20060961 Ver 1_Stormwater Info_20070925

N~ RAV L
ENGINEERS I PLANNERS I SURVEYORS
111 MacKenan Drive
CARY, NORTH CAROLINA, 27511
[phone]
FAX [phone]
To: ~C7_ _? W ~ ~` ~ 1 U ,ti~
~~~~~a ors ~aQa~~o~~a~
DATE ~ ,~S J } )OB NO. ~ ~ ~
ATTENTION ~s ~ a,, ~~bl
PHONE #
RE: ~ c*c~.i~ o r v W 1.+.~n, G ,M Gr+

WE ARE SENDING YOU ^ Attached via the following items:
^ Shop Drawings ^ Prints ^ Plans ^ Samples ^ Specifications
^ Copy of Letter ^ Change order ^ Diskette ^
COPIES DATE NO. DESCRIPTION
w a, ~ r~
o c' ~

~r--~
i t....:.., r
w4.
_. ~_
THESE ARE TRANSMITTED as checked below:
,For approval ^ Approved as submitted
Eor your use ^ Approved as noted
^ As requested ^ Returned for corrections
^ For review and comment ^
^ FOR BIDS DUE 20 ^ PRINTS RETURNED AFTER LOAN TO US
REMARKS:
P ~ ew ,I~ ':e sr.
~c~~Vv
~ \-V~.cr..~t.S
COPY TO: ! ~~, SIG ~ ~nL.. ~C~P~.~,,a >v~~r'-I
~, :., ~..
~ ~S'~'.:. f1
^ Resubmit copies for approval
^ Submit copies for distribution
^ Return corrected prints
J
/f enclosures are not as noted, kindly notify us at once.

WITHERS c~~ RAVEN EL
ENGINEERS I PLANNERS I SURVEYORS
September 25, 2007
NC-Division of Water Quality
Attn: Ms. Cyndi Karoly
2321 Crabtree Blvd.
Raleigh, North Carolina 27604
Re: 4o/Wade -Lot 6/Phase I -Stormwater Management Plan
W&R Project #: 204467.0
DWQ Project #: 06-0961
Dear Ms. Karoly,
As a condition of our 401 Certification, we are providing the Stormwater Management
Plans for the 4o/Wade project for your review and approval. Specifically, the plans
include the design of two BMPs (4 and 5), in Phase I of Lot 6, required to treat Stormwater
run-off. The applicant will provide extended detention wetlands for treatment. The
signed 0 and M agreements and the DWQ Stormwater worksheets are included with the
attachments. We have submitted the plans to the City of Raleigh for their approval and
will forward the approval letter to your office when we receive it.
Please feel free to call if you have questions or require additional information to complete
your review.
Sincerely,
WITHERS & RAVENEL, INC.
~~
Todd Preuninger
Senior Biologist
Attachments:
~, _.~
.•~ ~ "
~.-., ~ ~ , •~~~ v _
~.
C S. ~ 4.-A'j '~Rd .a ...s~
~~..
I.i~~ c; .F ~ ~' ~.GIQ l
,1~,._~.ar~~t ~. cis
1) Signed 0 and M agreement
2) DWQ Stormwater worksheets
3) Stormwater Management Report
4) BMP design details
5) Drainage Map
6) 401 Approval
iii MacKenan Drive i Cary, NC z75u i tel: [phone] i fax: [phone] i www.withersravenel.com
7040 Wrightsville Avenue i Suite 101 i Wilmington, NC z84o3 i tel: 91o.z56.9z77 i fax: g1o.z56.z584
1oz7 Sabbath Home Rd, SW i Supply, NC z846z i tel: 91o.84z•939z i fax: 91o.84z.8o19

~Q~~
~7 ' . t`
s.'~.~y `~-!
{~ .,C.
Ivlr. Julian Raul
Wexford Developers, LLC
100 Weston Estates Way
Cary, NC 27513

Michaet F. Easley, Governor
William G. Ross Jr„ Secretary
Ivrorth Carolina Department of Environment and Natural Resources
`a
August 7, 2006
~~~~~~~~
A~ ~ n ~pp~
~'rhP--s
~ ~~P~~~/
Alan W. Klimek, P.E, Director
'~ Division of Water Quality
DWQ Project # 06-0961
Wake County
Subject Property: 40/Wade
Ut to Richlands Creek [030402, 27-33-11, C, NSW]
Approval of 401 Water Quality Certification and Authorization Certificate per the Neuse River
Buffer Protection Rules (15A NCAC 2B .0233) with Additional Conditions -REVISED
Dear Ivir. Raul:
You have our approval, in accordance with the attached conditions and those listed below, to place fill
within or otherwise impact 0.032 acres of wetland, 314 linear feet perennial stream (2521inear feet
permanent impacts, 62 linear feet tempoaary impacts}, 37,904 square feet (fl) of protected Zone 1 Neuse
River basin riparian buffer and :26,470. squaze #eet (Q~} of protected Zone 2 Neuse River basin ripazian
buffer as described in your application dated June 12, 2006, and received by the Division of Water
Quality (DWQ) on June 12, 2006, with more information received from you on July 6, for the purpose of
constructing the residential subdivision, commercial development and accompanying utilities at the site.
After reviewing your application, we have decided that the impacts aze covered by General Water Quality
Certification Number{s) 3374 and 3402 (GC3374 and GC3402). The Certification(s) allows you to use
Nationwide Permit(s) NW 12 and NW39, respectively, when~issued by the US Army Corps of Engineers
(USAGE), This letter shall also act as your approved Authorization Certificate for impacts to: the
protected riparian.buffers per 15A NCAC 2B .0233. This Certification replaces the Certification
issued to you on May 16, 2006. In addition, you should obtain or otherwise comply with any other
required federal, state or local permits before you go ahead with your project including (but riot limited
to) Erosion and Sediment Control, and Non-discharge regulations. Also, this approval to proceed with
your proposed impacts or to conduct impacts to waters as depicted iu your application shall expire
upon expiration of the 404 or CAMA Permit. -
This approval is for the purpose and design that you described in your application. If you change your
project, you must notify us and you may be required to send us a new application. If the property is sold,
the new owner must be given a copy of this Certification and approval letter and is thereby responsible for
complying with all conditions. If total fills for this project (now or in the future) exceed one acre of
wetland or 150 linear feet of stream, compensatory mitigation maybe required as described. in 15A
NCAC 2H .0506 (h). This approval requires you to fallow the conditions listed in the attached
certification and any additional conditions listed below.
The Additional Conditions ofthe Certification are:
1. Impacts Approved
NQ~hCaroltna
401 OversightlExpress Review Permitting Unit Q~`j{j'Q ~~
1 b50 Mail Service Ccnter, Raleigh, North Carolina 27699-1650.
2321 CtaSltee Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] /FAX [phone] / lnternei: hitu•//h2o enrstate.nc.us/ncwetlands '

