20050732 Ver 07_Stormwater Info_20071029 (2)

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TIC JOHN R. McADAMS COMPANY, INC.
LETTER OF TRANSMITTAL
To: Ms. Lia Myott Date: October 25, 2007
NC Division of Water Quality
2321 Crabtree Blvd, Suite 250
Raleigh, North Carolina 27604 ** HAND DELIVER **
[phone]
Re: Briar Chapel -Phase 4 Job No.: NEW-05042
I am sending you the following item(sl~
COPIES DATE NO. DESCRIPTION
1 A lication Fee -Check #71923 for $1,000
3 Letter Re: Stormwater M mt Plan Modification Re uest
3 Ex ress Review Stormwater Mana ement Plan A
3 BMP Supplement Forms and O&M Agreements
3 PH 4 Water Qualit Pond Construction Dw s
3 PH 4 Water Qualit Pond Final Desi n Calculations Booklets
3 Briar Cha el - PH 2 Construction Dw sLow-Densit
3 Briar Chapel -Great Ridge Parkway Roadway and Waterline Extension
Low-Densit
These are transmitted as checked below:
^ As requested
® For approval
^ For review and comment
^ For your use
^ For your signature
Remarks:
Copy to: M. Sanchez
K. Yates
Signed:
emy Finch,~PE
eject Manager (~ n
FOR INTERNAL USE ONLY D~~V~~~~
^ Copy Letter of Transmittal Only to File ~~T 2 g 2007
® Copy Entire Document to File
OENk - WATFF? c]UALITY
CIVIL ENGINEERING LAND PLANNING SURVEYING WETLAN~BANt)STORMI^!I!TERBRANCIi
PO Box 14005 Research Triangle Park, NC 27709 [phone] fax [phone]
www.joh nrmcadams.com

