20050732 Ver 02_Express SW Application_20060912

. s
&XV os-u132 YZ
OFFICE USE ONLY
Date Received Fee Paid Permit Number(s)
State of North Carolina
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
1. GENERAL INFORMATION
p@P=aeP= p
1. Applicant's name (specify the name of the corporation, individual, etc. who owns the project): JU L 2 1 2006
NNP---,b121AR 014APCL, DENR.wATPRQUALRY
WE11.ANDS AND STOPAWATER BRANCH
2. Owner/Signing Official's name and title (person legally responsible for facility and compliance):
Mi+dn 64M)t) , VP McDIM51 O-DOY)LAIi 'eS
3. Owner Mailing Address for person listed in item 2 above:
5$50 -'FaMe#ft-il(e 910(. 52ji4elbl Dur home NC, 2?q19
City: pp Q "? ,?,1 State: Zip:
Phone Number: (/ 1"1 ) 31911Wy Fax Number: (44/q ),%1-4011 Email Address: / 4 f J'-&'1
C uni ti eS.C,
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
AQAA CRAPeL-- PAASGi INL
1??T1;i4 Q UAL4 rY POMD5 #k i t AND *3 - Ct&)5T12,1ACT 6N RAN5
5. Location of Project (street address):
City:
6. Directions to project (from nearest major intersection):
County:
Ttf /V l

7. Latitude: Longitude: of project
8. Contact person who can answer questions about the project: /? T
Name:Je o F ?flc?I Telephone Number: (Q I q )'3tp ^ /?,?,?,,
Fax Number : t 1 Q " 1-' ,! '- clibl ( Email Address : e, 1 ?/? r m C?a+* 15 • t?v ? 1 J
II. PERMIT INFORMATION:
1. Specify whether project is (check one): A New Renewal Modification
9/2004 Version 1.0 Page 1 of 4
I) LS l? i.? I? !:/ C?
D
AU 2 ?006
QE14AN - ?)`t t:q 4 UALITY
WETl1Uli);th`I) y'??,?lAtR @P.4NCH
i
2. If this application is being submitt as the result of a renewal or modification to an existing per i list the
existing permit number and its issue date (if known)
3. Specify the type of project (check one):
X Low Density High Density Redevelopment General Permit Other
4. Additional Project Requirements (check applicable blanks): v
_CAMA Major Sedimentation/Erosion Control X 404/401 Permit NPDES Stormwater -Other
Information on required state permits can be obtained by contacting the Customer 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.
S15E AMC(NED tiA9AA11vr
2. Stormwater runoff from this project drains to the CAPE Pe" River basin.
3. Total Project Area: . 140acres( PhJul Cril) 4. Project Built Upon Area: AWN.
5. How many drainage areas does the project have?
6.
Basin Information Drainage Area 1 Drainage Area 2
Receiving Stream Name
Receiving Stream Class
Drainage Area
Existing Impervious` Area
Proposed Impervious*Area
% Impervious* Area (total)
Impervious* Surface Area Drainage Area 1 Drainage Area 2
On-site Buildings
On-site Streets
On-site Parking
On-site Sidewalks
Other on-site
Off-site
Total: Total:
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.
5E9. A 5P 0094514e Er XMAA?E 0QGWX0uJN
* 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 of 4
BRIAR CHAPEL
NEW-05042
6.
DRAINAGE AREA BREAKDOWN
?nrninana Aram 1 rlrnimmna Area 7 ilrmimmna Aran 3
basic inrormauon -
(To Pond #1) (To Pond #2) (To Pond #3)
Receiving Stream Name Pokeberry Creek Pokeberry Creek Pokeberry Creek
Receiving Stream Class WS-IV, NSW WS-IV, NSW WS-IV, NSW
Drainage Area 23.45 32.54 11.22
Existing Impervious Area* 0.00 0.00 0.00
Proposed Impervious Area* 8.94 14.28 4.04
% Impervious* Area (total) 38.12% L 43.88% 36.01%
Impervious* Surface Area = Drainage Area 1
(To Pond #1)
On-site Buildings 3.66 Drainage Area 2 Drainage Area 3
(To Pond #2) (To Pond #3)
5.92 2.18
On-site Streets 4.17 6.81 1.55
On-site Parkin 0.00 0.00 0.00
On-site Sidewalks 1.11 1.55 0.31
Other on-site 0.00 0.00 0.00
Off-site 0.00 0.00 0.00
Totals 8.94 14.28 4.04
7/19/2006
*Impervious area is defined as the suilt upon area including, but not limited to, buildings, roads
sidewalks, gravel areas, etc.
7. How was the off-site impervious area listed above derived? MLA
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
The following italicized deed restrictions and protective covenants are required to be recorded 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 authorisation 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.
2. No more than WV CF. 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, piped, 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.
5. 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 Detention 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
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.
Please indicate that you have provided the following required information by initialing in the space provided
next to each item. Initals
• Original and two copies of the Express Review Stormwater Management Application ??
• Signed and notarized Operation and Maintenance Agreement
• Three copies of the applicable Supplement Form(s) for each BMP J F
• Application processing fee (payable to NCDENR) J F
• Detailed narrative description of stormwater treatment/management J l;
• Three copies of plans and specifications, including: ?( (=
- Development/Project name
- Engineer and firm
- Legend
- North arrow
- Scale
- Revision number & date
- Mean high water line
- Dimensioned 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):
Mailing Address: r• y• 1;J I `ttAt J Q
City: R rp State: NG Zip: oQ T 70,q
Phone: ( c) I q ) 301 5DDO Fax: (I I R ) 3(e I AA 647
VIII. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in General Information, item 2)
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 recorded, and,lhat the proposedproject complies with the requirements of 15A NCAC 2H .1000
Date: - o
9/2004 Version 1.0 Page 4 of 4
lv
BRIAR CHAPEL - PHASE IV
Final Design - Water Quality Ponds #1, #2, & #3
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 mostly single-family
lots, along with the associated utility, parking, and roadway infrastructure. This report contains
the final design calculations for the first three (3) water quality ponds (ultimately, there will be a
total of seven (7)) 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 (USACE) 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 Certification from NCDWQ, the proposed site will be
required to comply the stormwater management requirements set forth in the Water Quality
Certification #3402 (WQC #3402). WQC #3402 has the following water quality requirements:
1. 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 (NS99, water supply
waters (WS), trout waters (Tr), high quality waters (HWQ), and outstanding resource
waters (ORW), 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 a site-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 ]-year, 24-hour storm.
To address these stormwater requirements, three (3) water quality ponds with preformed scour
hole/level spreader outlets that will provide sheet flow of the 1" runoff volume into the stream
buffers are proposed for construction as part of the development of phase IV of Briar Chapel.
These are the first three (3) of a total of seven (7) water quality ponds that are proposed within
phase IV of Briar Chapel. These three (3) water quality ponds will be designed so that both the
water quality and water quantity requirements described above are satisfactorily met.

Permit No. ?'xp DS _Q:'? 3 2 Y
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
(to be provided by DWQ)
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWO Stormwater Management Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
1. PROJECT INFORMATION
Project Name: Ill 4k ,
Contact Person: Phone Number: (qlq ) Sot -SOOO
For projects with multiple basins, specify which basin this worksheet applies to: ?b1?D
elevations
Basin Bottom Elevation
Permanent Pool Elevation
Temporary Pool Elevation
areas
Permanent Pool Surface A
Drainage Area
Impervious Area
40+.00 ft.
440-00 ft.
`f 13.5o ft.
-ea ?j 3 ?0 sq. ft.
Z3 .S ac.
8.9 ac.
(floor of the basin)
(elevation of the orifice)
(water surface area at the orifice elevation)
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
volumes
Permanent Pool Volume q.&.3 T cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume 15!f 93:f cu. ft. (volume detained above the permanent pool)
Forebay Volume 20326 cu. ft. (approximately 20% of total volume)
Other parameters
SA/DAI l .32- (surface area to drainage area ratio from DWQ table)
Diameter of Orifice 3.0 in. (2 to 5 day temporary pool draw-down required)
Design Rainfall I in.
Design TSS Removal 2 5 % (minimum 85% required)
Form SWU-102 Rev 3.99 Page 1 of 4
JUL 2 1 2006
UENR - WATER QUALITY
;?e11MDS AND STORMWATER BRANCH
I
Footnotes:
When using the Division SAIDA tables, the correct SAIDA ratio for permanent pool sizing should be computed based upon the
actual impervious % and permanent pool depth. Linear interpolation should be employed to determine the correct value for non-
standard table entries.
In the 20 coastal counties, the requirement for a vegetative filter may be waived if the wet detention basin is designed to provide
90% TSS removal. The NCDENR BMP manual provides design tables for both 85% TSS removal and 90% TSS removal.
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: IS 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.
b.
d.
e.
f.
g.
h.
i.

The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
The forebay volume is approximately equal to 20% of the basin volume.
The temporary pool controls runoff from the design storm event.
The temporary pool draws down in 2 to 5 days.
If required, a 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.
-TD- W ytt7eb k. A recorded drainage easement is provided for each basin including access to nearest right-
of-way.
1. If the basin is used for sediment and erosion control during construction, clean out of the
basin is specified prior to use as a wet detention basin.
m. A mechanism is specified which will drain the basin for maintenance or an emergency.
III. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
This system (check one) 0 does oes not incorporate a vegetated filter at the outlet.
This system (check one) 0 does oes not incorporate pretreatment other than a forebay.
Form SWU-102 Rev 3.99 Page 2 of 4
Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow vegetative
cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to maintain
proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed of
in an appropriate manner and shall be handled in a manner that will not adversely impact water quality (i.e.
stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 4.5 feet in the main pond, the sediment shall be removed.
When the pennanent pool depth reads q-S feet in the forebay, the sediment shall be removed.
r-of-Fgay
' OZAAN PcoL.
BASIN DIAGRAM
(fill in the blanks)
MA1r4 V014 1>
Permanent Pool Elevation t O.0
Sediment Re oval EI. - 10. S 75 0
__ Sediment Removal Elevation ?5• S 75 /o
Bottom Ele ation 41PI 3 % --------------------------------------------- -- ----?
FOREBAY
Bottom Elevation 404- 25%
MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through
the emergency drain shall be minimized to the maximum extent practical.
Form SWU-102 Rev 3.99 Page 3 of 4

7. All components of the wet detention basin system shall be maintained in good working order.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name: t A I 'CcA '6Ae-A Nr
Address: 5850CW.+?e.ri LL?¢ I TocLd ,?cu'-?-? ?J
Phone
Signat
Date: I. 1q. ob
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, "4? 664-c%,S , a Notary Public for the State of AI C. ,
County of 0-1 A , do hereby certify that-1 ^lLl?i.cn??
personally appeared before me this / day of ,Zoo 6 , and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
14 A
NOTARY
-01
?0. PUBLIC •• .
c?ou?r1?
SEAL
My commission expires 11 -
Form SWU-102 Rev 3.99 Page 4 of 4
I#
Permit No. LXP OS - D`13 Z y2
(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
DWO Stormwater Management Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
1. PROJECT INFORMATION
Project Name: ?R?AJ=7=L'.LJJdP4El.._ JPAIN ?71]r
Contact Person: J12R.Fs/ J:_1 W_14-, 'PF- Phone Number: (01A ) &I -5000
For projects with multiple basins, specify which basin this worksheet applies to: '_V_-b141D
2-
elevations
Basin Bottom Elevation ? H!5.00 ft.
Permanent Pool Elevation 9.5O ft.
Temporary Pool Elevation 4g-4':51 ft.
areas
Permanent Pool Surface Area 2511 C sq. ft.
Drainage Area ?2-'5+ ac.
Impervious Area Iq. 2fb ac.
volumes
Penmanent Pool Volume
Temporary Pool Volume
Forebay Volume
Other parameters
SA/DA1
Diameter of Orifice
Design Rainfall
Design TSS Removal 2
Form SWU-102 Rev 3.99
94(o5 to cu. ft.
24luo cu. ft.
192 3 2?_ cu. ft.
1.102
(door of the basin)
(elevation of the orifice)
e1evation-of4h&-d=-harge-`s1/m&ttre-ove )
WATv-K- GLIIXLrry ?tol.U(`lE- ? lDF(I??I
(water surface area at the orifice elevation)
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
(combined volume of main basin and forebay)
(volume detained above the permanent pool)
(approximately 20% of total volume)
(surface area to drainage area ratio from DWQ table)
3 .0 in. (2 to S day temporary pool draw-down required)
1.0 in.
05 % (minimum 85% required)
Page 1 of 4 u n
JUL 2 1 2006 U
DENR WATER
AETtANDS QUALO
AND STORUWATF.R 8
RAAir u
. 4
Footnotes:
When using the Division SA/DA tables, the correct SA/DA ratio for permanent pool sizing should be computed based upon the
actual impervious % and permanent pool depth. Linear interpolation should be employed to determine the correct value for non-
standard table entries.
In the 20 coastal counties, the requirement for a vegetative filter may be waived if the wet detention basin is designed to provide
90% TSS removal. The NCDENR BMP manual provides design tables for both 85% TSS removal and 90% TSS removal.
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. The temporary pool draws down in 2 to 5 days.
e. If required, a 30-foot vegetative filter is provided at the outlet (include non-erosive flow
calculations)
f. The basin length to width ratio is greater than 3:1.
g. The basin side slopes above the permanent pool are no steeper than 3:1.
h. A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detail).
_ i. Vegetative cover above the permanent pool elevation is specified.
j. A trash rack or similar device is provided for both the overflow and orifice.
-TD W j3mymeb k. A recorded drainage easement is provided for each basin including access to nearest right-
of-way.
1. If the basin is used for sediment and erosion control during construction, clean out of the
basin is specified prior to use as a wet detention basin.
m. A mechanism is specified which will drain the basin for maintenance or an emergency.
III. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
This system (check one) 0 does :does not
This system (check one) 0 does does not
Form SWU-102 Rev 3.99
incorporate a vegetated filter at the outlet.
incorporate pretreatment other than a forebay.
Page 2 of 4
i _
? r
Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow vegetative
cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to maintain
proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed of
in an appropriate manner and shall be handled irra 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 !+. $0__ feet in the main pond, the sediment shall be removed.
When the permanent pool depth read:. 4.b6-. feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
ill in the blanks)
Permanent Pool Elevation lq.s0
Sediment Ren oval El. LMAOS 75 0
-------------- - Sediment Removal Elevation 14,(03 75%
Bottom Ele anon 13 OD oho ----------- ----------------------- -----
Bottom Elevation 13.00 25%
FOREBAY
MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through
the emergency drain shall be minimized to the maximum extent practical.
Form SWU-102 Rev 3.99
Page 3 of 4
M C
7. All components of the wet detention basin system shall be maintained in good working order.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name:. ZAP-R tJ
tc t: Pam+n. OF Of,
Addre
I C/. -Yn / -
Signature: I IMF
Date: 9-14-0.6
O
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, vt A,-, A , a Notary Public for the State of
County of C2.,r Co , do hereby certify that 4zU-4j
personally appeared before me this `f day of and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
CO . ?,
NOT,aRy . N
=0- Pus(
•.
SEAL
My commission expires 11 J- 01
Form SWU-102 Rev 3.99 . Page 4 of 4
Permit No. EXP IDS - 013 RY2
(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
DWO Stormwater Management Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
1. PROJECT INFORMATION
1A? 'C
Project Name: ?RgJbJ=1 CJAAPEL_ 11
Contact Person: k?"_FHS/ 5tw-N-. "PF_ Phone Number: (OM ) Sbl -SOOL
For projects with multiple basins, specify which basin this worksheet applies to: ]1gD_ 3
elevations
Basin Bottom Elevation
Permanent Pool Elevation
Temporary Pool Elevation
areas
Permanent Pool Surface A
Drainage Area
Impervious Area
!qz& 5o ft.
433 ft.
_' 35 ._O y _ ft.
rea 1-4411 sq. ft.
11.22 ac.
1} 0 ac.
(floor of the basin)
(elevation of the orifice)
(
vJ&1sRQuM.rry ?(owr1E E1kJanor?
(water surface area at the orifice elevation)
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
volumes
Pennanent Pool Volume `AQD e7 -cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume 10i (c21 cu. ft. (volume detained above the permanent pool)
Forebay Volume 11 7Q9 cu. ft. (approximately 20% of total volume)
Other parameters
SA/DAI _ /.2'5_ (surface area to drainage area ratio from DWQ table)
Diameter of Orifice 2.O in. (2 to S day temporary pool draw-down required)
Design Rainfall in.
Design TSS Removal 2 5 % (minimum 85% required)
Form SWU-102 Rev 3.99 Page 1 of 4
Footnotes:
When using the Division SA/DA tables, the correct SA/DA ratio for permanent pool sizing should be computed based upon the
actual impervious % and permanent pool depth. Linear interpolation should be employed to determine the correct value for non-
standard table entries.
In the 20 coastal counties, the requirement for a vegetative filter may be waived if the wet detention basin is designed to provide
90% TSS removal. The NCDENR BMP manual provides design tables for both 85% TSS removal and 90% TSS removal.
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.
b.
C.
d.
e.
The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
The forebay volume is approximately equal to 20% of the basin volume.
The temporary pool controls runoff from the design storm event.
The temporary pool draws down in 2 to 5 days.
If required, a 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.
h. 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.
-p-g y1tzD k. A recorded drainage easement is provided for each basin including access to nearest right-
of-way.
1. If the basin is used for sediment and erosion control during construction, clean out of the
basin is specified prior to use as a wet detention basin.
_ m. A mechanism is specified which will drain the basin for maintenance or an emergency.
III. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
This system (check one) 0 does does not incorporate a vegetated filter at the outlet.
This system (check one) 0 does does not incorporate pretreatment other than a forebay.
Form SWU-102 Rev 3.99 Page 2 of 4
Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow vegetative
cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to maintain
proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed of
in an appropriate manner and shall be handled in a manner that will not adversely impact water quality (i.e.
stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 4.3 feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads q.S feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
ill in the blanks)
Sediment Re oval EI. -WA5
Bottom Ele ation y27.0
FOREBAY
Permanent Pool Elevation x}33.0
Sediment Removal Elevation
------------------------------
Bottom Elevation 4 2b.S
- 175%
25%
MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through
the emergency drain shall be minimized to the maximum extent practical.
Form SWU-102 Rev 3.99 Page 3 of 4
f
7. All components of the wet detention basin system shall be maintained in good working order.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name: M_I!
Title: N//-&
Address: OSS-0 raj-, V'; at Signature:

71 4A• .5 t,/- 7000
Date: U-1-1. 06
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, jetej,,'a,,, 46aar , a Notary Public for the State of Aft
County of &- , do hereby certify that c#c1- 1?w
personally appeared before me this 1 day of , f?a,? and acknowledge the due
C)vi 1L-
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,

• NOTARY

PUBLIC

SEAL
My commission expires / / ` 77' o7
Form SWU-102 Rev 3.99 Page 4 of 4
Since 1979
THE JOHN R. McADAMS COMPANY, INC.
?_xp y a D.5-032.
BRIAR CHAPEL
CHATHAM COUNTY, NORTH CAROLINA
FINAL DESIGN CALCULATIONS
WATER QUALITYPOND #1
WATER QUALITY POND #2
WATER QUALITYPOND #3
NEW-05041
NEW-05042
July 2006
Research Triangle Park, NC
Post Office Box 14005
Research Triangle Park,
North Carolina 27709
2905 Meridian Parkway
Durham, North Carolina 27713
800-733-5646
919-361-5000
919-361-2269 Fax
Charlotte, NC
5311 Seventy-Seven Center Drive,
Suite 66
Charlotte, North Carolina 28217
800-733-5646
704-527-0800
704-527-2003 Fax
www.johnrmcadams.com
Jason Spicer, El
Associate Project Engineer
Beth Ihnatolya, El
Associate Project Engineer
Jeremy V. Finch, PE
Stormwater Project Manager
Comprehensive Land Development Design Services
We help our clients succeed.
•
BRIAR CHAPEL - PHASE IV
Final Design - Water Quality Ponds #1, #2, & #3
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 mostly single-family
lots, along with the associated utility, parking, and roadway infrastructure. This report contains
the final design calculations for the first three (3) water quality ponds (ultimately, there will be a
total of seven (7)) 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 (USACE) 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 Certification from NCDWQ, the proposed site will be
required to comply the stormwater management requirements set forth in the Water Quality
Certification #3402 (WQC #3402). WQC #3402 has the following water quality requirements:
1. 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 (NSW), water supply
waters (WS), trout waters (Tr), high quality waters (HWQ), and outstanding resource
waters (ORW), 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 a site-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.
U
2. Maintain the discharge rate for the treatment volume at or below
development discharge rate for the 1 -year, 24-hour storm.
the pre-
(?v Op6
To address these stormwater requirements, three (3) water quality ponds with preformed scour
. hole/level spreader outlets that will provide sheet flow of the 1" runoff volume into the stream
buffers are proposed for construction as part of the development of phase IV of Briar Chapel.
These are the first three (3) of a total of seven (7) water quality ponds that are proposed within
phase IV of Briar Chapel. These three (3) water quality ponds will be designed so that both the
water quality and water quantity requirements described above are satisfactorily met.
Calculation MethodoloQV
? 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 a depth-duration-frequency
(DDF) table describing rainfall depth versus time for varying return periods. These
rainfall depths were then input into the meteorological model within HEC-HMS 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 `D'
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 `D' 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 each water quality pond 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 maps for the post-development condition have
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 water quality pond #2 and #3. Routing calculations
for these 2 ponds were also performed within HEC-HMS.
? Pondpack Version 8.0, by Haestad Methods, was used to generate post-development peak
flow rates for water quality pond #l. Routing calculations for water quality pond #1 were
also performed within PondPack.
? Pondpack Version 8.0, by Haestad Methods, was used to generate the stage-discharge
rating curves for all the proposed water quality ponds. These rating curves were input into
HEC-HMS for routing calculations for water quality ponds #2 and #3.
? The stage-storage rating curve and stage-storage function for the proposed water quality
ponds were all generated externally in a spreadsheet and then input into HEC-
HMS/PondPack.
0
? A velocity dissipater is provided at the end of the principal spillway outlets for all water
is 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 runoff resulting from the 1.0" storm is
provided in all facilities, 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 facilities would safely pass the 100-year storm event. The
assumptions used in this scenario are as follows:
1. The starting water surface elevation in each facility, just prior to the 100-year
storm event, is at the top of 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 each facility.
? The downstream tailwater elevation for all SWMF's was assumed to be a free outfall
condition during the 1-year storm event (a conservative assumption).
? The 100-year tailwater elevation for SWMF #1 was assumed to be 413.00 (obtained from
NCFloodmaps.com), which corresponds with the floodplain elevation in Pokeberry
Creek. The 100-year tailwater elevation for SWMF #2 and SWMF #3 were both assumed
to be free outfall because the 100-year floodplain elevation downstream of these facilities
is below the invert out elevations.
-0
Discussion of Results
• At this time, there are three (3) water quality ponds proposed for phase IV of the Briar Chapel
development. Ultimately, there will be a total of seven (7) water quality ponds for phase IV of
Briar Chapel. The final design for the remaining water quality ponds will be submitted in the
future 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.
E

BRIAR CHAPEL SUMMARY OF RESULTS J. SPICER, El
NEW-05042 7/19/2006
.WATER QUALITY POND #1
Return Period Inflow
[cfs] Outflow
[cfs] Max. WSE
[ft]
1-Year 38.6 0.4 413.09
10-Year
_
« 108.2 48.0 414.25
_
100-Year (Siphon Clogged) 191.9 162.4 415.10
Desi n Draina a Area = 23.45 acres
Design Impervious Area = 8.94 acres

To of Dam = 416.00 ft
Required Surface Area / Drainage Area Ratio = 1.32
Surface Area at NWSE = 21749 sf
Required Surface Area at NWSE = 13463 sf
Siphon Diameter = 3 inches
Total Number of Siphons = I

Concrete Weir Drop Spillway Len th = 30 ft
Weir Crest Elevation = 413.6 ft
WATER QUALITY POND #2
•
Return Period Inflow
[cfs] Outflow
[cis] Max. WSE
[ill
1-Year 60.8 0.5 423.36
I0-Year 148.0 m 59.1 424.47
100-Year (Siphon Clogged) 237.5 213.8 425.31
Desi Drainage Area = 32.54 acres
Desi Impervious Area = 14.28 acres

To of Dam = 426.25 ft
Required Surface Area / Drainage Area Ratio = 1.62
Surface Area at NWSE = 25110 sf
Required Surface Area at NWSE = 22939 sf
Siphon Diameter= 3 inches
Total Number of Siphons = I

Riser Length = 6 ft
Riser Width = 6 ft
Riser Crest = 423.60 ft

Barrel Diameter = 42 inches
# of Barrels = I
Invert In = 414.00 feet
Invert Out = 413.00 feet
Len th = 68 feet
Slope = 0.0147 fl/ft

Emer enc Spillway Crest = 424.50 ft
Emergency Spillway Length = 30 ft
_.•
BRIAR CHAPEL SUMMARY OF RESULTS J. SPICER, El
NEW-05042 7/19/2006
WATER QUALITY POND #3
J

Return Period Inflow
[cfs] Outflow
[cfs] Max. WSE
[ft]
1-Year 18.7 0.1 434.83
10-Year_
_ 47.9 9.2 435.82
__
_
100-Year (Siphon Clogged) 78.7 47.3 436.87
Design Drainage Area = 11.22 acres
Design Impervious Area = 4.04 acres

To of Dam = 438.00 ft
Required Surface Area / Drainage Area Ratio = 1.25
Surface Area at NWSE = 14114 sf
Required Surface Area at NWSE = 6119 sf
Siphon Diameter = 2 inches
Total Number of Siphons = I

Riser Len th = 4 ft
Riser Width = 4 ft
Riser Crest = 435.50 ft

Barrel Diameter = 24 inches
# of Barrels = I
Invert In = 426.50 feet
Invert Out = 426.00 feet
Length = 73 feet
Slope = 0.0068 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 #1 FINAL
DESIGN CALCULATIONS
7 WATER QUALITY POND #2 FINAL
DESIGN CALCULATIONS
8 WATER QUALITY POND #3 FINAL
DESIGN CALCULATIONS
0
•
RAINFALL DATA
L
10
BRIAR CHAPEL
NEW-05042
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BRIAR CHAPEL WATERSHED SOIL J. FINCH, PE
NEW-05042 INFORMATION 7/14/2006
WQ POND #1
> Watershed soils - To WQ Pond #I
Symbol Name Soil Classification
37C
V Wedowee Sandy Loam B
37D Wedowee Sandy Loam B
37E Wedowee Sandy Loam B
39C Wedowee Sandy Loam B
5A Chewacla & Wehadkee D
References:
1) SCS TR-55. UNITED STATES DEPARTMENT OF AGRICULTURE. SOIL
CONSERVATION SERVICE. 1986.
%HSGB= 94%
%HSGD= 6%
==> Conclusion
Watershed soils are from 'HSG B' 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 62
Wooded 56
•
BRIAR CHAPEL WATERSHED SOIL
NEW-05003 INFORMATION
WQ POND #2
0 > Watershed soils - To WQ Pond #2
References:
1) SCS TR-55. UNITED STATES DEPARTMENT OF AGRICULTURE. SOIL
CONSERVATION SERVICE. 1986.
%HSGB= 94%
% HSG C = 5%
%HSGD= 1%
==> Conclusion
J. FINCH, PE
7/14/2006
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 62
Wooded _ 56 v
C J
BRIAR CHAPEL WATERSHED SOIL
NEW-05041 INFORMATION
WQ POND #3
0 > Watershed soils - To WQ Pond #3
References:
1) SCS TR-55. UNITED STATES DEPARTMENT OF AGRICULTURE. SOIL
CONSERVATION SERVICE. 1986.
% HSG B = 100%
B. Ihnatolya, El
7/14/2006
_> Conclusion
Watershed soils are from 'HSG B'. 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
•
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c!J I /? l._ u1v 0 - ---- 1000 YARDS
O i KILOMETER
c:
US GEOLOGICAL S'URVEYMAP
J
0
BRIAR CHAPEL
NEW-05042
FEMA FLOODPLAINMAP
r?
0
BRIAR CHAPEL
NEW-05042
•
POST-DEVELOPMENT HYDROLOGIC
CALCULATIONS
•
•
BRIAR CHAPEL
NEW-05042
J
BRIAR CHAPEL
NEW-05042
1. SCS CURVE NUMBERS
HYDROLOGIC CALCULATIONS
Post-Development-To WQ Pond #1
Cover Condition SCS CN Comments
Impervious 98 -
Open 62 _ Assume good
_
Wooded 56 Assume good
Water 100
11. POST-DEVELOPMENT
_> To WQ Pond #1
A. Watershed Breakdown
•
Total Number of 60' Residential Lots = 16 lots
Assumed Impervious Area Per 60' Residential Lot = 2600 square feet
Total Impervious Area from 60' Residential Lots = 0.96 acres
Total Number of 70' Residential Lots = 3.5 lots
Assumed Impervious Area Per 70' Residential Lot = 3200 square feet
Total Impervious Area from 70' Residential Lots = 0.26 acres
Total Number of 80' Residential Lots = 19 lots
Assumed Impervious Area Per 80' Residential Lot = 3300 square feet
Total Impervious Area from 80' Residential Lots = 1.44 acres
Total Number of 90' Residential Lots= 6 lots
Assumed Impervious Area Per 90' Residential Lot = 3450 square feet
Total Impervious Area from 90' Residential Lots = 0.48 acres
Total Number of 100' Residential Lots = 6.5 lots
Assumed Impervious Area Per 100' Residential Lot = 3600 square feet
Total Impervious Area from 100' Residential Lots = 0.54 acres
Total Roadway/Alleyway Impervious Area = 4.17 acres
Total Sidewalk Impervious Area = 1.11 acres
J. FINCH, PE
7/14/2006
Contributing Area SCS CN Area (acres] Comments
On-site open 62 13.93 Assume good condition
_
On-site impervious 98 8.94 -
_ _
On-site wooded 56 0.00 Assume good condition
On-site water _ 100 0.58 -
Off-site open 62 0.00 Assume good condition
Off-site impervious 98 0.00 -
Off-site wooded 56 0.00 Assume ood condition
Off-site water 100 0.00
Total area = 23.45 acres
0.0366 sq.mi.
Composite SCS CN = 77
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)
•
C
To WC