40/Wade ~ ~~"
,,~, Page 2 of 6
„~ `,~ ~ '" ~'~"" August 7, 2006
'~'he following impacts are hereby approved as long as all of the otli~r speciftc and general
conditions of this Certification (or Isolated Wetland Permit) are meth No other impacts are
approved including incidental impacts:
_._~_.__. ~.. ____w_. ~._.~
Amount A roved nits) _ _
Plan Location or Reference
404/V/etland '; 0.032 (acres - • PCN a e 4 of 9
Stream -perennial 314 linear feet stream (2521inear feet permanent impacts, 62 linear feet .
tempor .impacts) PCN page 4 of 9 .
Buffer-Zone 1 37,904 (square ft) , PCN a e 8 of 9
Buffo -Zone 2 26,470 s ware ft PGN pa e 8 of 9
2.- No Waste, Spoil, Solids, or Fill of Any Kind
No waste, spoil, solids, or fill of any kind shall occur in wetlands, waters, or riparian areas beyond
the footprint of the impacts depicted in the Pre-Construction Notification. All construction
activities, including the design, installation, operation, and maintenance of sediment and erosion
control Best Management Practices, shall be performed so that no violations of state water quality
standards, statutes, or rules occur.
3. 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 standazds:
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 specifed in the most
recent version of the North Carollna 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. Sufficient materials required for stabilization andlor repair of erosion control measures and
stormwater routing and treatment shall be on site at all times.
4. Sediment and Erosion Control Measures-
Sediment and erosion control measures shall not be placed in wetlands or waterrs 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;
5. Protective Fencing
The. outside. buffer, wetland or water boundary and along the construction corridor within these
boundaries approved under this. authorization shall be clearly mazked with orange warming fencing
(or similar high visibility material) for the areas that have been approved to infringe within the
buffer, wetland or water prior to any land disturbing activities to ensure compliance with 15A
NCAC 2B .0233 and GC 3404;

