
Slope = 0.0514 ft/ft
Paved ? = No
Velocity= 3.66 ft/sec
Segment Time = 3.37 minutes
Time of Concentration = 18.60 minutes
SCS Lag Time = 11.16 minutes (SCS Lag = 0.6* Tc)
0.1860 hours
Time Increment = 3.24 minutes (= 0.29*SCS Lag)
1 OF 2
r
HEC-HMS
Project: MDL-05000
Basin Model: Pre
HMS * Summary of Results
Project : MDL-05000 Run Name : Pre - Q1
Start of Run : 14Nov05 0100 Basin Model : Pre
End of Run : 15Nov05 0100 Met. Model : Q1
Execution Time : 15Nov05 1335 Control Specs : 1-min dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
Subbasin-1 5.0146 14 Nov 05 1309 0.73058 0.051
4
IN WllsonJones® Quick Reference Index System ©1991 Wilson Jones Company
POST-DEVELOPMENT HYDROLOGIC
CALCULATIONS
TRYON VILLAGE COMMERCIAL SITE
MDL-05000
PROJECT NO. MDL-05000 MTHE JOHN R. McADAMS
'L%M 1-15-MDL05000X.DWG TRYON VILLAGE COMPANY, INC.
SCALE: CO" RCT SITE ENGINEERS/PLANNERS/SURVEYORS
1"=300, RESEARCH TRIANGLE PARE, NC
DATE: PRE-DEVELOPMENT SUBBASIN Ma-BBIT P.O. BOX 14005 ZIP 27709-4005
11-14-2005 [phone]
A.IrroJeorsUVlUL%IVIUL.-v0UUVIOLvrrrIR,urrenr U1dWmys?Lwo-i i-10-iw LJLVDVUVA.UWy, i U Ioicwo i 1.0o.vt IAIVi, spluer, is i
HIGHLAND CREEK HYDROLOGIC CALCULATIONS B.R. FINCH, PE
CTX-04020 Post-Development-Subbasin #1 11/16/2005
1. SCS C110J:INt NIBI, PS
Cover Condition SCS CN Comments
----Impervious - 98
Open 62 Assume good condition
Wooded 56 Assume good condition
H. PO.S"f-UI;VIA 01131LIN1
_=> To Pond
A. Watershed Breakdown
Measured q&ite impervious = 0.38 ac
Measured onsite impervious = 14.21 ac
Measured onsite.fidtire office parcel = 0.95 ac
Offsite fitture development = 0.80 ac
Onsite fitture development = 3.55 ac
Assumed impervious fitture deveoonent = 70%
Offsite impervious from fiaure development = 0.56 ac
Onsite impervious front fitture development = 2.49 ac
Total ofjsite impervious = 0.94 ac
Total onsite impervious = 17.65 ac
Contributing Area SCS CN Area jacresl Comments
On 62 5.22 Assume good condition
On-site impervious 98 17.65
On-site wooded

..... _..... _.........._....__ ................................
On-site pond
_ _.____
Off-site open 56

.... _.......... _................... _................................. ._....... _.....__......................
100
._____.__._.____..__'__._...____.._...... ......... _.__.._
62 0.00.._ ..........

..... _.
0.94
_._....___.._..__.._
0.78 ...............................................Assume ..good condition
......._..._......................................

-
__.__....-.__...._......_._._.___._._._._.........._._.
Assume good condition
Off-site impervious 98? 0.94
Off-site wooded 56 0.00 Assume good condition
Off-site Pond 100 0.00
Total area = 25.52 acres
0.0399 sq.mi.
Composite SCS CN = 90
% Impervious = 72.8%
B. Time of Concentration Information
The post-development time of concentration is assunied to be 5 minutes.
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
= 0.0500 hours
Time Increment = 0.87 minutes (= 0.29*SCS Lag)
1 OF 2
HIGHLAND CREEK
CTX-04020
_> Pond Bypass
A. Watershed Breakdown
HYDROLOGIC CALCULATIONS
Post-Development-Subbasin #/
Contributing Area SCS CN Area ]acres] Comments
On-site open 62 3.34 Assume ood cp ondition
On-site impervious
_..._.._._.__
...... ..................... ........ 98
................... _........ ...._.................... _....._............... 1.07
..__..._...... __....... ....
......._...
..__
.
.......
.....
..
......... _.........
......
........

On-site wooded ..............
........ _....... ............. .........
.. ............._56..................................................... ...
..... ........_431.................. .
.
_
.
....._.
_
_.
..
.._..............---.
_........ ......... ....... ............. ..........._Assume good condition
On-site pond 100 0.00
Off-site _open _ 62 0.00 _ Assume aood condition
Offaite impervious_. ........................................... ..........__._98_. _........._0.00.............. ....................................
.
.....
_
.
...
.
'

Off--site wooded
_
56
............. ........
0.00
. ..._..... _. .
.
...
_
.....
........
.................
...................._.....__....
Assume good condition
Oft site Pond 100 0.00
Total area = 8.72 acres
0.0136 sq.mi.
Composite SCS CN = 63
% Impervious = 12.3%
B. Time of Concentration Information
The post-development time ofconcentration is assumed to be 5 minutes.
B.R. FINCH, PE
11/16/2005
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
= 0.0500 hours
Time Increment = 0.87 minutes (= 0.29*SCS La
2OF2
HEC-HMS Project: MDL-05000 Basin Model: Post - 100
t" ;bass
HMS * Summary of Results
Project : MDL-05000 Run Name : Post - Q1
Start of Run : 14Nov05 0100 Basin Model : Post
End of Run : 15Nov05 0100 Met. Model : 01
Execution Time : 17Nov05 1601 Control Specs : 1-min dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
To Pond 82.412 14 Nov 05 1256 4.2178 0.040
Wet Pond 4.1095 14 Nov 05 1406 1.6483 0.040
Bypass 5.0806 14 Nov 05 1259 0.31326 0.014
Subbasin #1 5.3974 14 Nov 05 1259 1.9616 0.053
HMS * Summary of Results for Wet Pond
Project : MDL-05000
Start of Run 14Nov05 0100
End of Run 15Nov05 0100
Execution Time 17Nov05 1601
Computed Results
Run Name : Post - Q1
Basin Model Post
Met. Model Q1
Control Specs 1-min dT
Peak inflow 82.412 (cfs) Date/Time of Peak Inflow 14 Nov 05 1256
Peak Outflow 4.1095 (cfs) Date/Time of Peak Outflow 14 Nov 05 1406
Total inflow 1.98 (in) Peak Storage 2.6976(ac-ft)
Total Outflow 0.77 (in) Peak Elevation 430.74(ft)

HMS * Summary of Results
Project MDL-05000 Run Name : Post - Q10
Start of Run 14Nov05 0100 Basin Model : Post
End of Run 15Nov05 0100 Met. Model : Q10
Execution Time 17Nov05 1601 Control Specs : 1-min dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
To Pond 154.01 14 Nov 05 1304 8.9124 0.040
Wet Pond 82.673 14 Nov 05 1311 6.3263 0.040
Bypass 21.617 14 Nov 05 1305 1.2454 0.014
Subbasin #1 97.099 14 Nov 05 1309 7.5717 0.053
HMS * Summary of Results for Wet Pond
Project : MDL-05000 Run Name : Post - Q10
Start of Run : 14Nov05 0100 Basin Model Post
End of Run : 15Nov05 0100 Met. Model Q10
Execution Time : 17Nov05 1601 Control Specs 1-min dT
Computed Results
Peak Inflow 154.01 (cfs) Date/Time of Peak Inflow 14 Nov 05 1304
Peak Outflow 82.673 (cfs) Date/Time of Peak Outflow 14 Nov 05 1311
Total Inflow 4.19 (in) Peak Storage 3.8576(ac-ft)
Total Outflow 2.97 (in) Peak Elevation 431.84(ft)
5
M WllsonJones® Quick Reference Index System ©1991 Wilson Jones Company
5
WATER QUALITY POND DESIGN
TRYON VILLAGE COMMERCIAL SITE
MDL-05000
TRYON VILLAGE COMMERCIAL SMRMWATER MANAGEMENT FACILITY
MDL-05000
Stage-Storage Function
Project Name: Tryon Village Commercial Site
Designer: JC Spicer, El
Job Number: MDL-05000
Date: 11/16/05
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)

428.0 0.00 40923
430.0 2.00 43565 42244 84488 84488 2.00
432.0 4.00 46259 44912 89824 174312 3.98
434.0 6.00 48972 47616 95231 269543 6.02
Storage vs. Stage
300000 -
250000 y = 40594x10548
LL 200000 R2 = 0.9999
v
150000
R
0
0
y 100000
50000
0
0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00
Stage (feet)
Ks = 40594
b = 1.0548
JC SPICER, El
11/16/2005
1 OF 1
TRYON VILLAGE COMMERCIAL SITE STAGE-STORAGE FUNCTION
MDL-05000
Stage - Storage Function
Ks = 40594
b = 1.0548
Zo = 428.00
Iteetl 1ctl lacre-teed
428.0 0 0.000
428.2 7433 mm 0.171
428.4 15442 0.355
428.6 23684 0.544
428.8 32081 0.736
429 40594mm 0.932
429.2 _ 49202 1.130
429.4 57889 1.329
429.6 66645 1.530
429.8 75461 1.732
430 84331 1.936
430.2 93250 2.141
430.4 _
102214 2.347
430.6 111218 2.553
430.8 120261 2.761
431 129339 2.969
431.2 138450 3.178
431.4 147593 3.388
431.6 156765 3.599
431.8 165965 3.810
432 175192 4.022
432.2 184444 4.234
432.4 193721 4.447
432.6 203020 4.661
432.8 212342 W 4.875
433 221685 5.089
M
433.2 231048 5.304
433.4 240431 5.520
433.6 249833 5.735
433.8
434 259254
268693 5.952
6.168
JC SPICER, El
11/ 16/2005
Page 1 of 1
Type.... Outlet Input Data Page 1.01
Name.... Pond
File.... X:\Projects\MDL\MDL-05000\Storm\Design Files\PONDI.PPW
Title... Project Date: 5/3/2004
Project Engineer: John R. McAdams
Project Title: Watershed
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 428.00 ft
Increment = .20 ft
Max. Elev.= 434.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
< --- > Forward and Reverse Both Allowed
Structure No. outfall E1, ft E2, ft
orifice-Circular SI ---> TW 428.000 434.000
Inlet Box RI ---> BA 430.600 434.000
Culvert-Circular BA ---> TW 423.000 434.000
TW SETUP, DS Channel
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 3:21 PM Date: 11/17/2005
Type.... Outlet Input Data
Name.... Pond
Page 1.02
File.... X:\Projects\MDL\MDL-05000\Storm\Design Files\PONDI.PPW
Title... Project Date: 5/3/2004
Project Engineer: John R. McAdams
Project Title: Watershed
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = SI
Structure Type = Orifice-Circular
------------------------------------
# of openings = 1
Invert Elev. = 428.00 ft
Diameter = .2500 ft
Orifice Coeff. _ .600
Structure ID = RI
Structure Type = Inlet Box
-----------------
# of openings -------------
= 1 ------
Invert Elev. = 430.60 ft
Orifice Area = 25.0000 sq.ft
Orifice Coeff. _ .600
Weir Length = 20.00 ft
Weir Coeff. = 3.000
K, Submerged = .000
K, Reverse = 1.000
Kb,Barrel = .000000 (per ft of full flow)
Barrel Length = .00 ft
Mannings n = .0000
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 3:21 PM Date: 11/17/2005
Type.... Outlet Input Data
Name.... Pond
Page 1.03
File.... X:\Projects\MDL\MDL-05000\Storm\Design Files\PONDI.PPW
Title... Project Date: 5/3/2004
Project Engineer: John R. McAdams
Project Title: Watershed
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type = Culvert-Circular
------
------------------
No. Barrels ------------
= 1
Barrel Diameter = 3.0000 ft
Upstream Invert = 423.00 ft
Dnstream Invert = 422.00 ft
Horiz. Length = 90.00 ft
Barrel Length = 90.01 ft
Barrel Slope = .01111 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .007228
Kr = .5000
HW Convergence = .001
INLET CONTROL DATA...
Equation-form 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.155
T2 ratio (HW/D) = 1.301
Slope Factor = -.500
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 426.46 ft ---> Flow = 42.85 cfs
At T2 Elev = 426.90 ft ---> Flow = 48.97 cfs
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 3:21 PM Date: 11/17/2005
Type.... Outlet Input Data
Name.... Pond
File.... X:\Projects\MDL\MDL-05000\Storm\Design Files\PONDI.PPW
Title... Project Date: 5/3/2004
Project Engineer: John R. McAdams
Project Title: Watershed
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES ...
Maximum Iterations= 30
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .10 cfs
Max. Q tolerance = .10 cfs
Page 1.04
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 3:21 PM Date: 11/17/2005
Type.... Composite Rating Curve
Name.... Pond
Page 1.11
File.... X:\Projects\MDL\MDL-05000\Storm\Design Files\PONDI.PPW
Title... Project Date: 5/3/2004
Project Engineer: John R. McAdams
Project Title: Watershed
Project Comments:
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ------ -- Converge ----------- --------------
Elev. Q TW El ev Error
ft cfs ft +/-ft Contributing Structures
----------------
--------
428.00 -------
.00 ------
Free -- -----
outfall ----------
(no Q: SI, RI,BA)
428.20 .06 Free outfall SI (no Q: RI,BA)
428.40 .12 Free Outfall SI (no Q: RIBA)
428.60 .16 Free Outfall SI (no Q: RIBA)
428.80 .19 Free outfall SI (no Q: RIBA)
429.00 .22 Free Outfall SI (no Q: RIBA)
429.20 .24 Free Outfall SI (no Q: RIBA)
429.40 .27 Free Outfall SI (no Q: RIBA)
429.60 .29 Free Outfall SI (no Q: RIBA)
429.80 .31 Free outfall SI (no Q: RIBA)
430.00 .32 Free Outfall SI (no Q: RI,BA)
430.20 .34 Free Outfall SI (no Q: RIBA)
430.40 .36 Free Outfall SI (no Q: RIBA)
430.60 .37 Free Outfall SI (no Q: RIBA)
430.80 5.75 Free Outfall SI,RI,BA
431.00 15.58 Free Outfall SI,RI,BA
431.20 28.30 Free Outfall SI,RI,BA
431.40 43.36 Free Outfall SI,RI,BA
431.60 60.44 Free outfall SI,RI,BA
431.80 79.32 Free Outfall SI,RI,BA
432.00 94.26 Free Outfall SI,RI,BA
432.20 95.59 Free outfall SI,RI,BA
432.40 96.92 Free outfall SI,RI,BA
432.60 98.22 Free Outfall SI,RI,BA
432.80 99.50 Free Outfall SI,RI,BA
433.00 100.78 Free Outfall SI,RI,BA
433.20 102.04 Free Outfall SI,RI,BA
433.40 103.28 Free outfall SI,RI,BA
433.60 104.50 Free outfall SI,RI,BA
433.80 105.71 Free Outfall SI,RI,BA
434.00 106.91 Free Outfall SI,RI,BA
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 3:21 PM Date: 11/17/2005
TRYON VILLAGE COMMERCIAL SITE WET POND
MDL-05000
Water Quality Pond Desisn Sheet
Project Name: Tryon Village Commercial Site
Designer: B.R. Finch, PE
Job Number: MDL-05000
Date: 11/16/2005

Contour
(feet)

Stage
(feet)
Contour
Area
(SF) Average
Contour
Area
(SF) Incremental
Contour
Volume
(CF) Accumulated
Contour
Volume
(CF) Estimated
Stage
w/ S-S Fxn
(feet)

428.00 0.0 40923
430.00 2.0 43565 42244 84488 84488 2.00
432.00 4.0 46259 44912 89824 174312 3.98
434.00 6.0 48972 47616 95231 269543 6.02

Storage vs. Stage
300000
250000 y= 40594x'.0148
LL 200000 R2 = 0.9999
U
rn 150000
a
0
rn 100000
50000
0
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Stage (feet)
Ks = 40594
b = 1.0548
Calculation of Runoff Volume required for storat=_e
The runoff to the pond for the 1" storm detention requirement is calculated using the SCS curve
number method. Impervious areas that directly enter the pond are counted as Directly Connected
Impervious Areas (DCIAs). No infiltration calculation will be provided for these areas. Areas
not directly connected will be accounted for in a composite curve number.
Using basic SCS runoff methodology, with no adjustments made
to initial abstractions (0.2*S and 0.8*S).
Impervious Area, directly connected (DCIA) = 17.65 acres
@CN= 98
B.R. FINCH, PE
11/16/2005
I OF 2
TRYON VILLAGE COMMERCIAL SITE WET POND B.R. FINCH, PE
MDL-05000 11/16/2005
Other areas draining to pond (not DCIA) = 7.87 acres
@ CN = 62
Runoff from DCIAs =>
Precipitation amount = 1.0 inches
S = 0.204 inches (calculated)
Q* = 0.791 inches (calculated)
Runoff volume = 50673 CF
Runoff from non-connected areas = >
Precipitation amount = 1.0 inches
S = 6.129 inches (calculated)
Q* = 0.000 inches (calculated)
Runoff volume = 0 CF
Therefore, total runoff from precipitation in question = 50673 CF
This amount of runoff must be stored in the pond above normal pool elevation,
and be released in a period of two (2) to five (5) days, by an inverted PVC
siphon, the invert end of which is set at permanent pool elevation.
Calculation of depth required for runoff storage pool (above normal pool)
Normal pool depth (above invert) = 0.00 feet
Storage provided at permanent pool depth = 0 CF (calculated)
Total storage required for normal + storage pool = 50673 CF
Stage (above invert) associated with this storage = 1.23 feet
1 Therefore, depth required above normal pool for storm storage = 1.23 feet
14.81 inches
Therefore set crest of principal spillway at stage = 2.60 feet
and EL = 430.60 feet
At principal spillway crest, storm pool storage provided = 111218 CF
2OF2

TRYON VILLAGE Stormwater Management Facility
COMMERCIAL SITE
MDL-05000
Stage-Storage Function - Below Normal Pool
Project Name: Tryon Village Commercial Site
Designer: B.R. Finch, PE
Job Number: MDL-05000
Date: 11/17/2005

---------------------- - ---- - ----
-- ---
Average ----------------

Incremental

Accumulated

Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)
423.0) 0.0 15123
. .
. . . . . .
. . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . .... . .... . .. . . . . . . . . . .
. . : . . . . . . . . . ... . .. . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . .
424.1) . . . . . . . . . . . . . . . . . . . . .
1.0 . . . . . . . . . . . . . . . . . . . . . . . . .
17988 . .
. . . . .
.
16556 16556 16556 1.02
426.0 3.0 24175 21082 42163 58719 2.84
428.0 5.0 40923 32549 65098 123817 5.19
Storage vs. Stage
140000
120000 •
y = 16199x1.2346
100000
LL R2 = 0.9964
cr 80000--
60000--
40000--
20000 0
0.0 1.0 2.0 3.0 4.0 5.0 6.0
Stage (feet)
Ks = 16199
b = 1.2346
1 OF 4
B.R. FINCH, PE
11/17/2005
TRYON VILLAGE Stormwater Management Facility
COMMERCIAL SrM
MDL-05000
Stage-Storap-e Function - Forebay
Project Name: Tryon Village Commercial Site
Designer: B.R. Finch, PE
Job Number: MDL-05000
Date: 11/17/2005
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)
423.0 0.0 2142
.........................
................................
...........................
............... .........
424.1, ..................
1.0 .........................
2685 ..........................
2414 ......
2414 2414 1.00
426.0 3.0 3940 3313 6625 9039 3.00
Storage vs. Stage
10000
9000
8000 y = 2413.5x12019
7000 R2 = 1
i 6000
rn 5000--
4000--
3000 2000
--
1000--
o
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5
Stage (feet)
Ks = 2413.5
b = 1.2019
B.R. FINCH, PE
11/17/2005
2OF4
TRYON VRL.AGE Stormwater Management Facility B.R. FINCH, PE
COMMERCIAL SITE 11/17/2005
MDL-05000
Stage-Storage Function - Forebav
Project Name: Tryon Village Commercial Site
Designer: B.R. Finch, PE
Job Number: MDL 05000
Date: 11/17/2005
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)
423.0 0.0 2395
....
...........................
..............................
.................................
...........................
........................
424.1) .....................
1.0 .....................
325 3 2824 2824 2824 1.00
426.0 3.0 5061 4157 8314 11138 3.00
Storage vs. Stage
12000
10000 y = 2824x'249
R2 = 1
LL 8000
°7rn 6000
m
0
4000
2000
0
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5
Stage (feet)
Ks = 2824
b = 1.249
3OF4
TRYON VILLAGE Stormwater Management Facility
COMMERCIAL SITE
MDL-05000
WATER QUALITY POND DESIGN
-Impervious Area = 18.71 acres
Drainage Area = 25.63 acres
% Impervious = 73%
Average Depth = Z / b
z = 5 feet
b = 1.2346
Average Depth = 4.05 ft.
From the NCDENR Stormwater BMP Manual, the required SA/DA ratio =>
4.0 4.05 5.0
Lower Boundary => 70.0 2.40 2.07
Site % impervious => 73.0 2.51 2.50 2.16
Upper Boundary => 80.0 2.78 2.38
Area Required = 27872 sq.ft.
Area Provided = 40923 s .ft. OK
Per NCDENR "Stor?nvmter Best Management Practices the forebay volume should equal about 20% of the total
basin volume.
A. Water Quality Pond - Below Normal Pool
NWSE = 428
Stage - Storage Function
Ks = 16199
b= 1.2346
Zo = 423
Volume = 118151 ft3
B. Forebay Volume
Forebay 1: Volume Forebay 2: Volume
Stage - Storage Function Stage - Storage Function
Ks = 2413.5 Ks = 2824
b= 1.2019 b= 1.249
Zo = 423 Zo = 423
Volume = 9039 ft3 Volume = 11138 ft3
Forebay = 17%
B.R. FINCH, PE
11/17/2005
1 OF 1
TRYON VILLAGE COMMERCIAL SUR)rmwater Management Facility
MDL-05000
Inverted Sip hon Design Sheet

D siphon = 3 inches
No. siphons = 1
Ks= 40594
b = 1.0548
Cd siphon = 0.60
Normal Pool Elevation = 428.00 feet
Volume @ Normal Pool = 0 CF
Siphon Invert = 428.00 feet
WSEL @ 1" Runoff Volume = 429.23 feet
WSEL
(feet) Vol. Stored
(cf) Siphon Flow
(cfs) Avg. Flow
(cfs) Incr. Vol.
(cf) Incr. Time
(sec)
429.234 50673 0.249
429.124 45942 0.236 0.242 4731 19531
429.015 41237 0.223 0.229 4705 20524
428.906 36559 0.208 0.216 4678 21701
428.796 31912 0.193 0.201 4647 23130
428.687 27301 0.177 0.185 4612 24919
428.577 22729 0.159 0.168 4571 27252
428.468 18205 0.138 0.148 4524 30487
428.358 13740 0.114 0.126 4466 35437
428.249 9349 0.083 0.098 4390 44593
428.139 5067 0.035 0.059 4282 72754
B.R. FINCH, PE
11/16/2005
Drawdown Time = 3.71 days
By comparison, if calculated by the average head over the orifice (assuming
average head is half the total depth), the result would be:
Average driving head on orifice = 0.554 feet
Orifice composite loss coefficient = 0.600
X-Sectional area of 1 - 3" inverted siphon = 0.049 fe
Q = 0.1760 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec/day)
Drawdown Time = 3.33 days
Conclusion : Use 1 - 3.0" Diameter PVC Inverted Siphon to drawdown the accumulated
volume from the 1.0 " storm runoff, with a required time of about 3.5 days.

TRYON VILLAGE COMMERCIAL SITE
MDL-05000
Square Riser/Barrel Anti-Flotation Calculation Sheet
Input Data =_>
Inside length of riser = 5.00 feet
Inside width of riser = 5.00 feet
Wall thickness of riser = 6.00 inches
Base thickness of riser = 8.00 inches
Base length of riser = 6.00 feet
Base width of riser = 6.00 feet
Inside height of Riser = 7.60 feet
Concrete unit weight = 142.0 PCF
OD of barrel exiting manhole = 45.50 inches
Size of drain pipe (if present) = 8.0 inches
Trash Rack water displacement = 44.34 CF
Concrete Present in Riser Structure =_>
Total amount of concrete:
.4djust_for openings:
Base of Riser = 24.000 CF
Riser Walls = 83.600 CF
B.R. FINCH, PE
11/17/2005
NCB F:JducL& lis;S um, w;, i '
Opening for barrel = 5.646 CF
Opening for drain pipe = 0.175 CF
Total Concrete present, adjusted for openings = 101.780 CF
Weight of concrete present = 14453 lbs
Safety factor to use = 1.15 c,;e:A: ,zr,;;ra ",..15 of mg.1w.;•,
Must add = 9667 lbs concrete for buoyancy
Concrete unit weight for use = 142 PCF (note above observation for NCP concrete)
Buoyant weight of this concrete = 79.60 PCF
Buoyant with safety factor applied = 69.22 PCF

Amount of water displaced by Riser Structure =_>
Displacement by concrete = 101.780 CF
Displacement by open air in riser = 190.000 CF
Displacement by trash rack = 44.340 CF
Total water displaced by riser/barrel structure = 336.120 CF
Weight of water displaced = 20974 lbs
Calculate amount of concrete to be added to riser =_>
Therefore, must add = 139.665 CF of concrete
Standard based described above = 24.000 CF of concrete
Therefore, base design must have = 163.665 CF of concrete
1 OF 2
TRYON VILLAGE COMMERCIAL SITE
MDL-05000
Calculate size of base for riser assembly =_>
Length = 9.000 feet
Width = 9.000 feet
Thickness = 27.0 inches
Concrete Present = 182.250 CF OK
Check validity of base as designed =_>
Total Water Displaced = 494.370 CF
Total Concrete Present = 260.030 CF
Total Water Displaced = 30849 lbs
Total Concrete Present = 36924 lbs
Actual safety factor = 1.20 OK
Results of design =>
B.R. FINCH, PE
11/17/2005
Base length = 9.00 feet
Base width = 9.00 feet
Base Thickness = 27.00 inches
CY of concrete total in base = 6.75 CY
Concrete unit weight in added base >= 142 PCF
2OF2
HIGHLAND CREEK
CTX-04020
NRCD Land Quality Section
Pipe Design
Entering the following values will provide you with
the expected outlet velocity and depth of flow in a
pipe, assuming the Mannings roughness number is
constant over the entire length of the pipe.
flow Q10 in cfs : 82.673 Flow depth (ft) = 3.00
slope S in % : 1.11% Outlet velocity (fps) = 11.696
pipe diameter D in in.: 36
Manning number n : 0.013
NRCD Land Quality Section
NYDOT Dissipator Design Results
Pipe diameter (ft) 3.0
Outlet velocity (fps) 11.70
Apron length (ft) 24.00
B.R. FINCH, PE
11/17/05
AVG DIAM STONE THICKNESS
(inches) CLASS (inches)
3 A 9
6 B 22
»13 B or 1 22«
23 2 27
CALCULATION:
Minimum TW Conditions: W = Do + La
= 3'+ 24'
= 27.00 ft
CONCLUSION:
USE NCDOT CLASS `B' RIP RAP
241L x 27'W x 22" THK
TRYON VILLAGE SWMF - 36" RCP B.R. FINCH, PE
COMMERCIAL SITE 11/17/2005
MDL-05000
Anti-Seep Collar Design Sheet
This sheet will, given the barrel length of interest and minimum seep collar
projection from the barrel, determine the number of anti-seep collars to place
along the barrel section, and the expected spacing of the collars.
Design Requirements ==>
Anti-seep collars shall increase the flow path along the barrel by 15%.
Anti-seep collars shall be spaced a maximum of 14X the minimum collar projection
or 25 feet, whichever is less.
Anti-Seep Collar Design ==>
Flow Length Min. Calc'd # Max. # of Use
Pond along barrel Projection of collars Spacing collars to Spacing Spacing
ID (feet) (feet) required (feet) use (feet) OK?
36" RCP 60.0 2.26 1.99 25.00 2.00 20 YES
Note : If spacing to use is greater than the maximum spacing, add collars until the
spacing to use is equal to or less than the maximum spacing allowable for the collar
design. Anti-seep collars shall be used under the structural fill portions of all berms/dams
unless an approved drainage diaphragm is present at the downstream end of the barrel.
TRYON VILLAGE SWMF - 12" RCP B.R. FINCH, PE
COMMERCIAL SITE 11/17/2005
MDL-05000
Anti-Seep Collar Design Sheet
This sheet will, given the barrel length of interest and minimum seep collar
projection from the barrel, determine the number of anti-seep collars to place
along the barrel section, and the expected spacing of the collars.
Design Requirements =>
Anti-seep collars shall increase the flow path along the barrel by 15%.
Anti-seep collars shall be spaced a maximum of 14X the minimum collar projection
or 25 feet, whichever is less.
Anti-Seep Collar Design =_>
Flow Length Min. Calc'd # Max. # of Use.
Pond along barrel Projection of collars Spacing collars to Spacing Spacing
ID (feet) (feet) required (feet) Use (feet) OK?
12" RCP 60.0 2.26 1.99 25 2.00 20 YES
Note: If'spacing to use is greater than the maximum spacing, add collars until the
spacing to use is equal to or less than the maximum spacing allowable for the collar
design. Anti-seep collars shall be used under the structural fill portions of all berms/dams
unless an approved drainage diaphragm is present at the downstream end of the barrel.
6
©1991 Wilson Jones Company
IL WIIFOnJqnesE Quick Reference Index System
6
100-YEAR STORM EVENT ROUTING
TRYON VILLAGE COMMERCIAL SITE
MDL-05000
TRYON VILLAGE COhMhjfafdTIManagement Facility 100-Year Routing From Top of Riser B.R. FINCH, PE
MDL-05000 11/16/2005
Stage-Stora>_e Function
Project Name: Tryon Village Commercial Site
Designer: B.R. Finch, PE
Job Number: MDL-05000
Date: 11/16/2005
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)

_
428.00 0.00 40923
430.00 2.00 43565 42244 84488 84488 2.00
_
432.00 4.00 46259 44912 89824 174312 3.98
434.00 6.00 48972 47616 95231 269543 6.02

Storage vs. Stage
300000
250000 y = 40594x'-054e
200000 RZ = 0.9999
U
150000
?o
0
N 100000
50000
0
0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00
Stage (feet)
Ks = 40.594
b = 1.0548
1 OF 1
TRYON VILLAGE COMMERCIAL SITE Stormwater Management Facility B.R. FINCH, PE
MDL-05000 100-Year Routing From Top of Riser 11/16/2005
Stage - Storage Function
Ks = 40594
b = 1.0548
Zo = 428.00
Elevation Storage _
[feet] [cf] [acre-feet] with Water @ Riser Crest EL. [acre-feet]
428.00 0 0.000 -
428.20 7433 0.171
428.40
.... ...... ...... _.................

428.60 15442
.... ......_......._.......... .._.........

23684 0.355
.._.......... ...... _......... _..._

0.544 -

_._,..,_._.......
............ ..._.....-..........._.... ...................... ... ..__.._._..._._..... .... .......
-
_
428.80 ? 32081 0.736
429.00 _ 40594 0.932
429.20
........... ..... _..... _............... _

429.40 49202
_.......

57889 1.130
__----- .___....__.

1.329 -

_.__...._.__._..____.___._...__._
.........
-
W 429.60 66645 1.530 -
429.80 75461 1.732 -
430.00 84331 1.936
430.20 93250 2.141
430.40 102214 2.347 -
430.60 111218 2.553 0.000
430.80
_........
......_......._.__.......__
431.00 120261

129339 2.761

2.969 _ 0.208

0.416
431.20 138450 3.178 0.625
431.40 147593 3.388 0.835
431.60
._.......__..... ........ .._....
431.80 156765
....._........ __........ _
165965_ 3.599
.... .... -..__........_...-....
3.810 1.046
_.._................ _ .................._....____......... _... _.._.... __.-_m____._.._.__.__..
1.257
_.__........_
???432.00 _
175192 4.022 1.469
432.20 184444 4.234 1.681
432.40
432.60 193721
203020 4.447
4.661 1.894
2.107
432.80 212342 4.875 _
2.321
433.00 221685 5.089 2.536
433.20
.............. _........_......_.._.._.

433.40 231048
.._...._..._...__._....____

240431 5.304
.....__.... _._.___.._......._

5.520 2.751

._.._____.___.._..._.__..._____.._..
......_.__.__........ _._..._....__..._.........
2.966
433.60 249833 5.735 3.182
w
433.80 259254 5.952 µ 3.398
?
434.00 268693 6.168 T
3.615
I OF I
Type.... Composite Rating Curve
Name.... 100-yr
Page 1.09
File.... X:\Projects\MDL\MDL-05000\Storm\Design Files\PONDI.PPW
Title... Project Date: 5/3/2004
Project Engineer: John R. McAdams
Project Title: Watershed
Project Comments: IDD-q -
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q
Elev. Q
ft cfs
--------
430.60 -------
.00
430.80 5.37
431.00 15.18
431.20 27.89
431.40 42.93
431.60 60.00
431.80 78.87
432.00 93.79
432.20 95.12
432.40 96.43
432.60 97.72
432.80 98.99
433.00 100.26
433.20 101.51
433.40 102.73
433.60 103.95
433.80 105.14
434.00 106.33
Notes
------ -- Converge -------------------------
TW El ev Error
ft +/-ft Contributing Structures
------
Free -- -----
Outfall --------------------------
(no Q: RI,BA)
Free Outfall RIBA
Free Outfall RIBA
Free Outfall RIBA
Free Outfall RIBA
Free Outfall RIBA
Free Outfall RIBA
Free Outfall RIBA
Free Outfall RIBA
Free Outfall RIBA
Free Outfall RIBA
Free Outfall RI,BA
Free Outfall RIBA
Free Outfall RI,BA
Free Outfall RIBA
Free Outfall RIBA
Free Outfall RI,BA
Free Outfall RIBA

SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 3:21 PM Date: 11/17/2005
HMS * Summary of Results
Project MDL-05000 Run Name : Post - Q100
Start of Run 14Nov05 0100 Basin Model Post - 100
End of Run 15Nov05 0100 Met. Model Q100
Execution Time : 17Nov05 1609 Control Specs 1-min dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
To Pond 222.27 14 Nov 05 1304 14.471 0.040
Wet Pond 101.27 14 Nov 05 1313 14.408 0.040
Bypass 43.752 14 Nov 05 1305 2.6580 0.014
Subbasin #1 141.40 14 Nov 05 1305 17.066 0.053
HMS * Summary of Results for Wet Pond
Project : MDL-05000 Run Name : Post - Q100
Start of Run 14Nov05 0100 Basin Model Post - 100
End of Run 15Nov05 0100 Met. Model Q100
Execution Time 17Nov05 1609 Control Specs 1-min dT
Computed Results
Peak Inflow 222.27 (cfs) Date/Time of Peak Inflow 14 Nov 05 1304
Peak Outflow 101.27 (cfs) Date/Time of Peak Outflow 14 Nov 05 1313
Total Inflow 6.80 (in) Peak Storage 2.7092(ac-ft)
Total Outflow 6.77 (in) Peak Elevation 433.16(ft)
M WllsonJoness Quick Reference Index System ©1991 Wilson Jones Company
7
7
NITROGEN EXPORT CALCULATIONS
TRYON VILLAGE COMMERCIAL SITE
MDL-05000
IMPERVIOUS AREA TO
POND = 17.65-ac
POND BYPASS
IMPERVIOUS AREA =
1.07-ac
FUTURE OFFICE
PARCEL IMPERVIOUS
AREA = 0.95-ac
*FUTURE COMMERCIAL
DEVELOPMENT (ACROSS N-S
CONNECTOR ROAD)
IMPERVIOUS AREA = 2.49-ac

*NOTE: FUTUP' MERCIAL DEVELOPMENT AREA TOTAL = 3.55-ac AND WAS
ASSUMED TO IMPERVIOUS
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TRYON VILLAGE Summary J.C. SPICER, El
COMMERCIAL SITE 11/17/2005
MDL-05000
SUMMARY OF TOTAL NITROGEN EXPORT
Total TN Export To SWMF = 16.03 Ibs/ac/yr
Total Area To SWMF = 23.81 acres
Total TN Export To SWMF = 381.57 Ibs/yr
Wet Pond Nitrogen Removal Efficiency = 25%
Total TN Export After SWMF (After Removal) = 286.18 Ibs/yr
Buffer Segment #1 Nitrogen Removal Efficiency = 30%
Total TN Export After Buffer #1 (After Removal) = 200.33 Ibs/yr
Total TN Export Bypass = 3.66 Ibs/ac/yr
Total Area Bypass = 8.71 acres
Total TN Export From Bypass = 31.85 Ibs/yr
Total Nitrogen Export = 232.18 Ibs/yr
Total Site Area = 32.52 acres
TN Export (From Site = 7.14 Ibs/ac/yr
Buydown Payment = $30,697.49
TR -t-AGE Pre --,,ment J-I I --R, EI
CMCIAL SITE i 1 / 17/2005
MDL-05000
METHOD 2:
Quantifying TN Export from Residentail /Industrial / Commercial Developments when Footprints of all Impervious Surfaces are shown.
STEP l: Determine the area for each type of land use and enter in Column (2).
STEP 2: Total the areas for each type of land use and enter at the bottom of Column (2).
STEP 3: Multiply the areas in Column (2) by the TN export coefficients in Column (3) and enter in Column (4).
STEP 4: Total the TN exports for each type of land use and enter at the bottom of Column (4).
STEP 5: Determine the export coefficient for the site by dividing the total TN export from uses at the bottom of Column (4) by the total
area at the bottom of Column (2).
(1) (2) (3) (4)
Type of Land Cover Area TN export coeff. TN export from use
[acres] (lbs/ac/yr) (lbs/yr)
Permanently protected undisturbed 32.52 0.6 19.51
open space (forest, unmown meadow)
Permanently protected managed 0.00 1.2 0.0
open space (grass, landscaping, etc.)
Impervious surfaces (roads, parking
lots, driveways, roofs, paved storage 0.00 21.2 0.0
areas, etc.)
TOTAL I 32.52 --- 1 19.51
Total TN Export = 0.6 lbs/ac/yr
% impervious = 0.0%
TR = -,.,AGE Post--,..r,ment J. _ c, EI
COMMERCIAL SITE 7/2005
MDL-05000
METHOD 2:
Quantifying TN Export from Residentail /Industrial / Commercial Developments when Footprints of all Impervious Surfaces are shown.
STEP 1: Determine the area for each type of land use and enter in Column (2).
STEP 2: Total the areas for each type of land use and enter at the bottom of Column (2).
STEP 3: Multiply the areas in Column (2) by the TN export coefficients in Column (3) and enter in Column (4).
STEP 4: Total the 7N exports for each type of land use and enter at the bottom of Column (4).
STEP 5: Determine the export coefficient for the site by dividing the total 7N export from uses at the bottom of Column (4) by the total
area at the bottom of Column (2).
(1) (2) (3) (4)
Type of Land Cover Area TN export coeff. TN export from use
[acres] (lbs/ac/yr) (lbs/yr)
Permanently protected undisturbed 0.00 0.6 0
open space (forest, unmown meadow)
Permanently protected managed 13.80 1.2 16.6
open space (grass, landscaping, etc.)
Impervious surfaces (roads, parking
lots, driveways, roofs, paved storage 18.72 21.2 396.9
areas, etc)
TOTAL 32.52 --- 413.42
Total TN Export = 12.7 lbs/ac/yr
% impervious = 57.6%
T -._,AGE El
C CIAL SITE TIT17/2005
MDL-05000
METHOD 2:
Quantifying TNExport from Residentail I Industrial I Commercial Developments when Footprints of all Impervious Surfaces are shown.
STEP 1: Determine the area for each type of land use and enter in Column (2).
STEP 2: Total the areas for each type of land use and enter at the bottom of Column (2).
STEP 3: Multiply the areas in Column (2) by the TN export coefficients in Column (3) and enter in Column (4).
STEP 4: Total the TN exports for each type of land use and enter at the bottom of Column (4).
STEP 5: Determine the export coefficient for the site by dividing the total TN export from uses at the bottom of Column (4) by the total
area at the bottom of Column (2).
(1) (2) (3) 1 (4)
Type of Land Cover Area TN export coeff. TN export from use
[acres] (lbs/ac/yr) (lbs/yr)
Permanently protected undisturbed 0.00 0.6 0
open space (forest, unmown meadow)
Permanently protected managed 6.16 1.2 7.4
Impervious surfaces (roads, parking
lots, driveways, roofs, paved storage 17.65 21.2 374.2
areas, etc)
TOTAL 23.81 --- 381.57
Total TN Export = 16.0 lbs/ac/yr
% impervious = 74.1%
T?1111?_._,..AGE J t--, El
CGIVIlVI?RCIAL SITE 11/17/2005
MDL-05000
METHOD 2:
Quantifying TNExport from Residentail I Industrial I Commercial Developments when Footprints of all Impervious Surfaces are shown.
STEP 1: Determine the area for each type of land use and enter in Column (2).
STEP 2: Total the areas for each type of land use and enter at the bottom of Column (2).
STEP 3: Multiply the areas in Column (2) by the TN export coefficients in Column (3) and enter in Column (4).
STEP 4: Total the TN exports for each type of land use and enter at the bottom of Column (4).
STEP 5: Determine the export coefficient for the site by dividing the total 7N export from uses at the bottom of Column (4) by the total
area at the bottom of Column (2).
(1) (2) (3) (4)
Type of Land Cover Area TN export coeff. TN export from use
[acres] (lbs/ac/yr) (lbs/yr)
Permanently protected undisturbed 0.00 0.6 0
open space (forest, unmown meadow)
Permanently protected managed 7.64 1.2 9.2
open space (grass, landscaping, etc.)
Impervious surfaces (roads, parking
lots, driveways, roofs, paved storage 1.07 21.2 22.7
areas, etc)
TOTAL 1 8.71 1 --- 31.85
Total TN Export = 3.7 lbs/ac/yr
% impervious = 12.3%
OO? WA
o?T ?G
r
?
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
November 7, 2005
Midland Tryon, LLC
Attn: Jeffrey Vittert
4601 Creekstone Drive
Durham, NC 27703
Subject Property: Tryon Village
UT to Speight Branch [27-43-3.5, WS-III NSW]
Alan W. Klimek, P.E. Director
Division of Water Quality
DWQ EXP # 05-1837
Wake County
Approval of 401 Water Quality Certification and Authorization Certificate per the Neuse
River Buffer Protection Rules (15A NCAC 2B .0233) with Additional Conditions-EXPRESS
REVIEW PROGRAM
Dear Mr. Vittert:
You have our approval, in accordance with the attached conditions and those listed below, to
place fill within or otherwise impact 120 linear feet of streams (plus 40 linear feet of temporary
impacts to streams); 0.462 acres of wetlands; 14,750 square feet Zone 1; and 12,299 square feet
Zone 2 (total of 27,049 ft2) of protected riparian buffers to construct the Tryon Village project, as
described within your application dated October 11, 2005 and received by the N.C. Division of
Water Quality (the "Division") on October 11, 2005 and additional information received on
November 7, 2005, are covered under General Water Quality Certification Numbers3374
(GC3374) and 3404 (GC3404). This General Certification allows you to use Nationwide Permits
12 and 14 when issued by the US Army Corps of Engineers (USACE). This letter shall also act
as your approved Authorization Certificate for impacts to the protected riparian buffers per 15A
NCAC 2B .0233. In addition, you should obtain or otherwise comply with any other required
federal, state or local permits before you go ahead with your project including (but not limited
to) Erosion and Sediment Control and Non-discharge regulations. Finally, this approval to
proceed with your proposed impacts or to conduct impacts to waters as depicted in your
application shall expire upon expiration of the §404 Permit.
This approval is for the purpose and design that you described in your application. If you change
your project, you must notify us and you maybe required to send us a new application. If the
property is sold, the new owner must be given a copy of this Certification and approval letter and
is thereby responsible for complying with all conditions. If total fills for this project (now or in
the future) exceed one acre of wetland or 150 linear feet of stream, compensatory mitigation may
be required as described in 15A NCAC 2H .0506 (h). This approval requires you to follow the
conditions listed in the attached Water Quality Certification as well as the additional
conditions listed below.
401 Oversight/ Express Review Permitting 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/ncwetlands
None Carolina
to MAY
An Equal Opportunity/Affirmative Action Employer - 50% Recycled/l0% Post Consumer Paper
Tryon Village
Page 2 of 6
November 7, 2005
The Additional Conditions of the Certification are:
Impacts Approved
The following impacts are hereby approved as long as all of the other specific and
general conditions of this Certification are met. No other impacts are approved including
incidental impacts:
Impact Tye Amount (Units) Mitigation Reference
Stream 120 (ft) PCN form; Sheet 1
Stream 20 (ft) PCN form; Sheet 4
Stream 20 (ft) PCN form; Sheet 5
Wetland 0.004 (ac) PCN form; Sheet 1;
Wetland 0.458 (ac) PCN form; Sheet 2 & 3
Wetland 0.01 (ac) PCN form; Sheet 4
Buffer Zone 1 10,626 (ft) 31,878 (ft) PCN form; road impact sheet
Buffer Zone 1 4,124 (ft) N/A PCN form; sewer impact sheets
Buffer Zone 2 8,032 (ft 12,048 (ft) PCN form; road impact sheet
Buffer Zone 2 4,267 (ft) N/A PCN form; sewer impact sheets
Total Zone 1 14,750 31,878 ft
Total Zone 2 12,299 (ft) 12,048 (ft)
2. Compensatory Mitigation (NC EEP)
Under the requirements of this General Certification and Authorization Certificate (15A
NCAC 2B .0242), you are required to mitigate for impacts to protected riparian buffers.
The restoration component of your mitigation plan was proposed within your application
materials as described in the table below. We understand that you wish to make a
payment to the NC Ecosystem Enhancement Program (EEP) to meet this mitigation
requirement. The attached impact and mitigation summary may be used to make
payment to the EEP. The check should be made payable to: DENR - Ecosystem
Enhancement Program Office. The EEP should be contacted at [phone] if you
have any questions concerning payment into a restoration fund. For accounting
purposes, the following compensatory mitigation may be requested of the Wetland
and Buffer Restoration Funds to meet the conditions of the 404 Permit at the
discretion of the U.S. Army Corps of Engineers:
Credits purchased from EEP River + Sub-basin No.
Stream 221 (ft) Neuse 0302020201
Wetland 0.46 (ac) Neuse 0302020201
Buffer Zone 1 10,626 ft. Neuse 0302020201
Buffer Zone 2 8,032 ft. Neuse 0302020201
Until the EEP receives and clears your check, no impacts specified in this Water Quality
Certification and Authorization Certificate shall occur. You have one (1) month from the
date of this approval to make this payment.
Tryon Village
Page 3 of 6
November 7, 2005
3. Erosion & Sediment Control Practices
Erosion and sediment control practices must be in full compliance with all specifications
governing the proper design, installation and operation and maintenance of such Best
Management Practices in order to protect surface waters standards:
a. The erosion and sediment control measures for the project must be designed,
installed, operated, and maintained in accordance with the most recent version of
the North Carolina Sediment and Erosion Control Planning and Design
Manual.
b. The design, installation, operation, and maintenance of the sediment and erosion
control measures must be such that they equal, or exceed, the requirements
specified in the most recent version of the North Carolina Sediment and Erosion
Control Manual. The devices shall be maintained on all construction sites,
borrow sites, and waste pile (spoil) projects, including contractor-owned or
leased borrow pits associated with the project.
c. For borrow pit sites, the erosion and sediment control measures must be
designed, installed, operated, and maintained in accordance with the most recent
version of the North Carolina Surface Mining Manual.
d. The reclamation measures and implementation must comply with the
reclamation in accordance with the requirements of the Sedimentation Pollution
Control Act.
4. Protective Fencing
The outside wetland or water boundary and along the construction corridor within these
boundaries approved under this authorization shall be clearly marked with orange
warning fencing (or similar high visibility material) for the areas that have been approved
to infringe within the wetland or water prior to any land disturbing activities to ensure
compliance with GC 3402.
5. Diffuse Flow Measures
All stormwater runoff on this project shall be directed as diffuse flow at non-erosive
velocities through the protected stream buffers and will not re-concentrate before
discharging into the stream as identified within 15A NCAC 2B .0233(5).
In an effort to comply with the diffuse flow provision of the Buffer Rule [15A NCAC
02B .0233(5)], you have provided the Division with level spreader designs submitted
with the PCN Application dated October 11, 2005. The Division believes that if
implemented, as per these plans, diffuse flow will be achieved. However, if diffuse flow
as per 15A NCAC 02B .0233(5) is not achieved, then the Division shall be notified and
corrective actions to restore diffuse flow shall be taken if necessary to impede the
formation of erosion gullies. At no time shall stormwater from the proposed
development, be piped directly through the buffer without prior written authorization from
the Division.
The structural stormwater practices as approved by this Office as well as drainage
patterns must be maintained in perpetuity. No changes to the structural stormwater
Tryon Village
Page 4 of 6
November 7, 2005
practices shall be made without written authorization from the Division of Water Quality.
Stormwater easements shall be recorded for a distance of at least 10 feet on each side of
all stormwater conveyances and on all lots containing these structures including future
access for maintenance. The stormwater 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.
6 Construction Stormwater Permit NCG010000
Upon the approval of an Erosion and Sedimentation Control Plan issued by the Division
of Land Resources (DLR) or a DLR delegated local erosion and sedimentation control
program, an NPDES General stormwater permit (NCGO10000) administered by DWQ is
automatically issued to the project. This General Permit allows stormwater to be
discharged during land disturbing construction activities as stipulated by conditions in the
permit. If your project is covered by this permit [applicable to construction projects that
disturb one (1) or more acres], full compliance with permit conditions including the
sedimentation control plan, self-monitoring, record keeping and reporting requirements
are required. A copy of this permit and monitoring report forms may be found at
http://h2o.enr.state.ne.uslsu/Forms Documents.htm.
7. Written Stormwater Management Plans
A final, written stormwater management plan (including a signed and notarized
Operation and Maintenance Agreement) shall be submitted to the 401 Oversight and
Express Permitting Unit (2321 Crabtree Blvd., Suite 250, Raleigh, NC, 27604). The
stormwater management plans for each phase of the Tryon Village development project
shall be approved in writing by this Office within the Division before the impacts
specified in this Certification occur per Condition No. 6 in GC No. 3404.
Tryon Village Apartments: This portion of the Tryon Village project has been reviewed
and approved by DWQ.
Shopping Center on south side of Feature A (formerly tracts 2 and 8): Site plans will be
submitted on November 18, 2005 to the Town of Cary. Stormwater management plans
shall be submitted to DWQ within 60 days of the submittal to Town of Cary.
Town Home Parcel (tract 3): Site plans will be submitted within the next year.
Stormwater management plans shall be submitted to DWQ within 60 days of the
submittal to Town of Cary.
You have the option of using the Express Review Program for expedited approval of
these plans. If you propose to use the Express Review Program, remember to include the
appropriate fee with the plan. The stormwater management plan must include plans,
specifications, and worksheets for stormwater management facilities that are appropriate
for the surface water classification and designed to remove at least 85% TSS according to
the NC DENR Stormwater Best Management Practices Manual. These facilities must be
designed to treat the runoff from the entire project, unless otherwise explicitly approved
by the Division of Water Quality. Also, before any permanent building is occupied at the
Tryon Village
Page 5 of 6
November 7, 2005
subject sites, the facilities (as approved by this Office within the Division) shall be
constructed and operational, and the stormwater management plan (as approved by this
Office) shall be implemented. The structural stormwater practices as approved by this
Office as well as drainage patterns must be maintained in perpetuity. No changes to the
structural stormwater practices shall be made without written authorization from the
Division of Water Quality.
8. No Waste, Spoil, Solids, or Fill of Any Kind
No waste, spoil, solids, or fill of any kind shall occur in wetlands, waters, or riparian areas
beyond the footprint of the impacts depicted in the Pre-Construction Notification. All
construction activities, including the design, installation, operation, and maintenance of
sediment and erosion control Best Management Practices, shall be performed so that no
violations of state water quality standards, statutes, or rules occur.
9. No Sediment & Erosion Control Measures w/n Wetlands or Waters
Sediment and erosion control measures shall not be placed in wetlands or waters to the
maximum extent practicable. If placement of sediment and erosion control devices in
wetlands and waters is unavoidable, they shall be removed and the natural grade restored
within two (2) months of the date that the Division of Land Resources has released the
project.
10. Deed Notifications
Deed notifications or similar mechanisms shall be placed on all retained jurisdictional
wetlands, waters and protective buffers in order to assure compliance for future wetland,
water and buffer impact. These mechanisms shall be put in place prior to impacting any
wetlands, waters and/or buffers approved for impact under this Certification Approval
and Authorization Certificate. A sample deed notification can be downloaded from the
401/Wetlands Unit website at: http://h2o.enr.state.nc.us/ncwetlands. The text of the
sample deed notification may be modified as appropriate to suit to this project.
11. Water Quality Certification(s)
The proposed project must comply with all the conditions of general Water Quality
Certification (GC) 3374 and 3404.
12. Certificate of Completion
Upon completion of all work approved within the 401 Water Quality Certification or
applicable Buffer Rules, and any subsequent modifications, the applicant is required to
return the attached Certificate of Completion to the 401 /Wetlands Unit, North Carolina
Division of Water Quality, 1650 Mail Service Center, Raleigh, NC, 27699-1650.
10. Notification of Construction
The applicant and/or authorized agent shall contact the DWQ Express Review Program in
writing at the letterhead address within 10 days of the commencement of construction.
Tryon Village
Page 6 of 6
November 7, 2005
Violations of any Condition herein set forth may result in revocation of this Certification and
may result in criminal and/or civil penalties. The authorization to proceed with your proposed
impacts or to conduct impacts to waters as depicted in your application, and as authorized by this
Certification, shall expire upon expiration of the 404 Permit.
If you do not accept any of the conditions of this Certification (associated with the approved
wetland or stream impacts), you may ask for an adjudicatory hearing. You must act within 60
days of the date that you receive this letter. To ask for a hearing, send a written petition, which
conforms to Chapter 150B of the North Carolina General Statutes to the Office of Administrative
Hearings, 6714 Mail Service Center, Raleigh, N.C. 27699-6714. This Certification and its
conditions are final and binding unless you ask for a hearing.
Any disputes over determinations regarding this Authorization Certificate (associated with the
approved buffer impacts) shall be referred in writing to the Director for a decision. The
Director's decision is subject to review as provided in Articles 3 and 4 of G.S. 150B.
This letter completes the review of the Division of Water Quality under §401 of the Clean Water
Act. If you have any questions, please telephone Cyndi Karoly at 919-733-9721 or Cynthia F.
Van Der Wiele at 919-715-3473 in the Central Office in Raleigh.
7ely ',
Alan W. Klimek, P.E., Director
AWK/cbk/cvdw
Enclosures: GC 3374
GC 3404
Certificate of Completion
NCEEP Notification
cc: USACE Raleigh Regulatory Field Office
DWQ Raleigh Regional Office
DLR Raleigh Regional Office
NCEEP
File Copy
Central Files
Kevin Yates, John R. McAdams Co., Inc., PO Box 14005, RTP, NC 27709
Bob Benfield, Planning Department, Town of Cary, PO Box 8005, Cary, NC 27512-8005
Filename: 051837TryonVillage (Wake)EXP+401NBR EEP
low
A? AM ?A
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Michael F. Easley, Governor William G. Ross, Jr., Secretary
Alan W. Klimek, P.E., Director
North Carolina Division of Water Quality
401 Water Quality Certification and Neuse Buffer Authorization
Summary of Permitted Impacts and Mitigation Requirements
In accordance with 15A NCAC 211.0500, Midland Tryon, LLC has permission as outlined below to
impact permanently 120 linear feet of streams (plus an additional temporary impact of 40 linear feet);
0.462 acres of wetlands and 27,049 square feet of protected riparian buffer for the purpose(s) of
constructing the proposed Tryon Village mixed use development project in Wake County. All activities
associated with these authorized impacts must be conducted with the conditions listed in the attached
transmittal letter. THIS CERTIFICATION AND BUFFER AUTHORIZATION IS NOT VALID
WITHOUT THE ATTACHMENTS.
COMPENSATORY MITIGATION REQUIREMENTS-NC ECOSYSTEM ENHANCEMENT
PROGRAM (NC EEP)
DWQ Project No: EXP 05-1837
LOCATION: Tryon Village
COUNTY Wake
BASIN/ SUB BASIN/ INDEX 03-04-02/ {27-43-3.5]
As required by 15A NCAC 2H.0500, and the conditions of this Certification and Neuse Buffer
Authorization, you are required to compensate for the above impacts through the restoration, creation,
enhancement or preservation of surface waters and riparian buffers as outlined below prior to conducting
any activities that impact or degrade the waters of the state.
Note: Acreage requirements proposed to be mitigated through the Ecosystem Enhancement
Program must be rounded to one-quarter acre increments; linear foot requirements must be
rounded up to the nearest foot according to 15A NCAC 2R.0503(b).
Impacts:
120 linear feet of streams
0.462 acres of wetlands
27,049 square feet of riparian buffer
Mitigation:
43,926 square feet of riparian buffer
One of the options you have available to satisfy the compensatory mitigation requirement is through the
payment of a fee to the NC EEP per 15A NCAC 2R.0503. If you choose this option, please sign this
form and mail it to the Ecosystem Enhancement Program at the address below. An invoice for the
appropriate amount of payment will be sent to you upon receipt of this form. PLEASE NOTE, THE
ABOVE IMPACTS ARE NOT AUTHORIZED UNTIL YOU RECEIVE NOTIFICATION THAT
YOUR PAYMENT HAS BEEN PROCESSED BY THE ECOSYTEM ENHANCMENT PROGRAM.
Signature:
Date:
ECOSYSTEM ENHANCEMENT PROGRAM
1619 Mail Service Center
RALEIGH, N.C. 27669-1619
401 Wetlands Cert'rfication Unit
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] / FAX [phone] / Internet: htta://h2o.enr.state.nc.us/ncwetiands
An Equal Opportunity/Affirmative Action Employer-50% Recycled/10% Post Consumer Paper
NorthCarohna
;Vatmrally
oS -1?So
TIE JOHN R. McADAMS COMPANY, INC.
LETTER OF TRANSMITTAL
To: NC Division of Water Quality
Attn: Ms. Cyndi Karoli
2321 Crabtree Blvd.
Raleigh, North Carolina 27609
Re: Tryon Village
I am sending you the following item(s):
COPIES DATE NO. DESCRIPTION
1 Response to Comment Letter
1 DWQ Buffer Letter & Ma
1 U dated PNC
1 Set Impact Ma Key & Inset Sheets 1-5