X
0
c
m
W WQP1(MP
A
Pond
CJ
vvQP1(rn
Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... X:\Projects\NEW\NEW-05042\Storm\Design Files\WQPOND#1.PPW
MASTER DESIGN STORM SUMMARY
is Network Storm Collection: RDU
Total
Depth Rainfall
Return Event in Type
------------
1-Yr ------
3.0000 ----------------
Synthetic Curve
100-Yr 8.0000 Synthetic Curve
10-Yr 5.3800 Synthetic Curve
---------------------------
ICPM CALCULATION TOLERANCES
Target Convergence= .000 cfs +/-
Max. Iterations = 35 loops
ICPM Time Step = 1.00 min
Output Time Step = 1.00 min
ICPM Ending Time =
-------------------- 2100.00
--------- min
--
RNF ID
----------------
TypeII 24hr
TypeII 24hr
TypeII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage
Node ID Type Event cu.ft Trun min cfs ft cu.ft
*POND OUTLET JCT 1 32316 1435.00 .41
*POND OUTLET JCT 100 378758 721.00 156.63
*POND OUTLET JCT 10 180502 725.00 50.11
TO WQ POND 1 AREA 1 91174 716.00 38.64
TO WQ POND 1 AREA 100 448982 715.00 191.92
TO WQ POND 1 AREA 10 250605 715.00 108.20
WQP1(FB) POND 1 91174 716.00 38.64 ?Q?} Y
WQP1(FB) POND 100 448982 715.00 191.92
WQP1(FB) POND 10 250605 715.00 108.20
WQP1(FB) OUT POND 1 91287 717.00 37.07 415.32 1411
WQP1(FB) OUT POND 100 449081 716.00 186.08 415.97 4396
WQP1(FB) OUT POND 10 250702 717.00 105.04 415.66 2950
WQP1(MP) POND 1 91287 717.00 37.07
WQP1(MP) POND 100 449081 716.00 186.08 MAW Qoo L
WQP1(MP) POND 10 250702 717.00 105.04
WQP1(MP) OUT POND 1 32316 1435.00 .41 413.14 74099
WQP1(MP) OUT POND 100 378759 721.00 156.63 415.04 125396
WQP1(MP) OUT POND 10 180503 725.00 50.11 414.27 104188
•
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 1:39 PM Date: 7/14/2006
•
•
HYDROLOGIC CALCULATIONS
Post-Development-To WQ Pond #2
Cover Condition SCS CN Comments
Im ervious 98 -
O en 62 Assume ood
Wooded 56 Assume good Y
Water 100
11. POST-DEVELOPMENT
_> To WQ Pond #2
A. Watershed Breakdown
Total Number of 50' Residential Lots= 25.0 lots
Assumed Impervious Area Per 50' Residential Lot = 2200 square feet
Total Impervious Area from 50' Residential Lots = 1.26 acres
Total Number of 60' Residential Lots = 30.5 lots
Assumed Impervious Area Per 60' Residential Lot = 2600 square feet
Total Impervious Area from 60' Residential Lots = 1.82 acres
Total Number of 70' Residential Lots = 13.5 lots
Assumed Impervious Area Per 70' Residential Lot = 3200 square feet
Total Impervious Area from 70' Residential Lots = 0.99 acres
Total Number of 80' Residential Lots = 19.5 lots
Assumed Impervious Area Per 80' Residential Lot = 3300 square feet
Total Impervious Area from 80' Residential Lots = 1.48 acres
Total Number of 90' Residential Lots= 1.0 lots
Assumed Impervious Area Per 90' Residential Lot = 3450 square feet
Total Impervious Area from 90' Residential Lots = 0.08 acres
Total Number of 100' Residential Lots= 3.5 lots
Assumed Impervious Area Per 100' Residential Lot = 3600 square feet
Total Impervious Area from 100' Residential Lots = 0.29 acres
Total Roadway/Alleyway Impervious Area = 6.81 acres
Total Sidewalk Impervious Area = 1.55 acres
J. FINCH, PE
7/14/2006
Contributing Area SCS CN Are Comments
On-site open 62 17.84 Assume good condition
On-site impervious 98 14.28
On-site wooded 56 0.00 Assume ood condition
On-site water 100 0.42
Off-site open 62 0.00 Assume good condition
Off-site impervious 98 0.00
Off-site wooded 56 0.00 Assume ood condition
Off-site water 100 0.00
Total area = 32.54 acres
0.0508 sq.mi.
Composite SCS CN = 78
L`
BRIAR CHAPEL
NEW-05042
1. SCS CURN is NUMBERS
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)
= 0.050 hours
Time Increment = 0.87 minutes (= 0.29*SCS Lag)
? 0

HEC-HMS
Project: NEW-05042
Basin Model: Post -
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
HMS * Summary of Results
Project : NEW-05042 Run Name : Post - Q1
Start of Run : 12Ju106 0100 Basin Model : Post - FreeOutfall
End of Run : 13Ju106 0100 Met. Model : Q1
Execution Time : 14Ju106 1107 Control Specs : 1-min dT
To Pond #2 60.752 12 Jul 06 1257 3.0541
WQ Pond #2 0.45622 13 Jul 06 0100 0.42830
•
0.051
0.051

X:\Projects\NEW\NF%N-05044\StormlConstruction Drawings\Current Drawings\NEW05044-PD5.dwg, RI ?006 4:01:33 PM, spicer, 1:2.19851
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B OWNER:
BRIAR CHAPEL REVISIONS:
THE JOHN R
McADAMS
' NNP-BRIAR CHAPEL
W
C .

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-
.
PHASE 4 CONSTRUCTION PLANS
5850 = ROAD
V
1
COMPANY, INC.
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27719 ENGINEERS/PIANNERS/SURVEYORS
ay Y 'POWNWWS. CHATHAM COUNIY. NORM CAROLINA
C
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ZI

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WATER QUALnY POND #5
...
. P.O. O
Z
IP 27 9x4005
X 1 005
_
DE AIIS ............. (ale) 3e1-5000

BRIAR CHAPEL
NEW-05041
1. SCS CURVE NUMBERS
HYDROLOGIC CALCULATIONS
Post-Development-To WQ Pond #3
Cover Condition SCS CND Comments
Impervious 98
Open 61 Assume good
Wooded 55 Assume good
Water 100
II. POST-DEVELOP1bIENT
=- To WQ Pond #3
A. Watershed Breakdown
•
Total Number of 60' Residential Lots = 0 lots
Assumed Impervious Area Per 60' Residential Lot = 2600 square feet
Total Impervious Area from 60' Residential Lots = 0.00 acres
Total Number of 70' Residential Lots = 1 lots
Assumed Impervious Area Per 70' Residential Lot = 3200 square feet
Total Impervious Area from 70' Residential Lots = 0.07 acres
Total Number of 80' Residential Lots = 0 lots
Assumed Impervious Area Per 80' Residential Lot = 3300 square feet
Total Impervious Area from 80' Residential Lots = 0.00 acres
Total Number of 90' Residential Lots = 13 lots
Assumed Impervious Area Per 90' Residential Lot = 3450 square feet
Total Impervious Area from 90' Residential Lots = 1.03 acres
Total Number of 100' Residential Lots = 13 lots
Assumed Impervious Area Per 100' Residential Lot = 3600 square feet
Total Impervious Area from 100' Residential Lots = 1.07 acres
Total Roadway/Alleyway Impervious Area = 1.55 acres
Total Sidewalk Impervious Area = 0.31 acres
B. lhnatolya, El
7/14/2006
Contributing Area SCS CN Area (acres] Comments
On-site open 61 6.78 Assume good condition
On-site impervious 98 4.04 -
On-site wooded 55 0.00 Assume good condition
On-site water 100 0.40 -
Off-site open 61 0.00 Assume good condition
Off-site impervious 98 0.00 -
Off-site wooded 55 0.00 Assume good condition
Off-site water 100 0.00
Total area = 11.22 acres
0.0175 sq.mi.
Composite SCS CN = 76
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)
? 0

HEC-HMS Project: BriarChapel Poi
To LVQ Pond #3
Hydrologic Discharge Time of volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
HMS * Summary of Results
Project : BriarChapel_ Pond 3 Run Name : 1-Year Post
• Start of Run : 06Jull3 1200 Basin Model : Post-Development
End of Run : 06Jull4 1200 Met. Model : 1-Year Storm
Execution Time : 17Ju106 1104 Control Specs : 1-Min dT
To WQ Pond #3 18.687 06 Jul 13 2357 0.94737
WQ Pond #3 0.14160 07 Jul 13 1203 0.94737
•
0.018
0.018
0
•
WATER QUALITY POND #1 FINAL DESIGN
CALCULATIONS
0
E
BRIAR CHAPEL
NEW-05042
BRIAR CHAPEL WQP#1(FOREBAY) J. FINCH, PE
NEW-05042 7/17/2006
Stage-Storag e Function

Project Name: Briar Chapel
Designer: J. Finch, PE
Job Number: NEW-05042
Date: 7/10/2006
is
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)

415.0 0.0 4311 -?
415.5 0.5 4537 4424 2212 2212 0.50
416.0 1.0 4763 4650 2325 4537 1.00
Storage vs. Stage
5000
4500
4000 y = 4537x'-03'4
3500 Rz _ 1
U 3000--
2500-
2000 N 1500
1000
500
0
0.0 0.2 0.4 0.6 0.8 1.0 1.2
Stage (feet)
Ks = 4537,
b = 1.0364
•
BRIAR CHAPEL S-SFXN-WQP#1(FOREBAY) J. FINCH, PE
NEW-05042 7/17/2006
• __> Stage - Storage Function
Ks = 4537
b = 1.0364
Zo= 415
415 0 0.000
415.2 856 0.020
415.4 1755 0.040
T
415.6 2672 0.061
415.8 3600 0.083
416 4537 0.104

. •
.0
•
BRIAR CHAPEL
NEW-05042
Storage vs. Stage
180000
160000
140000 y = 21508x''0987
120000 R2 = 0.9998
LL
m 100000- -

80000- -

60000
40000
20000

0
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Stage (feet)
Ks = 21508
b = 1.0987
WQP#1(MAIN POOL)
Stne-Storage Function
Project Name: Briar Chapel
Designer: J. Finch, PE
Job Number: NEW-05042
Date: 7/10/2006
J. FINCH, PE
7/17/2006
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(&PA (feet) (SF) (SF) (CF) (CF) (feet)

410.0 0.0 21749
412.0 2.0 24474 23112 46223 46223 2.01
414.0 4.0 27043 25759 51517 97740 3.97
416.0 6.0 30154 28599 57197 154937 6.03
0
BRIAR CHAPEL S-SFXN-WQP#1(MAIN POOL) J. FINCH, PE
NEW-05042 7/17/2006
• => Stage - Storage Function
Ks= 21508
b = 1.0987
Zo= 410
Elevation Stora e
[feet] [cfJ [acre-fee
410 0 0.000
410.2 3670 0.084
410.4 7859 0.180
410.6 12270 0.282
410.8 16832 0.386
411 21508 0.494
411.2 26278 0.603
411.4 31128 0.715
411.6 36047 0.828
411.8 41027 0.942
412 46062 1.057
412.2 51147 1.174
412.4 56278 1.292
412.6 61451 1.411
412.8 66664 1.530
413 71914 1.651
413.2 77198 1.772
413.4 82516 1.894
413.6 _ 87864 2.017
413.8 93241 2.141
• 414 98647 2.265
414.2 104079 2.389
414.4 109537 2.515
414.6 115020 2.640
414.8 120526 2.767
415 126055 2.894
415.2 131605 3.021
415.4 137177 3.149
415.6 142769 3.278
415.8 148381 3.406
416 154012 3.536
E
Type.... Outlet Input Data Page 13.01
Name.... WQP1(FB)
File.... X:\Projects\NEW\NEW-05042\Storm\Design Files\WQPOND#1.PPW
REQUESTED POND WS ELEVATIONS:
is Min. Elev.= 415.00 ft
Increment = .20 ft
Max. Elev.= 416.00 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
----------------- ---- ------- --------- ---------
Weir-Rectangular WR ---> TW 415.000 416.000
TW SETUP, DS Channel
•
•
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 1:39 PM Date: 7/14/2006
Type.... Outlet Input Data Page 1
Name.... WQP1(FB)
File.... X:\Projects\NEW\NEW-05042\Storm\Design Files\WQPOND#1.PPW
OUTLET STRUCTURE INPUT DATA

Structure ID CWR
Structu
re Type
--------------
ectangular
- ----------------
# of Openings =
Crest Elev. = 415.00 ft
Weir Length = 65.00 ft
Weir Coeff. = 3.000000
Weir TW effects (Use adjustment equation)
•
•
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 1:39 PM Date: 7/14/2006
Type.... Outlet Input Data Page 13.34
Name.... WQP1(MP)
File.... X:\Projects\NEW\NEW-05042\Storm\Design Files\WQPOND#1.PPW
REQUESTED POND WS ELEVATIONS:
• Min. Elev.= 410.00 ft
Increment = .20 ft
Max. Elev.= 416.00 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 OR ---> TW 410.000 416.000
Weir-Rectangular WR ---> TW 413.600 416.000
TW SETUP, DS Channel
•
•
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 1:40 PM Date: 7/14/2006
Type.... Outlet Input Data Page 13.35
Name.... WQP1(MP)
File.... X:\Projects\NEW\NEW-05042\Storm\Design Files\WQPOND#1.PPW
•
OUTLET STRUCTURE INPUT DATA
Structure ID = OR
Structure Type = Orifice-Circular
------------------------------------
# of openings = 1
Invert Elev. = 410.00 ft
Diameter = .2500 ft
Orifice Coeff. _ .600
Weir TW effects (Use adjustment equation)
Structure ID R
Structure Type Weir-Rectangul ar
-------------- - - - - - - - - -- - - - - - -
# of Openings 1
Crest Elev. 413.60 ft
Weir Length 30.00 ft
Weir Coeff. 3.000000
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFACE CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES ...
Maximum Iterations= 30
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
• Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .10 cfs
Max. Q tolerance = .10 cfs
•

SIN: 621701207003 The John R. McAdams Company

PondPack Ver. 8.0058 Time: 1:40 PM Date: 7/14/2006
Type.... Composite Rating Curve
Name.... WQP1(MP)
Page 13.38
File.... X:\Projects\NEW\NEW-05042\Storm\Design Files\WQPOND#1.PPW
***** COMPOSITE OUTFLOW SUMMARY ****
• WS Elev, Total Q Notes
-------- -------- ------ -- Converge -- -----------------------
Elev. Q TW El ev Error
ft cfs ft +/-ft Co ntributing Structures
-------------------
--------
410.00 -------
.00 ------
Free -- -----
Outfall ---
Non ----
e contributing
410.20 .06 Free Outfall OR
410.40 .12 Free Outfall OR
410.60 .16 Free Outfall OR
410.80 .19 Free Outfall OR
411.00 .22 Free Outfall OR
411.20 .24 Free Outfall OR
411.40 .27 Free Outfall OR
411.60 .29 Free Outfall OR
411.80 .31 Free Outfall OR
412.00 .32 Free Outfall OR
412.20 .34 Free Outfall OR
412.40 .36 Free Outfall OR
412.60 .37 Free Outfall OR
412.80 .39 Free Outfall OR
413.00 .40 Free Outfall OR
413.20 .41 Free Outfall OR
413.40 .43 Free Outfall OR
413.60 .44 Free Outfall OR +WR
413.80 8.50 Free Outfall OR +WR
414.00 23.23 Free Outfall OR +WR
414.20 42.31 Free Outfall OR +WR
414.40 64.89 Free Outfall OR +WR
414.60 90.50 Free Outfall OR +WR
414.80 118.82 Free Outfall OR +WR
415.00 149.61 Free Outfall OR +WR
415.20 182.68 Free Outfall OR +WR
415.40 217.89 Free Outfall OR +WR
• 415.60 255.11 Free Outfall OR +WR
415.80 294.24 Free Outfall OR +WR
416.00 335.20 Free Outfall OR +WR
•
SIN: 621701207003. The John R. McAdams Company
PondPack Ver. 8.0058 Time: 1:40 PM Date: 7/14/2006
Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... X:\Projects\NEW\NEW-05042\Storm\Design Files\WQPOND#1.PPW
MASTER DESIGN STORM SUMMARY
• Network Storm Collection: RDU