40/Wade `"
Page 3 of 6
August 7, 2006
6. Culvert Installation

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 Iacations 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.
Culvert(s) shall not be installed in such a manner that will cause aggradation or erosion of the
stream up or down stream of the culvert(s). Existing stream dimensions (including the cross section
dimensions, pattern and longitudinal profile) shall be maintained above and below locations of each
culvert.
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
disequilibrium 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.
The establishment of native, woody vegetation and other soft stream bank stabilization techniques
must be used where practicable instead of rip rap or other bank hardening methods. If rip-rap is
necessary, it shall not be placed in the stream bed, unless specifically approved by the Division of
Water Quality.
Installation of culverts in wetlands must ensure continuity of water movement and be designed
to adequately accommodate high water or flood conditions.
Upon completion of the project, the Applicant shall complete and return the enclosed "Certificate of
Completion" form to notify NCDWQ when all work included in the §401 Certification has been
completed. The responsible party shall complete the attached form and return it to the
401/Wetlands Unit of the NC Division of Water Quality upon completion of the project. Please
send photographs upstream and downstream of each culvert site to document correct installation
along with the Certificate of Completion form.
7. Written Stormwater Management Plan (Final Plan Needed) Required For Each Phase
A final, written stormwater management plan (including a signed and notarized Operation and
Maintenance Agreement) for eacls phase of the entire project shall be submitted to the 401
Oversight and Express Permitting Unit (2321 Crabtree Blvd., Suite 250, Raleigh, NC, 27604) and
the stottnwater management plans shall be approved in writing by this Office before the impacts
for that particular phase may occur per Condition No. 4 in GC No. 3402. 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. Site-
specific stonnwater management shall be designed to remove 85% TSS according to the latest
version of DWQ's Stormwater Best Management Practices manual at a minimum. Additionally,
in watersheds within one mile and draining to 303(d) listed waters, as well as watersheds that are