These are transmitted as checked below:
? As requested
? For approval
? For review and comment
Remarks:
Date: September 21, 2005
** HAND DELIVER **
Job No.: MDL-03010
® For your use o L ko p
D
? 2005
U1-NR - WETLANDS AND STTER QUALITY
ORMWATER BRANCH
Copy to
Michael Horan
Signe
J. I dTin Yates ` -"
Sr. Environmental/Wetl
Scientist
FOR INTERNAL USE ONLY
® Copy Letter of Transmittal Only to File
? Copy Entire Document to File
CIVIL ENGINEERING • LAND PLANNING • SURVEYING
PO Box 14005 • Research Triangle Park, NC 27709 • [phone] • fax [phone]
Since 1979
THE JOHN R. McADAMS COMPANY, INC.
fly- i28o
September 21, 2005
NC Division of Water Quality
401 Wetlands Unit
Attn: Ms. Cyndi Karoli
1650 Mail Service Center
Raleigh, North Carolina 27699
Re: GC 3374, GC 3404 (PCN)
Tryon Village, Cary, NC
Project No.: MDL-03010
Dear Ms. Karoli:
On behalf of Midland Tryon, LLC, we are responding to your letter dated
September 1, 2005 (DWQ # 20051280), regarding the request for additional
information for the Tryon Village 401 Division of Water Quality (DWQ)
permit application. Midland Tryon, LLC is requesting an extension of the
three-week response period to address comments 3 and 8. A meeting is set for
September 23, 2005, at the DWQ Raleigh Regional Office to address these
comments. Please reference the meeting that was held on September 14,
2005, with DWQ staff Ms. Cyndi Karoli, Ms. Debbie Edwards, and Mr. Mike
Horan to address the below the items. Please find below DWQ's comments
and the corresponding response.
Comment: 1. The DWQ stream origin letter for the Neuse River Basin
Riparian Buffers dated May 11, 2000 is missing the attached map;
this letter refers to this map as indicating the subject channels and
Research Triangle Park, NC
Post Office Box 14005 the approximate start points of the buffers. Please submit a copy
Research Triangle Park, of the referenced map to validate this letter.
North Carolina 27709
2905 Meridian Parkway
Durham, North Carolina 27713
Response: 1. Please see attached map showing buffer determination start
800-733-5646 points confirmed by DWQ on March 21, 2000. As well reference,
919-361-5000
919-361-2269 Fax
photo exhibits presented to Mike Horan and Debbie Edwards in
the meeting September 14, 2005, (photos and buffer map
charlotte, NC attached) showing section from flag El to flag T3 on the wetland
5311 Seventy-Seven Center Drive, impact map that has been buffered.
Suite 66
Charlotte, North Carolina 28217
800-733-5646
704-527-0800
704-527-2003 Fax
Comprehensive Land Development Design Services
www.johnrmcadams.com We help our clients succeed.
Since 1979
THE JOHN R. McADAMS COMPANY, INC.
Ms. Cyndi Karoli
September 21, 2005
Page Two
Comment: 2. Please correct the proposed riparian buffer impacts within section
X of the PCN application. The impact table is incorrect and the
impact maps do not match the impact table.
Response: 2. The impact table within section X is correct per the current
impacts proposed and match the impact maps (impact section of
PCN attached).
Comment: 3. This office believes that the stream impacts shown on sheet 1 can
be moved or reconfigured to minimize the impacts to the stream.
Please revise your plans to minimize the impacts.
Response: 3. The stream impacts have been reduced from 221 linear feet to
204 linear feet per impact map 1, since the initial application
submittal. A meeting is scheduled on September 23, 2005, to
discuss this north/south connector (see attached impact map 1).
Comment: 4. This office believes that the stream, wetland and buffer impacts
shown on sheets 2 & 3 can be moved or reconfigured to minimize
the impacts to the stream, wetlands and buffer. Please revise your
plans to minimize the impacts.
Response: 4. Per our meeting September 14, 2005, with NCDWQ staff, it
was agreed that the east/west road alignment coming from Walnut
Street is restricted to its current location.
Comment: 5. Riparian buffers are determined by "top of bank" and the impact
maps show only a single line to represent the stream. Please revise
the impact maps to show riparian buffers measured from the "top of
bank" not the centerline. In addition, show the location of the stream
(shown by "top of bank") and stream origin on map 2 of 9.
Response: 5. Please see the revised key map and impact maps showing the
Neuse River buffer from the top of bank, and stream origin on map
2 of 9 (now map 2 of 5, see revised key map).
Since 1979
THE JOHN R. McADAMS COMPANY, INC.
Ms. Cyndi Karoli
September 21, 2005
Page Three
Comment: 6. The amount of riparian buffer mitigation is unclear according to
the PCN application. Riparian Buffer mitigation is required for road
crossing of streams and other surface waters subject to this rule that
impact greater than 150 linear feet or one-third of an acre of riparian
buffer (sheet 1) and for road impacts other than crossings of streams
and other surface waters subject to this rule (sheet 2). The mitigation
ratio for Zone 1 is 3:1 and for Zone 2, 1.5:1. In addition, if you are
proposing a conservation easement as an option to mitigate for
riparian buffer impacts you will need to fulfill 15A NCAC 02B
.0242(8). This can be done by submitting a proposal of Donation Of
Property and meeting all requirements in 15A NCAC 02B .0242(8).
Response: 6. The riparian buffer mitigation is now clarified in the
mitigation sections VIII and X of the PCN (attached). The
conservation easement was not intended to for buffer mitigation, it
was intended for additional mitigation per the USA CE permit.
Comment: 7. Please explain why you have included Area 7 of Exhibit "A"
within the conservation area shown as preserved and the impact map
(figure 4) has this area potentially impacted?
Response: 7. Area 7 on Exhibit "A" has been withdrawn from the
conservation area, however per our September 14, 2005, area 7 is
to be impacted with road fill due to topographic constraints in this
area not a building (see attached key map).
Comment: 8. Please redesign LSW #2, to use the bypass method it is required
that a detention basin precede a level spreader. This can be done
with a type B silt basin or a plunge pool and the use of a level
spreader, not a pre-formed scour hole.
Response: 8. A meeting is scheduled on September 23, 2005, to discuss the
level spreader design.
Since 1979
THE JOHN R. McADAMS COMPANY, INC.
Ms. Cyndi Karoli
September 21, 2005
Page Four
Comment: 9. Please call Mike Horan of the Raleigh Regional Office at 919-
791-4200 to schedule a site visit.
Response: 9. Mike Horan verbally stated September 6, 2005, that he would
not need afield visit to the Tryon Village site.
The sewer and greenways have been re-aligned after the initial submittal of the
permit application. The greenway has been totally relocated on the south side
of feature A (perennial stream) and does not impact buffer zones 1 or 2 along its
route, nor will it require clearing wetlands. The sewer has been re-aligned due
to topographic constraints and now temporarily impact 0.01 acre of wetland.
The sewer easement is located within zone 2 however, per the meeting on
September 14, 2005, with DWQ staff, the sewer line has been moved out of
zone 2.
Consideration of this response is greatly appreciated. If you should have any
questions or require additional information, please do not hesitate to contact
me at [phone], ext. 271.
Sincerely,
THE JOHN R. McADAMS COMPANY, INC.
J. Kevin Yates
Senior Environmental/Wetland Scientist
Stormwater and Environmental Management Group
JKY/jky
Enclosures

Ds-2. $a
f2 @ M OW N NORTH CAROLINA DEPARTMENT OF
D L2 ENVIRONMENT AND NATURAL, REsOURCE$
`t MAY D1vISION OF WATER QUALITY
V 1? RALEIGH REGIONAL OFFICE
OF WATER QUALITY
May 11, 2000
Ms. Jennifer Burdette
S&EC,Inc.
.t# 11010 Raven Ridge Road
Raleigh, NC 27614
Subject: Neuse River Basin
Riparian Buffer Rules
NBRRO 00-111
Walnut & Tryon Site
Wake County
Dear Mr. Martin:
On March 21, 2000, I conducted a site visit of the feature involved in the above
referenced project. It was determined as a result of the site visit that the water channels
present on-the property are subject to the Neuse River Basin: Nutrient Sensitive Waters
Management Strategy; Protection and Maintenance of Existing Riparian Areas,
Administrative Code T15A:02B.0233 (NCAC 0233). The subject water channels and the
approximate start of the neuse buffers are indicated on the. attached map. The main channel
is an unnamed tributary of Speight Branch.
This office has assigned the reference number of NBRRO 00-111 to this project.
Thank you for your attention to this matter and if this Office can be of any assistance or if
you have any additional questions concerning this letter, please do not hesitate to contact
me at 571-4700 ext. 237.
Since ely,
les Brown
Environmental Specialist
cc: John Dorney, DWQ
lneusbuf,let\nbr001I Llet
-
1626 MAIL.$ERVICE CENTER. RALEIGH, NORTH CAROLINA 276991620
PHONE[phone] FAX PIP-071.4718
AN EQUAL OPPORTUNITY / ArFIRMATIVE ACTION EMPLOYER - 50% RECYCLEO/10% POST-CONSUMRR PAPER
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Sheet 1 Culvert/rip-rap 204 UT to Speight Br. 4 Perennial/mitig.
Sheet 4 Excavation/temp 20 UT to Speight Br. 3 Intermittent/mitig.
Sheet 5 Excavation/temp 20 UT to Speight Br. 4 Perennial/mitig.
Sheet 6 Greenway Span
DELETED
Sheet 7 Greenway Span
DELETED
* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: culverts and associated rip-rap,
dams (separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net loss/gain),
stabilization activities (cement wall, rip-rap, crib wall, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is
proposed, plans and profiles showing the linear footprint for both the original and relocated streams must be included.
** Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed tributary) to the nearest
downstream named stream into which it flows. USGS maps are available through the USGS at 1-800-358-9616, or online at
www.usgs.gov. Several internet sites also allow direct download and printing of USGS maps (e.g., www.Wozone.com,
www.mQquest.com, etc.).
Cumulative impacts (linear distance in feet) to all streams on site: 204 perm. (40 temp)
5. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.) below:
Open Water Impact Area of Name of Waterbod
y Type of Waterbody
Site Number Type of Impact* Impact
(if applicable) (lake, pond, estuary, sound,
indicate on ma) (acres) bay, ocean, etc.)
N/A
* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: fill, excavation, dredging,
flooding, drainage, bulkheads, etc.
6. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ? uplands ? stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.): N/A
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.
ROAD (sheets 1,23): Per our meeting September 14, 2005, with NCDWQ staff, it was agreed that the
east/west road alip-nment coming from Walnut Street is restricted to its current location. (See attached
exhibits regarding roadway justification: Attachment l: "Roadway Justification" accompanying
map titled (see fi gu re 6) "Southeast Area Plan", and (see figure 7) "Alternative Roadway Design"
Page 9 of 13
as discussed previously w/ Ms. Wade). North/South Connector: The roadway has been re-
designed since the initial application submittal to reduce impacts. The stream impacts have been
reduced from 221 linear feet to 204 linear feet per impact man 1, since the initial application submittal. A
meeting is scheduled on September 23, 2005, to discuss this north/south connector.
GREENWAY: The er?y has been totally relocated on the south side of feature A (perennial
stream) and does not impact buffer zones 1 or 2 along its route, nor will it require clearing wetlands.
SEWER (sheets 4,5): The sewer has been re-aligned due to topographic constraints and now temporarily
impacts 0.01 acre of wetland. The sewer easement is located within zone 2 however, per the meeting on
September 14, 2005, with DWQ staff, the sewer line has been moved out of zone 2. The sewer line crosses
the streams at near perpendicular angles. The sewer line will be installed by excavating, burying the
line, backfilling, and returning to grade. Proper sedimentation and erosion control methods will be
utilized during construction.
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on March 9, 2000, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCWRP concurrence shall be placed on hold as
incomplete. An applicant may also choose to review the current guidelines for stream restoration
in DWQ's Draft Technical Guide for Stream Work in North Carolina, available at
hiip://h2o.enr.state.nc.us/ncwetlands/stnng_ide.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
Page 10 of 13
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
The applicant proposes to place a deed restriction on the remaining on-site jurisdictional
streams and wetlands (minus sewer corridors), and proposes payment into the NC EEP at a
1:1 ratio to compensate for unavoidable impacts to streams. Specifically, the applicant is
proposing preservation of the remaining 3,050 linear feet of stream and 0.786 acre of
wetland. Approximately, 0.2 acre of the 0.464 acre to be impacted consist of disturbed scrub
wetland, however, if additional wetland mitigation is required then, the ap lip 'cant proposes
payment into NC EEP at a 1:1 ratio. Additionally, the applicant proposes deed restrictions
include a 50-ft buffer on both sides of feature A and a 50-ft buffer on both sides of feature C,
on the Wake County Soils map, protecting state and local buffers (see figures 1 & 2) (see
NCEEP acceptance letter attached) (see Exhibit "A" Conservation Area Exhibit).
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): 221 linear feet (revised 2041ft)
Amount of buffer mitigation requested (square feet): 52,880 square feet
Amount of Riparian wetland mitigation requested (acres): 0.464 acre
Amount of Non-riparian wetland mitigation requested (acres):
Amount of Coastal wetland mitigation requested (acres):
IX. Environmental Documentation (required by DWQ)
Does the project involve an expenditure of public (federal/state) funds or the use of public
(federal/state) land?
Yes ? No
If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No
If yes, has the document review been finalized by the State Clearinghouse? If so, please attach a
copy of the NEPA or SEPA final approval letter.
Yes ? No
X. Proposed Impacts on Riparian and Watershed Buffers (required by DWQ)
Page 11 of 13
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 )?
Yes ® No E] If you answered "yes", provide the following information:
Identify the square feet and acreage of impact to each zone of the riparian buffers. If buffer
mitigation is required calculate the required amount of mitigation by applying the buffer
multipliers.
Zone* Impact Multiplier Required
(s are feet) Mitigation

1 (road:impact sheet) 13,611 3 40,833
1(sewer:impact sheets) 4,124 N/A
N/A
2 (road:impact sheet) 8,031 1.5 12,047
2(sewer:impact sheets) 5,369 N/A
N/A
Total 30,033 52,880
Gone 1 extends out 3U teet perpendicular from near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation
of Property, Conservation Easement, Riparian Buffer Restoration / Enhancement, Preservation or
Payment into the Riparian Buffer Restoration Fund). Please attach all appropriate information as
identified within 15A NCAC 213 .0242 or .0260.
The applicant proposes payment into the NC EEP Riparian Buffer Restoration Fund. The Neuse
River Buffer impacts total 30,033 square feet, of which 21,642 square feet will require
mitigation. The NC EEP has accepted our request to participate in the "In Lieu Fee Program" to
offset these impacts.
XI. Stormwater (required by DWQ)
Page 12 of 13
P N0' MDL-03010 TRYON VILLLAGE I ATHE JOHN R. McADAMS
1+II mAmL' MDL03010-EX1 COMPANY, INC.
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EESEAWN 7E MCLE PAM NC
DATE: VAM ANDS I1VAGT MUM P.O. BOX 14005 MP 27709-4005
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ZONE 1 BUFFER IMPACT = 919 SF
ZONE 2 BUFFER IMPACT = 2,527 SF 0 ZONE 1 BUFFER
STREAM CHANNEL IMPACT = 0 SF ® ZONE 2 BUFFER
WETLANDS IMPACT #2 = 0.458 ACRES (TOTAL SHEETS 2 & 3)
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TLANDS IMPACT EXHMU THE JOHN R. McADAMS
COMPANY, INC.
WGINURS/PLNNERS/8GRVWORS
RESEARCH TRIANGLE PARE. NC
P.O. BOX 14006 MP 27709-4006
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FILENAME TRYON VILLLAGE THE JOHN R. McADAMS
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MASTER PLAN INFRASTRUCTURE ENGINEERS/PLANNERS/SURVEYORS
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DATE wET?xns BeACT FOUMI r P.O. BOX 14005 ZIP 27709-4005
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ZONE 2 BUFFER IMPACT = 1,262 SF
ZONE 3 BUFFER IMPACT = ALLOWABLE SF
STREAM CHANNEL IMPACT = 34 LF
WETLANDS IMPACT = 0 ACRES SHEET 5 OF 5
PROJECT NO. MDL-03010 TRYON VILLLAGE ATHE JOHN R. McADAMS
FILENAME: MDL03010-EX1 COMPANY, INC.
ENGINEERS/PLANNERS/SURVEYORS
d SCALE: MASTER PLAN INFRASTRUCTURE
1 =60' RESEARCH TRIANGLE PARR, NC
DATE: WETLANDS IMPACT E)aMIT P.O. BOX 14005 ZIP 27709-4005
06-23-05 [phone]
TRYON VILLAGE
MIDLAND ATLANTIC PROPERTIES
1)LAN' SUNINIARY
RETAIL DFI-WE RETAIL. OFFI(T:
I. I'IIARN1A( 12979 SF
2. REIAIL: 13,559 SF
3. RE IAILr0FFICL• (2 S10RYi -14.400 SF_ 4AK) SF
4. RETAIL: 11.100 SF
5. RETAIL 48.756 SF
6. REIAII. 13,000 SF
7. RI ']All: 19,000 SF
3, RI TAIL: 9,000 SF
9. RE1AII, 8,400 SF
10. RL']All : 8,40 SF
11. Ot;'IPARCEI,(OFF ICE/INSTITUTIONAL).5,2U0SF
12. OI' I I'AR('I.L (RI.IAIL) 5.2(R) SF
13. 0I ll'AR(FL(RI. IAII.I 2(i00{iSl
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15, ()111( 1 R i ; SI ORY) 100,000 SF
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Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
September 1, 2005
CERTIFIED MAIL: RETURN RECEIPT REQUESTED
Midland Tryon, LLC
Attn: Jefferey Vittert
4601 Creekstone Drive
Durham, NC 27703
Subject Property: Tryon Village
REQUEST FOR MORE INFORMATION
Dear Mr. Vittert:
Alan W. Klimek, P.E. Director
Division of Water Quality
DWQ Project # 20051280
Wake County
Pagel of 3
On July 11, 2005, the Division of Water Quality (DWQ) received your application dated July 11, 2005 to
impact 0.464 acres of wetlands, 261 feet of stream and 17,363 square feet (ft2) of protected riparian
buffers to construct the proposed mixed-use development. The DWQ has determined that your
application was incomplete and/or provided inaccurate information as discussed below. The DWQ will
require additional information in order to process your application to impact protected wetland, streams
and/or buffers on the subject property. Therefore, unless we receive the additional information requested
below, we will have to move toward denial of your application as required by 15A NCAC 2H .0506 and
2B .0233(8) and will place this project on hold as incomplete until we receive this additional information.
Please provide the following information so that we may continue to review your project.
Additional Information Requested:
1. The DWQ stream origin letter for the Neuse River Basin Riparian Buffers dated May 11, 2000 is
missing the attached map; this letter refers to this map as indicating the subject channels and the
approximate start points of the buffers. Please submit a copy of the referenced map to validate this
letter.
2. Please correct the proposed riparian buffer impacts within section X of the PCN application. The
impact table is incorrect and the impact maps do not match the impact table.
3. This office believes that the stream impacts shown on sheet 1 can be moved or reconfigured to
minimize the impacts to the stream. Please revise your plans to minimize the impacts.
4. This office believes that the stream, wetland and buffer impacts shown on sheets 2 & 3 can be
moved or reconfigured to minimize the impacts to the stream, wetlands and buffer. Please revise
your plans to minimize the impacts.
5. Riparian buffers are determined by "top of bank" and the impact maps show only a single line to
represent the stream. Please revise the impact maps to show riparian buffers measured from the
"top of bank" not the centerline. In addition, show the location of the stream (shown by "top of
bank") and stream origin on map 2 of 9.
One
Caro a
401 Oversight/Express Review Permitting Unitt1U'R y
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] / FAX [phone] / Internet: http://h2o.enr.state.nc.us/ncwetlands
An Equal Opportunity/Affirmative Action Employer - 50% Recycled/10% Post Consumer Paper
r.
Midland Tryon, LLC
Page 2 of 2
9/1/05
6. The amount of riparian buffer mitigation is unclear according to the PCN application. Riparian
Buffer mitigation is required for road crossing of streams and other surface waters subject to this
rule that impact greater than 150 linear feet or one-third of an acre of riparian buffer (sheet 1) and
for road impacts other than crossings of streams and other surface waters subject to this rule (sheet
2). The mitigation ratio for Zone 1 is 3:1 and for Zone 2, 1.5:1. In addition, if you are proposing a
conservation easement as an option to mitigate for riparian buffer impacts you will need to fulfill
15A NCAC 02B .0242(8). This can be done by submitting a proposal of Donation Of Property and
meeting all requirements in 15A NCAC 02B .0242(8).
7. Please explain why you have included Area 7 of Exhibit "A" within the conservation area shown as
preserved and the impact map (figure 4) has this area potentially impacted?
8. Please redesign LSW #2, to use the bypass method it is required that a detention basin precede a
level spreader. This can be done with a type B silt basin or a plunge pool and the use of a level
spreader, not a pre-formed scour hole.
9. Please call Mike Horan of the Raleigh Regional Office at 919-791-4200 to schedule a site visit.
Please respond within three weeks of the date of this letter by sending this information to me in writing
and Mike Horan of the DWQ Raleigh Regional Office. If we do not hear from you within three weeks,
we will assume that you no longer want to pursue this project and we will consider the project as
withdrawn.
This letter only addresses the application review and does not authorize any impacts to wetlands, waters
or protected buffers. Please be aware that any impacts requested within your application are not
authorized (at this time) by the DWQ. Please call Ms. Deborah Edwards at 919-733-9502 if you have any
questions regarding or would like to set up a meeting to discuss this matter.
Sincerely,
(
FW1 Cyndi Karoly, Supervisor
401 Oversight/Express Review Permitting Unit
CBK/dae
cc: Mike Horan, DWQ Raleigh Regional Office
USACE Raleigh Regulatory Field Office
File Copy
Central Files
Filename: 20051280TryonVillage(Wake)hold
DWQ # `5-1280 Tryon Village
Subject: DWQ # 05-1280 Tryon Village
From: Laurie Dennison <[e-mail]>
Date: Fri, 02 Sep 2005 07:18:09 -0400
To: [e-mail]
Please see attached the Division of Water Quality's request for more information
related to your recent application. Please note that this message is being forwarded
to you electronically so that you may expedite preparation of your response. Please
do not send your response as a reply to this e-mail or via fax. The hard copy is
being sent via US Mail. All response correspondence is to be mailed via hard copy to
the 401 Oversight and Express Permits Unit, 2321 Crabtree Blvd., Raleigh, NC, 27604
unless otherwise noted.
20051280TryonVillage(Wake)hold.doc Content-Type: application/msword
Content-Encoding: base64
1 of 1 9/2/2005 7:18 AM
Staff Report
Project Num: 20051280 Version: 1
Name: Tryon Village c/o Midland Tryon, LLC
County: Wake
Location: UT to Speight Branch
Latitude: +35°44-56"
SW Plan Location:
Owner: Tryon LLC, Midland
Contact Person: Tryon LLC, Midland Title:
Inspection Date: 08/23/2005
Reason for Inspection: Other
On-Site Representative(s):
Primary Inspector: Mike Horan
Secondary Inspector(s):
Phone:
Question Areas:
Site Visit
Inspection Summary:
Need to set up site visit with Kevin Yates. Buffer calls only good for 5 years. Stream was determined back in May of 2000 by
Charles Brown. This is a large project need to be looked in more detail.
Status: Received
Project Type: Utility
Region: Raleigh
Cary
Longitude: -78°44'48"
Phone: [phone] Ext.
Entry Time: 08:00 AM Exit Time: 08:03 AM
Inspection Type: Staff Report
Page: 1
Project Num: 20051280 Owner: Tryon LLC, Midland
Inspection Date: 08/23/2005 Inspection Type: Staff Report Reason for Visit: Other
Site Visit
Do impacts described in the application differ those seen in the field? Yes
0 No
0 NA NE
00
If yes, please describe differences:
Are the Intermittent/Perennial calls different in the application? ? 0 0 0
If yes, please describe differences, and how mitigation ratios are affected:
Are there additional impacts not described in the application? 11 0 00
If yes, please describe and quantify:
Were the impacts in place prior to the application for the 401 Certification? 0 11 0 ?
Additional conditions recommended for the Certification:
Recommended project modifications:
Is this a modification request to an existing Certification? ? 13 0 0
Are there additional stromwater conditions that should be required due to the following classifications: 13 13 No
303(d)list, Class WS, NSW, ORW, HQW
Describe:
Is this a subdivision or otherwise part of a larger project? 0000
If yes, what phase is this?
Are there prior impacts from prior phases? 0000
If yes, what are the cumulative imacts for this project?
Possible secondary impacts noted:
Comment:
Page: 2
Triage Check List
Dater ProjeEtName: 7i11011 (611k&
bS-/26o
County:
To: ? APO Kevin Barnett ? WaRO Tom Steffens and Kyle Barnes
? FRO Ken Averitte ? WiRO Noelle Lutheran
? MRO Alan Tohnson ? WSRO Daryl Latnb
";T-RRO Mike Horan
From: L.A4 roAAZA Telephone: (919)
The file attached is being forwarded dour for your evaluation.
Please call If you need tance.
? Stream length impacted
? Stream determination
? Wetland determination and distance to blue-lipe surface war= on USFW topo maps
issues
oa/avoidaace
BufferRuled(Neuse, Ter-Pamlico, Catawba, Randleman)
Pond fill
? Mitigation Ratios
? Ditching
? Are the stream and or wetland mitigation sites available and viable?
? Check drawings for accuracy
? is the application consistent with pre-application meetings?
? Cumulative impact concern e
Comments: ??a/ae t >Pu?[ lil 4
`e?T
FILE COnV
?-
R - ` D
Office Use Only: Form Version May 2002
9005 1280
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 ? Isolated Wetland Permit from DWQ
® 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) Requested:GC3374-Nw12; GC3404-Nw14
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 j9d
II. Applicant Information D
JUL 1 1 2005
1. Owner/Applicant Information
Name: Midland Tryon, LLC DENR - WATER QUALITY
Mailing Address: Attn: Jefferey Vittert 4601 Creekstone Drive
Durham NC 27703
Telephone Number: 919-941-9747 Fax Number: 919-941-9748
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: The John R. McAdams Company
Company Affiliation: Attn: Kevin Yates
Mailing Address: P.O. Box 14005
Research Triangle Park, NC 27709
Telephone Number: 919-361-5922, x 271 Fax Number: 919-361-2269
E-mail Address: [e-mail]
Page 5 of 14
III. Project Information
Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
1. Name of project: Tryon Village
2. T.I.P. Project Number or State Project Number (NCDOT Only): N/A
3. Property Identification Number (Tax PIN): 0772579245 - Pending
4. Location
County: Wake
Nearest Town: Cary
Subdivision name (include phase/lot number):
Directions to site (include road numbers, landmarks, etc.): The project site is locate in the
northwest quadrant of Walnut Street (SR 1313 and Tryon Road (SR 1009) (figures 1 and 2).
5. Site coordinates, if available (UTM or Lat/Long): 35.7490 N. -78.7467 W
(Note - If project is linear, such as a road or utility line, attach a sheet that separately lists the
coordinates for each crossing of a distinct waterbody.)
6. Property size (acres): 89.2 acres
7. Nearest body of water (stream/river/sound/ocean/lake): UT to Speight Branch
8. River Basin: Neuse - HUC 03020201
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at http://h2o.enr.state.nc.us/admin/maps/.)
9. Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application: The site is primarily forested, bisected by an unnamed
tributary to Speight Branch, with a few single-family homes on the periphery. Land use in
the vicinity is a combination of commercial (east), residential (west), and institutional
(south). *NOTE: Features D & E on the Wake County Soils Map (figure 2 are non-
jurisdictional*.
Page 6 of 14
10. Describe the overall project in detail, including the type of equipment to be used: A
preliminM concept plan was approved by the Town of Cary, in early 2005 (see figure 3)
however, it is a conceptual plan still in the design process. An existing site plan (as planned
to date is provided, but subject to change (see figure 4). The roadway design is fixed and
has been designed, as dictated by the Town of CM's East/West Roadway Collector plan,
approved September 9, 2004 (see figure 6). The roadway system, sanitary sewer, and
greenway connector are the only phase of the project with final approval from the Town of
Cary, hence they are the only phase of the project currently proposed (see figure 4).
Equipment to be used includes a trackhoe and rubber-tired backhoe for the sewer installation.
Typical road equipment will be used for the roads and erg_enway, such as front end loader,
bulldozer, and paving equipment.
11. Explain the purpose of the proposed work: The purpose of the proposed work is to provide
the infrastructure for future development of the parcel.
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.
S&EC conducted a detailed wetland delineation and Neuse River/Care buffer evaluation, in July
2004. Ms. Andrea Wade (USACE) verified this delineation, confirming features D & E on the
Wake County Soils map as non jurisdictional (see figures 1& 2). The area adjacent to Walnut
Street was re-evaluated for the presence of jurisdictional wetlands in May 2005, due to rip-rap
located within the headwater wetland adjacent to the toe of slope. An upland pocket was taken
out of the original wetland delineation due to lack of wetland criteria associated with the rip-rap
(see figure 5, attached data form, and wetland maps) (Also, see S&EC's wetland data forms
provided previously). A pre-application meeting was held with Ms. Wade on July 8, 2005 to
discuss the project constraints as they relate to permitting. A buffer verification was made by
Charles Brown of the Division of Water Quality on March 21, 2000, referenced in the attached
verification letter dated MM 11, 2000.
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
No additional required permits are expected at this time.
VI. Proposed Impacts to Waters of the United States/Waters of the State
Page 7 of 14
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.
Provide a written description of the proposed impacts: Attached is figure 4 (Impact
Map) with inset sheets 1-9 for impacts. The proposed road alignment will cross
jurisdictional waters in two areas on the property, as dictated by the collector plan (Impact 1:
Sheets 1 & 8, Impact 2: Sheets 2 & 3). The sanitary sewer will cross streams twice at near
perpendicular angles (Crossing 1: Sheet 4, Crossing 2: Sheet 6). The egr enwav (as required
by the Town of Cary) will span the main branch and the intermittent tributary/wetland
(Sheets: 6, 7, 9) and is located entirely in zone 3 (Cary's buffer zone). A few trees within the
wetland will be hand cut in order to construct the erg enwav, however the erg enway will be
bridged over emergent vegetation.
2. Individually list wetland impacts below: (See Figure 4 - Existing Layout)
Wetland Impact
Site Number
(indicate on map)
Type of Impact* Area of
Impact
(acres) Located within
100-year Floodplain**
(yes/no) Distance to
Nearest Stream
(linear feet)
Type of Wetland***
Sheet 1 & 8 Fill for Road 0.06 No 0 Floodplain shrub
Sheet 2 & 3 Fill for Road 0.458 No 165 Disturbed/Forested
Sheet 7 Greenway/clear 0.005 No 0 Emergent/Forested
Sheet 9 Greenway/clear 0.005 No 0 Emergent/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://www.fema.gov.
*** List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond,
Carolina Bay, bog, etc.) Indicate if wetland is isolated (determination of isolation to be made by USACE only).
List the total acreage (estimated) of all existing wetlands on the property: 1.26 acres
Total area of wetland impact proposed: 0.464 acre fill (0.01 acre clear)
3. Individually list all intermittent and perennial stream impacts below: (See Figure 4 - Existing
Layout)
Stream Impact Length of Average Width Perennial or
Site Number Type of Impact* Impact Stream Name** of Stream Intermittent?
(indicate on map) (linear feet) Before Impact (please specify)
Sheet 1 Culvert/rip-rap 221 UT to Speight Br. 4 Perennial/mitig.
Page 8 of 14
Sheet 4 Excavation/temp 20 UT to Speight Br. 3 Intermittent/mitig.
Sheet 6 Excavation/temp 20 UT to Speight Br. 4 Perennial/mitig.
Sheet 6 Greenway Span 0 UT to Speight Br. 3 Perennial/mitig.
Sheet 7 Greenway Span 0 UT to Speight Br. 3 Perennial/mitig.
* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: culverts and associated rip-rap,
dams (separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net loss/gain),
stabilization activities (cement wall, rip-rap, crib wall, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is
proposed, plans and profiles showing the linear footprint for both the original and relocated streams must be included.
** Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed tributary) to the nearest
downstream named stream into which it flows. USGS maps are available through the USGS at 1-800-358-9616, or online at
www.usgs.gov. Several internet sites also allow direct download and printing of USGS maps (e.g., www.topozone.com,
www.mgPquest.com, etc.).
Cumulative impacts (linear distance in feet) to all streams on site: 221 perm. (40 tgmp.)
4. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.) below:
Open Water Impact Area of Name of Waterbod
y Type of Waterbody
Site Number Type of Impact* Impact (if applicable) (lake, pond, estuary, sound,
(indicate on map) (acres) bay, ocean, etc.)
N/A
* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: fill, excavation, dredging,
flooding, drainage, bulkheads, etc.
5. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ? uplands ? stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.): N/A
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 original lavout. Dronosed town-homes imnactin2 an additional 0.10 acre of iurisdictional
wetlands on the eastern side of the tract (see figure 4 and triggering an Individual Permit,
however the annlicant has agreed to avoid this area for future development , and place this
wetland in deed restrictions.
ROAD: (See attached exhibits regarding roadway justification: Attachment 1: "Roadway
Justification" accompanying may titled (see figure 6) "Southeast Area Plan", and (see figure 77)
"Alternative Roadwu Design" as discussed previously w/ Ms. Wade).
Page 9 of 14
GREENWAY: The er enway installation, as required by the Town of Cary, was designed to
minimize impacts to waters of the U.S. and Neuse River buffer zones, while providing access.
The eenway alignment has been altered since the July 8, 2005, USACE application submittal.
The greenway runs parallel to the periphery of zone 2, and is located in the Town of Carte
buffer zone 3 along designated feature A, instead of crossing feature A as previously proposed.
The erg_enway crosses perpendicular to waters of the U.S., and crosses buffer zone's 1 and 2 at
perpendicular angles. Both eenway crossings will completely span waters of the U.S.,
although not required. The eenway will be constructed of asphalt, except in areas on sheets 6
& 7, where it will be spanned over waters of the U.S. This is an allowable use under the Neuse
River buffer rules and the Town of Cam's buffer ordinance. There is a small culvert under the
egr enway to allow for conveyance of existing wate that has s dissipater pad shown in zone 2, on
sheet 1. Additional mitigation has been requested if needed for this impact to zone 2 (see
attached additional EEP request).
SEWER (sheets 4, 6): The sanitary sewer has been located to minimize impacts to wetlands
streams, and buffers. The two stream crossings are designed to cross close to 90 degrees. The
sanitary sewer runs parallel to the periphery of zone 2, and is located in the Town of Car's
buffer zone 3 along designated feature A. However, the sanitary sewer runs parallel to the
stream in zone 2 for approximately 80' along feature C. Both crossings are close to
perpendicular in zone 1. A 20' wide maintenance corridor will be maintained in an herbaceous
stage all buffer zones 1, 2, and 3. This is an allowable use under the Neuse River buffer rules
and the Town of Cary's buffer ordinance. The sewer line will be installed by excavating,
b1g3dng the line, backfilling, and returning to grade. Proper sedimentation and erosion control
methods will be utilized during construction.
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on March 9, 2000, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
Page 10 of 14
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
htlp://h2o.enr.state.nc.us/ncwetlands/stnngide.html.
Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
The applicant proposes to place a deed restriction on the remaining on-site jurisdictional
streams and wetlands (minus the grwgy and sewer corridors), and proposes payment into
the NC EEP at a 1:1 ratio to compensate for unavoidable impacts to streams. SpecificallL
the applicant is proposing, preservation of the remaining 3,050 linear feet of stream and 0.786
acre of wetland. Approximately, 0.2 acre of the 0.464 acre to be impacted consist of
disturbed scrub wetland, however, if additional wetland mitigation is required then, the
applicant proposes payment into NC EEP at a 1:1 ratio. Additionally, the applicant proposes
deed restrictions include a 50-ft buffer on both sides of feature A and a 50-ft buffer on both
sides of feature C, on the Wake County Soils map, protecting state and local buffers (see
figures 1 & 2) (see NCEEP acceptance letter attached) (see Exhibit "A" Conservation Area
Exhibit).
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.ne.us/wrp/index.htm. If use of
the NCWRP is proposed, please check the appropriate box on page three and provide the
following information:
Amount of stream mitigation requested (linear feet): .1Jinear feet
Amount of buffer mitigation requested (square feet) 17 36 uare feet
Amount of Riparian wetland mitigation requested (ac . 0.464 acre c
Amount of Non-riparian wetland mitigation requested (acres):
Amount of Coastal wetland mitigation requested (acres):
IX. Environmental Documentation (required by DWQ)
Does the project involve an expenditure of public (federal/state) funds or the use of public
(federal/state) land?
Page 11 of 14
Yes ? No
X.
If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No
If yes, has the document review been finalized by the State Clearinghouse? If so, please attach a
copy of the NEPA or SEPA final approval letter.
Yes ? No
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 )?
Yes ® No ? If you answered "yes", provide the following information:
Identify the square feet and acreage of impact to each zone of the riparian buffers. If buffer
mitigation is required calculate the required amount of mitigation by applying the buffer
multipliers.
Impact Required
Zone (square Multiplier Mitigation
feet)
1 (road:impact sheet 1,2) 12,049 3 36,147
1(sewenimpact sheets 4,6) 2,719 N/A
I(greenway:impact sheet 7) 595 _ N/A

2 (road:impact sheet 1,2) -8-, 7 1.5 12,774
2(sewer:impact sheets 4,6) 3,516 N/A
2(greenway:impact sheet 1,7) 520 N/A
Total 17,363 48,921
* "Lone 1 extends out 30 feet perpendicular from near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
/gyp
\S\
J?
Page 12 of 14
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.
The applicant proposes payment into the NC EEP Riparian Buffer Restoration Fund (see NCEEP
acceptance letter and additional request form attached). In addition, the remaining buffers will
be placed into a "Deed Restriction" (see Exhibit "A" Conservation Area Exhibit)
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.
See attached: "Written Stormwater Management Plan Binding Agreement"
See attached: "Pre-build Out Impervious Calculations" -8.2% includes road, sidewalk,
greenway
The following options were used to provide diffuse flow into the Neuse River buffers from
surface runoff generated by the roadway: Level Spreader worksheet #1 and supporting
documents on "0-3 Scour Hole" on Impact Sheet 1" ; Level Spreader worksheet #2 and
supporting documents "0-1,0-7 Scour Hole-Level Speader" on Impact Sheet 2; **NOTE** All
other outlets will be tied into the pond collection system as parcels are developed
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.
No on-site sewer is proposed. Sewage is to be treated with an off-site municipal 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
Is this an after-the-fact permit application?
Yes ? No
XIV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).
Page 13 of 14
z
APPlican ent's Signature Fate
(Agent's signatur 's valid only if an autho 'zation letter from the applicant is provided.)
Page 14 of 14

Name: Midland Tryon, LLC
Address: 4601 Creekstone Drive, Durham, NC 27703
AGENT AUTHORIZATION FORM
All Blanks To Be Filled In By The Current Landowner
Research Triangle Park, NC
Post Office Box 14005
Research Triangle Park,
North Carolina 27709
2905 Meridian Parkway
Durham, North Carolina 27713
800-733-5646
919-361-5000
919-361-2269 Fax
Charlotte, NC
5311 Seventy-Seven Center Drive,
Suite 66
Charlotte, North Carolina 28217
800-733-5646
704-527-0800
704-527-2003 Fax
www.johnrmeadams.com
Phone: [phone]
Since /979
THE JOHN R. McADAMS COMPANY, INC.
Project Name/Description: Tryon Village
Date: 05/28/2005
U.S. Army Corps of Engineers
Raleigh Regulatory Field Office
6508 Falls of Neuse Road, suite 120
Raleigh, North Carolina 27615
Attn: Andrea Wade
Field Office: Raleigh Regulatory Field Office
Re: Wetlands Related Consulting and Permitting
To Whom It May Concern:
I, the equitable property owner, hereby designate and authorize The John R.
McAdams Company, Inc. to act in my behalf as my agent in the processing of
permit applications, to furnish upon request supplemental information in
sup ort of applications, etc. from this day forward. The 27 day of
12 veS
This notification supersedes any previous correspondence concerning the
agent for this project.
NOTICE: This authorization, for liability and professional courtesy
reasons, is valid only for government officials to enter the property when
accompanied by The John R. McAdams Company, Inc. staff. You should
call The John R. McAdams Company, Inc. to arrange a site meeting prior
to visiting the site.
Print Prol erty Owner's Name
cc: My. Cyndi Karoli
NCDENR-DWQ
2321 Crabtree Boulevard
Raleigh, NC 27604
Z25?_
6e (y O er's Signature
>9 e,,1- X- Go -
Comprehensive Land Development Design Services
We help our cliews succeed.
GENERAL NOTES TOTAL WETLAND AREA: D yo
1.) THIS IS NOT A BOUNDARY SURVEY. 55033 SQFT Lau V !.`?
2.) BOUNDARY LINES SHOWN HEREON ARE BASED ON 1.26 ACRES
D
BOOK OF MAPS 1989, PAGES 877, TOTAL LENGTH OF ALL JUL I Y ZOOS
BOOK OF MAPS 1985, PAGE 927, AND STEAM CHANNELS:
DEED BOOK 8182, PAGE 1749. 3335.37'
3.) COORDINATES SHOWN HEREON ARE BASED ON ? p ATER
NC GRID (NAD 83). STOIGNWq TV
BRW
4.) WETLAND LINES WERE DELINEATED IN THE FIELD N/r I ' H
CARY
, U.C.
BY SOIL & ENVIRONMENTAL CONSULTANTS, P.A. BELLYING '
VEST FAMILY LLC ? BOM 1999 - PG G I W3
_ _JJ
a SITE DB 8579- ` DB BM - PG 1943 P®®®®®®®®®®.? --°-I I
PG 2022 r--------- ----- 4
•, I I I I
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TRYON ROAD
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VIC
AUT TO INITY
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This certifies that this copy of this plat identifies as waters of the U.S., or 1 I f----------1
wetlands, all areas of waters of the U.S., including wetlands, regulated
pursuant to Section 404 of the Ocean Water Act as determined by the I ----------
undersigned undersigned on this date. Unless there is a change in the law, or our APPROX. PROJECT AREA I I
published regulations, this determination of Section 404 jurisdiction may be LOT 2 I 89.2 ACRES
Y THE LODGE AT CROSSROADS I I I l
relied upon for a period not to exceed five years from this date. This NIF
I
determination was made utilizing the 1987 Corps of Engineers Wetlands OxEST PROPER71ES LLC t I Q a
ROY MASHBURN JR I I
Delineation Manual. oe 900 -PPG 14a I I l_ I
I i 1---------- i I I B
I I ??
(name) 9 I
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s r --------?
(title) MCHANNEL j I a
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11 I
SEE WETLANDS
5 OF HEETB i 19 I
(date) S
? I ???- I I II I
I, Robert C. Baumgartner, a North Carolina Professipnal Land Surveyor, I ,' J j I
SEE
do hereby certify that this map was prepared und$, my supervision I MITIGATAkE p 3 SHEET I L I I
and shows the locations of Section 404 Jurisd?.ti?nal Areal es I CHANNEL OF 5
delineated by S&EC of Raleigh, NC. THE LODGE AT CROSSROADS ( I I I
OWEST PROPEERRTIES LLC & I I SEE ! I
I
ROY MASHBURN R.
?al1` 1' II fill, Robert C. Baum artner, NCPL-4531- ON 2002 - PG 1948 I I B I I I
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GRAPHIC SCALE
EXISTING CONCRETE MONUMENT - - - - J
A CALCULATED POINT 300 0 150 300 600 _ _ _ _ _ _ -
TRYON ROAD (S.R. 1009)
1 inch = 300 ft.
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8 31 2004
?DAMS
LINE TABL E
LINE LENGTH BEARING
L5 49.45' N89'52'58"W
L6 2.00' N83°43'01"E
L7 7.69' N06'1 5'28"W
L8 104.91' N05°23'51"W
L9 21.46' N04'25'56"W
L10 2.00' S85°50'24"W
Li 1 62.14' N03°41'08"W
L14 7.07' N04*12'51"W
LINE TABLE
LINE LENGTH BEARING
T8 432.46' N46'04'00"W
T9 290.64' S29°48'52"E
T10 173.46' N09'38'24"E
T11 180.13' N37'33'52"E
T16 112.24' S24°20'05"E
This certifies that this copy of this plat identifies as waters of the U.S., or
wetlands, all areas of waters of the U.S., including wetlands, regulated
pursuant to Section 4.04 of the Ocean Water Act as determined by the
undersigned on this date. Unless there is a change in the law, or our
published regulations, this determination of Section 404 jurisdiction may be
relied upon for a period not to exceed five years from this date. This
determination was made utilizing the 1987 Corps of Engineers Wetlands
Delineation Manual.
(name)
(title) 325 sqft
0.01 ac
(dote)
I, Robert C. Baumgartner, a North Carolina Professional Land Surveyor,
do hereby certify that this map was prepared and my suTervision
and shows the locations of Section 404 Jurisdi9 ' nal Aregs as
delineated by XQC1gf?fRaleigh, NC. C?f?
`S?Fp Robert C. Baum ner, _NCPICS L-4531
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1.) THIS IS NOT A BOUNDARY SURVEY.
2. BOUNDARY LINES SHOWN HEREON ARE BASED ON
BOOK OF MAPS 1989, PAGES 877,
BOOK OF MAPS 1985, PAGE 927, AND
DEED BOOK 8182, PAGE 1749.
3.) COORDINATES SHOWN HEREON ARE BASED ON
NC GRID (NAD 83).
4.) WETLAND LINES WERE DELINEATED IN THE FIELD
BY SOIL & ENVIRONMENTAL CONSULTANTS, P.A.
LEGEND
00 EXISTING IRON PIPE
0 IRON PIPE SET
? EXISTING CONCRETE MONUMENT
® CALCULATED POINT
Row Desc Northing Eastin Raw Desc Northing Eastin
14000LCH9END 727243.47 2076263.38 A32 727313.30 2076599.72
304CLChl 727247.38 2076279.18 A35 727375.82 2076661.24
A10 727105.12 2076722.01 A36 727400.56 2076659.17
All 727108.43 2076708.13 A37 727399.45 2076636.78
A12 727117.54 2076683.50 A38 727380.28 2076617.66
A13 727125.54 2076672.30 A39 727363.97 2076606.75
A14 727110.99 2076648.75 A40 727335.16 2076586.15
A15 727134.31 2076562.39 A41 727310.66 2076567.29
A16 727133.92 2076569.64 A42 727282.76 2076547.99
A17 727137.18 2076579.87 A43 727262.40 2076530.24
A18 727141.01 2076576.24 A44 727245.70 2076517.88
A19 727139.48 2076562.01 A45 727227.02 2076490.28
A21 727206.05 2076410.25 A46 727222.85 2076459.53
A22 727202.87 2076423.39 A47 727218.78 2076434.16
A23 727212.05 2076438.75 A48 727213.37 2076418.62
A24 727213.16 2076459.37 A49 TTCH 727222.01 2076393.62
A25 727211.70 2076471.21 A50TTCH 727262.99 2076231.09
A26 727211.59 2076496.84 A51 727275.47 2076252.60
A27 727223.06 2076513.06 A52 727279.15 2076249.39
A28 727232.20 2076529.80 A53TTCH 727274.55 2076219.31
A29 727262.86 2076550.75 A8 727084.95 2076731.19
A30 727275.61 2076554.98 A33 727328.61 2076637.73
A31 727288.92 2076576.74 A34 727360.07 2076655.30
A9 727093.07 2076733.76
?L5
A38 A37 A36 7315 sgft
A39 0.17 ac
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Full Desc Northing Eosting
B1OTTCH 727066.56 2076770.90
BITTCULVERT 727041.09 2076825.07
B01HCULVERT 727039.10 2076826.04
B2 727042.36 2076808.88
83 727046.49 2076794.64
84 727049.12 2076785.34
B5 727063.43 2076786.48
B6 727067.19 2076780.93
B7 727061.36 2076775.61
88 727050.45 2076777.96
69 727051.68 2076771.55
100 50 0 100 200 300 400
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A54•TTCHCL2 727257.63 2075964,70 A72 727508.24 2075897.21
A55CL2 727265.71 2075980.02 A73 727521.21 2075934.59
A56TT2CH 727284.85 2075948.03 A74 727538.68 2075952.05
A57CL2 727272.51 2075963.59 A75 727581.64 2075967.44
A58 727461.93 2075741.48 A76 727599.05 2075982.43
A59 727458.10 2075752.35 A77 727629.97 2076002.58
A60 727470.75 2075772.45 A77 727629.93 2076002.69
A61TTA58 727481.41 2075752.08 A78 727643.15 2076027.13
A62TTCH2 727442.25 2075727,23 A79 727659.59 2076035.92
A63CL2 727432.35 2075736.21 A80 727685.40 2076054.98
A64CL2 727434.41 2075748.14 A81 727708.06 2076071.46
A65CL2 727439.31 2075760.67 A82 727718.01 2076100.97
A66CL3FL 727437.29 2075777.20 A83 727735.77 2076127.22
A67CL3TA68B68 727440.96 2075788.82 A84 727745.81 2076127.74
A68 727427,50 2075815.32 A85TTCH 727769.49 2076151.12
A69 727439.84 2075840.56 A86TTCH 727787.78 2076168.75
A70 727459.19 2075855.08 A87 727792.03 2076175.99
A71 727475.10 2075869.76 A88TTCH 727796.35 2076167.98
GENERAL NOMS
1.) THIS IS NOT A BOUNDARY SURVEY.
2.) BOUNDARY LINES SHOWN HEREON ARE BASED ON
BOOK OF MAPS 1989, PAGES 877,
BOOK OF MAPS 1985, PAGE 927, AND
DEED BOOK 8182, PAGE 1749.
3.) COORDINATES SHOWN HEREON ARE BASED ON
NC GRID (NAD 83).
4.) WETLAND LINES WERE DELINEATED IN THE FIELD
BY SOIL & ENVIRONMENTAL CONSULTANTS, P.A.
LINE TABLE
LINE LENGTH BEARING
T5 374.65' N41'1 2'34"E
T6 341.47' S29°40'42"W
T7 227.03' N11'00'14"E
T12 33.99' S28°47'32"E
T17 17.78' S67-32-32"E
CiAIJ1t?f,
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SEAL
L•4531 W" r=
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This certifies that this copy of this plat identifies as waters of the U.S., or
wetlands, all areas of waters of the U.S., including wetlands, regulated
pursuant to Section 404 of the Ocean Water Act as determined by the
undersigned on this date. Unless there is a change in the law, or our
published regulations, this determination of Section 404 jurisdiction may be
relied upon for a period not to exceed five years from this date. This
determination was made utilizing the 1987 Corps of Engineers Wetlands
Delineation Manual.
(name)
(title)
(date)
B90TTCH
B89TTCH
B88
B87--
1731 sgft
0.04 ac B83 B84
1 682
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0.09 ac A81
B78 A80
A79
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556'38"e B76B77 6404 A77 A78 i 0.15 cft
362 sqft 65496' A77
0.01 oc 875 / A76
t
I, Robert C. Baumgartner, a North Carolina Professional Land Surveyor,
do hereby certify that this map was prepared u der my supervision
and shows the locations of Section 404 Jun' d'm' ions Areas as
delineated by S&EC of Raleigh, NC.
/ A59
Robert C. Ba er CPLS L-4531
A62TTCH2
B72 B74
B71 B73
B70
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0.01 ac WETLANDS
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Fla Desc Northing Eastin
B12 727287.33 2075885.83
B13 727278.21 2075884.76
814 727281.51 2075863.25
815 727289.59 2075835.79
B16 727294.53 2075847.05
B17TT812 727285.36 2075867.11
B68 727449.30 2075801.89
B69 727462.91 2075812.38
B70 727492.19 2075840.04
B71 727519.07 2075859.92
B72 727538.96 2075884.36
673 727553.81 2075909.83
B74 727563.72 2075933.93
B75 727589.16 2075946.45
876 727609.28 2075967.05
B77 727626.51 2075984.89
B78 727651.34 2075999.40
879 727663.74 2076019.92
680 727684.59 2076034.93
881 727699.75 2076044.86
B82 727719.16 2076041.90
B83 727733.49 2076025.03
884 727717.30 2076050.00
B85 727725.13 2076066.36
686 727739.77 2076105,02
B87 727764.64 2076123.40
B88 727783.19 2076140.61
889TTCH 727790.96 2076163.07
B90TTCH 727801.92 2076162.79
891 727806.39 2076158.65
B92 727809.31 2076168.31
693 727813.05 2076174.83
694TTCH 727813.32 2076178.27
D1CHHIGH2 728045.50 2076401.07
D3 727844.59 2076244.55
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GENERAL NOTES
1.) THIS IS NOT A BOUNDARY SURVEY.
2.) BOUNDARY LINES SHOWN HEREON ARE BASED ON
BOOK OF MAPS 1989, PAGES 877,
BOOK OF MAPS 1985, PAGE 927, AND
DEED BOOK 8182, PAGE 1749.
3.) COORDINATES SHOWN HEREON ARE BASED ON
NC GRID (NAD 83).
4.) WETLAND LINES WERE DELINEATED IN THE FIELD
BY SOIL & ENVIRONMENTAL CONSULTANTS, P.A.
This certifies that this copy of this plat identifies as waters of the U.S., or
wetlands, all areas of waters of the U.S., including wetlands, regulated
pursuant to Section 404 of the Ocean Water Act as determined by the
undersigned on this date. Unless there is a change in the law, or our z
published regulations, this determination of Section 404 jurisdiction may be p o
relied upon for a period not to exceed five years from this date. This ono 0
determination was made utilizing the 1987 Corps of Engineers Wetlands oo gn
Delineation Manual.
(name)
(title)
(date)
I, Robert C. Baumgartner, a North Carolina Professional Land Surveyor,
do hereby certify that this map was prepared un er my supervision
and shows the locations of Section 404 Jurisdi tonal ?ceFs as
delineated by S&EC of Raleigh, NC.