Total
Depth Rainfall
Return Event in Type
------------
1-Yr ------
3.0000 ----------------
Synthetic Curve
100-Yr 8.0000 Synthetic Curve
10-Yr 5.3800 Synthetic Curve
---------------------------
ICPM CALCULATION TOLERANCES
Target Convergence= .000 cfs +/-
Max. Iterations = 35 loops
ICPM Time Step = 1.00 min
Output Time Step = 1.00 min
ICPM Ending Time =
-------------------- 2100.00
-------- min
---
RNF ID
----------------
TypeII 24hr
TypeII 24hr
TypeII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return HYG Vol Qpeak
Node I Type Event cu,ft Trun min
• -
*POND OUTLET JCT 1 -
31997 1358.00
*POND OUTLET JCT 100 377097 721.00
*POND OUTLET JCT 10 178824 726.00
TO WQ POND 1 AREA 1 91174 716.00
TO WQ POND 1 AREA 100 448982 715.00
TO WQ POND 1 AREA 10 250605 715.00
WQP1(FB) POND 1 91174 716.00
WQP1(FB) POND 100 448982 715.00
WQP1(FB) POND 10 250605 715.00
WQP1(FB) OUT POND 1 91287 717.00
WQP1(FB) OUT POND 100 449083 716.00
WQP1(FB) OUT POND 10 250702 717.00
WQP1(MP) POND 1 91287 717.00
WQP1(MP) POND 100 449083 716.00
WQP1(MP) POND 10 250702 717.00
WQP1(MP) OUT POND 1 31998 1358.00
WQP1(MP) OUT POND 100 377097 721.00
WQP1(MP) OUT POND 10 178825 726.00
•
Max
Qpeak Max WSEL Pond Storage
cfs ft cu.ft
-------- -------- ------------
.40
156.03
47.99
38.64
191.92
108.20
38.64
191.92
108.20
37.07
186.08
105.04
37.07
186.08
105.04
.40
156.03
47.99
415.32 1411
415.97 4396
415.66 2950
413.09 74271
127132
414.25 105454
?o -,{e- wsFL-
S/N: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 9:18 AM Date: 7/17/2006
BRIAR CHAPEL WQP#1(MAIN POOL-WORST CASE)
NEW-05042
• __> Stage - Storage Function
Ks= 21508
b = 1.0987
Z0= 410
Elevation Storage Elevation Stora e
[feet] [cf] [acre-feet] [feet] [cf] [acre-feet
410 0.000 413.6 0 0.000
410.2 0.084
3670 413.8 378 0.123
410.4 E
0.180 414 10783 0.248
410.6 0.282 414.2 16215 0.372
410.8 16832 0.386 414.4 21673 0.498
- 411 21508 0.494 414.6 27156 0.623
411.2 _ 26278 0.603 414.8 32662 0.750
411.4 31128 0.715 415 38191 0.877
411.6 36047 0.828 415.2 43741 1.004
411.8 41027 0.942 415.4 49313 1.132
-
412 46062 1.057 415.6 54905 1.260
412.2 51147 1.174 415.8 60517 1.389
412.4 56278 1.292 416 66148 1.519
_
412.6 61451 1.411
_
412.8 66664 1.530
413 71914 1.651
413.2 77198 1.772
413.4 82516 1.894
_
.
_._251
413.6 ..
.
87864 2.017
-
413.8 93241 2.141
. 414 98647 2.265
414.2 104079 2.389
414.4 109537 2.515
414.6 115020 2.640
414.8 120526 2.767
415 126055 2.894
-
415.2 131605 3.021
415.4 137177 3.149
415.6 142769 3.278
415.8 148381 3.406
416 154012 3.536
0
J. FINCH, PE
7/17/2006
•
Type.... Composite Rating Curve
Name.... WQP1(MP)
***** COMPOSITE OUTFLOW SUMMARY ****
CUMULATIVE HGL CONVERGENCE ERROR .000 (+/- ft)
E

-------- Conver,
TW Elev Error
ft +/-ft
-------- -----
413.00 .000
413.00 .000
413.00 .000
413.00 .000
413.00 .000
413.00 .000
413.00 .000
413.00 .000
413.00 .000
413.00 .000
413.00 .000
413.00 .000
413.00 .000
File.... X:\Projects\NEW\NEW-05042\Storm\Design Files\WQPOND#1(WORSTCASE).PPW
Title... Project Date: 7/10/2006
Project Engineer: Jeremy Finch, PE
Project Title: Briar Chapel
Project Comments:
WS Elev, Total Q
Elev. Q
ft cfs
--------
413.60 -------
.00
413.80 8.05
414.00 22.77
414.20 41.83
414.40 64.40
414.60 90.00
414.80 118.31
415.00 149.08
415.20 182.15
415.40 217.34
415.60 254.56
415.80 293.68
416.00 334.62
SIN: 621701207OC3
PondPack Ver. 8.0058
Notes
3e -----------------------
Contributing Structures
------------------------
WR
WR
WR
WR
WR
WR
WR
WR
WR
WR
WR
WR
WR
Page 1.04
I
C0goF
The John R. McAdams Company
Time.: 4:51 PM Date: 7/14/2006
Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... X:\Projects\NEW\NEW-05042\Storm\Design Files\WQPOND#1(WORSTCASE).PPW
MASTER DESIGN STORM SUMMARY
is Network Storm Collection: RDU

Total
Depth Rainfall
Return Event in Type
------------
1-Yr ------
3.0000 ----------------
Synthetic Curve
100-Yr 8.0000 Synthetic Curve
10-Yr 5.3800 Synthetic Curve
---------------------------
ICPM CALCULATION TOLERANCES
Target Convergence= .000 cfs +/-
Max. Iterations = 35 loops
ICPM Time Step = 1.00 min
Output Time Step = 1.00 min
ICPM Ending Time =
-------------------- 2100.00
-------- min
---
RNF ID
----------------
TypeII 24hr
TypeII 24hr
TypeII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage
Node
ID Type Event Trun
cu.ft min cfs ft cu.ft
• -
------
POND OUTLET
*POND- ---
JCT -
1 --
- -
91577
723.00
29.29
*POND OUTLET JCT 100 449344 720.00 162.40
*POND OUTLET JCT 10 250919 722.00 89.23
TO WQ POND 1 AREA 1 91174 716.00 38.64
TO WQ POND 1 AREA 100 448982 715.00 191.92
TO WQ POND 1 AREA 10 250605 715.00 108.20
WQP1(FB) POND 1 91174 716.00 38.64
WQP1(FB) POND 100 448982 715.00 191.92
WQP1(FB) POND 10 250605 715.00 108.20
WQP1(FB) OUT POND 1 91287 717.00 37.07 415.32 1411
WQP1(FB) OUT POND 100 449083 716.00 186.08 415.97 4396
WQP1(FB) OUT POND 10 250702 717.00 105.04 415.66 29500
WQP1(MP) POND 1 91287 717.00 37.07 t.
WQP1(MP) POND 100 449083 716.00 186.08 ?
WQP1(MP) POND 10 250702 717.00 105.04 o e-
-
WQP1(MP) OUT POND 1 91577 723.00 29.29 12641 G
WQP1(MP) OUT POND 100 449344 720.00 162.40 415.08 40426
WQP1(MP) OUT POND 10 250919 722.00 89.23 414.59 26992
L
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 9:27 AM Date: 7/17/2006
BRIAR CHAPEL Below NWSE J. FINCH, PE
NEW-05042 7/17/2006
Stage-Storal
• Project Name:
Designed By:
Job Number:
Date:
re Function
Briar Chapel
J. Finch, PE
NEW-05042
7/11/2006

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)

404.0 0.0 12000
406.0 2.0 13674 12837 25674 25674 2.02
408.0 4.0 15970 14822 29644 55318 3.90
410.0 6.0 21749 18860 37719 93037 6.10
•
Storage vs. Stage
100000
00000
' 165
= 11327
80000 x
y
70000 R2 = 0.9984
60000
rn 50000
?o
0 40000
rn
30000
20000
10000
0

0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Stage (feet)
Ks= 11327
b = 1.165

•
BRIAR CHAPEL
NEW-05042
Forebay
Statze-Storage Function
Project Name: Briar Chapel
Designed By: J. Finch, PE
Job Number: NEW-05042
Date: 7/11/2006

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)

409.0 0.0 2423
411.0 2.0 3089 2756 5512 5512 2.01
413.0 4.0 3707 3398 6796 12308 3.96
415.0 6.0 4311 4009 8018 20326 6.04
•
Ks = 2413.1
b = 1.1847
Storage vs. Stage
25000
20000
y = 2413.1x'.1147
15000 Rz = 0.9997
m
A
10000
N
5000
0
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Stage (feet)
J. FINCH, PE
7/17/2006
U
BRIAR CHAPEL
NEW-05042
BRIAR CHAPEL - WO POND #1 DESIGN
Per NCDENR "Stormti ester Best Management Practices ", the forebay volume should equal about 20% of the total
basin volume.
A. Water Quality Pond - Below Normal Pool Volume
Volume = 93037 ft3
B. Forebay Volume
Volume = 20326 ft3
Forebay = 22%
Impervious Area = `.94 acres
Drainage Area = 23.1 acres
% Impervious = 38.1%
Cotal Below NP Volume 93037 cf
Surface Area 21749 sf
Average Depth = 4.28 ft
•
_> From the NCDENR Stormwater BMP Handbook (4/99), the required SA/DA ratio for 85% TSS Removal
in the Piedmont is as follows:
4.0 4.28 5.0
Lower Boundary => 30.0 1.08 0.97
Site % impervious => 38.1 1.36 L32 1.20
Upper Boundary => 40.0 1.43 1.25
Area Required = 13463 sq.ft.

Area Provided = 21749 s .ft. YES
J. FINCH, PE
7/17/2006
0
BRIAR CHAPEL
NEW-05042
1" RUNOFI
• Project Name:
Checked by:
Job Number:
Date:

'VOLUME CALCULATION SHEET
Briar Chapel
J. Finch, PE
NEW-05042
7/10/2006
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)

410.0 0.0 21749
412.0 2.0 24474 23112 46223 46223 2.01
414.0 4.0 27043 25759 51517 97740 3.97
416.0 6.0 30154 28599 57197 154937 6.03
Storage vs. Stage
180000
160000
140000 y = 21508x'-osa7
LL 120000 R2 = 0.9998
100000
80000
i;
N 60000
40000
20000
0
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Stage (feet)
Ks = 21508
b = 1.0987
Calculation of Runoff Volume required for Storage
The runoff to the water quality pond for the I" 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 = 23.45 acres
Runoff Depth = 1 inches
Therefore, total runoff from precipitation in question = 85124 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.
J. FINCH, PE
7/17/2006
is

BRIAR CHAPEL
NEW-05042
J. FINCH, PE
7/17/2006
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 = 85124 CF
Stage (above invert) associated with this storage = 3.50 feet
Therefore, depth required above normal pool for storm storage = 3.50 feet
41.97 inches
Set crest of principal spillway at stage = 3.60 feet
and EL = 413.60 feet
At principal spillway crest, storm pool storage provided = 87864 CF
is
•
X:\Projects\NE NEW-05044\Storm\Construction Drawings\Current Drawings\NEW05044-PD6.dwg, 8/006 4:02:59 PM, spicer, 1:2.19851
0 0

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F, BRIAR CHAPEL
°"'
REVISIONS:
THE JOHN R. MCADAMS
NNP
BRI
R ? • i
P'?
•

Z

=

PHASE 4 CONSTRUCTION PLANS -
A
CHAPE4 LLC.
5850 FAYETLEVII
I
E ROAD
SUITE 201
'
:
• COMPANY, INC.
v 1
^' z E U.S. HWY. 15-501 h MANN'S CHAPEL ROADDAIDW1N & WMIAMS .
.
,
DURHAM. NORTH CAROLINA 27713 t^ ENGIREERS/PLANNERS/SURVEYORS
tay N TOWNSHIPS. CHATHAM COUNTY. N01MI CAMUNA % Q R• ?!` ? RESEARCH TRIANGLE PARK. NC
, P.0. BOX 14005 ZIP 27709-4005
° WATER QUALM POND #6 MMAII.S r„"" [phone]
BRIER CREEK Stormwater Management Facility #1
NEW-05042
Inverted Si phon Design Sheet
•
D siphon = 3 inches
No. siphons = 1
Ks = 21508
b = 1.0987
Cd siphon = 0.60
Normal Pool Elevation = 410.00 feet
Volume @ Normal Pool = 0 CF
Siphon Invert = 410.00 feet
WSEL @ 1" Runoff Volume = 413.50 feet

WSEL
(feet) Vol. Stored
(cf) Siphon Flow
(cfs) Avg. Flow
(cfs) Incr. Vol.
(cf) Incr. Time
(sec)
413.498 85123 0.433
413.191 76958 0.413 0.423 8166 19292
412.884 68869 0.392 0.403 8089 20092
412.577 60865 0.370 0.381 8004 21021
412.271 52955 0.346 0.358 7910 22120
411.964 45149 0.320 0.333 7805 23451
411.657 37464 0.292 0.306 7685 25112
411.350 29918 0.261 0.277 7546 27274
41.1.044 22542 0.226 0.244 7377 30270
410.737 15379 0.185 0.205 7163 34876
410.430 8512.4 0.130 0.157 6866 43603
Drawdown Time = 3.09 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 = 1.686 feet
Orifice composite loss coefficient = 0.600
X-Sectional area of 1 - 3" inverted siphon = 0.049 fe
Q = 0.3069 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec/day)
Drawdown Time = 3.21 days
Conclusion : Use 1 - 3.0" Diameter PVC Inverted Siphon to drawdown the accumulated
volume from the 1.0 " storm runoff, with a required time of about 3.09 days.
B.R. FINCH, PE
7/17/2006
0
BRIAR CHAPEL SWMF #1 - 12" DIP J.V. FINCH, PE
NEW-05042 7/17/2006
• 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 =_>
SWMF h
Flow Length Min. Cale'd # Max. # of I'se
Pond along barrel Projection of collars Spacing collars to Spachu, Spacing
ID (feet) (feet) required (feet) use (feet) OK?
`1 - 12" DIP 46.0 1.75 1.97 24.5 2.00 15.33333 YES .
Note: Ifspacing to use is greater than the maximum spacing, add collars until the
spacing to use is equal to or less than the maximum spacing allowable for the collar
design. Anti-seep collars shall be used under the structural fill portions of all berms/dams
unless an approved drainage diaphragm is present at the downstream end of the barrel.
17?
0
WATER QUALITY FOND #2 FINAL DESIGN
CALCULATIONS
•

BRIAR CHAPEL
NEW-05042
BRIAR CHAPEL WATER QUALITY POND #2 J. FINCH, PE
NEW-05042 7/14/2006
Stne-Storage Function
• Project Name: Briar Chapel
Designer: J. Finch, PE
Job Number: NEW-05042
Date: 7/10/2006
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)

419.5 0.0 25110
420.0 0.5 26023 25567 12783 12783 0.51
422.0 2.5 29817 27920 55840 68623 2.41
424.0 4.5 33836 31827 63653 132276 4.42
426.0 6.5 38395 36116 72231 204507 6.61
426.25 6.8 38826 38611 9653 214160 6.90
•
Ks = 26549
b = 1.0809
0
BRIAR CHAPEL SS FXN - WQP#2 J. FINCH, PE
NEW-05042 7/14/2006
• _> Stage - Storage Function
Ks = 26549
b= 1.0809
Zo = 419.5
419.5 0 0.000
419.7 4662 0.107
419.9 _
9861 0.226
420.1 15285 0.351
420.3 20859 0.479
420.5 26549 0.609
420.7 32332 0.742
420.9 38194 0.877
421.1 44125 1.013
421.3 50116 1.150
421.5 56161 1.289
421.7 62255 1.429
421.9 68394 1.570
422.1 74575 1.712
422.3 80794 1.855
422.5 87050 1.998
422.7 93339 2.143
422.9 99661 2.288
423.1 106012 2.434
423.3 112392 2.580
423.5 118800 2.727
•
423.7 125233 2.875
423.9 131691 3.023
424.1 138173 3.172
424.3 144678 3.321
424.5 151205 3.471
424.7 157752 3.621
424.9 164321 ` 3.772
425.1 170909 3.924
425.3 177516 4.075
425.5 184142 4.227
425.7 190785 4.380
425.9 197446 4.533
426.1 204124 4.686
426.25 209143 4.801
0

Type.... Outlet Input Data Page 1.01
Name.... WQPond #2
File.... X:\Projects\NEW\NEW-05042\Storm\Design Files\WQPOND#2.PPW
Title... Project Date: 7/12/2006
Project Engineer: Jeremy V. Finch, PE
Project Title: Brier Chapel
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 419.50 ft
Increment = .20 ft
Max. Elev.= 426.25 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
---------
----------------- -
Weir-XY Points ---
ES -------
---> TW --
424.500 426.250
Inlet Box RI ---> BA 423.600 426.250
Culvert-Circular BA ---> TW 414.000 426.250
Orifice-Circular SI ---> TW 419.500 426.250
TW SETUP, DS Channel
•
•
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 10:30 AM Date: 7/14/2006
•
Type.... Outlet Input Data
Name.... WQPond #2
Page 1.02
File.... X:\Projects\NEW\NEW-05042\Storm\Design Files\WQPOND#2.PPW
Title... Project Date: 7/12/2006
Project Engineer: Jeremy V. Finch, PE
Project Title: Brier Chapel
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = ES
Structure Type = Weir-XY Points
------------------------------------
# of Openings = 1
WEIR X-Y GROUND POINTS
X, ft Elev, ft
--------- ---------
.00 426.25
5.25 424.50
35.25 424.50
40.50 426.25
Lowest Elev. = 424.50 ft
Weir Coeff. = 3.000000
Weir TW effects (Use adjustment equation)
•
•
Structure ID = RI
Structure Type = Inlet Box
-
-------
------
-----------------
# of Openings ---
--
= 1
Invert Elev. = 423.60 ft
Orifice Area = 36.0000 sq.ft
Orifice Coeff. _ .600
Weir Length = 24.00 ft
Weir Coeff. = 3.000
K, Submerged = .000
K, Reverse = 1.000
Kb,Barrel = .000000 (per ft of full flow)
Barrel Length = .00 ft
Mannings n = .0000
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 10:30 AM Date: 7/14/2006
L
Page 1. 03
File.... X:\Projects\NEW\NEW-05042\Storm\Design Files\WQPOND#2.PPW
Title... Project Date: 7/12/2006
Project Engineer: Jeremy V. Finch, PE
Project Title: Brier Chapel
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type = Culvert-Circular
-------
------------------
No. Barrels -----------
= 1
Barrel Diameter = 3.5000 ft
Upstream Invert = 414.00 ft
Dnstream Invert = 413.00 ft
Horiz. Length = 68.00 ft
Barrel Length = 68.01 ft
Barrel Slope = .01471 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .005885
Kr = .5000
HW Convergence = .001
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.153
T2 ratio (HW/D) = 1.299
Slope Factor = -.500
•