40/Wade ~~ ---
Page 4 of 6
August 7, 2006
classified as nutrient sensitive waters (NSW), water supply waters ('DVS); trout waters {Tr), high
quality waters (HQW), and outstanding resource waters {ORW), the Division shall require that
extended detention wetlands, bio-retention azeas,'and ponds followed by forested filter strips
{designed according to latest version of the NCDENR Stormwater Best Management Practices
Manual) be constructed as part of the stormwater management plan when asite-specific
stormwater management plan is required.
Also, the stormwater management plan (as approved by the Wetlands Unit} shall be implemented
before any permanent building or other structure is occupied at the subject site.
The structural stormwater practices as approved by the Wetlands Unit as well as drainage patterns
must be maintained in perpetuity. No changes to the structural stormwater practices shall be
made without written authorization from the Division of Water Quality.
8. Diffuse Flow {No Review)
All constructed stormwater conveyance outlets shall be directed and maintained as diffuse flow at
non-erosive velocities through the protected stream buffers such that it will not re-concentrate
before discharging into a stream as identified within 15A NCAC 2B .0233 (5). If this is not
possible, it may be necessary to provide stormwater facilities that are considered to remove
nitrogen. This may require additional approval from this Office.
Miti a_g tion:
9. Compensatory Mitigation Using the Ecosystem Enhancement Program (EEP)
Mitigation must be provided for the proposed impacts as specified in the table below. We
understand that you wish to make a payment to the Wetlands Restoration Fund administered by
the NC Ecosystem Enhancement Program (EEP) to meet this mitigation requirement. This has
been determined by the DWQ to be a suitable method to meet the mitigation requirement. Until
the EEP receives and cleazs your check (made payable to: DENR -Ecosystem Enhancement
Program Office), no impacts specified in this Authorization Certificate shall occur. The EEP
should be contacted at [phone] if you have any questions concerning payment into a
restoration fund. You have one month from the date of this approval to make this payment. For
accounting purposes, this Authorization Certificate authorizes payment into the Wetlands
Restoration Fund to meet the following compensatory mitigation requirement:
Compensatory Mitigation
Re uired 'River and Sub-basinNumber
Stream 195 linear feet Neuse/03020201
Buffer Zone 1 55,284 s uare feet Neuse/03020201
Buffer Zone 2 21,576 (square feet) 'Neuse/03020201
10. Deed Notifications
Deed notifications or similar mechanisms shall be placed on all retained jurisdictional wetlands,
waters and protective buffers in order to assure compliance for future wetland, water and buffer
impact. These mechanisms shall be put in place~prior to impacting any wetlands, waters and/or
buffers approved for impact under this Certification Approval and Authorization Certificate. A
sample deed notification can be downloaded from the 401/Wetlands Unit web site at

• ~ ~ 40/Wade
Page 5 of 6
August 7, 2006
http:J/h2o.enr.state.nc.us/ncwetlands. The text of the sample deed notification may be modified
as appropriate to suit to this project;
11. Sewer Systems
The project shall comply with 15A NCAC 2H .0219(1)(2){G) and all other State, Federal and local
sewer system regulations.
l2. Construction Stormwater Permit NCGO10000
Upon the approval of an Fxosion and Sedimentation Control Plan issued by the Division of Land
Resources. (DLR) or a DLR delegated local erosion and sedimentation control program, an
NPDES General stormwater permit (NCGO10000) administered by DWQ is automatically issued
to the project. This General Permit allows stormwater to be discharged during land disturbing
construction activities as stipulated by conditions in the permit. If your project is covered by this
permit [applicable to construction projects that disturb one (1) or more acres), full compliance
with permit conditions including the sedimentation control plan, self-monitoring, record keeping
and reporting requirements are required. A copy of this permit and monitoring report forms may
be found at htro•//h2o.enr state.nc. us/su/Forms Documents.htm.;
13. Certificate of Completion
Upon completion of all work approved within the 401 Water Quality Certification or applicable
Buffer Rules, and any subsequent modifications, the applicant is required to return the attached
certificate of completion to the 401 Oversight/Express Review Permitting Unit, North Carolina
Division of Water Quality, 1650 Mail Service Center, Raleigh, NC, 27699-1650.
Violations of any condition herein set forth may result in revocation of this Certification and may result in
criminal and/or civil penalties. The authorization to proceed with your proposed impacts or to conduct
impacts to waters as depicted in your application and as authorized by this Certification, shall expire upon
expiration of the 404 or CAMA Permit.
If you do not accept any of the conditions of this Certification (associated with the approved wetland or
stream impacts), you may ask for an adjudicatory hearing. You must act within 60 days of the date that
you receive this letter. To ask for a hearing, send a written petition, which conforms to Chapter 1508 of
the North Carolina General Statutes to the Office of Administrative Hearings, 6714 Mail Service Center,
Raleigh, N.C. 27699-6714. This certification and its conditions are fnal and binding unless you ask for a
hearing.
Any disputes over determinations regarding this Authorization Certificate (associated with the approved
buffer impacts) shall be referred in writing to the Director for a decision. The Director's decision is
subject to review as provided in Articles 3 and 4 of G.S. 150B.