Robert C. Baumgar ne 4531
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LINE LENGTH BEARING
T15 195.81' S2736'18"W
GRAPHIC SCALE
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W31 A 728159.02 2076702.36
W31B 728186.00 2076701.36
W32A 728159.25 2076693.41
W32B 728135.25 2076693.41
W32C 728148.81 2076674.04
W3 2D 728176.22 2076676.44
100 50 0 100 200 300 400
Full Desc Northing Eastin
J10 728016.49 2076310.24
J11 728024.82 2076338.79
J12 728028.89 2076348.65
J13 728040.52 2076364.32
J14 728045.80 2076381.80
J15 728049.42 2076389.57
J16 728056.25 2076405.53
J17 728058.68 2076412.14
J18 728068.57 2076424.07
J19 728114.72 2076435.59
J1TTCH 727847.53 2076242.91
J2 727862.01 2076242.72
J20 728131.49 2076449.47
J3 727876.90 2076253.71
J4 727892.69 2076250.14
J5 727905.98 2076260.74
J6 727924.11 2076264.28
J7 727935.47 2076272.90
J7A 727952.16 2076280.93
J8 727980.08 2076292.87
J9 727996.88 2076298.25
SHEET 4 OF 5
Full Desc Northing Eastin
W10 728003.47 2076352.70
W11 728021.88 2076372.55
W12TTCH 728031.73 2076377.67
W13TTCH 728037.01 2076397.88
W15 728053.61 2076428.93
W16 728059.52 2076441.14
W16A 728069.56 2076450.40
W17 728095.39 2076457.89
WITTCH 727828.83 2076255.06
W7 727948.43 2076301.69
W8 727963.76 2076315.89
W9 727984.13 2076320.55
W2 727833.12 2076260.26
W3 727843.43 2076268.83
W4 727864.15 2076280.16
W5 727895.99 2076275.42
W6 727928.26 2076294.43
MITIGATABLE J2o
CHANNEL DICHHIGH2 J17 J19
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MCADAMS
52 sgft
DETAIL 9999
ADJACENT WETLANDS
212TTCH
200TTC
? 211
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1 2
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1
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203TTCH
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Full Desc Northing Eastin
406 727730.93 2075151.45
407 727742.20 2075135.36
408 727753.04 2075108.96
409 727761.76 2075081.57
410 727748.06 2075049.56
411 727736.93 2075023.73
412 727731.40 2075019.08
413 727705.97 2074992.74
414• 727688.62 2074979.59
415 727672.60 2074962.17
416 727668.23 2074936.15
417 727656.80 2074894.95
418 727642.40 207486141
419 727626.81 2074845.55
420 727627.85 2074836.56
GENERAL NOTES
1.) THIS IS NOT A BOUNDARY SURVEY,
2.) BOUNDARY LINES SHOWN HEREON ARE BASED ON
BOOK OF MAPS 1989, PAGES 877,
BOOK OF MAPS 1985, PAGE 927, AND
DEED BOOK 8182, PAGE 1749.
3.) COORDINATES SHOWN HEREON ARE BASED ON
NC GRID (NAD 83).
4.) WETLAND LINES WERE DELINEATED IN THE FIELD
BY SOIL & ENVIRONMENTAL CONSULTANTS, P.A.
This certifies that this copy of this plat identifies as waters of the U.S., or
wetlands, all areas of waters of the U.S., including wetlands, regulated
pursuant to Section 404 of the Ocean Water Act as determined by the
undersigned on this date. Unless there is a change in the law, or our
published regulations, this determination of Section 404 jurisdiction may be
relied upon for a period not to exceed five years from this date. This
determination was made utilizing the 1987 Corps of Engineers Wetlands
Delineation Manual.
(name)
(title)
(date)
412
415 413
420TTPOND 416 \414
l CARfji 418 417
r
??''??; >?t?s sib •'?? ??.

,?
1, Robert C. Baumgartner, a North Carolina Professional Land Surv4r??`
T
do hereby certify that this map was prepared u". er mvi
and shows the locations of Section 404 Juvsdi tlonal siorr ,$
SAL
-r

ated by S&EC of Raleigh, NC. - ° r` L 41
deline
?
bert C. Baum .tner, \C@
Ro *Au?" eR- 419
L-49 ?

Date
LEGEND
O EXISTING IRON PIPE
® IRON PIPE SET
? EXISTING CONCRETE MONUMENT
i CALCULATED POINT
LINE TABL E
LINE LENGTH BEARING
Ti 26.86' S53'06'41"W
T2 189.38' S59'37'54"W
T3 63.81' S77'07'47"W
T4 66.60' S24°38'41"W
T14 37.39° N81'40'28"W
409
410 408
411 1 I 407

2739 sgft
0 0.06 ac
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406
404TTPL
403 /
J/ 402

405TTPL 219 218
217
214
215
216TTPL
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Fla Desc Northing Eastin
200TTCH 727582.22 2075322.49
201 727587,85 2075324.23
202 727581.35 2075327.76
203TTCH 727576.47 2075326.37
204TTCH 727564.17 2075295.99
205 727560.23 2075291.83
206 727552.17 2075289.21
207TTCH 727557.15 2075279.05
208CL4 727575.64 2075252.34
209CL4 727577.20 2075248.57
210TTCH 727566.61 2075261.57
211 727572.97 2075258.94
212TTCH 727582.02 2075247.99
213TTCH 727591.61 2075213.05
214 727587.74 2075212.20
215 727570.66 2075203.67
216TTPL 727560.46 2075180.71
217 727568.28 2075153.20
218 727585.32 2075136.99
219 727596.82 2075116.55
400TTCH 727617.43 2075200.91
401 727640.34 2075208.29
402 727662.72 2075189.95
403 727685.04 2075187.24
404TTPL 727706.38 2075172.60
C1TTCH6 727621.62 2075444.26
C2CL6 727623.07 2075459.86
E1 TTCH2
- 727659.90 2075414.66
[12
7 1 727669.38 2075425.43
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PROJECT NO. MOL-03010 USGS MAP (FIGURE 1) THE JOHN R. McADAMS
IBM a
FILENAME:
MDLO3010-EX1 LAKE WHEELER QUAD
MPANY, INC.
CO
PLANNERS/SURVEYORS
ENGINEERS
C1 SCALE: ••
' WALNUT STREET & TWON ROAD /
1500
INA RESEARCH TRIANGLE PARK, NC
005 ZIP 27709-4005
WAKE COUNTY. NORTH CAROL P.O. BOX 14
DATE: 05-27-2005 [phone]
PROJECT NO. MDL-03010 THE JOHN R. McADAMS
FILENAME: MDLO30I0-EX1 SOILS SURVEY (FIGURE 2) COMPANY, INC.
c
SALE:
1" = 1320' WALNUT STREET AND TRYON ROAD ENGINEERS/PLANNERS/SURVEYORS
RESEARCH TRIANGLE PARK, NC
DATE: WAKE COUNTY, NORTH CAROLINA P.O. BOX 14005 ZIP 27709-4005
C/) 05-27-2005 [phone]
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WETLAND
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ZONE 2 BUFFER
ZONE 3 BUFFER

IN rao?scr xo. MDL-03010
IMPACT MAP
THE JOHN R. McADAMS
OK FOAN.m MDL03010-EX2 COMPANY
INC.
WAMI r = 250' EMS MG LAYOUT ,
SNGMl=/PL M=8/8UXft NW
(AS PLANNED TO DATE) RBSZA=
DAM

06-23-05

1RYON V111AGE - FIGURE 4 P
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[phone]
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PE016(T xo. MDL-03010 TRYON VILLIAGE THE JOHN R. McADAMS
COMPANY
INC
MDL03010-EX1 ,
.
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lm=40' MASTER PLAN INFRASTRUCTURE RNGnW=/PLUMM/SUWMR8

WMLANM E"ACT MaHE rf RISRARCR TMMGLZ PARK, NC
P.O. BOX 14006 ZIP 27709-4006
CA DAT&
06-23-05 (919) sal-6000
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PRmcr No. MDL-03010
TRYON VILLLAGE THE JOHN R. McADAMS
INC
ACOMPANY
MDL03010-EX1 .
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c 1-=,?• MAS ER PLAN INFRASTRUCTURE BNGBi1=/nMfflBS/SUMWRS
WTIANDS BeACT waim T PLO. BOX 14006 TFUNGLIEP 27709-4006
De'$: 06-23-05 [phone]
o-

1 BUFFER IMPACT = 789.24 SF
ZONE
ZONE 2 BUFFER IMPACT = 2,411.95 SF ZONE 1 BUFFER
STREAM CHANNEL IMPACT = 0 SF ZONE 2 BUFFER
WETLANDS IMPACT #2 = 0.458 ACRES (TOTAL SHEETS 2 & 3)
1 1 1 1 1 I I I I
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ZONE 2 BUFFER IMPACT = 0 SF
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WETLANDS IMPACT #2 = 0.458 ACRES (TOTAL SHEETS 2 & 3)

SHEET 3 OF 9
" xo. MDL-03010 TRYON VILLLAGE I THE JOHN R. McADAMS
COMPANY, INC.
FD$''"'? MDL03010-EX7 A
SCAM MASTER PLAN EMTRASIRUCl'I.TRE wGINEERB/PI.ANNERS/sQRMORS
1 -w RESRUM TMMGLE PARS. NC
DATE: WETLANDS IMPACT FLIHIT P.O. Rox 14M MP M09-4oo5
06-23-05 (939) 801-5M

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20' SEWER CONSTRUCTION
AND MAINTENANCE
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ZONE 1 BUFFER IMPACT = 1,386 SF
ZONE 2 BUFFER IMPACT = 2,331 SF
TEPORARY STREAM CHANNEL IMPACT = 20 LF
WETLANDS IMPACT = 0 ACRES
o SHEET 4 OF 9
0
Pa01WT NO. MDL-03010 TRYON VILLIAGE THE JOHN R. McADAMS
COMPANY
INC
9 FII?`Am MDL03010-EX1 ,
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SCAM 1 "=40' MASTER PLAN ENFRAMUCTURE HMCnNKn8/PUNN=/8Uff OBs

ATE WETLANDS IMPACT EXHEBrr
FIMAWN TM PAM C
P
.O BOX 14005 GZIP 27709-4005
06-23-05 [phone]
NON-JURISDICTIONAL
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® rsOn= NO. MDL-03010 TRYON VILLI?GE THE JOHN R. McADAMS'
COMPA
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NC
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1 =40 MASTER PLAN UC1'URE a GGffll RB/PLAM=S/sUffMRs

DATE:
VAr ANDS BWACT EXH W ssSEM M TPJMGLE rasa, NC
P.O. BOX 14005 EP 27709-4005
06-23-05 [phone]
ZONE 1 BUFFER IMPACT = 0 SF
ZONE 2 BUFFER IMPACT = 0 SF
ZONE 3 BUFFER IMPACT = ALLOWABLE SF
STREAM CHANNEL IMPACT = 0 LF
WETLANDS IMPACT = 0 ACRES SHEET 5 OF 9
SANITARY
cDrrniwev.

PR01=°' MDL-03010
"
" TRYON VILLLAGE THE JOHN R. McanaMS?
COM
A
MDL03010-EX1
A NY, INC.
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1 MASTER PLAN INI+'It?SCRUC:1'fJRE »»/Pisv?ORS
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DATE: M BRA r EXFEWr P.O BOX 14006 ZIP 27709-4006
- 06-23-05 [phone] i
r
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STREAM CHANNEL IMPACT = 0 LF
WETLANDS IMPACT = 0 ACRES (SPANNING WETLAND) SHEET 7 OF 9
' xo. MDL-03010 TRYON VILLIAGE THE JOHN R. McADAMS
COMPANY
INC
V- Fa"Am' MDL03010-EX1 ,
.
1._,W. A AMR PLAN IN A'
FR MUCTILM
v' /
/mmmm

i
D"'$` VAU RANDS DMA CT EXHIBIT __
PLO. BOXH14O06 MP ? 9-4M
06-23-05 (919) W1-5oon
BURY CULVERT AT
LEAST 1' BELOW
STREAM BED
SHEET 8 OF 8
PRO78CP xo. MDL-03010 TRYON VILLIAGE THE JOHN R. McADAMS
19
Fff""? MDL03010-EX7
COMPANY, INC.

I SCAM, 1 '=40- MASTER PLAN UCI'URE BxGMx M/PUNNM/8UllVWOBH

a

ATB: WETLANDS BeA .CT EXHEBIT
PMM
P.OFISEAMBOX 14005 TEMMEUP 2
7709-x4005
6-23-05 [phone]
WETLANDS--\ I

\"??itffll0,
ZONE 1 BUFFER IMPACT
ZONE 2 BUFFER IMPACT
ZONE 3 BUFFER IMPACT
WETLANDS IMPACT = 0

®
Pmmcr N0' MDL-03010

TRYON VI LL iAGE
THE JOHN R. MCADAMS
COMPANY
INC
PDz"'m MDL03010-EX1 ,
.
SCAM MASTER PLAN UC:1'URE SNGRM=/PLhN M/9URV Y0R8

VAU ANDS IMPACT EXHEW RZSn=R TIM PAW
PA BOX 14 MP 2"09-4006

n` DATE:
06-23-05
[phone]
=0SF
=0SF
= ALLOWABLE SF
ACRES (SPANNING WETLAND)
SHEET 9 OF 9
Figure 5. Rip-rap & Upland Pocket within
orgininal delineation (Tryon Village)

f ?

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aft M. ? 0.'1
6. E" 3
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Picture 1. Looking from Walnut Street, rip-rap pad and upland pocket as located
on wetland maps. Upland pocket located in red. Rip- rap pad, is followed by a
marginal wetland, then the upland pocket.
All,
'Sal

n i { •s ..
Picture 2. Inset look at upland pocket. Dominant vegetation within upland consist
of Fescue, Tulip Poplar (Liriodendron tulipifera), Sweet Gum shrubs (Lyquididambar
styraciflua), Red Maple Shrubs (Ater rubrum), and Broomsedge (Audropogou
virginicus).
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DATA FORM
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Determination Manual)
Project / Site Tr_von Village Date: 5-19-05
Applicant / Owner: Midland Trvon. LLC County: Wake
Investigator: Kevin Yates State: NC

Do normal circumstances exist on the site? Yes X No Community ID:
Is the site significantly disturbed (Atypical situation)? Yes No X Transect ID:
Is the area a potential problem area? Yes No X Plot ID: up
(explain on reverse if needed)
VEGETATION
Dominant Plant Species Stratum Indicator Dominant Plant Species Stratum Indicator
1. Liquidambar styracuflua SS FAC+ 8.
2. Liriodendron tulipfera SS FAC 9.
3. Acer rubrum SS FAC 10.
4. Andropogon virQinicus HR FAC- 11.
5. 12.
6. 13.
7. 14.
TR = Trees (non-climbing woody plants, >_ 3.0 in. DBH) HR = Herbs (non-woody plants & woody plants, < 3.2 ft., < 3.0 in. DBH)
SS = Saplings / Shrubs (woody plants, >_ 3.2 ft., < 3.0 in. DBH) VI = Vines (woody climbing vines, >_ 3.2 ft.)
Percent of Dominant Species that are OBL, FACW, or FAC excluding FAC-). 3/4 = 75%
Remarks: Sample was taken in middle of upland area.
N T UKVLUU T
Recorded Data (Describe In Remarks): Wetland Hydrology Indicators
Stream, Lake, or Tide Gauge
Aerial Photographs Primary Indicators:
Other _ Inundated
_ Saturated in Upper 12"
X No Recorded Data Available Water Marks
Drift Lines
Field Observations: _ Sediment Deposits
Drainage Patterns in Wetlands
Depth of Surface Water: n/a (in.) Secondary Indicators:
Oxidized Roots Channels in Upper 12"
Depth to Free Water in Pit: n/a (in.) Water-Stained Leaves
_ Local Soil Survey Data
Depth to Saturated Soil: >12 (in.) _ FAC-Neutral Test
Other (Explain in Remarks)
Remarks:
SOILS
Map Unit Name
(Series and Phase): Appeling (gravely sandy loarm) Drainage Class: Moderately Well-Drained
Taxonomy (Subgroup): Typic Handudults Confirm Mapped Type? Yes No _X
Profile Description:
Depth Matrix Colors Mottle Colors Mottle Texture, Concretions,
(inches) Horizon (Munsell Moist) (Munsell Moist) Abundance/Contrast Structure, etc.
0-5 A 10 YR 4/4 2.5 Y 4/6 cobble / gravel
Hydric Soil Indicators:
Histosol Concretions
_ Histic Epipedon _ High Organic Content in Surface Layer in Sandy Soils
_ Sulfidic Odor Organic Streaking in Sandy Soils
- Aquic Moisture Regime Listed On Local Hydric Soils List
Reducing Conditions _ Listed on National Hydric Soils List
_ Gleyed or Low-Chroma Colors _ Other (Explain in Remarks)
Remarks: Area is littered with large cobble and gravel as indicated on Wake County soil survey. Could not
auger below 5" due to nature of soil
WETLAND DETERMINATION
Hydrophytic Vegetation Present? Yes X No Is the Sampling Point
Wetland Hydrology Present? Yes No X Within a Wetland? Yes_ No X
Hydric Soils Present? Yes No X
Remarks:
Data Point taken adjacent to a rip-rap off of Walnut Stree (SR 1313) in Cary, NC
06%09/2005 15:29 FAX MCADAMS Q006
Wetland Delineation Performed By: Soil & Environmental Consultants, PA
11010 Raven Ridge Road
Raleigh, North Carolina 27614
[phone]
DATA FORM
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Delineation Manual)
Project/Site: Tryon & Walnut St/ S&E V 3057.WO (Upland) Date: 8/13/04
Applicant/Owner: John R. McAdams County: Wake County
Investigator: _DG, MA State: NC
Do Normal Circumstances exist on the site? X Yes No Community ID: Hardwood
Is the site significantly disturbed (Atypical Situation)? Yes X No Transect ID:
Is the area a potential Problem Area? Yes X No Plot ID: 15'W of C2
11-Of needed, explain on reverse.
A
Dominant Plant Species Stratum Indicator
_Athyrium asplenoides Herb FAC
Quercus Alba Tree FACU
Quercus a/ba Shruo FACU
Arundinaria gf9antea Grass FACW
Acer rubrum Tree FAC
Smilax rotundifolia Vine FAC

Ca inus caroliniana
Tree _
PAC

Dominant Plant Species
9
10_
11.
12.
13.
14.
15_
16_
Stratum Indicator
I Percent of Dominant Species that are OBI,. FACW, or FAC
(excluding FAG):
Remarks:
83%
HYDROLOGY
Recorded Data (Describe In Remarks): Wetland Hydrology Indicators:
Stream, lake or ride Gauge Primary Indicators:
Aerial Photographs Inundated
_ Other Saturated in Upper 12 Inches
X No Recorded Data Available _ Sediment Deposits
Drainage Patterns in Wetlands
Field Observations: Secondary Indicators (2 or more required):
Oxidized Root Channels in Upper 12 Inches
Depth of Surface Water n/a (in.) Water-Stained Leaves
Local Soil Survey Data
Depth to Free Water in Pit: n/a (in.) FAC-Neutral Test
Depth to Saturated So11: Na (in.) Other (Explain in Remarks)
Remarks,
Q6/09/2005 15:30 FAX 4 MCADAMS 12]007
Wetland Delineation Performed By: Soil & Environmental Consultants, PA
11010 Raven Ridge Road
Raleigh, North Carolina 27614
[phone]
Project/Site: -Tryon & Walnut St-/ S&E::.C# 3057.W0 (Upland) Plot ID: 15' W of 02 I
J
SOILS
Map Unit Name
(Series and Phase): Colfax sandy loar-? Drainage Class: Somewhat Poorly Drained
f=ield Observations
Taxonomy (Subgroup): Aquic Fragiuc,lulls Confirm Mapped Type? Yes No
Profile Descriotiom
Depth Matrix Color Mottle Color Mottle Texture, Concretions

inches Horizon (Munsell Moist ,
(Munsell Moist) Abundance/Contrast Structure, etc.
0-12 10YR 414 Sand loam
Hydric Soil Indicators;
Histosol Concretions
Histic Epipedon High Organic Content in Surface Layer in Sandy Soils
Sulfidic Odor Organic Streaking in Sandy Soils
Aquic Moisture Regime _ Listed on Local Hydric Soils List
Reducing Conditions Listed on National Hydric Soils List
Gleyed or Low-Chroma Co.)Iors Other (Explain in Remarks)
Remarks:
WETLANDS DETERMINATION
Hydrophytic Vegetation Present? X Yes _ No Is this sampling point within a wetland?
Wetland Hydrology Present? Yes x No Yes x No
Hydric Soils Present? Yes x No
Remarks:
11 - 11
06/09/2005 15:28 FAX MCADAMS IM004
Wetland De=lineation Performed By: Soil & Environmental Consultants, PA
11010 Raven Ridge Road
Raleigh, North Carolina 27614
[phone]
DATA FORM
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Delineation Manual)
Project/Site: Tryon 8, Walnut St./ S&E:;# 3057.W0 (Wetland) _ Date: 8/13/04
Applicant/Owner: John R. McAdams County: Wake County
Investigator: DG, MA State: NO
Do Normal Circumstances exist on the site? X Yes No Community ID: Emergent Wetland
Is the site significantly disturbed (Atypical Situation)? Yes X No Transect ID:
Is the area a potential Problem Area, Yes X No Plot ID: Fla C2
(if needed, explain on reverse.)
VEGETATION
Dominant Plant Species StratUrn Indicator Dominant Plant S ecies Stratum Indicator
1. Saururus cernuus Herb OBL 9 - ?- -
2. Lobelia cardinalis Herb FA W+ 10.
3. _Arundinaria gigantea Grass FACW 11.
4. _Boehmeria cylindrica
- Herb FACW+ 12.
5. -- ? 13.
6. _ 14.
7. 15.

Percent of Dominant Species- that are OBt., FACW, or FAC
(excluding FAC-): 100%
Remarks:
HYDROLOGY
T Recorded Data (Describe in Remarks):
Stream, Lake or Tide Gauge
Aerial Photographs
Other
X No Recorded Data Available
Field Observations:
Depth of Surface Water. 0 (in.)
Depth to Free Water in Pit: 10 (in.)
Depth to Saturated Soil: 0 (in.)
Wetland Hydrology Indicators:
Primary Indicators:
Inundated
x Saturated In Upper 12 Inches
_ Sediment Deposits
x Drainage Patterns in Wetlands
Secondary Indicators (2 or more required):
x Oxidized Root Channels in Upper 12 Inches
_ Water-Stained Leaves
_ Local Soil Survey Data
FAC-Neutral Test
Other (Explain in Remarks)
Remarks:
06/09/2005 15:29 FAX MCADAMS Z005
Wetland De4ineation Performed By: Soil & Environmental Consultants, PA
11010 Raven Ridge Road
Raleigh, North Carolina 27614
[phone]
Project/Site: !yon & Walnut St/ S&'C# 3057_WO (Wetland) Plot ID: Flag C2
SOILS
Map Unit Name
(Series and Phase): Worsham sandy,oam Drainage Class: Poorly Drained
Field Observations
Taxonomy (Subgroup): T is Ochrac-mults Confirm Mapped Type? Yes No
Profile Descriotion_
Depth Matrix Color
inches Horizon (Munsell Moist Mottle Color Mottle Texture, Concretions,
(Munsell Moist) Abundance/Contrast Structure, etc.
0-6 10YR 3/1
6-12+ 10YrR 311 Sand loam
Sand clay loam
Hydric Soil Indicators:
Histosol Concretions
Histic Epipedon High Organic Content in Surface Layer in Sandy Soils
Sulfidic Odor Organic Streaking in Sandy Soils
Aquic Moisture Regime Listed on Local Hydric Soils List
Reducing Conditions Listed on National Hydric Soils List
x Gieyed or Low-Chroma C:)Iors Other (Explain in Remarks)
Remarks:
WETLANDS DETERMINATInN
Hydrophytic Vegetation Present? x Yes No Is this sampling point within a wetland?
Wetland Hydrology Present? X Yes No x Yes No
Hydric Soils Present? X Yes No
Remarks:
Attachment 1: Roadway Justification
As seen on the attached wetlands exhibits (figures 4, 6, and7), the East/West
(E/W) connector's construction accounts for .464 acre (sheet 1, 2, & 3 of impact map) of
wetland impact and 12,049 ft of zone 1 and 8,157 ft2 of zone 2 buffers. We believe this
impact to be unavoidable due to requirements and design standards as provided by the
Town of Cary and NCDOT coupled with the existing topography of the site.
The Town of Cary has required the East/West Connector to be constructed as a
contingency to the development of this site, as part of their Southeast Area Development
Plan (figure 6). Cary has also required the E/W Connector to be aligned with Macedonia
Ave. on the East Side of Walnut Street, which fixes the location of the East/West
connector's intersection with Walnut Street to the location shown on the figure 6 and 7.
Additionally, the East/West Connector is classified as a Minor Collector under the Town
of Cary Standards (Ref: Town of Cary Standard Specifications and Details 0300-5).
Minor Collectors are required to have a minimum of 200' between street jogs (Ref: Town
of Cary Standard Specifications and Details 0300-8). The proposed roundabout begins at
- 200' feet west of the intersection with Walnut Street. The most critical areas of impact
are within this first 200. Therefore, regardless of the location or design of the
intersection after the required 200', the same amount of wetlands will be impacted.
Alternatives to the proposed layout have been investigated, but each one had significant
design flaws which would prohibit their approval for construction by either the Town of
Cary or NCDOT (figure 7). NCDOT limited the access points for the property along the
main collector (Walnut Street) to a single point, the Macedonia Ave. intersection, due to
safety concerns associated with multiple outlets. Access is needed for the southeast
portion of the property, hence the roundabout design, which reduces the need for an
internal intersection, with more possible impacts to jurisdictional waters. For these
reasons, we believe the proposed layout to be essentially fixed, with no reasonable
alternatives available horizontally, for the location of the East/West Connector.
Topographic Restrictions: The existing topography of this site significantly
affects the degree and amount of disturbance to the wetlands. The existing grade in area
of proposed location of the East/West Connector shows - 2:1 slope down from the
shoulder of Walnut Street (elevation = 475') tapering off to an elevation of 444' at the
center of the proposed roundabout, a 31' drop over 300'. The maximum slope allowed for
an entrance by NCDOT is 5% for the first 100' of the East/West Connector from the
intersection with Walnut Street (Ref: NCDOT Minimum Construction Standards for
Subdivision Roads). The differences between the existing grade and the maximum grade
for the allowed for the East/West connector require a significant amount of fill for
installation. Even with a maximum allowed fill slope of 2:1, the toe of the slope is 42'
from the back of curb on both sides of the Connector. This fill slope will practically
cover the footprint of the existing wetland.
Figure 6
Notes
Tpe app-UhICDOT.T4avugMae Plan M Waloe Coimyfecommendsanat
` a, Cary P&*mmy be continued eneerem MwarW an utlmate connediOnvM
I-0WA40 a[tne Gl}rmnfl St.Irtteleaage. Noalgnmenthasbeendetermnetl.
(Respdnsixltyf , Mmdng Ne parkA* eastol Campbet Rd. lefwlln
NCDOT and-omeiJIMISMC laps)
Tons , d&l m C.CLIX ShWmaurc ne NesleRFmmiNIFSWCe
ng
Could envem COlobnel `S""wWed.ahind erre
could agnsrrem bca p of ne MICIng
cerebcaled50meVdra[rnePded eablem all pates, Intuo
NCDOT and the Tam of Cary.)
R aho to stnRd.elfaccecould be ofthe any tt east-west the adjaceniplbpabesed SNW
r
( tl
lce n Dove). oM my We read d lo r r MacedMa Rd: . d
J { e4ens of PMCe
t PmPeT? Rd.
/ Fid:d, the dgnt-oswry land d a could be ieto nmetl g lh ro tne adjacencpmperty
be w
amen, m
tamers.
?'~?? RalelghY (Amprehen-e plan necommerlds that Vales Me Pond Rd. be
4 egmtletl nRn M Tr CC Rd: as a eaft"Or Sweet and Connected So Prince
C_Ibiamuwadou.(Pance Dr.ls desip"b" by Raelghasa New
coleGOr Street) (Responsibiayfortis Conedmn lea win Raleigh)
J.- FrmMln Road is mcomnanded to Corlaw nommard Inn Raleigh as
;J aher3a,Srle medlan,,Awo dr.5lane TOaOWay.UpmnahntBChalgeWith l-
I A40. (Npshof 140, this road is eMFeywlhn Raleigh's Wareing JUnsdictlon,
momemcisionsatoneMrNalr Wa VM/Uhandtlmngaderemdm
has wuh Raleigh.)
j 6 n marry potions of me soMbound :W or me steel. Walnut Streets amady
` I witlerrA to 9 droug+ Coven lanes HOrr . on tlu ronroblmo side or me
:' street Here are CURertyony2himurblanea. The Mcointenhed witlenng is
`J pmnadymCUsedm providing netmronmughnornorunn lane.
;i Z This inffiSeCtlon may ubmsteyneed to be M"Wed m maW Jones
)FraNdlnlaaaonearorrrlmdee maodssvein mcuon Inbolnme
soumb¢md and rnmdo nd dtedbns.
1 8\ Counctl actioem Selk9.2d0a, duttlm malRavemuxle Or., Royce Or.,antl
) Penang Pi.sliolad be teml -- CUL--f .. The'.Perrara PI. cd1 da-,at
./ maybe omitted t PeTana PI. h closedam removed..
Dlsclalmer. Raleigh facilities Shownlforreference only.
n oruer topmWe regional Confers, W map shoos force of the City of
Raleigh's larq+erge matlremnmendaaomWIVISI as pmrlntrrr yrlshichon (af
N March 200s); adjacent to Cays plamingjl+ISGNon. Pkase<onsulme
City a RLlegh's Cmprtlrenswe Wanfarele max Mean status or these
recomnendagas.
Art»ntlments to the Transporddion P": This map-AMASs
an amandraerd to ne Tawn'of Cary Mu ModatTrenspodetlonMan.
Additions. to the.TYancportation PlaM,TneTaxnOr Coy
Transportation P m and map shmtla be apienoetl to include certain eidsong
and planed roe Wray : s9menbalatare ilotciRertyMludatpr relleckd'n
Mat Plan. Thesz roao+(ay sepmertatlsrtmin shotto Include tae erlbR length
oCrofaoadserv .>.rest'ySregmenmwayroadi"theus"tleq
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EXHIBIT
Z_L-
TOTAL WETLAND IN PRESERVATION:
0.776 ACRES
TOTAL STREAMS IN PRESERVATION:
3050'
MUMNYi Uo p? UX P'??r I
MID M yppM MAT I Mw &M PAW 0"
1M1 Mi[ SM
\ MI MTMIMM I
GENERAL NOTES
1.) THIS IS NOT A BOUNDARY SURVEY.
THIS IS A CONSERVATION AREA BOUNDARY EXHIBIT.
2.) BOUNDARY LINES SHOWN HEREON ARE BASED ON
BOOK OF MAPS 1989, PAGES 877,
BOOK OF MAPS 1985, PAGE 927, AND ?rr M a:°aoMRaw
o 00M MM PAK MTi
DEED BOOK 8182, PAGE 1749. "AT W WM PM 1"S
PM ayrAmm
3.) COORDINATES SHOWN HEREON ARE BASED ON
NC GRID (NAD 83).
4.) WETLAND LINES WERE DELINEATED IN THE FIELD
BY SOIL & ENVIRONMENTAL CONSULTANTS, P.A.
11 Uff o®ww n p m`
MAT ISM 07YAt" 0 NN
0
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LEGEND
EXISTING IRON PIPE
IRON PIPE SET
EXISTING CONCRETE MONUMENT
CALCULATED POINT
'll
TRACT 1
„A„
-------------
TRACT 7
? Mom/ioon oMnna ?
err RMe MF ?
STREAM
CHANNEL TRACT 6
?1 WETLAND
I TRACT 4 J
TRACT 5
.: ` TRACT 3
l''
:.:............. WETLAND
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?:::• ::::.:..... ...:....
1 ::.::i::i ::::..... ....::
vy'?::.......
?I? TRACT 2
II
?' " - - .?_. _ _ TRYO_N ROAD (S*R. 100j)) Aft
GRAPHIC SCALE
400 0 200 400 800
1 inch = 400 ft.
EM o0n5FR1'AT" AREA
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DENR - WATER QUALITY
WETLANDS AND STORMWATER BRANCH
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06 27 2005
W McADAMS
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Emptem
PROGRAM
June 8, 2005
Kevin Yates
The John R. McAdams Company, Inc.
P.O. Box 14005
Research Triangle Park, NC 27709
Project: Tryon Village County: Wake
The purpose of this letter is to notify you that the North Carolina Ecosystem Enhancement Program (NC EEP) is willing to
accept payment for impacts associated with the above referenced project. Please note that this decision does not assure that
the payment will be approved by the permit issuing agencies as mitigation for project impacts. It is the responsibility of the
applicant to contact these agencies to determine if payment to the NC EEP will be approved.
This acceptance is valid for six months from the date of this letter. If we have not received a copy of the issued 404
Permit/401 Certification within this time frame, this acceptance will expire. It is the applicant's responsibility to send
copies of the 404/401/CAMA permits to NC EEP. Once NC EEP receives a copy of the 404 Permit and/or the 401
Certification an invoice will be issued and payment must be made.
Based on the information supplied by you the impacts that will be mitigated are summarized in the following table.
River Basin Wetlands Stream Buffer Buffer
Cataloging (Acres) (Linear Feet) Zone 1 Zone 2
Unit (Sq. Ft.) (Sq. Ft.)
Riparian Non-Riparian Coastal Marsh Cold Cool Warm
Neuse 0.46 0 0 0 0 221 11,259 6,104
03020201
Upon receipt of payment, EEP will take responsibility for providing the compensatory mitigation for the permitted impacts
up to a 2:1 ratio, (buffers, Zone 1 at a 3:1 ratio and Zone 2 at a 1.5:1 ratio). The magnitude of the compensatory mitigation
will be as specified in the Section 404 Permit and/or 401 Water Quality Certification, and/or CAMA Permit. The mitigation
will be performed in accordance with the Memorandum of Understanding between the N. C. Department of Environment and
Natural Resources and the U. S. Army Corps of Engineers dated November 4, 1998.
If you have any questions or need additional information, please contact Carol Shaw at [phone].
Sincerely,
c
illiam D. Gilmore, PE
Director
cc: Cyndi Karoly, Wetlands/401 Unit
Todd Tugwell, USACOE - Raleigh
Eric Kulz, DWQ Regional Office - Raleigh
File
E ... Prot" Our State
e#A
MENR
North Carolina Ecosystem Enhancement Program, 1652 Mail Service Center, Raleigh, NC 27699-1652 / 91 9-71 5-0476 / www.nceep.net
a4 A1443044 t Repesf - or &J4er
r
NORTH CAROLINA ECOSYSTEM ENHANCEMENT PROGRAM
IN LIEU FEE REQUEST FORM (revised 1/25/05)
Print this form, fill in information and sign, and either mail to NCEEP, 1652 Mail Service Center, Raleigh,
NC 27699-1652, or fax to 919-715-2219. Attachments are acceptable to clarify information on the form.
1. Name of Applicant or Agent * Kevin Yates
2. Name of Business * The John R. McAdams Company
3. Street Address * P.O. Box 14005
4. City, State, Zip * Research Triangle Park, NC 27709
5. Telephone * [phone], ext. 30
6. Fax [phone]
7. E-mail [e-mail]
8. Project Name * Tryon Village
9. Project Location * Cary, North Carolina / northwest quadrant of SR 1313 and SR 1009
10. Lat-Long Coordinates 35° 44' 56" N , 78° 44' 47" W
11. River Basin * Neuse River
12. Cataloging Unit (8-digit) *** 03020201
13. Project County * Wake
14. Riparian Wetland Impact * 0.464 acres
15. Non-Riparian Wetland Impact * 0 acres
16. Coastal Marsh Impact * 0 acres
17. Stream-Cold Impact * 0 feet
18. Stream-Cool Impact * 0 feet
19. Stream-Warm Impact * 221 feet
20. ** Buffer-Zone 1 Impact * 11,259+ 800 square feet
21. ** Buffer-Zone 2 Impact * 6,104+ 2,500 square feet
22. ** Buffer-Total (Zone 1 + Zone 2) * 17,363 + 3,300 = 20,663 square feet
Date: 06/30/2005
Attachments? ? Yes ? No
USGS Quad-Lake Wheeler
Agent Authorization Signature of Applicant or Agent:
* Required information; zero answers in 14-22 should be indicated with "0" or "N/A", not
left blank.
** Buffer mitigation applicable only in the Neuse, Tar-Pamlico and Catawba River
Basins
and the Randleman Lake Water Supply Watershed.
*** Go to EPA "Surf Your Watershed" hftp://cfpub.epa.gov/surf/locate/index.cfm for cu
determination.
Direct all questions to Carol Shaw at 919-733-5205 or carol.shaw(a)-ncmail. net
EXHIBIT "A"
I TRACT 4
AREA 3
I 116,254 sq. ft.
2.67 acres
149`
13,952 sq. ft.
0.28 acres i
CONSERVATION AREA
L\\\\ffl WETLAND AREA
STREAM CHANNEL
AREA 6
29,875 sq. ft.
0.69 acres
STREAM
20' CHANNEL
SANITARY
SEWER 2
EASEMENT
° I AREA 7
6,589 sq. ft.
1 0.15 acres
2W 207
:. 195
TRACT 5
50' 50'
60' BUFFER BUFFER
LINE LINE ,,, ::•:.
a: AREA 5
1 57,821 sq. ft. {/•:'::.. :::{
1.33 acres '6'/ ,
;;;187 50
139 i BUFFER TRACT 3
100 ..•... ..::: 1e7 LINE
:\ o,
...........
Jpft
• ':.?'a 141 .':.':.... 14.•; ;.. \ . '
z \ 150 30' GREENWAY
•'• " :;•;:' EASEMENT
::.:....:•::.•::. ..... :
. \ s, :... :. AREA 2
;•;:. "` SAN ?ARY 5,412 sq. ft.
\ + ' • SEWER 0.12 acres
EASEMENT STREAM
STREAM : :': n CHANNEL S0
I CHANNEL 50' 1-17/4-
I . . .
BUFFER 62
,..... +u 15 27.. es
LINE r 50
............. ::. ee BUFFER
:..::.:..... : ' .: .::....53 52 LINE
.......
60' WETLANDS 20' \ \ „
n IMPACT SANITARY \ ,e :.:....:
1 SEWER \ \?y,::::::....;•..........
..
1 EASEMENT \ \ •'•'•'•'•'•'•
AREA 1 \ ..:.........:.•.•::':•
% I 88,894 sq. ft.
% 1.94 acres
TRACT 2
50'
BUFFER
LINE
GRAPHIC SCALE
200 0 100 200 400
1 inch = 200 ft.
WETLANDS
?C IMPACT
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? ?DAMS
U `f L5 NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
MAY l DIVISION OF WATER QUALITY
RALEIGH REGIONAL OFFICE

Ms. Jennifer Burdette
S&EC,Inc.
11010 Raven Ridge Road
Raleigh, NC 27614
OF WATER QUALITY
May 11, 2000
Subject: Neuse River Basin
Riparian Buffer Rules
NBRRO 00-111
Walnut & Tryon Site
Wake County
Dear Mr. Martin:
On March 21, 2000, I conducted a site visit of the feature involved in the above
referenced project. It was determined as a result of the site visit that the water channels
present on'the property are subject to the Neuse River Basin: Nutrient Sensitive Waters
Management Strategy; Protection and Maintenance of Existing Riparian Areas,
Administrative Code T15A:02B.0233 (NCAC 0233). The subject water channels and the
approximate start of the neuse buffers are indicated on the. attached map. The main channel
is an unnamed tributary of Speight Branch.
This office has assigned the reference number of NBRRO 00-111 to this project.
Thank you for your attention to this matter and if this Office can be of any assistance or if
you have any additional questions concerning this letter, please do not hesitate to contact
me at 571-4700 ext. 237.
DSm'e ely,
es Brow n
Environmental Specialist
cc: John Dorney, DWQ
lneusbuf.leftbr00111.1et
.. o
1920 MAIL SERVILE CENTER, RALEIGH, NORTH CAROLINA 27699-1929
PHONE [phone] FAX [phone]
AN EQUAL OPPORTUNITY / AFFIRMATIVE ACTION E14PLOYRR - 50% RECYCLED/10% POET-CON6UMER PAPER
1197'9,
THE JOHN R. McADAMS COMPANY, INC.
Written Stormwater Management Plan Binding
Agreement
Research Triangle Park, NC
Post Office Box 14005
Research Triangle Park,
North Carolina 27709
2905 Meridian Parkway
Durham, North Carolina 27713
800-733-5646
919-361-5000
919-361-2269 Fax
Charlotte, NC
5311 Seventy-Seven Center Drive,
Suite 66
Charlotte, North Carolina 28217
800-733-5646
704-527-0800
704-527-2003 Fax
www.johnrmcadams.com
An "Activity Center Concept Plan" has been approved by the Town of Cary
for this tract; however, it is a conceptual site plan that is still in the design
process (figure 4). The roadway design reflected in this plan is fixed and has
been designed, as dictated by the Town of Cary's East/West Roadway
Collector plan, approved September 9, 2004. The applicant, Midland Tryon,
LLC, understands that a stormwater management plan will need to be
provided and approved by the North Carolina Division of Water Quality
(NCDWQ) for the entire site; however the applicant cannot provide a final
plan at this time due to the preliminary status of the site plans. The only
proposed impacts to jurisdictional waters are for road construction with no
proposed future impacts to jurisdictional waters. The applicant is requesting
that NCDWQ accept a binding agreement from Midland Tryon, LLC, that
they will provide NCDWQ a final stormwater management plan within 30
days of the approval of site plans by the Town of Cary. The following is
Midland Tryon, LLC's, agreement to provide a final stormwater plan to
NCDWQ.
AGREEMENT:
The applicant, Midland Tryon, LLC, agrees to provide the North Carolina
Division of Water Quality (NCDWQ) a final written stormwater management
plan (including a signed and notarized Operation and Maintenance
Agreement). The stormwater management plan will include plans and
specifications for stormwater management facilities that are appropriate for
surface waters classified as "NSW", and designed to remove 85% TSS
according to the most recent version of the NCDENR Stormwater Best
Management Practices (BMP) Manual. These facilities will be designed to
treat the runoff from the entire project, unless otherwise explicitly approved
by NCDWQ. Also, before any permanent building is occupied at the subject
site, the facilities (as approved by NCDWQ) shall be constructed and
operational, and the stormwater management plan (as approved by NCDWQ)
shall be implemented. The stormwater management plan will also include
stormwater management facilities that control nitrogen. No changes to, the
structural stormwater practices, once constructed, shall be made without
written authorization from NCDWQ.
?2ftr r? V 17"tee- S ?'?- D?
Print: Applicant's Name/Date
n: Applicant's Name/Date
Comprehensive Land Development Design Services
We help our clients succeed.
Z SW #1
5-Ro?e (ser

DWQ Project No.
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
1. PROJECT INFORMATION (ple complete the following information):
Project Name' ,a,, /
. ttivp V, re
.X
Contact Person: = / Phone Number: (Ifh) 4 /- !!V-°l 22
Level Spreader ID:.
Level Spreader Length r'?A ft. (perpendicular to flow)
Drainage Area . 10 ac. (on-site and off-site drainage to the level spreader)
Impervious Area A f ac. (on-site and off-site drainage to the level spreader)
Maximum Filter Strip/Buffer Slope t3 % (6% for forested, leaf littler cover, 8% for thick ground cover)*
grass
Max. Discharge from a 10 Year Storm 30 23 cfs
Max. Discharge to Level Spreader 3 , ? 3 cfs
Filter Strip/Buffer Vegetation n+'?? ?a? G "?= (thick ground cover or grass, canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants Initials
P(Q Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
T= J3 Pre-Form Scour Holes are on flat slopes only
IFq3 No structures are located in protected buffers*
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
0 -?
* Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
THE JOHN R. McADAMS COMPANY, INC.
` - P.O. Box 14005
Research Triangle Park, North Carolina 27709
[phone] [phone] Fax
PAGE ! OF 1
J R McA JOB NO. DATE W-1 c>,_- BY Fv? CHECKED BY
(Date)
CLIENT \ PROJECT
SUBJECT- ?•,--^ro `-`Y cr F-, r p 1
(???G?J: lp-`ZFACZ F?c??? - 3.23 c`S
1 PcL l=©? . ????? o ?t2CVS
Fcz?o D??1 ???ac:? S F 2 vx_5
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11
a PlANvm
PERMANENT SOIL w
REINFORCEMENT
MATTING (PSRM) - INSTALL LEVEL AND FLUSH

(SEE NOTE) WITH NATURAL GROUND.
15"0 DIP OUTLET
M5 U-

(RIP RAP IN BASIN NOT
SHOWN FOR CLARITY) A A

FLOW 3.75' U`
to

SQUARE PREFORMED
SCOUR HOLE (PSH)
SEED WITH NATIVE J 7.75 FT.
GRASSES AT INSTALLATION. 11.75 FT.
SECTION A A
' 144 15"0 DIP
S(Op 4 FT.
F 1 FT.
FLOW- `? NATURAL
"' GROUND
RIP RAP LINER W/ FILTER ? TUCK ERMANENT SOIL
3.75 FABRIC (SEE NOTES) REINFORCEMENT
NCDOT CLASS 'A' RIP RAP MATTING (PSRM)
-9" THICK LEVEL SPREADER APRON
(NTS)
LEVEL SPREADERISCOUR HOLE DETAILS DETAILS
NTS
0
NOTES:
1. RIP RAP LINER SHALL BE UNDERLAIN
WITH MIRAFI FILTERWEAVE 700 OR
APPROVED EQUIVALENT.
2. PERMANENT SOIL RE-INFORCEMENT
MATTING SHALL BE LANDLOK TRM 450
OR APPROVED EQUIVALENT.
3. BOTH THE RIP RAP UNDERLINER AND
THE LANDLOK TRM 450 SHALL BE
INSTALLED PER MANUFACTURER'S
SPECIFICATIONS.
SHEET 1 OF 1
® rxwscr xo. MDL-03010 Trp 1 ON V 1LL?GE ATHE JOHN R. McADAMS?
111E COMPANY, INC.
'RE L?'"N" ? "°
a ScAl: NTS MA=R PLAN UCTURE ffi'G
RESEARCH TRIANGLE PARE. NC
DA n: SCOUR HOLD: DESIGN DEEML (0-3) P.O. BOY 14005 ZIP 27709-4005
06-22-05 [phone] ,
THE JOHN R. McADAMS COMPANY, INC.
P.O. Box 14005
Research Triangle Park, North Carolina 27709
[phone] [phone] Fax
PAGE I OF i
J R McA JOB NO. c?-ta its DATE (o Z* VS"" BY CHECKED BY
(Date)
CLIENT PROJECT T2?o+-3 t_sLj_A4.-t_
SUBJECT

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0 6 N:_
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Scourv?e S'P I??e? Q ox ??ee ?w•pkt? Se
DWQ Project No.
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : % V l e
Contact Person: t Phone Number:
Level Spreader ID:. `---V L e
Level Spreader Length
Drainage Area
Impervious Area
Maximum Filter Strip/Buffer Slope
grass
aka ft. (perpendicular to flow)
li'aoi ac. (on-site and off-site drainage to the level spreader)
i a. 06 ac. (on-site and off-site drainage to the level spreader)
15 % (6% for forested, leaf littler cover, 8% for thick ground cover)*
Max. Discharge from a 10 Year Storm 16 ,10-A cfs
Max. Discharge to Level Spreader 2 .l q cfs
Filter Strip/Buffer Vegetation -CkJX_ _ c?ZOuNO_t?
c a 0ii"L
Pre-treatment or Bypass Method bcrA-
II. REQUIRED ITEMS CHECKLIST
(thick ground cover or grass, canopied forest with leaf litter
groundcover)
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants Initials
0 R Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
?q Pre-Form Scour Holes are on flat slopes only
?v No structures are located in protected buffers*
If bypass method specified in the Draft Level Spreader Design Option Document:
V11Bypass method is specified (if applicable) and plan details and calculations are provided
y,':"J 4'J Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
.w
discharge.
JS? No structures are located in protected buffers.
?V3 Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
* Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
THE JOHN R. McADAMS COMPANY, INC.
P.O. Box 14005
Research Triangle Park, North Carolina 27709
[phone] [phone] Fax
PAGE I OF
J R McA JOB NO. ML?tr - c ?a DATE 2z Cl!S_ BY V`f CHECKED BY
CLIENT PROJECT TV-q-Of'" (Date)
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Profile
Scenario: 10-Year Storm
I-oo km- aoo 1.0
?o0
Title: Tryon Road Project Project Engineer: Leonard McBryde III, E.I.
x:\...\10-year overflow 6-22-05.stm The John R. McAdams Company StormCAD v4.1.1 [4.2014]
06/22/05 01:12:45 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
Profile
Scenario: 1-Year Storm
aoo +•ao x.oo a.ao «o0 3d6&'k - 1-
Title: Tryon Road Project Project Engineer: Leonard McBryde III, E.I.
x:\...\second submittal\1-year storm 6-22-05.stm The John R. McAdams Company StormCAD v4.1.1 [4.2014]
06/22/05 01:15:08 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
THE JOHN R. McADAMS COMPANY, INC.
P.O. Box 14005
Research Triangle Park, North Carolina 27709
[phone] [phone] Fax
PAGE Z OF -5
J R McA JOB NO. DATE BY ?4 CHECKED BY
(Date)
CLIENT PROJECT
SUBJECT SLT_-crtZ. r .r:u.. %/ SC.tsu-? 1??L`_ pt c..rtn _?

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f?: P??? ? u? sm ? K = y
PLAN VIEW
PERMANENT SOIL
REINFORCEMENT INSTALL LEVEL AND FLUSH
MATTING (PSRM) WITH NATURAL GROUND.
(SEE NOTE)
15"0 DIP OUTLET
(RIP RAP IN BASIN NOT
SHOWN FOR CLARITY) A A
FLOW 3.75' Lr,
n Sri
SQUARE PREFORMEI
SCOUR HOLE (PSH)
NOTES:
1. RIP RAP LINER SHALL BE UNDERLAIN
SEED WITH NATIVE 7.75 FT. 4 FT. WITH MIRAFI FILTERWEAVE 700 OR
GRASSES AT INSTALLATION. 11.75 FT. APPROVED EQUIVALENT.
2. PERMANENT SOIL RE-INFORCEMENT
MATTING SHALL BE LANDLOK TRM 450
MMONAA OR APPROVED EQUIVALENT.
15"0 DIP 4 FT.
LOAF 1 FT.
FLOW- NATURAL
GROUND
RIP RAP LINER W/ FILTER ? 1" PERMANENT SOIL
FABRIC SEE NOTES 3.75 TUCK
( ) REINFORCEMENT
NCDOT CLASS 'A' RIP RAP MATTING (PSRM)
-9" THICK LEVEL SPREADER APRON
(NTS)
LEVEL SPREADER/SCOUR HOLE DETAILS
NTS
cl)
3. BOTH THE RIP RAP UNDERLINER AND
THE LANDLOK TRM 450 SHALL BE
INSTALLED PER MANUFACTURER'S
SPECIFICATIONS.
SHEET 1 OF 1
V
J
° ® PROIECr N°' MDL-03010
THE JOHN R.
OMPANY, NMcADAMS
TRYON VILLLAGE AC
SCAT :
NTS MAMR PLAN LASIRUCTURE ENGIIJEHR3/PLANNERS/SURVEY°lRS
RESEARCH TRIANGLE PAR% NC
vii DATE: 06-22-05 SCOUR HOLE DESIGN DETIML (0-7) P.O. BOX 14005 ZIP M09-.1°00
d [phone]
THE JOHN R. McADAMS COMPANY, INC.
P.O. Box 14005
• Research Triangle Park, North Carolina 27709
[phone] [phone] Fax
PAGE OF 3
J R McA JOB NO. fl?-cf5o17 DATE BY CHECKED BY
(Date)
CLIENT PROJECT
SUBJECT

Ti-t-:f C-'4 Sc_ -- 2-
f ,
NRCD Land Quality Section
Pipe Design
Entering the following values will provide you with
the expected outlet velocity and depth of flow in a
pipe, assuming the Mannings roughness number is
constant over the entire length of the pipe.
10-year storm
FES-7
Flow in cfs: 16.14
Slope S in %: 4.69
Pipe diameter D (in.): 24
Manning number n: 0.013
Pipe diameter (ft): 2.00
Outlet velocity (fps): 13.99
Apron length (ft): 16.00
Avg. Diameter
(inches)
3
6
b 13
23
Flow depth: 0.79
Outlet velocity. 13.986
NRCD Land Quality Section
NYDOT Dissipator Design Results
Width (ft) = La + Do
= 18.00
Use 18.00
Stone Thickness
Class (inches)
A 9
B 22
B or 1 22 C=
2 27
SUMMARY: NCDOT Class '1' Rip Rap
Length: 16.00 ft.
Width: 18.00 ft.
Thickness: 22 in.
Fred V. Boone, PE
M DL-03010
Dissip.calcs 6-20-05.xis
6/22/2005
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SCONSERVATION AREA EXHIBIT
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SCONSERVATION AREA EXHIBIT
Z n = s COMPANY, INC.d>A TOWN OF CARY, WAKE COUNTY, NORTH CAROLINA CVL ENGINEERING •LAND PLANNING SURVEYNGo TWONVEUAOE PO BOXRESEARCH
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CONSERVATION AREA LINE TABLES
AREA 1 FROM 1 - 51
LENGTH BEARING
60.18' S 89'18'13" W
52.53' S 84'59'41" W
43.00' N 71'47'25" W
29.31' N 43'03'01" W
36.23' N 69'39'54" W
5.89' N 09'36'59" W
42.99' N 83'56'53" W
23.41' S 70'59'09" W
24.51' N 52'09'50" W
63.68' N 75'42'25" W
14.78' N 2235'22" W
71.07' S 8717'56" W
19.41' N 39'33'48" W
14.22' N 89'52'12" W
27.48' N 35'59'11" W
43.69' N 78'39'42" W
30.36' N 13'52'05" W
32.57' N 78'05'03" W
61.50' N 7713'13" W
31.87' N 56'31'20" W
37.06' N 74'04'57" W
51.38' N 65'22'43" W
36.30' N 67'07'27" W
19.05' N 44'30'36" E
67.74' N 14'02'10" W
34.02' N 36'04'48" E
63.78' S 67'07'27" E
44.99' S 65'22'43" E
45.29' S 74'04'57" E
17.91' S 8410'44" E
56.87' S 73'08'02" E
0.00' S 58'44'11" E
40.45' S 69'45'54" E
33.86' S 69'45'54" E
23.18' S 4454'52" E
11.06' S 2612'32" E
12.85' S 57'19'26" E
39.54' N 79'38'07" E
19.54' S 69'45'54" E
18.83' S 54'43'16" W
14.39' S 52'42'10" E
43.70' S 82'58'58" E
51.27' S 60'48'18" E
39.31' S 78'58'58" E
43.50' S 8018'53" E
64.66' S 71'48'14" E
47.94' S 7110'23" E
18.11' S 5358'34" E
31.76' S 7812'49* E
42.32' S 70'02'59" E
AREA 2 FROM 2 - 7
LENGTH BEARING
18.96' N 69'45'54" W
41.68' N 41'04'40" E
33.92' N 34'40'37" E
30.92' N 37'35'18" E
35.41' N 35'33'28" E
19.62' N 33'46'47" E
27.08' N 4456'13" E
22.41' N 87'08'51" E
24.63' S 04'47'45" E
16.84' S 20'39'54" W
36.03' S 2911'17" W
40.98' S 68'03'19" W
33.50' S 4318'26" W
25.51' S 58'32'59" W
13.43' S 18'22'33" W
21.90' S 34'20'41" W
AREA 3 LOOP AT 68
LENGTH BEARING
51.71' S 44'30'36" W
25.51' N 8615'55" W
22.44' S 15'37'47" W
32.39' S 83'0421" W
127.00' N 7522'23" W
7.37' N 3514'14" W
27.22' N 7117'50" W
16.05' N 57'02'35" W
33.79' S 76'53'37" W
31.46' N 281436" W
1.23' S 85'53'15" W
14.65' N 75'36'27" W
39.74' N 85'22'19" W
56.19' N 43'09'47" W
7.46' N 16'25'49" W
24.26' N 71'35'50" W
17.27' N 11'32'59" W
12.75' N 64'22'31" W
40.67' N 15'21'42" W
32.06' N 18'5438" E
26.32' N 58'40'22" W
23.30' N 18'28'17" W
13.90' N 0810'33" E
0.49' N 45'03'26" W
9.53' N 84'24'43" W
60.16' N 4619'07" W
10.16' N 78'07'13" W
25.55' N 63'46'00" W
4.15' S 53'41'40" W
51.53' S 80'24'13" W
49.32' N 7716'11" W
1.44' N 4616'38" W
36.86' N 81'41'02" W
29.27' N 6010'41" W
44.30' S 4016'10" W
39.60' N 85'46'24" W
4.68' N 14'57'17" E
AREA 4 F ROM 1139 - 49
LENGTH BEARING
112.11' S 41'32'05" E
37.62' S 59'14'58" E
9.68' S 01'03'20" W
69.24' S 08'27'29" W
9.10' S 14'57'17" W
0.00' S 7644'14" W
6.95' S 14'57'13" W
59.07' N 8546'24" W
3.44' N 05'32'46" E
40.45' N 63'40'28" W
CONTINUED
AREA 3 LOOP AT 68
LENGTH BEARING
78.22' N 08'49'14" E
79.66' N 03'33'39" W
65.63' N 77'50'35" E
46.99' S 86'06'34" E
76.27' S 43'57'14" E
3.90' S 0115'59" E
10.53' S 50'40'26" E
2.58' S 7716'11" E
6.11' N 82'23'36" E
36.30' N 53'41'40" E
47.80' S 69'29'27" E
30.13' S 63'33'18" E
70.01' S 78'07'13" E
28.92' S 03'40'48" E
5.91' S 84'24'43" E
89.79' S 45'03'26" E
16.66' S 0810'33" W
18.96' S 40'31'04" E
10.16' S 83'02'58" E
12.16' S 27'50'42" E
22.75' S 3719'56" E
91.98' S 46'49'09" E
21.03' S 63'25'08" W
37.61' S 72'49'38" E
8.98' S 14'41'17" E
27.62' S 57'02'35" E
7.13' N 69'23'46" E
46.67' S 7917'22" E
26.98' S 5114'12" E
10.97' N 15'37'47" E
90.63' S 8615'55" E
62.09' N 65'08'11" E
38.85' S 36'04'48" W
65.88' S 14'02'10" E
EXHIBIT "A"
AREA 5 LOOP AT 150
LENGTH BEARING
25.04' N 36'51'14" E
27.18' N 48'47'53" E
37.69' N 49'36'41" E
44.36' N 40'27'32" E
32.93' N 37'36'37" E
42.68' N 32'53'57" E
41.84' N 49'35'03" E
44.94' N 37'19'00" E
42.40' N 38'06'22" E
34.64' N 67'57'59" E
23.65' N 29'43'44" E
25.57' N 67'02'09" E
47.10' N 43'00'32" E
108.74' N 47'31'41" E