~.xp : 0S - ~~ 32 Y 7
1 ~I' Since 1979
!~~~~ THE JOHN R. McADAMS COMPANY IN
C.
October 25, 2007
Ms. Lia Myott
NC Division of Water Quality
2321 Crabtree Boulevard, Suite 250
Raleigh, North Carolina 27604
Re: Briar Chapel Community Phase 4 -Chatham County, NC
NEW-05042
Stormwater Management Plan Modification Request:
DWQ Project #EXP OS-0732v2 r
~~~
DWQ Project #EXP OS-0732v3 Q' ~~
DWQ Project #EXP OS-0732v4
DWQ Project #EXP OS-0732v5 Qf T ~ ~ ~~07
Dear Ms. Myott: i~eN~s - WATER c~UAUTY
wETIANDS AtdD STORP~INATFR BRFWCri
On behalf of Newland Communities, we are requesting a modification to the
existing Stormwater Management Plan Approvals (see DWQ project numbers
referenced above) for Phase 4 of the Briar Chapel Community that were
approved as part of the 401 Water Quality Certification. For Stormwater
permitting purposes, this phase was referred to as Phase 1 in the previous
approvals. However, in the approved construction drawings, it is actually
Phase 4 of Briar Chapel. The project is located off US Highway 15-501, north
of Andrews Store Road and south of Mann's Chapel Road in Chatham
County, North Carolina.
APPROVED DESIGN
The proposed development is located within the Cape Fear River Basin, and
drains to streams (Pokeberry Creek & Wilkinson Creek) classified as Water
Supply IV (WS-IV), and Nutrient Sensitive Waters (NSW). As a result of the
proposed development exceeding the maximum allowable limit for
stream/wetlands impacts, an individual permit was issued by The United
Research Triangle Park, Nc States Army Corps of Engineers (USAGE). Also, a Clean Water Act Section
Post Office Box 14005 401 Water Quality Certification from NCDWQ was issued with the individual
fiesearchrrianglePark, permit. Under the 401 Water Quality Certification from NCDWQ, Newland
North Carolina 27709 Communities was required to submit final stormwater management plans that
2905 Meridian Parkway
Durham, North Carolina 27713 utilized constructed wetlands bioretention areas wet ponds followed by
> >
800-733-5646 forested filter strips and similar best management practices designed to
919-361-5000 remove at least 85% TSS.
919-361-2269 Fax
To address the 401 Water Quality Certification stormwater requirements for
ena~totte, tue Phase 4 of Briar Chapel, final stormwater management plans and calculations
5311 Seventy-Seven Center Drive, for 6 wet ponds with preformed scour hole/level spreader outlets that provided
Suite 66 sheet flow of the l "runoff volume into the existing vegetated stream buffers
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 siccceed.

Sind 1979
THE JOHN R. McADAMS COMPANY, INC.
Ms. Lia Myott
NC Division of Water Quality
October 25, 2007
Page 2
were submitted to and approved by NCDWQ under the project numbers
referenced above.
PROPOSED MODIFICATIONS
Due to site layout changes and revisions to the total impervious area to each
wet pond, we are requesting a modification to the Stormwater Management
Plan approvals for Phase 4 of Briar Chapel. Listed below are the proposed
modifications to the 6 wet ponds located in Phase 4 of Briar Chapel:
Wet Pond #1
-Drainage area decreased 54,450 SF
-Impervious area increased 27,008 SF
-Grading revised to remove all retaining walls
-Forebay grading revised to remove retaining wall
-Observation decks and associated steps/sidewalks removed
-Aquatic shelf planting plan revised to substitute/add plant species
Wet Pond #2
-Drainage area decreased 184,259 SF
-Impervious area decreased 23,523 SF
-Aquatic shelf planting plan revised to substitute/add plant species
Wet Pond #3
-Drainage area decreased 30,057 SF
-Impervious area increased 10,890 SF
-Aquatic shelf planting plan revised to substitute/add plant species
Wet Pond #4
-Drainage area increased 160,737 SF
-Impervious area increased 172,062 SF
-Riser crest elevation raised 0.30-feet
-30-foot emergency spillway added
-Outlet velocity dissipater revised (larger)
-Aquatic shelf planting plan revised to substitute/add plant species
Wet Pond #S
-Drainage area decreased 24,394 SF
-Impervious area decreased 65,776 SF
-Aquatic shelf planting plan revised to substitute/add plant species

III; ~L Si~rce 1979
'-L~="°` THE JOHN R. McADAMS COMPANY, INC.
Ms. Lia Myott
NC Division of Water Quality
October 25, 2007
Page 3
Wet Pond #6
-Drainage area increased 47,481 SF
-Impervious area increased 51,401 SF
-Retaining wall added
-Interior pond grading revised to reflect retaining wall
-Aquatic shelf planting plan revised to substitute/add plant species
Enclosed is a complete set of stormwater management plan construction
drawings, a complete set of revised stormwater management plan calculations,
and revised best management practice supplement forms for the 6 wet ponds
in Phase 4. The construction drawing sheets that were revised from the
original approvals are marked (Revised) next to the corresponding plan sheet
under the sheet index on the plan set cover sheet. Construction drawing sheets
that were added are marked (New Sheet) next to the corresponding plan sheet
under the sheet index on the plan set cover sheet.
LOW DENSITY AREAS
There are several divided roadways located outside of the main pockets of
high-density residential/commercial development that are part of the overall
road network for Briar Chapel. A document titled "Clarification of conditions
of 401 Water Quality Certification" was issued on 8/11/06 that stated the
following for these low density areas:
"The 85% TSS removal requirement in the 401 Certification applies to
stormwater management facilities. As discussed above, the 401 Certification
requires that stormwater management plans for each phase of the project be
approved by DWQ. We do not expect that such plans will include engineered
stormwater management facilities for low density areas of the project with
low impervious surface area. In addition, the Division expects that with
areas of lower impervious surface area that similar best management
practices that remove nutrients such as grassed swales and vegetated
riparian buffers should be sufficient rather than more intensive engineered
stormwater devices such as constructed wetlands"
Therefore, per the above guidance, these particular divided roadways are
considered low-density (i.e. less than 30% impervious), and do not require
traditional stormwater BMP's be installed for treatment. These "low-density
roadways" contain a combination of grassed ditches and concrete curb/gutter.
We are in a non-buffered river basin, but have utilized diffuse flow
mechanisms similar to what is required pursuant to the buffer rules. All storm

~'~'~° Since 1979
~~=~_° THE JOHN R. McADAMS COMPANY, INC.
Ms. Lia Myott
NC Division of Water Quality
October 25, 2007
Page 4
drainage systems for these "low-density roadways" will outlet into a
preformed scour hole/level spreader to provide diffuse flow prior to entering
the stream buffers. Please find the attached construction plans for these "low-
density roadways" for your review.
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~DAMS COMPANY, INC.
V ~.~(
rem Finch, PE
Project Manager
Stormwater and Environmental Department

't
OFFICE USE ONLY
Date Received Fee Paid Permit Number(s)
State of North Carolina ~'x-P ~S " O 7 3 ~ V
Department of Environment and Natural Resources
Division of Water Quality 401/Wetlands Unit
EXPRESS REVIEW PROGRAM STORMWATER MANAGEMENT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Applicant's name (specify the name of the corporation, individual, etc. who owns the project
NNP-Briar Chanel. LLC
2. Owner/Signing Official's name and title (person legally responsible for facility and compliance):
Mitch Barron, VP Newland Communities
3. Owner Mailing Address for person listed in item 2 above:
5850 Fayetteville Road, Suite 201
City: Durham
Phone
Number:
State: NC
27713
Fax
[phone] Number: [phone] Email Address: [e-mail]
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
Specifications, letters, operation and maintenance agreements, etc.):
Briar Chapel
5. Location of Project (street address):
US HWY 15-501 & Mann's Chapel Road
City: County: Chatham
6. Directions to project (from nearest major intersection):
West of Hwy 15-501 and north of Andrews Stone Road
7. Latitude: 35°49'29"
8. Contact person who can answer questions about the project:
Name: Jeremy V. Finch, PE Telephone Number [phone]
Fax Number:[phone] Email Address: [e-mail]
IL PERMIT INFORMATION:
1. Specify whether project is (check one): ^ New ^ Renewal ® Modification
9/2004 Version 1.0 Page 1 of 4 ~ ~ ~ ~ ~~
p r T 2 J 2007
Longitude: 79°05'51 "
_____
of project
DENR -WATER QUALITY

2. If this application is being submitted as the result of a renewal or modification to an existing permit list the
EXPOS-0732v3; EXPOS-0732v4; 8/21/06; 8/29/06;
existing permit number EXP OS-0732v5 And its issue date (if known) 12/8/06
3. Specify the type of project (check one):
® Low Density ^ High Density ^ Redevelopment ^ NPDES Stormwater ^ Other
4. Additional Project Requirements (check applicable blanks):
^ CAMA Maps ^ Sedimentation/Erosion Control ®404/401 Permits ^NPDES Stormwater ^ Other
401 #: 2005-0732
Information on required state permits can be obtained by contacting the Consumer Service Center at
1-877-623-6748.
III. PROJECT INFORMATION
1. In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative (one to
two pages) describing stormwater management for the project.
See attached Narrative
2. Stormwater runoff from this project drains to the
3. Total Project Area: Approx. 140 acres
5. How many drainage areas does the project have? 6
Fear River Basin.
4. Project Built Upon Area: Approx. 40%
6. Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
Basin Information Draina a Area 1 Draina e Area 2
Receivin Stream Name See Attachment See Attachment
Receivin Stream Class
Draina a Area
Existin Im ervious* Area
Pro osed Im ervious* Area
Im ervious* Area (total)
Im ervious* Surface Area Draina a Area 1 Draina e Area 2
On-site Buildin s See Attachment See Attachment
On-site Streets
On-site Parkin
On-site Sidewalks
Other on-site
Off-site
Total: Total:
* Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking
areas, sidewalks, gravel areas, etc.
9/2004 Version 1.0 Page 2 of4

7. How was the off-site impervious area listed above derived? N/A
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
The following italicized deed restrictions and protective covenants are required for all subdivisions, outparcels and
future development prior to the sale of any lot. If lot sizes vary significantly, a table listing each lot number, size and
the allowable built-upon area for each lot must be provided as an attachment.
1. The following covenants are intended to ensure ongoing compliance with state riparian buffer authorization or
General Certification numbers as issued by the Division of Water Quality. These
Covenants may not be changed or deleted without the consent of the State. (Draft Deed Restrictions attached)
2. No more than 4, 600 square feet of any lot shall be covered by structures or impervious materials
Impervious materials include asphalt, gravel, concrete, brick, stone, slate or similar material but do not include wood
decking or the water surface of swimming pools.
3. Swales shall not be filled in, or altered except as necessary to provide driveway crossings.
4. Built-upon area in excess of the permitted amount requires a modified water quality certification prior to construction.
S. All permitted runoff from outparcels or future development shall be directed into the permitted stormwater control
system. These connections to the stormwater control system shall be performed in a manner that maintains the integrity
and performance of the system as permitted.
By your signature below, you certify that the recorded deed restrictions and protective covenants for this project
shall include all the applicable items required above, that the covenants will be binding on all parties and persons
claiming under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the State, and that they will be recorded prior to the sale of any lot.
V. SUPPLEMENT FORMS
The applicable stormwater management supplement form(s) listed below must be submitted for each BMP specified
for this project. The forms are located on the 401/wetlands unit website.
Bioretention Worksheet
Dry Retention Worksheet
Level Spreader Worksheet
Grassed Swale Worksheet
Extended Detention Wetland/Pocket Wetland Worksheet
Wet Detention Worksheet
9/2004 Version 1.0 Page 3 of 4

BRIAR CHAPEL DRAINAGE AREA BREAKDOWN 10/23/2007
NEW-05042
6
Basic Information Drainage Area 1
To Pond #1 Drainage Area 2
Ta Pond #2 Drainage, Area 3
To Pond #3 Drainage Area 4
To Pond #4 Drainage Area 5
To Pond #5 Drainage Area 6
To Pond #6
Receiving Stream Name Pokeberry Creek Pokeberry Creek Pokeberry Creek Pokeberry Creek Pokeberry Creek Pokeberry Creek
Receiving Stream Class WS-IV, NSW WS-IV, NSW WS-IV, NSW WS-IV, NSW WS-IV, NSW WS-IV, NSW
Drainage Area 22.20 28.31 10.53 27.98 14.02 10.08
Existing Impervious Area* 0.00 0.00 0.00 0.00 0.00 0.00
Proposed Impervious Area* 9.56 13.74 4.29 14.52 7.39 6.62
Impervious* Area (total) 43.06% 48.53% 40.74% 51.89% 52.71 % 65.67%
Impervious* Surface Area Drainage Area 1
To Pond#1 Drainage Area 2
o Pond #Z Drainage Area 3
To Pond #3 Drainage Area 4
To Pond #4 Drainagegrea 5
o Pond #5 Drainage Area 6
To Pond #6
On-site Buildin s 4.60 7.70 2.42 7.75 3.98 4.98
On-site Streets 3.96 4.86 1.53 5.51 2.82 1.41
On-site Parkin 0.00 0.00 0.00 0.00 0.00 0.00
On-site Sidewalks 1.00 1.18 0.34 1.26 0.59 0.23
Other on-site 0.00 0.00 0.00 0.00 0.00 0.00
Off-site 0.00 0.00 0.00 0.00 0.00 0.00
Totals 9.56 13.74 4.29 14.52 7.39 6.62
*Impervious area is defined as the built upon area including, but not limited to, buildings, roads, sidewalks, gravel areas, etc.

., ~.
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. The complete application package should be submitted
to the DWQ Central Office.
1. Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
• Original and two copies of the Express Review Stormwater Management Application Initials
• Signed and notarized Operation and Maintenance Agreement JF
• Three copies of the applicable Supplement Form(s) for each BMP JF
• Application processing fee (payable to NCDENR) JF
• Detailed narrative description of stormwater treatment/management JF
• Three copies of plans and specifications, including: JF
- Development/Project name
- Engineer and firm
- Legend
- North arrow
- Scale
- Revision number & date
- Mean high water line
- Dimensional property/project boundary
- Location map with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads, drainage features, collection systems, and stormwater control measures
- Wetlands and streams delineated, or a note on plans that none exist
- Existing drainage (including off-site), drainage easements, pipe sizes, runoff calculations
- Drainage areas delineated
- Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your behalf,
please complete this section.
Designated agent (individual or firm): The John R. McAdams
Mailing Address
City:
RTP
Zip: 27709
Phone: [phone] Fax: [phone]
VIII. APPLICANT'S CERTIFICATION
I, (print or type name ofperson listed in General Information, item 2) rn 1 ~~ ~, ~tr0 1~-
Certify that the information included on this application form is, to the best of my knowledge, correct and that the
project will be constructed in conformance with the approved plans, that the required deed restrictions and protective
covenants will be r orded, and that the proposed project complies with the requirements of 15A NCAC 2H .1000
Signature: Date: (U' ~'~•J7
PO Box 14005
State: NC
9/2004 Version 1.0 Page 4 of 4

c
Permit No. ~ S- a~ 3 2. ~ 7
(to be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
I. PROJECT INFORMATION
Project Name: Briar Chapel -Phase IV
Contact Person: Jeremy Finch, P.E. Phone Number: [phone]
For projects with multiple basins, specify which basin this worksheet applies to: To WQ Pond #1
elevations
Basin Bottom Elevation
Permanent Pool Elevation
Temporary Pool Elevation
areas
Permanent Pool Surface Area
Drainage Area
Impervious Area
volumes
Permanent Pool Volume
I "~UNOGF To,Y,,,,,rar., n.,,.i Volume
Forebay Volume
Other parameters
SA/DA`
Diameter of Orifice
Design Rainfall
Design TSS Removalz
404.00 ft. (floor of the basin)
410.00 ft. (elevation of the orifice)
413.55 ft.
I "RUNOFF VAGUM~ ~I.rVA'fION
19068 sq. ft. (water surface area at the orifice elevation)
22.20 ac. (on-site and off-site drainage to the basin)
9.56 ac. (on-site and off-site drainage to the basin)
76604 cu. ft. (combined volume of main basin and forebay)
80586 cu. ft. 1~~RvNoFFVO~uME
26325 cu. ft. (approximately 20% of total volume)
1.52 in. (surface area to drainage area ratio from DWQ table)
3 in. (2 to S day temporary pool draw-down required)
1 in.1ZUNofF
85 % (minimum 85% required)
Form SWU-102 Rev 3.99 Page 1 of4

t
Footnotes:
' When using the Division SA/DA tables, the correct SA/DA ratio for permanent pool sizing should be completed based upon
the actual impervious % and permanent pool depth. Linear interpolation should be employed to determine the correct value
for non-standard table entries.
2 In the 20 coastal counties, the requirements for a vegetative filter may be waived if the wet detention basin is designed to provide
90% TSS removal. The NCDENR BMP manual provides design tables for both 85%TSS removal and 90%TSS removal.
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. If a requirement has not been met, attach justification.
Applicants Initials
SV F
TV F
sy~
~'1l F
Nf~
a. The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
b. The forebay volume is approximately equal to 20% of the basin volume.
c. The temporary pool controls runoff from the design storm event.
d.
e.
?VF f.
'TVp g•
~F h.
7i/F i.
TYF .1•
T >~ Panurot ~ k.
7"VF 1.
7VF m.
The temporary pool draws down in 2 to 5 days.
If required, a 30-foot vegetative filter is provided at the outlet (include non-erosive flow
calculations)
The basin length to width ratio is greater than 3:1.
The basin side slopes above the permanent pool are no steeper than 3:1.
A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detail).
Vegetative cover above the permanent pool elevation is specified.
A trash rack or similar device is provided for both the overflow and orifice.
A recorded drainage easement is provided for each basin including access to nearest right-
of-way.
If the basin is used for sediment and erosion control during construction, clean out of the
basin is specified prior to use as a wet detention basin.
A mechanism is specified which will drain the basin for maintenance or an emergency.
III. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin is defined as the wet detention basin, pretreatment including forebays and the vegetated
filter if one is provided.
This system (check one)
This system (check one)
^ does
^ does
does not incorporate a vegetated filter at the outlet.
does not incorporate pretreatment other than a forebay.
Form SWU-102 Rev 3.99 Page 2 of 4

r
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 for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstruction 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.
Inspect and repair the collection system (i.e. catch basin, piping, swales, riprap, etc.) quarterly to maintain
proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed of
in an appropriate manner and shall be handled in a manner that will not adversely impact water quality (i.e.
stockpiling near a wet detention basin or stream, etc.)
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 4.5 feet in the main pool, the sediment shall be removed.
When the permanent pool depth reads
4.5 feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
ill in the blanks)
Permanent Pool Elevation 9/x.0
Sedemen~ Re oval EL 4/0, $"
--------------
Bottom Ele anon __q09• D
FORE~AY
Sediment Removal Blevadon 5. 75%
Bottom Elevation 404:0 23°~0
MAIN POND
Remove cattails and other indigenous wetland plants when they cover 50% of the 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 wet detention basin system shall be maintained in good working order.
Form SWU-102 Rev 3.99 Page 3 of4

,, t w
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: YY1 ~ T ~ +1 ~ A R.R. ~
Title: ~/. P of dAe~'t~ N t
Address: 'SbSy ~-~(~^~'['~~ ~~ ~2~ ~.- ~rar ~ I
Phone: °I t~ ~ l ~ 7d ~
Signature: 1~,+~~~ ~ Yi-----~
Date: l d • ?-~• •~ ~-
Note: The legally responsible party should not be a homeowners association unless more than SO% of the lots have been sold and a
resident of the subdivision has been named the president.
I, ~0.~n1P ~~~ K . ~c~C C~ , a Notary Public for the State of Np~f~-h l CL~'o~ 1 Yom..
County of ~cti~ , do hereby certify that b(1- ~-Can s ~o~ ~'rv ~
personally appeared before me this ~ day of (~i~b~ ~ , ~(~~ ,and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
17ANIELLE K. BAKER
NOTARY PUBLIC
WAKE COUNTY, N.C.
My Commlaebn Expires 12-3-2011.
SEAL
~ ~ ~t
My commission cxpires~ ~ U ~ i
Form SWU-102 Rev 3.99 Page 4 of4

Permit No. ~~- a ~ 3 a v 7
(to be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
I. PROJECT INFORMATION
Project Name: Briar Chapel -Phase IV
Contact Person: Jeremy Finch, P.E. Phone Number: [phone]
For projects with multiple basins, specify which basin this worksheet applies to: To WQ Pond #2
elevations
Basin Bottom Elevation
Permanent Pool Elevation
Temporary Pool Elevation
areas
Permanent Pool Surface Area
Drainage Area
Impervious Area
volumes
Permanent Pool Volume
I"RvNoFG i;,~_~"°,." n"„' Volume
Forebay Volume
Other parameters
SA/DA'
Diameter of Orifice
Design Rainfall
Design TSS Removal2
413.00 ft. (floor of the basin)
419.50 ft. (elevation of the orifice)
423.00 ft.
I"'QUI~OFF VOLUME ELfidATloN
25110 sq. ft. (water surface area at the orifice elevation)
28.31 ac. (on-site and off-site drainage to the basin)
13.74 ac. (on-site and off-site drainage to the basin)
94656 cu. ft. (combined volume of main basin and forebay)
102765 cu. ft. I"'KuNOFFV06UME
18329 cu. ft. (approximately 20% of total volume)
1.76 in. (surface area to drainage area ratio from DWQ table)
3 in. (2 to 5 day temporary pool draw-down required)
1 in. Ru~1oFF
85 % (minimum 85% required)
Form SWU-102 Rev 3.99 Page 1 of4

Footnotes:
' When using the Division SA/DA tables, the correct SA/DA ratio for permanent pool sizing should be completed based upon
the actual impervious % and permanent pool depth. Linear interpolation should be employed to determine the correct value
for non-standard table entries.
2 In the 20 coastal counties, the requirements for a vegetative filter may be waived if the wet detention basin is designed to provide
90% TSS removal. The NCDENR BMP manual provides design tables for both 85%TSS removal and 90%TSS removal.
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. If a requirement has not been met, attach justification.
Applicants Initials
d.
~VF f.
~1fF g•
~_ h.
~VF i.
~VF J•
To ~~D k.
T11 F m
a. The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
b. The forebay volume is approximately equal to 20% of the basin volume.
c. The temporary pool controls runoff from the design storm event.
The temporary pool draws down in 2 to 5 days.
If required, a 30-foot vegetative filter is provided at the outlet (include non-erosive flow
calculations)
The basin length to width ratio is greater than 3:1.