40/Wade ~ -
Page 6 of 6
August 7, 2006
This letter completes the review of the Division of Water Quality under Seclt~on 401 of the Clean Water
Act and the Neuse riparian buffer protection rule as described within I SA NCAC 2B .0233. If you have
any questions, please telephone Cyndi Karoiy or Ian McMillan at 919-733-1786.
Sincerely, /~
((' / ` (/
l
Alan W. Klimek, P.E.
AWKI jm
Enclosures: NCDWQ 401 WQC Summary of Permitted Impacts and Mitigation Requirements
GC 3374, CrC3402
Certificate of Completion
cc: USACE Raleigh Regulatory Field Office
Eric Kulz, DWQ Raleigh Regional Off ce
DLR Raleigh Regional Office
File Copy
Central Files
Todd Preuninger, Withers and Ravenel Inc., 1 l7 MacKenan Drive, Cary, NC 27511
Filename: 060961FortyWade(Wake)401 NBR

b~-aq~i
DWQ Project No
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET
I. PROJECT INFORMATION (please complete the following information):
Project Name : Wade Lot 6 Phase 1
Contact Person: Stephanie Hall, PE, CFM Phone Number: [phone]
For projects with multiple basins, specify which basin this worksheet applies to: BMP 4
Permanent Pool Elevation 354.5 ft. (elevation of the orifice invert out)
Temporary Pool Elevation 386.1 ft. (elevation of the outlet structure invert in)

Permanent Pool Surface Area 8.607 sq. ft. (water surface area at permanent pool elevation)
Drainage Area 5.57 ac. (on-site and off-site drainage to the basin)
Impervious Area 4.20 ac. (on-site and off-site drainage to the basin)
Forebay Surface Area 1,291 sq. ft. (at permanent pool elevation approximately 15%)*
Marsh 0"-9" Surface Area 3,012 sq. ft. (at permanent pool elevation approximately 35%)*
Marsh 9"-18" Surface Area 3,012 sq. ft. (at permanent pool elevation approximately 35%)`
Micro Pool Surface Area 1,291 sq. ft. (at permanent pool elevation approximately 15%)~

Temporary Pool Volume 15,619 cu. ft. (volume detained on top of the permanent pool)

SA/DA used 3.12 (surface area to drainage area ratio)*
Diameter of Orifice 2 in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project
Aoolicants Initials
SH The temporary pool controls runoff from the 1 inch rain.
SH The basin side slopes are no steeper than 3:1.
SH A planting plan for the marsh areas with plant species and densities is provided.
SH Vegetation above the permanent pool elevation is specified.
SH An emergency drain is provided to drain the basin.
SH The temporary pool draws down in 2 to 5 days.
SH Sediment storage is provided in the permanent pool.
SH A sediment disposal area is provided.
SH Access is provided for maintenance.
SH A site specific, signed and notarized operation and maintenance agreement is provided.
SH The drainage area (including any offsite area) is delineated on a site plan.
SH Access is provided for maintenance.
SH Plan details for the wetland are provided.
SH Plan details for the inlet and outlet are provided.
SH A site specific operation and maintenance agreement, signed and notarized by the responsible party is provided (see
http://h2o.ehnr.state.nc.us/ncwetlands/oandm.doc).
* Pocket Wetlands have different design parameters and are only assumed to remove 35% TSS -See pp. 19 and 20 of the NC DENR
stormwater BMP Manual, April 1999. 10% open water, 50% high marsh, 40% low marsh.