Type.... Outlet Input Data
Name.... WQPond #2
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 418.04 ft ---> Flow = 63.00 cfs
At T2 Elev = 418.55 ft ---> Flow = 72.00 cfs
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 10:31 AM Date: 7/19/2006
•
Type.... Outlet Input Data
Name.... WQPond #2
Page 1.04
File.... X:\Projects\NEW\NEW-05042\Storm\Design Files\WQPOND#2.PPW
Title... Project Date: 7/12/2006
Project Engineer: Jeremy V. Finch, PE
Project Title: Brier Chapel
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = SI
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 419.50 ft
Diameter = .2500 ft
Orifice Coeff. _ .600
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES ...
Maximum Iterations= 30
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .10 cfs
Max. Q tolerance = .10 cfs
•
11
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 10:30 AM Date: 7/14/2006
•

•
Type.... Composite Rating Curve
Name.... WQPond #2
Page 1.16
File.... X:\Projects\NEW\NEW-05042\Storm\Design Files\WQPOND#2.PPW
Title... Project Date: 7/12/2006
Project Engineer: Jeremy V. Finch, PE
Project Title: Brier Chapel
Project Comments:
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ----- --- Converge -----------
Elev. Q TW Elev Error
ft cfs ft +/-ft Contributing Structures
--------
419.50 -------
.00 -----
Free --- -----
Outfall --------------------------
(no Q: ES,RI,BA,SI)
419.70 .06 Free Outfall SI (no Q: ES,RI,BA)
419.90 .12 Free Outfall SI (no Q: ES,RI,BA)
420.10 .16 Free Outfall SI (no Q: ES,RI,BA)
420.30 .19 Free Outfall SI (no Q: ES,RI,BA)
420.50 .22 Free Outfall SI (no Q: ES,RI,BA)
420.70 .24 Free Outfall SI (no Q: ES,RI,BA)
420.90 .27 Free Outfall SI (no Q: ES,RI,BA)
421.10 .29 Free Outfall SI (no Q: ES,RI,BA)
421.30 .31 Free Outfall SI (no Q: ES,RI,BA)
421.50 .32 Free Outfall SI (no Q: ES,RI,BA)
421.70 .34 Free Outfall SI (no Q: ES,RI,BA)
421.90 .36 Free Outfall SI (no Q: ES,RI,BA)
422.10 .37 Free Outfall SI (no Q: ES,RI,BA)
422.30 .39 Free Outfall SI (no Q: ES,RI,BA)
422.50 .40 Free Outfall SI (no Q: ES,RI,BA)
422.70 .41 Free Outfall SI (no Q: ES,RI,BA)
422.90 .43 Free Outfall SI (no Q: ES,RI,BA)
423.10 .44 Free Outfall SI (no Q: ES,RI,BA)
423.30 .45 Free Outfall SI (no Q: ES,RI,BA)
423.50 .47 Free Outfall SI (no Q: ES,RI,BA)
423.60 .47 Free Outfall SI (no Q: ES,RI,BA)
423.70 2.75 Free Outfall RI,BA,SI (no Q: ES)
423.90 12.32 Free Outfall RI,BA,SI (no Q: ES)
424.10 25.96 Free Outfall RI,BA,SI (no Q: ES)
424.30 42.69 Free Outfall RI,BA,SI (no Q: ES)
424.50 61.99 Free Outfall RI,BA,SI (no Q: ES)
424.70 91.76 Free Outfall ES,RI,BA,SI
424.90 130.67 Free Outfall ES,RI,BA,SI
425.10 187.01 Free Outfall ES,RI,BA,SI
425.30 213.06 Free Outfall ES,RI,BA,SI
425.50 243.00 Free Outfall ES,RI,BA,SI
425.70 276.58 Free Outfall ES,RI,BA,SI
425.90 313.65 Free Outfall ES,RI,BA,SI
SIN: 6217012070C3 - The John R McAdams Company
PondPack Vera 8.0058 Time: 10:30 AM Date: 7/14/2006
Type.... Composite Rating Curve
Name.... WQPond #2
Page 1.17
File.... X:\Projects\NEW\NEW-05042\Storm\Design Files\WQPOND#2.PPW
Title... Project Date: 7/12/2006
Project Engineer: Jeremy V. Finch, PE
Project Title: Brier Chapel
Project Comments :
•
•
WS Elev, Total Q
----------------
Elev. Q
ft cfs
------- -------
426.10 354.12
426.25 386.66
***** COMPOSITE OUTFLOW SUMMARY ****
Notes
------- Converge -----------------------
TW Elev Error
ft +/-ft Contributing Structures
------- ----- ------------------------
Free Outfall ES,RI,BA,SI
Free Outfall ES,RI,BA,SI
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 10:30 AM Date: 7/14/2006
HMS * Summary of Results for WQ Pond #2
•
Project : NEW-05042
Start of Run 12Ju106 0100
End of Run 13Ju106 0100
Execution Time 14Ju106 1055
Run Name : Post - Q1
•
Basin Model : Post - FreeOutfall
Met. Model Q1
Control Specs : 1-min dT
Computed Results
Peak Inflow 60.752 (cfs)
Peak Outflow 0.45622 (cfs)
Total Inflow 1.13 (in)
Total Outflow 0.16 (in)
Date/Time of Peak Inflow 12 Jul 06 1257
Date/Time of Peak Outflow 13 Jul 06 0100
Peak Storage 2.6258(ac-ft)
Peak Elevation 423.36(ft)
0
HMS * Summary of Results for WQ Pond #2
is
Project : NEW-05042
Start of Run 12Ju106 0100
End of Run 13Ju106 0100
Execution Time 17Ju106 0941
Run Name : Post - Q10
0
Basin Model Post - FreeOutfall
Met. Model 010
Control Specs 1-min dT
Computed Results
Peak inflow 147.95 (cfs)
Peak Outflow 59.056 (cfs)
Total Inflow 3.03 (in)
Total Outflow 2.00 (in)
Date/Time of Peak inflow 12 Jul 06 1304
Date/Time of Peak Outflow 12 Jul 06 1315
Peak Storage : 3.4482(ac-ft)
Peak Elevation : 424.47(ft)
0
BRIER CHAPEL Stormwater Management Facility #2 J.V. FINCH, PE
NEW-05042 100-Year Worst Case Scenario 7/14/2006
• __> Stage - Storage Function
Ks = 26549
b = 1.0809
Zo= 419.50
•
•
-Elevation Storage
[feet] [cf] [acre-feet] with Water @ Riser Crest EL. [acre-feet]
419.50 0 0.000 -
419.70 4662 0.107
419.90 9861 0.226
420.10 15285 _
_ 0.351
420.30 20859 0.479
420.50 26549 0.609 -
420.70 32332 0.742
T 420.90 ^ 38194 0.877? _
421.10 44125 1.013 -
421.30 50116 1.150 -
421.50 56161 1.289 -
421.70 62255 1.429
421.90 68394 1.570
422.10 74575 1.712 -
422.30 80794 1.855 -
422.50 87050 1.998
422.70 93339 2.143 -
422.90 99661 2.288 -
423.10
423.30 106012
112392 2.434
2.580 -
-
423.50 118800 2.72 7 -
423.60 122013 2.801 0.000
423.80 128459 2.949 0.148
424.00 134929 3.098 0.297
424.20 141423 3.247 0.446
424.40 147938 3.396 0.595
424.60 154476 3.546 0.745
424.80 161034 3.697 _ 0.896
425.00 167612 3.848 1.047
425.20 174210 3.999 1.198
425.40 180827 4.151 1.350
425.60 _
187461 4.304 1.502
425.80 194113 4.456 1.655
426.00 200783 4.609 1.808
426.20 207469 4.763 1.962
_
426.25 209143 4.801 _
2.000
1 OF 1
E
•
•
Type.... Composite Rating Curve
Name.... WQP 2 - 100yr TW
Page 1.09
File.... X:\Projects\NEW\NEW-05042\Storm\Design Files\WQPOND##2.PPW
Title... Project Date: 7/12/2006
Project Engineer: Jeremy V. Finch, PE
Project Title: Brier Chapel
Project Comments:
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ------ -- Converge ------------- ------------
Elev. Q TW El ev Error
ft cfs ft +/-ft Contributing Structures
-
-----
--------
423.60 -------
.00 ------
Free -- ----- -
Outfall -------------
(no Q: ES, RI -----
-
, BA)
423.80 6.44 Free Outfall RIBA (no Q: ES)
424.00 18.21 Free Outfall RIBA (no Q: ES)
424.20 33.46 Free Outfall RI,BA (no Q: ES)
424.40 51.52 Free Outfall RIBA (no Q: ES)
424.50 61.47 Free Outfall RIBA (no Q: ES)
424.60 74.87 Free Outfall ES,RI,BA
424.80 109.75 Free Outfall ES,RI,BA
425.00 152.21 Free Outfall ES,RI,BA
425.20 198.98 Free Outfall ES,RI,BA
425.40 227.00 Free Outfall ES,RI,BA
425.60 258.78 Free Outfall ES,RI,BA
425.80 294.11 Free Outfall ES,RI,BA
426.00 332.87 Free Outfall ES,RI,BA
426.20 375.01 Free Outfall ES,RI,BA
426.25 386.06 Free Outfall ES,RI,BA

SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 10:39 AM Date: 7/14/2006
HMS * Summary of Results for WQ Pond #2
•
Project : NEW-05042
Start of Run : 12Ju106 0100
End of Run : 13Ju106 0100
Execution Time : 14Jul06 1105
Run Name : Post - Q100 - TW
•
Basin Model : Post - 100yr TW
Met. Model Q100
Control Specs : 1-min dT
Computed Results
Peak Inflow 237.51 (cfs)
Peak Outflow 213.81 (cfs)
Total Inflow 5.39 (in)
Total Outflow 5.37 (in)
Date/Time of Peak Inflow 12 Jul 06 1304
Date/Time of Peak Outflow 12 Jul 06 1307
Peak Storage : 1.2785(ac-ft)
Peak Elevation : 425.31(ft)
0
BRIER CHAPEL BELOW NWSE J. FINCH, P.E.
NEW-05042 7/13/2006
Stage-Storage Function
• Project Name: Brier Chapel
Designed By: J. Finch, PE
Job Number: NEW-05042
Date: 7/13/2006
Average u Incremental1 Accumulated~K Estimated v
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)

413.0
------------------------- 0.0
----- 7195
414.0
.
.. 1.0
.
. .
. .......
. 8934
....... . . . . . . . . . . . . ...... 8065
........ . . . . . . . . . . . . ....... 8065
.......... . . . . . . . . . . . . . . ....... 8065
.......... . . . . . . . . . . . . .......... 1.03
.......... . . . . . . . . .......
. . .
. .6
.....
.
416.0
-
-
- .
.
....
..
3.0
---
- 12919 10927 21853 29918 2.85

417.5
-
-
-------
4.5
- -
-
16354
14637
21955
51872
4.36
418.0 5.0 19863 18109 9054 60927 4.94
419.5 6.5 25110 22487 33730 94656 6.95
•
•
Ks = 7761.3
b = 1.2901
10174
BRIER CHAPEL FOREBAY 1 J. FINCH, P.E.
NEW-05042 7/13/2006
Stage-Storag e Function
•
Project Name: Falls Tract
Designed By: B. Ihnatolya, El
Checked By: B. Finch, PE
Job Number: CKP-05000
Date: 6/29/2006
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)
41 3.;i
............... . . ....... 0.0
..................... 1275
.......... :n . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . .
414.0 1.0 1696 1486 1486 1486 1.01
416.0 3.0 2708 2202 4404 5890 2.91
417.5 4.5 3616 3162 4743 10633 4.60

•

12000 Storage vs. Stage
10000
Y = 1470.6x'.211'
LL 8000 R2 = 0.9989

m 6000
`
o
4000
2000
0
0.0 1.0 2.0 3.0 4.0 5.0
Stage (feet)
Ks= 1470.6
b = 1.2971
L
2OF4
BRIER CHAPEL FOREBAY 2 J. FINCH, P.E.
NEW-05042 7/13/2006
Stage-Storage Function
. Project Name: Falls Tract
Designed By: B. Ihnatolya, EI
Checked By: B. Finch, PE
Job Number: CKP-05000
Date: 6/29/2006
*Average Incremental Accumulated ? w Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)
413.1;
............. . . . . . . . . . . . . 0.0
. . . . . . . . . . . ... . . . . . . 792
. . . . . . . . . . . . . . . . . . . . . . . . . .
.
.
. . . . . .
.
414.0 1.0 1135 . . .
. . . . . . . . . . .
.
. .
965 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
965 . . . .............................
965 .............
1.01
416.0 3.0 1999 1569 3137 4102 2.91
417.5 4.5 2793 2396 3594 7696 4.61
•
Storage vs. Stage
9000
8000
7000 t 3672
y = 953.81x
LL 6000 R2 = 0.9987
5000
a
19 4000
`
o
3000
2000
1000
0
0.0 1.0 2.0 3.0 4.0 5.0
Stage (feet)
Ks = 953.81
b = 1.3672
•
3OF4
BRIER CHAPEL VOLUME AND SURFACE AREA CHECK J. FINCH, P.E.
NEW-05042 7/14/2006
• Per NCDENR "Stormluzter Best Management Practices ", the forebay volume should equal about 20% of the total
basin volume.
A. Water Quality Pond - Below Normal Pool Volume
Volume = 94656 ft3
B. Forebay Volume
Volume = 18329 ft3
Forebay = 19%

Impervious Area = 14,29 acres
Drainage Area = :12.54 acres
% Impervious = 43.9%
Total Below NP Volume 94656 cf
Surface Area 25110 sf
Average Depth = 3.77 ft
From the NCDENR Stormwater BMP Handbook (4/99), the required SA/DA rati o for 85% TSS Removal
• in the Piedmont is as follows:
3.0 3.77 4.0
Lower Boundary => 40.0 1.73 1.43
Site % impervious => 43.9 1.86 L62 1.55
Upper Boundary => 50.0 2.06 1.73
Area Required = 22939 sq.ft.
Area Provided = 25110 s q. ft. YES
•
1 OF 1
•
BRIAR CHAPEL
NEW-05042
WATER QUALITY POND #2
1" RUNOFF VOLUME CALCULATION SHEET
Project Name: Briar Chapel
Checked by: J. Finch, PE
Job Number: NEW-05042
Date: 7/10/2006
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)

419.5 0.0 25110
420.0 0.5 26023 25567 12783 12783 0.51
422.0 2.5 29817 27920 55840 68623 2.42
424.0 4.5 33836 31827 63653 132276 4.46
426.0 6.5 38395 36116 72231 204507 6.69
E
Ks = 26540
b = 1.0746
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 = 32.54 acres
Runoff Depth = 1 inches
Therefore, total runoff from precipitation in question = 118120 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.
Storage vs. Stage
250000-
200000--
y= 26540x'.1141
150000 RZ = 0.9995
m
0 100000
50000
0
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Stage (feet)
J. FINCH, PE
7/13/2006
0
BRIAR CHAPEL WATER QUALITY POND #2 J. FINCH, PE
NEW-05042 7/13/2006
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 = 118120 CF
Stage (above invert) associated with this storage = 4.01 feet
Therefore, depth required above normal pool for storm storage = 4.01 feet
48.15 inches
Set crest of principal spillway at stage = 4.10 feet
and EL = 423.60 feet
C,
At principal spillway crest, storm pool storage provided = 120892 CF