The basin side slopes above the permanent pool are no steeper than 3:1.
A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detail).
Vegetative cover above the permanent pool elevation is specified.
A trash rack or similar device is provided for both the overflow and orifice.
A recorded drainage easement is provided for each basin including access to nearest right-
of-way.
If the basin is used for sediment and erosion control during construction, clean out of the
basin is specified prior to use as a wet detention basin.
A mechanism is specified which will drain the basin for maintenance or an emergency.
III. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin is defined as the wet detention basin, pretreatment including forebays and the vegetated
filter if one is provided.
This system (check one)
This system (check one)
^ does
^ does
does not incorporate a vegetated filter at the outlet.
does not incorporate pretreatment other than a forebay.
Form SWU-102 Rev 3.99 Page 2 of 4

Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstruction 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 basin, piping, swales, riprap, etc.) quarterly to maintain
proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed of
in an appropriate manner and shall be handled in a manner that will not adversely impact water quality (i.e.
stockpiling near a wet detention basin or stream, etc.)
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 4.88 feet in the main pool, the sediment shall be removed.
When the permanent pool depth reads
4.88 feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
ill in the blanks)
Permanent Pool Elevation / ,
Sediment Rc oval EL 4I4~Gj 75
-------------- - Sediment Remove! Elevation
-----~-------- 75%
Bottom Ete anon __'4/~_ _ 9ro -------------------------------- ------
Bottom Elevation 413.0 25°io
FOREBAY MAIN POND
Remove cattails and other indigenous wetland plants when they cover 50% of the 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 wet detention basin system shall be maintained in good working order.
Form SWU-102 Rev 3.99 Page 3 of 4

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: ~ t T c~ B A 2R• ~
Title: V P ~F upr~k-t"t~ N j
Address: 'SSSy ~-Y~'7'I~"y ~u.ie ~2~ ~ ~T~ ~ I
3~1 • ?ov v
Signature: 1~~~ r r v---,
Date: t d • 2~- . ~ ~.-
Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a
resident of the subdivision has been named the president.
I, ~Aan1 Q ~~~P ~, ~~ ~ , a Notary Public for the State of I~~p~-~h C~~U~ ~~-
County of In 70. ~ _, do hereby certify that ~ ~ ~p ~ ~~' k ~ ~O Y~
personally appeared before me this ~aW day of ~~ 1~P ~ _, ~CX~~ ,and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
®ANIELLE K. BAKER
NOTARY PUBLIC
WAKE COUNTY, N.C.
My Commission Expires 12-3-2011.
SEAL
~~,. ~
My commission expires ~ 13' a ~ ~
Form SWU-102 Rev 3.99 Page 4 of4

,'
Permit No. OS ~' D 13 c~. V1
(to be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
I. PROJECT INFORMATION
Project Name: Briar Chapel -Phase IV
Contact Person: Jeremy Finch, P.E. Phone Number: [phone]
For projects with multiple basins, specify which basin this worksheet applies to: To WQ Pond #3
elevations
Basin Bottom Elevation
Permanent Pool Elevation
Temporary Pool Elevation
areas
Permanent Pool Surface Area
Drainage Area
Impervious Area
volumes
Permanent Pool Volume
~"RUNOFF Volume
Forebay Volume
Other parameters
SA/DA'
Diameter of Orifice
Design Rainfall
Design TSS Removal2
426.50 ft. (floor of the basin)
433.00 ft. (elevation of the orifice)
434.96 ft.
~"RUNOFF VOLUME p,EVATIOtI
17411 sq. ft. (water surface area at the orifice elevation)
10.53 ac. (on-site and off-site drainage to the basin)
4.29 ac. (on-site and off-site drainage to the basin)

60008 cu. ft. (combined volume of main basin and forebay)
38224 cu. ft. I "RVNoFF/OLUME
11799 cu. ft. (approximately 20% of total volume)
1.62 in. (surface area to drainage area ratio from DWQ table)
2 in. (2 to 5 day temporary pool draw-down required)
1 in. `~Uh10~~
85 % (minimum 85% required)
Form SWU-102 Rev 3.99 Page 1 of 4

s
Footnotes:
' When using the Division SA/DA tables, the correct SA/DA ratio for permanent pool sizing should be completed based upon
the actual impervious % and permanent pool depth. Linear interpolation should be employed to determine the correct value
for non-standard table entries.
2 In the 20 coastal counties, the requirements for a vegetative filter may be waived if the wet detention basin is designed to provide
90% TSS removal. The NCDENR BMP manual provides design tables for both 85%TSS removal and 90% TSS removal.
H. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. If a requirement has not been met, attach justification.
Applicants Initials
a. The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
b. The forebay volume is approximately equal to 20% of the basin volume.
c. The temporary pool controls runoff from the design storm event.
d.
TV F f•
7~ g•
~i/F h.
~¢ i.
~VF j•
PRevIDEDk.
~VF m
The temporary pool draws down in 2 to 5 days.
If required, a 30-foot vegetative filter is provided at the outlet (include non-erosive flow
calculations)
The basin length to width ratio is greater than 3:1.
The basin side slopes above the permanent pool are no steeper than 3:1.
A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detail).
Vegetative cover above the permanent pool elevation is specified.
A trash rack or similar device is provided for both the overflow and orifice.
A recorded drainage easement is provided for each basin including access to nearest right-
of-way.
If the basin is used for sediment and erosion control during construction, clean out of the
basin is specified prior to use as a wet detention basin.
A mechanism is specified which will drain the basin for maintenance or an emergency.
HI. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin is defined as the wet detention basin, pretreatment including forebays and the vegetated
filter if one is provided.
This system (check one)
This system (check one)
^ does
^ does
does not incorporate a vegetated filter at the outlet.
does not incorporate pretreatment other than a forebay.
Form SWU-102 Rev 3.99 Page 2 of 4

Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstruction 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 basin, piping, swales, riprap, etc.) quarterly to maintain
proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed of
in an appropriate manner and shall be handled in a manner that will not adversely impact water quality (i.e.
stockpiling near a wet detention basin or stream, etc.)
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 4.88 feet in the main pool, the sediment shall be removed.
When the permanent pool depth reads
4.5 feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
X11 in the blanks)
Permanent Pont Elevation ~~D
Sediment Rt val Et. 42'~ S ~ 7S
----- Sediment Removal Elevation ~g,1z 75°!0
BottomEle ation_g2],p °i6 ------------------------------ ----------- - ------
Boctam Elevation 42.5 23g;
FOREBAY MAIN rOND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the 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 wet detention basin system shall be maintained in good working order.
Form SWU-102 Rev 3.99 Page 3 of 4

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: ~ ~ T ~ ~ ~ A QR. ~
Title: ~/. p ~F Upr~-M^t~ N s
Address: SbSy ~•`(~C'~~ lldJC I20 ~ ~TL ~ 1
Phone: °I ~~ ~ l • ?~ ~
Date: td • ~ •~ ~--
Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a
resident of the subdivision has been named the president.
i/ pp~~ i ff jj ~rc~ i
I, ~,~~ P ~ ~p {~ • ~o.~C~ ~ , a Notary Public for the State of I~~Y-rY~ ~ -'~-
County of ~ ~L~ , do hereby certify that ~1i ~~1 ~a,~r'~ ~
personally appeared before me this ~_ day of VC,~9-~ ~ ~ ~ ~ ,and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
_ q
~AhIIELLE K. BAKER
NOTARY PUBLIC
1NAKE COUNTY, N.C.
My Commission Expires 12-3-2011.
SEAL

My commission expires ' ~ I ~ I ~ ~ f I
Form SWU-102 Rev 3.99 Page 4 of 4

`'•
Permit No. D S-~ ~ 3 a y 7
(to be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
I. PROJECT INFORMATION
Project Name: Briar Chapel -Phase IV
Contact Person: Jeremy Finch, P.E. Phone Number: [phone]
For projects with multiple basins, specify which basin this worksheet applies to: To WQ Pond #4
elevations
Basin Bottom Elevation 413.00 ft. (floor of the basin)
Permanent Pool Elevation 419.00 ft. (elevation of the orifice)
Temporary Pool Elevation 421.55 ft.
i" RuNoFF Va.uM~ E~EVkT~or~
areas
Permanent Pool Surface Area 36163 sq. ft. (water surface area at the orifice elevation)
Drainage Area 27.98 ac. (on-site and off-site drainage to the basin)
Impervious Area 14.52 ac. (on-site and off-site drainage to the basin)
volumes
Permanent Pool Volume
"RVf~OfF T~"'~~"""" p""' Volume
Forebay Volume
Other parameters
SA/DA'
Diameter of Orifice
Design Rainfall
Design TSS Removalz
153374 cu. ft. (combined volume of main basin and forebay)
101567 cu. ft. I"RuNofF Vo~uM E
32794 cu. ft. (approximately 20% of total volume)
1.73 in. (surface area to drainage area ratio from DWQ table)
3 in. (2 to S day temporary pool draw-down required)
1 in. 'R.UNCff=
85 % (minimum 85% required)
Form SWU-102 Rev 3.99 Page 1 of 4

Footnotes:
' When using the Division SA/DA tables, the correct SA/DA ratio for permanent pool sizing should be completed based upon
the actual impervious % and permanent pool depth. Linear interpolation should be employed to determine the correct value
for non-standard table entries.
z In the 20 coastal counties, the requirements for a vegetative filter maybe waived if the wet detention basin is designed to provide
90%TSS removal. The NCDENR BMP manual provides design tables for both 85%TSS removal and 90%TSS removal.
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. If a requirement has not been met, attach justification.
Applicants Initials
T~
TVf
~1/F
7VF
Nla
a. The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
b. The forebay volume is approximately equal to 20% of the basin volume.
c. The temporary pool controls runoff from the design storm event.
The temporary pool draws down in 2 to 5 days.
If required, a 30-foot vegetative filter is provided at the outlet (include non-erosive flow
calculations)
The basin length to width ratio is greater than 3:1.
The basin side slopes above the permanent pool are no steeper than 3:1.
A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detail).
Vegetative cover above the permanent pool elevation is specified.
A trash rack or similar device is provided for both the overflow and orifice.
A recorded drainage easement is provided for each basin including access to nearest right-
of-way.
If the basin is used for sediment and erosion control during construction, clean out of the
basin is specified prior to use as a wet detention basin.
A mechanism is specified which will drain the basin for maintenance or an emergency.
d.
e.
7VF f.
TVF g•
TV F h.
?S~ i.
~VF J~
To ~ ~~~ k.
~VF m.
III. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin is defined as the wet detention basin, pretreatment including forebays and the vegetated
filter if one is provided.
This system (check one) ^ does
This system (check one) ^ does
does not incorporate a vegetated filter at the outlet.
does not incorporate pretreatment other than a forebay.
Form SWU-102 Rev 3.99 Page 2 of 4

t
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 for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstruction 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 basin, piping, swales, riprap, etc.) quarterly to maintain
proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed of
in an appropriate manner and shall be handled in a manner that will not adversely impact water quality (i.e.
stockpiling near a wet detention basin or stream, etc.)
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 4.5 feet in the main pool, the sediment shall be removed.
When the permanent pool depth reads 4.5 feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
ill in the blanks)
Permanent Pool Elevation 4J9. o
Sediment Re oval EI. ~~ ~ 75
fiottomEle ation_413,0 .~~'~
FOREBAY
Sediment Removal Elevation ~,5 75%
~ Bottom Elevation 41~ D 25°~0
MAIN POND
Remove cattails and other indigenous wetland plants when they cover 50% of the 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 wet detention basin system shall be maintained in good working order.
Form SWU-102 Rev 3.99 Page 3 of 4

.,,
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: ~ ~ ~ ~ N ~ A kR. ~
Title: ~/. P rJF c~ArlLk~^t~ N i
Address: SbSy ~•Y~'~!'C~~~~ ~2t) ~~t~ ~1
Phone: °i~ot 3`! ~ ?ate
Signature: tw~`+~,~ ~ ~'"-ti----,
Date: i d • 2-~• • ~ ~-
Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a
resident of the subdivision has been named the president.
I, GL-~1 ~ f ~ `p i~ • 0.- 'r , a Notary Public for the State of NO~f -~-~ ~~-rb) I ~_
County of W0. ~~ , do hereby certify that f M' 1 i ~ '~ ~~'~a Y~
personally appeared before me this ~ day of C~('~h e ~ an ,and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
__
g~ANiEI.L~ K. BAK€Ft
NOTARY PUBLIC
'MAKE COUNTY, N.C.
Ar7~ Goanrnission Expires 12-3-2011.
SEAL
~~ a a~
My commission expires / ~ ~ ~ ~ 1 ~ __
Form SWU-102 Rev 3.99 Page 4 of 4

T
Permit No. O S' O 1 3 a U
(to be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
D~ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
I. PROJECT INFORMATION
Project Name: Briar Chapel -Phase IV
Contact Person: Jeremy Finch, P.E. Phone Number: [phone]
For projects with multiple basins, specify which basin this worksheet applies to: To WQ Pond #5
elevations
Basin Bottom Elevation
Permanent Pool Elevation
Temporary Pool Elevation
areas
Permanent Pool Surface Area
Drainage Area
Impervious Area
volumes
Permanent Pool Volume
~" RU1JOf-F Volume
Forebay Volume
Other parameters
SA/DA'
Diameter of Orifice
Design Rainfall
Design TSS Removalz
428.00 ft. (floor of the basin)
434.50 ft. (elevation of the orifice)
437.47 ft.
~" RuNOGF VovuME E~EV~ror~
14468 sq. ft. (water surface area at the orifice elevation)
14.02 ac. (on-site and off-site drainage to the basin)
7.39 ac. (on-site and off-site drainage to the basin)
53785 cu. ft. (combined volume of main basin and forebay)
50893 cu. ft. I " 1t.U1~OFF VoIUME
10092 cu. ft. (approximately 20% of total volume)
1.91 in. (surface area to drainage area ratio from DWQ table)
3 in. (2 to S day temporary pool draw-down required)
1 in. 'RuNOC~
85 % (minimum 85% required)
Form SWU-102 Rev 3.99 Page 1 of4

Footnotes:
' When using the Division SA/DA tables, the correct SA/DA ratio for permanent pool sizing should be completed based upon
the actual impervious % and permanent pool depth. Linear interpolation should be employed to determine the correct value
for non-standard table entries.
z In the 20 coastal counties, the requirements for a vegetative filter maybe waived if the wet detention basin is designed to provide
90% TSS removal. The NCDENR BMP manual provides design tables for both 85%TSS removal and 90%TSS removal.
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. If a requirement has not been met, attach justification.
Applicants Initials
a. The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
b. The forebay volume is approximately equal to 20% of the basin volume.
c. The temporary pool controls runoff from the design storm event.
d.
e.
~j~ f.
~VF g•
TV F h.
71(F i.
7VF ~~
Tn 1~ PRUIIIDED k•
~VF 1.
?V F m.
The temporary pool draws down in 2 to 5 days.
If required, a 30-foot vegetative filter is provided at the outlet (include non-erosive flow
calculations)
The basin length to width ratio is greater than 3:1.
The basin side slopes above the permanent pool are no steeper than 3:1.
A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detail).
Vegetative cover above the permanent pool elevation is specified.
A trash rack or similar device is provided for both the overflow and orifice.
A recorded drainage easement is provided for each basin including access to nearest right-
of-way.
If the basin is used for sediment and erosion control during construction, clean out of the
basin is specified prior to use as a wet detention basin.
A mechanism is specified which will drain the basin for maintenance or an emergency.
III. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin is defined as the wet detention basin, pretreatment including forebays and the vegetated
filter if one is provided.
This system (check one)
This system (check one)
^ does
^ does
does not incorporate a vegetated filter at the outlet.
does not incorporate pretreatment other than a forebay.
Form SWU-102 Rev 3.99 Page 2 of 4

Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstruction 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.
Inspect and repair the collection system (i.e. catch basin, piping, swales, riprap, etc.) quarterly to maintain
proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed of
in an appropriate manner and shall be handled in a manner that will not adversely impact water quality (i.e.
stockpiling near a wet detention basin or stream, etc.)
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 4.87 feet in the main pool, the sediment shall be removed.
When the permanent pool depth reads 4.87
feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
ill in the blanks)
Permanent Pool Elevation X34• S
Sediment Rc ova! EI.9~I.G~ ~ 7j °
---------------r ---- -Sediment Removal Elevation 429.6,3 --- 75°%°
Bottom Ele ation ._Q230 T °ro ----------------------------------- -----
FOREBAY
Bottom Elevation 4z~ o ~ 25°~b
MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the 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 wet detention basin system shall be maintained in good working order.
Form SWU-102 Rev 3.99 Page 3 of 4

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: ~ t T c I.1 B A i2R. ~
Title: ~/. P rJF yAr1Cr4-t'~~ 1v t
Address: 'SbSy ~-Y~'1rTb1/~w~ ~20 ~v~TE ~I
q~ot ~t . 70~ v
Signature: 1~-~ ~ ~L-~---~
Date: i d • Z~ • ~+ ~--
Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a
resident of the subdivision has been named the president.
I, ~h i ~ ~ ~ ~ K • ~J~~ ~ , a Notary Public for the State of )\ ~,('~ ~~ ~ I ~(~
County of ~Ci ~,e, , do hereby certify that ~l ~ ~~• ~Q~ r'G ~
personally appeared before me this ~~~ day of ~~~r aUO~', and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
.,,~r.
~aANIELLE K. ~AKE~d
Pl®TARY PUBLIC
~~IA6CE COUNTY, N.C.
~,;~ C©~mission Expires 12-3-2011.
F'.._.~..~_.,
SEAL
~~ ~
My commission expires 1 a °~d ~
Form SWU-102 Rev 3.99 Page 4 of 4

Permit No. d s' o ~ 3 a V' 7
(to be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
I. PROJECT INFORMATION
Project Name: Briar Chapel -Phase IV
Contact Person: Jeremy Finch, P.E. Phone Number: [phone]
For projects with multiple basins, specify which basin this worksheet applies to: To WQ Pond #6
elevations
Basin Bottom Elevation
Permanent Pool Elevation
Temporary Pool Elevation
areas
Permanent Pool Surface Area
Drainage Area
Impervious Area
volumes
Permanent Pool Volume
I' RUNOFF ~'"""'"""" D""' Volume
Forebay Volume
Other parameters
SA/DA'
Diameter of Orifice
Design Rainfall
Design TSS Removal2
444.00 ft. (floor of the basin)
451.00 ft. (elevation of the orifice)
454.00 ft. '
l" RuNoFF VOtuME EI.EV T~oN
12334 sq. ft. (water surface area at the orifice elevation)
10.08 ac. (on-site and off-site drainage to the basin)
6.62 ac. (on-site and off-site drainage to the basin)
41066 cu. ft. (combined volume of main basin and forebay)
36590 cu. ft. ~"(ZUNoFF VD~UME
7227 cu. ft. (approximately 20% of total volume)
2.53 in. (surface area to drainage area ratio from DWQ table)
2 in. (2 to S day temporary pool draw-down required)
1 in. RUNOFF
85 % (minimum 85% required)
Form SWU-102 Rev 3.99 Page 1 of 4

Footnotes:
' When using the Division SA/DA tables, the correct SA/DA ratio for permanent pool sizing should be completed based upon
the actual impervious % and permanent pool depth. Linear interpolation should be employed to determine the correct value
for non-standard table entries.
z In the 20 coastal counties, the requirements for a vegetative filter maybe waived if the wet detention basin is designed to provide
90% TSS removal. The NCDENR BMP manual provides design tables for both 85%TSS removal and 90%TSS removal.
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. If a requirement has not been met, attach justification.
Applicants Initials
a. The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
b. The forebay volume is approximately equal to 20% of the basin volume.
c. The temporary pool controls runoff from the design storm event.
d.
e.
S1/F r.
ZIIF g•
1V F h.
7VF i•
~~ J
T8 St; ~ROVIIaED k•
,SV F m.
The temporary pool draws down in 2 to 5 days.
If required, a 30-foot vegetative filter is provided at the outlet (include non-erosive flow
calculations)
The basin length to width ratio is greater than 3:1.
The basin side slopes above the permanent pool are no steeper than 3:1.
A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detail).
Vegetative cover above the permanent pool elevation is specified.
A trash rack or similar device is provided for both the overflow and orifice.
A recorded drainage easement is provided for each basin including access to nearest right-
of-way.
If the basin is used for sediment and erosion control during construction, clean out of the
basin is specified prior to use as a wet detention basin.
A mechanism is specified which will drain the basin for maintenance or an emergency.
III. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin is defined as the wet detention basin, pretreatment including forebays and the vegetated
filter if one is provided.
This system (check one)
This system (check one)
^ does
^ does
does not incorporate a vegetated filter at the outlet.
does not incorporate pretreatment other than a forebay.
Form SWU-102 Rev 3.99 Page 2 of 4

Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstruction 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 basin, 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 5.25 feet in the main pool, the sediment shall be removed.
When the permanent pool depth reads 5.25 feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
ill in the blanks)
p Permanent Pool Elevation 45/. O
Sediment Re ova! El. 4~7s-,i 75 0
------Sediment Removal Elevation 44.~'~$ 75%
Hottorn Ele ation _ef44,0 : % ----------------- 444 0 ------ -- ~ -
Bottom Elevation 25.0
FOREBAY 1~L4IN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the 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 wet detention basin system shall be maintained in good working order.
Form SWU-102 Rev 3.99 Page 3 of 4

x:
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: ~ t T ~ ~ 8 A kR• ~
Title: ~/ P ~F yArlc.h-^t~ N t
Address: Sb5 y ~-Y~~~Y <<-uc ~2t] ~ ~T~ ~ I
Phone: °I ~~ ~ l • ?o ~
Date: I d • 2•~- •~ ~--
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.
~ / G-ro 1
I, ~GZY,jP ~ ~f' ice. ~~E ~ , a Notary Public for the State of ~{-~, ~ ~,~-
County of ~ ~.C'_ , do hereby certify that ~1 ~ ~-~ ~ aria Y~
personally appeared before me this ~i W day of ~ ~-r+ fit? f o~UC~~ ,and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
i ANiELLE K. BAKE
NUTARY PUBLIC
'~ ~~VAKE COUNTY, N.C.
My Commission Exp+res 12-3-2011.
~~~
SEAL
~~ ~„ 1( e° ~--
My commission expires- ~ 1 .1 ~ ~ ~ ~ ~
Form SWiJ-102 Rev 3.99 Page 4 of 4