DWQ Project No.
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET
I. PROJECT INFORMATION (please complete the following information):
Project Name : Wade Lot 6 Phase 1
Contact Person: Stephanie Hall PE, CFM Phone Number: (9191469-3340
For projects with multiple basins, specify which basin this worksheet applies to: BMP 5
Permanent Pool Elevation 374.5 ft. (elevation of the orifice invert out)
Temporary Pool Elevation 375.5 ft. (elevation of the outlet structure invert in)

Permanent Pool Surface Area 25.162 sq. ft. (water surface area at permanent pool elevation)
Drainage Area 8.27 ac. (on-site and off-site drainage to the basin)
Impervious Area 7.00 ac. (on-site and off-site drainage to the basin)
Forebay Surface Area 3,775 sq. ft. (at permanent pool elevation approximately 15%)*
Marsh 0"-9" Surface Area 8,807 sq. ft. (at permanent pool elevation approximately 35%)*
Marsh 9"-18" Surface Area 8,807 sq. ft. (at permanent pool elevation approximately 35%)*
Micro Pool Surface Area 3,774 sq. ft. (at permanent pool elevation approximately 15%)*

Temporary Pool Volume 26.469 cu. ft. (volume detained on top of the permanent pool)

SA/DA used 3.55 (surface area to drainage area ratio)*
Diameter of Orifice 3 in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not Been mef, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project
Aoolicants Initials
SH The temporary pool controls runoff from the 1 inch rain.
SH The basin side slopes are no steeper than 3:1.
SH A planting plan for the marsh areas with plant species and densities is provided.
SH Vegetation above the permanent pool elevation is specified.
SH An emergency drain is provided to drain the basin.
SH The temporary pool draws down in 2 to 5 days.
SH Sediment storage is provided in the permanent pool.
SH A sediment disposal area is provided.
SH Access is provided for maintenance.
SH A site specific, signed and notarized operation and maintenance agreement is provided.
SH The drainage area (including any offsite area) is delineated on a site plan.
SH Access is provided for maintenance.
SH Plan details for the wetland are provided.
SH Plan details for the inlet and outlet are provided.
SH A site specific operation and maintenance agreement, signed and notarized by the responsible party is provided (see
http://h2o.ehnr.state. nc.us/ncwetlands/oandm.doc).
* Pocket Wetlands have different design parameters and are only assumed to remove 35% TSS -See pp. 19 and 20 of the NC DENR
stormwater BMP Manual, April 1999. 10% open water, 50% high marsh, 40% low marsh.

BMP 5 -WADE LOT 6 PHASE 1
WETLAND DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wetland detention basin system is defined as the wetland basin, pretreatment including forebays and the
vegetated filter if one is provided.
Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wetland 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 wetland 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 wetland 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.
If the elevation of the marsh areas exceed the permanent pool elevation, the sediment should be
removed to design levels. This shall be performed by removing the upper 6 inches of soil and stockpiling
it. Then the marsh area shall be excavated six inches below design elevations. Afterwards the stockpiled
soil should be spread over the marsh surface. The soil should not be stockpiled for more than two weeks
When the permanent pool depth reads 0.75 feet in the forebay and micro-pool, the sediment shall be
removed.
BASIN DIAGRAM
(fill in the blanks)
~ Permanent Pool Elevation 374.5
Sediment moval EI. 373.5 5%
-------------- -- Sediment Removal Elevation 374.5
-------------------------------------------- ------
Bottom E vation 372.0 5%
FOREBAY/MICROPOOL MAIN POND
Page 1 of 2