13.56' -
S 5219'59" E
24.75' S 2111'30" W
106.38' S 11'26'58" E
15.23' S 7319'15" W
18.60' S 45'41'59" W
10.52' S 61'06'13" W
34.98' S 43'00'32" W
46.64' S 44'05'32" W
52.85' S 60'56'34" W
35.98' S 28'03'23" W
56.58' S 4219'55" W
24.47' S 38'35'22" W
31.19' S 48'32'50" W
12.52' S 37'36'37" W
20.10' S 26'32'56' W
46.56' S 4219'55" W
18.03' S 56'50'13" W
30.24' S 49'36'41" W
15.34' S 48'47'53" W
27.35' S 36'51'14" W
10.09' N 50'04'04" W
83.83' N 46'49'09" W
AREA 6 LOOP AT 187
LENGTH BEARING
98.69' N 11'26'58" W
197.09' N 2111'30" E
24.31' N 8113'55" E
44.00' N 53'32'55" E
23.39' N 71'51'02" E
25.00' S 5814'23" E
29.21' S 42'43'02" E
25.00' S 27'11'41" E
25.00' S 12'53'1O" E
21.81' S 62'06'44" W
66.74' S 50'37'43" W
25.41' S 66'50'45" W
46.01' S 21'28'46" W
46.33' S 1310'47" W
20.61' S 28'44'10" W
47.85' S 17'36'24" E
77.56' S 7319'15" W
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JUL 1 1 2005
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AREA 7 LOOP AT 204
LENGTH BEARING
49.81' N 41'02'35" E
37.74' N 74'29'49" E
32.56' S 86'24'03" E
30.60' N 8233'54" E
57.90' S 21'36'35" E
4.36' S 02'23'44" E
2.18' N 89'49'07" W
119.33' N 8844'04" W
32.50' N 79'25'43" W
SHEET 4 OF 4
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®McADAMS
2005 1 2 8 0
'CEIVED
THE JOHN R McADAMS COMPANY, INC.
LETTER OF TRANSMITTAL
To: NC Division of Water Quality Date:
Ms. Cyndi Karoli
2321 Crabtree Boulevary
Raleigh, NC 27604 LE U N"" P Y
07/11/2005
** HAND DELIVER **
Re: Tryon Village - NCDWQ application submittal Job No.: MDL-03010
I am sending you the following item(s):
COPIES DATE NO. DESCRIPTION
7 7/11/05 Pre-Construction Notification with figures and
attachments
1 7/11/05 Wetland Sign-off Maps (2 copies to be returned to
JRM

These are transmitted as checked below:
? As requested
® For approval
® For review and comment
Remarks: "Please hand deliver ASAP**
Thanks, Kevin
21i9UL99WL9U0
? For your use JUL 1 1 2005
? __ DENR - WATER _njIALITY
AND STORMWATER BRANCH
Copy to: Andrew Moriarty Signed:
Fred Boone
FOR INTERNAL USE ONLY 7l(
® Copy Letter of Transmittal Only to File
? Copy Entire Document to File
CIVIL ENGINEERING • LAND PLANNING • SURVEYING
0,5-
Since 1979
THE JOHN R. McADAMS COMPANY, INC.
2005 1280
July 11, 2005
NC Division of Water Quality
401 Wetlands Unit
Attn: Ms. Cyndi Karoli
1650 Mail Service Center
Raleigh, North Carolina 27699
Re: GC 3374, GC 3404 (PCN)
Tryon Village, Cary, NC
Project No.: MDL-03010
Dear Ms. Karoli:
Qr?gz?
JUL 1 1 2005
DENR - WATER QUALITY
WOMIDS AND STORMyVATER BRANCH
On behalf of Midland Tryon, LLC, we are submitting a Pre-Construction
Notification (PCN) in accordance with Nationwide Permits 12 and 14 and
corresponding GC 3374 and GC 3404, for impacts to waters of the U.S. and
Neuse River buffers, associated with a project known as Tryon Village. The
project is located in the northwest quadrant of Walnut Street (SR 1313) and
Tryon Road (SR 1009), adjacent to an unnamed tributary of Speight Branch,
in Cary, NC. Please find enclosed for your review the following items:
Research Triangle Park, NC
Post Office Box 14005
Research Triangle Park,
North Carolina 27709
2905 Meridian Parkway
Durham, North Carolina 27713
800-733-5646
919-361-5000
919-361-2269 Fax
Charlotte, NC
5311 Seventy-Seven Center Drive,
Suite 66
Charlotte, North Carolina 28217
800-733-5646
704-527-0800
704-527-2003 Fax
www.johnrmcadams.com
e (7) copy of the PCN w/ $475 check
e (1) Agent Authorization Form
e Figure 1- USGS Quad - Lake Wheeler
e Figure 2- Wake County Soils Survey
e Figure 3- Activity Center Concept Plan (early design)
e Figure 4- Impact Map (Existing Layout to Date)
w/ inset sheets 1-9
e Figure 5- Rip-rap and upland pocket pictures/description
w/ upland data form
e (1) Copies of Wetland Maps
e Attachment 1: Roadway Justification
e Figure 6- Town of Cary "Southeast Area Collector Plan"
e Figure 7- Alternative Roadway Design
e NCEEP original acceptance letter
e NCEEP additional request form
Comprehensive Land Development Design Services
We help our clients succeed.
Since 1979
THE JOHN R. McADAMS COMPANY, INC.
Ms. Cyndi Karoli
July 11, 2005
Page Two
• Buffer Determination Letter
• Written Stormwater Agreement
• Level Spreader Worksheets: 1, 2
• Exhibit "A" Conservation Area Exhibit
Proposed impacts are as follows: 0.464 acre of fill into riparian wetlands,
0.01 acre of clearing riparian wetlands, 221 linear feet of permanent
important/mitigatable stream, 40 linear feet of temporary stream impact,
15,363 ft2 of zone 1 buffer, and 12,193 ft2 of zone 2 buffer, for a total of
27,556 ft2 of buffer impacts. Justification and mitigation are proposed in the
accompanying above items. Ms. Andrea Wade (USACE) verified the wetland
delineation, confirming features D & E on the Wake County Soils map as
non jurisdictional (figures 1& 2). A buffer verification was made by Mr.
Charles Brown of the Division of Water Quality on March 21, 2000,
referenced in the attached verification letter dated May 11, 2000.
*Note: A similar application was submitted to the U.S. Army Corps of
Engineers on June 8, 2005.
Consideration of this project is greatly appreciated. If you should have any
questions or require additional information, please do not hesitate to contact
me at [phone], ext. 271.
Sincerely,
THE JOHN R. McADAMS COMPANY, INC.
J. evin Yates
Senior Environmental/Wetland Scientist
Stormwater and Environmental Management Group
JKY/jky
Enclosures
F F - ~ F
STORMWATER POND CONSTRUCTION SPECIFICATIONS R ~ ~ ~ ~ I ` t r
! ~
GENERAL NOTES BERM SOII. AND COMPACTION SPECIFICATIONS x i ~ ~ I ~
' 1. PRIOR TO CONSTRUCTION, THE ON-SITE GEOTECHNICAL ENGINEER SHALL VERIFY THE 1. ALL FILL MATERIALS TO BE USED FOR THE DAM EMBANKMENT SHALL BE f I ~ , ~ 7G1~1~1
SUITABILITY OF THE PROPOSED BORROW AREA /FlLL FOR USE IN THE DAM EMBANKMENT TAKEN FROM BORROW AREAS APPROVED BY THE ON-SITE GEOTECHNICAL I ~ r ~ r ~ A
/KEY TRENCH. ENGINEER. THE FlLL MATERIAL SHALL BE FREE FROM ROOTS, STUMPS, WOOD, ~ ~ ' ~ ~ ~ r`~ ! ~ r1n w~fi~ : t~ I1Y~ A.
STONES GREATER THAN 6°, AND FROZEN OR OTHER OBJECTIONABLE 2. THE ON-SITE GEOTECHNICAL ENGINEER SHALL INSPECT THE KEY TRENCH EXCAVATION MATERIAL THE FOLLOWING SOIL TYPES ARE SUITABLE FOR USE AS FILL ~ ~
PRIOR TO PLACEMENT OF ANY BACKFlLL WITHIN THE KEY TRENCH. IF THE CONTRACTOR WITHIN THE DAM EMBANKMENT AND KEY TRENCH: ML AND CL pal ~ ' ~
CONSTRUCTS AND COVERS UP THE KEY TRENCH PRIOR T ~ V ' 0 INSPECTION, THEN THE KEY 16 _ ~ ~ TRENCH SHALL BE UNCOVERED AND TESTED AT THE CONTRA " ~ ~ ~ ~ x o
CTOR S EXPENSE. 2. FILL PLACEMENT SHALL NOT EXCEED A MAXIMUM 8 LIFT. EACH LIFT ~ - - v SHALL BE CONTINUOUS FOR THE ENTIRE LENGTH OF EMBANKMENT. BEFORE - ~ ` `i ~ r ~ o
3. THE CONTRACTOR SHALL REFER TO THE LANDSCAPE PLAN FOR THE PERMANENT F PLACEMENT OF FILL FUR THE BERM SECTION, ALL UNSUITABLE MATERIAL 16 : / r R
PLANTING PLAN SCHEDULE. PLEASE NOTE THAT NO TREES SHRUBS OF ANY TYPE SHA 4 ~ / / LL BE REMOVED AND THE SURFACE PROPERLY PREPARED FOR FILL MAY BE PLANTED ON THE PROPOSED DAM EMBANKMENT (FILL AREAS}. PLACEMENT. i x ~o
~ ~ i , n!; ~ v ~ ,x. ~ ~ ~ iil; ~ r r \ ` ~
4. IF THE STORh~WATER POND WILL BE USED AS A SEDIMcNT BASIN DURING 3. ALL FlLL SOILS USED IN THE EMBANKMENT KEY THE CH ' ~ ~ ' ~ \ / N CONSTRUCTION CONSTRUCTION, THE CONTRACTOR SHALL NOT CONSTRUCT THE INTERIOR EARTHEN BERMS SHALL BE COMPACTED TO AT LEAST 95% OF THE STANDARD PROCTOR 418 _ _ _ _ ~ ~ 1 LL i~ ~ " ~ ~ X, k
_ - SHOWN ON THlS PLAN UNTIL APPROVAL TO REMOVE THE SEDIMENT BASIN HAS BEEN MAXIMUM DRY DENSITY (ASTM-698). THE FILL SOILS SHALL BE COMPACTED -
GRANTED BY THE EROSION CONTROL INSPECTOR. AT A MOISTURE C ~ ~ ` ONTENT WITHIN -1 to +3 PERCENT OF ITS OPTIMUM ~ ~ ~ ~ ~ , ' i ~ ~ t i Lp~I ' Z U' A 1:°. ~'p ~ 1~1
MOISTURE CONTENT. COMPACTION TESTS SHALL BE PERFORMED BY THE 422 _ i ~ ~ 5. IF THE STORMWATER POND WILL BE USED AS SEDIMENT BASIN DURING CONSTRUCTION, ON-SITE GEOTECHNICAL ENGINEER DURING CONSTRUCTION TO VERIFY THAT _ - , ~ ~ ~ ` ~ I !'G ~ ~ lCJ D ? ~ ~ ~ ~ a !f / ~ ~ r4, O O
THE AREA SHALL BE CLEANED OUT (LE. SEDIMENT, TRASH, ETC AND REVEGETATED IF THE PROPER COMPACTION LEVEL HAS BEEN ~ ~ \ ~ 1 \ ) ( REACHED. THE FILL SHOULD BE W ~ i i ! Gi R+ O O i ~ tfJ
NECESSARY) PRIOR TO USE AS A STORMWATER MANAGEMENT FACILITY. THE TRASH AND COMPACTED USING A SHEEPSFOOT TYPE COMPACTOR. IN ORDER TO PREVENT 426 1 F ~ ~ ~ ~ i ~ ~ ~ Uj I
SEDIMENT SHOULD BE DISPOSED OF PROPERLY LE. -LANDFILL . DAMAGE TO THE PIPE, NO COMPACTION EQUIPMENT SHALL CROSS ANY PIPE - - - " I ( ) 428_v - - - J I ~ UNTIL MINIMUM COVER IS ESTABLISHED ALONG THE PIPE. , _ ~ ~ ~ ra ® I ~ ~ ~ ~ ~ ~ ~ x ~ ~ V ~ ~ ~ ~ ~ ~ W UDC t0
r~~r 1 4. A KEY TRENCH SHALL BE PROVIDED BENEATH ALL FlLL AREAS OF THE _ - \ ~ I W ~ O Ca ,il - ~ ~ ~ z d~
CONSTRUCTION PREPARATION BERM. THE TRENCH SHALL . LEVEL SPREADER SCOU ~ " ~ _ ~ I (TEND A MINIMUM OF 5 FT BELOW EXISTING ¦ ` 1 , \ - rl - i~ ' ~ ~ ~ W - ~ • 0~ i _ 0 .1
1. PRIOR TO PLACEMENT OF THE NEW FlLL THE AREAS ON WHICH FILL IS GRADE AND SHALL HAVE A MINIMUM BOTTOM WIDTH OF 5 FEET. THE KEY HOLE,-(SEE DETAIL SHEET ! ~
' TRENCH SIDESLOPES SHALL BE A MINIMUM OF 1:1 (H:V). THE KEY TRENCH PD`2) TO BE PLACED SHALL BE CLEARED AND STRIPPED OF TOPSOIL„ TREES, ~ ~ 100' TOWN F CARY ~ ~ STREAM BU
ROOTS, VEGETATION, AND OTHER OBJECTIONABLE MATERIAL. THE AREAS ON SHALL BE COMPACTED TO THE SAME SPECIFICATION LISTED IN ITEM 3 ABOVE. ~ - - ~ _ WHICH FILL IS TO BE PLACED SHALL BE SCARIFIED. + , ~ \ / / s'r t~~µnur~~ ~.f ter' ~ ~ ~ ~7~
5. UPON REC~UEST, THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH ~ ~ ` ' 430 ~ i` ~ _ ~
2. ANY REMOVED TOPSOIL SHALL B I REPORTS TO VERIFY THAT THE DAM EMBANKMENT MEETS THE SPECIFlED ~ ~ ~ ~ E STOCKP LED FOR USE IN PLANTING COMPACTION REQUIREMENTS. COMPACTION REPORTS WILL BE NEEDED DURING ~ / ~ I ` ~ . ~ ~ ~ / I I r ll ~ ~
(SEEDING) ON THE DAM EMBANKMENT ONCE FINAL GRADES (AS SHOWN ON THE AS-BUILT CERTIFICATION °ROCESS FOR THIS STOf'.MWATEFi FACILITY. 12,"'DIP INVERT OUT = 425.00 ~ ` THE GRADING PLAN) HAVE BEEN ESTABLISHED WITH COMPACTED FlLL. THEREFORE, IT IS THE CONTRACTOR'S RESPONSIBILITY ~ ~ ~ ~ ~ ~ i / i I
TO ENSURE ~ ~ ~ COMPACTION TESTS ARE PROPERLY' PERFORMED CURING CONSTRUCTION. ~ ~ ~ $11'_E~L ANTI-' $ L ANTI-SEEP i ! ~ l ~
3. THE CONTRACTOR SHALL FURNISH, INSTALL, OPERATE, AND MAINTAIN ANY ~ ~ COLLARS (X~ PUMPING EQUIPMENT, ETC. NEEDED FOR REMOVAL OF WATER FROM VARIOUS X60 LF 12"~ DIP ~ ~ ~ ~ ~ I ~l \ C L o X2 ' ~ J ~ Q LAR ( ) I ~
PARTS OF THE STORMWATER POND SITE, IT IS ANTICIPATED THAT PUMPING ~ ~ ~ SEA, DETAIL SPILLWAY PIPE SUBGRADE SUPPORT AND ~ ®5.OD% H . _ SEA DETAIL ~ li I ~ ~ ` : m•'•.,N F,Q-;• ~ SHEET -3 ~ ~ ~ ~ ~ 5~' NEUSE RIVER '.,q "
WILL BE NECESSARY IN THE EXCAVATION AREAS {LE. -KEY TRENCH). ~ ~ - - ~ ~ ~ ~ S EET 3 STR M BUFFER ' ~ o R •
DURING PLACEMENT OF FILL WITHIN THE KEY TRENCH AREAS AS ~ v ~ ` (OR OTHER BEDDING SPECIFICATIONS , \ 1 NECESSARY), THE CONTRACTOR SHALL KEEP THE WATER LEVEL BELOW THE SIPHgIV HEADWALL (SEE DETAIL l ~ ~ ~ ~ I~ ~ ~R ~p i ~ ~ ~ Nnnu~
BOTTOM OF THE EXCAVATION. THE MANNER IN WHICH THE WATER IS 1. FILL IN THE AREA OF THE SPILLWAY PIPE AND ADJACENT AREAS SHOULD SH€ET PD-3J ~ ~ ~ i ` / ~ / f
REMOVED SHALL BE SUCH THAT THE EXCAVATION BOTTOM AND SIDESLOPES BE BROUGHT UP TO A POINT OF 2' TO 3' OR MORE ABOVE THE TOP /SIPHON INVERT = 428.00_ ~ ~ ~ ~ ~ ARE STABLE. EI.EVATiON OF THE PIPE IN ADVANCE OF SPILLWAY C ~ ~rw ~ ~ ~ V ~ ~ , 1 ~ V (JI I ~ ~ ( \ A F
_ ONSTRUC11ON SO THAT ~ r ~ y~ ~ ~ \ \ I THE SPILLWAY PIPE CAN Bc INSTALLED IN A TRENCH CONDffION. ONCE THE ~ ~ ~ ~ ~ ~ ~ I ~ -CONCRETEAN14--SEEP ~ ~ w ~ ~ h I I ~ ~ ~ ~ ~
FILL IS BROUGHT UP TO ABOVE THE TOP OF PIPE, THE PIPE TRENCH ~ ~ \ I ~ I y ~ ~ ~ 'COLLARS (X2~~~~EE DETAIL ~ ~ o ~ I I ~ ~ SHEET PD-2 ~ ~ u ~
SHOULD THEN BE EXCAVATED FUR INSTALLATION OF THE PIPE. ` \ I
OUTLET STRUCTURE MATERIAL SPECIFICATIONS ~ ~ „ 2. IF SEEPAGE OR FLOW OCCURS IN OR ALONG THE PIPE ALIGNMENTS, ~ ~ I I I 41 ~ ~ `ENDWALI PEi~NCDOT._STD: 838.80 ~ ~ ~ ° I ?g ~ ` ~ p _ ~ ~ 15
1. THE 36 RCP OUTLET BARREL SHALL BE CLASS III RCP, MODIFIED BELL AND SPIGOT, F' ~ ~ I ~ GROUNDWATER CONTROL WILL BE NECESSARY. THIS ~ ~ ~ MEETING THE REQUIREMENTS OF ASTM C76-LATEST. THE PIPE SHALL HAVE CONFlNED COULD INVOLVE ~ ~n,,~ \ I i( ~ NV, UT 36"RCP - EC.~422AG~ ~ a I 6 ~
0-RING RUBBER GASKET JOINTS MEETING ASTM C-443-LATEST. THE PIPE JOINTS SHALT. PUMPING (OR STREAM DNERSION, ETC.) DEPENDING ON THE TOPOGRAPHY. ~ ~ 1 ~ y 143 SINCE IT IS NECESSARY TO WORK I ~ ~ ~ ~ I 0 4 ~ 1 \ - I 30 ~ ~ ~ N o
BE TYPE R-4. N A DRY CONDITION, THIS SITUATION ~ i 1 3 I MAY REQUIRE USE OF LEAN CONCRETE BACKFILL, PLOWABLE FlLL, ETC. TO / 'a ~ ? 3 ~ ~ ~ VELOCITY DISSIPATOR ` ` o a ? 3 i
ESTABLISH SUBGRADE CONDITIONS SUffABLE FOR SOIL TYPE BACKFILL , i~ ` \ 1 4 4 1 2 THE STRUCTURAL DESIGN FOR THE 5x5 (INTERNAL DIMENSIONS} RISER BOX WIyH PLACEMENT. 4,3.2 ~ I 4 ~ ~ ~ ` : 90 ~ F 36"~ 0-RING RCP i~ , Z ff 4 , ~ ~ NCDOT CLASS- B RIP RM o ~ 1 ~ n JOINTS ~lR.APR !
EXTENDED BASE SHALL BE BY OTHERS. PRIOR TO ORDERING THE STRUCTURE, THE ~ I CONTRACTOR SHALL PROVIDE THE ENGINEER WITH SHOP DRAWINGS, SEALED BY AN P.E. ji ~ I 4341 \ 4 ? ~ ~ ~ ~ 18 L X 21 W X 22- THICK ~ ED N - - _ _ o mma D W 3 I ~ ` ~ ~ GEOTEX}I FABRIC ®i.11~ - a 4 I, A ~ i A ~ ~ ~ - \ 34~ ~ ~ - - - uz ~
REGISTERED IN NORTH CAROLINA, FOR APPROVAL 3. PRIOR TO INSTALLATION, SUBGRADE CONDITIONS ALONG THE SPILLWAY ~a~,,.~„: \ ~ ~ PIPE SHOULD BE EVALUATED BY THE ON-SITE GEOTECHNICAL ENGINEER TO ~ \ \ 3g ~ ti ~ _ _ ~ ~ - ~ i ~ . _ _ O ~ ~
„ ASSESS WHETHER SUITABLE BEARING CONDITIONS EXIST AT THE SUBGRADE 't, \ 4 4~ 4 A ~I ~p i s - \ ~ U2 N o
3. THE RISER BOX OUTLET STRUCTURE SHALL BE PROVIDED WITH STEPS 16 ON CENTER. LEVEL. SHOULD SOFT OR OTHERWISE UNSUITABLE CONDITIONS BE I \ 2 STEPS SHALL BE PROVIDED ON THE INNER WALL OF THE RISER BOX. STEPS SHALL BE IN ENCOUNTERED ALONG ?HE PIPE ALIGNMENT THESE MATERIALS SHOULD ! 4 ~ `30 ~ r'~ ~ ~ ~ ~ i ~ 9 o a
_ BE 1 ACCORDANCE WITH NCDOT STD. 840.66. PLEASE REFER TO SHEET PD 2 FOR LOCATION UNDERCUT AS DIRECTED BY THE GEOTECHNICAL ENGINEER. THE UNDERCUT ~t~ ~ ~ ~ ~
OF THE RISER STEPS. I MATERIALS SHALL BE REPLACED WITH ADEQUATELY COMPACTED STRUCTURAL _ _ - - _ ~ ~ ~ ~ a r i ~Q ~ ~ ~ ~ r ~
„ FlLL, LEAN CONCRETE OR PLOWABLE FILL AS DIRECTED BY THE ON-SITE -,r~ - ~ J ~ t o 4. THE 9 Lx9 Wx27 THICK CONCRffE ANTi-FLOTATION BLOCK SHALL PRECAST AS THE GEOII=CHNICAL ENGINEER. ~ ~ ~ ~f 1 l I I X J J ~ ~ \ ~ ~ I I I i ~ ! 430 ° ~ / ~ ~ N
EXTENDED BASE OF THE RISER SOX DURING FABRICATION. THE PRECAST BASE SHALL BE f' , ~ ~ I t Y
INCLUDED AS PART OF THE SHOP DRAWINGS THAT WILL BE SUBMITTED TO THE ENGINEER ~r~, ~ ~ ~ ' I FOR APP 4. FlLL MATERIAL ADJACENT TO THE 36°0 0-RING OUTLET BARREL SHALL ~,4~ ~ ~i ~ ~ ~ I I ROVAL (SEE fiEwl 2 ABOVE). MEET THE SPtCIFlCAlIONS LISTED IN ITEMS 1 THROUGH 3 IN THE SECTION , I I ~ p 432 ~ ~ ~ ~ A~ ~ I I ~ A ~ ~ ~ f ~ 434 ~ ~`''^d, ~ _ ~ i p~
TILLED 'BERM SOIL do COMPACTION SPECIFlCATIONS." THE CONTRACTOR SHALL - ~ ~ 1 e~ / ~ I I I \ . ~ O I J
5. THE RISER BOX JOINT DESIGN SHALL CONFORM TO ASTM C-478. THE JOINTS SHALL PAY SPECIAL ATTENTION TO THE COMPACTION EFFORTS ALONG THE PIPE TO ~ ~ ! J BE SEALED USING BUTYL RUBBER SEALANT CONFORMING TO ASTM-990. THE CONTRACTOR ENSURE THAT ALL SPACES UNDER AND ADJACENT TO THE PIPE ARE FlLLED 1 1 ~ ~ / ~ 1 43 ~ ~ 4 ~
SHALL PARGE JOINTS ON BOTH THE INSIDE AND OUT5IDE WITH NON-SHRINK GROUT. WITH PROPERLY COMPACTED MATERIAL. ~ ? r ~ ~ I \ ~ 43 ~ ~ ~ , - ~ - - ~ :
i i I 6. THE PRECAST RISER BOX STRUCTURE SHALL HAVE A SHIPPING WEIGHT OF 37,000 IBS. I I I \ ~ 430 I - - - ~ ~ ~ l~
BE DETERMINED BY - - I ll THE STRUCTURE WEIGHT SHALL BE THE SHIPPING WEIGHT AND SHALL 'j'~'~~ ;,4 -a, r i ~ 1 G OF THE E ~ - ~ 0 0 t I 428 i ~ \ ~ ~ ~ - _ d~ I / - - -
SUBTRACTING THE WEIGHT OF THE FACTORY BLOCKOUTS FROM THE GROSS STRUCTURE fr~ ~ i I I WT]GHT. THIS INFORMATION SHALL BE SHOWN ON THE SHOP DRAWINGS SUBMITTED TO THE 1. TESTING OF THE NEW F. I ~ I , - 1 ~ ~ ~
ENGINEER FOR APPROVAL. LL MATERWS SHALL BE PERFORMED TO VERIFY ~ r ~ i I I ThIAT THE RECOW~NDEO LEVEL OF COMPACTION LS ACHIEVED DURING ~ I 1 i ~ ~ o
Y CONSTRUCTION. 1FiEREFORE~ ONE DENSITY TEST SHALL BE PERFORMED FOR . , ~ ~ i I I ~ 7. PRIOR TO ORDERING, THE CONTRACTOR SHALL SUBMIT TRASH RACK SHOP DRAWINGS EVERY 2,500 SQUARE FEET OF AREA FOR EVERY LIFT OF FlLL 4~fi ~ 't I ~ ~ 424 J ~ / i r ~ ~ Nib ~ ~
TO THE ENGINEER FOR APPROVAL. CONTRACTOR SHALL ENSURE THAT AN ACCESS HATCH t , ~ / ~ _ 423 J ~ ~
" ~ I ~ IS PROVIDED WITHIN THE TRASH RACK (SEE DETAIL FOR LOCATION} THAT WILL ALLOW FOR 2. TESTING WILL BE REQUIRED ALONG THE 36 0-RING OUTLET BARREL AT ~~i. I \ ~ i ~ J ~ 432 ~ ~
FUTURE MAINTENANCE ACCESS. CONTRACTOR SHALL ALSO PROVIDE A CHAIN AND LOCK A FREQUENCY OF ONE TEST PER 25 LF OF PIPE PER VERTICAL F °a ~ I I OOT OF ' ~ ~ ~ ' ` ` ~ I FOR SECURING THE ACCESS HATCH. FILL. ~ I ~ ` ' i ` - _ W 1 ~ ~ i \ ~ ~ ~ Q
~ ~ L,~ ~ ~ ~1 ~ I ~ 7~ _
8. ALL POURED CONCRETE SHALL BE MINIMUM 3004 PSI (28 DAY) UNLESS OTHERWISE ~ ~ ~ 6 1 ~ _ 'I ~ I ' - - V I J 4 i - i \ - - a
NOTED. TEMPORARY SEEDING SCHEDULED ~ ~ -f I ~ ~ ~ 4a2 ~ ~ ~ a ~
- SHALL BE AMOCO STYLE ~ 9. GEOTEXiiLE FABRIC FOR THE 36 INCH OUTLET BARREL JOINTS APPLICATION RATE i 1' ~ - - - _ _ \ W l 11 SHAP =SQUARE I ! ~ _ _ - ~ -
4553 POLYPROPYLENE NON-WOVEN NEEDLE PUNCHED OR APPROVED EQUAL NON-WOVEN SEEDING DATE SEEDING MIXTURE \ ~ ` I\ ( 120 LBS/AC \ ~ FABRIC) JAN 1 - MAY i RYE {GRAIN) ~ ~ ~ I INTEddNAL DIMENSIONS 5 FT x 5 Ff. 8 ~ _ \ ~ I '1 f i _ _
KOBE P 50 IBS/AC - 438 ~ ~ ~ ~ 1 TOP OF RISER = 43b.60 I 1 ' ~ - 438 - ~ 1 I N.W.~,E. = 428.00 I I ' .436 - - - '
10. STORMWATER POND EMERGENCY DRAWDOWN IS VIA AN 8°~ PLUG VALVE. 11iE VALVE LES EDEZA 40 LBS AC 1 \ SEDIMENT \ / ~ ~ ~ v FOREBAY 0 I ® 4 T \ I INVERT UT 36"~ 01 RING RCP = 423.00 I ?6 ~ ~ 20 0 ( T ) ~ ~ 434
SHALL BEAM&H STYLE 820 X-CENTRIC VALVE OR APPROVED EQUAL THIS VALVE IS IN MAY 1 -AUG 15 GERMAN MILLET 1 ~ \ ACCORDANCE WITH AWWA C-504 SEC. 5.5, AidD SHALL BE OPERABLE FROM TOP OF AUG 15 -DEC 30 RY RAI 120 LBS/AC , \ ~ ~ 2 ~ I ~ 42 _ ~ I ~ ~ - - - - 432 ~ I I ~ 4 ~ _ _ -
OUTLET STRUCTURE VIA A HANDWHEEL (SEE DETAIL). THE CONTRACTOR SHALL PROJIDE A 2y ~ ~ ~ 0
REMOVEABLE VALVE WRENCH WITH A HANDWHEEL ON TOP FOR OPERATION OF THE 8 ~ SOIL AMENDMENTS , PLUG VALVE. A CHAIN AND LOCK SHALL ALSO BE PROVIDED FOR SECURING THE WRENCH ~ \I ~ I \ ~ 28 ~ I I I 1 IM
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/AC GROUND \ `y I TO THE TRASH RACK. AGRICULTURE LIMESTONE AND 750 LB/AC 10-10-10 FERTILIZER (FROM AUG ~ i ~ , ~ I I i / FOREBAY ~ _ - - y
15 -DEC 30, INCREASE 10-10-10 FERTILIZER TO 1000 LB AC . \ ~ I 1 / t I ~ 1 ! / _ I I ~
11. PRIOR TO ORDERING OR INSTALLATION, CONTRACTOR SHALL PROVIDE THE ENGINEER / ) ~ ! ! \ v i! WITH RETAINING WALL SHOE DRAWINGS FOR APPROVAL. THE SHOP DRAWINGS SHALL BE MULCH ~,3a \ ~ / ~ i , ,
0 SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN NORTH CAROLINA. APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, ~ I J I / 0 I - ~ _ - - 1 ~ I ~ J - - - ~ i -
„ OR A MULCH ANCHORING TOOL. A DISK WITH BI,~DES SET NEARLY STRAIGHT CAN 12. THE 12 ~ JIP OUTLET PIPE SHALL BE CAPPED WiTH A METAL ORIFICE PLATE. THE BE USED AS A MULCH ANCHORING TOOL \ ~ \ ~ ! ! !
PLATE SHALL BE 18"x18"x1/2" (GALVANIZED) AND SHALL HAVE A 3"0 ORIFCE AT THE \ ~ ~ \ \ 1 ~ i / ~ ! ~
BOTTOM. PLEASE REFErT TO DETAIL SHEET PD-3 FOR ADDITIONAL INFORMATION. MAINTENANCE 1 ~ ~ 1 ~ ' ' - 1 ' '
JAN 1 -AUG 15: REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. ~ ~ ` 1 ~ ~ ~ \ V I ~ ~ ~
SEEDBED PREPARATION ~ RESEED, REFERTILIZE, AND MULCH IMMEDIATELY ~ \ FOLLOWING EROSION OR OTHER DAMAGE. \ ~ I ~ ~ ~ _ '
1.) CHISEL COMPACII:D AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE - 1 I ` 1 ! /
SOIL CONDITIONS, IF AVAILABLE. AUG 15 OEC 30: REPAIR AND REFERTTUZE DAMAGED AREAS IMMEDIATELY. ; \ ~ 2.) RIP THE k:NTIRE AREA TO 6 INCHES DEPTH. TOP DRESS WITH 50 LB/AC OF NITROGEN IN MARCH. ~ ~ /
3.) REMOVE hLL LOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE IF ff IS NECESSARY TO EXTEND TEMPORARY COVER BEYOND ~ a• I I ~ ~
REASONABLY SMOOTH AND UNIFORM. JUNE 15, OVERSEED WITH 50 LB/AC KOBE LESPEDEZA IN 1 ~ ` ~ ~ \ LATE FEBRUARY OR EARLY MARCH. 1 ~ / I ~ 4.) APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE UNIFORMLY ANG MIX ~ ~ , F ~ \ ~ ~ U _ ~ ~ I i
WITH SOIL (SEE BELOW'}. ~IE+. USE THE TEMPORARY SEEDING SCHEDULE ONLY WHEN DAiS IS NOT CORRECT TO ~ A.~ ~ k ~ ~ I ! I ~ ~
USE THE PERMANENT SEEDING SCHEDULE. 1 ~ • k \ ~ 5.) CONTINUE TILLAGE UNTIL AWELL-PULVERIZED, FIRM REASONABLY UNIFORM SEEDBED ~ ~ . ;1 j i \ ~ . ~ ` P ' ~ - ~ ~ i i ! i _
IS PREPARED 4 TO 6 INCHES DEEP. a • •k• ~'R, ''`a B rr 6. SEED ON A FRESHLY PREPARED SEEDBED AND COVER ~ ~ • • ~ ~ ~ I l X l / i W
) PERMANENT SEEDING SCHEDULED - 7.) MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH. ~ ~ , :~~~,4~! Da f \ ~ ~ I % y? i ~ i Z
8.) INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS 3 ~ • r, ,r ~ i ~ . APPLICATION RATE ~ . 1 1 ~ 1 1 1 i ~ ~ I ! 1 1 t , l ! 1 I
WIININ THE PLANTING SEASON IF POSSIBLE. IF STAND SHOULD BE OVER 60% DAMAGED, ~ ~ i , REESTABLISH FOLLOWING ORIGINAL LIME, FERiTUZER AND SEEDING RATES. SEED LIGHTLY 200 LBS/AC I ` ; • ~ ~ I, i
AUG 25 -OCT. (BEST) TALL FESCUE I s t I I 1 a WITH SEEDING EQUIPMENT OR CULTIPACK AFTER SEEDING. ,y ~ \ . •r i f
...:>v 9. CONSULT CONSERVATION INSPECTOR ON MAINTENANCE 1REATMENT AND FERTIG.ZATION FEB• -APR 15 (POSSIBLE) ,I \ ~ 1 ) ~r } ! I , t 1 + I r ii ( o i r i ~ r, a ~ I I i I r I
~ A}?ER PERMANENT COVER IS ESTABLISHED. k~ \ , , I a„~ , ~ SOIL AMENDMENTS ' ~,I -~-._~..1 5:~~ r ~ f I ~ I D'- ~ ~ I r :;i=, tom..-,~-.nil... z.. ~ i I f I
;See seasonal application schedule APPLY LIME AND FERTILIZER ACCORDING TO SOIL TESTS OR APPLY 4000 LB ACRE ~ I . l ~ ! Q - ~ . ...I ~ ~le I i,
GROUND AGRICULTURAL LIMESTONE AND 1000 l.E;/ACRE 10 10 10 FERTILIZER. ~ \ ~ - - / ~ I ~ I I r~~~~~ I
o MULCH I ~ I
N ' \ 'm APPLY 4000 lB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, ~ 'k. ~ ~ \ I I R AWING a OR A MULCH ANCHORING TOOL A DISK WTfH BLHDES SEf NEARLY STRAIGHT CAN ~ ' t I 0 ERS) - R NNING WALL DESIGN BY ~ • I ~ ~ ( ~ ~ ~ / - ~ I ~ r IAr ~ ! 1
0 ERS - SSE NOTE 11 1 1' I J ~ ~ ~ ~ ~ ~ J ) ~ I I ~ ~ ~ ' U DER OUTLET STRUCTURE ,1, 1 I I J I ! ~ ~ ~ ~ ~ 1
3 BE USED AS A MUL(;H ANCHORING TOOL t I ~ I U DER OU 'ti, ~ ~ 1 ~ I RIAL 1 I I 1 ~1 RIAL SPE IFlCATIONS I J I
a MAINTENANCE ( ~.I ~ i J J ~
o INSPECT ANO REPAIR MULCH FREQUENTLY. REFERTILIZE IN LATE WINTER OF THE
o FOLLOWING YEAR; USE SOIL TESTS OR APPLY 150 LB/ACRE 10-10-10. MOW ~ REGULARLY TO A HEIGHT OF 2-4 INCHES. WATER UAIdTY DE"IEN'1'lON POHD PLAN VIEW EARTHEN FOREBAY BERMS (TO BE ~ COMPACTED TO THE SAME
0 ~ SPECIFlCATIONS AS THE DAM PBOrECT No. MDL-050t~Q
m NURSE PLANTS EMBANKMENT) PLEASE REFER TO
BETWEEN MAY 1 AND AUG. 15, ADD 15 LB,~ACRE SUDANGRASS OR 10 LB/ACRE ITEM 3 UNDER "BERM SOIL AND ~Bl'8~050QQ-PDI.DWG COMPACTION SPECIFlCATIONS" FOR
o GERMAN MILLET. BffORE MAY 1, OR AFTER AUG. 15, ADD 40 LB/ACRE RYE (GRAIN). ADDITIONAL INFORMATION. FOREBAY DESIGNED BY: BRF
05-SP-146 ~ ~Qg;, PERMANENT SEEDING SCHEDULE IS FOR EXTERIOR SLOPES OF THE BASIN, TOP OF BERMS TO HAVE 5• MIN. WIDTH, DRA1fN BY: 8RF
~ THE BERM. AND BASIN FLOOR. A DDD~1VL~fl
Lil 1 L'b V V A! 1/ E SCALE: NTS
o` TOWN OF CARY
STATEMENT OF RESPONSIBMEY: 0 ALL REQUIRED MAINTENANCE AND INSPECTIONS OF THIS FACILITY SHALL BE GRAPHIC SCALE O'D DATE: 2--8-2006
4 THE RESPONSIBILITY OF THE PROPERTY OWNER'S ASSOCIATION, PER THE Approved by Date 30 0 15 30 60 SHEET No.
EXECUTED OPERATION AND MAINTENANCE AGREEMENT FOR THIS FACILITY. Planning Date PD
Engineering Date 1 inch = 30 ft-
U N 0 PRELIMINARY McADAMS PRELIMINAR. DRAWING _ _JiNOT V RELEASED FOR CONSTRUCTION
a
X

TOP OF HANDWHEEL TO EXTEND 1-FOOT APPROXIMATE LOCATION ABOVE TRASH RACK OF EXISTING GROUND
10 FT. WIDE MINIMUM COMPACTED BERM TRASH RACK CONCRETE COLLAR (TO BE CONSTRUCTED IN SECTION (SEE FILL M-~ L
(SEE DETAIL) THE FlELD BY THE CONTRACTOR -SEE SPECIFCATIONS ON N v
TOP OF DAM = EL. 434.00 DETAIL) SHEET PD-1) 0
~ . ~ - - - - - - 3 r. rte. r fir- - - - - - 1 a o ENDWALL PER NCDOT STD. 838.80 Q U o
I- 1.5 FT OF 3 - - - - - F~-1 ~ ~ w zl
TOP OF RISER = EL. 430.60 COVER (MIN.) 1 - _ _ _ - LLL II II - a ~
_ 1 - -I I I~ I I x° INV. OUT = 422.00 ~ ~
1.5 FT OF - 1 - .5 FT. (MIN.) - - I1 i _ Ul
' COVER (MIN.) - - - _ _ -j ° - - - 1 -~`.1?T _ ~ ~ a
- - - - - - - •'a - - c~~ - w a N - - - ~ z ~
- d:. - - - -
.d o - ~ 00 - w ~I
a xoo Q F ~ ~
5 FT. MIN. .rr, r l t~ I
90 LF 36"0 0-RING RCP ®1.1' a TOP OF RISER = EL. 423.00 FLOW ~ ~ V ~ x ~ ING RCP ®1.11 ~ _ W U O c0 i W 0: ~ ~
: 'd f; aep~ ~ W r.
• ~ c : i -~~c~-;Q~2 02~~`~;"~=;y,~r, gin' r° C7 {1? O QJ
w xa
KEY TRENCH (SEE BERM SOIL SOIL
& COMPACTION ae`,ODUnIry~~~''
SPECIFlCATIONS) H ~ VELOCITY DISSIPATOR ' •
8" PLUG VALVE. THE VALVE P ~ . E. !p 9 0 NCDOT CLASS B or 1 RI RAP : ~ .j, ;
CONCRETE ANTI-SEEP COLLARS (X2} SHALL BEAM&H STYLE 820 i~ON-WOVEN GEOTEXIILE COLLARS SHALL BE SPACED ALONG 24'L X 27'W X 22" THICK 9 _
X-CENTRIC VALVE OR FABRIC SHALL BE PLACED THE FlRST 60-FT OF THE OUTLET APPROVED EQUAL. THIS VALVE AROUND EACH JOINT OF THE 76
SHALL BE IN ACCORDANCE 36" 0-RING RCP BARREL IN BARREL (LENGTH BENEATH FILL
WITH AWWA C-504 SEC. 5.5, 2' WIDE STRIPS CENTERED ON SECTIONS) AT 20 O.C. (SEE AND SHALL BE OPERABLE JOINT. DETAIL) ~ I NE~:•' C~': %'~q ~ ' F~ .
FROM TOP OF OUTLET ~~q ~ p~'
STRUCTURE VIA A tiANDWHEEL. ~~'~u n n+~`~~
PERMANENT DAM CROSS SECTION AT OLPI'LET BSA N.T.S. Pl'LET BARREL
NOTES:
1.5' 6.0' 1.5' 1. ALL REBAR TO BE #4 REBAR.
2. ALL REBAR AND ANGLES TO BE GALVANIZED AND BE PROVIDED WITH AN EPI 1.0' i QED WITH AN EPOXY 8.~1'
COATING. . _ . - • ~ • 3. THE HOT-DIPPED, GALVANIZED 2"x2"x1/4" ANGLES SHALL 8E WELDED TO Tt WELDED TO THE REBAR
• ` - •a' ~ • ~ ~ ~ TRASH RACK. ONCE WELDED THE ENTIRE ASSEMBLY SHALL BE PLACED ONl BE PLACED ONTO THE - • • : • ; • . ° " . , "e -
1. ' • - ~ = + ~ ~ a . ~ MANHOLE RISER WffH ANGLES SITTING DIRECTLY ON TOP OF RISER. RISER. ~ ' • •a . ~ ~ d v I P'. +d: t j ,d ~
. - ::a ~ - • MIN. PROJECTIOH• ='2 2G~ FT ~a - 2.26' ~ i
.a~ ` ~ ~
a . ~ . ; : •d. •a . + d • e • ~ • • NOTES• 11.9 LF . ..e
• ~ a:' . 2"x2"x1 /4 ` , ~ : : • • d . • ~ t . CONCRETE FOR COLLARS SHALL 8E 3000 PSI (MlN.} 28 DAY
ANGLE • • ' • ` ~ • STRENGTH. Z ~ ,
• - 36' 0-RING d ~ • A ~ i . ' • ` • 2. COLLARS SHALL Bc CONNECTED TO THE 36" 0-RING RCP WITH , i
• ° RCP 9.0' 6.0' 0 a• ~ A WATER TIG ~ ~ i HT JOINT. ~ W
- FLOW • - 36" 0-RING ' ' • „ ~ J 8.31 . ••a•.• 45.5 I . ~.9.~~. `.e RCP .a 3. COLLARS SHALL 8E SPACEQ F.LONG THE F?RSi" ~0°Ft OF THE
.....a. - ~ 'd ~ . OUTLET BARREL (LENGTH BENs;ATH FlLL S'cCTIONS) AT 20 FT. O.C. • . a
N ~ e ~a
~a, a, . 4. ANTI-SEEP COLLARS SHA~~ Bt 4~~.D A MIN;f~.ItiQ OF 2 F. O - _ ' ~ • • • FROM PIPE JOINTS. ~ LI •t
. . - - ~ ~ •'d' - QO
d A - :d. • • , • CONCRETE COLLAR (TO ' . ~ ~ N
1.5' . : - , • : ~ BE CONSIRUCIID IN ' ' ~ ~ : d . THE FlELD BY THE _ - ~ . 2.26 .
• • d~ - ~ d. CONTRACTOR -SEE
DETAIL) A
1~ v,
CONTRACTOR SHALL PROVIDE
STEPS IN ACCORDAWCE YMirl NCDOT STD. 840.66. SEEPS 1 CONCRETE ANiT-SEEP COLLAR DETAIL ~
SHALL BE PLACED AT 16" O.C. 1.05' o~ N.T.S. x ~
8.4'
11.9 LF TOP OF HANDWHEEL TO EXTEND ~ CONTRACTOR SHALL PROVIDE 2"x2"xt/4" PERMANENT SOIL ~
1-FOOT A[30VE TRASH RACK STEPS IN ACCORDANCE WITH ANGLE THE BOLD UNETYPE DENOTES FABRICATED HINT REINFORCEMENT INSTALL LEVEL AND FABRICATED HINGES FOR THE FLUSH
NCDOT STD. 640.66. STEPS THE ACCESS HATCH TO BE ACCESS HATCH SHALL BE PLACED AT 16" O.C. PROVIDED BY THE TRASH RACK 2 1' ACCESS HATCH MATTING (PSRM) WITH NATURAL GROUND. U 8' (SEE NOTE) NOTES: ~ A
FABRICATOR (SEE ITEM 7 - (TYP.) W
6.0' "OUTLET STRUCTURE MATERIAL 12"m DIP OUTLET 4 FT. 1. RIP RAP UNER SHALL BE Z UNDER JUN WITH MIRAFI ~
SPECIFICATIONS") 5.0' (RIP RAP IN BASIN NOT FILTERWEAVE 700 OR APPROVED 6" O
TOP OF RISER = EL. 430.60 SHOWN FOR CLARITY) EQUIVALENT.
11.9 LF 2.0' ~ ~ 2. PERMANENT SOIL FLOW 3,75 ~ 7,75 FT. 15.75 FT. GRADE 8
2"x2"x 1 /4" ANGLE M RE-INFORCEMENT MATTING SHALL STAINLESS STEEL BE LANDLOK TRM 450 OR
• 4" SOLID BRICK (BY . CONCRETE LAG APPROVED EQUVALENT. SCREW
GUIDE STEM OTHERS 1,0' SQUARE PREFORMED SCOUR HOLD (PSH) 3. BOTH THE RiP RAP
„ 6" MIW. WALL r NOTE: BRICK SHALL 4 THICKNESS LAY TIGHT AGAINST 4 FT. UNDERUNER AND THE LANDLOK
(TYP.) ' - PRECAST STRUCTURE , TRM 450 SHALL BE INSTALLED ~ 12" X 4' X " .05' 1.05' 0.3' PEK MANUFACTURER'S
o ~ WITH NO VOID SPACE 0.3 1.05 1.05 1.05 1.05 1.05 1.05 ~ BETWEEN GALVANIZED STrF 7.75 Ff. 4 FT. SPECIFlCATIONS. ,p __L SEED WITH NATIVE
• • ' ' 6.9' GRASSES AT STRAP (4 PER
n~ O INSTALLATION. 11.; 5 RISER JOINT? ~
3.0' ~
. • 7.60' CONCRETE COLLAR 0 (T ~4 REBAR TRASH RACK (ABOVE) BE CONSTRUCTED IN ° d
THE FlELD BY THE ANCHOR TRASH RACK TO MANHOLE WALL d CONTRACTOR -SEE WITH FOUR EQUALLY SPACED HOT-DIPPED FlLL SLOPE 12"~ DIP 4 FT. WALL f ~ A
9.85' GALVANIZED STEEL CLAMPS. EACH CLAMP DETAIL) DIPPED 1 FT. LAMP ~pyy 2:1 2:1 NATURAL
~ ATTACHED TO MANHOLE RISER BY ~r GROUND
° ° 2-4"x1/4" CONCRETE ANCHOR BOLTS EACH TS EACH LFiVFL SPREADER RIP RAP UNER w 1" /
d.. CLAMP TO BE COATED W/ AN EPOXY „ COATING. ~ FlLTER FABRIC (SEE TUCK (1~ SCOUR HOLE U
1'-2" a• 'a 36 0-RING ° RCP NOTES} 3.75 ERMANENT SOIL ' D~'~I,S' NCDOT CLASS 'A' RIP REINFORCEMENT RISER ~OII~' C® ON DETAIL
cnP.> TRASH RACK DETAIL 4 ~ ~ RAP -9" THICK MATTING (PSRM) N.T.S.
v N.T.S. SIDE VIEW
INVERT = EL. 423.00 - 4 SOUD BRICK (BY 07HER5f
NOTES: NOTE: BRICK SHALL LAY TIGHT 6.0' 1. ALL REBAR TO BE #4 REBAR. ~Ya
• - • d - • • - ~ 1 ' PRECASTER SHALL 3" ANCHOR DEPTH AGAINST PRECASR STRUCTURE
„ ~ . ; ~ ~ . ~ ~ PROVIDE A BLOCK OUT " 27 2.25 - ~ a- FOR THE 36"0 0-RING 3 .d• - .d. d. s ~ CLEARANCE 3" CLEARANCE TO WITH NO VOID SPACE BETWEEN
d• . . . d• ~ e Q I a : ~ ` ' ' d , _ RCP ~ ~ e : , ~ TO OUTSIDE OUTSIDE OF #4 ~ PRECAST REBAR) STRUCTURE WALL
~ REBAR) a 1' DEPTH
3" CLEARANC - T 3 CLEARANCE 0 3000 PSI CONCRETE COLLAR
o OUTSIDE OF 36° 0-RING RCP 8 PLUG VALVE. THE VALVE SHALL BEAM&H STYLE 820 REBAR OUTSIDE OF ~4 (MIN. 26 DAY STRENGTH) REBAR
0 8"0 DIP DRAIN PIPE X-CENTRIC VALVE OR ` ~ , _ 3" CLEARANCE TO /I ll
CONTRACTOR SHALL CORE-DRILL THE HOLE APPROVED E UAL. THIS VALVE ° • 4 - . ~ " Q .d - F~ ; ° d - ' OUTSIDE OF #4
N FOR THE 8 0 DIP PIPE IN THE FlELD. SHALL BE IN ACCORDANCE " + r PRECASTER SHALL OMIT REINFORCEMENT IN WITH AWWA C-504 SEC. 5.5, ~ ; . d• #4 REBAR ANCHORS. • CONTRACTOR SHALL REBAR)
. , d ~ 3 THIS AREA AND SHALL BE OPERABLE d - - - a FROM TOP OF OUTLET ' ' ~ DRILL INTO PRECAST 5.5" CENTER TO
o CONTRACTOR SHALL SEAL TtiE PIPE STRUCTURE VIA A HANDWHEEL. 4.4' ~ . ~ ' STRUCTURE WALL AND CENTER SET ANCHORS USING ~ e
a PENETRATION USING A RUBBER BOOT AND °o STAINLESS STEEL, tWZDWARE EPOOY GROUT „
0 36" 0-RING 36' 0-RING ~ . 5.2 36 0-RING ~ RCP
Q RCP J PERMANENT DULCET STRUCTURE DETAILS 9 : . RCP GROUT INSIDE OF rxoaECT No. CTX-0404G
" N.T.S. .d•. .d••a , STRUCTURE AROUND
3 ' ~ PIPE TO FlLL ALL VOIDS e - ~~A~~CTX44020°PD5
0 1.0' 12" ANCHOR DEPTH DESIGNED $Y: BRF
05-SP-146
A DDDl1S1i~T1 ~ DRA$N DY: BRF
E TOWN OF AD PRECAST BASE SECTION
N 0 N scALHATE:: NTS 1-27-2006 j McAD
Approved by -Date #4 REBAR ANCHORS. 4.6' 5.2" 3" CLEARANCE TO CONTRACTOR SHAD DRII~ INTO I PD-2 s~ET NO. OUTSIDE 0-7 #4 PRECAST BASE AND SET
4 5.2" 4.6' Planning Date 0
Engineering Date J REBAR) ANCHORS USING EPXOY GROUT
O CONCRETE COLLAR DETAIL AMS
U N N.T.S. PRELIMINARY DRAItiTNG - ~TO`~ RELEASED, FOR ';1:)NSTRUry
0 a`
X