•
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
Cf orth Carolina 28217
8046
704-527-0800
704-527-2003 Fax
Since 1979
THE JOHN R. McADAMS COMPANY, INC.
_ ~~ ~ ~ ,
~~~.,
~~
BRIAR CHAPEL
CHATHAM COUNTY, NORTH CAROLINA
FINAL DESIGN CALCULATIONS
WATER QUALITYPOND #5
WATER QUALITYPOND #6
NEW-05044
August 2006
Revised: October 2007
Beth Ihnatolya, EI
Associate Project Engineer
Jason C. Spicer, EI
Associate Project Engineer
Jeremy V. Finch, PE
Stormwater Project Manager
Comprehensive Land Development Design Services
www.johnrmcadams.com We help our clients succeed.

BRIAR CHAPEL -PHASE IV
;~ Final Design -Water Quality Ponds #S & #6
General Description
Located off from US Highway 15-501, north of Andrews Store Road and south of Mann's Chapel
Road in Chatham County, NC is the proposed development known as Briar Chapel. Phase IV of the
proposed development is approximately 140-acres and will consist of single-family lots, townhome
lots, a clubhouse/amenity area, along with the associated utility, parking, and roadway
infrastructure. This report contains the final design calculations for water quality pond #5 and water
quality pond #6, which are located within Phase IV of Briar Chapel..
The proposed development is located within the Cape Fear River Basin, and drains to streams
(Pokeberry Creek & Wilkinson Creek) classified as Water Supply IV (WS-IV), and Nutrient
Sensitive Waters (NSW). As a result of the proposed development exceeding the maximum
allowable limit for stream impacts, an individual permit issued by The United States Army Corps of
Engineers (USAGE) is required (Clean Water Act Section 404 permit). Also, a Clean Water Act
Section 401 Water Quality Certification from NCDWQ will be attached to the individual permit.
Under the 401 Water Quality Certif cation from NCDWQ, the proposed site will be required to
comply with the stormwater management requirements set forth in the Water Quality Certification
#3402 (WQC #3402). WQC #3402 has the following water quality requirements:
Site specific stormwater management shall be designed to remove 85% total suspended
solids (TSS) according to the latest version of DWQ's stormwater Best Management
Practices Manual at a minium.
2. In watersheds within one mile and draining to 303(d) listed waters, as well as
~:. watersheds that are classified as nutrient sensitive waters (NSY~, water supply waters
(WS), trout waters (7'r), high quality waters (HWQJ, and outstanding resource waters
(ORYi~, the Division shall require that extended detention wetlands, bioretention areas,
and ponds followed by forested filter strips (designed according to the latest version of
the NCDENR stormwater Management Practices Manual) be constructed as part of the
stormwater management plan when asite-specific stormwater management plan is
required.
In addition to the above stormwater quality requirements, the following stormwater quality and
quantity items are required per Section 8.3 ("stormwater Controls") of the Chatham County
Compact Communities Ordinance:
1. Control and treat the first inch of runoff from the project site and from any offsite
drainage routed to an on-site control structure. Ensure that the draw down time for this
treatment volume is a minimum of forty eight (48) hours and a maximum of one hundred
and twenty (120) hours.
2. Maintain the discharge rate for the treatment volume at or below the pre-development
discharge rate for the 1 year, 24-hour storm.
•

To address these stormwater requirements, water quality ponds with preformed scour hole/level
spreader outlets that will provide sheet flow of the 1" runoff volume into the stream buffer is
proposed for construction as part of the development of phase IV of Briar Chapel. This report
contains the design calculations for water quality pond #5 & water quality pond #6 only. These
water quality ponds will be designed so that both the water quality and water quantity requirements
described above are satisfactorily met.
Calculation MethodoloQy
- Rainfall data for the Chatham County, NC region is derived from USWB Technical Paper
No. 40 and NOAA Hydro-35. This data was used to generate adepth-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 and PondPack for
peak flow rate calculations. Please reference the rainfall data section within this report for
additional information.
- Using maps contained within the Chatham County Soil Survey, the on-site soils were
determined to be predominantly from hydrologic soil group (HSG) `B' and HSG `C' soils.
Since the method chosen to compute the post-development peak flow rates and runoff
volumes is dependent upon the soil type, all hydrologic calculations are based upon the
assumption of HSG `B' and HSG `C' soils.
- A composite SCS Curve Number was calculated for the post-development condition using
SCS curve numbers and land cover conditions. Land cover conditions for the post-
development condition were taken from the proposed development plan.
- The post-development time of concentration to the water quality ponds was assumed to be 5
• minutes in the post-development condition.
- All on-site topo was taken from a topographic survey performed by The John R. McAdams
Company, Inc. The drainage map for the post-development condition has been included in
this report.
- HEC-HMS Version 2.2.2, by the U.S. Army Corps of Engineers, was used to generate post-
development peak flow rates for the water quality ponds. Routing calculations for the ponds
were also performed within HEC-HMS.
- Pondpack Version 8.0, by Haestad Methods, was used to generate the stage-discharge rating
curves for the proposed water quality ponds. These rating curves were input into HEC-HMS
for routing calculations.
- The stage-storage rating curve and stage-storage function for the proposed water quality
ponds were both generated externally in a spreadsheet and then input into HEC-HMS.
- Velocity dissipaters are provided at the end of the principal spillway outlets for the water
quality ponds to prevent erosion and scour in the downstream areas. The dissipaters .are
constructed using riprap, underlain with a woven geotextile filter fabric. The filter fabric is
used to minimize the loss of soil particles beneath the riprap apron. The dissipaters are sized
for the 10-year storm event using the NYDOT method. It is a permanent feature of the
outlets.

- Water quality sizing calculations were performed in accordance with the N.C. Stormwater
Best Management Practices manual (NCDENR April 1999). The normal pool surface area
for the water quality ponds were sized by calculating the average depth and then selecting
the appropriate SA/DA ratio from the water quality pond section of the NCDENR manual.
A temporary storage pool for the 1" runoff volume is provided in the pond, to be drawn
down in 2 to 5 days using an inverted siphon.
- For 100-year storm routing calculations, a "worst case condition" was modeled in order to
insure the proposed ponds would safely pass the 100-year storm event. The assumptions
used in this scenario are as follows:
The starting water surface elevation in the ponds, just prior to the 100-year storm
event, is at the top of the principal spillway structure. 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. An attempt was made to achieve a minimum of approximately 0.5-ft of freeboard
between the. peak elevation during the "worst case" scenario and the top of the dam
for the ponds.
- The downstream tailwater elevations for the ponds were assumed to be a free outfall
condition during the 1-year storm event (a conservative assumption).
- The 100-year tailwater elevations for the ponds were assumed to be free outfall because the
100-year floodplain elevation downstream of the ponds is below the invert out elevation.
Discussion of Results
As previously stated, this report contains the final design calulations for the proposed water quality
pond #5 and water quality pond #6 located within phase IV of the Briar Chapel development.
Ultimately, there will be a total of six (6) water quality ponds for phase IV of Bnar Chapel. The
final design for the remaining water quality ponds is under separate cover. These ponds will
function as "dual-purposed facilities" by providing both water quality and water quantity (for the 1-
year storm only). Please refer to the Summary of Results tables for additional information.
Conclusion
If the development on this tract is built as proposed within this report, then the requirements set
forth in the Water Quality Certification #3402 (WQC #3402) and Section 8.3 ("Stormwater Controls") of
the Chatham County Compact Communities Ordinance will be met with the proposed water quality
ponds. However, modifications to the proposed development may require that this analysis be
revised. Some modifications that would require this analysis to be revised include:
1. The proposed site impervious surface exceeds the amount accounted for in this report.
2. The post-development watershed breaks change significantly from those used to prepare this
report.
The above modifications may result in the assumptions within this report becoming invalid. The
computations within this report will need to be revisited if any of the above conditions become
apparent as development of the proposed site moves forward.
•

BRIAR CHAPEL SUMMARY OF RESULTS B. IHNATOLYA, EI
NEW-05044 9/21/2007
•
WATER QUALITY POND #5
Return Period Inflow
[cfs] Outflow
[cfs] Maa. WSE
[ft]
1-Year 30.6 0.4 437.42
10-Year 69.6 32.6 438.41
100-Year (Siphon Clogged) 108.1 96.2 439.08
Desi Draina a Area = 14.02 acres
Desi Itn ervious Area = 7.2 acres

To of Dam = 440.00 ft
Re uired Surface Area /Draina a Area Ratio = 1.87
Surface Area at NWSE = 14468 sf
Re uired Surface Area at NWSE = 11392 sf
Si hon Diameter = 3 inches
Total Number of Si hons = 1

Riser Len = 5 ft
Riser Width = 5 ft
Riser Crest = 437.75 ft

Barrel Diameter = 36 inches
# of Barrels = 1
Invert In = 428.35 feet
Invert Out = 428.00 feet
Len = 64 feet
Slope = 0.0055 ft/ft
•
•
WATER QUALITY POND #6
Return Period Inflow
[cfs] Outflow
[cfs] Mas. WSE
[ft]
1-Year 30.2 1.2 454.04
10-Year 59.4 41.7 454.78
100-Year (Siphon Clogged) 86.2 76.5 455.18
Desi Draina a Area = 10.08 acres
Desi Im ervious Area = 6.62 acres

To of Dam = 456.00 ft
Re uired Surface Area /Draina e Area Ratio = 2.53
Surface Area at NWSE = 12334 sf
Re uired Surface Area at NWSE = 11108 sf
Si hon Diameter = 2 inches
Total Number of Si hons = 1

Riser Len h = 5 ft
Riser Width = 5 ft
Riser Crest = 454.00 ft

Barrel Diameter = 36 inches
# of Barrels = 1
Invert In = 448.25 feet
Invert Out = 448.00 feet
Len = 48 feet
Slope = 0.0052 ft/ft

•
•
1 RAINFALL DATA
2 SOILS DATA
3 US GEOLOGICAL SURVEY MAP
4 FEMA FLOODPLAIN MAP
5 POST-DEVELOPMENT HYDROLOGIC
CALCULATIONS
6 WATER QUALITY POND #5 FINAL
DESIGN CALCULATIONS
7 WATER QUALITY POND #6 FINAL
DESIGN CALCULATIONS

•
RAINFALL DATA
'~

BRIAR CHAPEL
NEW-05044

BRAPEL
NE 4
I. INPUT DATA
Location: RDU, North Carolina.
2-Year ~ 100-Year Source
5 minute 0:48 0.81 NOAH Hydro-35
15 minute ; 1.01 1.81 NOAA H dro-35
60 minute 1.7(i 3.50 NOAA H dro-35
24 hour 3.60 8.00 USWB TP-40
II. DEPTH-DURATION-FREQUENCY TABLE
Return Period
Duration 2-Year 5-Year 10-Year 2s-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 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 Period
Duration 2-Year S 5-Year 10-Year 2s-Year 50-Year 100-Year
[in/hr] [iu/hr] [in/hr] [in/hr] (in/hr] [in/hr]
s 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 tniuutes 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 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
1CH, PE
/18/2006
IV. RESULTS
Return Period g h
2 lit 18
...............................
5 .....................
1r;9 ......................
21.
.......... .10 ..........
........ .. :.....tr ti..::.
. ......... . :.:...~'.........
... .........
2s 232 23
s0 261 2~1
100 290 25

B APEL •
8/18/2006
N~44
CALCULATIONS:
1/I

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 0.21 0.18 0.16 0.14 0.13 0.12
15 0.25 0.21 0.19
.......................3 0.17
..................... 0.15
..................... 0.14
......................
30 .........................
0:37 .}.....................
;
~ :30 ......... ...
._0:27......------..:.
. .....0.23...... ...... ~:~1...... ...... 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 1:1?
: .
... ..0.98
......................... 0.83
..................... 0.74
..................... 0.67
......................
..........................
360 .........
......
....
~ :? 6 .
.......
.......
1:??
Y .....
. .
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 lU-Year i LS-Year 5U-Year lUU-Year
Slo e: 0.00760 0.00592 0.00513 0.00430 0.00383 0.00344
Y-Intercept:

h: 0:13587 E 0.12225
132 169
18 21 0.11255 0.10001
195 232
22 ; 23.____ 0.09181
261
____24___ 0.08486
290
25

• • •
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BRIAR CHAPEL WATERSHED SOIL B. IHNATOLYA, EI
NEW-05044 INFORMATION 9/5/2007
WQ POND #5
-> Watershed soils - To WQ Pond #S
Symbol Name Soil Classification
37C Wedowee Sandy Loam B
37D Wedowee Sandy Loam B
37E Wedowee Sandy Loam B
39C Wedowee Sandy Loam B
57B Vance Sandy Loam C
SA Chewacla & Wehadkee D
References:
1) SCS TR-55. UNITED STATES DEPARTMENT OF AGRICULTURE. SOIL
CONSERVATION SERVICE. 1986.
HSG B = 97.8%
HSG C = 0.8%
%HSGD= 1.4%
=> Conclusion
Watershed soils are from 'HSG B ; 'HSG C; and 'HSG D'soils. The relative percentage of each HSG
was calculated. These percentages were then used in the computation of the composite curve numbers.
• Cover Condition SCS CN - HSG B SCS CN - HSG C SCS CN -HSG D
Impervious 98 98 98
Open 61 74 80
Wooded 55 70 77
Cover Condition Composite SCS CN
Impervious 98
Open 61
Wooded 55
•

BRIAR CHAPEL WATERSHED SOIL J. FINCH, PE
NEW-05044 INFORMATION 9/21/2007
WQ POND #6
• _> Watershed soils - To WQ Pond #6
Symbol Name Soil Classification
37C Wedowee Sandy Loam B
37D Wedowee Sandy Loam B
37E Wedowee Sandy Loam B
39C Wedowee Sandy Loam B
57B Vance Sandy Loam C
References:
1) SCS TR-55. UNITED STATES DEPARTMENT OF AGRICULTURE. SOIL
CONSERVATION SERVICE. 1986.
%HSGB= 52%
HSG C = 48%
_> Conclusion
Watershed soils are from 'HSG B' and 'HSG C'soils. The relative percentage of each HSG
was calculated. These percentages were then used in the computation of the composite curve numbers.
• Cover Condition SCS CN - H5G B SCS CN -HSG C
Impervious 98 98
Open 61 74
Wooded 55 70
Cover Condition Composite SCS CN
Impervious 98
Open 67
Wooded 62
•

•
US' GEOLOGICAL S'UR VEY MAP

BRIAR CHAPEL
NEW-05044

• • •
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•
FEMA FLOODPLAIN MAP

•
BRIAR CHAPEL
NEW-05044

POST-DEVELOPMENT HYDROLOGIC
CALCULATIONS
•

BRIAR CHAPEL
NEW-05044

BRIAR CHAPEL
NEW-05044
•
•
I SCS Ci~12~"E '~'Tn4iBERS
HYDROLOGIC CALCULATIONS
Post-Development-To WQ Pond #5
Cover Condition SCS CN Comments
Im ervious 98 -
0 en 61 Assume ood condition
Wooded 55 Assume ood condition
Water 100
lt. P05T-DF~'ELOP~IEN'f
_> To WQ Pond #S
A. Watershed Breakdown
Total Number of 30'-40' Residential Lots = 14.0 lots
Assumed Impervious Area Per 30'-40' Residential Lot = 2400 square feet
Total Impervious Area from 30'-40' Residential Lots = 0.77 acres
Total Number of 50' Residential Lots = 2.5 lots
Assumed Impervious Area Per 50' Residential Lot = 3200 square feet
Total Impervious Area from 50' Residential Lots = 0.18 acres
Total Number of 60' Residential Lots = 11 lots
Assumed Impervious Area Per 60' Residential Lot = 3600 square feet
Total Impervious Area from 60' Residential Lots = 0.91 acres
Total Number of 70' Residential Lots = 2 lots
Assumed Impervious Area Per 70' Residential Lot = 4200 square feet
Total Impervious Area from 70' Residential Lots = 0.19 acres
Total Number of 90' Residential Lots = 3 lots
Assumed Impervious Area Per 90' Residential Lot = 4450 square feet
Total Impervious Area from 90' Residential Lots = 0.31 acres
Total Clubhouse Area = 1.90 acres
Clubhouse Area % Impervious = 85%
Total Impervious from Clubhouse Area = 1.62 acres
Total Roadway/Alleyway Impervious Area = 2.82 acres
Total Sidewalk Impervious Area = 0.59 acres
B. IHNATOLYA, EI
9/24/2007
Contributing Area SCS CN Area [acres] Comments
On-site o en 61 6.30 Assume ood condition
On-site im ervious 98 7.39 -
On-site wooded 55 0.00 Assume ood condition
On-site water 100 0.33 -
Off-site o en 61 0.00 Assume ood condition
Off-site im ervious 98 0.00 -
Off-site wooded 55 0.00 Assume ood condition
Off-site water 100 0.00
Total area = 14.02 acres
0.0219 sq.mi.
Composite SCS CN = 81
•
B. Time of Concentration Information
Time of concentration was assumed to be a conservative S 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)

HEC-HMS Project: NEW-05044 Basin Model:
•
To 'J`JQ Pond #5
•
fif
WQ Pond #5
•

HMS * Summary of Results
Project NEW-0504 4 Run Name 1-Yr Post
• Start of Run 07Ju102 0000 Basin Model Post-Development
End of Run 07Ju103 0000 Met. Model 1-Year Storm
Execution Time 05Sep07 0852 Control Specs 1 Min dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
To WQ Pond #5
WQ Pond #5
30.586 07 Jul 02 1157
0.39581 07 Jul 02 2140
1.5342 0.022
1.5342 0.022
•
•

BRIAR CHAPEL HYDROLOGIC CALCULATIONS J. FINCH, PE
NEW-05044 Post-Development-To WQ Pond #6 9/21/2007
•
I. SCS CURVE Ni3111BEIt5
Cover Condition SCS CN Comments
Im ervious 98 -
0 en 67 Assume ood
Wooded 62 Assume ood
Water 100
~II. POST-DEVF,LOPbIEIV'T
_> To WQ Pond #6
A. Watershed Breakdown
•
Contributing Area SCS CN Area [acres] Comments
On-site o en 67 3.19 Assume ood condition
On-site im ervious 98 6.62 -