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.
[For wetlands: Wetland planting densities in the marsh areas should be maintained by replanting bare
areas as needed. Wetland plants should be encouraged to grow in the marsh areas.]
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 ex#ent practical.
7. All components of theaaet-[wetland] detention basin system shall be maintained in good working order.
8. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
main#ained across the entire flow spreading structure. Any down gradient erosion mus# be repaired and/or
replanted as necessary.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name: ,s , ~'61Z~ T~` N AYES
Title: S rc h(to r2 '~~T SECT Itir~/E C,E 1L
Address: S y/ c 7''~T.~/zTy ~y. Su=m' 3! ~ ~fIC.FZl /-f ~ NL 2 76 ° 7
Phone: 9~ 9- y/ 3 - 03 6 /
Date: ~ o S - 2 Y-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, rn ~ oc~~, , e ~ C L .~e.s , a Notary Public for the State of ~ 1 o r kh C,a ~ 4 ~ • ~ ~
County of l.+~c,~~- , do hereby certify that S . ~c~e,~- ~G~,P..,S
personally appeared before me this ~_ day of a .~~~ k:;~ , a o c -~ ,and adcnowiedge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and
official seal,
®.o•' FRET ~-"''•,.
R
'OUBLIG
s.o._ NOUN _-®~e
SEAL
My commission expires ORES
~~
02-27-2011
Page 2 of 2

BMP 4 -WADE LOT 6 PHASE I
WETLAND DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wetland detention basin system is defined as the wetland basin, pretreatment including forebays and the
vegetated filter if one is provided.
Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wetland 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 wetland 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 wetland 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.
If the elevation of the marsh areas exceed the permanent pool elevation, the sediment should. be
removed to design levels. This shall be performed by removing the upper 6 inches of soil and stockpiling
it. Then the marsh area shall be excavated six inches below design elevations. Afterwards the stockpiled
soil should be spread over the marsh surface. The soil should not be stockpiled for more than two weeks
When the permanent pool depth reads0•~5 feet in the forebay and micro-pool, the sediment shall be
removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation ~_S ~
Sediment moval EL353•~75/°
~ Sediment Remova_ I Elevation ~SO_ _ _ _ _ _ _ _
Bottom E vation 35~ •5 5% 3~ ~3.~5
FOREBAY/MICROPOOL 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. Wetland planting
Page 1 of 2

densities in the marsh areas should be maintained by replanting bare areas as needed. Wetland plants
should be encouraged to grow in the marsh areas.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
7. All components of the wetland detention basin system shall be maintained in good working order.
8. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or
replanted as necessary.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name: S . ~ 2~~ f`~~ ~( ~.S Foy ~oST tJA~ ~ t ~Ac. i M- 2 ~ L L C
Title: 5F../`'=o~Z k~'~T~c'C~ MaN~L~~'L
Address: ~/o TrL1,r~~ ~p ~ Su_~r'F' ~/a L~/~CFZG/~f 27to7
Phon
Sign
Date
Note:. The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has been named the president.
I, _ ('~~~ ~~,~:~ +~~„~~~~~ , a Notary lic fo~rBthe State ofn .~~,(~~~~ ,
County of W~,ILP , do hereby certify that 1 ~u - ~~
personally appeared before me this _ day of and acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and
official seal,
SHARON W. FULGHUM
i~sU~*!" ~~sarolina
My Commission Expires June 26, 2 10
SEAL
My commission expires ~`~~0' ~ (~
Page 2 of 2

p~-c9~i
WITHERS ~4'~ RAVEN EL
WADE LOT 6 -Phase 1
Stormwater Management Plan
WADE
Raleigh, North Carolina
Prepared For:
POST WADE TRACT M-2, LLC
270o ColtState Rd, Suite 203
Charlotte, NC 28211
Prepared By:
WITHERS & RAVENEL, INC
iii MacKenan Drive
Cary, North Carolina 27511
August 2007 \~~~~~~~~A,i,,~~
W&R Project No. 204467/2060499 ``~~~~N ...R• ~
?per O~E$ 0 , I
_;
:4Q- SSA ~•
' 3 - ~~
~ • 1
~ ` 1
F a~rty~~4r`~~``, $ v
~i~~h'~ p iS1 ~.1`,`~~
Stephanie A. Hall, P.E.