BRIER CREEK Stormwater Management Facility #2
NEW-05042
Inverted Sip hon Design Sheet
•
D siphon = 3 inches
No. siphons = 1
Ks= 26540
b = 1.0746
Cd siphon = 0.60
Normal Pool Elevation = 419.50 feet
Volume @ Normal Pool = 0 CF
Siphon Invert = 419.50 feet
WSEL @ 1" Runoff Volume = 423.51 feet
•
WSEL
(feet) Vol. Stored
(cf) Siphon Flow
(cfs) Avg. Flow
(cfs) Incr. Vol.
(cf) Incr. Time
(sec)
423.512 118120 0.465
423.158 106954 0.444 0.454 11166 24572
422.804 95869 0.421 0.432 11085 25651
422.450 84872 0.397 0.409 10997 26908
422.096 73973 0.371 0.384 10899 28399
421.742 63185 0.343 0.357 10788 30208
421.387 52524 0.313 0.328 10661 32474
421.033 42012 0.280 0.297 10512 35435
420.679 31681 0.242 0.261 10331 39558
420.325 21582 0.197 0.220 10099 45933
419.971 11812 0.139 0.168 9770 58123
Drawdown Time= 4.02 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 = 1.944 feet
Orifice composite loss coefficient = 0.600
X-Sectional area of I - 3" inverted siphon = 0.049 fe
Q = 0.3295 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec/day)
Drawdown Time = 4.15 days
Conclusion : Use 1 - 3.0" Diameter PVC Inverted Siphon to drawdown the accumulated
volume from the 1.0 " storm runoff, with a required time of about 4 days.
J.V. FINCH, PE
7/13/2006
L
BRIER CHAPEL SWMF #2 - 12" DIP J.V. FINCH, PE
NEW-05042 7/13/2006
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 =>
SWMF
Flow Length Min. Calc'd # Max. # of Use
Pond along barrel Projection of collars Spacing collars to Spacing Spacing
ID (feet) (feet) required (feet) use (feet) OK?
'2 - 12" DIP 67.0 2.53 1.99 25 2.00 22.33333 YES
•
Note: Ifspacing to use is greater than the maximum spacing, add collars until the
spacing to use is equal to or less than the maximum spacing allowable for the collar
design. Anti-seep collars shall be used under the structural fill portions of all berms/dams
unless an approved drainage diaphragm is present at the downstream end of the barrel.
BRIER CREEK WATER QUALITY POND #2 J.V. FINCH, PE
NEW-05042 7/13/2006
• Input Data ==>
Square Riser/Barrel Anti-Flotation Calculation Sheet
Inside length of riser =
Inside width of riser =
Wall thickness 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 ==>
6.00 feet
6.00 feet
6.00 inches
8.00 inches
7.00 feet
7.00 feet
9.60 feet
1.42.0 PCF Note-. NC Products list,> unit, wt. of
52.50 inches nu:nJx,le::ancrctcat14>
8.0 inches
79.39 CF
Total amount of concrete:
Base of Riser = 32.667 CF
Riser Walls = 124.800 CF
Adjust for openings:
Opening for barrel = 7.517 CF
Opening for drain pipe = 0.175 CF
is Total Concrete present, adjusted for openings = 149.776 CF
Weight of concrete present = 21268 lbs
Amount of water displaced by Riser Structure ==>
Displacement by concrete = 149.776 CF
Displacement by open air in riser = 345.600 CF
Displacement by trash rack = 79.390 CF
Total water displaced by riser/barrel structure = 574.766 CF
Weight of water displaced = 35865 lbs
Calculate amount of concrete to be added to riser ==>
Safety factor to use = 1.15
Must add = 19977 lbs concrete for buoyancy
Concrete unit weight for use = 142 PCF (note above observation for NCP concrete)
Buoyant weight of this concrete = 79.60 PCF
Buoyant, with safety factor applied = 69.22 PCF
Therefore, must add = 288.613 CF of concrete
Standard based described above = 32.667 CF of concrete
• Therefore, base design must have = 321.280 CF of concrete
1 OF 2
i
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,
"if .!t)TNS 1-I
BRIER CREEK WATER QUALITY POND #2 J.V. FINCH, PE
NEW-05042 7/13/2006
• Calculate size of base for riser assembly ==>
Length = 10.000 feet
Width = 10.000 feet
Thickness = 39.0 inches
Concrete Present = 325.000 CF OK
Check validity of base as designed ==>
Total Water Displaced = 867.099 CF
Total Concrete Present = 442.109 CF
Total Water Displaced = 54107 lbs
Total Concrete Present = 62779 lbs
Actual safety factor = 1.16
Results of design ==>
•
•
OK
Base length = 10.00 feet
Base width = 10.00 feet
Base Thickness = 39.00 inches
CY of concrete total in base = 12.04 CY
Concrete unit weight in added base >= 142 PCF
2OF2
BRIER CHAPEL
NEW-05042
• 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 : 60 Flow depth (ft) = 1.93
slope S in %: 1.042% Outlet velocity (fps) = 11.104
pipe diameter D in in.: 42
Manning number n : 0.013
NRCD Land Quality Section
NYDOT Dissipator Design Results
Pipe diameter (ft) 3.5
Outlet velocity (fps) 11.10
Apron length (ft) 28.00
J.V. FINCH, PE
7/14/06
AVG DIAM STONE THICKNESS
(inches) CLASS (inches)
3
is A 9
6 B 22
»13 B or 1 22«
23 2 27
CALCULATION:
Minimum TW Conditions: W = Do + La
= 3.5'+ 24'
= 31.5 ft
CONCLUSION:
USE NCDOT CLASS W RIP RAP
28'L x 321W x 22" THK
ECDesign(R)2000 Channel Analysis Report
Proiect Information Last Update: 07/13/2006
T ' t Name: NEW-05042
Description: Brier Chapel
State: Raleiph State: NC Units: English
Notes:
Channel Desian
Design Criteria Vegetation and Soil
Flow Rate (0) vepetated Yes
Vegetation Class 17
Soil Filled Nn
Channel Side Slopes Channel Bend FalcP
1 V) 3.nn0 Bend Radius (ft) 0nn
(H:I V) 3.000 Outside Bend
Channel Geometry
Bed Slope (ft/ft)
Req. Freeboard (ft)
Channel Length (ft)
Bottom Width (ft)
Channel Depth (ft)
Flow/Velocity

Inn Discharge (cf/s) 90.000
000 Flow Duration (hrs) 2
Avg. Velocity (ft/s) 6.460
70.000
*W000 Required Factor 11.5
of Safety
1.500
Results Avg. Flow Depth (ft)
Velocity (ft/s) Shear Stress (lbs/sgft) Pass Quantity
Lining Materials Computed ax
A owed Safety
Facto y Computed ]ax
owed Safety
Factor (SY)
Left PYRAMAT 6.260 21.690 1.460 4.070 9.900 2.190 Y '16.99
Bottom PYRAMAT 6.R40 21.690 1.170 4.780 9.900 1.R40 Y 913.31
Right PYRAMAT 6.260 21.690 1.460 4.07.0 9 .R00 2.190 Y 16.99
Calculation Results:
Flow Depth (ft)
Flow Area (ft)
Hydraulic Radius (ft)
eposite 'n'
.IRO Left Wetted Perimeter (ft)
11.910 Bottom Wetted Perimeter (ft)
Right Wetted Perimeter(ft)
Total Wetted Perimeter (ft)
.370 Avg. Velocity (ft/s)
050 Avg. Discharge (cf/s)
1.9.1 0
30.000
12.420
6.460
80.000
•
WATER QUALITY POND #3 FINAL DESIGN
CALCULATIONS

BRIAR CHAPEL
NEW-05042
BRIAR CHAPEL WQP#3 B. Ihnatolya, El
NEW-05041 7/17/2006
Stage-Storal
• Project Name:
Designer:
Job Number:
Date:
!e Function
Briar Chapel
B. Ihnatolya, El
NEW-05041
7/13/2006
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)

433.0 0.0 17411
434.0 1.0 19144 18278 18278 18278 1.01
436.0 3.0 22779 20962 41923 60201 2.95
438.0 5.0 26641 24710 49420 109621 5.06
is
Storage vs. Stage
120000
100000 y = 18164x'.1086
RZ = 0.9996
LL 80000
U
m 60000
N 40000
20000
0
0.0 1.0 2.0 3.0 4.0 5.0 6.0
Stage (feet)
Ks= 18164
b = 1.1086
0
BRIAR CHAPEL S-SFXN-WQP#3 B. Ihnatolya, El
NEW-05041 7/17/2006
• _> Stage - Storage Function
Ks= 18164
b= 1.1086
Zo = 433
Elevation
•
433 0 0.000
433.2 3050 0.070
433.4 6577 0.151
433.6 10310 0.237
433.8 14183 0.326
434 18164 0.417
434.2 22233 0.510
434.4 26376 0.606
434.6 30584 0.702
434.8 34850 0.800
435 39168 0.899
435.2 43533 0.999
435.4 47942 1.101
435.6 52390 1.203
435.8 56876 1.306
436 61397 1.409
436.2 65951 1.514
436.4 70536 1.619
436.6 75150 1.725
436.8 79792 1.832
437 84461 1.939
437.2 89155 2.047
437.4 93874 2.155
437.6 98615 2.264
437.8 103380 2.373
438 108166 2.483
0
•
Type.... Outlet Input Data Page 1.01
Name.... Pond #3
File.... X:\Projects\NEW\NEW-05041\Storm\Construction Drawings\PondPack\WQPOND#3.PPW
Title... Project Date: 7/13/2006
Project Engineer: Beth Ihnatolya, El
Project Title: Briar Chapel - WQ Pond #3
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 433.00 ft
Increment = .20 ft
Max. Elev.= 438.00 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
C
•
Orifice-Circular OR ---> TW 433.000 438.000
Inlet Box RI ---> BA 435.500 438.000
Culvert-Circular BA ---> TW 426.500 438.000
TW SETUP, DS Channel
SIN: 62170120.7003
PondPack Ver. 8.0058
The John R. McAdams Company
Time: 8:23 AM
Date: 7/14/2006
Type.... Outlet Input Data
Name.... Pond #3
Page 1.02
File.... X:\Projects\NEW\NEW-05041\Storm\Construction Drawings\PondPack\WQPOND#3.PPW
Title... Project Date: 7/13/2006
Project Engineer: Beth Ihnatolya, EI
Project Title: Briar Chapel - WQ Pond #3
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = OR
Structure Type = Orifice-Circular
------------------------------------
# of openings = 1
Invert Elev. = 433.00 ft
Diameter = .1667 ft
Orifice Coeff. _ .600
Structure ID = RI
Structure Type = Inlet Box
-----------------
# of openings -------------
= 1 ------
Invert Elev. = 435.50 ft
Orifice Area = 16.0000 sq.ft
Orifice Coeff. _ .600
Weir Length = 16.00 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

is
SIN: 621701207003 The John R. McAdams Company -.
PondPack Ver. 8.0058 Time: 8:23 AM Date: 7/14/2006

Type.... Outlet Input Data
Name.... Pond #3
Page 1.03
File.... X:\Projects\NEW\NEW-05041\Storm\Construction Drawings\PondPack\WQPOND#3.PPW
Title... Project Date: 7/13/2006
Project Engineer: Beth Ihnatolya, EI
Project Title: Briar Chapel - WQ Pond #3
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type = Culvert-Circular
-----------------
No. Barrels ------------
= 1 -------
Barrel Diameter = 2.0000 ft
Upstream Invert = 426.50 ft
Dnstream Invert = 426.00 ft
Horiz. Length = 73.00 ft
Barrel Length = 73.00 ft
Barrel Slope = .00685 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .012411
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) = 1.157
T2 ratio (HW/D) = 1.303
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 = 428.81 ft ---> Flow = 15.55 cfs
At T2 Elev = 429.11 ft ---> Flow = 17.77 cfs
. is
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 8:23 AM Date: 7/14/2006
•
Type.... Outlet Input Data
Name.... Pond #3
Page 1.04
File.... X:\Projects\NEW\NEW-05041\Storm\Construction Drawings\PondPack\WQPOND#3.PPW
Title... Project Date: 7/13/2006
Project Engineer: Beth Ihnatolya, EI
Project Title: Briar Chapel - WQ Pond #3
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 30
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .10 cfs
Max. Q tolerance = .10 cfs
•
•
SIN: 6217012070C3 The John R. McAdams. Company
PondPack Ver. 8.0058 Time: 8:23 AM Date: 7/14/2006
•
•
•
Type.... Composite Rating Curve
Name.... Pond #3
Page 1.10
File.... X:\Projects\NEW\NEW-05041\Storm\Construction Drawings\PondPack\WQPOND#3.PPW
Title... Project Date: 7/13/2006
Project Engineer: Beth Ihnatolya, EI
Project Title: Briar Chapel - WQ Pond #3
Project Comments:
WS Elev, Total Q
Elev. Q
ft cfs
--------
433.00 -------
.00
433.20 .04
433.40 .06
433.60 .08
433.80 .09
434.00 .10
434.20 .11
434.40 .12
434.60 .13
434.80 .14
435.00 .15
435.20 .15
435.40 .16
435.50 .16
435.60 1.68
435.80 8.06
436.00 17.15
436.20 28.30
436.40 41.17
436.60 46.83
436.80 47.36
437.00 47.89
437.20 48.41
437.40 48.93
437.60 49.44
437.80 49.94
438.00 50.44
SIN: 6217012070C3
PondPack Ver. 8:0058
***** COMPOSITE OUTFLOW SUMMARY ****
-------- Converge
TW Elev Error
ft +/-ft
-------- -----
Free Outfall
Free Outfall
Free Outfall
Free outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Notes
-------------------------
Contributing Structures
(no Q: OR,RI,BA)
OR (no Q: RIBA)
OR (no Q: RI,BA)
OR (no Q: RIBA)
OR (no Q: RIBA)
OR (no Q: RIBA)
OR (no Q: RIBA)
OR (no Q: RIBA)
OR (no Q: RIBA)
OR (no Q: RIBA)
OR (no Q: RIBA)
OR (no Q: RIBA)
OR (no Q: RIBA)
OR (no Q: RIBA)
OR,RI,BA
OR,RI,BA
OR,RI,BA
OR,RI,BA
OR,RI,BA
OR,RI,BA
OR,RI,BA
OR,RI,BA
OR,RI,BA
OR,RI,BA
OR,RI,BA
OR,RI,BA
OR,RI,BA
The John R. McAdams Company
Time: 8:23 AM Date: 7/14/2006
HMS * Summary of Results for WQ Pond #3
•
•
Project BriarChapel_Pond 3 Run Name : 1-Year Post
Start of Run 06Jull3 1200 Basin Model : Post-Development
End of Run 06Jull4 1200 Met. Model 1-Year Storm
Execution Time 17Ju106 1104 Control Specs 1-Min dT
Computed Results
Peak Inflow : 18.687 (cfs) Date/Time of Peak Inflow 06 Jul 13 2357
Peak Outflow : 0.14160 (cfs) Date/Time of Peak Outflow 07 Jul 13 1203
Total Inflow : 1.02 (in) Peak Storage 0.81579(ac-ft)
Total Outflow : 1.02 (in) Peak Elevation 434.83(ft)
0
HMS * Summary of Results for WQ Pond #3
Project : BriarChapel_POnd 3 Run Name : 10-Year Post
•
Start of Run 06Jull3 1200
End of Run : 06Jull4 1200
Execution Time 17Ju106 1107
Basin Model : Post-Development
Met. Model 10-Year Storm
Control Specs : 1-Min dT
0
Computed Results
Peak Inflow 47.942 (cfs)
Peak Outflow 9.1557 (cfs)
Total Inflow 2.85 (in)
Total Outflow 2.85 (in)
Date/Time of Peak Inflow 07 Jul 13 0005
Date/Time of Peak Outflow 07 Jul 13 0028
Peak Storage 1.3184(ac-ft)
Peak Elevation 435.82(ft)