On-site wooded 62 0.00 Assume ood condition
On-site water 100 0.27 -
Off-site o en 67 0.00 Assume ood condition
Off-site im ervious 98 0.00 -
Off-site wooded 62 0.00 Assume ood condition
Off-site water 100 0.00
Total area = 10.08 acres
0.0158 sq.mi.
Composite SCS CN = 88
B. Time of Concentration Information
Time of concentration was assumed to be a conservative 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)
Total Number of 30' - 40' Residential Lots = 5 lots
Assumed Impervious Area Per 30' - 40' Residential Lot = 2400 square feet
Total Impervious Area from 30' - 40' Residential Lots = 0.28 acres
Total Number of 50' Residential Lots = 9.5 lots
Assumed Impervious Area Per 50' Residential Lot = 3200 squaze feet
Total Impervious Area from 50' Residential Lots = 0.70 acres
Total Number of Townhome Lots = 30.5 lots
Assumed Impervious Area Per Townhome Lot = 2400 squaze feet
Total Impervious Area from Townhome Lots = 1.68 acres
Total Clubhouse Area = 2.74 acres
Clubhouse Area % Impervious = 85%
Total Impervious from Clubhouse Area = 2.33 acres
Total Roadway/Alleyway Impervious Area = 1.41 acres
Total Sidewalk Impervious Area = 0.23 acres
•

HEC-HMS Project: Pond_6 Basin Model:

To WQ Pond #6
•
WQ Pond #6
•

HMS * Summary of Results
Project Pond 6 Run Name 1-Yr Post
Start of Run 17Aug07 0000 Basin Model Post-Development
End of Run 18Aug07 0000 Met. Model 1-Year Storm
Execution Time 215ep07 1553 Control Specs 1-min dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
To WQ Pond #6
WQ Pond #6
•
30.227 17 Aug 07 1156 1.5304 0.016
1.1520 17 Aug 07 1343 0.50273 0.016
•

•
WATER Q UALITY POND #5 FINAL DESIGN
CALCULATIONS

BRIAR CHAPEL
NEW-05044

•
i
I
•
WA1ER QUA117Y POND #5 CON57RUCTION SPECIHICA17pNS
GENERAL NOTES BERM SOII. AND COMPACTION SPECIFICATIONS
1. vgIOR i0 LONSTRUCDON, M W-SUE GEORCHNICAL ENGINEER SHALLL VEAIfY ME 1. ALL FILL MARFd1L5 TO BE USED FOR THE O/V EMBANNMEN75 SHALL BE
SUITABNIY Oi ME PROPOSED BORROW AREA / FllL FOR USE IN THE GM TAKEN FHDM BOflAOw AJR15 APPROVED BX THE ON-SItE CEORCxNICA
EMBANNMENR / NEY iREWH. ENGINEER. ME FRL MATERUL SNAL BE FREE FROM RWTS. SNMPS. W000,
STONES LRUTER T1VM! 6', AW FROZEN OA OMER OBJECTIQ`UBLE
], THE ON-SIR GEOiECHNGL ENGINEER SHALL INSPECT THE KEf TRENCH EXGVAWN
PAN)R N %ACEMENi Of ANY BACNHLL WHIN ME NEY TRENCH. W THE CONRUCiOR
CONSTRL'Cls AND COVERS UP ME KEY BENCH PRMM i0 INSPECWN, MEN ME KEY ugiERUI. THE FOLLOWING Shc MES ME SUTABLE FOR USE AS FlLL
wRHIN ME 0.W EMB0.NKNENi AND KEY TREWH: Ml eN0 [L
TRENCH SHALL BE UNCOVERED AND RSTED AT ME LONilUCtt1A'S EKPENSE. ]. fiLL PUCEMEM SHAL WT EKCEEO A MAXIMUM B' Llft. EACH UFT

]. ME CONTFACTOR SHALL REFER i0 THE VNOSCAPE PIPN FOR ME PEgNANENT SHAL BE LONTINWUS FOA ME ENTIRE IENGM OF EMBANKMENTS BEFORE
PIACEMENi OF fill FOR ME BERN SECTION, ALL LNSUTABLE UATEgA
PLWiWC PLAN/SCHFWIE. ME PEAIAWENi VECEfAnON FOR ME PROPO6ED SHALL BE REMOVED ANO 11N SURFACE PROPERLY PREPARED FOR FILL
EuBANKMENT SHILL BE 1µL iESWE. PLFASE NOR Thai NO TREES/SHRUBS OF AHY PIALEMENi.
1YPE MAY eE PIANRO ON ME PROPOSED DNI ENBANNMENi (FlLL AREAS).
J. µl FILL SOILS USED IN ME EMBANIfI.1ENT5 / NEY TRENCH
A, IF ME WATFA OWlltt PoND I$ i0 BE usm A$ A SmIMEM BA6N WRING CONSTRUCTON SHV1 BE WMPACTED i0 Ai LFASi 95x OF ME STANDNtp
CONSiRULt10N, ME CONTMCTOA SHAL Wi mNSiRULI TIE WRRpA FMTNEN BERM
SHONN ON MIS PVN UNTL APPROVµ ip RE1JOk ME SEDIMENT BASIN HAS BFEN PROCTOR MAXIMUM DRf DENSItt (ASTM-696), ME RLL SdLS SHALL BE
COMPALRO Ai A NOISNRE CONRNT WITHIN -1 to ~] PERCENT G IR
GA/NTED BY ME EWSION CONTROL INSPECSOR. OPOMUM MO]$NRE CONRNi. CpMPAL110N 8575 SHALL BE PERNAMED BY
THE ON-SITE GEOTE[HNICµ ENGINEER pUPoNG CONSTRUCTON i0 VERIFY
5. IF ME WATER pWWiY POND I$ i0 BE USED AS A SEOIMEM BASIN OUPoNG 1H/,i THE PR(1 ER COUPACigN IEVEL HIS BEEN fSACI&D. ME FlLL
LONSiRULTON, ME ARG 5W11 BE CLFANEO WT (I.E SEDIMENT, RUSH, ETC) ANO SHOULD BE COUPACIm USING A SNEEPSFOOT TYPE COLIPACiOR, IN ORDER
AEVEGEiAtED (IF NmESSVlf] PRIOR TO USE AS A STORMWARR NANAGEMENi fACIUTY. t0 PREVENT 00.VAGE i0 THE PIPE, NO COMPACTON EOUIPMENi $INLL
THE 1RASH 1N0 SEDIMENT SWUM 0E DISPOSm G PgOPE11LY (LE. - VNOHLI~ CROSS ANf PIPE UNTIL MINIMUM COVER IS ESTABl15Hm µ0W ME PIPE.
6, ALL REINNRCED LONCRER MRED ENO SECTON INLER WRI ME POND SHµL BE I A NEY TRENCH SHALL BE PROVIOm BENGM ALL FILL AAF/S OF ME
UWERLNN WttH A ]000 MI LONCRER PAD. SEE DETNLS SHEET PD-50. BERN. THE TRENCH SHALL FNRND A WNIMU4 D< 5 R BELOW EXISiWG
CRNE ANO SHALL HAVE A MINIMUM BOROM WIDTH OF 5 FEET. ME KEY
TRENCH SIDESLOPES SHAT BE A MINIMUM Of I:1 (H:V). ME KEY iNENCH
CONSTRUC'RON PREPARATION SHALL eE CONPµ1E0 i0 THE SAME SPECWIGTON USRD IN IBM ! A13pVE
I. PRIOR ip PLICEMEM 0< ME NEW BIL, ME AAUS ON WHICH FILL 15 t0 BE 5. UPON RCWESi, TIE CONTRACTOR SHLL PRUAOE ME ENGINEER WRN
PlALEO SHALL ~ CIfAgED ANO STRIPPED Di IOPSOII, TREES, RWiS, VLGETAl10N, REPORTS i0 MEAIFY MAi ME Dal EM&NXMENT MEETS ME $PECmEO
ANp OiHEA OBIECiNq:ABLF MARRVI. ME MEAS ON WHICH FILL 6 10 BE PLACm
SITYl BE SCARIBEO. COMPµgpN REOUIRFMENFS. COMPACTON REPpRR WILL BE NEmm WRING
THE AS-BUILT CER11WA1gN PRWESS FOR Tx15 STOPMWATEq fACIUIY.
MEREiOAE, li IS ME CONTRACTORS RESWNS161Utt Tp ENSURE
1. ANY REMOVED NFSgI SNAL BE STOCKPILED FOR USE W PIANiING (SEEDING) DN [OMPMTON 8515 AAE PgOPEgIY PERFpRMEO DURING CWSMUCTON.
ME OAM EM84NKIIENiS ONCE FINµ CRAPES (IS SHAWN ON ME GRADING PLW) IUYE
sEEN EnABIJSxm WIM mMPACTEO nLL SPQLWAY PIP
E
S
BGRADE SUPPORTAND
U
!. ME CDNRUCLDR sHALL NRNISH, WsiAii, OPEPAR, AND AWNYNN ANY PUMPIW
EDUIPNENi, ETC NEF-ED FOA REMGVA OF WARR FRDM VMIOl5 PARTS OF THE p
/~~
y
F
BEDDING SPECIFICATIpN$
$ipRMWARfl WND SIR, II IS ANTICIPATED THAT RIUPING WILL BE NECESSARY IN ME
EYGVAWN AREAS (LE. - NEY TRENCH). WRING PULEUEM OF NlL WITHIN ME NEY I, fllL IN ME ARU OF ME SPILLWAY PIPES AND AWACENi AREAS SHOULD
tRENCH (OR OMEq AREAS 0.S NECESSARY) THE CgITFACIOR SHALL NEEV THE WATER
IREL BELOW ME BORpN OF ME EXGVAiION, iNE MANNER IN WHICH TIE WATER I$ BE BWUGHi UP i0 A POINT Of 1~ N }' OR MORE ABOVE iW iQP
0.EVATON OF TxE vIPES IN AOVAA'LE OF SPILLWAY CONSTRUCTION 50 iW,i
REMOVED SHAll BE SUCH TUi ME EXGVA71W WTiON ANO SIpESLOPES ARE ME SPILLWAY PIPES CJMI BE INSiµLED IN A iPEWN CONDDION. ONCE
STABLE. MF FlLL IS BROUGHT UP t0 PBOVE ME iDP OF PIPES, 1HE PIPE
iREWHES SWUM THEN BE E%GVARD FOR INSiµUTON OF ME PIPES
1TR AT Mo~ilrrt Tn~ n~~i Oim~~mFn• 1.f~
pU 1a.ua VAf\V 1.1 Uf~G MATElUtfli VfG.II'1W1TIp1WJ Z. IF SEEPAGE qA ROW OCCURS IN OR AOW MF PIPE µIGNMENi$,
GRWNDNAiER CONigW WILL BE NECESSARY. M5 COIAO INVMVE
PUMPING (OR siRFAM ONERSION, ETCJ WPENgW ON tHE iOPWRAPHY.
I. ME 3fi' RCP WRET &vRRR SHALL BE LOSS III RCP, NOdlim BELL ANO sPICOi, SINCE li 6 NE[ESS1Rf i0 WORK W A'DM' CONg110N, 415 SRIMTW
MEETING TIE REOUIREMENiS OF 0.514 Cl6-URST. 1HE flPE Sw41 HAVE LONFINm MAY REOURE USE Df lEW CONCRETE BACNFiLL, ROW/BlE FILL, ETC, i0
D-RING RUBBER fASKEi JOINTS NEERJG ASiN C-NS-UTEST. TIE PIPE JOINTS SHALL
BE ttPE R-1. ESTIBl6H SUBGWDE CONOIRONS WITABIE Fpq SOIL ttPE &CXRLL
PIADENENI.
1. ME STRUCNRAL DESIGN FOR ME 515' (INIERRIL DIMENSIONS) RISER BOK WIM
E%RNDEO BASE SHALL BE Bt OTTERS. PggR i0 ORDEPoW ME SigUL111gES, ME ], PRIpA i0 INSiµUTON, SUBGWOE CONgTONS µ0W ME SPILLWAY
PIPES SHOULD BE EYAWTED BY ME ON-4R CEORCHNICµ ENGINEER i0
CONIFUCIOR SHALL PgOVIW ME ENGINEER WIM sWP DRAWINGS, SFAFO BY A P.E. ASSESS WNEMEA SUITA&E BUAING LO4g1A7N5 EKISi AT THE SUBGRAW
RFGISRAm IN NOgiN CAROLINA FOq RENEW. IEYTI. SWULO SOFT OA OMERWISE UNSUITABLE CONgTNJNS BE
ENCOUNTERED µONG ME PIPE µICNMENtS, MESE WRgWLS SHOULD BE
]. ME RSEA BOx OURFT StRUCNRE SIWL BE PAWIpm WIM SRPS i6' W CENiFR. UNDERCUT AS OIRfCTm BY ME CEORCHNIGL ENGNEER. ME UNOEACU7
SRPS SHLL BE vAONDm W ME INNER Wµ1 OF THE R6Eq BOX. STEPS SHLLL H IN MATEpAS SHILL BE REPIACm WIM 11)EOWRIY COMPACRD SMUCiUPA
gCCOR04NCE WIM NCWI STD. 810.66. PLFASE REFER i0 SHEET PD-58 Fpp LOGRON FlLL, LFAN CONLRER DA FLOWAHLE FILL AS DIAECRO B! ME W-SIZE
OF ME RISER SRPS. GEORCHNICµ ENgNEER.
4. ME 9'LA'WSSI' THICK COWRETE µIT-FLp1ATW BIOCK FOR WARR GLMlltt POW 1. FlLL NATERNI ggNDENi TO ME !6'W 0-RING WRBT BARREL /ND 11'
(5 SHALL BE PRECAST 0.5 ME EX1ENOm &5E OF MF RISER B]X DURIW FABRIGTION. DIP SHALL AIEE1 ME SPECIfIGTONS USRO IN ITEMS t TWiWGx 3 IN ME
ME PRECAST RISE SHµI BE INClU0E0 A5 PART OF ME SHOP DMWINCS THAT YWLL BE SECTON TILED 'BEA4 SDL 8: COMPACipN SPECB1GiMINS.' ME
SUBMITRp i0 ME ENGINEER fOA RENEW (SEE IBM ] PBN'EJ. LONiRACiOR SHALL PAY SPECIAL AfRNiNIN ip iNE COMPACDON FFFORLS
µONG MC PIPES i0 ENSURE TIUi ALL SPACES UNDER AND ADJMENi TO
5. UCN AISEfl 80% JOINT DESIGN SHLL CONFOflN i0 ASTM C-4]B TIE JOINTS SHALL ME PIPES ARE FILLED WIM PROPERLY COMPACiEO WRRIN-
BE sFAI-Ep USING BD1Yl RUBBER $ULWT CWFOquINC ip ASTY-990. TH[ CONIPKtOR
$W11 PMGE JONTS ON BOM ME INSIDE AND OUTSIDE WIM NON-SWWK GROUT.
TESTING OF THE ENIDANIQZENf
6 ME PRECASt RISER BOK SiPUC1URE FOq WARR OlW-Itt POND ~5 SW11 IUVE A
SHIPRNG WBGHI Oi 1l,5]5 CBS. ME SiHUCNAE WEIGHT $Wi1 BE ME SHIPPING I. RSTNC G ME NFN FAl 1W1ERlµ5 SXALL BE PERFg1ME0 TO YERIFY
WEIGHT AND SHAH BE DETERMINED 8Y SUBRLµDNG ME WEIGHT OF iNE FACTORY THAT ME RECOMYENCEO lfYEl OF COMPACTON b ACHIFI'Ep OUPoNG
BLOCKOUIS fROM TIE CROSS STRUCNRE WEIGH. MI5 INi0RMA11W SHALL BE SNpWN LONSigUCiION. MEREFOAE. ONE DENSItt RSI $HVL BE PEAFOAMm FOR
pN 111E SHOP DRAWINGS SUBMIITEO 10 ME EWINEER FOR RMEW'. EVEgY 1,500 SOINAE FEET OF AAU fdt EVER! LIFE OF FlLL
1. PPoOR TO ORDERING, ME CWFPADNA SHILL SI.BMIT TRASH RACK sWP OMWING$ 2. RSTNC MILL BE REWIRED µONG TVE 3fi' 0-PoNG WTLEi 8WA0. Ai
i0 ME ENGINEER FDA MPAWAL CWFR4CTDR sH4L ENSURE THAI µJ ACCESS HARH A FREWENCI' Of ONE 1ESt PER 1! LF G PIP[ PER VERTIGL iOpT Oi
Is FRONDED WIMW ME iMSN PACK (SEE DETµL FOR mCAWN) MAi WILL ALLOW FOR
NNAE 4µN1ENAWE ACCESS. CWTAACiOA SHAH ALSO PAONOE A CIWN ANO LOCH FlLL
Foq sfcuRlW ME Acc[ss HARH. $TATEMENf OF RESPONSIBDIIY:
B. ALL PWAm CWCRER SHALL BE MINIMUM 3000 P51 (IB DAt) UNIESS OMERNISf
RD µl AEOUIRED WINTIXANCE AW INSPECWNS OF M5 FAOIUtt SHµl BE
W
. ME RESPONSIBIUIY Of THE OWNER, PER ME EXECUTED OPERARON AND

9. GmTE)(iILE FABRIC FOR ME !6-INCH OUTFT BAREL JgNR SWV1 BE A/,PoCO SME MMIRNANCE AGAEFMENi FpA TINS FACILITY.
1553 PWYPROPOENE NON-WOVEN NEEWE Puxcxm OR A°PRWED EIXNL (NON-WOVEN
FABRIC)
10. WATER OlVL1Y POND EMERGENCY DRAWOOwN FOR ME POND SWLL BE µNIEVm
YU AN 8'A PLUG VµVE. iNE VµVF SHALL & A MWH STYLE 610 %-CENTRIC VA1VE OR
APPROVED muu. MIS YNVE 5 IN ALCOROWCE WM AWWA C-504 SEC. 5.5. ME
VµVE SHALL BE IOGRD wRH! ME 5' K 5' RISER SIRUCNRE AND SHALL BE
OPEPABLE FgOM i0P Of SIRUCNRE VM A HM'OWHEEL (SEE OETML SHEfI PD-SB).
11, THE 11'1 DIP WRET PIPE sHALL BE CAPPED ON ME UPSTgFAII ENO WIM A MEtµ
ORIHCE FUR. ME PUR SIU11 BE 1811841/1' (C/LVANIZEO) M'p SHµL HAVE A !'I
ORFlCE Al ME BOTTOM. PLFASE AEfER t0 DETµL SNEEi PD-5C mA µOITONµ
WFORWRON.
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FINAL -RANING - RELEASED FOR CONSTRUCTION
x

BRIAR CHAPEL
NEW-05044
•
•
Ks = 14669
b = 1.1444
•
J. FINCH, PE
9/5/2007
Stage-Storage Function
Project Name: Briar Chapel
Designer: J. Finch, PE
Job Number: NEW-05044
Date: 7/9/2007
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feed (feed (SFl (SFl (CFl (CFl (feed

434.5 0.0 14468
436.0 1.5 16829 15649 23473 23473 1.51
438.0 3.5 20163 18496 36992 60465 3.45
440.0 5.5 23757 21960 43920 104385 5.56
Storage vs. Stage
o
t2
ooo
tooooo
y = 14669x11444
80000 RZ = 0.9996
LL
v
rn 60000

3
~ 40000
20000

0
0.0 1.0 2.0 3.0 4.0 5.0 6.0
Stage (feet)

BRIAR CHAPEL
NEW-05044
• _> Stage -Storage Function
Ks= 14669
b= 1.1444
Zo = 434.5
Elevation
•
434.5 0 0.000
434.7 2325 0.053
434.9 5140 0.118
435.1 8176 0.188
435.3 11363 0.261
435.5 14669 0.337
435.7 18072 0.415
435.9 21559 0.495
436.1 25119 0.577
436.3 28743 0.660
436.5 32426 0.744
436.7 36163 0.830
436.9 39950 0.917
437.1 43782 1.005
437.3 47657 1.094
437.5 51572 1.184
437.7 55526 1.275
437.9 59515 1.366
438.1 63538 1.459
438.3 67593 1.552
438.5 71680 1.646
438.7 75796 1.740
438.9 79941 1.835
439.1 84113 1.931
439.3 88311 2.027
439.5 92534 2.124
439.7 96782 2.222
439.9 101054 2.320
440 103198 2.369
J. FINCH, PE
9/5/2007

Type.... Outlet Input Data Page 1.01
Name.... WQ Pond #5
File.... X:\Projects\NEW\NEW-05044\Storm\Construction Drawings\SWMFDESIGN.PPW
Title... Project Date: 8/8/2006
Project Engineer: Jeremy Finch, PE
Project Title: Briar Chapel - Phase IV
- Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 434.50 ft
Increment = .20 ft
Max. Elev.= 440.00 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 DP ---> TW 434.500 440.000
Inlet Box RI ---> BA 437.750 440.000
Culvert-Circular BA ---> TW 428.350 440.000
TW SETUP, DS Channel
S/N: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 4:29 PM Date: 8/10/2006

S/N: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 4:29 PM Date: 8/10/2006

•
Type.... Outlet Input Data
Name.... WQ Pond #5
Page 1.03
File.... X:\Projects\NEW\NEW-05044\Storm\Construction Drawings\SWMFDESIGN.PPW
Title... Project Date: 8/8/2006
Project Engineer: Jeremy Finch, PE
Project Title: Briar Chapel - Phase IV
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type
------------------ = Culvert-Circular
------------------
No. Barrels = 1
Barrel Diameter = 3.0000 ft
Upstream Invert = 428.35 ft
Dnstream Invert = 428.00 ft
Horiz. Length = 64.00 ft
Barrel Length = 64.00 ft
Barrel Slope = .00547 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .007228
Kr = .5000
HW Convergence = .001
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
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) = 1.158
T2 ratio (HW/D) = 1.304
Slope Factor = -.500
•
•
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 = 431.82 ft ---> Flow = 42.85 cfs
At T2 Elev = 432.26 ft ---> Flow = 48.97 cfs
S/N: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 4:29 PM Date: 8/10/2006

Type.... Outlet Input Data
Name.... WQ Pond #5
Page 1.04
File.... X:\Projects\NEW\NEW-05044\Storm\Construction Drawings\SWMFDESIGN.PPW
Title... Project Date: 8/8/2006
Project Engineer: Jeremy Finch, PE
Project Title: Briar Chapel - Phase IV
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFACE CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES ...
Maximum Iterations= 30
Min. TW tolerance = .O1 ft
Max. TW tolerance = .O1 ft
Min. HW tolerance = .O1 ft
Max. HW tolerance = .O1 ft
Min. Q tolerance = .10 cfs
Max. Q tolerance = .10 cfs
•
•
S/N: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 4:29 PM Date: 8/10/2006

•
Type.... Composite Rating Curve
Name.... WQ Pond #5
Page 1.10
File.... X:\Projects\NEW\NEW-05044\Storm\Construction Drawings\SWMFDESIGN.PPW
Title... Project Date: 8/8/2006
Project Engineer: Jeremy Finch, PE
Project Title: Briar Chapel - Phase IV
Project Comments:
***** COMPOSITE OUTFLOW SUMMARY ****
•
•
WS Elev, Total Q Notes
--------- ------- ------ -- Converge ----------- --------------
Elev. Q TW El ev Error
ft cfs ft +/-ft Contributing Structures
---------------------
--------
434.50 -------
.00 ------
Free -- -----
Outfall -----
(no Q: DP,RI,BA)
434.70 .06 Free Outfall DP (no Q: RIBA)
434.90 .12 Free Outfall DP (no Q: RIBA)
435.10 .16 Free Outfall DP (no Q: RIBA)
435.30 .19 Free Outfall DP (no Q: RIBA)
435.50 .22 Free Outfall DP (no Q: RIBA)
435.70 .24 Free Outfall DP (no Q: RIBA)
435.90 .27 Free Outfall DP (no Q: RIBA)
436.10 .29 Free Outfall DP (no Q: RIBA)
436.30 .31 Free Outfall DP (no Q: RIBA)
436.50 .32 Free Outfall DP (no Q: RIBA)
436.70 .34 Free Outfall DP (no Q: RIBA)
436.90 .36 Free Outfall DP (no Q: RIBA)
437.10 .37 Free Outfall DP (no Q: RIBA)
437.30 .39 Free Outfall DP (no Q: RIBA)
437.50 .40 Free Outfall DP (no Q: RIBA)
437.70 .41 Free Outfall DP (no Q: RIBA)
437.75 .42 Free Outfall DP (no Q: RIBA)
437.90 3.91 Free Outfall DP,RI,BA
438.10 12.86 Free Outfall DP,RI,BA
438.30 24.93 Free Outfall DP,RI,BA
438.50 39.44 Free Outfall DP,RI,BA
438.70 56.03 Free Outfall DP,RI,BA
438.90 74.48 Free Outfall DP,RI,BA
439.10 94.61 Free Outfall DP,RI,BA
439.30 106.50 Free Outfall DP,RI,BA
439.50 107.69 Free Outfall DP,RI,BA
439.70 108.86 Free Outfall DP,RI,BA
439.90 110.02 Free Outfall DP,RI,BA
440.00 110.60 Free Outfall DP,RI,BA
S/N: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 4:30 PM Date: 8/10/2006

HMS * Summary of Results for WQ Pond #5
•
Project NEW-05044
Start of Run 07Ju102 0000
End of Run 07Ju103 0000
Execution Time 05Sep07 0906
Run Name 1-Yr Post
•
Basin Model Post-Development
Met. Model 1-Year Storm
Control Specs 1 Min dT
Computed Results
Peak Inflow 30.586 (cfs)
Peak Outflow 0.39581 (cfs)
Total Inflow 1.31 (in)
Total Outflow 1.31 (in)
Data/Time of Peak Inflow 07 Jul 02 1157
Date/Time of Peak Outflow 07 Jul 02 2140
Peak Storage 1.1463 (ac-f t)
Peak Elevation 437.42 (f t)
•

HMS * Summary of Results for WQ Pond #5
Project NEW-05044 Run Name 10-Year Post
• Start of Run 07Ju102 0000 Basin Model Post-Development
End of Run 07Ju103 0000 Met. Model 10-Year Storm
Execution Time OSSep07 0907 Control Specs 1 Min dT
Computed Results
Peak Inflow 69.610 (cfs) Date/Time of Peak Inflow 07 Jul 02 1204
Peak Outflow 32.602 (cfs) Date/Time of Peak Outflow 07 Jul 02 1212
Total Inflow 3.32 (in) Peak Storage 1.6017 (ac-f t)
Total Outflow 3.32 (in) Peak Elevation 438.41 (f t)
•
•

BRIAR CHAPEL
NEW-05044
• _> Stage - Storage Function
Ks = 14669
b = 1.1444
Zo = 434.5
Elevation Storage
[feet] [cfJ
~ [acre-feet]
~~~
434.5 0 0.000
434.7 2325 0.053
434.9 5140 0.118
435.1 8176 0.188
435.3 11363 0.261
435.5 14669 0.337
435.7 18072 0.415
435.9 21559 0.495
436.1 25119 0.577
436.3 28743 0.660
436.5 32426 0.744
436.7 36163 0.830
436.9 39950 0.917
437.1 43782 1.005
437.3 47657 1.094 ~~'Y[Z f $ FX(~