NoTESi NCDO NCDOT STD.
838.80 ALL STEPS SHALL PROTRUDE 4' FROM INSIDE FACE OF STRUCTURE WALL, STEPS DIFFERING IN DIMENSIONS, CONFIGURATION OR MATERIALS FROM THOSE SHOWN MAY ALSO BE USED PROVIDED THE CONTRACTOR HAS FURNISHED 838.80 HEADWALL CDOT CIASS "B" RIP-RAP 24'Lx27'Wx22"THICK - 3/8" Q~
THE ENGINEER WITH DETAILS OF THE PROPOSED STEPS AND HAS RECEIVED WRITTEN APPROVAL FROM THE ENGINEER FOR THE USE OF SUCH STEPS, al-3 36" 0-RING RCP 0-RING RCP
N ~iziEYSU I~JOL_7
t' ?ar~=Z A A A
t' T- ~ ~ waz = a ¢UQ'OH
~ m 1-=F'ZJ Vi l- L7 Q rl ~ 12"DIA. J N
F ~ DIP ~ O 27 NOTES: O o
~ Z F- ~ dq ~ U~ w zl
e PLAN w PLAN m SIDE m m SIDE ~ 1. ANTI-SEEP COLLARS (X2) SHALL BE 3/8" ~ ~
ELEVATION N ELEVATION STEEL PLATE ~ ~ O
~ ~ W 9 -0 WIDE OW ~ WIDE 2. STEEL COLLARS X2 SHA ~ d ~ ( ) lL BE CONNECTED ~ Q,
141/2' CAST IRON I-- N TO 12" GIP WITH A WATER TIGHT JOINT. ~ ~ p,,
~ 1'-0' ~ ~ COOT STD. CAST IRON ELEVATION ~ 838.80 HEADWALL )OT STD. 24' ~ W ~ !.8 ~ 0 HEADWALL 3. COLLARS (X2) SHALL SE SPACED ALONG Z ~
ELEVATION 3 W ~ n P1~! BARREL AT 20 -0 ON CENTER r~ ~
F~ ~ 0 0
13/16' C] F- 4. ANTI-SEEP COLLARS (X2) SHALL BE PIACED a ~ o O e 2.26' MIN. PROJECTION A MINIMUM OF 2' FROM PIPE JOINTS. ~ ~ ~ ~
~ ~ 36" 0 1' S 3/4' ~ 130 1 1/4' #6 BAR OR Q R( 36" 0-RING ~ I RCP ~-~i ~ 61~ ~ r+
#S BAR q a m 1/4' ~ GALV'D. Z ~ 5. ASPHALTI~~ COA?!NG SHALL BE REMOVED FROM W U ~ c0 - THE AREA WHERE THE SEEP COLLAR WILL B W ~ O ~
` 5/8' ~ Q PLASTIC E ~ ¢ ~ ~ ~ 1~1= ~ N W 1=III=11 _ -I ~ I=~ ~ I~~~ ~ 22" LAYER E ~ I1~1~ I I~ I I~ I I I~ _ = OF WELDED WITH A SOLVENT WASH OR WITH A z ~ I-III-1-11 I~ I I _ I I~ I I_I I I_ c~ASS 'B' RIP-RAP
~ ~ ~ ~ I1- - - TORCH. THE i ~ ~n W ~ ~ ~II~If=ll1-111=a - - » SEEP CO~.LAR 10,.ATION SHOU..~, t5 ~ -i l = - FILTER BLANKET THEN O
T = ~Q t/2' SIDE SIDE J Z BE GRINDED i0 BRIGHT METAL PRIOR TO I Z W =1 I I~I1-III-111 I I~ I - - I, ANY WELDING. - W G, ~
t/a' I'- ELEVATION PLAN ELEVATION ~ 12'bIA. SECTION A-A JIP 6. UPON COMPLETION OF WELDING STEEL SEEP ,~e~~„
~ ~ ~ COMPOSITE _ Z Q w ~ i~Qg, ` n FILTER BLANKET COLORS TO 12" DI;~, THE STEEL SEEP COLLARS X64 ~ !
#3 DEFORMED io REINFORCING STEEL q A FILTER BLANKE v4' srEEL RoD BETWEEN THE RII 1 FILTER BLANKET IS TO BE INSTALLED (SEE NOTE) SHALL BE SPRAY'EC ~YfCH A GALVANIZED COATING. A.'~.
SECTION A-A t2• NOTETO BE USED IN THE FILTER BLAN ELEVATION SANITARY SEWER MANN HEET 1 OFI IETWEEN THE RIPRAP AND SOIL FOUNDATION. ~ ,.9 'HE FILTER BLANKET WILL CONSIST OF A ;
ELEVATION OLES, 84 MINIMUM 4" THIC ti~ diNIMUM 4" THICK IAYER OF STONE (NCDO7 ~ ,
x,66 57 UNDERLAIN I~ ) 157) UNDERLAIN WITH MIRAFI FILTER WEAVE 700 ti 46
OR APPROVED E( )R APPROVED EQUIVALENT
m~ •:~c I NE~~ G~ ` .,~q,, \at,,
111rJ~ENL7l\ Q~.l 1 CE ACCESS STEPS OUTLET I~ARI~EL VELOCITY D ~ ISSIPATOR 9R ,`~rv R. STEEL AN1Y-SEEP CO B',
N.T.S. LLAR R l.2 DIP x,,, e~ N.T.S. N.T.S.
THE LOCATION OF THE DEBRIS RACK HOLDER MAY BE ADJUSTED FOR VARIABLE CONDITN)NS. SWM•DR
WHEN THE HOLDER BOLT IS LOCATED ON THE PETAL PLATE THE %y" DIA BOLT LENGTH IS TO DE SHORTENED TO 1'/~" AFB WELDED TO THE PLATE.
DEBRIS RACH HOLDER ANO ALL HARDWARE IS TO E1E CALVANZEp. %2"x4" ADHESNE BOLT, (4) %y'xa" ADHESIVE BOLTS, 3.0'
SFLF-LOCNNG NE%. NUT, SELF LOCKING HE%. NUTS, FLAT WISHER. FLAT WASFfRS
11/2' VAR. ~ 2~i" ~ i ~i' DIA I'-'-~ 2' 2" Zvi" ~/a" 0.2° 2.8'
HOLE
%2"x4/i' iv SOLT 0 0
M - METAL ~ I""°I WATER 4" ~
PLATE R ~ ~ ~ ' > 4„I I QUALITY ORIFICE. z . d ° O e ,e hti
~/a. I I > e
SIDE wEw or soLT WELDED FRONT VIEW °I I 14) ~A _ ON TO METAL PLATE N HOLES d e d• a- •Id d';' v -4 W
SIDE VIEW DEBRIS RACK HOLDER SWM DAM METAL PLATE DETAIL d ° .4 , d a
(NOT GPIYANIZEW PURPOSE OF 7109 UNIT IS TO ALLOW DEBRIS
TO FLOAT ABOYE DEBRIS RACK AND 70 LON CLOGGING OF THE WATER QUALITY GRIF)CE. •~---FLOW 12"0 DIP - ° a • - ° • 2.1' ,
~E UNIT TO BE CONSTRUCTED OF WELDED 2.s Q ~ d. • d de. u
~/e' DNl BARS -NOT GALVANIZED. ~~TO BE ATTACHED WITH HINGE AS SNOWN OR APPROVED BY THE ENgI,~ER. . , • ' •d ~ ' ; • NOTE LO CONTRACTOR: ' _ - ~ ° THE TRASH GUARD FOR THE CRIFICE O
CONTRACTOR MAY SUBSTITUTE COMPARABLE DESIGN AS APPROVED BY THE ENGAEEA. ~ .a ~ - • PLATE IS NOT SHOWN ON THI d ; . S DETAIL ~
COST TO BE RJCLUDED M PRE BID FOR SWM . ' •~e~ • : - • • . FOR CLARITY. A TRASH GUARD SHA ' • -d , ' . • a PROVIDED PER VDOT STD. 116.05 ~
TOP VIFW DAM IXi 5Y7M DRAINAGE STRUCTURE. CONC. SWM ONA ROUND OR SOCARE 11" MAX,
O a" NN. OPEMNG THROUGH T TO TO FMNA~I1G~~E,RRD TO ALLOM~~ SWM DAM• . ° 'd' ~ O . ~ 4" G ~
( HOLDER DETA~ ABOVE)
4" O ~ 0 Q ~ 4" THICK CONCRETE
5 ~ > BAS BASE (MIN 28 DAY ee~~ _ 01
Z DIA, eARS STR ~ NOT CALVNBZED I I STRENGTH - 3000 PSI)
o I I 0 18" X 18" X x 01
of to BaTTeM of anslH GALVANIZED STEEL 4 BRICK ENDWALL ORIFICE PLATE WITH 3"0 (BY OTHERS
DETAIL FOR METAL PLATE AND SiD VI ORIFICE AT EL. 428.0 A
WATER QUALITY ORIFICE E EW OF SWM DAM WITH DEBRIS
r-oyz MIN' I s/I" MIN. TYPICAL SWM DAM V PLAN VIEW Ix A
I I 18" X 18" X W GALVANI?ED STEEL Z
SIDE VIEW FRONT VIEW DETAIL FOR DEBRIS RACK ORIFICE PLATE ~
(FOR WATER QUALTY ORB'ICE1 SHEET 2 OF 3 O
SPECFiCATgV STORMWATER MANAGEMENT (SWM) DETAILS
DEBRIS RACK, METAL PLATE, WATER QUALITY ORIFICE, CONCRETE CRADLE 4" BRICK ENDWALL
302 (FOR SWN ORA'NACE STRUCTURES, SWM RISER PIPES Ate SWM OMiS) VIRGINIA DEPARTMENt OF TRANSPORTATION 4" BRICK ENDWALL (BY OTHERS}
716.05 (BY OTHERS} (4) ~"x4"GRADE 8 0 STAINLESS STEEL
ADH t'~1 ESIVE BOLTS,
18" SELF LOCKING HEX » n 18 X 18 X ~ NUTS, & FLAT
GALVANIZED STEEL WASHERS a
12" DIP GAI TRASHRACK DET c AII,S ORI N.T.S. ORI ORIFICE PLATE WITH 3"0
ORIFICE AT EL. 428.0
n 12 ~ DIP
v 1.9' v
o "
fi~r' Z ROTES: HQ 3 ~ OP,IFICf -~--FLOW 12"0 DIP INVERT = EL~ 428.0
m O 1 ~ 0 8" • THI9 PRECAST ENDWALL YAY BE USED fOR THE FOLLOWING H 2 ~ U (EQUAL TO NWSE)
Z = STANDARDS: 839.21, 838.71, 838.33 AND 838.39. IiJa1"~2 G)p~nm INSTALL PRECAST ENDYALLB WITN WINOS AND PAY OOay2
=mZ _ FOR IN ACCORDANCE WITH SPECIFICATION SECTION 838. W Q 4.= N~O b0" USE 4000 PSI CONCRETE. I-U O 2 O 1'-0" ~ O • • . - a". .d. - ° ..d 4" THICK. C ~ rr r~
O 1"1 ?NAT-~ • PROYTDE ALL REINFORCING STEEL MHICH MEEf3 /STY ABt.; a E' ()z'~z~Z~Z g - FOA GAAOE BO AND WELDED WIRE FABRIC CONFOAYING N¢LLO J a A n a v' - d. •,0, ; " e CNGR~.E 4~ , ~ 4 4 ..d• ' ° a BASE (MIN 28 DAY
' DDD - • TO P3T11 AiBS WITh 2" YIN. CLEARANCE, OOy ,~-1 ~ I PLACE LIFT HOLES OR PINS IN ACCORDANCE WITH Z d ~ ° - 'd • STRENGTH = 3000 PS11
WZ ° CSIACP H2 I ~ OSNASTANOARO1828.704. FN 4" THIC H1 Ni I • PIPE TO BE GROUTED INTO HEADWALL AT JOB SITE BY ~ W O BASE (I 4" THICK CONCRETE 3.0' BASE (MIN 28 DAY I 2.8
wHTRacTOR o STRENG ro ~ • ALL ELEMENTS PRECAST TO NEET ASTN 0919. •--.y STRENGTH = 3000 PSI}
_ - ' WELDED WIRE FABRIC NAY BE SUBSTITUTED FOR AEBAA - - - - - - 1' 0" - - - AS LONG AS THE 9AIBi AREA OF STEEL [9 PflOYIDED. SIDE VISA/ FRONTVIEW ~
' CHA.HFEA ALL CORNERS 1" OA WIVE A RADIUS OF 1". e m
m 8" O.C.(TYP.) 8" 8" O.C.iTYP.) O REFER TO CHAfIT AEFEA TO CHART
y ~ m FOR BAR SIZE FOA BM SIZE NOTE: THE YINIYUY BAA SIZE SNALL BE BS BARB ~ z AT B" CTB.THE CONTRACTOR WILL HAYE THE OPTION ~ J N U
m ELEVATION SIDE TD INCREASE THIS BAfl 8IZE As NEEDED. O J SIPHON HEADWALL DET _ AIIS
p~ N LL a 0 my= 07001 N T.S. ~-1
N ~ O ~ = W n D ~ ERDWALL DIMENSIONS 3 W N
1 Q 2 FT. NINIYUM YIN.IY4X. MIN.IYA%. YI ~ a = O N.IMAX. YIN./YAX, MIN./MAX. ~ W
c ~ ~ PIPE DIR. BAR SIZE H1(FT.) H2(R.) D (FT.) W1 W2 D W N a ~ ti
N m O I ~ ~ 1.0 N5 @ 6" 1.25/2.00 2.0013.75 1.2511.75 3.00!3.75 5.50IB,00 C ~ ~ ' ' ~ O 1.25 N5 @ 8 1.2512.00 3.0013.75 1.25!2.00 3.50!3.75 8.5018.75 Za Z F W
H m ~ 1,50 NS @ 8" 1.25/2.00 3.0014.25 1.50/2.50 3.50!3.75 8.50 8.7 ~ ~ ~ ~ / 5 H V_
m m N 2.0 NS @ 8" 1.50(2.50 4.00/4.75 1.75(2.50 4.00)4.25 7.SOI8.25 fn N r
G O D 2.5 NS @ 6" 2,5013.50 4.00/8.00 2.OD/3.J0 4.5015.50 70.00/11.50 y y w ~ I ~ 3.0 NS @ d" 3.0013.60 6,UD/8.00 2.7513.b0 6.25/b,75 11.60111.76 J Q tl o ~ 'N
° ~ ~ W,({Q ~ 9.5 N5 @ B" 3.2514.50 8.0018.75 9.25!3.50 6,00/8,75 12.00!13.25 z V ~ ~ f" ~ 4.0 N5 @ 6" 3.50/4.50 8.5017.00 3.2513.50 8,5018.75 13.00!13.25 W ~ rn
PLAN a 4.5 N5 @ 8" 4.00/5.OD 8.5016.50 9.25!4.00 7.OD19.25 13.50/15.75 LL H
5.0 NS @ 6" 4.50/5.00 7.OOI8.50 3.25!4.00 7.2519.25 13.75/15.75 PROJECT ND. CTX-04020
5.5 Nb @ 6" 4.50/5.00 7.50/8.50 3.25/4.OD 7.2519.25 14.00115.75 6.0 N5 @ 6" 4.50/5.00 7.50/8.50 3.25!4.00 7.7519.25 14.15!18.75
SHEET 1 OF 1 05-SP- ~~v~; _ 46 cr X04020 PG5
836.80 BEET ' C1i P DESIGNED HX: RO VE D BRF
838.80 -,ran m nn n n r~ n "
U UNIYN UU (UIrVOtIu DRAWN BY: BRF
ss^ Ermwari nErAUs SCAM: NTS
N.T.S. Approved by Date
DATE: 1-27-2006 Planning -Date
Engineering- Date_ SHEET NO.
Jill McADAIVIS PRELIMINARY DRAWIN ° -
U NOT RELEASED FOR CONSTRIJCrION

- Z
NOTES ALL STEPS SHALL PROTRUDE 4' FROM INSIDE FACE DF STRUCTURE WALL. F
STEPS DIFFERING IN DIMENSIONS, CONFIGURATION OR MATERIALS FRAM THOSE SHOWN MAY ALSO BE USED PROVIDED THE CONTRACTOR HAS FURNISHED Q Q THE ENGINEER W[TH DETAILS OF THE PROPOSED STEPS AND HAS RECEIVED WRITTEN APPROVAL FROM THE ENGINEER FOR TWE USE OF SUCH STEPS. ~~=V
op°~z x
t tY N WQZ~i r M ~ HCJ~D,~. ~ ~
a ~=r W " GL' O O O
o. Z J V)~l`~~ U d+ w z I
o, co C7 ~ r/1 5/B' ~ Z ~
HJ ~ WA ~ ~ z` ~ x~
PLAN ~ d~
PLAN SIDE ~ N SIDE ELEVATION ELEVATION ~ ~ a .,~I ~ w
e ~ ~d `~4 w ~N
.J- ~ W NCDOT STD. t4 tn, CAST IRON ~ I- 838.80 WEADWAI.L r ~ iTD. " . " ~ z Ch NCDOT CLASS B RIP-RAP WEAD1'4ALL ~ 3/8" z z ~ O
~ l'-0' CAST IRON ELEVATION 24 Lx27 Wx22"TWICK ~ f` ~ rrte~,, ~ nr 0 0 MCI
NATION 3 ~ 36" 0-RING RCP ELE ~ ~ a p'., d o \ F d~ h{J
~ I A [••1 ~ a x
Q~ A 13116' q U _ - w /~y' o ~ 1 w W
q6 BAR OR ~ ~ I I/1' q9 BAR Q ~ 1 z"olA. Z W ^
B 3/4 - io A 1' - ~ GALV'D. Z ~ o" 1/1' I „ Q V1 DIP 67 r,~ ~ • ~ ~ 27' NOTES: z W .
w xa~'
I~ N LJ r ~ S ~ F. 1. ANTI-SEEP COLLARS (X2) SHALL BE 3/8" STEEL PLATE
J F•/ Q 0`',,~un~,'p~
' PLAN SIDE SIDE J ~ ~ . 1/2 ~ . ELEVATION PLAN ELEVATION ~ Q " 1/B' ~ ~ , Z 9 0 WIDE 2. STEEL COLLARS X2 SWALL BE CONNECTED ~ ~
. COMPOSITE W A m REINFORCING STEEL TO 12 DIP WITH A WATER TIGHT JOINT, 0~•• ~ ~ ~
1 F RM D NCDOT STD. 24' 3. COLLARS (X2) SHALL BE SPACED ALONG
v4' ~ L NOTE 838.80 WEADWAIl SECTION A-A 12' NOT TO BE USED IN HEET l OFI BARREL AT 20'-0" ON CENTER
ELEVATION VAT N SANITARY SEWER MANHOLES. 840,65 ELE IO P66N ' :F 4. ANTI-SEEP COLLARS (X2} SHALL BE PLACED ;
2.26 MIN. PROJECTK)N A MINIMUM OF 2 FROM PIPE JOINTS. ''+~•9' ~
36' 0-RING F~ ~ _ R . RING 5. ASPHALTIC COATING SWALL BE REMOVED FROM '~a,,,,,,,u~`
RCP a 'P TWE AREA WHERE THE SEEP COLLAR WILL BE a
MAi~T1EPi1ANCE ACC STEPS _I I I=I I = I 22" LAYER OF WELDED WITW A SOLVENT WASH 0'R WITH A ~ _ J.~.II L
N.T.S. 1 -1 - I1= I ~ I1=111= CLASS 'B' R1P-RAP TORCH. TWE SEEP COLLAR LOCATION SWOULD
II , II- j .o ~ _ "FILTER BLANKET TWEN BE GRINDED TO BRIGHT METAL PRIOR TO
~ 11-III= ~ I i-11 I- I I. I I~ I I~ = I. ~ - ~ ANY WELDING. DIP 6. UPON COMPLETION OF WELDING STEEL SEEP
SECTION A-A COLLARS TO 12" DiP, THE STEEL SEEP COLLARS
TIE LOCATION d THE oEeR+S RACK HOLDER MAY f1E ADJUSTED FOR SWU-DR FILTER BLANKET SWALL BE SPRAYED WITH A GALVANIZED COATING.
VARIABLE CONOITgNS. WFEN TIE HaDER BOLT IS LOCATED ON TIE YETJL PLATE THE ''/j' D1A A FILTER BLANKET IS TO BE INS I TO BE INSTALLED (SEE NOTE ) 7S
BOLT LENGTH IS TO BE SHORTENED 10 'Y~" JYO WELDED Ta THE PLATE. BETWEEN TWE RIPRAP AND SOIL DEBRIS RACK HOLDEK A10 ALL HARDWARE IS TO 8E CALYAAIIW. TWE FILTER BLANKET WILL CON'SI PRAP AND SOIL FOUNDATION. IKET WILL CONSIST OF A
yZ"°,'~ ADNESnE ~Lt SEL~jLOgOPD~ S~%E BOSTS, MINIMUM 4" TWICK LAYER OF STI SELF•LOCNNG HEX. NUT, FLAT WASFERS 'K LAYER OF STONE (NCOOT
Fur wA51ER. ~57) UNDERLAIN WITW MIRAFI Fll '~-I i• z• z~~' OR APPROWED EQUIW;4LENT WITW MIRAFI FILTER WEAWE 700 ~UIW;4LENT
2 ~ ~ >?i' qA HOLE iv I
~/j ~XI/1 gOIT , o o - W itATatL` n z
w Bi~~~ W.T.S. ~
METAL ~ I I WATER R ~ 4'I I WALITY PLATE ~ ORIFICE. N.T.S. w
I I > G~
FRONT VIEW of I 141 pa _
sroE vlEw of aoLT wE~DED Naes ON TO METAL PLATE SIDE VIEW
DEBRIS RACK HOLDER SWM DAM METAL PLATE DETAIL INOT GALVA"ZED1
T PJAPOSE d THIS UNYT B TO NJ.ON DEBRIS TO FLOAT ABOVE OE61KK RKX q0 TO
aOCGNG OF THE WATEe QJALRY ORFICE. ~ UNIT TO BE CONSTRUCTED d 6YElDEO
DIA BARS •NOT CALVA762E0. ~1ET0 BE ATTACHED WITH HNGE l6 STgWN OR ~ N
APPROVED BY THE ENGNEER C c m ~ CDNTRACAS°APPA~YF0~8~1' T~If f11~GNE~ER~ DEC v ~OOJ w ~
pE51GN COST TO d INCLUDED N PRICE BB) FOH SWM
DAM OA SWM DRAINAGE STRLx;TURE. O n a
TOP VIEW coMC. 5~1Y aw ~"D SauARE tz• Mu`' DENR • MNQER OUAUn` ~ B• Y11. aPEie6c T111oas+ ~ ~~Ipl swY DAY. A A
T TO B~ «AATCTE~~Dtt TpO~A~kY O~M~ l HaOER DETMI AIOvEI * iE '
3.0'
0 5t o Ow z~
~ ~ ---I DIA, BARS I I
_ apT GALYANZED I I I ~ I I - 0.2' 2.8' --r- a
c pl Ip BOTTgI
l 1-------I U
DETAIL FOR METAL PLATE AND SIDE VIEW OF SWM WATER QUALITY ORIFICE DAM WITH DEBRIS 4" t~ ~ Q W
• . :p ~ Z ° ' ~ d' . • d
T-0%j' MIN. ~/7' TYPICAL SWM DAM ' ° °
SIDE VIEW FRONT VIEW ' e d a ~ ° e '
DETAIL FOR DEBRIS RACK d ° ~ i •d:
IFOR WATEA QUALITY ORFq;E) SHEET 2 OF 3 . .a ° 'e. ~ ~ a .
~ECFICaROrt I STORMWATER MANAGEMENT (SWM) DETA,LS ~0'' o' , FLOW 12 0 DIP ,
DEBRIS RACK, METAL PLATE, WATER OUAv'TY ORIFICE. CONCRETE CRADLE ~'DW I ~ (FOR SWM ORNNACE STRUCTl1RE5, SMM DER PPES A1U SW4 D1YY51 302 VStGINIA DEPARTMENT OF TPANSPORTATION . d ' NOTE_ TO CQNTRACTQR: ~ \
115.05 ° a° ~ TWE TRASW GUARD FOR THE ORIFICE ~ PLATE IS NOT SHOWN ON TWIS DETAIL
' FOR CLARITY. A TRASH GU/~ID SHALL BE ^I
d~ ~ PROWIDED PER VDOT STD. 116.05
.d ° .
12" DIP R
N.T.S. 4"
4" TiiiCK CONCRETE ;ONCRETE
BASE (MIN 28 DAY 28 DAY
STRENGTW = 30D0 PSQ = I X00 PS )
18" X 18" X „
m ~ rn ~ ~ MOTE6: ~ > GALVANIZED STEEL 4 BRICK ENDMIALL ORIFICE PLATE WITW 3'0 (BY OTHERS)'
N• Z iF V oo • TN11 PReG6T Ya1LL eAY Ni USED FOA THE FOLLONINB fy d" ORIFICE AT EL. 428.0
rr+~iN ~ Wt (Fi.) _ ~ 6TAId1YN: 01.11, IM.O, B9B.99 AND B9B.11. J ?nZ mZ ~ogx
~ 1 1 FOR M AY10D1~41CE RiN BPECIIFICATION SECTION 838. Lt YI IrtE 400o nI COI~TE. 18'x18"X~"
~ , ~ ~ • =N O 1.0 ~ ~ • PRDYIOE 1V.L AE11lpCIIM iTEEL BNICH MEETB ABTY A616 f ~ W GALVANIZED STEEL
_ ~ 8~ T ~ POB eAAOE p IMO elL060 ellE FABRIC CONFORYINO W ~ W n G1 ~ ~ 10 ABTY Al B5 eITX YIN. 0.EAAANCE. O W ~Z • ~ M ORIFCE PLATE ~i
DD o I PLACE LIFT ipLl6 pl P3M1 IN ACCORDANCE WITH NE OIIN BTANOARD 1611.70/. ~fy
y~ ~ C31ACP ~ I • FIPE TO BE INWTEO DRO HEADWALL AT JOB BITE BY ° WO i H1 N1 I OONTPACTOA ~
I • TILL ELEMENTS PRECA6T TO BEET ABTY C613. ~ ~ 01 eELOED WIRE FABRIC eAY ~ «IIBTITUTEO FOR AEBAA -J--- - - - - - 4" BRICK ENDNALL
- Ai LONG AB THE BATE A6EA d ITEEL I9 PROVIDED. - - - - - 1'-0' _ • OLIiER ALL CORNERS 1' a HAVE A RADIUS OF 1". (BY OTHERS) 4" BRICK ENDNIALL {4) } x4 GRADE 8
_ \ O ~ J 1" O.C.ITYP.) 6" 6Ei9O10 EIMT (BY OTHERS) STAINLESS STEEL ADHESIVE BOLTS,
LL T REFER TO CHART ~ ~ pg oo FOR BAR SIZE MOTE: THE YINIYIY BM eI2E II6LLL BE Y5 SAAB Q SELF LOCKING HEX
~ A 7 111 AT 6' CFB,THE CdITAPEial rlll NAVE THE OPTION O J N ~ m ~ ELEVATION SI®E tMpEASE THIS BAR 812E As NEEDED. L < ° I X 16 X NIAS, dt FLAT " X NIAShIERS
.n r ~ $ 8r r ~r ~ ~ z ~ , GALVMIQED STEEL D STEEL
~ ~ = w ORIFICE PLATE N'ITIi 3"~ 1,IITE N'ITIi 3"~
" N ~ y EN9MLL OI~ISIONS _ W b ORIFICE AT El. 428.0 a Cif ~ IG IfT•) FT. Yp1YUY ~ Yp.IYRII. YIM.INII. YIN./MAx. YIN.1MiI. YIN.IYAX. W d T EL. 428.0
_ ~ O PIPE DIA. BN SIZE Ni(FT.) M!(PT.) D (FT.) eT ' W2 O W a
V ~ C7 _ EE 1.0 _ Mb 1 B_ 1.lYI1.00 !.0013.76 1.2511.75 9.001!.76 6.5D18.00 ~ Q 12"~ DIP
ro ~ ~ F 1.2b W6.9" 1.l31t.00 3.0013.76 1,25/2.00 9.6016.76 8.50!8.75 ~ _ 3 ' ~'1 - ~ y 1.60 #6.3" 11.16/1.00 3.0011.!6 1.50/2.50 3.6013.76 8.6018.76 F V = 1.9'
~ ~ ~ ~ O1 P.0 Yb 1 6" 1.f0/1.60 1.0011.76 1.75(2.60 1.0011.!6 7.5018.25 ~ 3" 0 ORIFCE
d m {71 2 D ' _ 2.5 _ Y5 1_B" 1,3.60/3.60 1.0010.00 2.00/3.00 Lb016.50 10.00111.50 V=1 ~ W INVERT = EL. 428.0 FLO>w 12"0 DIP (EQUAL TO NWSE)
°o O I ~ 9.0 M6 / 9" i 3.0013.e0 e.0ole.oo 2.76!3.80 6.!616.76 111.60111.76 J ~ o - oo a ~ E 9.5 T I6 1 0" ' 3.lf11.60 100/176 9.26!3.60 6.0011.76 12.00113.25 2 W ~
~ r ~ 4.0 I6 1 B" LIO/1.60 LBD/7.00 9.2519.50 6.60/e.76 19.00113.26 W ~ " xo. CTX-002©
~ r PLAN 661 a" ; 4.OOIi.00 L6o/e.eD 9.2514.00 7.0011.!6 19.60(16.76 ~ _ 4.5 ~ S.0 K 1 0" 1.e0/e.00 7.OOf1.60 3.2514.00 l.l6le.lb ~ 13.75(15.75 4 THICK CONCRETE • a° • " ~ ' BASE (M1N 28 DAY CTXO4O~D-~~~
3 c 5.5 R 1 B" 14.60/6.00 7.6011.50 3.2514.00 1.lS/126 14.00115.75 d A ° D STRENGTH - 3000 PSQ aEStlclven ~r: ~}RF
8.0 ! Ib I B" 14.60/5.00 7.6011.50 3.2514.00 7.76//.!6 .14.75118.75
O . ¦ r, uAU nnunnrTr
T I OF 1 omm t Oft 4 1111M WI~1rrtL I G b^.Y[ J.V c.~ vi Ni 1 3DAY Psi ScAU: NTS
8 8~ 838.80 BASE (MM 28 DAY 83 STRENGTH = 3000 PSI)
~i. DATE: 11-07-200-li
3 it sst~r xo
° N.T.S. 0
4 0
J IA WAU DErAHA N.T.S.
JjMcADAMS
w v PIZELIIIINAUY DRAWING - NOT IELEASLD FOR CONSTRUCiDJti
X

TOP OF HANDWHEEL TO EXTEND 1-FOOT
ABO JE TRASH RACK APPROXIMATE LOCATION .r~.rrra¦
OF EXISTING GROUND
TRASH RACK 10 FT. WIDE MINIMUM
(SEE DETAIL) '-CONCRETE COLLAR (TO BE CONSTRUCTED IN COMPACTED BERM TOP OF DAM = EL. 434.00 i THE FlELD BY THE CONTRACTOR -SEE SECTION (SEE FILL
DETAIL) SPECIFCATIONS ON J
_ SHEET PD-1)
~ rrr - - - - - 3
TOP OF RISER = EL. 430.60 1.5 FT OF 3 - - - - - - - 1
COVER (MIN.) 1 - _ _ ENDWALL PER NCDOT ~ ~ ~
- - ~ 1.5 FT OF - - - 1 - -III I i - _ STD. 838.80 a p O p
COVER (MIN.) - _ -5 FT, - - - - 1 (MIN.) - ~ U .M w zI
- - = 1 ~
i- - - - - ~ ° _ - - 1 INV. OUT = 422.00 ~ ~ ~ O .
_ ~ a~ _ ~ _ ~ dN".
m_ _ o ~ a _ - W
_ ~c z ~ -
TOP OF RISER = EL. 423.00 5 FT. MIN. a ~ - z
o °o
~ - ~ • ' ~ ~ ~ ° ' - 90 LF 36"m 0-RING RCP . • 0 1.11 ti . .d 'G RCP 0 1.11 x FLOW Gw t:~ O p ~ \ EEO
rrr ~ ~ ~
~ .,r,,, w U ~ p
KEY TRENCH (SEE BERM SOIL
& COMPACTIOW AIL ,P o , o ;v1 ` ,~I O r/~+ ~~f~'!`~~ lO~I ~ J I "~.1 A~ C~/=0 ~U O D /~O D D ~ D i D ~ W • VI
8" PLUG VALVE, THE VALVE SPECIFICATIONS) SHALL BEAM&H STYLE 820
X-CENTRIC VALVE OR NON-WOVEN GEOTEXTILE CONCRETE ANTI-SEEP CO ,j1~~~~~~1
APPROVED EQUAL. THIS VALVE FABRIC SHALL BE PLACED COL LLARS (X2) LARS SHALL BE SPACED ALONG VELOCITY DISSIPATOR N CAR NCOOT CLASS 'B' or ' 1' ' "
SHALL BE IN ACCORDANCE AROUND EACW JOINT OF THE THE FIRST 60-FT OF WITH AWWA C-504 SEC. 5.5, 36' 0-RING RCP BARR THE OUTLET " RIP RAP ~ E 24 L X 27 W X 22 THICK 0~ 9
EL IN BARREL (LENGTH BENEATH FlLL AND SHALL BE OPERABLE 2' WIDE STRIPS CENTERED 0 SE
FROM TOP OF OUTLET N CTIONS) AT 20 FT. O.C., (SEE JOINT. DETAIL) STRUCTURE VIA A HANDWHEEL
r PER M.~i'.1V~ . ~DAI~I CR- ~Q'•. ; . ~ r! ~i 'j~ • y~ ~ NyV; ' `a
bSS S ECTICI~ A~ OUST B~ N.T.S. a R .
NOTES: ''nuuin~~``'
1. ALL REBAR TO BE ~4 REBAR.
2. ALL REBAR AND ANGLES TO BE GALVANIZED AND BE PROVIDED W COATING. RH AN EPOXY wmi AN EPOxY ,
3. THE HOT-DIPPED, GALVANIZED 2"x2"x1/4" ANGLES SHALL BE WE 8.31
TRASH RACK. ONCE WEU)ED, THE ENTIRE ASS U)ED TO TWE GELDED --•r. 1.0 TO TWE REBAR PLACED ONTO TWE •
MANHOLE RISER WITH ANG EMBLY SHALL BE PLACED ONTO ' LES SITTING DIRECTLY ON TOP OF RISER. 1.5' 6.0' 1.5' d•.:
. • •.r•'•, •a.' y.
~ id ~ ~'klfN.' P1~QJEC110~1•.=~'2,2$'~'Ff`.,`•, , . . < . ' ' ' ' • 2.26
• '
11.9 LF ~
. ti 6 2 x2 x1/4 • • K . • : s NOTES, ANGLE ' . 4 . , . °
e. • ' ~ ~~P ''1 , •Y.• ' ' • 1. CONCRETE FOR COLLARS SHALL BE 3000 PSI M1N. 28 DA ~
N~ SS~ ° , •.f!a STRENGTH. i "q•' ' ~
p~ p~10 2, COLLARS • SHALL BE CONNECTED TO ~ • 36" 0- 1 ' • ' ~ ' ~ ~ THE 36 0-
8.31 R NO " A WATER TIGHT JOINT. RING RCP WITH •..q.• • . ° RCP ,•a:.e 45.5 W
• ' „ . 3. COLLARS SHALL BE SPACED ALONG ~ • THE FIRST 60-FT OF THE
36" 0-RING 8.4' 6.3' 4.2' 9.0' 6.0' . a RCP 2.1 • < . ~ : ; ~ ~ . OUTLET BARREL (LENGTH BENEATH FlLL SECTIONS AT 20 FT.
' • ' • • • ~ ~ 4. ANTI-SEEP COLLAR
. ' FLOW -i• . , f y; : , , S SHALL BE PLACED A MINIMUM OF 2 FT • . . ~ FROM PIPE JOINTS.
' 4 . i' ~ .'a . ~ a
.d Q ' . i
•r ' ~b. y' b . 2.26' ..a
' '
r• D •
1. ' ` ~ , CONCRETE COUAR • • BE RUCTED IN h a
• • • THE FIELD BY THE A
• ~ ' CONTRACTOR - 1.05' DETAIL)
, ~ ~
11.9 LF 8.4 CONTRACTOR SHALL PROVIDE 2'x2'x " STEPS IN ACCORDANCE WRH 1/4 _ . _ N.T.S, ~ _ ~ p
DOT STD ~ ~ STEPS ANGLE THE BOLD UNETYPE DENOTES FABRICATED HINGES PERMANENT S01L CATED HINGES FOR TWE REINFORCEMENT INSTALL LEVEL AND
TWE ACCESS HATCH TO BE F SHALL BE PLACED AT 16' O.C. p~V1~ THE ACCESS HATCH TRASH RACK 2.1. 8• 3S HATCH MATTING PSRM
FABRIGTOR (SEE REM 7 - 8• ( ) W (SEE NOTE) ~ NATURAL GROUND.
"OUTLET STRUCTUR TOP OF HANDWHEEL TO EXTEND E I~ZE~, M
1-FOOT ABOVE TRASH RACK CONTRACTOR SHALL PROVIDE SPECIFlCATIONS~ STEPS IN ACCORDANCE WITW 12 ~ DIP OUTLET 4 FT. 1, ~ RIP RAP LINER SHALL BE W
N DOT STD. 840.66. STEPS - (R1P RAf IN BASIN NOT UNDERLAIN WITW MIRAFI ~
SHALL BE PLACED AT 16" O.C. 11.9 LF 6.0' 2"x2"x1 4" ~ ' SWO1gN FOR CLARITY FILTERINrEAVE 700 OR APPROVED 6" ~ O 2.0' EOUIWALENT,
FLOW in
5.0' ANGLE 3.75 ~ 7.75 FT, 15.75 FT. 2, PERMANENT SOIL RE-INFORCEf~IENT MAITIWG SHALL "0 GRADE 8
TOP OF RISER = EL 430.80 BE IAWDLOK TR'M 450 OR STAINLESS STEEL
1.0' SQUARE P APPROVE REFORMED D EQUNAIENT. CONCRETE LAG SCOUR W OLE (PSW) SCREW
3. BOTH THE RIP RAP ~j
0.3' 1.05' 1.05' 1. 05 1.05 1.05 i.05 0,; 4 UNDERLINER AND TWE LANDLOK ',.05' 0.3' TRM 450 ShIALL B'E INSTALLED
" 6" MI . GUIDE STEM 4" SOLID BRIC 4 (GYP.; N WALL K (BY SEED WITH NATIVE 7.75 FT. PER MANUFACTURER'S 12" X 4" X
THICKNESS • OTHERS) 6 - - NO 9 - (TYP.) TE. BRICK SHALL GRASSES AT SPECIFlCAITONS, GALVANIZED STEEL
LAY TIGHT AGAINST INSTALLATION. 11.75 STRAP (4 PER
PRECAST STRU o CTURE ~4 REBAR TRASH RACK ABOVE . • WITH NO VOID SPACE ( ) RISER JOINT)
BETWEEN ANCHOR TRASH RACK TO MANHOLE WALL 3.0"
TH FOUR EQUALLY SP ACED HOT-DIPPED 12 W FlLL SLOPE DIP
• GALVANIZED STEEL CLAMP ' S. EACH CLAMP 7.60' ATTACHED TO MANHOLE 1 F7.
' RISER BY ` 2-4"x 1 4" CONCR CONCRETE COUAR TO ~ ETE ANCHOR BOLTS EACH FLOW 2;1 2:1 NATURAL ;H
( CLAMP TO BE C ' BE CONSTRUCTED IN OATED W/ AN EPOXY LEVEL SP GROUND RIP RAP LINER W/ 1»
~ THE FIEU) BY THE COATING. 9.85' ; • , • CONTRACTOR -SEE r~.p ~ ~L,~ D A' TT~ T~ Q ~~Vn H~J.rCr FILTER FABRIC (SEE TUCK
° DETAIL 1 j~L'!D~ 1 1~ ) CK DETAIL ~r~a NOTES) 3.75'
• ~ © N.T.S. DETA~II~ NCDOT CLASS 'A' R1 ERMANENT SOIL " P REINFORCEMENT ~r~~rr~~~~
„ 1 -2 NTS RAP -9 TWICK ~~~I~C _ MATTING PS ( RM) N.T.S.
± 36 0-RING ,
RCP 6.0 NOTES: "
l • p 3" 1, ALL REBAR TO BE ~4 REBAR, 4 SOLID BRICK (BY OTHERS ~i NO ) Z TE. BRICK SHALL LAY TIGHT
INVERT = EL 423.00 CLEARANCE --.y . • • 3" CLEARANCE 3" ANCHOR AGAINST TO DEPTH PRECASR STRUCTURE
, . ° ~ ~ ~ - ~ ~ . • TO OUTSIDE OUTSIDE OF 4 WITH NO VOID SPACE BETWEEN i~ REBAR) PRECAST 1~)
n ~ ' ' ~ ' 2.25 PRECASTER SHALL 3 ° ~ ' ~ < ; : PROVIDE A BLOCK OUT 3" C ° , . . , . LEARANCE TO STRUCTURE WALL ~ LEARANCE TO 1'
i .dI Q ~ ~ ~ " - : FOR THE 36"~ 0- •.p RING OUTSIDE OF ~4 IDE OF 4 DEPTH i~
' ~ ' ' ` ~ . • ' ~ RCP ' ~ L ' , . R 3000 PSI CONCRETE CO LLAR
_ 3 ° . o A . . (MIN. 28 DAY STRENG111 . )
' •r . 3 CLEARANCE TO r~r~
a 36" 0-RING RCP ~ • ~ •,i ~ . • : ~ • ' 8' PLUG VALVE. THE VALVE ' ~ • ' ' ' ' ~ 4 REBAR ANCH ~ . ~ ORS. OUTSIDE OF #4 MW
8"/ OIP SHALL BEAM&H STYLE ' • ' DRAIN PIPE 820 ' CONTRACTOR SHALL REBAR DRILL IWTO )
X-CENTRIC V 4,4 • , • • CONTRACTOR SHALL CORE-DRILL THE HOLE ALVE OR . • • PRECAST STRUCTURE V~ALL AND 5.5" CENTER TO
FOR THE 8"0 DIP PIPE IN APPROVED EQUAL THIS VALVE . ~ ~ ' n TME Fl~• SHALL BE IN ACCORDANCE " PRECASTER SHALL OKIR REIIIFORCEMENT IN • 36 0-RING ' SET ANCWORS USING ' • ° CENTER
THLS WRH AWWA C-504 SEC. 5.5, RCP ° 9NG S.2' EPXOY GROUT ° 36" 0-RING
AND SHALL BE OPERABLE - ~ " ' 9 ~ CONTRACTOR SHALL SEAL THE PIPE FROM TOP OF OUTLET RCP •
- PENETRATION USING A RUBBER STRUCTURE VIA A HANDWWE ~ " ~ ~ ' ' . GROUT INSIDE OF
STAINLESS BOOT AND EL. STEEL HARDWARE 1 , ~ 0 ~ ~ STRUCTURE AROUND ~ wsc~r tro, CTX-04020 P1FE TO FlLL ALL VOIDS ~ ' ' ~ - - _
17 eur+uno nrrx„ P~.
n DMGNED BY: DD,?Ax I .~"Jn vLr i n 2DA
5 n
a J aY: PRECAST BASE SECTION
PERMANENT over SCA E:
~ DETAII,S 5.2 4.6 N.T.S. 5.2" DATE:
n 4 REBAR ANCH 110' N OR3" CLEARANCE TO CONTRACTOR SHALL DRILL SEET No.
i OUTSIDPRECAST BAS INTO E AND SET
REBAR) ANCHORS USING EPXOY PD-Z CONC GROUT C N.T.S.
PRELIMINARY DRANNC - ',\0T ' MC ICi.I ASE;D ()P \ti I ~,i (1 j

rrrr.rrrrrrr~rr
~ I ~
~ ( ~ :r ;~!r ti W 1
I ~ I , \ , J
I V ~ , ,a,
ECIFICATIONS UCTION SP R POND CONSTR STORM~VATE
~p V. ~1 i
PECIFICATIONS ' OMPACTION S , , RM SOII, AND C BE ENERAL NOTES , G i + ~t.:. ~ - s ~ r ~v~ yy I ~ 1 ~
- ECHNICAL ENGINEER SHALL VERIFY THE 1. ALL FILL MATERIALS TO BE USED FOR THE DAM EMBANKMENT SHAD. BE I i - ~ ~}V'dr - i .F ~ w
i. PRIOR TO CONSTRUCTION, THE ON SITE GEOT KMENT TAKEN FROM BORROW AREAS APPROVED BY THE ON-SITE GEOTECHNICAL ~ UITABILITY OF THE PROPOSED BORROW AREA /FILL FOR USE IN THE DAM EMBAN HALL BE FREE FROM ROOTS, STUMPS, WOOD, ~ ~
S ENGINEER. THE FILL MATERIALS i TENCH. OR OTHER OBJECTIONABLE /KEY R STONES GREATER THAN 6 ,AND FROZEN L ~ _ ~ r~ f r f~ tz_ ,~f_ ~ • _ a ~ ` ~:~'Y O O
WING SOIL TYPES ARE SUITABLE FOR USE AS FIL Q ~ TRENCH EXCAVATION MATERIAL. THE FOLLO - ICAL ENGINEER SHALL INSPECT THE KEY ~ e ~ i "~s. ~ / yy
2, THE ON SITE GEOTECHN H. IF THE CONTRACTOR WITHIN THE DAM EMBANKMENT AND KEY TRENCH: ML AND CL. n OF ANY BACKFILL WITHIN THE KEY TRENC ~ ~ ' PRIOR TO PLACEMENT ~ ~ / Q ' ~ ~ _ ~ h~ ~ ~ G
ECTION THEN THE KEY ~ i V CONSTRUCTS AND COVERS UP THE KEY TRENCH PRIOR TO INSP F P NSE. 2. FILL PLACEMENT SHALL NOT EXCEED A MAXIMUM 8 UFT. EACH LIFT , ~,~1 F 4 ' s 1 ' ~ 4 ~ ~3 . a W t~ \ .u: f I'' ~ i~
I D TESTED AT THE CONTRACTORS EX E E TRENCH SHALL BE INCOVERED AN SHALL BE CONTINUOUS FOR THE ENTIRE LENGTH OF EMBANKMENT. BEFOR I \ I ~ ~ ~ / ~ / t'»
APE PLAN FOR THE PERMANENT PLACEMENT OF FILL FOR THE BERM SECTION, ALL UNSUITABLE MATERIAL I ~ ~ 3. THE CONTRACTOR SHALL REFER TO THE LANDSC SHALL BE REMOVED AND THE SURFACE PROPERLY PREPARED FOR FILL _ _ ' ~ ~ 5',. ~ ~ i , ,'~'~r a.~ -5, \ _ i ~ ~ ~ / ~ ~ ~ w
SE NOTE THAT NO TREES /SHRUBS OF ANY TYPE - - - - SCHEDULE. PLEA '`may " ~ \ PLANTING PLAN / PLACEMENT. ~ ~ 1 MENT FILL AREAS . 1 W ~ N r, ,
MAY BE PLANTED ON THE PROPOSED DAM EMBANK ( ) _ ` I SOILS USED IN THE EMBANKMENT /KEY TRENCH CONSTRUCTION - G 3. ALL FLL 1 ;5 ~ ~ ~ 1 4.'x.:1 I 4 t ~ i ~ +f / ~ ~v ~ E; ~ ~y
4. IF THE STORMWATER POND WILL BE USED AS A SEDIMENT BASIN DURIN SHAD, BE COMPACTED TO AT LEAST 95% OF THE STANDARD PROCTOR - INTERIOR EARTHEN BERMS ~ _ _ 1
CONSTRUCTION, THE CONTRACTOR SHALL NOT CONSTRUCT THE Dp,JS~( ASTM-698 ,THE FILL SOILS SHALL BE COMPACTED ` ! ~2 1 TO REMOVE THE SEDIMENT BASIN HAS BEEN MAXIMUM DRY ( ) SHOWN ON THIS PLAN UNTIL APPROVAL AT A MOISTURE CONTENT WITHIN -1 to +3 PERCENT OF ITS OPTIMUM / \ a~~ v ~ a ~
ANTED BY THE EROSION CONTROL INSPECTOR. S SHALL BE PERFORMED BY THE , - ~ , GR RE CONTENT. COMPACTION TEST MOISTU N TO VERIFY THAT \ ~ ~ I
- TE GEOTECHNICAL ENGINEER DURING CONSTRUCTIO ~ , ~ ~ ~ ~ a \ ~ Vii: . r ~;~st ~ ~~4- • ~ / ~ / rW+~1 v V ~~J
5. IF THE STORMWATER POND WILL BE USED AS SEDIMENT BASIN DURING CONSTRUCTION, ON SI ATED IF THE PROPER COMPACTION LEVEL HAS BEEN REACHED. THE FILL SHOULD BE - , ~ ~ REA SHALL BE CLEANED OUT (LE. SEDIMENT, TRASH, ETC) AND REVEGEf ( HEEPSFOOT TYPE COMPACTOR. IN ORDER TO PREVENT _ - - I THE A COMPACTED USING A S V ~ rr'~ ,:'.R o'hµs s'" ~ : ~ i. ' ~ ~ Hwy Q- tt t w 'C'v ~i ~ / ~ F-i '~i ~ \ / ~ .Y J - 'Vrc 'l Y,~ 7~ /,,!!lll~y -~y,-a / ~ ~ (rr~~My W W+
NECESSARY PRIOR TO USE AS A STORMWATER MANAGEMENT FACILITY. THE TRASH AND TO THE PIPE, NO COMPACTION EQUIPMENT SHALL CROSS ANY PIPE - - - I ~
) DFILL . DAMAGE IP I SEDIMENT SHOULD BE DISPOSED OF PROPERLY (I.E. -LAN ) UNTIL MINIMUM COVER IS ESTABUSHED ALONG THE P E ' ` ER SCOUR I ~ ' LEVEL SPREAD _
D BENEATH ALL FILL AREAS OF THE HOLE (SEE DETAIL $NEEF - - - ` ` \ I 4. A KEY TRENCH SHALL BE PROVIDE EXISTING ~I ~ 'r r ~i°'r'`~ ~ 100 TOWN f CARY
5 FT BELOW PD- ` ~ BERM. THE TRENCH SHALL EXTEND A MINIMUM OF ~ ~v~q ON PREPARATION F 5 FEET. THE KEY ~ CONST1tUCTI HAVE A MINIMUM BOTTOM WIDTH 0 ~ ~ ~ ~ ~ ~ x~~`~ ~ ~ STREAM BU c
GRADE AND SHALL .THE KEY TRENCH ~ ~ ~ ~ ~ ~ ~ ~ ~ r CAR a ~
OF THE NEW FILL, THE AREAS ON WHICH FILL IS TRENCH SIDESLOPES SHALL BE A MINIMUM OF 1:1 (H.V) , , _ _ _ ~ ~ 1. PRIOR TO PLACEMENT D OF TOPSOIL, TREES, ~ ' EARED AND STRIPPE SHAD. BE COMPACTED TO THE SAME SPECIFICATION LISTED IN ITEM 3 ABOVE. ~ TO BE PLACED SHALL BE Cl ~ ~ ~ ~ >~r:rX a 4. i ~ ? v • G i rf ? ~ ~ ~
LE MATERIAL. THE AREAS ON ~ ~ ~ ~ ROOTS, VEGETATION, AND OTHER OBJECTIONAB RE UEST THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH ~ \ ~ \ "~'r I ~
WHICH FILL IS TO BE PLACED SHALL BE SCARIFIED. 5. UPON Q ~ MENT MEETS THE SPECIFlED ~ ~ ~ ~ ~ REPORTS TO VERIFY THAT THE DAM EMBANK ~ ~ ~ \ \ y„p ~ ~ j 1
SHALL BE STOCKPILED FOR USE IN PLANTING COMPACTION REQUIREMENTS. COMPACTION REPORTS WILL BE NEEDED DURING ~ ~ ~ 2. ANY REMOVED TOPSOIL _ ~ ~
MENT ONCE FINAL GRADES (AS SHOWN ON THE AS-BUILT CERTIFlCATION PROCESS FOR THIS SiORMWATER FACIUTY. " _ _ _ _ _ - \ (SEEDING) ON THE DAM EMBANK ~ 12 DIP, ~If,(VERT OUT = 425:OQ ~ ~ ESTABLISHED WITH COMPACTED FILL. THERffORE, IT IS THE CONTRACTOR'S RESPONSIBIUTY TO ENSURE \ ~ / ~ ' 1 ~ -~n1' ~ ~4 i ~ A ~ ~ ~ I I ~ .,~q
THE GRADING PLAN} HAVE BEEN COMPACTION TESTS ARE PROPERLY PERFORMED DURING CONSTRUCTION. ~ ~ ~ ~ 5b NEUSE RIVER ,
FURNISH INSTALL, OPERATE, AND MAINTAIN ANY ` ~ ~ \ 3. THE CONTRACTOR SHALL ~ WATER FROM VARIOUS l~ ` ~ ~ ~ ~p~ i Y PIPE SUBGRAD ~ ~ ~ ' STR BUFFER ~ ~`~nr ~ ~ ~ ~ 4 ~ nnu? Y kF 1:
PUMPING EQUIPMENT, ETC. NEEDED FOR REMOVAL OF E AND ~pIR ~ \ ~ ~ T PUMPING ~~A ~ PARTS OF THE STORMWATER POND SITE. IT IS ANTICIPATED THA ~ 5.009: ~ ~ ~ y ~
iSARY IN THE EXCAVATION AREAS (I.E. -KEY TRENCH). n~~rr WILL BE NECE ~i ~rraltONS ` BEDDING SPEC
L4CEMENT OF FILL'WITHIN THE KEY TRENCH (OR OTHER AREAS AS / \ ~ DURING P ~ STEEL ANT -SEEP - ~ ~ 1 . b~ as ~ ~ A
Y THE CONTRACTOR SHALL KEEP THE WATER LEVEL BELOW THE LD SIPHON HEADWALL SEE DETAIL \ ~ STEEL Ar NECESSAR 1. FILL IN THE AREA OF THE SPILLWAY PIPE AND ADJACENT AREAS SHOO ~ S ( _ BOTTOM OF THE EXCAVATION. THE MANNER IN WHICH THE WATER IS ~ OVE THE TOP SHEET PD-3) \ ~ COLLA)i$ COLLA~i$ (X) I ~ ~ ~ CONCR~f~~ l~-SEEP, ~ ~ ~ ~ s , I ( i• ~ ~ ~ ~ >>>s
CH THAT THE EXCAVATION BOTTOM AND SIDESLOPES BE BROUGHT UP TO A POINT OF 2 TO 3 OR MORE AB ~ ~ REMOVED SHALL BE SU \ ~ SEE DETI TH PIPE IN ADVANCE OF SPILLWAY CONSTRUCTION SO THAT SIPHON INVERT i 428.00 ~ SEE DETAIL i \ ~ I ~~::COLhARS`~X2~~~EE pE'TAIL,~j r~; ~ ~ I ~ ~ ~
ARE STABLE. ELEVATION OF E ~ `~HEET P THE SPILLWAY PIPE CAN BE INSTALLED IN A TRENCH CONDmON. ONCE THE ~ HEET PD-3 '1 I t' \ ~ ~~$HEET PD~.2 ,t'~ ~ ~ ~ r ~ ~ ~
FILL IS BROUGHT UP TO ABOVE THE TOP OF PIPE, THE PIPE TRENCH \ ~ I ~ ENDWALL~'ER~;NCD07~.STDx83~.80. ~ 4 , 4 I + ,t~ EC:26 OS1"~~ ~ ~z F ~
SHOULD THEN BE EXCAVATED FOR INSTALLATION OF THE PIPE. ~ 1 p~.~ w~• STRUCTURE EPAGE OR FLOW OCCURS I i I ~ ~'~7JNV :OUT (36". RCP)'= 26 ~ a~x ll i 42 I ~ A ~.~~k ~ 1 x ~ ~ ;
~A PECIPICATIONS NT5 ~ I ¢ l~L[sTER~ S IN OR ALONG THE PIPE AUGNME , ~ ? O~,J 1 ~r~r j 2. IF SE ~ ~ I \ 1 3~ a ik`:., A\ r ~i;; ~ ~
" CLASS III RCP MODIFIED BELL ANO SPIGOT, GROUNDWATER CONTROL WILL BE WECESSARY. THIS COULD INVOLVE ~ ~ 14 1. THE 36 RCP OUTLET BARREL SHALL BE I 30 76-LATEST. THE PIPE SHALL HAVE CONFINED PUMPING OR STREAM DIVERSION, ETC.) DEPENDING ON THE TOPOGRAPHY. I I I 0 I I ~ ~ ~ ~ VELOCITY- DISSIPATOR ~1 90'~F ;36 m `0`~kIG RCP I 3
MEETING THE REQUIREMENTS OF ASTM C ( • N ~ 3? 0-RING RUBBER GASKET JOINTS MEETING ASTM C-443-LATEST. THE PIPE JOINTS SHALL SINCE IT IS NECESSARY TO WORK IN A DRY CONDITION, THIS SITUATIO ? ~ ~tih NCDOT ;CLASS 'B' RIP` ~ ~ ~ PED; I . _ II , ~ ~ ~ ~ ~ r~~•:~JOIN WRAP 1~ i ~ ~ ~ ~ X22 ~~THICK ~ ~ - ,~~18 L X 21 W X. , , ~GE T I FABRIC ~-;~,~1~. - t/~
LEAN CONCRETE BACKFILL, PLOWABLE Flll„ ETC. TO ~ ~ I BE TYPE R-4. MAY REQUIRE USE OF , Q EX ) • 1 ~ ~ V A xC" •1'- ~ ~ , ' ~3 ~ ~i I I r ~ A ~ '
ESTABLISH SUBGRADE CONDITIONS SUITABLE FOR SOIL TYPE BACKFILL ~ ~ I I , 4~ ~ 1 4 i 1 n
2. THE STRUCTURAL DESIGN FOR THE 5x5 (INTERNAL DIMENSIONS) RISER BOX WITH PLACEMENT. 341 E SHALL BE BY OTHERS. PRIOR TO ORDERING THE STRUCTURE, THE 1 ~ EXTENDED BAS
SHALL PROVIDE THE ENGINEER WITH SHOP DRAWINGS, SEALED BY AN P.E. 3. PRIOR TO INSTAUATION, SUBGRADE CONDITIONS ALONG THE SPILLWAY 1 ~ CONTRACTOR THE ON-SITE GEOTECHNICAL ENGINEER TO 4 ~ ~ ~ _ e W ~ ~ ~ , ~ ~ • ary : , i
REGISTERED IN NORTH CAROLINA, FOR APPROVAL. PIPE SHOULD BE EVALUATED BY THE SUBGRADE 1 ~ ASSESS WHETHER SUITABLE BEARING CONDITIONS EXIST AT I 1 4 4 0~ 1 a ~ 1
TLET STRUCTURE SHALL BE PROVIDED WITH STEPS 16" ON CENTER. LEVEL. SHOULD SOFT OR OTHERWISE UNSUITABLE CONDITIONS BE I 1 \ 3. THE RISER BOX OU 80X. STEPS SHALL BE IN THESE MATERIALS SHOULD BE , 1 ' I 0 ~ ~ ` ~ , ~ ~ r ~ ~ ~
SHALL BE PROVIDED ON THE INNER WALL OF THE RISER ENCOUNTERED ALONG THE PIPE ALIGNMENT, ~ 1 ~ STEPS UNDERCUT AS DIRECTED BY THE GEOTECHNICAL ENGINEER. THE UNDERCUT CE WITH NCDOT STD. 840.66. PLEASE REFER TO SHEET PD-2 FOR LOCATION _ - _ ~ ~ ~ ~ ~ ACCORDAN CED WITH ADEQUATELY COMPACTED STRUCTURAL 1 I r I r ~ V ~ ~ ~ ~ ~ r I D~ ~ ~ r i ~ ~ ~ ~
TEPS. MATERW.S SHALL BE REPLA OF THE RISERS DIRECTED BY THE ON-SITE - 1 ~ I I FlLL, LEAN CONCRETE OR PLOWABLE FILL AS ~ ~ I I I I I I r ~ ~ 430 =
43 ~ r ~ ~ G1
' CONCRETE ANTI-FLOTATION BLOCK SHALL PRECAST AS THE GEOTECHNICAL ENGINEER. 4. THE 9 lx9 Wx27 THICK ~ ~ 1 I I BOX DURING FABRICATION. THE PRECAST BASE SHALL BE ~ , t ~ I I EXTENDED BASE OF THE RISER SUBMITTED TO THE ENGINEER I I ' 434 ~ ~ ~ - - ~ N
DRAWINGS THAT WILL BE 4. FlLL MATERIAL ADJACENT TO THE 36"~ 0-RING OUTLET BARREL SHALL I I INCLUDED AS PART OF THE SHOP I MEET THE SPECIFICATIONS LISTED IN ITEMS 1 THROUGH 3 IN THE SECTION ~ , I ~ I / ~ ~ ~ fix` ~ ~ ~ I I i ~ ~ ~ I ;,3> ~
FOR APPROVAL (SEE ITEM 2 ABOVE). M SOIL & COMPACTION SPECIFICATIONS. THE CONTRACTOR SHALL TITLED BER 1 ~ 43 ~ ~ t ~ ' ~ , , ~ w.Y::
TO ASTM C-478. THE JOINTS SHALL PAY SPECIAL ATTENTION TO THE COMPACTION EFFORTS ALONG THE PIPE TO ~ 1 1 5. THE RISER BOX JOINT DESIGN SMALL CONFORM ,THE CONTRACTOR RE THAT ALL SPACES UNDER AND ADJACENT TO THE PIPE ARE FILLED , ~ ~ 1 4 ~ ~ ~ / 32 •,.r., ~ ~ _ ~ ~ Q I ~ 1 4 ~ ' s i ~ r'
BE SEALED USING BUTYL RUBBER SEALANT CONFORMING TO ASTM-990 ENSU RIAL , , 30 \ ~ ~ ~ _ - ~
SHALL PARGE JOINTS ON BOTH THE INSIDE AND OUTSIDE WITH NON-SHRINK GROUT. WITH PROPERLY COMPACTED MATE ~ ~ ~ I I i I I I I I ~ f ~ 428 ~ ~ ~ ~ ~ I ~ ~ ~ . ~ ~ - a;,~ ~ I ~ ~ rp ' ~ ~ _ _ ~
6. THE PRECAST RISER BOX STRUCTURE SHALL HAVE A SHIPPING WEIGHT OF 37,000 LBS. ~rr~ .n \ 1 , I I AND SHALL BE DETERMINED BY ~ F E~~,p~ii~ i I i I OF ~ _ ~ ~ ~ 14 ~ (1 ~ ~ ~ ~ ~ I ~ 26 i ~ , ~ ~ `ter., , ~ ~ , _ ~
HALL BE THE SHIPPING WEIGHT ~C~~1~ O ~ ~ I THE STRUCTURE WEIGHT S SUBTRACTING THE WEIGHT OF THE FACTORY BLOCKOUTS FROM THE GROSS STRUCTURE RFQRMED TO VE1?!FY i_., I ~ ~ r ,
ON THE SHOP ORAwINGS SU6ANTTED TD THE 1. TESTING. Or i11E NEW FiLI MA1'tKIaLS JnAt.L BE PE ~ ~ I I I 1MEIGHL THIS INFORAMTK~I SHALL BE SHOWN THAT THE RECOMMENDED LEVEL OF COMPACTION IS ACHIEVED DURING ~ I I
ENGINEER FOR APPROVAL. FOR ~ ~ ~ CONSTRUCTION. THEREFORE, ONE DENSITY TEST SHALL BE PERFORMED 4 I I ~ ~ ~ ~ ~ 423 r ~ ~/H 'gip ~ / ~ ~ _ ~ ~ ~ 432 ~ ~ - ~ ~
CONTRACTOR SHALL SUBMIT TRASH RACK SHOP DRAWINGS CRY 2,500 SQUARE FEET OF AREA FOR EVERY LIFT OF FlU.. I 7. PRIOR TO ORDERIN~3, THE NSURE THAT AN ACCESS HATCH I r r 43_. _ ~ ~
TO THE ENGINEER FOR APPROVAL. CONTRACTOR SHALL E " I 6 0-RING OUTLET BARREL AT i~ I 1 IS PROVIDED WITHIN THE TRASH RACK (SEE DETAIL FOR LOCATION) THAT WILL ALLOW FOR 2. TESTING WILL BE REQUIRED ALONG THE 3 I \ I 1 / r ~ ~ l ~ ~ - _ _ ~
PER VERTICAL FOOT OF ~ I 1 TORE MAINTENANCE ACCESS. CONTRACTOR SHALL ALSO PROVIDE A CHAIN AND LOCK A FREQUENCY OF ONE TEST PER 25 LF OF PIPE 1 I 1 FU FlLL. 1 I 1 I ~ I ~ 1 ~ - - f / ~ l ~ -434 ~ pr» rM 1 I (sl
FOR SECURING THE ACCESS HATCH. 1 Ip~~ I ~c • 1 1 ~
THERWISE RESPONSIBIt1TY• 1 DAY UNLESS 0 A~~~ OF MINIMUM 3000 PSI 28 ) 8. ALL POURED CONCRETE SHALL BE ( 1 1 1 / ~ - ~ I ~ r ~ 430 _ ~ oacrecr r~SFR OUTLET 8TRU
ALL REQUIRED MAINTENANCE AND INSPECTIONS OF THIS FACIIlfY SHALL BE NOTED. 1 1 r SHAPE =SQUARE i i ~ ~ _ - - 428 - - ~ _ _
THE RESPONSIBILITY OF THE PROPERTY OWNER'S ASSOCIATION, PER THE 1 1 ~ - ET BARREL JOINTS SHALL BE AMOCO STYLE AGREEMENT FOR THIS FACILITY. 1 ~ 9. GEOTEXTILE FABRIC FOR THE 36 INCH OUTI NON-WOVEN EXECUTED OPERATION AND MAINTENANCE ~ II INTERNAL DIMENSIONS =15 FT. x ~ FT. ~ _ - ~ .438 - - - - _ ~ ~ _ I . , 43 - ~ ~ i TOP OF ISER - 430.60 I r , ~ 6
PROPYLENE NON-WOVEN NEEDLE PUNCHED OR APPROVED EQUAL ( ~ 1 ~ \ ~ 4553 POLY 438 1 1 ~ IMENT I ~ I I N.W.S.E. 428.00 I I 426 ~ ~ 434
FABRIC} ~ 1 1 ~ \ ~ 1 FOREBAY \ IMENT ~ I i 36"~ 0-RIW RCP ~ 423.0'0 I 4 INWERT 0 ( ) - - ~4_ - - - - - - _ 432 ~EBAY ~ I I - - -
10. STORMWATER POND EMERGENCY DRAWDOWN IS VIA AN 8"m PLUG VALVE. THE VALVE 1 ~ ~ I ~ ~ -
. THIS VALVE IS IN , ~ 1 1 ~ SHALL BEAM&H STYLE 820 X-CENTRIC VALVE OR APPROVED EQUAL ~ ~ I ~ ~ ~ 1 i ~ ~ 428
ACCORDANCE WITH AWWA C-504 SEC. 5.5, AND SHALL BE OPERABLE FROM TOP OF 1 1 ~ E DETAIL . THE CONTRACTOR SHALL PROVIDE A 1 1 ~ I I I SEDIMENT ~ ' _ _ _ - _ ~'y i I l FOREBAY _ -
OUTLET STRUCTURE VIA A HANDWHEEL (SE ) 1 LE VALVE WRENCH WITH A HANDWHEEL ON TOP FOR OPERATION OF THE 8 ~ \ 1 ~1 REMOVEAB i I ~ ~ -
A VE. A CHAIN AND LOCK SHAII ALSO BE PROVIDED FOR SECURING THE WRENCH 1 1 ~ 1 PLUG V L \ I I i ~ A I I l I -
TO THE TRASH RACK. \ ~ ~ 1 ~ ~ 1 I ~ I~ ~ -
PROVIDE THE ENGINEER 9 ~ ~,~a 1 ~ 1 r 11. PRIOR TO ORDERING OR INSTALLATION, CONTRACTOR SHALL E 5 \ ~ 1 1 ~ I
OP DRAWINGS FOR APPROVAL. THE SHOP DRAWINGS SHALL B 2Q~ ~ ~ ~ I WITH RETAINING WALL SH RTH CAROLINA. ESSIONAL ENGINEER REGISTERED IN NO ~ ~ ~ ~ 11 1 r ! ~ ~ ~ ~ ~ I r
SEALED BY A PROF \ lfiY ~ ~ ~ ~ ~ / r_~ r i' , - ~ " ,
" PLATE. THE A~R~ 1 \ 1 1 1 0 DIP OUTLET PIPE SHALL BE CAPPED WffH A METAL ORIFICE NH W 1ER ~ ~ 1 1 12. THE 12 " " LIE SS \ ~ ~ ~ ~
" xt 2 GALVANIZED AND SHALL HAVE A 3 0 ORIFICE AT THE ~ 1 ~ 1 1 PLATE SHALL BE 18 x18 / ( ) y~11A~ SE REFER TO DETPJL SHEET PD-3 FOR ADDITIONAL INFORMATION. ~ \ ~ 1 1 ~ BOTTOM. PLEA ~ ~ ~ 1 I
1 t' 1 1 ~ ~ ' \ ` _ 1 \ I ` /
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' I I 0 HE I I I U DI -SEE NOTE 11 ~ 'I ' I ~ I 0 HERS) # I I r i I U DER OUTLEfi STRUCTURE ~ ~ I I ~ r r
' 1 I ~ ERIAL SPECIFICATIONS ~ ~ I r i
~ I 1 ~ ~ I
EARTHEN FOREBi4Y BERMS (TO BE COMPACTED TO THE SAME
SPECIFlCATIONS AS THE DAM ~xor~c "n~ k~'dL-00'00
Ef~IBANKME PLEASE REFER TO ~ "
ITEM 3 UWDER BERM SOIL AND ~~10500'4-PDI.DWG_ - _ _ COMPACTION SPECIFlCATIONS" FOR nFS~cr1~u ev: BR'F
ADDmONAL INF'ORMATIO'N. _
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lpl' DESIGNED BY. F B
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TOWN OF CARY ~ s M 1 = 100,
J Approved by Date DATE: 11-18-05
U GRAPHIC SCALE Planning Date goo o SHM NO.
N 0 so 100 200 I I I 1 1 C-6 Engineering Date lL_ 1 inch = 100 ft
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M FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION

1'
~ ~ I .1
ST'ORMVVATER POND CONSTRUCTION SPECIFICATIONS ~ I ~ f I r~ I V 1
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GENERAL NOTES - BERM SOIL AND C01~1PACTiON SPECIFICATIONS , I ~ 't71~ ~ :h ~i. rdiJL ~ ~ tie, /
1. PRIOR TO CONSTRUCTION, THE ON-SITE GEOTECHNICAL ENGINEER SHALL VERIFY THE 1. ALL FlLL MATERIALS TO BE USED FOR THE DAM EMBANKMENT SHALL BE I _t'• 4 e~ -t. 'd / ~ i r ° ~Y''f~:. t
SUITABILITI' OF THE PROPOSED BORROW AREA /FlLL FOR USE IN THE DAM EMBANKMENT TAKEN FROM BORROW AREAS APPROVED BY THE ON-SITE GEOTECHNICAL I ~ / KEY TRENCH. ENGINEER. THE FlLL MATERIAL SHALL BE FREE FROM ROOTS, STUMPS, WOOD, i~ u r', _f
STONES GREATER THAN 6", AND FROZEN OR OTHER OBJECTIONABLE ~ i
2. THE ON-SITE GEOTECHNICAL ENGINEER SHALL INSPECT THE KEY TRENCH EXCAVATION MATERUIL. THE FOWONIING SOIL TYPES ARE SUITABLE FOR USE AS FlLL ~ PRIOR TO PLACEMENT OF ANY BACKFlLL WITHIN THE KEY TRENCH. IF THE CONTRACTOR WITHIN THE DAM EMBANKMENT AND KEY TRENCH: ML AND CL O
Nc ~ r CONS'~RUCTS AND COVERS UP THE KEY TRENCH PRIOR TO INSPECTION, THEN THE KEY , ~ ~ i C " ~ 3 ,
TRENC! SHALL BE UNCOVERED AND TESTED AT THE CONTRACTORS EXPENSE. 2. FILL PLACEMENT SHALL NOT EXCEED A MAXIMUM 6 UFT. EACH UFT ~ ~ ~ ~ ' ~ v c / ~1 V ~ h- n '4 ry
SHALL BE CONTINUOUS FOR THE ENTIRE LENGTH OF EMBANKMENT. BffORE ~i F r 3. THE ,ONTRACTOR SHALL REFER TO THE LANDSCAPE PLAN FOR THE PERMANENT PLACEMENT OF FILL FOR THE M TIN I I ~C BER SEC 0 ,All UNSU TABLE MATERIAL \ I F 1 ~ r ~ ,"G ~ i~,' ~ay ~ ~ W Fi I \ k dry,` Sn'¢ '"d-,. / R ~r ~,g ~ ~ .u t'W c ~ n N
PLANTING PLAN /SCHEDULE. PLEASE NOTE THAT NO TREES /SHRUBS OF ANY TYPE SHALL BE REMOVED AND THE SURFACE PROPERLY PREPARED FOR FlLL I ~ , ~ ~ • ' - ~ r / W Fry
MAY BE PLANrED ON THE PROPOSED DAM EMBANKMENT (FILL AREAS). PLACEMENT. ^ - ~ ~ Y. /
- - \ ` 4. IF THE STORMWATER POND WILL BE USED AS A SEDIMENT BASIN DURING 3. ALL FlLL SOILS USED IN THE EM K NT ~ ~ BAN ME /KEY TRENCH CONSTRUCTION 1 ~ 1. / a
CONSTRUCTION, THE CONTRACTOR SHALL NOT CONSTRUCT THE INTERIOR EARTHEN BERMS SHALL BE COMPACTED TO AT LEAST 95X OF THE STANDARD PROCTOR _ _ _ _ _ _ _ _ _ _ _ _ _ - ~~~h... ~ . ~ n n Y ~ / / / ~ ~
SHOWN ON THIS PLAN UNTIL APPROVAL TO REMOVE THE SEDIMENT BASIN HAS BEEN MAXIMUM DRY DENSITY (ASTM-698). THE FlLL SOILS SHALL BE COMPACTED ~ \ ~ GRANTED BY THE EROSION CONTROL INSPECTOR. AT A MOISTURE CONTENT WITHIN -1 to +3 PERCENT OF ITS OPTIMUM Ik2
MOISTURE CONTENT. COMPAC110N TESTS SHALL BE PERFORMED BY THE _ , _ i ~x` / ~ lflO :f`, T~~ ~n ~ ~ A S .,r /
5, IF THE STORMWATER POND WILL BE USED AS SEDIMENT BASIN DURING CONSII~UCTION, ON-SITE GEOTECHNICAL ENGINEER DURING CONSTRUC110N TO VERIFY THAT - ~ THE AREA SHALL BE CLEANED OUT (LE. SEDIMENT, TRASH, ETC) AND REVEGETATED (IF THE PROPER COMPACTION LEVEL HAS BEEN REACHED. 111E FlLL SHOULD BE ~ ' ~ ~ 4' i~ ~ e~ / / / ~ ISM MM ~ W ~ ~ ~ r; j ~ r 1, ~ ~ I ~ / / / @`~ ~ ~
NECESSARY) PRIOR TO USE AS A STORMWATER MANAGEMENT FACILITY, THE TRASH AND COMPACTID USING A SHEEPSFOOT TYPE COMPACTOR. IN ORDER TO PREVENT _ _ _ ~ ~ ,v I /
SEDIMENT SHOULD t3E DISPOSED OF PROPERLY (LE. -LANDFILL). DAMAGE TO THE PIPE, NO COMPACTION EQUIPMENT SHALL CROSS ANY PIPE _ I ~ ~ r- ~ ~ , ti. r;:~ / a x . -z~~ i a~'. ~ J' / /
UN11L MINIMUM COVER IS ESTABUSHED ALONG THE PIPE. I ~ ' LEVEL SPREADER SCOUR _ I \ x • r$ v a ~ ~~jj ,,~1 \ ~ ~ 1 F~ w
- I 4. A KEY TRENCH SHALL BE PROVIDED BENEATH ALL FILL AREAS OF THE HOLE (SEE DETAIL S~iEET - - - - ~ ~ ~ I u ~ , / / / r„ i r. ~ : 8 ~_i~~f I / ~ ~ Q
CONSTRUCTION PREPARATION BERM. THE TRENCH SHALL EXTEND A MINIMUM OF 5 FT BELOW EXISTING - ~ GRADE AND Sh'~ALL. HAVE A MINIMUM BOTTOM WIDTH OF 5 FEET. THE KEY PD ~ ~I\ ..M1 r ~Y :a ~ ~ ~
1. PRIOR TO PLACEMENT OF THE NEW FILL, THE AREAS ON WHICH FILL IS ~ ~ ~ TO BE PLACED SHALL BE CLEARED AND STRIPPED OF TOPSOIL TREES, TRENCH SIDEsLOPES SHALL BE A MINIMUM OF 1:1 (H:V). THE KEY TRENCH ~ ~ ~ ~ \ / ~ ~ 10'0 TOWN F CARY ~ , : ,a, k, ~ , ~ . r <
ROOTS, VEGETATION, AND OTHER OBJEC110NABLE MATERIAL. THE AREAS ON SHALL BE CCMPACTED TO THE SAME SPECIFICATION USTED IN ITEM 3 ABOVE. ~ _ ~ ~ ~ ! ~ ' ~ ~ 5TREAM BU
WHICH FILL IS TO BE PLACED SHALL BE SCARIFIED. ~ \ ~ ~ ~ \ ~ 5. UPON REOUEST, THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH ~ ~ ~ / ~ ~ ~
2. ANY REMOVED TOPSOIL SHALL BE STOCKPI R ~ REPORTS TO VERIFY THAT THE DAM EMBANKMENT MEETS THE SPECIFlED ~ ~ LED FO USE IN PLAN NG COMPACTION REQUIREMENTS. COMPACTION REPORTS WILL BE NEEDED DURING ~ ~ ~ ~ \ ~ h 1 III iQ~ I I ~ 4J r n ~ ~ i
(SEEDING) ON THE DAM EMBANKMENT ONCE FINAL GRADES (AS SHOWN ON THE AS-BUILT CERTIFICATION PROCESS FOR THIS STORMWATER FACIUTY. _ ~ ~ f i' • W ~ ~ ti I i 1 r,,,r„ r\ ~ ~Q''
THE GRADING PLAN) HAVE BEEN ESTABLISHED WITH COMPACTED FILL. THERffORE, IT IS THE CONTRACTOR'S RESPONSIBILTIY TO ENSURE ~ ~ ~ ~
COMP TE AR 12 DIP, -INVERT OUT = 425:QQ ~ ~ ~ 3. THE CONTRACTOR SHALL FURNISH INSTALL OPERATE AND MAINTAIN ANY ACTK)N STS E PROPERLY PERFORMED DURING CONSTRUCTION. ~ ~ i ~I' ~ ~ n~ I \ .v i ~
PUMPING EQUIPMENT ETC. NEEDED FOR REMOVAL OF WATER FROM VARIOUS ~ ~ ~ 6
PARTS OF THE STORMWATER POND SITE. IT I IP MPING ~ ~ ~ ~ S ANTIC ATED THAT PU SPIILWAY PIPE SUBGRADE SUPPORT AND I WILL BE NECESSARY IN THE EXCAVATION AREAS (LE. -KEY TRENCH). ~ 6QJ.F-~2~DlR- ~ ~ ~ i i 50 NEUSE RIVER •,9 <<~
DURING PLACEMENT OF FILL WITHIN THE KEY TRENCH (OR OTHER AREAS AS B'EDDIlVi,~ SPECIFICATIONS ~ 5.ooX ~ ~ ~ ~ ` ' , STREAM BUFFER ' R .
NECESSAR`+7, THE CONTRACTOR SHALL KEEP THE WATER LEVEL BELOW THE / ` ~ \ ~ i v v ~ v »4
BOTTuM OF THE EXCAVATION. THE MANNER IN WHICH THE WATER IS 1. FlLL IN THE AREA OF 111E SPILLWAY PIPE AND ADJACENT AREAS SHOULD ~ ~ ~ SIPHON HEADWALL SEE DETAIL \ ~ _ REMOVED .HALL BE SUCH THAT THE EXCAVATION BOTTOM AND SIDESLOPES T A / _ STEEL ANTS STEEL ANTS-SEEP , - ~ ~ G' ` , \ Y`
BE BROUGH UP TO POINT OF 2 TO 3 OR MORE ABOVE THE TOP ~ ARE STABIi". ELEVATKM~I OF THE PIPE IN ADVANCE OF SPILLWAY CONSTRUCITON SO MAT SHEET PD-3) , ~ ` ~ ~ \ COLIJ~t$ (X'. SIPHON INVERT r 428.00 ~ \ ~ SEE DEl`AIL I v 'r~~, \ ~ ~ COLIA)t$ (Xg) I i ~
THE SPN,LWAY PIPE CAN BE INSTALLED IN A 1RENCH CONDITION. ONCE THE HEFT PD-' \ SEE DETAIL I ~ ~ f I I ` .w ~ a. ~ r \ `SHEET PD-3
FILL. IS BROUGHT UP TO ABOVE THE TOP OF PIPE, THE PIPE TRENCH ~ ~ ~ ~1 SHOULD TTiEN BE EXCAVATED FOR INSTALLATON OF THE PIPE. \ I I 1 ~ - I ' r~ ~x ~ ` I ~ A x ~
OUTLE'T' STRUCTURE 1WIATERiAL SPECIFICATIONS 4 ~ ~ `i~r.,.z. ;7, ~ 41 ~ x I I I A DQT;~
I 1. THE 36" RCP OUTLET BARREL SHALL BE CLASS III RCP MODIFlED BELL AND SPIGOT 2. IF SEEPAGE OR FLOW OCCURS IN OR AIANG THE PIPE ALIGNMENTS, ~ I ?E
MEETING THE REQUIREMENTS OF ASTM C76-LATEST. THE PIPE SHALL HAVE CONFlNED ~ GROUNDWATER CONTROL WILL BE NECESSARY. THIS COULD INVOLVE I 4?~ 14 ~ ~ i~ ~ .
0-RING RUBBER GASKET JOINTS MEETING ASTM C-443-LATEST. THE PIPE JOINTS SHALL PUMPN~IG (OR S112FJIM DIVERSION, ETC.) DEPENDING ON THE TOPOGRAPHY. ~ ~ 143 SINCE R IS NECESSARY 1'O WORK IN A 'DRY' CONDI110N, THIS SITUA110N I I O I BE TYPE R-4. MAY REQU9tE USE OF LEAN CONCRETE BACKFILL, PLOWABLE FlLL, ETC. TO 0 I ~ , r. ~ ~ 1 ~ ~ I R SSIP ~
ESTABLISH SUBGRADE CONDmONS SUTABLE FOR SOIL TYPE BACKFILL ~ ~ I \ r . ? Qk :0-RI1±iG RCS ~ ~ >~~'r 'K,
2. THE STRUCTURAL DESIGN FOR THE 5x5 (INTERNAL DIMENSIONS) RISER BOX WITH ~ I I PLACEMENT. 4,3~ ~ I EXTENDED BASE SHALL BE BY OTHERS. PRIOR TO ORDERING THE STRUCTURE, 111E ~ I 4 I I v o ~ V ~ ~ t ' i2 . ~ ~THC ~ `WRf'~'PED It~~r ~
CONTRACTOR SHALL PROVIDE THE ENGINEER WITH SHOP DRAWINGS, SEALED BY AN P.E. 3 P ~ a ~ , v ~1 ~ v F ~ ~ i ~ ~ c~oTp~ I '~AB>~IC) ~ ~ ~ a t(r - rri ~ ~ 1 a
REGISTERED IN NORTH CAROLINA, FOR APPROVAL. RK>Et TO INSTALIAITON, SUBGRADE CONDITIONS ALONG THE SPILLWAY ~ ~ PIPE SHOULD BE EVALUATED BY THE ON-SITE GEOTECHNICAL ENGINEER TO ~ ~
ASSESS WHETHER SUTABLE BEARING CONDITIONS EXIST AT THE SUBGRADE ~ ' 3. THE RISER BOX OUTLET STRUCTURE SHALL BE PROVIDED WITH STEPS 16' ON CENTER. LEVEL SHOULD SOFT OR OTHERWISE UNSUITABLE CONDmONS BE ~ 4 ~ r ~ ~ ~ ~ fJZ
STEPS SHALL BE PROVIDED ON THE INNER WALL OF THE RISER BO%• STEPS SHALL BE IN ENCOUNTERED ALONG THE PIPE ALIGNMENT, THESE MATERALS SHOULD BE I ~ 1 ~ ~ ~r
ACCORDANCE wITH NCDOT STD. 840.66. PLEASE REFER TO SHEET PD-2 FOR LOCAl10N UNDERCUT AS DIRECTED BY THE GEOIT:CHNICAL ENGINEER. THE UNDERCUT I ~ ~ I OF THE RISER STEPS. MATERW.S SHALL BE REPLACED WITIi ADEQUATELY COMPACTED STRUCTURAL _ ~ ~ ~ I I I \ I ~ ~ J
FlLL, LEAN CONCRETE OR PLOWABLE FlLL AS DIRECTED BY THE ON-SITE - ~ ~ I ~ I
4. THE 9'Lx9'Wx27" THICK CONCRETE ANIT-FLOTATION BLOCK SHALL PRECAST AS THE GEOTECHNICAL ENGINEER. ! ~ 1 EXTENDED BASE OF THE RISER BOX DURING FABRICATION. THE PRECAST BASE SHALL BE ~ ~ t 1 I I I ~ 14,30 ~ ' _ ~ Cl \ \ ~ ~ ~ d t I ti '00 ~ ~ ; rl I 43 ~ ~
INCLUDED AS PART OF THE SHOP DRAWINGS THAT WILL BE SUBMITTED TO THE ENGINEER I ~ 4. FlLL MATERIAL ADJACENT TO THE 36 ~ 0-RING OUTLET BARREL SHALL
FOR APPROVAL SEE ITEM 2 ABOVE. I r ~ I I ( ) MEET THE SPEC~ICAl10NS LISTED IN ITEMS 1 THROUGH 3 IN THE SECITON I 434 \ ~ \ ` ~ ~ ,
TRLEO 'BERM SOIL do COMPACTK)N SPECIFICATIONS." 111E CONTRACTOR SHALL ~ ~ 5. THE RISER BOX JOINT DESIGN SHALL CONFORM TO ASTM C-478, THE JOINTS SHALL PAY SPECUI ATTENiK)N TO THE COMPACTK>wl EFFORTS ALONG 1HE PIPE TO ! ~ I - - ~ ~ I / ~ ~
BE SEALED USING BUTYL RUBBER SEALANT CONFORMING TO ASTM-990, THE CONTRACTOR ENSURE THAT ALL SPACES UNDER ANO ADJACENT TO 11iE PIPE ARE FlLLED 1 ~ I ~ 1
PAR JOINTS N OTH THE INSIDE AN OU151 WITH N-SHRINK GROUT. 1 I ~ ~ SHALL GE 0 B D DE NO wITH PROPERLY COMPACTED MATER4IL. I ~ ~ I 1 1 1 ~ 432 \ " - - _ ` ~j - 1 v `err ~ ` .
6. THE PRECAST RISER BOX 5TRIJCTURE SHALL HAVE A SHIPPING MIEK;HT OF 37,000 LBS. _ _ I I 1 I ~ \ :,d ~I 4 i ~ d'
THE STRUCNRE WEIGHT SHALL BE THE SHIPPING WEIGHT AND SHALL BE DEIIRMINED BY I I I ~ ~ I T~Gr OF TIC E ~ NT` I I SUBTRACTING THE WEIGHT OF THE FACTORY BLOCKOUTS FROM THE GROSS STRUCTURE I I I I l ~ \ ~ I ~ v v r ~ p ~ ~ Q
WEIGHT, THIS INFORMAl10N SHALL BE SHOWN ON THE SHOP DRAWINGS SUBMITTED TO THE 1. TESTING OF THEN I I EW FILL MATERW.S SHALL BE PERFORMED TO VERIFY I 1 ~ i ~v ~0 ~ v~ ~ ~ 426 (1 F , ~ aa
ENGINEER FOR APPROVAL. T A TH ~ I H T E RECOMMENDED LEVEL OF COMPACTION IS ACHIEVED DURING I I I I ~ ~ i ~0~ 0 ~ ~ ` \ - ~ ~ - A \ - ~ ~ 1 ,A ~ ~ -
CK SHOP DRAWINGS CONSTRUCTION. 1HEREFORE, ONE DENSITY TEST SHN:{ BE PERFORMED FOR 4 ~ I I I ~ 7. PRIOR TO ORDERING, THE CONTRACTOR SHALL SUBMIT TRASH RA EVERY 2,500 SQUARE FEET OF AREA FOR EVERY LJFT OF FlLL I I ~ 24 ' W ~ ~ - ~ ~ ~ ~ ~ 0~
TO THE ENGINEER FOR APPROVAL. CONTRACTOR SHALL ENSURE THAT AN ACCESS HATCH ~ 423 I - ~ ~ ~ ~ ~ = ~ 4n v i \ i ~ ~k ~ ~ / / x
IS PROVIDED WITHIN THE TRASH RACK (SEE DETAIL FOR LOCATK)N) THAT WILL ALLOW FOR 2. TESTING WILL BE RE UIR - I I I ~ P A CHNN AND LOCK 0 ~ 111E 36 0 RING OUTLET BARREL AT ~ I I I FUTURE MAINTENANCE ACCESS. CONTRACTOR SHALL ALSO ROVIDE A FREQUENCY OF ONE TEST PER 25 LF OF PIPE PER VERTICAL FOOT OF ` I
FOR SECURING THE ACCESS HATCH. FlLL I I ~ ~
1 I ~ \ ~ r ~ I / - - ~1
8. ALL POURED CONCRETE SHALL BE MINIMUM 3000 PSI (28 DAY) UNLESS OTHERWISE • 1 1 ~ k~ I ~I STATE~Tf OF ~IBI1d'lY. ~ ~ I NOTED. ~ ` ~ I 11 ~ I~ ~ I ~ ~ Q ~ II , ~ i 43 ~ ~ ~ ~ ~ a ~
ALL REQUIRED MANTENANCE AND NrSPECTIONS OF THIS FACILITY SHALL BE _ THE RESPONS81l(lY OF THE PROPERTY OWNER'S ASSOCU010N PER TH ~ ~ ~ p
9. GEOTEXTILE FABRIC FOR THE 36 INCH OUTLET BARREL JOINTS SHALL BE AMOCO STYLE ~ E EXECUTED OPERATION AND MAINTENANCE AGREEMENT FOR THIS FACILITY. ~ / ~ I 4553 POLYPROPYLENE NON-WOVEN NEEDLE PUNCHED OR APPROVED EQUAL (NON-WOVEN ~ ~ \ ~ ~ 1 ~I I SHAPE =SQUARE ~ - ~ ~ ~
FABRIC) ~ 1 ~ I IONS - 5 FT. x FT. B ~ ~ _ ~ INTERNAL OMENS , \ ~ i TOP OF ISER ¦ 430.601 `
438 ~ ~ ~ ~ ~ L I N.W.S.E. 428.00 I I , ~ ' 436 - - - - -
10. STORMWATER POND EMERGENCY DRAWDOWN IS VlA AN 8"~ PLUG VALVE. THE VALVE 1 1 SEDIMENT \ I SHALL BEAM&H STYLE 820 X-CENTRIC VALVE OR APPROVED EQUAL. THIS VALVE IS IN 1 ~ ~ FOREBAY \ \ 1 I - # I 42B 4 NWERT 0 (361 0 RIN RCP) 423.00 ~ ~ ~ 34 _ 42
ACCORDANCE WITH AWWA C-504 SEC. 5.5, AND SHALL BE OPERABLE FROM TOP OF l ~ ~ \ \ \ I I ~ ~ 432
UTf ET STRUCTURE VIA A HANDWHEEL SEE DETAIL .THE CONTRACTOR SHALL PROVIDE A s ~ 1 ~ ~ Q ( ) " > > v ~ I ~ ~ ~ 42
REM~VEABLE VALVE WRENCH WITH A HANDWHEEL ON TOP FOR OPERATION OF THE 8 ~ S ~ ~ PLUG VALVE. A CHPJN AND LOCK SHALL ALSO BE PROVIDED FOR SECURING THE WRENCH \ ~ I \ e ~ ~ ~ , sEaMENr ~ \
TO THE TRASH RACK. ~ \ ~ ~ I ~ 1 I F(JREBAY \ _ _ I 1 - - - - ~~rr - Fr ~ I ~ ~ / -
11. PRIOR TO ORDERING OR INSTALLATION, CONTRACTOR SHALL PROVDE THE ENGINEER ~ \ I l I ~
WITH RETAINING WALL SHOP DRAWINGS FOR APPROVAL. THE SHOP DRAWINGS SHALL BE \ 8 ~ ~ \ ~ >k~ ~ I i \ I ~ ~ ~
NA. ` ~ SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN NORTH CAROU ~ , ~ I ~ ~ ~ ~ ~ - J ' I ~ _ - -J
12. THE 12"0 DIP OUTLET PIPE SHALL BE CAPPED WITH A METAL ORIFICE PLATE. THE \ ~ ~ ~ ` ~ ~ ~ ~ , ~ / i ~ ~
PLATE SHALL BE 18"x18"x1 2" GALVANIZED AND SHALL HAVE A 3"0 ORIFICE AT THE - \ \ ` ~ / ( ) ~ ~ r I - / I ' / 1 ~
BOTTOM. PLEASE REFER TO DETAIL SHEET PD-3 FOR ADDITIONAL INFORMATION. 1 \ ~ I p0'~ ~ ~ \ / /
0 1- \ ~ ~ ` ~ ~ V ~ ~ / ~ ,
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I RAINING 5 ~ ~ ~ ~ R~ AWING WALL DESIGN BY ~ I~ ~ ~ i ~ 11 i I ~ - ( L ~~~i~ii~
I I I 0 ERS) - m I ~ I 0 ERS) - S'EE NOTE 11 ~ - I ~ ~ ~ ~ ~ r ~ ~ I I ri r ~ • U DER OUTLET STRUCTURE , I. ' I I 1 I ~ ~ ~
3 < ~ ~ I U DER OUT ~ ~ ' I ~ RU1L SI I I I ~ ' I I / ~ RIAL SPE"IFICATIONS I I I I
o I a I _ _ - _ _ . _ / ~
g 0
0 J ERRTHEN FOREBAY BERMS (TO BE COMPACTED TO TWE SAWIE
SPECIFICATIONS l+6 THE DAkI Z~ xo.
N .S C EMBAWICMENT) PLEASE REFER To ~IDL-0.50'0'0 _ ITIf~ 3 UNDER 'BERM SOIL AND
'3 1R~1n50i~0~PD1.DV+ COMPACTION SPECIf1CATION5 FOR . _
D C ADDITIONAL INFORMIITIONI. D~5[GNEU 9Y. B~RF
N
7
U E SCALE: N TS
0 DATE:
'o 0 0 11-1.6-2'005 GRAPHIC SCALE o
N 4 30 0 15 30 60 SHEET NO.
J O XWER QUA-LM L E POW -M M- V PD
J N.T.S. 1 inch = 30 ft.
N aMcADAMS
U 0 PRELIMINARY DRAWING - NOT RELEASED NOR CONSTIZUC`I'ION
a
X

i
TOP OF HANDWHEEL TO EXTEND 1-FOOT ~r
ABO'/E TRASH RACK APPROXIMATE LOCATION
OF EXISTING GROUND
10 FT. WIDE MINIMUM TRASH RACK COMPACTED BERM
T = (SEE DETAIL) CONCRETE COLLAR (TO 8E CONSTRUCTED IN SECTION SEE FILL OP OF DAM EL. 434.00 / TWE FIELD BY THE CONTRACTOR - S (
EE SPECIFICATIONS ON ETAiL) SWEEP PD-1 A
I~ - TOP OF RISER = EL. 430.60 1.5 FT OF 3 - - - 1 ENDNALL PER NCDOT I~ G
- - _ - - i COVER (MIN.) 1 - _ - - - _-I ~ -I~ STD. 838.80 O O
~ U ep
1.5 FT OF I - - 1 - _-III (I - w zl ~ v~
COVER MIN. - -5 FT. (MIN. - ( ) 1 - - - _ - 1 INV. ] ~ O OUT 422.00 ~ ~ ~
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d ® d' - - W w
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s ' 5 FT. MIN. ' I - z .n o a~ o 0
TOP OF RISER = EL. 423.00 a xoo
90 if 38"sd 0-RING RCP 0 1.11x y ~ ' 'd i 1' 0 1.1 lx FLOW s ~ I
d.• , 'rr W U yC cc
' rrr W G: O ~ z ~
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KEY TRENCH SEE BERM SOI ( L t 1. Z W O ~ ~ ~'~•~P-~ A o o /moo o ~o :moo W IW ~ ~i
dt COMPACTION 0
SPECIFICATIONS) 8" PLUG VALVE, THE VALVE ~~,~~mmu,,i
SHALL BEAM&H STYLE 820 YELOCRY DISSIPATOR
X-CENTRIC VALVE OR NON-WOVEN GEOTEXTILE CONCRETE MITI-SEEP COLLARS (X2) APPROVED EQUAL. THIS VALVE FABRIC SWALL BE PLACED COLLARS SHALL BE SPACED ALONG NCOOT CLASS 'B' r ' ' ~ ~ . ~ 0 1 RIP RAP ? : ~c~ . 9
SHALL BE IN ACCORDANCE AROUND EACH JOINT OF THE THE FlRST 80-FT OF TWE OUTLET ?~Q5 24 L X 27'W X 22 THICK ~ ~ ciFq~~ Q
WITH AWWA C-504 SEC. 5.5, 36" 0-RING RCP BARREL IN BARREL (LENGTH BENEATH FILL AND SHALL BE OPERABLE 2' WIDE STRIPS CENTERED ON SECTKNrS) AT 20 Ff. O.C. (SEE ~ANp~ 'Alp ANOSr~,k OUg11T- .
FROM TOP OF OUTLET JOINT. pETAII) ~~~R r ~ 1'
STRUCTURE VIA A HANDWHEEL ~ ~ Q.~ I NE, q ~
F
S 0NAT0 l~ 1 LrL'r 1 N.T.S.
NOTES:
1. ALL REBAR TO BE ~4 REBAR.
2. ALL REBAR AND ANGLES TO BE GALVANIZED AND BE PROVIDED WITH AN EPOXY COATING. i AN EPOXY 8.31'
3. TWE HOT-DIPPED, GALVANIZED 2"x2"x1/4" ANGLES SHALL BE WELDED TO THE REB~ 1.0
TRASH RACK. ONCE WELDED, THE ENTIRE ASSEMBLY SWALL BE PLACED ONTO TWE :D TO THE REBAR ~CED ONTO THE '
MANWOt.E RISER WITH ANGLES SITTING DIRECTLY ON TOP OF RISER. 1.5 6.0' 1.5'
• 1 ~ , d. ~ . y a ' • ~ . e . ~ , • ~ .
d; ' ~'~IIN.' k,'RQJEG1101V•,=•'2,2d'~ ~Ff:... ~ 2 ~ ~
' ~ Y .4 d y . • A . ••6 ~~v~u.
~ .a 2x 11.9 LF . • , ~ • : ~ . •w. W~e » r »
ANt 2x2 x1/4 . .a• u . ANGLE ~ . ' • •r ' ~ 1. CONCRETE FOR COLLARS SHALL BE 3000 PSI MIN. 28 DAY ~
• : ~ • .a i:. ;d • STRENGTH.
• • i • O ~
. ' ' 2. COLLARS SHALL BE CONNECTED TO THE 36" 0-RING RCP WITH 36 0-RING A WATER TIGHT JOINT. 8.31 •
•..a:. ~p • 45.5" W • a Q'i
. • ; ~ ' " • : ' • ~ ' , 3. COLLARS SHALL BE SPACED ALONG THE FIRST 60- FT OF THE ~ ~ ' OUTLET BARREL (LENGTH BENEATH FlLL SECTK)NS AT 20 FT. O.C.
. a 36 0-RING ~ 9.0' 6.0' p RCP ' ) 2.1' : ~ ~
• • • 4. ANTI-SEEP COLLARS SHALL BE PLACED A MINIMUM OF 2 FT . • FROM PIPE JORrTS. r+
' FLOW d, d ? •'d•
.I • ~ 0 j
a. . .a
. ! ' • ; . • . • • - +i . a 2.26 ~ .4 `7
ay• .
s ~ a
• ' ' ' ~ CONCRETE COLLAR TO ( • ' ~ CONSTRUCTED IN Q ~
d • ~ . i. • ' , ! '.a ~ • ~ TWE FIELD BY THE . 1 d:. a . •
• CONTRACTOR -SEE ' 1.05
DETAIL) 1 ,w N.T.S. ~ 4A
11.9 LF 8.4' CONTRACTOR SHALL PROVIDE 2"x2"xi 4" /
STEPS IN ACCORDANCE WITW ANGLE TWE BOLD LINETYPE DENOTES FABRICATED HINGES FOR PERMANENT SOIL HINGES FOR THE REINFORCEMENT LEVEL AND
NCDOT STD. 840.66. STEPS THE ACCESS HATCH TO BE ACCESS WATCW SHALL BE PLACED AT 16" O.C. PROVIDED BY THE TRASH RACK 21' 8" 1ATCH MATTING (PSRM) FLUSH
FABRICATOR (SEE ITEM 7 - (np,) 8" SEE NOTE ~ GROUND. TYP. ( ) NQZF~; ~ ( ) Q
"OUTLET STRUCTURE MATERIAL 12"0 DIP OUTLET W ~
TOP OF HANDWHEEL TO EXTEND CONTRACTOR SHALL PROVIDE SPECIFICATIONS') i FOOT ABOVE TRASH RACK STEPS IN ACCORDANCE WITH 4 Fi. 1. RIP RAP LINER Shall BE Z
NCDOT STD. 840.88. STEPS (RIP RAP IN BASIN NOT UNDERL~N WITH MAtAFl ~ FILTE1tNFAVE 700 OR APPROVED 6" O SWOWN FOR CLARITY
SHALL BE PLACED AT 16" O.C. 11.9 LF _ ) EQUNAI.ENT. 2.0
6.0' 2"x2"x1/4" ANGLE FLOW 3.75' ~ 2. PERMANENT SOIL ~ 7.75 FT. 15.75 FT. RE-INFORCCENIIENT MATTING S GRADE 8
5.0'
BE UWIDI.OK TRM 450 OR STAINLESS STEEL 1.0' S APPROVED EQUNALENT. CONCRETE LAG QUARE PREFORMED
TOP OF RISER = El. 430.60 SCREW SCOUR HOLE (PSW)
3. 80TH THE RIP RAP 4 UNDERUNER AND THE LANDLOK yy
0.3' 1.05' 1.05' 1.05' 1.05' ' ° 1.05 1.05 0.3 ' F~ 0.3 TRM 450 SHALL ~ INSTAU.ED
GUIDE STEM 4" SOLID BRICK (BY 6" MIN. PER Mrr111UFACTURER'S 12" X 4" X " SEED WITH NATIVE 7.75 FT. 4 FT. SPECIFICA GALVANIZED STEEL
4 (TYP.) WALL THICKNESS • ~ ~ OTWERS) 8.9' NOTE: BRICK SHALL GRASSES AT INSTALLATION. 11.75 FT. CRAP (4 PER
• (TYP,) ~ • LAY TIGHT AGAINST RISER JOINT)
PRECAST STRUCTURE 4 RE o # BAR TRASH RACK (ABOVE)
WITH NO VOID SPACE BETWEEN ANCHOR TRASH RACK TO MAN • HOLE WALL 3.0`
' • y • WITH FOUR EQUALLY SPACED HOT-DIP PED FlLL SLOPE 12'0 DIP 4 FT.
GALVANIZED STEEL CLAMPS. EACH CLAMP ° ATTACHED TO ' ~ MANWOLE RISER BY 1 FT nn W FLOW -f? 2:1 2:1 NATURAL
7.60 r • ' 2-4 x1 4 CONCRETE ANCHO GROUND
CONCRETE CO / R BOLTS EACH . LLAR (TO CLAMP TO BE COATED W AN EPOXY BE CONSTRUCTED IN / I~E~E~ ~PR~AD~ RIP RAP LINER W/ 1
o • . COi4TING. d' "d THE FIELD BY THE T FlLTER FABRIC (SEE TUCK 0 W n ~~JrJrrr
9.85' : • • ~ CONTRACTOR - r~+rp ~ 4 • , • . SEE i'°~SH RACK r • DETAI Z~L L) T ~r NOTES) 3.75' D~T.A~,S NCDOT CLASS 'A' RIP SOIL
• ~ N.T.S. q O . » REINFORCEMENT ~ 1V NTS RAP -9 THICK (I~hl)
a.. N.T.S.
1 -2 aa'
(NP•) 36" 0-RING ' ~ ' ' ° RCP 6.0 a NOTES: 4" SOLID BRICK 81' 0TH --1.- i . ALL RE ( BAR TO BE ~4 REBi~. NOTE: BRICK SHAtI LAY TIGHT
= 3" 0 » 3" AN AGAINST PRECASR STRUCTURE
CLEARANCE INVERT = EL, 423.00 3 CLEARANCE TO CHOR DEPTH WITH NO VOID SP ACE BETWEEN OUTSIDE OF ~4
TO OUTSIDE i~+l REBAR) p~ CAST
~ • ~ If STRUCTURE HALL
n 27 " .i ~ ' • • , ~ • . • PRECASTER SWALL „ d' ~ ~ A• ' ~ ~ . r • , ~ ~ 2.25' ~.''d; • . PROVIDE A BLOCK OUT 3 CLEARANCE TO TLWCE TO 1' DEPTH
" . ; ~ ; , ` : : ~ FOR THE 36'id 0-RING OUTSIDE OF ~4 OF ~4 3000 PSI CONCRETE COLLAR
' ' ' ~'p RCP REBAR :a' (MIN. 28 DAY STRENGTH)
a d . . A . ~
3 . . • d ' .i d' ~ a ~ 3" CLEARANCE TO
~ " 36 0-RING RCP ~ • #+4 REBAR ANCHORS. OUTSIDE OF ~4 ' • CONTRACTOR SHALL • REBAR)
8 . PLUG VALVE. TWE VALVE : ~ . » S HALL BEAM&H STYLE 820 • ` DRILL INTO PRECAST ' ~d •
8 ~ DIP DRAIN PIPE 4.4 ' , ' n CONTRACTOR SWALL CORE-DRILL THE WOL X-CENTRIC VALVE OR ~ ~ E APPROVED EQUAL. THIS V " • ~ ' . STRUCTURE WALL ANp 5.5 CENTER TO
FOR THE 8"~ DIP PI ALVE • ~ P IN TWE FIELD. SHALL BE IN ACCORDANCE ~ 36 0-RING SET ANCHORS USING a CENTER . ' 5.2' EPXXY GROUT "
RECASTER SHALL OMIT REINFORCEMENT IN WITH AWWA C-504 SEC. 5.5 RCP ° THIS AREA ~ • a 36 0-RING • ~ I , , RCP ~
AAIfl CIJAI I Gc h17rAa n. r
CONTRACTOR SHALL SEAL THE PIP FROM TOP OF OUTLET GROUT INSIDE OF ¦
~ PENETRATION USING A RUBBER BOOT AND STRUCTURE VIA A HANDWHEEL. = STRUCTURE AROUND ACT No. CTX-04020
STAINLESS STEEL WIRDWARE 1.0' PIPE TO FILL ALL VOIDS ' CTX0402'0-Pn5
12" ANCHOR DEPTH
n DEMGNED BY: BRF
DRAWN BY: B 6RF
n PRECAST BASE SECTION SCALE: NTS
J " DATE:
PER1WlANE 5.2' 4.6' I1TT OUTLET STRUCTURE D J ETAILS 11-07-2005 5.2 " #4 REBAR ANCHORS.
N.T.S. z 3 CLEARANCE TO _ CONTRACTOR SHALL DRILL INTO SHEET NO. OUTSIDE OF #4 PRECAST BASE AND SET PD-2
v REBAR) ANCHORS USING EPXOY GROUT
NBC
N.T.S. PRELIMINARY DRAWING - NOT [,I~.f~,~1SLU 1~U1) ('0' S'I'R[rC 1[01~

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64
/ / I ! / ~ , 9 -1a _ / 1 -RD-RD-RD- ROOF DRAIN, 8 ADS V ~ DROP INLET NON-PERFORATED TUBING OR
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l / i5 1 1 I I 1 I A v ~ , ~ / Ill , `I 1 1 ~ , I. ~ ~ TRAFFlC AREAS ~ O U ~
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I , , ( ~ 1~ - / ti LI 10 CONTOUR W Z C7 NE BREAK SYMBOL 252
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\ ~ `!f f 1 \ ~ i 1 1 7 v ~ 5 11 1 \ ~ ~ \ i ~.J~~,n i TOP & 60TTOM CURB ELEVATIONS EXISTING 10' CONTOUR MAP 250.00 O ~ [-I ep N
' 252 NOT TO SCALE ~ I ' EXISTING 2' CONTOUR r ~ W x
; ' TW=223.00 -TOP OF WALL ELEVATION ~ W U tC ~ ' ; ' , . BW=213.00 -BOT ~ ~M OF WALL ELEVATION - - - - - EASEMENT LINE W W O ~
i ` 4 ' ' ~ ' ' (NOTE: BOTTOM OF WALL IS GROUND Z ~ Ga / , W " . 0~
i ~ ~ ~r ' / / / / i ~ ~ ~ ELEVATION NOT WALL FOUNDATION) Ch ~ E SITE DATA: z W / f' I I I HANDICAP AR A O
~ r. ~ , l I I I ~y ' VI i I I I 1 (2% MAX. SLOPE) W M.1 Q1 i ~ ~ 11 11
r i I 1 I ~ TOTAL SITE AREA = 39.29 AC I ! , 11 ~ 11
l ~ I I I~i i / I C I 1 1 1 / ~ 1 I / 1 ~ ~ ~ a. ~ ~ 11 i , I I 11 ~ ~ 1\\ o D o a DECORATIVE FENCE 11"Illf'' II ` 1+ ~ TOTAL DISTURBED AREA = 28.8 AC 0
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, , ~ f /1 y~...v . ~ , 1 / l 1 l 1 1 / ~ ~ 'Ill ` , I:I Iv\ ; / 1 ~I I I' i' / 11 11 `1 \ AS / ~ , + 250.60 SPOT ELEVATION TOTAL AREA IN FLOOD PLAIN = 0 AC 0~• %
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- , e,_ I 1 ~ ~ - , , r ` FOR INTERSECTION I ~ Ir e. .w~ O
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pQ E IIIIt1U tfllSl71}liiit J I II ll 11 `I 1, 11 I ~1` M..y.,.«., i Y ,/i pao~acr No. MDL-05000 t
i~raNe~: MDL05000-G1 --•m---,s ~
~ 11 ~ Q 1 11 1 11 ~ `I ,1 `I ~ ~ ~ ~ 9"' C 11 ~ 1 1 0 1 1\ 11 ~ a o 1 f i ~ ~ DESIGNED BY:
~ T~1~~
t I APPROVED DRAWN BY:
p 29, J_ i i..
8 TOWN OF CARY SCALE: in = 100'
N Q J DATE: 11-18-05
Approved by Dote GRAPHIC SCALE sT NO.
J O Planning Date 100 0 50 ,oo Zoo C-6
3 Engineering Date
U N 0 1 inch = 100 it.
d FINAL _ McADAMS DRAINING NOT RELEASED FOR CONSTRUCTION
X