BRIER CHAPEL Stormwater Management Facility #2 J.V. FINCH, PE
NEW-05042 100-Year Worst Case Scenario 7/17/2006
• __> Stage - Storage Function
Ks= 18164
b= 1.1086
Zo = 433.00
•
•
Elevation Storage
[feet] [cf] [acre-feet] with Water @ Riser Crest EL. [acre-feet]
433.00 0 0.000 -
433.20 3050 0.070 -
433.40 6577 0.151 -
433.60 10310 0.237 -
433.80 14183 0.326 -
434.00 18164 0.417 -
434.20 22233 0.510 -
434.40 26376 0.606 -
434.60 30584 0.702 -
434.80 34850 0.800 -
435.00 39168 0.899 -
435.20 43533 0.999 -
435.40 47942 1.101 -
435.50 50161 1.152 0.000
435.70
_ 54629 1.254 0.103
435.90 59132 _ 1.357 0.206
436.10 63670 1.462 0.310
436.30 68240 1.567 0.415
436.50
- _ 72839 1.672 0.521
436.70 77468 1.778 0.627
436.90 82123 1.885 0.734
437.10 86805 1.993 0.841
437.30 91511 2.101 0.949
437.50 96242 2.209 1.058
437.70 100995 2.319 1.167
437.90 105770 2.428 1.277
438.00 108166 2.483 1.332
1 OF 1
•
•
r
Type.... Composite Rating Curve
Name.... Worst Case
Page 1.07
File.... X:\Projects\NEW\NEW-05041\Storm\Construction Drawings\PondPack\WQPOND#3.PPW
Title... Project Date: 7/13/2006
Project Engineer: Beth Ihnatolya, EI
Project Title: Briar Chapel - WQ Pond #3
Project Comments:
WS Elev, Total Q
Elev. Q
ft cfs
--------
435.50 -------
.00
435.70 4.29
435.90 12.14
436.10 22.31
436.30 34.35
436.50 46.36
436.70 46.89
436.90 47.42
437.10 47.94
437.30 48.45
437.50 48.96
437.70 49.47
437.90 49.96
438.00 50.21
SIN: 6217012070C3
PondPack Ver. 8.0058
***** COMPOSITE OUTFLOW SUMMARY ****
-------- Converge
TW Elev Error
ft +/-ft
-------- -----
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Notes
-------------------------
Contributing Structures
(no Q: RIBA)
RI, BA
RI, BA
RI, BA
RI, BA
RI, BA
RI, BA
RIBA
RI, BA
RI, BA
RI, BA
RI, BA
RI, BA
RI, BA
The John R. McAdams Company
Time: 8:23 AM Date: 7/14/2006
HMS * Summary of Results for WQ Pond #3
Project : BriarChapel_Pond_3 Run Name : 100-Yr WorstCase
•
Start of Run 06Jul13 1200
End of Run 06Jull4 1200
Execution Time 17Ju106 1111
Basin Model : Worst Case
Met. Model 100-Year Storm
Control Specs : 1-Min dT
0
Computed Results
Peak Inflow 78.655 (cfs)
Peak Outflow 47.329 (cfs)
Total Inflow 5.16 (in)
Total Outflow 5.16 (in)
Date/Time of Peak Inflow 07 Jul 13 0004
Date/Time of Peak Outflow 07 Jul 13 0011
Peak Storage 0.71556(ac-ft)
Peak Elevation 436.87(ft)
0
BRIAR CHAPEL WQ POND #3 B. Ihnatolya, El
NEW-05041 Below NWSE 7/17/2006
Stage-Storag e Function

Project Name: Briar Chapel
Designed By: B. Ihnatolya, El
Job Number: NEW-05041
Date: 7/17/2006
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)

426.5 0.0 2961
427.0 0.5 5053 4007 2004 2004 0.52
428.0 1.5 6010 5532 5532 7535 _ 1.44
430.0 3.5 8293 7152 14303 21838 3.23
432.0 5.5 141.14 11204 22407 44245 5.54
433.0 6.5 1.7411 15763 15763 60008 6.99
0
Storage vs. Stage
70000
60000
50000 y = 4692x?.310s
40000 RZ = 0.9966
o?
2 30000
N
20000
10000
0
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Stage (feet)
Ks = 4692
b = 1.3108
0
BRIAR CHAPEL WQ POND #3 B. Ihnatolya, El
NEW-05041 Forebay #1 7/17/2006
Stake-Stora ge Function
• Project Name: Briar Chapel
Designed By: B. Ihnatolya, El
Job Number: NEW-05041
Date: 7/17/2006
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)
427.0 0.0 767
428.0 1.0 1002 885 885 885 1.00
430.0 3.0 1619 1311 2621 3506 2.94
431.0 4.0 2014 1817 1817 5322 4.07
•
Storage vs. Stage
6000
5000
y = 879.56x'?2131
LL 4000 R2 = 0.9993
U
rn 3000--
U) 2000
1000
--
0-
0.0 1.0 2.0 3.0 4.0 5.0
Stage (feet)
Ks 879.56
b = 1.2831
0
BRIAR CHAPEL WQ POND #3 B. Ihnatolya, El
NEW-05041 Forebay #2 7/17/2006
Stage-Storage Function
•
Project Name: Briar Chapel
Designed By: B. Ihnatolya, EI
Job Number: NEW-05041
Date: 7/17/2006
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)
427.0 0.0 1004
428.0 1.0 1277 1141 1141 1141 1.00
430.0 3.0 1936 1607 3213 4354 2.95
431.0 4.0 2310 2123 2123 6477 4.06

7000 Storage vs. Stage
6000
t 2435
y = 1135.3x
5000 RZ = 0.9995
U 4000
IM
0 3000
U)
2000
1000
t
0 i i

0.0 1.0 2.0 3.0 4.0 5.0
Stage (feet)
Ks = 1135.3
b = 1.2435
? 0
BRIAR CHAPEL
NEW-05041
BRIAR CHAPEL - WO POND #3 DESIGN
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 = 60008 cf
B. Forebay Volumes
Forebay 1 Volume = 5322 cf
Forebay 2 Volume = 6477 cf
Forebay = 20%
Impervious Area = x€.04 acres
Drainage Area = 11.2' acres
% Impervious = 36.0%
Cotal Below NP Volume 60008 cf
Surface Area 14114 sf
Average Depth = 4.25 ft
> From the NCDENR Stormwater BMP Handbook (4/99), the required SA/DA ratio for 85% TSS Removal
• in the Piedmont is as follows:
4.0 4.25 5.0
Lower Boundary => 30.0 1.08 0.97
Site % impervious => 36.0 1.29 L25 1.14
Upper Boundary => 40.0 1.43 1.25
Area Required = 6119 sf
Area Provided = 14114 sf YFS
B. Ihnatolya, EI
7/17/2006
•
BRIAR CHAPEL
NEW-05041
1" RUNOFF VOLUME CALCULATION SHEET
.
Project Name: Briar Chapel
Checked by: B. Ihnatolya, El
Job Number: NEW-05041
Date: 7/13/2006
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)
433.0 0.0 17411
434.0 1.0 19144 18278 18278 18278 1.01
436.0 3.0 22779 20962 41923 60201 2.95
438.0 5.0 26641 24710 49420 109621 5.06
0
Storage vs. Stage
120000
100000 y = 18164x1.1086
80000 R2 = 0.9996
LL
V
rn 60000--
.2
y 40000
20000
0
0.0 1.0 2.0 3.0 4.0 5.0 6.0
Stage (feet)
B. Ihnatolya, EI
7/17/2006
Ks = 18164
b = 1.1086
Calculation of Runoff Volume required for Storage
The runoff to the water quality pond for the I" 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 = 11.22 acres
Runoff Depth = 1 inches
Therefore, total runoff from precipitation in question = 40729 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.
L
BRIAR CHAPEL
NEW-05041

B. Ihnatolya, El
7/17/2006
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 = 40729 CF
Stage (above invert) associated with this storage = 2.07 feet
Therefore, depth required above normal pool for storm storage = 2.07 feet
24.86 inches
Set crest of principal spillway at stage = 2.50 feet
and EL = 435.50 feet
At principal spillway crest, storm pool storage provided = 50161 CF
•
0
•
E
BRIER CREEK Stormwater Management FacilitV #3
NEW-05041
Inverted Siphon Design Sheet
D siphon
No. siphons
Ks
b
Cd siphon
Normal Pool Elevation
Volume @ Normal Pool
Siphon Invert
WSEL @ 1" Runoff Volume
2 inches
l
18164
1.1086
0.60
433.00 feet
0 CF
433.00 feet
435.07 feet
WSEL
(feet) Vol. Stored
(cf) Siphon Flow
(cfs) Avg. Flow
(cfs) Incr. Vol.
(cf) Incr. Time
(sec)
435.072 40729 0.148
434.891 36798 0.141 0.144 3930 27209
434.709 32909 0.134 0.137 3889 28314
434.528 29064 0.126 0.130 3845 29598
434.347 25269 0.118 0.122 3795 31116
434.166 21529 0.109 0.114 3740 32953
433.984 17851 0.100 0.104 3677 35246
433.803 14247 0.089 0.094 3604 38232
433.622 10731 0.077 0.083 3516 42374
433.441 7325 0.063 0.070 3405 48757
433.260 4073 0.044 0.053 3252 60942
Drawdown Time = 4.34 days
By comparison, if calculated by the average head over the orifice (assuming
average head is half the total depth), the result would be:
Average driving head on orifice = 0.994 feet
Orifice composite loss coefficient = 0.600
X-Sectional area of 1 - 2" inverted siphon = 0.022 fe
Q = 0.1047 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec/day)
Drawdown Time = 4.50 days
Conclusion : Use 1 - 2.0" Diameter PVC Inverted Siphon to drawdown the accumulated
volume from the 1.0 " storm runoff, with a required time of about 4 days.
J.V. FINCH, PE
7/17/2006

BRIER CHAPEL SWMF #3 - 8" DIP B. Ihnatolya, El
NEW-05041 7/19/2006
•
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 _>
SWMF
Flow Length Min. Calc'd # Max. # of Use
Pond along barrel Projection of collars Spacing collars to Spacing Spacing
ID (feet) (feet) required (feet) use (feet) OK?
#3 - 8" DIP 67.0 2.53 1.99 25 2.00 22.33333 YES
• Note: Ifspacing to use is greater than the maximum spacing, add collars until the
spacing to use is equal to or less than the maximum spacing allowable for the collar
design. Anti-seep collars shall be used under the structural fill portions of all berms/dams
unless an approved drainage diaphragm is present at the downstream end of the barrel.

BRIAR CHAPEL - POND #3 B. IHNATOLYA, El
CKP-05041 7/14/2006
Square RiserBarrel Anti-Flotation Calculation Sheet
• Input Data =_>
Inside length of riser =
Inside width of riser =
Wall thickness 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 =
4.00 feet
4.00 feet
6.00 inches
8.00 inches
8.00 feet
8.00 feet
9.00 feet
142.0 PCF NoEe NC Produfts lis's UM, WL of
31.50 inches mn.nboie conc;eaa at 142 8.0 inches
38.00 CF
Concrete Present in Riser Structure =_>
Total amount of concrete:
Base of Riser = 42.667 CF
Riser Walls = 81.000 CF
Adjust for openings:
Opening for barrel = 2.706 CF
Opening for drain pipe = 0.175 CF
• Total Concrete present, adjusted for openings = 120.786 CF
Weight of concrete present = 17152 lbs
Amount of water displaced by Riser Structure =_>
Displacement by concrete = 120.786 CF
Displacement by open air in riser = 144.000 CF
Displacement by trash rack = 38.000 CF
Total water displaced by riser/barrel structure = 302.786 CF
Weight of water displaced = 18894 lbs
Calculate amount of concrete to be added to riser =_>
Safety factor to use = 1.15 (rccorm mki ; .:.5 :u ltit l:c or
Must add = 4576 lbs concrete for buoyancy
Concrete unit weight for use = 142 PCF (note above observation for NCP concrete)
Buoyant weight of this concrete = 79.60 PCF
Buoyant with safety factor applied = 69.22 PCF
Therefore, must add = 66.115 CF of concrete
Standard based described above = 42.667 CF of concrete
• Therefore, base design must have = 108.782 CF of concrete
1 OF 2
BRIAR CHAPEL - POND #3
CKP-05041
-• Calculate size of base for riser assembly ==>
Length = 8.000 feet
Width = 8.000 feet
Thickness = 21.0 inches
Concrete Present = 112.000 CF O.K.
Check validity of base as designed =>
Total Water Displaced = 372.120 CF
Total Concrete Present = 190.120 CF
Total Water Displaced = 23220 lbs
Total Concrete Present = 26997 Ibs
Actual safetyfactor = 1.16
Results of design ==>
•
OK
B. IHNATOLYA, El
7/14/2006
Base length = 8.00 feet
Base width = 8.00 feet
Base Thickness = 21.00 inches
CY of concrete total in base = 4.15 CY
Concrete unit weight in added base >= 142 PCF
2OF2
Brier Chapel - Pond #3
Project # NEW-05041
VELOCITY DISSIPATOR DESIGN
Designed By: B. Ihnatolya
Velocity Dissipator - Pond
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 : 9.4139 Flow depth (ft) = 1.00
slope S in %: 0.685 Outlet velocity (fps) = 5.975
pipe diameter D in in.: 24
Manning number n : 0.013
NRCD Land Quality Section
NFDOT Dissipator Design Results