437.5
51572
1.184
Elevation _
Sto_ra e
437.7 55526 1.275 [feet] [ct] [acre-fei
437.75 56520 1.298 437.75 0 0.000
437.95 60517 1.389 437.95 3998 0.092
438.15 64549 1.482 438.15 8029 0.184
438.35 68612 1.575 438.35 12093 0.278
•
438.55 72706 1.669 438.55 16187 0.372
438.75 76830 1.764 438.75 20310 0.466
438.95 80981 1.859 438.95 24461 0.562
439.15 85160 1.955 439.15 28640 0.657
439.35 89364 2.052 439.35 32844 0.754
439.55 93594 2.149 439.55 37074 0.851
439.75 97848 2.246 439.75 41328 0.949
439.95 102125 2.344 439.95 45605 1.047
440 103198 2.369 440 46678 1.072
J. FINCH, PE
9/5/2007
0
•

•

•
Type.... Composite Rating Curve
Name.... WQPond #5(100Yr)
Page 1.06
File.... X:\Projects\NEW\NEW-05044\Storm\Construction Drawings\SWMFDESIGN.PPW
Title... Project Date: 8/8/2006
Project Engineer: Jeremy Finch, PE
Project Title: Briar Chapel - Phase IV
Project Comments: _~~ i
***** COMPOSITE OUTFLOW SUMMARY **** 00~`'f~' ~~~-~~~
CUMULATIVE HGL CONVERGENCE ERROR .000 (+/- ft) I l G~~L~1I1~ /
WS Elev, Total Q
Elev. Q
ft cfs
------
--------
437.75 -
.00
437.95 5.37
438.15 15.18
438.35 27.89
438.55 42.93
438.75 60.00
438.95 78.87
439.15 105.09
439.35 106.29
439.55 107.46
439.75 108.62
439.95 109.77
440.00 110.05
S/N: 621701207003
PondPack Ver. 8.0058
Notes
-------- Converge -------------------------
TW Elev Error
ft +/-ft Contributing Structures
-------- ----- --------------------------
428.50 .000 (no Q: RIBA)
428.50 .000 RIBA
428.50 .000 RIBA
428.50 .000 RIBA
428.50 .000 RIBA
428.50 .000 RIBA
428.50 .000 RIBA
426.50 .000 RIBA
428.50 .000 RIBA
428.50 .000 RIBA
428.50 .000 RIBA
428.50 .000 RIBA
426.50 .000 RIBA
The John R. McAdams Company
Time: 4:30 PM Date: 8/10/2006

HMS * Summary of Results for WQ Pond #5
Project NEW-05044 Run Name 100-Year WC
Start of Run 07Ju102 0000 Basin Model Worst Case
End of Run 07Ju103 0000 Met. Model 100-Year Storm
Execution Time 05Sep07 0910 Control Specs 1 Min dT
Computed Results
Peak Inflow 108.08 (efs) Date/Time of Peak Inflow 07 Jul 02 1204
Peak Outflow 96.187 (cfs) Date/Time of Peak Outflow 07 Jul 02 1207
Total Inflow 5.74 (in) Peak Storage 0.62474 (ac-f t)
Total Outflow 5.74 (in) Peak Elevation 439.08 (f t)
•
•

BRIAR CHAPEL Below NWSE J. FINCH, PE
NEW-05044 9/5/2007
•
Stage-Storage Function
Project Name: Briar Chapel
Designed By: J. Finch, PE
Job Number: NEW-05044
Date: 8/8/2006
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)

428.0 0.0 4696
430.0 2.0 6389 5543 11085 11085 2.05
432.0 4.0 8191 7290 14580 25665 3.86
432.5 4.5 8672 8432 4216 29881 4.33
434.0 6.0 13783 11228 16841 46722 6.07
434.5 6.5 14468 14126 7063 53785 6.74
•
Storage vs. Stage
soooo
•
soooo
y = 4269.5x132~a
LL 40000 R2 = 0.9945
~ 30000
0
y 20000
10000
0
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Stage (feet)
Ks = 4269.5
b = 1.3274
•

BRIAR CHAPEL Forebay J. FINCH, PE
NEW-05044 9/5/2007
Stake-Storag e Function
•
Project Name: Briar Chapel
Designed By: J. Finch, PE
Job Number: NEW-05044
Date: 8/8/2006

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 0.0 1428
430.0 2.0 2130 1779 3558 3558 2.00
432.0 4.0 2901 2516 5031 8589 3.98
432.5 4.5 3110 3006 1503 10092 4.52
•
Storage vs. Stage
i2ooo
ioooo
y = 1463.3x12807
LL aooo R2 = 0.9999
v
m soo0
`o
..
H 4000
2000
0
0.0 1.0 2.0 3.0 4.0 5.0
Stage (feet)
Ks = 1463.3
b = 1.2807
•

BRIAR CHAPEL Volume Check B. II4NATOLYA, EI
NEW-05044 10/3/2007
BRIAR CHAPEL - WO POND #5 DESIGN
.. <:
T:. FC?REBAY Vt3LUME CHECK
,. .. ,
Per NCDENR "Stormwater Best Management Practices ", the forebay volume should equal about 20% of the total
basin volume.
A. Water Quality Pond -Below Normal Pool Volume
Volume = 53785 cf
B. Forebay Volume
Forebay Volume = 10092 cf
%Forebay = 19%
..
~ FACE AREA ECi~"
Impervious Area = 7.39 acres
Drainage Area = 1~~.02 acres
Impervious = 52.71
Total Below NP Volume 53785 cf
Surface Area 14468 sf
Average Depth = 3.72 ft
__> From the NCDENR Storrnwater BMP Handbook (4/99), the required SA/DA ratio for 85% TSS Removal
in the Piedmont is as follows:
3.0 3.72 =#.0
Lower Boundary => 50.0 2.06 1..73
Site % impervious => 52.7 2.15 1.91 1.81
Upper Boundary => 60.0 2.4i? 2,03
Area Required = 11650 sf
Area Provided = 14468 sf YES
•