NprES~ o~,
ALL STEPS SHALL PRpTRUDE 4' FROM INSIDE FACE OF STRUCTURE WALL. F a STEPS DIFFERING [N DIMENSIONS, CONFIGURAT]ON OR MATERIALS FROM THOSE SHOWN MAY ALSO BE USED PROVIDED THE CONTRACTOR HAS FURNISHED Q
THE ENGINEER WIiH l1ETA[LS OF THE PROPOSED STEPS AND HAS RECEIVED WRITTEN APPROVAL FROM THE ENGINEER FOR THE USE OF SUCH STEPS, Z ~ _
~ W-~~i~iZ U
I• ~ q~~2 ~ ~ ~
~ WQQWL=7 H'L'~0., x o
a ~=~ZJ m y~L`'q~ 0 0 ~ ~
zF~ w zl ~
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~ ~ Wq PLAN ~ dN
PLAN SIDE ~ ti SIDE e ~ ELEVATION ELEVATION (n ~ a ~ a
0 0_ ~W ~ x w
141/2. CAST IRON ~ NCDOT ~ NcDOT srD. „ „ z ~ a ~ ~ HE/~DYIALL CDOT CLASS B RIP RAP Z Z
r -r l7 838.80 HE I'-0' Z CAST IRON ELEVATION 3 W _ 24'Lx27'Wx22"THICK ~ 3/8" d ~ moo
ELEVATION Q ~ 3fi" 0 RING RCP RING RCP a" a o 0
q O ~ F d~ ~ 1
13/16' U A _ w ~ 0 cc
I' ~ 914' ~ to 1114' Y6 BAR pR Q @8 BAR q ~ w xw~
~ I/4' ~ GALV'D. Z E c Q (n 12"DIA. ~ W OIP c7 to ~ ~
5/B' ~ 'v A ~ a 27' yQff.S; Z w . w xa.~'
~ ~ NW = L7 1. ANTI-SEEP COLLARS (X2) SHALL BE 3/8"
T ~Q 1/2' SIDE SIDE ~ F.. STEEL PLATE ~~uun?prr
1/a' I`- ; ELEVATION PLAN ELEVATION z Q ~ " 2. STEEL COLLARS X2 SHALL BE CONNECTED ~ ~
" ~ COMPOSITE W ~ 9 -0 V91DE i7 REINFORCING STEEL A TO 12 DIP WITH A WATER TIGHT JOINT. ~ 0 ~ ~ ,,'y
li4' ~ L NCOOT STD.-~ . ti•9 STD. 24 3. COLLARS (X2) SHALL BE SPACED ALONG :
SECTION A-A t2• NOTETO BE USED [N 8~'~ HEADWALL I HEADWALL BARREL AT 20'-0" ON CENTER
ELEVATION SANITARY SEVER MANHOLES, HEETI OF1 ELEVATION $4,66 py~y ~ 76
- P X P C D '~F Q-~' 4. ANTI SEE COUARS (2) SHALL BE LA E e,~N ~ ; ' 2.26 MiN. PROJECTK)N 'Y • ~ I NE,• c
A MINIMUM OF 2 FROM PIPE JOINTS.
36' 0-R RCP 36 0-RING 5. ASPHALTIC COATING SHALL BE REMOVED FROM ~~`'~n R',r`'~~ RCP u i m+
b(AIIl~`TENANCE A ES~S STEPS THE AREA WHERE THE SEEP COLLAR WILL BE _ _ WELDED WITH A SOLVENT WASH OR WITH A III I I -I ~ I~~ 22 LAYER OF
N.T.S. II~II II=III= CLASS 'B' RIP-RAP TORCH. THE SEEP COLLAR LOCATION SHOULD
I I - - - - "FILTER BIJWKET THEN BE GRINDED TO BRIGHT METAL PRIOR TO I - -
~ I l;~ I ~f , ANY WELDING. ' 12'UUl
O1P 6. UPON COMPLETION OF WELDING STEEL SEEP SECTION A-A
THE LOCATION a 1K$ DEeRIS RACK HOLDER MAY BE ADJUSTED FOR SWN•DR YARUYRF CONpTpNb. COLLARS TO 12" dIP, THE STEEL SEEP COLLARS FILTER BLANKET
WNE:N THE HOLDER BOLT IS LOCATED ON THE PETAL PLATE THE %p" DIA A FlLTER BLANKET BOLT IENOTH IS TO ~ SHORTENED TO !'/i AND MELDED TO THE PLATE. BETWEEN THE RIPRI SEE NOTE SHALL BE SPRAYED WITH A GALVANIZED COATING. 1LTER BLANKET IS TO BE INSTALLED ( )
DEBRIS RACK ~10LOEN ANO ALL HARDWARE IS TO 6E CALYANQEO. THE FlLTER BLANKE KEEN THE RIPRAP AND SOIL FOUNDATION. FLTER BLANKET WILL CONSIST OF A
%:"x4" A018:SIVE BOL1, I4)%"x4" AOHESIYE BOLTS, SELF-LDaaNC HEx. Nur, sELF LoaaNC HEx. Nurs, MINIMUM 4' TWICK IMUM 4' THICK IAYER OF STONE (NCDOT
~LAi WASHER. FLAT WASHERS H r/f'~ z~,;, X57) UNDERUIIN WI UNDERUiIN WITW bIIRAFI FILTER WEAVE 700 a
2 " a~ r s° OR APPROVED EQUI HOLE APPROVED EQUIVALENT
BOLT o o T~ _ - - ~
t - jjl /i O ' ~ V~L~(J'C11~ 1~SI~A'1~,~ ~]~t?1~-P C~Ld.A~ R 1Z"
METAL I I WATER PLATE R I ~ > 4"I I DUALITY N.T.S. N.T.S.
ORIFICE. ~ I I > fs7 r~
FRONT VIEW °I I 141 aA. _ sloE vEW a BOLS wELOEO Haes
OH TO AETk PLATE SIDE VIEW
- DEBRIS RACK HOLDER SWM DAM METAL PLATE DETAIL cNOT cuvANlzeDl
PURPOSE OF THIS UNIT Ei TO ALLOW DEBRIS TO FLOAT ABOVE DEBRIS RACK AND TO YYIIMIZ
CLOOfANG a THE WATER QUALITY ORFICE. 3E UNT TO BE CONSTRUCTED Of 1YELOEO
DIA BVNlS NOT GLYAN2E0. # N TO BE ATTACFED MITII HNCE AS SHOWN OR
APPROVED BY TIE ENIIEER m CONTRACTOR MAY 5118STITUTE COMPARABLE ~ ~ w
OESN)N AS APPRONEO BY THE ENCT~EER. i COST TO BE NCI.IAEO N PRCE BD FOR SWM
DAN OR SWM DRAYMGE SIRUCTUAE. Q TOP VIEW RDL6o DR souARE 12• wYC. 0 on
~ COFTC, SWIM Dw 6" L!L OPEIi1C TFB10lRi1 p g SWY DNI.
P 55 r NATT'EER DU T~O018FN~ n ( R DETAIL V~VE) I I I O A
i
~ > 3.0' 0
~ }4° DIR. BARS I I j z~
z NOT GALYAruZED I I OO 3 I I s I I 0.2' 2.8'
of 10 BOTT011 Of p
I_______ c~
DETAIL FOR METAL PLATE AND SIDE VIEW OF SWM WATER QUALITY ORIFICE DAM WITH DEBRIS 4" G4 ri A
Wr~ . a,'d.,e
r-oyr' MIN, eyT° rte. TYPICAL SWM DAM . q e d:. • a 0
SIDE VIEW FRONT VIEW e ~ ~ ~ , • a e a
DETAIL FOR DEBRIS RACK IFOR wATER DUALrtY ONCE) SHEET 2 OF 3 . 4 ~ a ~ • •d:
1PECFCATIOJ ~ e.. v• v4 . ° e. ~ ,
STORMWATER MANAGEMENT (SWM) DETAILS DEBRIS RACK, METAL PLATE, WATER DUALITY ORRICE. CONCRETE CRADLE FLI ° • .Q ~v.. e. FLOW 12"~ dIP a a ~ , ' 2.1' 2.8'
~2 IFOR SWY DRNNACE STRUCTURES, SWM RSER PIPES MID SWM DALIS) VIRGINIA DEPART6IENT aF TRANSPORTATION 116.D5 GYM ° 4•, a ~ . . , ~ , ° ~ a d' ' NOTE T0. CONTRACTOR:
a THE TRASH GUARD FOR THE ORIFICE
° PLATE IS NDT SHOWN ON TWIS DETAIL ° , ` ~ FOR CLARITY. A TRASH GUARD SHALL BE
`d: ~ ' PROVIDED PER VDOT STD. 116.05
e ° ° d i • a•,
12" D~ZP CIS DE'~P~LS a•
N,T.S. 4"
4" TWICK CONI a 4 THICK CONCRETE
BASE (MIN 28 BASE (MIN 28 DAY
STRENGTH = STRENGTH = 3000 PSI) Q
°m 18" X 18" X
©ro ~y GALVANIZED STEEL 4" BRICK ENDWAII • BY OTHERS
N ~ Z NOTES I Q } Q ~ y W1 (FT. I _ D 6" ' THIS PRECAST ENOWALL MAY BE VBED FOR THE FOLLOWING M ~ V 01iIFICE PLATE WITH 3 0 ( ) ORIFICE AT EL, 428.0
~ g ~ = D - , BTANDAR06: 698.21, 896.27, e66.99 AND B9B.9@. ~ JO ~ _ ~ INSTALL PRECAST ENOWALLB WITH WINOS AAD PAY y
" m _ FOA IN ACCORDANCE WITH SPECIFICATION SECTION 898. W W= ' USE 4000 PSI CONCRETE. H" 007
Z p,l ~ ~1 PROVIDE ALL REINFORCING STEEL NIICH IEETB ARTY A618 H ~ $ I-I a FOR OMOE 80 AND WELDED WIRE FABRIC CONFORYINO y ~ LL M W ~ILI~ 18" X 18" X GALVANIZED STEEL
-Ig r-.~A/ - TO ABTY A185 WITH P" YIN, CLFARMICE. Oy~ D ~ . ~ w ORIFCE PLATE
o PLACE LIFT HOLES OR PINS IN ACCOADMIOE WITH N~ , \ H2 M2 OSHA STANDARD 18PB.704. H•M ~i
CS ACP NI I ' PIPE TO BE ORWTEO INTO HEADWALL Ai JOB BITE BY W O 2 i H1 CONTAACTOA ' O )
~ mI ALL ELEMENTS PRECAST TO MEET ARTY C619. - WELDED WIRE FABRIC YAY BE SUBSTITUTED FOR AEBAA 4" BRICK ENDWALL
- - - - - - - - 1' 0" -1-L-- A8 LONG AB THE SSYE AAFA OF STEEL t8 PROYIOED. ' CHAMFER ALL CORNERS 1" OR HAVE A RADIUS OF 1". 4" BRICK ENDWALL OTHERS) q q (4) } x4 GRADE 8 V
U V- 6" O. C.(TYP,) 6" B O.C.(TYP.) (BY OTHERS) STAINLESS STEEL Q
~ -REFER TD CNAAT ~AEFER TO CHART d $ ~ fTl FOR 6U1 SIZE FDR BAR SIZE 'NOTE: THE MINIMUM BAA SIZE SHALL BE NS BARS J ADHESIVE BOLTS, SELF LOCKING HEX
AT 6" CTB,THE CONTMCTOA WILL HAVE THE OPTION N ~ rn ~ ELEVATION SIDE ! TO INCAEasE THIS BAA SIZE Ae IEEOED. Lt J u ~ ~ ~ ~ $ 18" X 18" X NUTS, & FLAT
r~?y Z~ c 18 X 18 X ~ WASHERS
N m y= w Z GALVANIZED o ' ~ w ORIFICE PLATI GALVANIZED STEEL ORIFICE PLATE WITH 3"~
o ~ ENDWALL DIMENSIONS W ,a, N w•r IfT,) - - c W a ORIFICE AT EI r~ _ ~ ~ - FL YINlYUY MiN.IYAX, NIN.1BAx. YIN,/Y4)(.' YlN.ll~-YIN.IYiUf. F, ORIFICE AT EL. 428.0
xZ0 ~ ' BAA SIZE Hi(FT.) H2(FT.) D (FT.) W1 W2 O W N
~ p ~ 1.D N5 @ B" 1,25!2.00 2.0013.75 1.2511.76 3,0019J5 6.8D18.00 ~ ~ 12"~ DIP
3 ns p ~ ~ - 1,P6 i N5 @ 8" 1,2612.00 3.0013.75 1.2512.00 3,5013,76 6.b0/8.76 Z a - " ~o~ Q H ~ ~ --T 1,60 NS @ B 1,2b12.00 3.0014.25 1.5012.50 3.50!3.76 6.b0/8.76 N V ; 1.9'
a m m ~ I 2.0 ~ N5 @ 6" 11,5012.50 4.0014.75 1.7512.50 4.0014.26 7.501B.2b = 3" 0 ORIFICE
a 2 ~ 0 2.5 N5 @ B !2 5013 50 4.0018 00 2.DD13 00 4,50/5,50 10.00/11.60 N H w o i ; - - _ - - - rN Q ~ ~r6-- FLL j+--FLOW " INVERT = EL. 428.0
o g ~ ~ I " 9.0 _ NS @ 8 ~9.DDI3.60 6.00lB.OD 2.7513.60 b.25l6.76 iLb0111.76 J ° ' A O - e,/.~ 9.6_ ~N5 @ S" !3,2614.60 B.o01B,75 3.2519.60 8.00!8.16 12.00113.2b Z W N 12 4 DIP (EQUAL TO NWSE}
n r- ~ ~\h.~ r r - - ---r w rn I
PLAN N r 4.0 1 N5 0 8;' 3.5014.50 8.50/7.00 3.2513.50 8 5018 75 13.00/13.25 - U. PRORCT NO. CTX-04020---
- 4.5 I N5 0B 4.00/5.00 8.50/8.50 3.2514.00 7.00/9.25 13.50/15.75 a 5.0 1 @5 6 8" 4.5015.00 7.00/8.50 3.2514.00 7.25/9.25 13.75115.75 4-" THICK CONCRETE . 'A a : ' a: ...4 a BASE (MIN 28 DAY CTX04020-P'D5
m 5.5 @5 0 8" 4.5015.00 7.50/8.50 3.2514. 7.25/9.25 14.00115.75 4 4" ° ° ' d . STRENGTH = 3000 PSI 4' A DESIGNED BY:
8.0 @5 @ 8" 4.5015.00 7.50/8.50 3.2514.00 7.75/9.25 14.75/18.75 c BRf
SKEET 1 OF 1 !SHEET 1 OF 1 4" THICK CONCRE " THICK CONCRETE 3,0' 2.8' UPAWN BY. BRF
83 .80 80 BASE (MIN 28 DA 83'8. ASE (MIN 28 DAY
o STRENGTH = 30'C ~ TRENGTH = 3000 PSI) SCAM: N TS
~N EM WALL DETAU S AIDS PROW DATE: 11-07-200
N.T.S. 4 SHEET N0,16%
J
J SUMON - ' W Uff-MUS ~wll'-D 3
N.T.S.
U N , JJ ~IcADAI~S f'RELINIFNIAPY DRAWING - NOT RI,LI?AED FOR CoNti"l III'( 1'IO`J
0 a
X

Y
I I: l r 1 1 ~ l I~ 1 A 1 V L GRADING LEGEND
I ~I ~l ~ i t I I l i 1 v v pp I I - I , i / 1 ~ I I j ~ I I ~ 1 \ ' i f ~ ~ `ISD~ ~ ~ r , / ~ \
I I I I A d I , ~ l ~ ~ I I N ~ I\ 1 . `V A ~ t i , I I I 7 f I ~ ~ I I I I 11 , ~ , ` I 1 - _ r ,
1 N; I 11 1 I. / I I , A I 1 A , 1 ~ , / / ; A P . I ~ I ~ I r , __,/I FLARED END SECTION STORM DRAINAGE
I I In'1 ~ i . ( i i ~ I I I \v 11 \ 3 ti.. _ - _ / , r, hl i i I ~ I i I I ~ i 1 1 v 1 I i ~ / / . , + ` A - • • • • - STORM SERVICE LINE 40
_ I~~ I I~ I I r I I ~ I I , r , r Ir ` 1 / { Cy O ~ CATCH BASIN 64
_ % ;I I I II ~ I r I I '^,lii. ~ %l ; ~1 ,1 11v r 3(y Nb III ; / ~ 1 11 `.1 1 - v I I ~ V ~ ---w2___~-------- / ~ ; ~ /fl' 11 v1 II ~ ~ ~ ` f M ~N _ _ _ _ ROOF DRAIN, 8" ADS
' ~ 1 / ~ i I / ~ /1 ~ 1 / \ I ! ~ ~ / i i /ur l I +1 i ` SO `~Q r /lr , 1 I r i ~ v ` A t t I, + IIv - ~---.i /'(f 11A \ ` 1 # ~1 DROP INLET RD RD RD NON-PERFORATED TUBING OR ~ l ¦ 1~ EQUAL 1.0~ MIN. SLOPE 3 MIN. ~I~~ar V ~ ~ d Oriv~ G>~ o
r/ 1 1 j ~~1 _ - 1 1~ 9 ~d i 1 11 ( / / ~ I I v v A ~f ~ S ~ v 1 ' / i ' 1i i 11 \ v 11 1 ~ I vv , / / ~'J. 1 1 i i ' I 1 AEI§r. 1~ - - ' " ~i 1* V '+v , 1 { v O ^ , \ + • STORM SERVICE INLET COVER PVC SCHEDULE 40 IN O O
1 ~ ` 1 1 ~ \ r / / -ff 1 I / ' ~ 1 I~ - / : ~ , ~1 1 , it ~ 1 / v . ` l r / /r, 1v 1 1 r r i ' V ~ v \ - _ ~ ~ rl~ iil 1 v ~ 11 `I [ ~ v I . . v v TRAFFIC AREAS o U ~ ~ W Z I
. '~l ~/l~r 1 1 ~ I Ir 1 v ' 1 rl 1V I 1 \ r p I +-.428--'' 1 1 11 1 1 ~ V j + , / Q • STORM SERVICE ROOF-DRAIN ~ ~ ~ Ca -TP -TP -TP - TREE PROTECTION Ix ~ o
1 1 \ I /I 11 11 1 1 1 11 / ~ 1V~+ _ iii' 1 ( ~ 1 ( B A~ /
Iii ^11 11 1 1 11 `I 1v A ~~2~~ v 1v ~ ~ i-NO.~ _ ~i/' i,911 I 1 II 1 I I 1 11 1 1 1 A ~ v1 ~ qq ~ \ ^ i . _ / . .128----`-"~I I 1 \ N ~ a~ STORM MANHOLE LD LD LIMITS OF DISTURBANCE ~ ~ d ~ ® \ \
\ 1 1 \ Vet 1 ~ ~ a WOODED AREA fi 0 a
Ill AV 111 11 1V T \ - ,l~,v I, A\ A , - . ~ .1 DRAINAGE FLOW ARROW Tr o W ~ N y n Road ~j z
, / ` 111 \ 1 \ I `i 1 f 11 1 \ , ~.{1'~' ~ ; ^121-___:~,.*°' + + 1 1 I A 111 ~ - / e~' I \V 250 10' CONTOUR W ~
ti LINE BREAK SYMBOL 252 2' CONTOUR O O W
" ` 1 ` -v ~ 1 ~ "f I 1 r'r ~ A2----'' - i I I 1 1 .f 1 1 A. A ~ v. 250.50 -____--250-____-- VICINITY ~IAP a x O TOP BOTT M CURB ELEVATIONS EXISTING 10 CONTOUR \ H d! & 0 Q
250.00 252 NOT TO SCALE t~ I EXISTING 2' CONTOUR ~1 ~ ~ x
, ' - ` ^ ~ ; " TW=223.00 -TOP OF WAIL ELEVATION ~ U ~ o
JII 1 r~ ' ~ ~ ~t~, / ; i W IxOo'~ , ~ , BW=213.00-BOTTOM OF WALL ELEVATION EASEMENT LINE Z ~ ~
, ~ , r ' ~ ' ' % ~ NOTE: BOTTOM OF WALL IS GROUND " W . o i % i ELEVATION NOT WALL FOUNDATION z W O
r ` ~ / ' ~ ) HAND'+CAP AREA SITE DATA; ' o~ ' " ~ I w x a"
+ ` ( I / I 1 ( I I ' ~ ~ 1 (2~ hIAX. SLOPE) i % i ; ; 1, ~ TOTAL SITE AREA = 39.29 AC
- " ~ / ~ ~ A " ~ 11 '4aJ~, ~ ~ ~ °rt14 ,r,, i r i i ~ ~ ~ ; i ~ ( / i 11 1 1 \ ~ ~un4u~ I 1 11 ~ 1 DECOIiA11VE FENCE TOTAL DISTURBED AREA = 28.8 AC ~
II ~l 1 1 1 1 1 1 1 \1 '1 \ 1 \ '1 \ ~ ~ \ ~ ?I
,4 / l•j J ~ 1 I 1 I 1 + 1 V '1 . t t rA 1 I / , 1 1 \ '1 ~ , TOTAL AREA IN FLOOD P AI ~ ~ 1, ~ ~ + 250.60 SPOT ELEVATION L N 0 AC ~ ...y
l '.~:3 + i~1 ~r F,= - 1q r'.i , II i / l ~ 1 1 SST pp l 1 s / ~ \ ~ 'III ~ I 1 - :`i ~ r 1, QS ~ 6l C
\V / ~ F ~ l it 1... - I ~ i /r r' L ~ ~ Al 1V A\ + `K / ~~:i,. .~a.''c,.: , ~r , / r 1 1 A . - - S A SCOUR HOLE _ _ - 's 029808 r
P I 1 V / - . - ~ -
_ . _ ~ - - - - .,GI NE.. ~
- _ _
/i\ / „»i". ~ I ~+.'-~`1 I r , \ 1 ( ~ yr{ +\I \ _ _ - ~ \ _ o / \ + _ - _ / . t . I
jj 1 - r - ~ , 1 , , _ . ^ I \
\ \ ~ I ' ~ \ / / " ~ \ \ , i r ~r
r / ~,ui r~ .r'te'-- - ~ f,~.w'r=~----__ ^---!!r~~ A I _ ~ I I / I I ` Ill ~ ~p r I I l t I ~ .1 _ - ' - i
i ~ ~ r / , / ~°~i . " it ~t ~ "120 'i 1 ~ rp \ ` ' " I f I I I I I I I! ,i:r _ 11 ~ I i I I 1 ~I- 1 I ~ I
~ ' ; ' 1" _ a - EA Td f MASS. °1 \ ,~AND SEEDE I r , \ ~ I f,I ` ' `~1 1 1 I I I I 6, 11 I i ~ ` I 11 i I j I I 1 ~ I ~S 1
~ ' / i' , `\I I $ I
l / l 1 }J I / 1 I I I I 1 ~-tel..-J ~ F ~i ~ ; % 11 I 11 1 i ~ 1 I 11 I I 1 - ~ it 1
r ~ ~ ~l~ i /f II ' _ _ _ _ _ Ate,/ 0 1 t , ` ~ '.>r. t ~ ~.~~'1+1.. ~ _ , ~ - I 11 11 I I l ~ ± ! 1 q, i I / 1 q. ~l % ! I 1 ~ ~ t l ~ , I 'r E
/ ~ , _ YY /J ~ Sa 1 V I ' i ' 1 i I 1 -
/ / ~ ^ i / J~ ~ / _ . \ ~ ..'.~If 1 I 1\ ~ . I 1
~ ~lJ ~ j ~'l i~' i~ ~ _ _ i44~~~ ~ ~ A~ ~G 1 ~y + ; i 11 J A ~ I//( / Sit / r i - / ` `1 i I I I I i ~ r 1. T~ `i fr~~ 1 1 I 1
11 /ll1 ~ ~ ~r,%/ 4 / , / i _ v 1 +vv I ~ I i \ / i / / rr ~ ~ / ~ 4" 11v1 ` ~ti ~,'Y ! 1 1 1 A~ I 9 I z - . ''"f{.~~ ~ V 1 g i ~I d ~ O
I r ~ r ~r l~ - _ 10 ~ ~ 1 I 11 1~ I l l r 7 \ ~I I l I / l l ~ - - I a~. - ' .a \ 11 f 1 i~ r~ 1"1 .r ,-~'I ~ ` ii 1~ r'1 I ~
/ ~ ~ } 1 I I I - 1 ~ vI, v1 1 1 RM~N ~ , ' 1 ~ 11V d' ~ - _ W ti,r~ ~ I 1. III ~
, . . ~ 1~1 1 1 1 ' a III,. , 1111;
/ / 1 Iz 11 1 / '1 I I v`, I 1 ~ RE~1111~1[~ Y .1 r rA~iN. . ~ I-; ~ ; ;'I'1'I i ~ ; ~ ~ . ~ ~M ~'Ib{. I II II 111 ' i
L-}~2 .QO ~ Au .I ~ I11I1 I I
i t l l' ~ 11 t 1 1 v V v1 v i i ~ r A ` 1 11 i 1 ± r _ - I ~ ~ 1 - ~ 1111; I \ 1111 ~ ~ ' ~ 111111 1 1 t
- i ~`1 (11 ~ i f~ 1 I / 1 1 S~ 11~ ~ f 1 M~•J .I
r' ~ / yt 1 \ \ I I ~ I ~ ,11~` \ I I r( I 1 \ \ 1 I I I ~ 1\ 1 \ I , _ . 1 ` .
\ 1 f ~ , . + / I ~1 _ ~ / ~ ~ ~ 1 1 V + 1V 1 r ~ I - _ ' A .1 1 II i i I / \ 1 1v 1 v v1 1~ r I I' I ~ i _ J I / - ~ \ 1 I / 1 1~ 1 I I
1 v ( ~ i .G~~~ 1 A v1 \ 1 1 11 I II 'i ( 1 1 I 1 I ( 11 I I r I 1 \ 1 A I II ! , I 1 11 1 I 1 1 v ~ i v Y.....;;._ , , ` 1 1 - 1 ; • 1 1 ~'i l 0 1~
( ~ A'" ~ v1 A ~ ~ 11 1 1 i i i i I I 1 1v ` 1 1 1 ~ r I I 1 I I - 1 I 1 I , , ~ 1 , I I I I ' ~ ~y I` ~i 1 I I i 11 j 1 i i ~ 1 ~1 ~ f'r~ I I r _
I f/, , , ~ , I I ~ I I V ~ 1 ~ ~ T- , , Y' , ; , , , I , Y TU 11A E , ~ I ~ I I I - , I , , / ~ 1 ~ •
/ l,' ,l / / oE~T IIR UILDIN/'~ IS 1~C , I l r / / ~ ~ : .''/l i l i i' / ~ ' / ~ ` 1 ~ i II ~ ' ~ I i i ITV • G ~I ~ ~ it ~ 'C.~~ _ - ~ - ~ ,
/ ~ , ° ; / ' - / ~ ' i AREA TO 6E IAASS . . ~ ~ ~ v+ y- f ~ ~ I ~ ~ ~ ~ r - , , , ~ %r / ~ ~ / GRADED AND SEEDED i~i( .1 f, ~ . ~ v~ ~ ~ IP ~ 1 1 1 ~ ; '1= F~~EL~ V= I - ~ ' 1 ~ ;'~f - :LTV= ~ - - _ . ~ - ~ _ I . - - ~ J r~ X I ~ Z
/ % ! / ~_i , / ~ 1 ~ 'T~ L~~ I / I I , / ~ ' _ ~ I ! !J ~ I I 1 I 1 , I - - ,'l I ~ 'rl.~i ~ r / - - _ / 1 / 1 1 I i ~ 459.0'. i 1 c~i - - ~ - - ,II . ~.0~ ~ ~ h - _ I R ~
_ a ' //I I~ , I ~ / / A vI i,,/s I 1 i i 1 /~~.1 i _ , l ~ ~ ~ d . t - 1 ~ ~ - - - x
I .I I ~ r I i I i + / / A r / 1 i i ~ ; ;III I ~ _ _ - ` 'BUII ING-~R f•::.~:• - ~.1 ~ J -
; I , \ rr ~ , 1 , / , i / i y/ -
/ , , ' ~ 3 \ r l i ,
. , 'I ~ I ~ 'I ~ ~ ~ , ~ ~ - . , r } , 1, 1 ; '459.40 ; , I I I I . , , , , , , 1 ~ , 1 , ~ , I ~ - ~ , ~ ~ , / 1 I ~ ~ _ - , ~ ' i~' U
I 'I ~ ~ I ~ ~ i 1 I i '1 i ( ~ ~ A,' ( % , \ ~ ' + / I ` r:ti,;ii1°.tic.°:, r ~ . + ~ /1 : I 1, i 'i I ii 1 I ~ r=--=~=~ I ' ~ - A ~ ~ , 1 lf: I ~ w
II 1 I i , , 1 I 1 , , 1, i i ~ ~ i I 1 ' I I r I I \ 1 i I I/ i I I I 1 ~ I ~I I / 11 11 I 1 1 1 1 I ~ 1 .i ~
~I . I ; I , I I I I 1 Il 1 1 1 I' I ~ I 1 I I 11 I 1 I I I , 1 1 1 1 1?~ I I I ~ 1 % I ~ 1 1 ~ 1 1 t ` k. ~ I I / 1 1 ~ :1~ ~ yt I' i
l i 1 I ~ i I 1 1 1 1 I 1 1 A V 1 1 , Y 1 1 'i I I 1 II 1 % 11 , \ ~ 1 1 11 r 1 ~ i , I~ 11 ~ 1 1 kt / ~ I I 1 1 ~ 1 1 \ '1 I 11 \ ~ '111. ~ \ ~1 1 , I 1 ' I~ " I I O ~ I 1 , l I - _ I
~ ~ i 'i 11 I 1 11 I 1 \ i " ~ t 1', . I I IN I 1 1 1 ' BU D ~ 1 1 I ~ 1 1 I 1 11 ~ 1 I I I 1 4 1 e IL INc - I I 1 1 \ IC~ ~ I I ~ , 1 I 3 . ,L 1 I j r 1 1 / ~ ` 1 I~ I
I I 1 - I D I' ~ U I 1 / 1 _ i 1 I 1 0~ \ v I 1 \ 7 I 1 I ~ i I y~ . / 1 I ~ PAD , ~ 1 I I I 1 i % - I L I ;
1 1 1 1 _ A ~ ~ 1v A vI i 1v ` f S 11 11 it PAD,I i , I i 1 i Ir ( _ l l~. 1 v` 1 1. ELEy , E ~V= I I I I I I r I f ' 1 , I
/ t 1, 1 1 1 I ~ 1 ~ ~ , , , 1 ' 1 \ 1 \ ~ . I \1 \ / / ~ 1 ' r j 1 11 I I I 1 ! ALGREEN S ~ r ~I: , I i s 1•. I~
- - 11~ 1 1 I C 450. ~ 0 \ - I , 1 11 1v v1 ` ~ 1 ~ Q - 4~ .00 r , / ,1 t~~1 ~-+tv..,. ; 1 \ ~ ~ 1, 1 11 +11 1 ~ i ! 11 11 , r ~ v 1 ( i '
' ~ ~ , . \ \ I I \ . ~ \ I ~ FUTURE BUILDING I ' ~ I 468.50 1 a { ~
,1 P y d°' m - - ' I , ~ p( - 1 _1 _ 1 ;PAD II. I 0
` + , , ' 1 I -~t: ~ ~ a W ' I I FF E~LEV=468.50 r . % C 1 ; r f ~ 1 --~---T ~ ~ I~ I
a,., _ w . `l- ~ -~;~^__^^._~4g ,,;1.-.w..~;,r..... ` 1 \ I i Y ° -..,.I,...,, ~ / 1I / ~ 1 I _ ~ ' \ ~ mss'- ~'as ~ ~ 4,<.` ! `~Y~. ' / , I I I I - f w.... I 1 . ~ ff
71 r r, a ^ .r ,.:.u 1 rte. ~ , _ ~ " _ I i ~ 1 ! r '1 ; ! 1 I 1 R I
_ ~ -T'^^++...y.. - 1. '•W.,~"^".. ~ / 'r~ / I I ~ '"~wf I ~ mot. ~.W, I r r ~'r/ / 1 ~ ~ ! 1 r I ~ i i ~ •I i ( 1 ' ; i \ I ~ i 1 1 I I ; c i ~ O I
. , n , \ > - afl .te
1 ^ \ rte.. 1 "~"'~'..,L.~~ ' ~\_:,,w.,, - ~1. ~ "r k _ /
,-T-
_ •.-.R.. / i r 1 1 "'M ~ FOR INTERSECTION I i,, ,
_ GRADING, SEE TOWN ~ ~
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I 1 I ~ 1 -_r._._ ~ I / 1 I 1 1 II i b ~ ~ "f .k \ ~ ~ ~i~N~: MDL05000-G1 I ~ ~ Wis.
r \I 11 1 ~ ~ i I ~ DESIGNED BY:
i 1 v 1 ~ FB
I t n o ~ ~ n~ i n n ~ DRA11N BY: I C
o ~ y N ^rrrxvv[-_u f
TOWN OF CARY SCAM: 1 = 100
DATE: 11-18-05
Approved by Date GRAPHIC SCALE SHEET NO.
Planning Date 100 0 50 100 200 C-6
Engineering Date
i inch = 100 ft.
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION MMeADAMS

_ r. ~ ~ ~ I
- ~ ~ I
1^ ~ ~ ° I 1 ~ a ~ ~
N UCTION ~~PECIFICATIONS STORMWATER POND CO STR M1 f i * I' I ~ ~ ~ /
I ~ t ti i~,
BERM SO AND COMPACTION SPECIFICATIONS ,
GENERAL NOTES I , I ~ ~ r+ ~r~ y. , c tr. I. 1 ~ w ~1
- I ENGINEER SHALL VERIFY THE I MATER LS TO BE USED FOR THE DAM EMBANKMENT SHALL BE I ' 1. PRIOR TO CONSTRUCTION, THE ON SITE GEOTECHN CAL 1. ALL F LL E PROPOSED BORROW AREA FILL FOR USE IN THE DAM EMBANKMENT TAKEN FROM BORR W AREAS APPROVED BY THE ON-SITE GEOTECHNICAL I ~ ~ / w; l ~4
SUITA81LIT1' OF TH / ~ ~ / KEY TRENCH. ENGINEER. THE Fl MATERIAL SHALL BE FREE FROM ROOTS, STUMPS, WOOD, ~ i - ' ! 4 ~
STONES GREATER T N B ,AND FROZEN OR OTHER OBJECTIONABLE
- R SHALL INSPECT THE KEY TRENCH EXCAVATION MATERIAL THE FO OWING SOIL TYPES ARE SUITABLE FOR USE AS FILL ~ 2. THE ON SITE GEOTECHNICAL ENGINEE ~ o I THE KEY TRENCH. IF THE CONTRACTOR WITHIN THE DAM E BANKMENT AND KEY TRENCH: ML AND CL ~ Iv PRIOR TO PLACEMEN OF ANY BACKFILL WITH N i ~ ~ ~ ~,r- t.;:.,~k.
J RS UP THE KEY TRENCH PRIOR TO INSPECTION, THEN THE KEY ~ 3 n/, CONSTRUCTS AND CG E Q i ~ ~ ~ ~ ~ ~ U d' ~ ~ ~ ~ ~ ~ i ~ ~ Mai W Z
TESTED AT THE CONTRACTOR'S EXPENSE. 2. FlLL PLACEMENT SHALL NOT EXCEED A MAXIMUM 8" UFi. EACH LIFT ~ i~ V TRENCH SHALL BE UNCOVERED AND F SHALL BE CONTINU US FOR THE ENTIRE LENGTH OF EMBANKMENT. BEFORE ~ ~i C ~ \ ~ i ~ ~
R H ~_~NTRACTOR SHALL REFER TO THE LANDSCAPE PLAN FOR THE PERMANENT PLACEMENT OF Fl FOR THE BERM SECTION, ALL UNSUITABLE MATERIAL I ~ I 3. T E R ~ 3 i ~ ~ ~
T P N SCHEDULE. PLEASE NOTE THAT NO TREES SHRUBS OF ANY TYPE SHALL BE REM AND THE SURFACE PROPERLY PREPARED FOR FlLL - I ~ , ~ PLAN LNG LA / / ~ ~ ~ ~ ~ ~ ~ \ ~ . > r; ~'t ' / / ~ ~
MAY BE PLANTED ON THE PROPOSED DAM EMBANKMENT (FILL AREAS). PLACEMENT. - _ ~ ` ~ ~ 1 / /
4. IF SHE STORMWATER POND WILL BE USED AS A SEDIMENT BASIN DURING 3. ALL FILL SOILS SED IN THE EMBANKMENT /KEY TRENCH CONSTRUCTION '
~ R EARTHEN BERMS SHALL BE COMP D TO AT LEAST 95x OF THE STANDARD PROCTOR _ _ _ - - - - - _ _ CONST .UCTION, THE CONTRACTOR SHALL NOT CONSTRUCT THE INTERIO _ I HAS BEEN IMUM DRY TTY ASTM-698 . THE FILL SOILS SHALL BE COMPACTED ~ ~ ~ \ s r 1,~• / ~ ~ i < ~ ~ ~ y°'i~ ; d ; ~ i Z
SHOWN ON THIS PLAN UNTIL APPROVAL TO REMOVE THE SEDIMENT BAS N MAX ( ) ~ 2 AT A MOISTURE ENT WITHIN -1 to +3 PERCENT OF ITS OPTIMUM ~ 1 GRANTED BY THE EROSION CONTROL INSPECTOR. i / / ~ r ~ ~o / ~ 0 0
MOISTURE CO t~MPACITON TESTS SHALL BE PERFORMED BY THE - ~ CTI N TO VERIFY THAT _ I k~- ' , ~ t , ~ ~ WI ar' i
5. IF THE STORMWATLR POND WILL BE USED AS SEDIMENT BASIN DURING CONSTRUCTKN, ON-SITE GEOTECH IC~4L ENGINEER DURING CONSTRU 0 _ REVEGETATED IF THE PROPER CTION LEVEL HAS BEEN REACHED. THE FlLL SHOULD BE ~ ' ~ ~ THE AREA SHALL BE CLEANED OUT (I.E. SEDIMENT, TRASH, ETC) AND ( ~ I r / ~ / ~ ~ ~ k i
NECESSARY PRIOR TO USE AS A STORMWATER MANAGEMENT FACILITY. THE TRASH AND COMPACTED USING A SHEEPSFOOT TYPE COMPACTOR. IN ORDER TO PREVENT _ _ _ _ _ _ _ I r~ k ~ / ~ ~
) DAMAGE TO THE E, NO COMPACTION EQUIPMENT SHALL CROSS ANY PIPE _ _ - ` SEDIMENT SHOULD BE DISPOSED OF PROPERLY (I.E. - LANDFlLL). MINIMUM li LS ESTABLISHED ALONG THE PIPE. I UNTIL ~ 1 ~ s~, ~ ~ z w x ~ r~ r tm aa" ~ ( ~
' LEVEL SPREADER SCOUR _ 1 ~ M ` t~ \ ~ ~ ' fin. ~ / ~j .r
4. A KEY TRENCH BE PROVIDED BENEATH ALL FlLL AREAS OF THE HOLE (SEE DETAIL SHEET - - ` ~ ~ ~ ~ I f. ! S 4~`r / f9 W ~ _ / ~ ~a k; ~ / ~ ~ ~i Qr
CONSTRUCTION PREPARATION BERM. THE TR SHALL EXTEND A MINIMUM OF 5 FT BELOW EXISTING pp_~~ _ - - - ` ~ I \ E AND SHALL HAVE A MINIMUM BOTTOM WIDTH OF 5 FEET. THE KEY ~ ~ ~ ~ GRAD ~ \ r~~, ; ~ ' ~ . ~ ~ 100' TOWN F CARY \ ' ~ /
1. PRIOR TO PI 4CEMENT OF THE NEW FILL, THE AREAS ON WHICH FILL IS TRENCH SIDESL SHALL BE A MINIMUM OF 1:1 (H:V), THE KEY TRENCH ~ ~ \ To BE PLACED SHAt L BE CLEARED AND STRIPPED OF TOPSOIL, TREES, SHALL BE COMP b TO THE SAME SPECIFICATION LISTED IN ITEM 3 ABOVE. ~ - - - ~ ~ ~ ~ . „ ~s, , ~ ~ r STREAM ~ ~ ~ Via,
ROOTS, VEGETATION, AND OTHER OBJECTIONABLE MATERIAL. THE AREAS ON ~ ` ~ ~ ~ ~ 1 fyr ~ ~ ~ ~ ~ ~ 1 J ~ ~i, f f.
WHICH FILL IS TO BE PLACED SHALL BE SCARIFlED. 5, UPON REQUEST THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH ~ ~ I 1 . f~ ,,r ~s
REPORTS TO THAT THE DAM EMBANKMENT MEETS THE SPECIFlED ` ` ~ ~ 2, ANY REMOVED TOPSOIL SHALL BE STOCKPILED FOR USE IN PLANTING COMPACTION RE EMENT9. COMPACTION REPORTS WILL BE NEEDED DURING ~ \ ~ i
THE DAM EMBANKMENT ONCE FlNAL GRADES AS SHOWN ON THE AS-BUILT IFICJITK>H PROCESS FOR THIS STORMWATER FACILITY, _ \ (SEEDING) ON ( ' ~ _ _ _ ` ~ ~ 'v ~ I i i \ ~ ~ I
THE GRADING I LAN, HAVE BEEN ESTABLISHED WITH COMPACTED FlLL. THEREFORE, IT IS HE CONTRACTOR'S RESPONSIBILITY TO ENSURE 12" DIP INVERT OUT = 425:OQ ~ COMPACTION ARE PROPERLY PERFORMED DURING CONSTRUCTION. ~ ~ ~ ~ ~ r} I ~ ' \ / F1J° 1 ~ / I I r
3. THE CONTRACTOR SHALL FURNISH, INSTALL, OPERATE, ANO MAINTAIN ANY ~ ~ ~ IN ~ / ~ I ~ I ~ 50' NEUSE RNER .,~•q ~
C. NEEDED FOR REMOVAL OF WATER FROM VARIOUS \ ~ PUMPING EQUIPMENT, ET ~ r T~ ~ ~ HC STORMWATER POND SITE. IT IS ANTICIPATED THAT PUMPING SPildrnAi !'~rri SUB~,TiV~~E SUrrVRT AND ~ ~ ~ ~ PARTS OFT ~ 6QJF-~-2 ~--DIR ~ ~ ~ \
WILL BE NECESSARY IN THE EXCAVATION AREAS (LE. -KEY TRENCH). r~ c ~ ~ 5.OOr ~ ~ ~ 1 STREAIiI BUFFER ~ ~'urmnu~~~ d ~
TH R AREAS AS BEDI3II~TG P'DCIFICATIONS \ DURING PLACEMENT OF FILL WITHIN THE KEY TRENCH (OR 0 E ~ ~ ~ ~ i ~ ~ \ / 1 v s ~
CONTRACTOR SHALL KEEP THE WATER LEVEL BELOW THE ~ ~ ~ NECESSARY), THE / ~ BO l'OM OF THE EXCAVATION. THE MANNER IN WHICH THE WATER IS 1. FILL IN THE OF THE SPILLWAY PIPE AND ADJACENT AREAS SHOULD ~ SIPHON HEADWALL (SEE DETAIL \ ~ ~ STEEL ANT(-SI
RE 10VE D SHALL BE SUCH THAT THE EXCAVATION BOTTOM AND SIDESLCPES BE BROUGHT UP T A POINT OF 2' TO 3' OR MORE ABOVE THE TOP SHEET PD-3) ~ ' ~ ~ \ ~ COLIA)t$ (X~) r STEEL -SEEP - ? ~ ~ ` t ~ `
ARE ST,>,BIE. ELEVATION OF THE PIPE IN ADVANCE OF SPILLWAY CONSTRUCTION SO THAT SIPHON INVERT J 428.00 ~ \ ~ SEE DEl`NL 'fir ti, ~ ak~~ ~ SEE DETAIL - `
THE SPILLWAY CAN BE INSTALLED IN A TRENCH CONDRION. ONCE THE ~ ~ ~ HEET PD-3 ~ ~ FILL IS BROUGHT PTO ABOVE THE TOP OF PIPE, THE PIPE TRENCH ~ ~ \ I I HEET PD-3 I I ~ 1 v: ~ I ~ ~ .
SHOULD THEN BE XCAVATED FOR INSTALLATKN OF THE PIPE. 1 I ~ ~ ~ I / ~ ~
STRUCTURE MATERIAL SPECIFICATIONS I I OUrL~f 2. IF SEEPAGE OR FLOW OCCURS IN OR ALONG THE PIPE ALIGNMENTS, ~ ~ ~ - ~ \ I ?B I q i ~ ~
1. THE 36" RCP 0.1TLET BARREL SHALL BE CLASS III RCP, MODIFlED BELL AND SPIGOT, GROUNDWATER WILL BE NECESSARY. THIS COULD INVOLVE ~ s ~ q I / ~ _ ~ ~ , ,
THE RE UIREMENTS OF ASTM C76-UTEST. THE PIPE SHALL HAVE CONFlNED ~ I I MEETING Q PUMPING (OR M ONERSION, ETC.) DEPENDING ON THE TOPOGRAPHY 0-RING RUBBER GASKET JOINTS MEETING ASTM C-443-LATEST. THE PIPE JOINTS SHALL SINCE IT IS N TO WORK IN A "DRY" CONDmON, THIS SITUATION I I I 1 1 .if r 1 ' z,. `T iT ~wi I 1 ~ D 8 i~ ak,
BE TYPE R-4. MAY REQUIRE IVSE OF LEAN CONCRETE BACKFlLL, PLOWABLE FlLL, ETC. TO ' ~ i
ESTABLISH SU E CONDITIONS SUITABLE FOR SOIL TYPE BACKFlLL I i ~ ~ ~ F~ I I I \ ~ ~ ~ ~ a . , ~ i ~ a ~ i it rri
2. THE STRUCTURAL DESIGN FOR THE 5x5 (INTERNAL DIMENSIONS) RISER BOX WITH ~ 4.3~ ~ I I I EXTENDED BASE SHALL BE BY OTHERS. PRIOR TO ORDERING THE STRUCTURE, THE ~ ~
CONTRACTOR SHALL PROVIDE THE ENGINEER WITH SHOP DRAWINGS, SEALED BY AN P.E. 3, p~pR TO INST IJQION, SUBGRADE CONDITIONS ALONG THE SPILLWAY 1 ~ ~ y p ~ ~ I ~ ~ ~ ~ ~ ~R ~s tiav ~ , ~„a ~
_ ` ~ 1 REGISTERED IN NORTH CAROLINA, FOR APPROVAL. PIPE SHOULI) BE ALWTED BY THE ON SITE GEOTECWNICAL ENGINEER TO ~ 1 " ASSESS WHETF~R LIKABLE BEARING CONDITIONS EXIST AT THE SUBGRADE I ~ n, ' . I A ; ( ~ ~ C ~
3. THE RISER BOX OUTLET STRUCTURE SHALL BE PROVIDED WITH STEPS 16 ON CENTER. LEVEL SHOULD Ff OR OTHERWISE UNSUTABLE CONDITIONS BE ~ ~ Q / A i v ~ ~ y .A / r A ` ti i ti. i
STEPS SHALL BE PROVIDED ON THE INNER WALL OF THE RISER BOX, STEPS SHALL BE IN ENCOUNTQitD G THE PEE ALIGNMENT, THESE MATERWS SHOULD BE I ~ ~ I ITH COOT STD. 840.66. PLEASE REFER TO SHEET PD-2 FOR LOCATION C BY THE GEOTECHNICAL ENGINEER. THE UNDERCUT I ~ r ~ ~ I I ~ ~ 'ti (fir- ~ - / \ \ t 4 Y4.
ACCORDANCE W N UNDERCUT AS TED OF THE RISER STEPS. MATERWS SWILL E REPUI(~D WITH ADEQUATELY COMPACTED STRUCTURAL _ _ _ - - ~ ~ I ~ ~ ~ I ~ \ ~ ~v~' P Via, ~'6
~ ~ ~ FILL, LEAN OR PLOWABLE FlLL AS DIRECTED BY TWE ON-SITE - X '`r I ~ > ~ 1~° i ~ ~ ~ ~ ~ '.,;a+ :~~1 rw
- PRECAST AS THE I, ~ ` ~ ~ I I 4. THE 9 Lx9 Wz27" THICK CONCRETE ANTI FLOTATION BLOCK SHALL GEOTECMNIGL 'VEER. ~ ~ EXTENDED BASE OF THE RISER BOX DURING FABRICATION. THE PRECAST BASE SHALL BE ~ I I I I ti .OO 4 ~ ~ I ~ 3 ~ - - ~'r ~ ~ 1~
INCLUDED AS PART OF THE SHOP DRAWINGS THAT WILL BE SUBMITTED TO THE ENGINEER 4, ~ MATERAL DJACENT TO THE 36"i 0-RING OUTLET BARREL SHALL I ~ ~ / I I ~ 434 ~ ~ ~ ~ ~ n~
FOR APPROVAL (SEE ITEM 2 ABOVE). MEET THE SPEgFl gll0lilS LISTED IN (TENS 1 THROUGH 3 IN THE SECTION I
TIONS." THE CONTRACTOR SHALL ~ 1 I I 1 TITLED 'BERM 901 Vk COMPACTION SPEgFICA ~ I 5. THE RISER BOX JOINT DESIGN SHALL CONFORM TO ASTM C-478. TFiE JOINTS SHALL PAY SPECIAL AT1E 1K>H TO THE COMPAC110N EFFORTS ALONG THE PIPE TO ~ ~ ~ 43 ~ ~ ~ i A ~ ~ 4 ~ 1 ~ ~ ~ ' .
NTRACTOR I ~ ~ I ~ ~ BE SEALED USING BUTYL RUBBER SEALANT CONFORMING TO ASTM-990. THE CO ENSURE TWAT ALL `PACES UNDER AND ADJACENT TO THE PIPE ARE FlLLED ~ ~ ~ I 432 \ ~ ~ ~ ~ _ - _ ~ , 1 _ ~i ~ - V I ~ -
SHALL PAROE JOINTS ON BOTH THE INSIDE AND OUTSIDE WITH NON-SHRINK GROUT. WITH PROPERLY C IPACTED MATERIAL. i I I 1 ~ 1 I 1 ~ - - _ - 1 A ~ . ~ , -
WEIGHT OF 37,000 IBS. - V I ~ I ~ 6. THE PRE :AST RISER 10x STRUCTURE SHALL WIVE ASHIPPING - ~ I I I ~ I ~I ~ I 428 i ~ \ ~ ~ ~ , - ~ h . Q ~
THE STRUCTURE WEIGHT SHALL BE THE SHAPING WEIGHT AND SHALL BE DETERMINED BY F 1~ Fi ~ ~ I SUBTRACTING THE WEIGHT OF THE FACTORY BLOCKOUTS FROM THE GROSS STRUCTURE ~ i I ~ I I / ~ ~1 / ~ ~ \ ~ -
WEIGHT. THIS INFORMATION SHALL BE SHOWN ON THE SHOP DRAWINGS SUBMITTED TO THE 1. TESTING OF FlLL MATERW.S SHALL BE PERFORMED TO VERIFY I I ~ 1 4 ~ ~1 ~ ' - 1 ~ i~, ,
ENGINEER FOR APPROVAL. THAT THE RECOM 4 LEVEL OF COMPACTION LS ACI~EVED DURING I I ~ CONSTRUCTION. TH ONE DENSITY TEST SHALL BE PERFORMED FOR ¢ ~ I I I ~ 24 ~ ~ ~ ~
7. PRIOR TO ORnEFING, THE CONTRACTOR SHALL SUBMff TRASH RACK SHOP DRAWINGS EVERY 2,500 SQW4RE FEET OF AREA FOR EVERY LIFT OF FlLL I ~ ~ ~ 3tr \ ~ ~ / x O~ ~ 423 I - Mi ~ ~ ~ ~
TO THE ENGINEER FOR APPROVAL, CONTRACTOR SHALL ENSURE THAT AN ACCESS HATCH I I - C -
IS PROVIDED WITHIN THE TRASH RACK SEE DETAIL FOR LOCATION) THAI WILL ALLOW FOR 2, TESTING WILL BE REQUIRED ALONG THE 36" 0-RING OUTLET BARREL AT ~ I I ~ ( I I I ~ FUTURE MAINTENANCE ACCESS. CONTRACTOR SHALL ALSO PROVIDE A CHAIN AND LOCK A FREQUENCY OF ONE TEST PER 25 LF OF PIPE PER VERTICAL FOOT OF ~ I I \ ~ ~ I ~ a - A ~ ~ ~ , 1 i
FOR SECURING THE ACCESS HATCH. FlLL 1 I 1 1 ~ ~ _ ~ _ ~ ~ ~ q 1 ~
D~~ ~p ~ I1 ~ I ~I 8. ALL POURED CONCRETE SHALL BE MINIMUM 3000 PSI (28 DAY) UNLESS OTHERWISE ~ iti'w7PONSLD~; 1 I I I ~ J\ \ - p~ rl
1~ 11 NOTED, ALL REQUIRED MANTENANCE AND INSPECTIONS OF THIS FACILVIY SHALL BE I 1 I II i ~ j I q3~ l ~ W I / ~-I / - - Z
THE RE,SPONSIBILIIY OF THE PROPERTY OMMER'S ASSOCUITION, PER THE ~ I I ~I q3p _ ~ I I I SHAPE = SQUAR I ~ ~ ~ • - - - - - - - - - ~ - - - C I q?-
9. GEOTEXTILE FABRIC FOR THE 36-INCH OUTLET BARREL JOINTS SHALL BE AMOCO STYLE 1 NON-WOVEN EXEC~ED AND MAINTENANCE AGREEMENT FOR THIS FACILITY. 1 ~ ~ ~ ~ II 4553 POLYPR~~PYIENE NON-WOVEN NEEDLE PUNCHED OR APPROVED EQUAL ( \ , \ ~ ~ ~ I INTERNAL DIMENSIONS =15 FT. x ~ Fi. ~ 8 _ _ _
FABRIC) ~ ~ ~ ~ 438 ~ ~ IMENT I r 438 - _ ~ ~ ~ I TOP OF ISER = 430.601 ~ 1 1 N.W.S.E. 428.00 1 i I q 436
~ ~ ~ \ I ?6 42 ~ I I NVERT 0 (36"i 0-RIN RC,') Y 423.00 I ~ 434
10. SfORMWATER PuND EMERGENCY DRAWDOWN IS VIA AN 8"m PLUG VALVE, THE VALVE FOREBAY - TRI VALVE OR APPROVED E UAL. THIS VALVE IS IN \ ~ ~ \ ~ SHALL BEAM&H STYLE 820 X CEN C Q 1 1 _ 43 \ ~ I I - \ - 2 _ _ _
HA BE OPERABLE FROM TOP OF ~ ~ ACCORDANCE WITH AWWA C-504 SEC. 5.5, ANDS LL I I \ ~ 1 ~y/
I .THE CONTRACTOR SHALL PROVIDE A ~ l ~ OUTLET STRUCTURE VIA A HANDWHEEL (SEE DETA L) y 1 \ ~ I I ~ 4 MAW ~ I ~ / ~ ~ 28 ~ I I SEDIMENT
REMOVEABLE VALVE WRENCH WITH A HANDWHEEL ON TOP FOR OPERATION OF THE 6 ~ CK SHALL ALSO BE PROVIDED FOR SECURING THE WRENCH ~ PLUG VALVE. A CHAIN AND LO \ 1 I 1 \ I FOREBAY - - - I ~ -
TO THE TRASH RACK, \ ~ ~ ~ 1 / I / ~ / ~ y
\ ~ I ~ 11. PRIOR TO ORDERING OR INSTALLATION, CONTRACTOR SHALL PROVIDE- THE ENGINEER ` 3g ~ ~ I 1 ~ f / ~ ~
WITH RETAINING WALL SHOP DRAWINGS FOR APPROVAL. THE SHOP DRAWINGS SHALL BE , k 1 1 ~ ~ J - _ _ - I _ I I , ~ _ _ - - - - -
SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN NORTH CAROLINA.. ~ ~ ~ ~ I I ~
\ ~ \ ` ~ 12. THE 12"0 DIP OUTLET PIPE SHALL BE CAPPED WITH A METAL ORIFICE PLATE. THE \ ~ - 1 ~ i I I I I 1 ~ ~ _ I - ; ,
" HA A Yo URIFICE AT THE PLI ~E SHALL BE 16 x18 x1/2 (GALVANIZED) AND SHALL VE ~ ~ ~ <<'1~ 1 \ 1 ~ ~
BO `OM. PLEASE REFER TO DETAIL SHEET PD-3 FOR ADDITIONAL INFORMATION. Q~ , , ~ ~ I 1 I ' - p. 1
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0 N ~ ~ ~ I I R AWING H ~ ~ ~ I _ I W W R AWING WALL (DESIGN BY I
' I I 0 HERS) - ~~rrr11111~•~ 0 HERS) - SSE NOTE ~ 11 1' I I 1 I ~ * ~ I ~ 1
I ~ I U DER OUTI a ~ I ' I ~ I lYlq RIAL SF U DER OUTLET STRUCTURE ' I I I ~ SPE IFICATIONS ~ I I f I R~L ~ I I ! ~
t ~ I 1 •I _ i
0 a
0 EARTHEN FOREBAY BERMS (TO BE COWrPACTED TO THE S,~ME
.n 0 SPECIFICATIOWS AS TWE DAM ~tto~~'cr rye,
EklBI4wKM PLEASE REFER TO I~DL-D50~Q ITEM 3 uwb'ER "BERM SOIL AND ~'~DI4~050flfl-pD1.D~VG
i, T COMPACTION SPECIFICIiTIONS" FOR
3 0 AOUITIONAL INFORNIATIOTtl. 6E51CNGC1 BY: ~RF
Li DRAWN BY: BR F
SCALE: NTS
U DATE: 11-16-2005
0 GRAPHIC SCALE o
N Q 30 0 15 30 60 0 'SHEET NO. -
0 Q T s~?~ Ji/` WAWL?
J N.T.S. -PD-1 1 inch = 30 ft.
C J JjMcADAMS
N PRELIniINARY DRAINING -NOT 11;LIaSLD FOl; ('Uti`5'l'RUCIION
V N
0
X