Pipe diameter (ft) 2.00
Outlet velocity (fps) 5.975
Apron length (ft) 12.00
AVG DIAM STONE THICKNESS
(inches) CLASS (inches)
--------
3 -----
A ---------
9
»6 B 22«
13 B or 1 22
23 2 27
Width Calculation
WIDTH = La + Do
WIDTH = 12 + 2.0
WIDTH =14 FEET
CONCLUSION
Use 13" DIA NCDOT Class IB' Rip Rap
121L x 141W x 22"Thick
0
Sx.? os- o-13p, v?
INITIAL INTEREST IN PARTICIPATION IN THE EXPRESS REVIEW PROGRAM
WITHIN THE 401 OVERSITE/EXPRESS PERMITTING UNIT
September 1, 2004 0 ? 1 s,
Version 3
JUL 14 2006
Applicant Name: Newland Communities, Attn: Mitch Barron ti t=44 DrENR - WATti ,
`? O l
Applicant Address: 5850 Fayetteville Road ? S4; +e,
Durham NC 27713
Applicant's phone number: [phone]
Fax number. [phone]
Applicant's email address: mbarron newlandcommunities.com
Consultant Name (if applicable):
The John R. McAdams Companv, Attn: Kevin Yates
Consultant address (if applicable): 2905 Meridian Parkway
Durham NC 27713
Consultant's phone number. [phone]
Fax number. [phone]
Consultant's email address: yatesCcD-iohnrmcadams.com
Type of action requested under the Express Review Program (check all that apply):
? 401 Water Quality Certification ? Stream Origin Determination For Buffer Rule
? Isolated Wetland Permit # of Determinations Requested
? Riparian Buffer Approval ? intermittent/Perennial Determination
0 Stormwater Management Plan # of Determinations Requested
? Mitigation Plan
? Stream ? Wetland ? Buffers (check all appropriate)
Name of Project: Briar Chapel Community (Phase 1 stormwater submittal) County: Chatham
Total project acreage: 1,589 (-115 acres in Phase 1)(acres) Total built out impervious area:35% for Phase 1
Nearest named stream (from USGS topo map): Pokeberry Creek
Please provide a brief description of this project (attach site plan if available):
Please reference our meeting on Tuesday_July_ 11, 2006, at your office, regarding submission of the Stormwater
Management Plans for the Briar Chapel community, pursuant to the 401 Water Quality Certification (DWQ # 2005-
0732) As noted in the meeting an Individual 401 Water Quality Certification was issued on May 9. 2006. and
included Stormwater Management The 401 stormwater management condition is currently being re-worded by Mr.
John Dorney of your office to allow for submission of the stormwater management plans in phases, and the plans are
"to be submitted within 30days of approval of the phased construction drawings". This first phase of the submittal will
be for (3) stormwater management facilities, with each additional submittal being 3 to 4 facilities, per submittal. The
proposed project consist of constructing a residential community and mixed-use community with multi-family and
single-family housing. The project will include roads, sewer line, a force main, stormwater collection, and amenities
such as a pool and clubhouse. Stormwater management facilites will not impact waters of the U.S.. Traditional
equipment will be used such as front-end loaders, graders, and earth movers. (Attached: 401 WQC 2005-
0732,Overall site plan attached, USGS quad w/ Phase 1 inset, Chatham Cty Soil Survey)
Please attach a map of site location using USGS 1:24,000 map and county soil survey.
Location of project site - please include reference to the county, nearest name town and highway number.
The project is located off of U.S. 15/501, is bound to the north by S.R. 1532 (Manns Chapel Road), to the east by
Route 15/501, to the south by Parker Herndon Road, adiacent to Pokeberry Creek, in Chatham County, North
Carolina (USGS quad w/ Phase 1 inset, Chatham CtY Soil Survey attached).
Proposed impacts:
Acres of 404 wetlands:
Acres of isolated wetlands: N/A
Linear feet of streams:
Linear feet of isolated streams: N/A
Square feet of protected stream buffers:
Has consultant or applicant attended any DWQ-sponsored training sessions in the past two years? If so, please list
which ones.Yes. I was invited to attend the wetland functional assessment methodology workshop headed by John
Dorney. As well I have attended numerous USACE sponsored training sessions, as a former employee.
Has any DWQ staff visited the site? Yes , if yes, please provide DWQ staff name, Raleigh Regional Office Staff and
date of visit: various occasion over the past 3 years
Which other environmental permits from other agencies will be needed for this project? Please list the permits and
issuing agencies below:
U.S. Army Corps of Engineers - 404 permit, Sedimentation and Erosion Control - Chatham County/State, Dam
Safety-State 401 DWQ Certification
Does this project require approval under the State Environmental Policy Act or National Environmental Policy Act?
Yes, review completed, per the 401 Certification
Is this project an After-the-fact application or has this project received a previous Notice of Violation from DWQ?
No.
Does this project require approval of a Variance from the NC Environmental Management Commission? No.
Are you aware of any local controversy concerning this project? If so, please describe the controversy and any
measures that have been taken with respect to public involvement.
Numerous public hearings and negotiations by the permittee and the Haw River Assembly/General Public
2
This form must be submitted via email (do 401exoressOmmail.net). faxed (919-733-6893) or hand-delivered to the Parkview Building, 2321
Crabtree Blvd., Raleigh, NC 27604. Applicants who are selected to participate in the Express Review Program will be notified via email or fax
within 2 days. Successful applicants will then be instructed regarding detailed procedures for full application (Please Note: Submittals of the review
packages on Friday after 12:00 pm will be stamped as received on the next business day).
Please contact Debbie Edwards at 919-733-9502 if you have any questions regarding this form.
3
o?o? W A r?9Q?
6
O -'C
May 9, 2006
Mr. Mitch Barron
Newland Communities
31 Hillsboro Street
Pittsboro, NC 27312
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
Re: Briar Chapel development, Orange County
DWQ #2005-0732; USACE Action ID. No. 200121252
APPROVAL of 401 Water Quality Certification
Dear Mr. Barron:
Attached hereto is a copy of Certification No. 3567 issued to Newland Communities, dated May
9, 2006. In addition, you should get any other federal, state or local permits before you go
ahead with your project including (but not limited to) Solid Waste, Sediment and Erosion
Control, Stormwater, Dam Safety, Non-discharge and Water Supply Watershed regulations.
If we can be of further assistance, do not hesitate to contact us.
Sincerely,
t44_t'MA'
W. Klimek, P.E.
AWK/jrd
Attachments: Certificate of Completion
cc: Todd Tugwell, U.S. Army Corps of Engineers, Raleigh Regulatory Field Office
Eric Kulz, DWQ, Raleigh Regional Office
John Holley, DLR Raleigh Regional Office
File Copy
Central Files
Sean Clark, Soil and Environmental Consultants
Pete Colwell, Stantec, 801 Jones Franklin Road, Raleigh, NC 27606
Elaine Chiosso, Haw River Assembly, P.O. Box 187, Bynum, NC 27228
William Sommers, 1067 Fearrington Post, Pittsboro, NC 27312
Attendees of Public Hearing who requested 401 decision
Leah Friedman, Chapel Hill Bureau, Raleigh News and Observer
20050732BriarChapel(Chatham)401 NOne
hCarolina
ati?rally
401 Oversight/Express Review Permitting Unit
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone [phone] / Fax [phone]
Internet: http://w%vw,ncwaterquality.org
An Equal Opportunity/Affirmative Action Employer- 50% Recycled/10% Post Consumer Paper
Mitch Barron
Page 2 of 6
May 9, 2006
NORTH CAROLINA 401 WATER QUALITY CERTIFICATION
THIS CERTIFICATION is issued in conformity with the requirements of Section 401 Public Laws
92-500 and 95-217 of the United States and subject to the North Carolina Division of Water
Quality (DWQ) Regulations in 15 NCAC 21-1, Section .0500 to Newland Communities to
permanently fill 0.67 acres of jurisdictional wetlands and 1,412 linear feet of streams along with
temporary impacts to 0.137 acres of wetlands and 211 linear feet of streams in the Cape Fear
River Basin, associated with the construction of Briar Chapel development in Chatham County,
North Carolina, pursuant to an application filed on the 17th day of June of 2005, the Public Notice
issued by the US Army Corps of Engineers on June 14, 2005 and a revised applications dated
December 12, 2005 and February 24,
The application and supporting documentation provides adequate assurance that the proposed
work will not result in a violation of applicable Water Quality Standards and discharge
guidelines. Therefore, the State of North Carolina certifies that this activity will not violate the
applicable portions of Sections 301, 302, 303, 306, 307 of PL 92-500 and PL 95-217 if
conducted in accordance with the application, the supporting documentation, and conditions
hereinafter set forth.
This approval is only valid for the purpose and design submitted in the application materials and
as described in the Public Notice. If the project is changed, prior to notification a new
application for a new Certification is required. If the property is sold, the new owner must be
given a copy of the Certification and approval letter and is thereby responsible for complying
with all conditions of this Certification. Any new owner must notify the Division and request the
Certification be issued in their name. Should wetland or stream fill be requested in the future,
additional compensatory mitigation may be required as described in 15A NCAC 2H .0506 (h) (6)
and (7). If any plan revisions from the approved site plan result in a change in stream or
wetland impact or an increase in impervious surfaces, the DWQ shall be notified in writing and a
new application for 401 Certification may be required. For this approval to be valid, compliance
with the conditions listed below is required.
Conditions of Certification:
1. Impacts Approved
The following impacts are hereby approved as long as all of the other specific and
general conditions of this Certification (or Isolated Wetland Permit) are met. No other
impacts are approved including incidental impacts:
Amount Approved
Units Plan Location or Reference
Stream (permanent) 1,653 feet Site plan
Stream (temporary) 211 feet Site plan
404 Wetlands
(permanent) 0.67 acres Site plan
404 Wetlands
(temporary) 0.137 acres Site plan
Mitch Barron
Page 3 of 6
May 9, 2006
Sediment and Erosion Control:
2. Erosion and sediment control practices must be in full compliance with all specifications
governing the proper design, installation and operation and maintenance of such Best
Management Practices in order to protect surface waters standards:
a. The erosion and sediment control measures for the project must be designed,
installed, operated, and maintained in accordance with the most recent version of the
North Carolina Sediment and Erosion Control Planning and Design Manual.
b. The design, installation, operation, and maintenance of the sediment and erosion
control measures must be such that they equal, or exceed, the requirements
specified in the most recent version of the North Carolina Sediment and Erosion
Control Manual. The devices shall be maintained on all construction sites, borrow
sites, and waste pile (spoil) projects, including contractor-owned or leased borrow
pits associated with the project,
c. For borrow pit sites, the erosion and sediment control measures must be designed,
installed, operated, and maintained in accordance with the most recent version of the
North Carolina Surface Mining Manual.
d. The reclamation measures and implementation must comply with the reclamation in
accordance with the requirements of the Sedimentation Pollution Control Act.
3. Sensitive Watershed Erosion and Sediment Control Practices
The Division of Land Resources' Design Standards in Sensitive Watersheds (15A NCAC 04B
.0124) must be adhered to throughout the life of this project.
4. No waste, spoil, solids, or fill of any kind shall occur in wetlands, waters, or riparian areas
beyond the footprint of the impacts depicted in the 4041401 Permit Application. All
construction activities, including the design, installation, operation, and maintenance of
sediment and erosion control Best Management Practices, shall be performed so that no
violations of state water quality standards, statutes, or rules occur;
5. Sediment and erosion control measures shall not be placed in wetlands or waters to the
maximum extent practicable. If placement of sediment and erosion control devices in
wetlands and waters is unavoidable, they shall be removed and the natural grade restored
within six months of the date that the Division of Land Resources has released the project;
6. Construction Stormwater Permit NCG010000
Upon the approval of an Erosion and Sedimentation Control Plan issued by the Division
of Land Resources (DLR) or a DLR delegated local erosion and sedimentation control
program, an NPDES General stormwater permit (NCG010000) administered by DWQ is
automatically issued to the project. This General Permit allows stormwater to be
discharged during land disturbing construction activities as stipulated by conditions in the
permit. If your project is covered by this permit [applicable to construction projects that
disturb one (1) or more acres], full compliance with permit conditions including the
sedimentation control plan, self-monitoring, record keeping and reporting requirements
are required. A copy of this permit and monitoring report forms may be found at
http://h2o.enr.state.nc.us/su/Forms Documents.htm.
Mitch Barron
Page 4 of 6
May 9, 2006
Continuing Compliance:
7. Newland Communities, shall conduct construction activities in a manner consistent with
State water quality standards (including any requirements resulting from compliance with
section 303(d) of the Clean Water Act) and any other appropriate requirements of State
law and federal law. If the Division determines that such standards or laws are not being
met (including the failure to sustain a designated or achieved use) or that State or
federal law is being violated, or that further conditions are necessary to assure
compliance, the Division may reevaluate and modify this Certification to include
conditions appropriate to assure compliance with such standards and requirements in
accordance with 15A NCAC 2H.0507(d). Before modifying the Certification, the Division
shall notify Newland Communities and the US Army Corps of Engineers, provide public
notice in accordance with 15A NCAC 2H.0503 and provide opportunity for public hearing
in accordance with 15A NCAC 2H.0504. Any new or revised conditions shall be
provided to Newland Communities in writing, shall be provided to the United States Army
Corps of Engineers for reference in any Permit issued pursuant to Section 404 of the
Clean Water Act, and shall also become conditions of the 404 Permit for the project,
Mitigation:
8. Compensatory stream mitigation shall be done through a combination of on-site
preservation of approximately 63,412 linear feet of stream and off-site restoration of
2,200 linear feet of streams at the Harpers Crossroads stream mitigation site. Both of
these mitigation efforts shall be protected through use of conservation easement written
to satisfy the US Army Corps of Engineers. Uses which may be allowable in the
protected stream buffers include water dependent activities and greenway trails upon
additional written approval of the Division of Water Quality and US Army Corps of
Engineers. These provisions should be explicitly reflected in the conservation
easements.
A final compensatory mitigation plan for the Harpers Crossroads site must be approved
in writing by this Office before any of the impacts approved herein are conducted.
Additionally, the compensatory mitigation plan must be completely constructed and
implemented according to the plans approved by this Office before any permanent
building or road associated with the project is occupied or opened. The mitigation must
be maintained according to the approved plan and permanently protected by the use of
conservation easements or similar protections. Any repairs or adjustments to the
mitigation site must be made according to the approved plan or must receive written
approval from this Office to make the repairs or adjustments.
Road Crossings:
9. Culverts required for this project shall be installed in such a manner that the original
stream profiles are not altered. Existing stream dimensions (including the cross section
dimensions, pattern, and longitudinal profile) must be maintained above and below
locations of each culvert. Culverts shall be designed and installed to allow for aquatic life
movement as well as to prevent head cutting of the streams. If any of the existing pipes
are or become perched, the appropriate stream grade shall be re-established or, if the
pipes installed in a perched manner, the pipes shall be removed and re-installed correctly.
Mitch Barron
Page 5 of 6
May 9, 2006
Placement of culverts and other structures in waters, streams, and wetlands must be
placed below the elevation of the streambed by one foot for all culverts with a diameter
greater than 48 inches, and 20 percent of the culvert diameter for culverts having a
diameter less than 48 inches, to allow low flow passage of water and aquatic life. Design
and placement of culverts and other structures including temporary erosion control
measures shall not be conducted in a manner that may result in dis-equilibrium of
wetlands or streambeds or banks, adjacent to or upstream and down stream of the above
structures. The applicant is required to provide evidence that the equilibrium shall be
maintained if requested in writing by DWQ.
Other conditions:
10. Written Stormwater Management Plan (Final Plan Needed)
A final, written stormwater management plan for each of the 37 identified subwatersheds
discussed in the February 24, 2006 letter (including signed and notarized Operation and
Maintenance Agreements) shall be submitted to the 401 Oversight and Express
Permitting Unit (2321 Crabtree Blvd., Suite 250, Raleigh, NC, 27604) within 60 days of
the issuance of the 401 Water Quality Certification. The stormwater plans shall utilize
constructed wetlands, bioretention areas, wet ponds followed by forested filter strips and
similar best management practices designed to remove nutrients. Finally, treated
stormwater shall be directed to flow into remaining wetlands on site at non-erosive
velocities in order to maintain the hydrology of these wetlands.
The stormwater management plan may be submitted to DWQ in phases for written
approval as long as no impact to wetlands or streams occur in that phase until written
approval is received from DWQ. You have the option of using the Express Review
Program for expedited approval of these plans. If you propose to use the Express
Review Program, remember to include the appropriate fee with the plan. The
stormwater management plan must include plans, specifications, and worksheets for
stormwater management facilities that are appropriate for the surface water classification
and designed to remove at least 85% TSS according to the most recent version of the
NC DENR Stormwater Best Management Practices Manual. These facilities must be
designed to treat the runoff from the entire project, unless otherwise explicitly approved
by the Division of Water Quality. Also, before any permanent building is occupied at the
subject site, the facilities (as approved by this Office) shall be constructed and
operational, and the stormwater management plan (as approved by this Office) shall be
implemented. The structural stormwater practices as approved by this Office as well as
drainage patterns must be maintained in perpetuity. No changes to the structural
stormwater practices shall be made without written authorization from the Division of
Water Quality.
11. Water Quality Monitoring
Additional written approval is required for a water quality monitoring plan for this
project. This plan shall be designed to determine whether there are any water quality
impacts from this project and shall include physical, chemical and biological
monitoring. Written approval from DWQ for this plan shall be received before any
streams or wetlands are impacted on this site. This plan shall be for a minimum of
Mitch Barron
Page 6 of 6
May 9, 2006
five (5) years during and immediately after construction. DWQ will then evaluate
whether monitoring is required beyond this five (5) year time period.
12. Downstream stability - On-site stormwater management and the monitoring program
shall be directed at ensuring that streambanks downstream of the development
remain in a stable condition or that additional instability not be induced as a result of
this project.
Also, this approval to proceed with your proposed impacts or to conduct impacts to
waters as depicted in your application shall expire upon expiration of the 404 Permit.
If this Certification is unacceptable to you, you have the right to an adjudicatory hearing upon
written request within sixty (60) days following receipt of this Certification. This request must be
in the form of a written petition conforming to Chapter 1506 of the North Carolina General
Statutes and filed with the Office of Administrative Hearings, 6714 Mail Service Center, Raleigh,
N.C. 27699-6714. If modifications are made to an original Certification, you have the right to an
adjudicatory hearing on the modifications upon written request within sixty (60) days following
receipt of the Certification. Unless such demands are made, this Certification shall be final and
binding.
This the 9th day of May 2006
DIVISION OF WATER QUALITY
Alan W. Klimek, P.E.
AWK/jrd
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