BRIAR CHAPEL
NEW-05044
1" RUNOFI
Project Name:
Checked by:
Job Number:
Date:
B. IHNATOLYA, EI
9/5/2007
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)

434.5 0.0 14468
436.0 1.5 16829 15649 23473 23473 1.51
438.0 3.5 20163 18496 36992 60465 3.45
440.0 5.5 23757 21960 43920 104385 5.56
•
Storage vs. Stage
t2oooo
~ooooo
y = 14669x11`4
aoooo RZ = 0.9996
LL
U
rn 60000

N 40000
20000
0

0.0 1.0 2.0 3.0 4.0 5.0 6.0
Stage (feet)
VOLUME CALCULATION SHEET
Briar Chapel -Phase IV
J. Finch, PE
NEW-05044
8/8/2006
Ks = 14669
b = 1.1444
Calculation of Runoff Volume required for Storage
The runoff to the water quality pond for the 1 " storm runoff requirement is calculated by simply multiplying the total
watershed area draining to the water quality pond times the runoff depth.
Total Drainage Area to WQ Pond = 14.02 acres
Runoff Depth = 1 inches
Therefore, total runoff from recipitation in uestion = 50893 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.
•

BRIAR CHAPEL
NEW-05044
B. IHNATOLYA, EI
9/5/2007
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 = 50893 CF
Stage (above invert) associated with this storage = 2.97 feet
Therefore, depth required above normal pool for storm storage = 2.97 feet
35.58 inches
Set crest of principal spillway at stage = 2.97 feet
and EL = 437.47 feet
•
At principal spillway crest, storm pool storage provided = 50983 CF
•

BRIAR cxAPEL WATER QUALITY POND #5 B. Ixr1ATOLYA, EI
NEW-05044 9/5/2007
• Inverted Si phon Design Sheet
D siphon = 3 inches
No. siphons = 1
Ks = 14669
b = ].1444
Cd siphon = .0.60
Normal Pool Elevation = 434.50 feet
Volume @ Normal Pool = 0 CF
Siphon Invert = 434.50 feet
WSEL @ 1" Runoff Volume = 437.47 feet
•
Drawdown Time = 1.99 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 = 1.423 feet
Orifice composite loss coefficient = 0.600
X-Sectional area of 1 - 3" inverted siphon = 0.049 ft2
Q = 0.2819 cfs
Drawdown Time =Volume / Flowrate / 86400 (sec/day)
Drawdown Time = 2.09 days
WSEL
(feet) Vol. Stored
(cf) Siphon Flow
(cfs) Avg. Flow
(cfs) Incr. Vol.
(cf) Incr. Time
(sec)
437.47 50983 0.398
437.21 45961 0.380 0.389 5022 12916
436.96 41007 0.360 0.370 4953 13391
436.70 36128 0.340 0.350 4879 13940
436.44 31331 0.318 0.329 4797 14586
436.18 26626 0.295 0.306 4706 15364
435.93 22023 0.269 0.282 4603 16328
435.67 17539 0.241 0.255 4484 17573
435.41 13197 0.209 0.225 4342 19282
435.15 9030 0.172 0.191 4167 21873
434.90 5098.3 0.123 0.147 3931 26670
Conclusion : Use 1 - 3.0" Diameter PVC Inverted Siphon to dawdown the accumulated
volume from the 1.0 "storm runoff, with a required time of about 2.09 days.
•

BRIAR cHAPEI, WATER QUALITY POND #5 - 12" DIP
NEW-05044
•

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 =>
J. FINCH, PE
8/24/2006
Flow Length Min. Calc'd # Max. # of Usc
Pond along barrel Projection of collars Spacing collars to Spacing; Spacing
ID (feet) (feet) required (feet) use (feet) OK?
'S - 12" DIP 54.0 2.03 1.99 25 ?.00 I8 YES
WQP ~
Note: If spacing to use is greater than the maximum spacing, add collars until the
spacing to tese is equal to or less than the maximum spacing allowable for the collar
design. Anti-seep collars shall be used tender the stntctteral fill portions of all berms/dams
tenless an approved drainage diaphragm is present at the downstream end of the barrel.
•

BRIAR CHAPEL
NEW-05044
.Input Data =_>
Square Riser/Barrel Anti-Flotation Calculation Sheet
Inside length of riser =
Inside width of riser =
Wall thiclmess of riser =
Base thickness of riser =
Base length of riser =
Base width of riser =
Inside height of Riser =
Concrete unit weight =
OD of barrel exiting manhole =
Size of drain pipe (if present) _
Trash Rack water displacement =
Concrete Present in Riser Structure =>
Total amount of concrete:
Adjust for openings:
5.00 feet
S.f)0 feet
b.00 inches
8.00 inches
6.00 feet
6.t)0 feet
9.40 feet
142.0 PCF
45.5{) inches
8.0 inches
61.74 CF
Base of Riser = 24.000 CF
Riser Walls = 103.400 CF
Opening for barrel = 5.646 CF
Opening for drain pipe = 0.175 CF
J. FINCH, PE
8/10/2006
~ivE~. \C F:odlcts lis~~ uri: w:. +?P
• Total Concrete present, adjusted for openings = 121.580 CF
Weight of concrete present = 17264 lbs
Amount of water displaced by Riser Structure =>
Displacement by concrete = 121.580 CF
Displacement by open air in riser = 235.000 CF
Displacement by trash rack = 61.740 CF
Total water displaced by riser/barrel stnicture = 918.320 CF
Weight of water displaced = 26103 Ibs
Calculate amount of concrete to be added to riser =_>
Safety factor to use = 1.15 t,: ece::~,:u:;rc: ~. ~ ~ or tztrrr~;
Must add = 12754 Ibs 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
Therefore, must add = 184.264 CF of concrete
Standard based described above = 24.000 CF of concrete
• Therefore, base design must have = 208.264 CF of concrete
1 OF 2

BRIAR CHAPEL
NEW-05044
• Calculate size of base for riser assembly =_>
Length = 9.0(_)0 feet
Width = ~i.00t1 feet
Thickrness = 31.0 inches
Concrete Present = 209.250 CF
Check validity of base as designed =_>
Total Water Displaced =
Total Concrete Present =
Total Water Displaced =
Total Concrete Present
Actual safety factor =
Results of design =>
•
•
Old
603.570 CF
306.830 CF
37663 lbs
43570 Ibs
1.16 Otz
Base length = 9.00 feet
Base width = 9.00 feet
Base Thickness = 31.00 inches
CY of concrete total in base = 7.75 CY
Concrete unit weight in added base >= 142 PCF
2OF2
J. FINCH, PE
8/10/2006

•
BRIAR CHAPEL
NEW-05044
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 Q in cfs :32.602 Flow depth (ft) = 1.78
slope S in % :0.547 Outlet velocity (fps) = 7.456
pipe diameter D in in.: 36
Manning number n :0.013
NRCD Land Quality Section
NYDOT Dissipator Design Results
•
Pipe diameter (ft) 3.00
Outlet velocity (fps) 7.46
Apron length (ft) 18.00
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
=3.0'+18'
= 21.0 ft
CONCLUSION:
USE NCDOT CLASS `B' RIP RAP
18'L x 21'W x 22" THK
J. FINCH, PE
9/5/07
•