STORM~P ATER POND CONSTR F UCTION SPECIFICATI ONS F F F _ ,
~ r ~ , I
GE NERAL I~O~?S I ~ l
BERM SOIL AND C OMPACTION SP ECIFICATIONS 1. PRIOR TO CONSTRUCTION, THE ON-SITE GEOTECHNICAL ENGINEER SHAD VERIFY THE 1 ~ ' ; l ~ r
SUITABILITY OF THE PROPOSED BORROW AREA / FlLL FOR USE IN THE DAM EMBANKMENT 1 • ALL FILL MATERIALS TO BE USED FOR THE DAM EMBANKMENT SHALL BE l ~ ~ ~ I f ~ ~ ~~11
TAKEN FROM BORROW AREAS APPROVED BY THE ON-SITE GEOTECHNICAL /KEY TRENC,i. ENGIIVE ER THE FILL MATERIAL SHALL BE FREE FROM ROOTS, STUMPS, WOOD, ~ ~ I ~ ~V t _ _ ;
STONES GREATER THAN 6" AND FROZEN OR OTHER OBJECTIONABLE ~ 2. THE ON-SITE GEOTECHNICAL ENGINEER SHALL INSPECT THE KEY TRENCH EXCAVATION ~ 1 ~ i
PRIOR TO PLACEMENT OF ANY BACKF?LL WITHIN THE KEY TRENCH. IF THE CONTRACTOR MATERIAL THE FOLLOWING SOIL TYPES ARE SUITABLE FOR USE AS FILL ~ ' WITHIN THE DAM EMBANKMENT AND KEY TRENCH: ML AND CL. R• ~ - -
CONSTRUCTS AND COVERS UP THE KEY TRENCH PRIOR TO INSPEC110N, THEN THE KEY 1 ~ ~ \ TRENCH SHALL BE UNCOVERED AND TESTED AT THE CONTRACTOR'S EXPENSE. 2. FILL PLACEMENT 16 ~ ~ ~ ~ i
SHALL NOT EXCEED A MAXIMUM 8" LIFT. EACH LIFT ~ ' ~3 ~ ` SHALL BE CONTINUOUS - - 1 ~ V t ~ ~ / ~ CA ~
3. THE CONTRACTOR SHALL REFER TO THE LANDSCAPE PLAN FOR THE PERMANENT FOR THE ENTIRE LcNGTH OF EMBANKMENT. BEFORE -~''Y _ - ~ PLACEMENT OF FlLL FOR THE BERM SECTION, ALL UNSUITABLE MATERIAL ~ F PLANTING PLAN /SCHEDULE. PLEASE NOTE THAT NO TREES /SHRUBS OF ANY TYPE SHAU_ 1~ i ~ ~ ~ , I ~ / ~ ~ o
BE REMOVED AND THE SURFACE PROPE 4 'r MAY BE PLANTED ON THE PROPOSED DAME RL, PREPARED FOR FILL MBANKMENT (FILL AREAS). PLACEMENT. E ~
i 11 \ ~ W ~ t ~ rn
4. IF THE STORMWATER POND WILL BE USED AS A SEDIMENT BASIN DURING 3. ALL ~ FILL S~ TLS USED IN THE EMBANKMENT /KEY TRENCH CONSTRUCTION ~ CONSTRUC110N, THE CONTRACTOR SHAU_ NOT CONSTRUCT THE INTERIOR EARTHEN BERMS SHALL BE COMPACTED TO AT ~ ~ 1 i ~ II ~ ~ ~ ~ ~ o ,r ~ ~ ~
SHOWN ON THIS PLAN UNTIL APPROVAL TO REMOVE THE SEDIMENT BASIN HAS BEEN LEAST 95~ OF THE STANDARD PROCTOR 418 MAXIMUM DRY DENSITY ASTM-6 - ri 1 ~ ~ ~
GRANTED BY THE EROSION CONTROL INSPECTOR. { 96). THE FILL SUILS SHALL BE COMPACTED ~ ' AT A MOISTURE CONTENT WITHIN -1 to +3 PERCENT OF IT5 OPTIMUM ' ~ t / / ~ ~ QI ~ ~ / ~ ~ t I i
5. IF THE STORMWATER POND WILL BE USED AS SEDIMENT BASIN DURING MOISTURE CONTENT. COMPACTION TESTS SHALL BE PERFORMED. BY THE CONSTRUCTION, ON-SITE GEOTECHNICAL ENGINEER DURING 422 - - ~ ~ a F i. H e , ~ I ~ ~ ' ' ' ~ j ~ W ~ ry ~ N a
THE AREA SHALL BE CLEANED OUT (LE. SEDIMENT, TRASH, ETC) AND REVEGETATED (IF THE PRCPER COMP CONSTRUCTION TO VERIFY 1}1AT _ - _ ACTON LEVEL HAS BEEN REACHED. THE FILL SHOULD BE ~ ` ~ P~1 ~ ~ I ~ ~ y, / / ~
NECESSARY) PRIOR TO USE AS A STORMWATE72 MANAGEMENT FACILITY. THE TRASH AND COMPACTED ~ 1 I~SING A SHEEPSF00T TYPE COMPACTOti. IN ORDER TO PREVENT 426 ~ ~ SEDIMENT SHOULD BE DISPOSED OF PROPERLY {LE. -LANDFILL). DAMAGE TO THE PIPE, NO COMPACTION EQUIPMENT _ _ _ 1 ~ I ~ \ I i / / F / i(~O
UNTIL MINIh1UM COVER IS ESTA SHALL CROSS ANY PIPE ' 8_. _ - - _ _ _ _ _ _ I BUSHED ALONG THE PIPE. 42 1 ~ I to ~ ~ ~ s ~ G.i ~ O C7
`i ~I 1~ ~ ~ I
4. A KEY TRENCH SHALL BE PROVIDED BEN r ~ ~ ~ 1 ~ CONSTRUCTION PREPARATI EATH ALL FILL AREAS OF THE ON _ _ i \ BERM. THE TRENCH SHALL EXTEND A MINIMUM OF 5 FT BELOW EXISTING LEVEL SPREADER SCOU I r ~ ~ ~ ~ ~ / / W U ~ cA \ ~ t\- ` , i i ~ I~I / ~ ~ W ~O t+~
1. PRIOR TO PLACEMENT OF THE NEW FILL, THE AREAS ON WHICH FILL IS GRADE AND SHALL HAVE A MINIMUM BOTTOM WIDTH OF 5 FEET. THE KEY HOLE EE DETAIL SHEET ~ ~ 1 \ 11:, ~ / / l t ~ ~W fir' ~ ~ ~ i ~
TRENCH SIDESLOPES SHALL ' ~ ~ TO BE PLACED SHALL BE CLEARED AND STRIPPED OF TOPSOIL, TREES, BE A MINIMUM OF 1:1 (H:V), THE KEY TRENCH P 2) SHALL BE COMPACTED TO THc SAME S°ECIriCATION LIST ~ ROOTS, VEGETATION, AND OTHER OBJECTIONABLE MATERIAL. THE AREAS ON ED IN ITEM 3 ABOVE. ~ ~ ~
WHICH FILL IS TO BE PLACED SHALL BE SCARIFIED. ~ ~ ~ ~ ~ V` I , ~ ~ :h ~ r~ l / .~j 100 TOWN F CARY ~ W t~ 0., ~
5. UPON REQUEST, THE CONTRACTOR SHALL PRO>r'IDE THE ENGINEER WIT H ~ ~ ~ ~ ~ ~ 1 / . 1 STREAM BU
2. ANY REMOVED TOPSOIL SHALL BE STOCKPILED FOR USE IN PLANTING REPORTS TO VERIFY THAT THE DAM EMBANKMEhT MEETS THE SPECIFlED 430 ~ ~ (SEEDING) ON THE DAM EMBANKMENT ONCE FlNAL GRADES AS COMPACTION REQUIREMENTS. COMPACTION REPORTS WILL BE NEEDED ~ ~ ~ ~ ~ ~ J ,.r' ' ~ ~ ~ ~
( SHOWN ON THE AS-BUILT CERTIFlCAITON DURING " , ~ ~ THE GRADING PLAN) HAVE BEEN ESTABLISHED WITH COMPACTED FlLL. PROCESS FOR THIS 5TORhIWATER FACILITY. 12,'DIP INVERT OUT = 425. ~ ` ~
THERffORE, IT IS THE CONTRACTOR'S RESPONSIBILITY TO ENSURE ~ 00 ~ ~ \ COMPACTION TESTS ARE PROPERLY PERFORMED DURING CONSTRUCTION. ~ 3. THE CONTRACTOR SHAU_ FURNISH, INSTALL, OPERATE, AND MAINTAIN ANY ~ ~ ~
, ~ ~ $ L ANTi-SE MPING EQUIPMENT, ETC. NEED!~D FOR REMOVAL OF WATER FROM VARIOUS ~ ~ ~ ~ ~ 1 ~ ~ I I f I ~ `'°~e \ $ L ANTI-SEEP / 1'; i,A ~ I ! I~ l
PARTS OF THE STORMWATER POND SITE. IT IS ANTICIPATED THAT PUMPING P • 60 LF 12"~ DIP ~ ~ C L S (X2) S LEEWAY PIPE S C L S X2 I t r-; ' I ! ( t ~ ( ) , \ _
WILL BE NECESSARY IN THE EXCA UBGRADE SI1PP0 , ~ SE DETAIL NATION AREAS LE. -KEY TRENCH . RT AND ~ +1~ 5.00 ~ ( ) ` ~ DURING PLACEMENT OF FILL WITHIN THE KEY TRENCH (OR OTHER AREAS AS • / - - - ~ ~ ~ ~ SHE , ~D-3 SE DETAIL ;:I~ 1< A ~ 1 / i ! t ~ ~ ~ SHE !~D-3 / I ~ ~ ~ I I ( ~ 1 ~ .F
BEDDIlI~G SPECIFICA ` NECESSARY THE CONTRACTOR TIONS / \ ~ ~ SHALL KEEP THE WATER LEVEL BELOW THE ~ ~ ~ i i 1 ~ I _ '.NCI NEE,: 1 5r3 NEUSk R ~ ~ ~ 1 NER , q ,
BOTTOM OF THE. EXCAVATION. THE MANNER IN W SIP \ 1 ~ HICH THE WATER IS H91V HEADWALL (SEE DETAIL ~ ~ REMOVED SHALL BE SUCH THAT THE EXCAVATION BOTTOM AND SIDESLOPES 1. FILL IN THE AREA OF THE SPILLWAY PIPE AND ADJACENT AREAS SHOULD Sbl@Ef PD-3) ~ / I I , ~ / STR M BU ` ~ ~ ! ! 1 ~ FFER ~ R . F / t ~ `,1 i ~ ~ ~ ~~UmaEt~>>~
BE BROUGHT UP TO A P I T _ ~ ` ARE STABLE. 0 N OF 2 TO 3 OR MORE ABOVE THE TOP /SIPHON INVERT - 428.0_0_ ~ ~ ` 1 ~ A ~ i ~ ~ ~
ELEVATION OF THE PIPE IN ADVANCE OF SPILLWAY CONSTRUCTION SO THAT \ THE SPI ' ~ ~ ~ ~ \ ~ ~ A ~ _ I / ~ ~ 1 ~ ~ ' ~ t ~ A ~ ~
LLWAY PIPE CAN BE INSTALLED IN A TRENCH CONDmON. ONCE THE ~ tra j° ® ` ~ ~ FILL IS BROUGHT UP TO ABOVE THE TOP OF PIPE ~ ~ ` ~ ~ I T~ ~1~r~ .THE PIPE TRENCH ~ ~ I ~ v. I ( ~ t~l ~ ~ ~ ~ ~ ~ CONCRETE AN~`I-SEEP ~ ~ I ~ ~ ~
OLp STRu'~.a u~E ~ SHOULD THEN BE EXCAVATED FOR INSTALLATION OF THE PIPE. _ _ _ ~ ~ +a U1~L'i TERiAL SPECIFICATI N \ I ~ I ~ I / ~ 1:,COLLARS (X2)~~EE DETNL- ° ~
1. THE •36" RCP a 2. IF SEEPAGE OR FLO "w.,, ~ 4• OUTLET BARREL SHALL BE CLASS III ,.CP, W OCCURS IN OR ALONG THE PIPE ALIGNMENTS, ~ i I < I i SHEETPD-2,~~~~, ~ I
MEETING THE RE UIREMENTS OF MODIFIED BELL AND SPIGOT, GROUNDWATER CONTROL WILL BE s ` I Q ASTM C76-LATEST. THE PIPE SHALL HAVE CONFlNED NECESSARY. THIS COULD INJOLVE ~ ~ ~ I 26 241 ~ ~ ~ ~ _ - _ ~ _ i I ?6 ~d' ` ,-ENDW4LL~PER-NCDOJ~STD: 83_8.80 ~ ~ ~
0-RING RUBBER GASKET JOINTS MEETING ASTM C-443-LATEST. THE PIPE PUMPING (OR STP,EAM DNERSION, ETC. DEPENDING ON ~ ` ~ 4 JOINTS SHALL ) " " THE TOPOGRAPHY. ~ I I ?q BE TYPE R-4. SINCE IT IS NECESSARY TO WORK !N A DRY CONDI ` 4 ~ ~ IN .OUT 42 1 V (36 RCP) -;;EC•~42 .00 - ~
MAY 1ION, THIS SITUATION ~ ~ ~ I 3p REQUIRE USE OF LEAN CONCRETE BACKFILL, PLOWABLE FlLL, ETC. TO it ! I d I 43 6 ~ ~ illt. z
2. THE STRUCTURAL DESIGN FOR THE 5'x5' (INTERNAL DIMENSIONS) RISER BOX WITH ESTABLISH SUBGRACE CONDITIONS SUITABLE TOR SOIL TYPE BACKFlLL ~ ~ ~ ? I PLACEMENT. ` 1 4 A EXTENDED BASE SHALL DE BY OTHERS. PRIOR TO ORDERING THE STRUCTURE, THE ¢ , I ~ ~ 2 i ~ 1 ~ ~ ~ \ c ~ ~ 4 4 ~ / ~ ~ VELOCITY. JL,SIPATOR : ~ ~ ~ o
~ ;1 i CONTRACTOR SHALL PROVIDE THE ENGINEER WITH SHOP DRAWINGS, SEALED BY AN P.E. I ~ ~ , tea-- 90 'F 36~~ ~0-p1 C~ R,;, - ~ ~ t NCDOT CL;~5S B ;;RIP RA~~ N f °
REGISTERED IN NORTH CAROLINA, FOR APPROVAL 3. PRIOR TO INSTALLATI(~hl, SUBGRADE CONDITIONS ALONG Ii ~ I 43 `3~ THE SPILLWAY I AI 13 1 ~ -~18'L- X 21'W X ~22",.THICK" ~ ~ ~ (JOIN WRA.PPEU IN o f 4341 ~ ~ ~ ~ ~ GEOTEXTI>~E' FAPRIC~ ~ 1.t1%° - - _ _ W
PIPE SHOULD BE EVALUATED BY THE ON-SITE GEOTECHNICAL ENGI ~ ~ 3. THE RiSER BOX OUTLET STRUCTURE SHALL BE PROVIDED WITH STEPS 16" ON CENTER. ASSESS WHETHER SUffABIE BEARING CONDITIONS EXIST ,1T THE SUBGRADE r't' ~ ~ A 1 43 A l I ~ t ~ ~ a
LEVEL SHOULD SOFT OR OTHERWISE UNSUITABLE CONDITIONS BE ~ 4~0 A3 l STEPS SHALL BE PROVIDED ON THE INNER wALL OF THE RISER BOX. STEPS SHALL BE IN 3, 2 A „
ACCORDANCE WITH NCDOT STD. 840.66. PLEASE REFER TO SHEET PD-2 FOR LOCATION ENCOUNTERED ALONG TFIE PIPE ALIGNMENT, THESE MATERWS SHOULD BE 1 ~ 4? ~3 OF THE RISER STEPS. UNDERCUT AS DIRECTED BY THE GEOTECHNICAL ENGINEER. THE " p~ I ~ $ ~ I 3 'd O,n / ~ ~ ~ r~~ ~
MATERIALS SHALL BE REPLACED WITH AD UNDERCUT ~ ~ I EQUATELY COMPACTED STRUCTURAL `a f I 8 t r \ / _ ~ ~ ~ o
FILL, LEAN CONCRETE Ofi PLOWABLE FILL AS DIRECTED BY THE ON-SITE J r I 4. THE 9'Lx9'Wx27" THICK CONCRETE AKTi-FLOTATION BLOCK SHALL PRECAST AS THE ' " ; GEOTECHNrCAL ENGINEER. - ~Ef' ` ~ ~ ~ \ ~ ~ I r ~i~ ~
EXTENDED BASE OF THE RISER BOX DURING FABRICATION. THE PRECAST BASE SHALL BE ` ~ ~ I I INCLUDED AS PART OF THE SHOP DRAWINGS THAT WILL BE SUBMITTED TO THE ENGINEER r ~~°a I ' 1 ~ 43 ~ ~ ~ ,
4. FlLL MATER " a ~ ~ I I FOR APPROVAL (SEE fTEM 2 ABOVE). IAL ADJACENT TO THE 36 ~ 0-RING OUTLET DArRREL SHALL ,r 1 '0 ~ ~ ~ N 0 432 ~ ~ ~ ~ l ~ \ ~ , . a~L. ~ A
MEET THE SPECIFlCATTONS LISTED IN ITEMS 1 x'4.3`+ ~ ~ i i ' THROUGH 3 IN THE SECTION ~ ~ I ( I I 5. THE RISER BOX JOINT DESIGN SHALL CONFORM TO ASTM C-478, THE JOINTS SHALL TiTLEDBERM SOIL & COMPACTION SPECIFlCATIONS." THE CONTRACTOR SHALL C~` 1'"' i 434 ~ ~ ~
PAY SPECIAL ATTENTION TO THE COMPACTION EFFORTS ALONG THE PIPE i~„r % J BE SEALED USING BUTYL RUBBER SEALANT CONFORMING TO ASTM-990. THE CONTRACTOR TO ~ I I
SHALL PARGE JOINTS ON BOTH THE INSIDE AND OUTSIDE WITH NON-SHRINK GROUT. ENSURE THAT ALL SPACES UNDER AND ADJACENT TO THE PIPE ARE FILLED / ~ J I WITH PROPERLY COMPACTED MATERIAL. ,t ~ ~ ~ ~ ~ ' ! 43 ~ ~ 1 ~ N
•,~~y I l ~ ~t I I 1 6. THE PRECAST RISER BOX STRUCiUPE SHALL HAVE A SHIPPING WEIGHT OF 37,000 LBS. ~ ~ / / 4 t~I ~ fl~ ! ~ N
THE STRUCTURE WEIGHT SHALL BE THE SHIPPING WEIGHT AND SHALL BE DETERMIN ?t+~, w~t~ " ~ I t 1 r ~ I 432 ~ 1 tr ~ ~ ~ - a ~ 1 \ ~ i - r 430 ~ ` ~ ~ t ~
SUBTRACTfNG THE WEIGHT OF THE FACTORY ~ ~ ~L' ~.71ii~ ' i I 1 BLOCKOUTS FROM THE GROSS STRUCTU G OF THE E ~ I WEIGHT. THIS INFORMA ~ J ~ I 1TON SHALL BE SHOWN ON THE SHOP DRAWINGS SUBMITTED 10 THE 1 / `a~~~ f,, - I I I
ENGINEER FOR APPROVAL TESTING OF THE NEW FlLL MATERIALS SHALL BE PERFORMED TO VERIFY ;,~C~ e ~ 1 l i
THAT THE RECOMM r. ~ I ENDED LEVEL OF COMPACTION IS ACHIEVED DURING ~ 1''•,. I I, i 7. PRIOR TO OKUERING, THE CON~r~~:aT~7R SHALL 51JRi~R CONSTRUCTION. THERffORE, ONG DENSITY a ~ ~ ~ i 426 ~ ~ Op ~ / ~ _ _ _ _ - ~
A'. RACK SHOP DRAWINGS TEST SHALL BE ERFORMED FOR ~ : I ~ ~ ~ ~ TO THE ENGINEER FOR APPROVAL. CONTRACTOR SHALL EiV~uF~.. ';HAT AN ACCESS HATCH EVERY 2 TO SQUARE FEET OF AREA FOR EVERY LIFT OF FlLL 43~ ~ ~ 1 ~ I ~ 4 ! 9 d~
IS PROVIDED WITHIN THE TRASH RACK (SEE DETAIL FOR LOCATION) THAT WILL ALLOW FOR ` ~ 2. TESTING WILL BE (~QUIREO ALONG THE 36" 0-R~IG OUTLET I \ FUTURE MAINTENANCE ACCESS. CONTRACTOR SHALL ALSO PROVIDE A CHAIN AND LOCK BARREL AT ~ y ~ ~
FOR SECURING THE ACCESS HATCH. A FR1~tJENCY ~ ONE 7E1ST PER ~LS °OF PiPE PER VERTICAL FOOT ~ ~ ` 1 I ` ~ Z~
~ I \ 1, ~''r~ I i n ~ 1 ~ ~ 1 43 / ~ ~ 1 / ~ i _
8. ALL POURED CONCRETE SHALL BE MINIMUM 3000 PSI (28 DAY) UNLESS OTHERWISE '~r1 f I Y~"" ~ NOTED. ~i~ll~l ~7~/Lit~l ~ \ / \ ,s'~ 1 I r 1 / / 1 ~ ~ ~ - _ r / 1 ~ ~ / \ ~
G SCHEDULE 6 , ~ ~ ~ ~ 1 1 ~ 1 -
1 ll 9. GEOTEXTILE FABRIC FOR THE 36-INCH OUTLET BARREL JOINTS SHALL BE AMOCO STYLE ~ ~ DALE ~1NG MAQURE APPLICATION A1F I 4553 POLYPROPYLENE NON-WOVEN NEEDLE PUNCHED OR APPrOVED EQUAL (NON-WOVEN , I / / 43 - Q I 2 / _ \ ~ ~
FABRIC) JAN 1 -MAY 1 120 LBS/AC ~ 1 ~ 1 1 , RYE (GRAIN) ~;;t l ~ ~ ~ 11 l 1 a~ RISER OUTLET STRUCTUREr ~ ~ ~ ' ~ ~ 43 / ' ~ ~ - - W SHAPE =SQUARE I 0 \ Z
~ ~ INTERNAL DIMENSIONS 5 FT. x FT. / ~ ` - ~ ~ - - - ~ ~ e
KOBE LESPEDEZA 50 LBS/AC ~ 1 ~ ~I 10. STORMWATER POND EMERGENCY DRAWDOWN IS VIA AN 8"0 PLUG VALVE. THE VALVE ' 438 ~ ~ \ SHALL BEAM&H STYLE 820 X-CENTRIC VALVE OR APPROVED EQUAL. THIS VALVE IS IN MAY 1 -AUG 15 GERMAN MILLET ~ LBS/AC ~ 1 ~ ~DIMENi 1 ~ ~ ~ I TOP OF ISER =430.601 I 1 _ _ _ ~ p 1 I N.W.S.E. 4c6.00 I ~ 438 -
ACCORDANCE WIIN AWWA C-504 SEC. 5.5, AND SHALL BE OPERABLE FROM TOP OF 1 ~ ' 1 FQREBAY \ 1 \ I 1 I ~ _ 436 - - INVERT 0 (36"0 0-RIN RCP) ~ 423.00 I 4?g
OUTLET STRUCTURE VIP AUG 15 - UEC 30 RYE (GRAIN) 20 LBS/AC ` ~ \ \ A HANDWHEEL (SEE DETAIL). THE CONTRACTOR SHALL PROVIDE A ~ 1 ~ ~ ~ \ ~ ~ - 43 ~ ~ I I t - 42-- 4 \ I I ~ ~ ~ - - - - - 432
REMOVEABLE VALVE WRENCH WITH A HANDWHEEL ON TOP FOR OPERATION OF THE 8"~ SOIL AMENDMENTS ~ ~ ~ .N 1 ~ ~ PLUG VALVE. A CHAIN AND LOCK SHALL ALSO BE PROVIDED FOR SECURING THE WRENCH F 1 i ~ - _ - _ ~ I w / 423\ 4~. ~ -
OLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/AC GROUND t 1 ~ TO THE TRASH RACK. ~ RICULTURE LIMESTONE AND 750 LB/AC 10-10-10 FER71UZER (FROM AUG ~ 1 ~ ! I / / I \ 4y~'
11. PRIOR TO ORDERING OR INSTAt.LAIION, CONTRACTOR SHALL PROVIDE THE ENGINEER 15 -DEC 30, INCREASE 10-10-10 fERT1LIZER TO 1000 L9/AC}, ~ \ 1 1 ~ 1 I 1 ~ / SEDIMENT ~ ~ 428 I 1 / FOREBAY
WITH RETAINING WALL SHOP DRAWINGS FOR APPROVAL. THE SHOP DRAWINGS SHALL BE \ 1 I 1 / _ - - _ ~ / _ ~ ~ / ~ ~ _
SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN NORTH CAROLINA. ~,3a 1 ~ ~ 1 \ APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NEiT1NG, ` I
OR A MULCH AN~IORING TOOL A DISK WtT~i BLADES SET NEARLY ~ ~ ` I 12. THE 12"0 D1P OUTLET PIPE SHALL BE CAPPED WiTH A METAL STRAI ORIFCE PLATE. THE GHT CAN ~ ~ 1 I , 1 -J - ~ ,rte ~
PLATE SHALL BE 18"x18"x1 2" GALVANIZED ANDS BE USED AS A MULCH ANCHORING TOOL \ ~ ~ _ / ( ) HALL HAVE A 3 0 ORIFICE AT THE 1 t / ~
\ ~ ~ ~ TTOM. PLEASE REFER TO DETAIL SHE -3 FOR ADDITIONAL INFORMATION. ~ 1 y
1 ~ ~1 1 t ~ l i' ~ 1 1 ~
SEEDBED 1 - AuG 15: REFERTILIZE IF GROWt1I IS NOT FULLY ADEQUATE. 1 ~ ~ ~ PREPARATION RESEED, fiffER11UZE AWO MU ~ ~ ` ~ t ~ LCH IMMEDIATELY ~ 1 ~ j ` 1 ~ - ' ~ I t ~
1.) CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE FOLLOWING EROSION OR OTIJER DAMAGE. ` ~ ~ SOILCNII ` ~ 0 D T DNS, IF AVAILABLE. AUG 15 -DEC 30: REPAIR AND REFER7ILIZE DAMAGED AR 1 t 1 ~ t A
2.) RIP THE ENTIRE AREA TO 6 INCHES DEPTH. EAS IMMEDIATELY. ~ s TOP DRESS WITH 50 l.8/AC OF NITROGEN IN MARCH. 1 1 ~ 1 ~
3.) REMOVE ALL LOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE IF R IS NECESSARY TO EXTEND d TEL PORARY COVER BEYOND 1 n ~ REASONABLY SN.OOTH AND UNIFORM. JUNE 15, OVERSEED WITH 50 lB/AC KOBE LESPc"DEZA IN 1 I 1 /
4.) APPLY AGRICULTUkAL LIME, FERTILIZER, AND SUPERPHOSPHATE UNIFORMLY AND MIX LATE FEBRUARY OR EARLY MARCH. ~ \ 1 1 1 I } ~ /
WITH SOIL ~ ~ ' 1 ~ (SEE BELOW Nom; USE 1HE TEMPORARY SEEDING SCHEDULE CNLY Vh'HEN DATE I5 ` ~ ~ I I ~
_ NOT CORRECT TO , t ~1 +00 5.) CONTINUE TILL4GE UNTIL A WELL PULVERIZED, FIRM kEASONABLY UNIFORM SEEDBED USE THE PERMANENT SEEDING SCHEDULE , I 1 ~ ~ IS PREPARED 4 TO 6 INCHES DEEP. 1 1 ~ ~ ~ I I 1 A ~ 0 1 1 / -
6.) ..EED ON A FRESHLY PREPARED SEEDBED AND COVER F ~ • l~ 1 3 J l ~ I 1 + ~ _ /
SEED , 7.) MULCH IMMEDIATELY AFTER SEEDING A ING SCHEDULE l- • ~ ND ANCHOR MULCH. a_.__ ~ ~ ~I ' ~ ' , f r , 14 Op
8.) INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS I ~ tx • WITHIN THE P ~ ~ / A r ~ ! / r A I ~ , , ~
LANIING SEASON, IF POSSIBLE. IF STAND SHOULD 9 R - : ":f 1 E OVE 60% DAMAGED, ~ DATE SEEDING MI R APPLICATION RATS ` ~ 1 1 REESTABLISH FOLLOWING ORIGINAL LIME, FERTILIZER AND SEEDING 1 ~ • • ~ I RATES. SEED LIGHTLY 1 ~ ! ~ I
AUG 25 -OCT. (BESn TALL FESCUE 200 LSS/AC I ~ • I WITH SEEDING EQUIPMENT OR CULTIPACK AFTER SEEDING. \ ~ , i 1 t I i I ! l I r 1 1 i l
' 9.) CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT AND FERTILIZATION FEB. -APR 15 POSSIBLE ~ • • 1 • AFTER PERMANENT CO ( ) ~ VER IS ESTABLISHED. 1 ~ ~ , I I 1 ~ 1 ~ 1 iii _ r
SOIL AMF1rVDMENi'S ~ • 1 ~ l1 ~ ~ r 1 I ! / I ~t I
~ See seasonal application schedule ~ 1 APPLY LIME MID FQiTIUZER ACCORDING TO SOIL TESTS, OR APPLY 4000 LB ACRE ~ ~ • • • •I • • • ~ l ~ I / ! r ~ I /
GROUND AGRK~ILTLIRAL LIMESTONE AN / h ~ 4 ~ I 1~ • , D 1000 LD AC RE 10-10-10 FERTILIZER. I I t_ ~ . 1_ . W..~ t ~ I ! 1' I
i ~ q, ~ ~ t ~ 1' ~ APPLY 4000 LB AC STRAW. ANCH I' i / oR STRAW BY TACKING WIT!i ASPHA ~ o ~ ! 1 ..._._.e, ~ ~ I~ ~ J I J~ l
OR A MULJCH ANCHORING LT, NEf11NG, \ ~ ` , I R AINING WALT ' TOOL A DISK W(fH BLADES 5ET NEA R~TAINING WALL (DESIGN BY I ~ ~ ~ ~ ! I ! ~ I
BE USED AS A MULCH A RLY STRAIGHT CAN ~ ' I I 0 ERS - NCHORING TOOL ~ I ) S~ l.' ~ ~ U DER OUTLET' 0 ERS) - SSE NOTE # 11 ~ ~ 1• I 1 r ~ ~ a li r w I ! / r r d U DER OUTLET' STRUCTURE f I 1 ~ ~ ~ ~ r ~ ! ~
~ • I ~ ERIAL SPEC T I I ~1 ERIAL SPECIFICATIONS 1 I I ~ ~ I f ~
INSPECT AND REPAIR MULCH FREQUENTLY, REFERITUZE IN LATE WINTEk OF THE
FOLLOWING YEAR; USE SOIL TESTS OR APPLY 150 LB/ACRE 10-10-10. MOW
REGULARLY TO A HEIGHT OF 2-4 INCHES. WATER ' ~/~y*~ UALr1Y DEI~NTIQN EARTHEN FOREBAY BERMS TO BE rV1,L rL[~i~ YI~iYY (
NURSE PL!N?S COMPACTED TO THE SAME ~ ~ "-30' SPECIFlCATI
BETWEEN MAY 1 AND AUG. 15, ADD 15 LB/ACRE SUDANGRASS OR 10 LB/ACRE ONS AS THE DAM EMBANKMENT) PLcASE REFER TO PROJECT N0. MDL-O5000
GERMAN MILLET. BffORE MAY 1, OR AFTER AUG. 15, ADD 40 LB/ACRE RYE (GRAIN . ITEM 3 UNDER "BERM SOiI AND
N9IEc PERMANENT SEEDING SCHEDULE LS FOR EXTER'OR SLOPE S OF THE BASIN TOP ~5 SP COMPACTION SPECiFlCATIONS" FOR 1'05000-PDI.DWC
of 146 THE BERM, AND BASM FLOOR. ADDITIONAL INFORMATION, DESIGNED BY. BRF
~ APFR~IV~'11
STAT MM OF MSFONSIBAY. TOWN OF (CaG3Y PRINT GATE DRAWN BY: BRF SCALE: NTS
ALL REQUIRED MAINTENANCE AND INSPECTIONS OF THIS FACILITY SHALL BE 2006 FEB 3 DATE:
THE RESPONSIBILITY OF THE PROPERTY OWNER'S ASSOCIATION, PER THE Approved b y Date EXECUTED OPERATION AND MAINTENANCE AGREEMENT FOR THIS FACILITY. Plann E 1-27-2006 GRAPHIC SCALE ®
in9 Date 0. Inc. 30 0 15 30 60 SHEET NO. McAdams C , The John R. ,
En9 ineerin9_ Date `x
1 inch = 30 ft. a:
r G- !I M PRELIMINARY DRAWING N E Cr~~!t.
NOT RELEASED FOR CONSTRUCTION

TOP OF HANDWHEEL TO EXTEND 1-FOOT APPROXIMATE LOCATION
ABOVE TRASH RACK OF EXISTING GROUND
10 FT. WIDE MINIMUM
TRASH RACK COMPACTED BERM
SEE DETAIL CONCRETE COLLAR (TO BE CONSTRUCTED iN SECTION (SEE FILL ( ) THE FIELD BY THE CONTRACTOR - StE SPECIFICATIONS ON
TOP OF DAM = EL. 434.00 DETAIL) SHEET PD-1)
~ ~
ENDWALL PER NCDOT ~ ~ p
1.5 FT OF 3 - - _ - - 1 STD. 838.80 O U ~ ~ ~
TOP OF RISER = EL. 430.60 COVER (MIN.) 1 - - - ~ I I - - - - - W ~ I
1 - -III II - - a ~ ~ Iii ~ O - ~
1.5 FT OF - -5 FT. MIN. ~ - - 1 ) = 1 COVER (MIN.) - - - _ INV. OUT 422.00 ~ ~ ~ _ ~ a ~
o - - - - 1 ~ - a a
- - - - - - - I h - - I ~ ~I ~ - - w ~4 w N
- d~. - ~ ~ J11- - r '
e =1 ~ ~ o I ~ ~ o 0
a xoo ~ H ~r ~
5 FT. MIN. ~ ~ ~I
TOP OF RISER = EL. 423.00 ~ 90 LF 36"4 0-RING RCP ®1.11 ~ RCP ®1.11 ~ FLOW ~ ~ ~ Qi x ra„R W U ~C cD
a • - ® r~ w x o ~ ~ ~ Z d'W~
~ d o , ~
'I z w
KEY TRENCH (5EE BERM SOIL )IL
& COMPACTION ,``puurrrrrre
SPECIFICATIONS) VELOCITY DISSIPATOR •
8" PLUG VALVE. THE VALVE NCDOT CLASS 'B' or '1' RIP RAP Q: ~ lD'•., y
SHALL BEAM&H STYLE 820 NON-WOVEN GE01EX11LE CONCRETE ANTI-SEEP COLLARS (X2) X-CENTRIC VALVE OR FABRIC SHALL BE PLACED COLLARS SHALL BE SPACED ALONG 24'L X 27'W X 22" THICK ~ ~ '
APPROVED EQUAL. THIS VALVE AROUND EACH JOIM' OF THE THE FIRST 60-FT OF THE OUTLET
SHALL BE IN ACCORDANCE 36" 0-RING RCP BARREL IN BARREL (LENGTH BENEATH FILL WITH AWWA C-504 SEC. 5.5, 2' WIDE STRIPS CENTERED ON SECTIONS) AT 20 FT. O.C. (SEE 76 • '°.F R•:'
AND SHALL BE OPERABLE JOINT. DETAIL) NE`s.:
FROM TOP OF OUTLET STRUCTURE VIA A HANDWHEEL 9 F ,o
PERMANEI~Pf DAM CROSS SECTION AT 0~ BAS grrhn Ru'~~~0
N.T,S. CLET BARREL
NOTES:
1.5' 6.0' 1.5' 1. ALL REBAR TO BE 4 REBAR.
2. ALL REBAR AND ANGLES TO BE GALVANIZED AND BE PROVIDED WfTH AN EPOX' COATING. WfTH AN EPOXY 8.31' 1.0'
_ a - - 3. THE HOT-DIPPED, GALVANIZED 2"x2"x1/4" ANGLES SHALL BE WELDED TO THE NEEDED TO THE REBAR
' ; . • ~ : ' 'o' TRASH RACK. ONCE WELDED THE ENTIRE ASS MB Y SHALL BE PLACED ONTO PLACED ONTO THE •d-.•.'•.•. : :
9 ; ; . . - MANHOLE RISER wffH ANGLES SITTING DIRECTLY ON TOP OF RISER. • tISER• _ , •.A r • •1 •d 1 ° d , 1. • - .f d. v
::a..•~ •.'•:.~~•M?N.'hROJECTIOf;1•=`226'~•FT<. r~ 2.26' ~ : a
• ~d ~ d 1 •.1.• 1 -
• . . .i d. .1• NOTES, 11.9 LF ':.a ; ~r : 1: d ..a - •
. a:' . 2x2 xt/4 ` , - ~ ~ • . 1 • • . 1. CONCRETE FOR COLLARS SHALL BE 3000 PSI (MIN.) 28 DAY ~ ~
ANGLE . • ~ ~ ° • STRENGTH. • 1 .~d . O
' 36" 0-RING
' ' RCP 9.0' 6.0' D • 2. COLLARS SHALL BE CONNECTED TO THE 36 O-RENG RCP 4°J:TH ~ ' " • ~ ' A WATER TIGHT JOINT.
• • FLOW ~ d , • 36 0-RING W 8.31 ~ 1 45.5 • • ..9- ~ : d RCP • • ~ : • : d : • 3. COLLARS SHALL BE SPACED ALONG THE FIRST 60-FT OF THE
.d • e.. • ' 1 • : • OUTLET BARREL LENGTH BENEATH FILL SECTIONS AT 20 FT
• ' ' 8.4' 6.3' 4.2' . • • ~ ( ) . O.C.
~ d• , ai . e • • 4. ANTI-SEEP COLLARS SHALL BE PLACED A MINIMUM OF 2 FT O ' ~ FROM PIPE JOINTS. ~
- ' y. ' 1 d J . 1. : : d ~ • ' G i
a , a
• :d: ~ ' . , ~ CONCRETE COLLAR (TO 1.5' : ~ ° ' " : • ' • . • ; BE CONSTRUCTED IN
d;r d , THE FlELD BY THE .a 1~•d 2.26' w • i . !1 1•
'd• CONTRACTOR.- SEE ' d 1' ~ 1 , •..4 • 4' .1. i•.
DETAIL) _ o~
A
CONTRACTOR SHALL PROVIDE STEPS IN ACCORDANCE IMITH H
NCDOT STD. 8 66. STEPS
SHALL BE PLA ,4 AT 16' O.C. 1.05' coNCRETE ~ sEEP co~.LAR DEIi~IL o~ N.rs. x o~
8.4' 11 A LF
TOP OF HANDWHEEL TO EXiD~D CONTRACTOR SHALL PROVIDE 2"x2"x1/4" P~iM/WENf SOIL INSTALL LEVEL AND ~
1-FOOT ABOVE TRASH ~,q( STEPS IN ACCORDANCE WITH ANGLE THE BOLD LINETYPE DENOTES FABRICATED HINGES NCDOT STD. 840.66. STEPS THE ACCESS HATCH TO BE ACCESS HATCH IRICATED HINGES FOR THE REINFORCE~IENi ~ HATCH WITH NATURAL GROUND. ~
SHALL BE PLACED AT 16° O.C. PROVIDED BY THE TRASH RACK F 8 (SEE NOTE) NGTES:
FABRICATOR SEE ~ 7 - 2'1, ( ~ 6.0' 'OUTLET STRUCTURE IAATERUU. ~ ~ ~ „ r W
SPECIFICATIONS' 12 m DIP OUTLET 4 FT. 1. RIP RAP LINER SHALL BE Z O UNDERLAIN WITri MIRAFI " ~
5.0' f- (RIP RAP IN BASIN NOT FILTERWEAVE 700 OR APPROVED 6 O
TOP OF RISER = EL X30.60 SHOWN FOR CLARITY) EQUIVALENT. 2.0'
11.9 LF FLOW ~ 2. PERMANENT SOIL „ - 3.75 ~ 7.75 Ff. 15.75 FT. RE-INFORCEMENT MATTING SHALL ~ ~ GRADE 8
2"x2"xt/4" ANGLE M STAINLESS STEEL BE tANDLOK TRM 450 OR CON R
. ' ~ 4" SOLID BRICK (BY GUIDE STEM OTHERS) APPROVED EQUNALENT. C ETE LAG
„ 6" MIN. WALL NOTE: BRICK SHALL 1,0' SQUARE PREFORMED SCREW SCOUR HOLE {PSH) 3. BOTH THC RIP RAP o
4 (TYP.) THICKNESS - . LAY TIGHT AGAINST 4 FT. UNDERLJNER AND THE tANDLOK
(IYP.) PRECAST STRUCTUR WITH NO VOID SPACE 0.3 1.05' 1.05 1.05 1.05 1.05 1.05 TRM 450 SHALL BE INSTALLED ' 1.05' 0.3' PER MANUF 12" X 4" X
BETWEEN 4'°` ACTURER S SEED WITH NATIVE 7.75 FT. 4 FT. SPECIFlCATIONS. o GALVANIZED STEEL
• . • 6.9' GRASSES AT STRAP {4 PER
. ~ o ~ INSTALLATION. 11.75 FT. ~ RISER JOllv'T )
• < 7.60' a CONCRETE COLLAR (TO ~4 REBAR TRASH RACK (ABOVE) ri~~ ~ 3.0"
BE CONSTRUCTED IN 12"~ DIP 4 FT.
• ° ••"d THE FlELD BY THE ANCHOR TRASH RACK TO MANHOLE WALL CONTRACTOR -SEE WITH FOUR EQUALLY SPACED HOT-DIPPED ILL FlLL SLOPE
r 9.85 DETAIL ) GALVANIZED STEEL CLAMPS. EACH CLAMP PED t Fi. MP ~pyy -.r? 2:1 2:1 " NATURAL
ATTACHED TO MANHOLE RISER BY GROUND
` ~ 2-4"xt/4" CONCRETE ANCHOR BOLTS EACH CLAMP TO BE COATED W/ AN EPOXY EACH ~ o LEVEL SPREADER RIP RAP LINER W/ 1
d COALING. SCO~ HOLE FlLTER FABRIC (SEE TUCK ~
~'-2" 36" 0-RING ° RCP (TYP.) TRASH RACK DKTAIL ~~*~r NOTES) 3.75' ERMANENT SOIL ~
° p I~E~`[fJliw7 NCDOT CLASS 'A' RIP REINFORCCMENT RISER J®Il~T ~oN~®N D~Tt~, MS RAP -9" THICK MATTING (PSRM) N.T.S.
N.T.S. INVERT = EL. 423.00 SIDE VIEW
„ ~
' • ~ • Y • r'~ • PRECASTER SHALL NOTES: 4 SOLID BRICK {BY OTHERS) NOTE: BRICK SHALL LAY TIGHT • 1. ALL REBAR TO BE #4 REBAR. r~
» d- .'.a:.. ~ PROVI E A BLOC 3" ANCHOR DEPTH AGAINST PRECASR STRUCTURE
27 : , ; d•. 2.25 • ~ a- D " K OUT „ 'd' " •d• d' ~ ~ ' Q FOR THE 36~ 0-RING 3 „ WfTH NO VOID SPACE BETWEEN ';i 3 CLEARANCE TO
~ a . • • ; . • • ' •P' RCP CLEARANCE ~ . , . • • . . b• • • TO OUTSIDE ~ OUTSIDE OF 4 ~ ~ REBAR) PF<ECAST
.d• OF ~4 STRUCTURE WAL_
REBAR) 1' DEPTH
M -3" CLEARANCE T 3" CLEARANCE TO
36' 0-RING RCP 8" PLUG VALVE. THE VALVE OUTSIDE OF ~4. SHALL BEAM&H STYLE 820 REBAR OUTSIDE OF ~4 3000 F51 CONCRETE COLLAR REBAR (MIN. 28 DAY STRENGTH)
0 8"~ DIP DRAIN PIPE . X-CENTRIC VALVE OR N CONTRACTOR SHALL CORE-DRILL THE HOLE a •
N " APPROVED EQUAL THIS VALVE a • • • •e • • FOR THE 8 4 DIP PIPE IN THE FlELD, SHALL BE IN ACCORDANCE :•r 1 . ~ • ~ d • 3" CLEARANCE TO a F~4 d . ' OUTSIDE OF `4
PRECASTER SHALL OMIT REINFORCEMENT IN WITH AWWA C-504 SEC. 5.5, ~ ; , : • ~ . ,d #4 REBAR ANCHORS. ~ ' CONTRACTOR SHALL REBAR)
3 THIS AREA AND SHALL BE OPERAS ~d .0 ~ a d , ' DRILL INTO PRECA5i 5.5" CENTER 0
CONTRACTORS FROM TOP OF OUTLET ' o HALL SEAL TH>= PIPE STRUCTURE VIA A HAND ~ ' ' •d 4 PENETRATION USING A RUBBER BOOT AND WHEEL 4.4 ' , . STRUCTURE WALL ND T • .d A • d CENTER SET ANCHORS USING
°a STAINLESS STE0. HARDWARE EPXXY GROUT „
~ : 36" 0-RING J 0_~~ ~ 5.2 36 0-RING _ a ' ~ RCP ~
~ RCP O ' PERMANENT OUTLET DETAiGS ; • RCP • GROUT INSIDE OF PROJECT N6, Ci7(-04020
m N.T.S. . - ~ J. 'd. C •d°•° - . , ..STRUCTURE AROUND d
N PIPE TO FILL ALL VOIDS CTX04 - 020 PD5
0 1.0' 05-SP-146 12" ANCHOR DEPTH nEStcNEn HY: BRF
~ ~ _ ~ I nRa~N sY: BRF
APPR(IVFn
i
E TOWN OF CARY N PRECAST BASE SECTION SCE; NTS
0 0 DAB: 1-27-2006
Approved by Date 5.2' 4.6' 4 4.6' " #4 REBAR ANCHORS. SiiEET NO. 3 CLEARANCE TO CONTRACTOR SHALL DRILL INTO
Planning Date OUTSIDE OF #4 PRECAST BASE AND SET
Engineering- Date a REBAR) ANCHORS USING "tPXOY GROUT
N CONCRETE COLLAR DETAIL
U N O FOR ADAMS N.T.S. PRELIMINARY DRAWING - NOT ~IJLE~1a~SE ,U FOR CONSTRUCTION
d
X

NCDDT STD. NCDOT STD.
A~LESTEPS SHALL PROTRUDE 4' FROM INSIDE FAC O~ 838,80 HEA E OF STRUCTURE WALL, 838,80 HEADWALL COOT CLASS "B" RIP-RAP "
STEPS DIFFERING IN DIMENSIONS, CONFIGURATION DR MATERIALS FROM THOSE SHAWN MAY ALSD BE USED PROVIDED THE CONTRACTOR HAS FURNISHED THE ENGINEER WITH DETAILS OF THE PROPOSED STEPS AND HAS RECEIVED WRITTEN APPROVAL FROM THE ENGINEER FOR THE USE OF SUCH STEPS. QI-3 36" 0-RING RCP 24'Lx2TWx22"THICK 3 8 '~j / ZING RCP

1' oaa~Z A A A
1' ~ WQZ~=
a aUC!O~~i a N~~ZJ 12'DIA. V ~ ~
• ~ DIP . tx O 27' NOTES: O O
n Z ,-a _ E- ~ U e}~ _ 1-•i W Z I
PLAN ~ W Q PLAN m SIDE ~ ti SIDE ~ 1. ANTI-SEEP COLLARS (X2) SHALL BE 3/8" „ ~ rn
ELEVATION ELEVATION ~ " _ STEEL PLATE a ~ O ` ~
L o ~ 9 -0 WIDE- - 2. STEEL COLLARS X ~ ~ (2) SHALL BE CONNECTED \ ~
14 / ' CAST IRON IW- lz TO 12" DIP WITH A WATER TIGHT JOINT. ~ p,~
~ r-o' NCDOT STD. CAST IRON ELEVATION ~ 838.8D HEADWALL STD. o x 24' ~ W HEADWA n ~l N 3. COLLARS (X2) SHALL BE SPACED ALONG ~ Z
ELEVATION 3 W . " W C7 pj,,9y BARREL AT 20 -0 ON CENTER
a~ . ~ o°o
13!!6' Ga I-- A U 36" 0-RIB 4. ANTI-SEEP COLLARS (X2) SHALL BE PLACED a ~ O O - 2.26 MIN. PROJECTION A MINIMUM OF 2' FROM PIPE JOINTS. O \ H ~
1' 81R' m 11/4' q6 BAR OR ~ ~ 36" 0 RING ~ I RCP 5, ASP ~ ~ ~ x
n m N8 3AR ¢ ~ RCP a ~ ]/4' a GALV'D. Z HALTiC COATING SHALL BE REMOVED FROM W U ~ O " THE AREA WHERE THE SEEP COLLAR Wltl BE W ~ O
i l~l_ I I~ I I=1 -III- ~~~1 22" LAYER OF Gq I ~ I~ I I I I-1 I I_ WELDED WITH A SOLVENT WASH OR WITH A ~ w - I H I1=1 I-1 I I _ = _ - CLASS 'B' RIP-RAP TORCH. THE SEEP CO ~ • rn
n ~ W = i I=I ~ I=~ I 7- ~ .IL.. ~~~I-. LLAR LOCATION SHOLLD th . II,.,11~11-11-11 -I I _ "FILTER BLANKET THEN BEG ~ ~ O
I = v2' SIDE SIDE ~ 7 RINDED TO BRIGHT METAL PRIOR TO Z W . ~ =1 ICI I1,=I ~ I~III~ l l~1 - 1- r ANY WELDING. W a a
1/B' r " a ELEVATION PLAN ELEVATION ~ 2'blA. SECTION A-A D!F 6. UPON COMPL'r1TON OF WELDING STEEL SEEP „uu
~ ~ n COMPOSITE Z ~ W " FLTER BLANKET COLLARS 70 12" DIP, THE STEEL SEEP COL!ARS ,
A3 DEFORMED M REINFORCING STEEL Q A FfLTER BLANKET IS 1/4' STEEL RoD BETWEEN THE RIPRAF .TER BlA SEE NOTE SHALL BE SPRAYED WITH A, GALVANIZED e``~ NKET IS TO BE INSTALLED ( ) COA°ING. !~L•,,.
NOTE. THE FILTER BLANKET EEN THE RIPRAP AND SOIL FOUNDATION. ~ ~ y ti :9 .
ELEVATION SECTION A-A 12' NOT TO BF. USED IN BEET 1 OF SANITARY SEWER MANHOLES, 1 MINIMUM 4" THICK L~ FILTER BLANKET WILL CONSIST OF A ; ~ UM 4" THICK LAYER OF STONE NCDOT d~~
ELEVATION ac}0,66 5 # 7) UNDERLAIN WfTI ( ~ UNDERLAIN WfTH MIRAFI FILTER WEAVE 700 4 6
OR APPROVED EQUIVf PPROVED EQUIVALENT
.~~a '•~~INE~~ .~9 ~
tYJf[711~ ~ QU u1~I NANCE ACCESS STEPS 0~ SAR~tEL VELOCITY DI IP F SS ATOR o~ ~ . , STEEL A11T1T-SEEP COLLAR
N.T.S. R IZ Dt°~ N.T.S. N.T.S.
i i
THE LOCATION OF TFiE DEBRIS RACK HOLDER MAY BE ADJUSTED FOR VARIABLE CONDITIONS. SWM•DR i
WFEN THE HOLDER BOLT IS LOCATED ON THE LETAL PLATE THE 'Iz" DIR. 00LT LENGTH IS TO BE SHORTENED TO 11b" PND YIELDED TO THE PLATE. I
DEBRIS RACY HOLDER AND ALL. HARDWARE IS TO BE CALVANQLU. 3.0'
%z""4" ADHESNE BOLT, (41 %z"x4" ADHESNE BOLTS, SEIf-LOCNNC HEX.NUi, SL1F LOCKING HEX. NUTS, FLAT WASHER. FLAT WASHERS
I%z" VAR 0.2' 2.8'
4 2~i" }'~'OIA I'--"I 2 2" Z~~' HOCE
~2'xl'/i' iV 00LT 1 0 0
I/~. n - ME7AL ~ j WATER 4" ~
PLATE R ~ ' ' 4„I I QUALM Y z e e O e - • ~
_ ORIFICE. ~d 1'/d' i I ~ a'• .4 a. d.,a d; .•a e
510E VIEW OF BOLT WELDED FRONT VIEW aL (N LxA _ n a a N
ON TO UETAL PLATE iv HOLES SIDE VIEW DEBRIS RACK HOLDER SWM DAM METAL PLATE DETAIL .e d a a W ,d e i ••a
d .e•e ed , e• 9 . d• A •
PURPOSE OF THIS UNIT LS TO ALLLW DEBRLS iNOT CALVAM2ED> 70 FLDAT ABOVE OE8A15 RACK MA TO -~I e, . e -*--FLOW 12"4 DIP e d • . ° . 2.1' '
CLOGGING OF THE WATER QUALITY ORFN:E. ~(E UNIT TD BE CONSTRIICTEO DF WELDED ~ a . ' e ' 2.8 . y. d-i ° ~
J ~/e" DUL BARS -NOT CALVM?2E0. 7`~TO DE ATTACHED WITH HNGE AS SNOWN OR ~ _ a-• ,-e`a• < LLB-4-LY~`L!].LL7NtLYlb • ' ~ THE TRASH GUARD FOR THE ORIFICE O
APPROVED DY THE ENgNEER. ~ CONTRACTOR I4AY SU9S11TUTE COYPARABLE • ` . ' ~ ' ~ PLATE IS NOT SHOWN ON THIS DETAIL L` , . .
DESIGN AS APPROVED BY THE ENGNEQi. COST TO RE lKxWED N PRE l?D FOR SWM OALI OA SYIIe ORAYUY~ STRUCTURE. .~e. ~ • " ~ a BE F~ FOR CLARITY. A TRASH GUARD SHALL ~ • `d• N • ~ • . ~ PROVIDED PER VDOT STD, 116.05 ~
TOP VIEW CONCH SWM DAU ROUND OR SQUARE 12" MAX. e'• • a•. d e
© 6" NN. OPENNC THROUGH 70P T0 0E HNGED TO ALLDW SWM DAM..- -~d • ' - e :a ' • e
ACCESS TO WATER GUALITY ORIFICE ISfE HOLDER DETAIL ABOVE: ~~E ® 0 e 4" n
a' THIc A 4' THICK CONCRETE
o ~ D .y ~ BASE BASE {MIN 28 DAY
~Jg" OIA BARS ~ ~ - ~ Z I STRENG' ~ Nor cALVAARZFA STRENGTH = 3000 PSI) ~
i 1 I " " " O f") 1a x 1a x~ " z~
pl Ip BOTTOM OF BASIN ~VAP1~p 4 BRICK ENDWALL
1---__--I ORIFICE PLATE WITH 3"4 (BY OTHERS) ORIFICE AT EL. 428.0
OETAII FOR METAL PLATE AND WATER QUALITY ORIFIC SIDE VIEW OF SWh1
L E DAM WITH DEBRIS r-ay~" A0N' ~5" W' TYPICAL SWM DAM U PLAN VIEW rz Q
18" X 18" X W GALVANIZED STEEL Z
SIDE VIEW FRONT VIEW ORIFCE PLATE ~
DETAIL FOR DEBRIS RACK U'OR WATER QUALRY ORBTICE} SHEET 2 OF 3' O
SPECfIGTIQV
STORMWATER MANAGEMENT (SWM) pETAILS DElTtUS RACt~ A1E1'AL PLATE, WATER QUALRY ORFICE, CONCRETE CRADLE 4" BRICK ENDWALL
302 /FOR ~ STRUCT~ SN0.1 R6ER PPES ~ SWM DAMS/ YDiCDDA DEPARTMENT 9F TRANSPORTATION 4" BRICK ENDWALL (BY OTHERS) " "
115.05 (BY OTHERS) (4) ~ x4 GRADE 8 STAINLESS STEEL ~N/
ADHES W IVE BOLTS,
SELF LOCKING HEX " " NUTS
18" X ~efn DIP GALVAN 18 X 18 X ~ & FLAT GALVANIZED STEEL WASHERS
!i TI?~SHRACK DETA~.S ORIFICE ORIFICE PLATE WITH 3'~ ~•I
N.T.S. ORIFICE ORIFICE AT EL. 428,0
" 0~ 12 ~ DIP
1.9'
0 o~ c A
<;1 } ~ 0 o NOTES: Q a Q 3" 0 ORIFICE 4' FLOW 12"0 DIP INVERT = EL. 428.0
m p ~ -~1 ~ W1 (FF' 1 D 18" • TN29 PAECA9T ENORALL YAY BE I19ED FOR THE FOLLOWING ~=y C~ V (E4UAL TO NWSE ) 0
Z T STANDAA09: 838.21, 838.27, 838.33 AND 838.39. CCa=Z ~O~n'Di • INSTALL PAECABT ENOWALLB WITH WINOS AND PAY to
='+IZ m i0A IN ACCORDANCE WITN 9P:CIFICATION SECTION SiB. woQ~ lL " N~O 1.0" • USE 4000 PSI COtA7GTE. !-OZQO= 2 O 1' 0' f~ r'J - ~ .a. - ..a ~ . 4" THICK
Z~O~T • • PROVIDE ALL AEINFOACZNG STEEL WHICH NEETB ARTY A8~5 F=F'ZW O 9z A FOA GRADE 80 A18~ YEIOI]) WIRE FABRIC CONFOAYING IAHwOJ a : e•' . d, . - a CONCRETE U - 4 a ' e ~ d 4 4 a..: ;d•. .a . • ' . a - 6ASE {MIN 28 DAY
' ~DD - TO A9TY A1851RTN 2" Y?N. CLEARANCE, DOO~ ~-1 ~ I • PLACE LIFT HOLES OR PINS IN ACCDRDANC: WI1H 2 H ° " ~ - ~ ° ' • • 'd STRENGTH = 3000 PSI)
cn" ~ H2 ( ~ Dslu srANDAw 192e.7w. aN 4 THICK C z C91ACP Ht I PIPE TD BE DROUIED INTO HEADNALL Ai JI+B BITE BY , W ° BASE MIN N1 COYIAACTOA 4" THICK CONCRETE 3 0' ,
o I • ALL ELEIIENT3 PRECJ3T ro MEET A9Tll CD13. ° STRENGTH BASE (MIN 28 DAY 2.8 Q y _ W STRENGTH - 3000 PSI)
- - • WElDEO WIRE FABRIC W1Y BE BUBSTIMED FOR AEBPA - - - - - - - i'•0' - - - A9 LONG AS THE 8AYE AREA OF BTT:EL I9 PROVIDED. ViYL' rA71~1 w
- ' dIAYFER ALL CORNERS 1' OR HAVE A RADIUS OF 1". e FR4Nf VIEW ~
a ~ 8' O.C.(TYP.) 8" BYEFERCTO CHAR}T ~ A ~ m REFER TO CHART
FOR BAA SIZE FOR BAA SIZE NOTE: iNE YININUY 8Ap 8RE SWILL BE R5 SAAB Q N ~ Z ELEVATION AT 8° D?8.'RIE CONITNUTOR PILL HAVE THE OPTION CC J vJ U
V z m ~ SIDE TO INCREASE TNI9 BAR SIZE As HEEDED, LL .J • SIPHON HEADWALL DET AILS
N QaL9 ~rn '"y= z0 N.T.S.
° ~ ~ ENDWALL DI 3 to m
N : n D Imo,} MENSIONS ~ M r` -1 p Z FT, YINIYIN YIN./MAX. NIN.lNAX. NIN./MAX. NTN.IlO1X, YIN.lYAX. p W a x N e ~ D PIPE DIR. BAp 871E H1(FT.) H2(FT.) D (FT.) W1 W2 D W cv
~ ~ ~
m N ~ d I I i.D R5 @ B' 1.25/2.00 2.0013.75 1.25/1,75 3.00l3~75 5.5018.00 ~ ' ti • m p ~ 1.25 R5 @ B° 1,25!2.00 3.0013.75 1.25/2.00 3.50 3.75 5.5 C] ~ ~ 1 0!0.75 ~ Z = W
Q M m ~ --F 1.50 R5 @ @" 1.25!2.00 3.00/4.28 1.b012.5D 3.5013.78 5.50!6.15 F- ~ ~
a m m ~ 2.0 /5 @ 8" 1.5012.50 4.00!4.75 1.75/2.50 4.0014.25 7.50/8.25 Cn ~ N T
a ~ C O D 2.5 RS @ 0' 2,60/3.5D 4.00/6.00 2.0013. D0 4,50!5,50 10.00/11.5D N W w 0 0 ~ O ~ 1 3.0 f8 @ B: 9,0013.60 6.OD/8.00 2.76/3.60 6.26/6,75 11.60/1.76 j Q z
~ a y ~ 3.5 15 @ B 3,25/4.5D 5.00!5.75 9.25!3.50 5,00!3.76 12.00!13.25 Z v N Nr ~ - Wy
r PLAN 4.0 RS @ 5" 9.6014.50 8.5017.00 9.2513.50 B.fi019.75 13.00113.25 w OL rn ~ 4.5 R5 @ B 4.0015.00 0,50/8.50 3 0 .25/4.00 7.[0!9.25 13.50!15.75 ~ h~l
•3 ~ 5.0 R5 @ B' 4.50/5.00 7,0018.50 3.2514.00 7,25l9.2,i 13.75!15.75 PROTECT N0. CT7("04020
5.5 A6 @ B" 4.5015.00 7.50!8.50 3.25!4.00 7.2519.25 14.ODJ15.75 ~ 6,D R5 @ P" 4.5015.00 7,5018.50 3.25/4.D0 7.7519.23 14.75/16.75
c SHEET 1 OF 1 0 5 - S P - fi1LEN_t6{E: 146 CTX04020 PD5
~ 838.80 SHEET ' oF' Rj DESIGNED BY; 0 VED BRF
F 83t3_AO 4~nn n nn n r~ r~ n ~
o I 0 UVV'IIICI Uli= L ARY DRAWN BY. BRF
N 's 36 ENDWALL DET AIIS SCAM NTS
N.T.S. Approved by _ Date
4 J Planning _ Date DATE: 1-27-2006
J Engineering_ Date SHEET NO. PD-3 I
D
N U N .O
v McADAMS
X PRELIMINARY DRAWING - NOT RELEASED FOR CORSTPLIrTION

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