•
WATER Q UALITY POND #6 FINAL DESIGN
CALCULATIONS

BRIAR CHAPEL
NEW-05044

WATER~UAUTY POND ~6 CONSTRUCTION SPECIFICATIONS I I I I i I I ? " ~ J ~ " ~ ' : i ~ ~ ~ ';II ~ l f f" .
/
II I I I I I ! I ~ ,~-` / - /
GENERAL NOTES BERM SOiL AND COMPACTION SPECIFICATION6 I i I ~ I I I ~ ' J? ~ ~ < ! r t / _ ~ `~ f
t, PRIOR i0 CONSMUCTpI, ME ON-SIR LEORCHNIGL ENCNEEA SHALL YFRItt THE I, ALL All WTERULS i0 BE ll5E0 FOR ME DAN EI.IBANKMEN75 SNAIL BE I IT ( ! I~ ; ' 1 ~ x ~ / f
SUAABILLTY OF ME PROP05Ep BORROW IRG / i1Ll FOR USE N THE p1u TAKEN FA04 BORROYI RAGS APPROVED B'' THE ON-SIDE GEORCNNICA. I
EuBANK4ENR /KEY MENCH. ENGINEER ME FX1 WRR41 SHNI BE FREE FRON AOOiS, SNUPS, WOOD, I ' i I J I - I /
STONES GRUTER 7HAN 6~, AND FN02EN OR OMER OOIECipWBIF I I I ! / / / ~
2. ME ON-SIR GEORdNIG1 ENGINEER SHN1 INSPECT THE NEY TRENCH EXUVATON HARKEN. ME FOLLOWING Shc ttPES ARF SWTABLL FOR USE AS i2L - I ' I ~ ~ / ~
/ I ~ t i'- : f Y ' j 't ~ ENOWAB PCR NCCOQi ../
PAgR i0 PUCE4EN/ IX ANY BAd(RLL WIMIN THE NEY TRENCH. 6 ME CONiRACipR WIMIN ME D14 EuBANKUENi AND KEY TRENCH: 4L AND LL 11
CONSJRL'Cf5 ANO COVERS UP IHE KEY MENCN PRKR TO NSPECnON, MEN ME NEY J ( I l I j # - SO- B-B` &"
TRENCH SHILL BE UNCOvEAED ANO RSRO Ai ME CONTRACTOR'S EXPENSE. Z. FlLL PUCE4ENi SHALL NOi EXCEED A MAXINUM 8~ UFT. ENCH UR I l l I }" b!Y C'JTIj,.6 PC'9j = f
SHALL BE CONTNlp115 FOR ME ENTIRE LENGTH IX EMBANKMENTS BEPoRE I I / / / ~ I r, ) „ . [ I J ( ET, A4~OC j /
]. ME C011TRACTOR SNAll REFER ro ME lMIDSCAPE PUN Fdt THE PERNANENi PlACE1.1ENr OF FILL FOR ME BERM SECIN)N, ALL UNSUIi1BLE WRRW i I 1 ! / /
• PUNINL PLL4/SCHEWLE. ME PEANWENT VECETATON FOR ME PROPOSED SHALL BE RElAWEO NIO ME SURFACE PROPERLY PREPARED FOR FILL J I / I / l / fI i. / /
f
EMBANKMENT SHNL BE TILL FESCUE PLEASE NOR MAi NO TREES/SHRUGS G ANY PUCEMENr. I / I ~ } ,, ;_. } I / ,' { i
TYPE WY BE PUNRp ON ME PROPOSED 0.W E4BIHNYENi (FlLL AREAS). I I J I l F '~£. 5°RFAO R J~fl
]. NL FlLL SOILS USED N ME EMB.WKNEN75 / NEY FRENCH J J I l l / ~ I 1 ! ( (~E E' S ~EFt /
4, IF ME WARR pWUtt POND 15 10 BE USED 0.5 A SEdNENT B19N DURING CONSTRUCTION SHNA BE [OMPACRD LO AI LFASi 95X Of ME SJANDAAO r ( ( I / I/t (` ) ,. f, ,LI ~' F'p SO} /
CpNSiPUCTON, iXE CONTRACTOR SHNL NOT CONSTRUCT ME INTERIOR FARTXEN BERN PROCTOR MAXIYU4 ORi DENSITY (GSM-696). ME FlLL SOILS SWLL & r ) '~ 1 ~ I ( ~ / /
SHpNN ON MIS PJ9! DNTL APPROVAL i0 REMOVE ME SEDINEM BASIN HIS BEEN COMPACTED Ai A MOISNRE CONiFM WTTFIN -I b 43 PERCENT IX fR J I / I I tq' ~'P -'-4' / y{
GRANTED M IHE EROSION CONiRM INSPECTOR. OPTIMUN 40151URE CONTENT. LO4PACTON 1ESR SHNL BE PERFORMED BY f I / I I l f ) ( ! J I/ mV~~ ~ 'p7G4
THE OH-SIR GEORCHNIGI ENGINEER DURING CONSTAlIC1X)N TO VERIFY J / J I / J
S. IF ME WATER DUI1M TgND S i0 ~ USED A$ A 5Ed4ENf BA9N OURNC TM.I iXE PROPER COMPACiK1N LLTRL NA5 BEEN RE1CNm. THE FlLL ~ ~ ( / 50 4F i R pP !
CONSrRUC110N, ME ARU SHNL BE CLEWED OtD (LF. SENNENT, ipASlL ETC) N!D SHOULD ~ CONPIGRp USING A 91EEPSFOpi ttPE COMPACTOR. IN ORDER J I I ~ ' % j ~ 0 1G~
REVELE7AR0 (IF NELESSAAY) PRIOR i0 USE AS A SLdiNNARR MANAGEMENT F/DILRY, i0 PREVENT 014.1GE i0 ME PIPE, NO COMPNCTON EONPUENi SWiL I I I ~ ~ i / /,: J ~~ :" / , rl' .:
THE iPASH ANO SEOIMENr SNOUN BE 05POSE0 ~ PROPERLY (I.E. - VNpFlLL). CROSS ANY PIPE LNOL 4INIMUU COVER IS EStABL15HE0 GONG ME PIPE r ! I f t / - / l !:
6, ALL REINFORCED CONCRETE NAEO ENO SELItON NlEiS INLO TIE POND SNNi BE 4. A KEY TRENCH SHLLI BE PRDAOEO BENUM ALL FlLL AREAS Di ME I (p J `~ J ~ J / ! ~ /
UNOERVW9 WRH A J000 P51 CONCRETE PAO 5EE oETN1H SNEEI PO-60. BERN. ixE TRNCH SHALL IXRND A MINIMUM OF 5 R B0.0W EXISTNG I ~ I l I' - /',, 1 p f/"~~ T-° NJrY SEtP°.
CPADE /ND SNNL HAYS A MINIMUM BOTTON WIpM IX 5 FEET. ME NEY / I ~ ~ 1 / J / OLJ~S (%Yt SECT f'~. /
J. ME SrR11CNRK DESIGN FOR ME RETNN NG W1LL SURRWNdNG Tiff Pp1X1 FALWItt MENCH AOESLOPES SHW. BE A NINIVUN OF 7:1 (HN). iNE NEY TRENCH IJ I / ~ / ~ / / J C -JAG Ec ~2-GB '/yam
SHNl ~ DESIGNED BY GOERS PRgR ro ORDERING OR INSiNUTON OF ANY RFiNNINC SHALL RE COMPACim t0 iNE SW E SPECIFlGTgN USRD N REAL ]ABOVE
WALLS, ME COMPACTOR SILL PRDWOE OE ENGINEER WITH SHOP OPAWINCA SFP1E0 I / /t J ~ / ~ ~ f~`' l ~ / ' ~ +: l? // ~ /
BY A P.E REGSTFAEO N NORTH LAROLIµ FOR 1PPR%'AL RF/SE NOTE MAi OE 5. UPON REWESr, ME CD41WLroR SHALL PROa10E THE ENGINEER WRN / / / t ~ 1 ~' - f / / /
STNUCNRAL ENIWlEER SHNL AL50 PROVIDE (WXERE NELESSNOJ A SARI' FENCE REPORTS i0 VERIFY T4i ME OIN CMBWNMENi MEF15 ME SPECIBEO / / jK / / l t ) /~ 9Flh]p 1F~WA. ~ '
1 J --~
AIONC OE TOP OF THE AETNNING WALL WRING ME DESIGN PROCESS. C04PACTK)N REOUIRE4ENi5. COMPACTION REPoR75 BILL BE NEEDED WRING / j I -< ~ / ' I' / ~ - ,F. „ ~~ q'7NL 5 rUp-3L} 'y
TIK AS-BUILT CERTIfIGTNN PROCESS FOR 11N5 SrpRXIWARR FNXUtt. /
8. NL REruNING WAL NILNYENis SHOWN ON THESE BANS DEPICTS ME lOG7XN OF THEREFORE, N IS ME CONRUCTOR'S AESPONSIBIIAY r0 ENSURE l j f ~ ! j/ / ! ~ $' ~T LS''`'E` t \
ME FRD4i FACE Of ME RETNNINL WNL AT ME BOnW. COMPACTION RSiS ARE PROPERLY PERNRMEO OUPoNC COVSTRI1C1gN. / / / / 1 f, `/1J , , a J' / / ~-
9. ME REINNINC wAU Is ro aE oESax+-BUILD PRaECgs) Br ME caurRACraR R SPILLWAY PIPE SUBGRADE SUPPORT AND f /lt 1 f ~ J f ~ I J ,
1 ~ ^/
SNNL % IHE CONINDiOR'S RESPWAIBIUtt ro OBLNN FlT4l CONSDNLIgN DPAWI,NGS
FRJ4 A REGISTERED PgpFE55lOWL ENGINEER ANO GW N1 REOUWEO PERMITS BEDDING SPECIFICATONS / ~ /. t/ ~" K ! ~ ~ ' ~ / /
NECESSWY Fdt ILK CONSTRUCigN 0.c fNF RETNNNC WALL / f t" ! J f J //' /` ~. ' /// ~// ~~
10 OE RETNN NG wN1 SwNL BE ASSWEO TO AE BAIXFRLED Wix OTE-SIR BORROW I. FlLL IN THE 0.RU Di ME SPILLWAY P/'ES AND .1DJACENi AREAS SHOIM / ( E J / vJ ( ~~ ~B/
WTER4L OA PROCESSED FILL UNLESS CDNRULIOR LW PAOv10E ONNEA WAN BE BROUGHT UP i0 A POINT U 1' TO ]' OR 1WRE ABOVE ME TOP / l ( ~ ` ~ If ~ j / '~: ' ' f ~ / - ~q~ ~ ~A
Cd9FlRWipN FROM ME GEORCHNN;IL ENpVEEA IND IHE RETNNINC WILL DESKNER EiEYATIXI OF ME PIPES IN AWANCE IX SPILLWAY CONSMUCIpN SO THAT / I J f ~ 1 / ~ f ~ l i J
iW.i RENRY AVNUBLE ON-9R SdtS CAN BE USE0. ME SPILLWAY PWES GN BE INSiALIFD N A TRENCH LONdigN. ONCE /f / j ` ~fl f J, ~ -'/~ / .Jfpf'
ME FILL IS BROUGHT UP ro /BO.S TIE TOP OF PIPER MF PIPE - Y~ /~ " ~ / Or
I ( / /
11. OE TOP AN0 BOTTOM Di WNL ELEVATIONS SHOWN ON THESE PUNS IpENTIFr TRENCHES SNWID MEN BE EXUVARp FOR INSTAlU1pN M ME PIPES. l f J J / f (- / ~ l /: / /('Y (~'
FlNISHEO CRAOE EIEVATONS ONLY. TIE EXRNi iWi ME REiNNING WNl WILL RE ~ ~ 1 r" ' t % ( / l /l Op U
EXRNDED BELOW CW# 70 OE i007NG 9411 BE IDENi11m ON ME AETNNIM1D WNL Z. IF SEEPAGE OR RdY OLg1R5 N OR ALONG ME PIPE ILGNMENTS, / ` //1 ; 1j 1 ,~...~ i tl : 1J / / ~ / .~ %r/' /~ ~ ~ ~ / .
CONSIRUL110N dUW11G5. GRd1NOWARR CONTROL WILL BE XECESSIRY. O5 CWLO IN.DIVE ~~
PUYPNC (qi SIRF/N DNER90N, ERJ OFFENDING LN OE fOPpGgAPHt. t ( -'~
12. PORTIONS Oi ME RETNNIN; WALL BORDERING ME WARR pl4UPl POND WILL ~ r P ~ /d f,' ..
SINCE R 6 NECESSARY 70 WORN IN A 'DRY CONOIipN, MS SRGTp! ,1
INUNGRD BY ME POND NORMAL WATER SURFACE EIflATON. ME AEWNINC PORiNXlS WT REOUNE USE IX LEW CONCRER 61CNFlLL, FLOW/DlF FlLL, ETC. i0 {: J J~~ ~" f / .'r,,, Ayb /
OF ME RETNNING WALL WILL ExPEAkNCE PERIODIC NUNGfgN WRING RNNFNL EVIXIS. RiABUSN SUBGFAM CDNdigNS SURIBLE FOR SOIL ttPE BACYlILL / ~ / t ' ( f / / /
ME RETNNNL WALL DESIGNER SHALL ACCOUNF FOA PRESSURE ON ME WNl WE TO %ACEYENI. / Il ~ J I I f ~ / ,~y D'
SdL SANWTON BEHIND ME WKl IN THE DESIGN. AN A-PROPR4EELT SIZED pRNNALE ,) ~ f- ~ / ,(/}` Il / - / A / W
SYSTEM SHVl BE DESIGNED AVO NSTNIEO BEHIND OE RETAKING WALL i0 R0.1ENE ), FRN)A 10 INSiAWTIpN, SUBGRWE CONDITIONS AlONL iNE SRLLWY ) ( I tJ' ~ f /' ~ I~ f'
SdL WARR PRESSURE. ~ /'
PIPES SHOULD BE EYAIWTED BY OE ON-SRE GEORCHNIGL ENGINEER 10 ~ ( J / / ,a\11'N, A
ASSESS WHEMEH $URABLE BEWINC CONDITONS EXSi AT ME SUBLRNE .' ( t , / N N
LEVEL. SHOULD SOFr OR OMERWISE UNSUITABLE CONDITONS ~ I ! j t'! d
CONSTRUCTION PREPARATION ExcouNRRm ALOxD TrR MPE NIGNMENrs, MESE WRR4l5 s4ouLO es f ( ~ ~' t ~J t / ~ ~ ~ ~p~
UNDER[M AS dRECiED B} i1R CEORCNNICAL ENGINEER ME UNDERM ~ ( I J f ( /~
1. PRIOR TO PUC[NENT IX IHE NEW FILL. MF ARF/5 0.v WNICX FlLL 5 ro BE ~ +
PULED SWLL BE CIfMEO IND STRIPPED Df rOP5D4 TREES. ROOTS VEGETAipN, 4ARR4L5 I'LL BE REPUCEO WM IDEOGRLY COMPACTOO SiRUCNAAi /; / t ~ I f I / \\
ANO OMER OBIECTgNABIE W7ERLN, THE ARUS ON WHICH FlLL IS ro BE PULW ~. lUN CONCRER OR iLOWABLL FILL AS DIRECTED BY ME ON-ALE ) j ~ ,J 11 I .? '
SHILL BE SLWFlEO. CEORpHNK'Al ENdNEER. I ~ I ( F~ j ~{ f I - r , 1 .
4 FlLL W1E17VL Ap4CEN1 70 TIE ]fi'1 0-RING dITLEi flWR0. 1N0 THE t { f ! f + 1 f In
2. AM REUOVm TDawIL swu aE sTaIXwuD FaR usE w Pu4TNC (saoxcl oN I t , ~~ . ( ( f: t 'r' ~: t (., - //
TIE DA4 ENBWNNENR ONCE FINK CPADES (AS SHOWN ON ME GRADING PLµ) WVE 11' DIP SHNI MEET OE SPEC'WIGnONS L51ED IN REPS I MROUGH ] IN I ~ ~ ii r ( '] t l / \
BEEN ESiABU5NE0 WIIX COYPICTEp FILL, THE YC1pN DitEO 'BERM SOE k COMPACTON SPECIFlC,ITNN15.' ME : ~ ` t t ,
CONiF4Cip2 514L1 PAY SPEC41 ARENIgN JO OE C04PACTOII EIFORR I \
]. ME CONTRICTOR 51411 NRNISH, INSTATE pPER.ATE. M'D W1NiNN ANf PdiING KONG THE PIPES i0 ENSURE TINT A11 SPACES UNpER ANO ANACENi ro Y i! - t I ~ ~~~ r ( IJ ! tJ ~ ~1v ~
EWIPUCNt, E1C NEEDED FOR REAAOYAI OF WATER FROM VAANIUS PARTS Of ME ~ PIPES '~ RLLEO WO PROPERTY COYPACRO WRA4L j } ~ / / MM`-.i \ \
$TDRMWARR POND SIZE rt S ANTCIPATED II4T PVYPNG WILL RE NECESSIAY IN OC 1 `}f''~G ~ T'
7 ) : I
EXGVATNIN AREAS (I.E -KEY rAENCH). WRING PLACENENI OF FlLL WIMIN ME KEY 'TESTING OF'~ ~~ f i " '. I ~' I p ~ t ~ ~{ I ~ ? % ~ i~
( SIRS, ME LONTRICroR 5W1L KEEP ME WATER
• TRENCH OA OMER ARF/S AS NECES I t _ _ _ - _
LL1SL BELON ME BOR04 Qf ME EXGYAtpN. OE MANNER IN WHKN TIE WATEN 5 I, R$DNG OF THE NEW FlLL WRMNS SHALL BE PERFORMED TO VERIFY ) ~ ( I J / '~' 0
REUOVED SW11 BE SIICN T4T THE EXGVATON BOirOU WO SOESLOPES TAE I/4r ME RECOMUENpEO LEVEL OF COUPACigN 5 ACHIEVED DURING ' ' t ~ ~ ~ I l idj
SEABEE CONSIPVCipR MEPEfORE ONE pENSItt RSi SHALL BE PERFORMED FdL t /'~ ~ ( A
[vExr 2500 sawRE rcEr of ARG FoR R2m LWI a na , t ti, J ,~J /~ / ] J-. f ~/ / ~.'A
OUTTEf 5IStUCTURE MATERIAL.SPEC~7CATIONS ~'rn[oueixi ~ ~EEaIeT ~~ a]awe vii vEerK F~GOCr ari iI ~~ f ~ ~///''/ i J ~ J '~ I/~ / ~ ~
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CONTRADTOR 9411 PROWDE TIE ENGINEER WIM SHOP LRAWINGS, SENfO Br A P.E
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AEdSRRFD IN NdLM CA90UN ME RESPON9BIUtt OF IHE UWNER, PEA ME EXECUTED OPERAIXW N!D
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V4 AN BY PLUG VALVE. OE YN.NE SWLL BE A 4!H SME B20 x-CENTRIC vALW: OR
APPRONEO EQUAL MS VALVE 15 IN ACCORDWCE WIM AWWA C-501 SEC. 5.5. ME
VALVE SHAlI PE lOGRD WIJHIN OE 5' K S' RISER STRUCTURE, AND SHALL BE
OPERABLE FROM TOP OF SiRUCNRE V4 A HANDwHEFL (5EE pE1AA SHEET PD-W).
II. ME 12'1 01P WTLEi FPE $HNL BE G°PEO OH ME UPSTREW ENO WIM A MEIN
ORIFICE PUR THE PIAR SHALL BE 18116"AI/2' (GFIYANIZW) AND SHNL NAVE A 2.1
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FINAL DRAMINC -NOT RELEASE- FOR CONSTRUCTION

BRIAR CHAPEL
NEW-05044
. Stake-Storal
Project Name:
Designer:
Job Number:
Date:
=e Function
Briar Chapel
B. Ihnatolya, EI
NEW-05044
9/21 /2007
B. IHNATOLYA, EI
9/21 /2007
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feed (feed (SFl (SFl (CFl (CFl (feetl

451.0 0.0 12334
452.0 1.0 13 756 13045 13 045 13 045 1.01
454.0 3.0 16861 15309 30617 43662 2.94
456.0 5.0 20175 18518 37036 80698 5.07
•
Storage vs. Stage
90000
80000
70000 y = 12951x1-127
LL soooo R2 = 0.9995
m soooo
'~° 40000
0
~ 30000
20000
10000
0
0.0 1.0 2.0 3.0 4.0 5.0 6.0
Stage (feet)
Ks = 12951
b = 1.1271
•

BRIAR CHAPEL
NEW-05044
• _> Stage -Storage Function
Ks = 12951
b = 1.1271
Zo = 451

Elevation Stora e
[feet] [cfJ [acre-fei
451 0 0.000
451.2 2111 0.048
451.4 4611 0.106
451.6 7282 0.167
451.8 10071 0.231
452 12951 0.297
452.2 15906 0.365
452.4 18924 0.434
452.6 21997 0.505
452.8 25120 0.577
453 28287 0.649
453.2 31495 0.723
453.4 34741 0.798
453.6 38021 0.873
453.8 41333 0.949
454 44675 1.026
454.2 48046 1.103
454.4 51444 1.181
454.6 54867 1.260
454.8 58315 1.339
455 61785 1.418
•
455.2 65278 1.499
455.4 68792 1.579
455.6 72327 1.660
455.8 75881 1.742
456 79453 1.824
B. IHNATOLYA, EI
9/21 /2007
•

•
Type.... Outlet Input Data Page 1.01
Name.... WQ Pond #6
File.... X:\Projects\NEW\NEW-05049\Storm\Construction Drawings\SWMFDESIGN-PD6.PPW
Title... Project Date: 8/8/2006
Project Engineer: Jeremy Finch, PE
Project Title: Briar Chapel - Phase IV
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 451.00 ft
Increment = .20 ft
Max. Elev.= 456.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (Upstream to DnStream)
<--- Reverse Flow Only (DnStream to Upstream)
<---> Forward and Reverse Both Allowed
•
•
Structure
Inlet Box
Culvert-Circular
Orifice-Circular
TW SETUP, DS Channel
S/N: 621701207003
PondPack Ver. 8.0058
No. Outfall E1, ft
--------- E2, ft
---------
----
RI -------
---> BA 454.000 456.000
BA ---> TW 448.250 956.000
OR ---> TW 451.000 456.000
The John R. McAdams Company
Time: 3:23 PM Date: 9/21/2007

Type.... Outlet Input Data Page 1.02
Name.... WQ Pond #6
File.... X:\Projects\NEW\NEW-0504 4\Storm\Con struction Drawings\SWMFDESIGN-PD6.PPW
Title... Project Date: 8/8/2006
Project Engineer: Jeremy Finch, PE
Project Title: Briar Chapel - Ph ase IV
• Project Comments:
OUTLET STRUCTURE IN PUT DATA
Structure ID = RI
Structure Type =
--- Inlet Box
-----------
------
----------------
# of Openings = 1
Invert Elev. = 454.00 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
•
•
S/N: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Timer 3:23 PM Date: 9/21/2007

•
Type.... Outlet Input Data
Name.... WQ Pond #6
Page 1.03
File.... X:\Projects\NEW\NEW-05044\Storm\Construction Drawings\SWMFDESIGN-PD6.PPW
Title... Project Date: 8/8/2006
Project Engineer: Jeremy Finch, PE
Project Title: Briar Chapel - Phase IV
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type = Culvert-Circular
No. Barrels = 1
Barrel Diameter = 3.0000 ft
Upstream Invert = 448.25 ft
Dnstream Invert = 448.00 ft
Horiz. Length = 48.00 ft
Barrel Length = 48.00 ft
Barrel Slope = .00521 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .007228
Kr = .5000
HW Convergence = .001
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
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) = 1.158
T2 ratio (HW/D) = 1.304
Slope Factor = -.500
•
•
Use unsubmerged inlet control Form 1 equ. below Tl elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at Tl & T2...
At T1 Elev = 451.72 ft ---> Flow = 42.85 cfs
At T2 Elev = 452.16 ft ---> Flow = 98.97 cfs
S/N: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 3:23 PM Date: 9/21/2007

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Type.... Outlet Input Data
Name.... WQ Pond #6
Page 1.04
File.... X:\Projects\NEW\NEW-05049\Storm\Construction Drawings\SWMFDESIGN-PD6.PPW
Title... Project Date: 8/8/2006
Project Engineer: Jeremy Finch, PE
Project Title: Briar Chapel - Phase IV
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = OR
Structure Type = Orifice-Circular
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# of Openings = 1
Invert Elev. = 451.00 ft
Diameter = .1667 ft
Orifice Coeff. _ .600
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFACE CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES ...
Maximum Iterations= 30
Min. TW tolerance = .O1 ft
Max. TW tolerance = .O1 ft
Min. HW tolerance = .O1 ft
Max. HW tolerance = .O1 ft
Min. Q tolerance = .10 cfs
Max. Q tolerance = .10 cfs
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S/N: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 3:23 PM Date: 9/21/2007