WADE LOT 6 -PHASE i
Stormwater Management Report
Raleigh, North Carolina
INTRODUCTION
The purpose of this study is to document the Stormwater management plan for Phase 2 of the
proposed development. The plan includes the design of two proposed best management practices
(BMPs 4 and 5) in Phase i of Lot 6 in orderto treat Stormwater runoff. The site is located in the Neuse
River Basin and all of the site drainage is received by two FEMA streams that run through the site,
Richland Creek and Medfield Creek Tributary, therefore making this phase of the project exempt
from the attenuation requirements for the 2-year and 1o-year design storms in the City of Raleigh.
~'"`;. ~, ~ ^ 1, rte? f'°~'~
t,da
~~
~p ~ ~ ~~0%
~ - t~A? ~'~ f~i1ALl7"~~
~'~'~ ST~!~y~.vaTER BRA.RlCFf
The proposed BMPs for Lot 6 Phase i include two constructed wetlands, designed to draw down the
first inch of runoff over a z to 5 day period and sized according to the Division of Water Quality
surface area requirements in orderto achieve 85%Total Suspended Solids and 4o%total nitrogen
reduction. The future phases of this development will employ the use of constructed wetlands,
bioretention areas, and/or wet detention basins followed by a forested filter strip in order to meet
Water Quality Certification #3402 in orderto manage Stormwater. These BMPs will be designed and
submitted at a later date.
METHODOLOGY
The Stormwater study was conducted using the natural drainage features as depicted by the Wake
County aerial topographic information (2-ft contours), field survey data and proposed development
within the drainage areas.
WADE LOT 6 - PHASE i i W&R Project zogg67/zo6o499
Stormwater Management Report August zoo?
Fgure i. Site outlined in red on zoo4 Aerial Photography

• WADE LOT 6 -PHASE i
Stormwater Management Report
Raleigh, North Carolina

The scope of work included the following analyses:

Hydrolo>;y
^ Simulation of the io-year and ioo-year rainfall events for the Raleigh area
• ^ Formulation of the io-year, and ioo-year flood hydrographs for the proposed developed
drainage area

Hydraulic
^ Routing the io-year and ioo-year flood hydrographs for post development runoff through
• the proposed Stormwater wetlands
The results of the hydrologic calculations are used in the hydraulic analyses. The hydraulic design
. requires the development of stage-storage and stage-discharge functions for each wetland. The
rainfall/runoff hydrographs, stage-storage and stage-discharge functions have been compiled to
create a routing computer simulation model using Haestad Methods PondPack vio.o software. This
• PondPack model was then used to assess the impact of the peak discharges for the design rainfall
events. The PondPack modeling results are provided as appendices to this report.

• HYDROLOGY
The SCS Method was used to develop runoff hydrographs for the io-year and ioo-year storm events.
• NOAA Atlas iq rainfall data for Raleigh-Durham International Airport was used to determine the 2/{-
hourduration rainfall for the io-year and ioo-year storm events. This method requires three basic
parameters: a curve number (CN), time of concentration (t~, and drainage area.

Curve numbers were based on soil type and land use. Soil types were delineated from the Soil
Survey of Wake County, North Carolina (November i97o). Land use data was determined using aerial
• photography and the most recent site plans for the proposed site. The curve numbers used in this
study are listed in the appendix of this report.

• Times of concentration were estimated to have a time of concentration of io minutes to account for
shallow paved flow, and piping.

• HYDRAULICS
Computer simulated reservoir routing ofthe io-year, and loo-year design storms utilized stage-
. storage and stage-discharge functions. Stage-storage functions were derived from the proposed
contours for the wetlands. Anon-linear regression relation for surface area versus elevation was
derived for each wetland. This relation estimates the incremental volume of the basin to the stage or
• elevation of the basins. Stage-discharge functions were developed to size the outlet structures for
the wetlands.
•
CONCLUSIONS
Based on the routing study, the outlet proposed for each constructed wetland passes the Zoo-year
• storm with freeboard. The results are included in the appendix of this report. The drainage area
map on Sheet i of the appendix includes the outlet design for each BMP. Planting schedules and
more detailed design information is included on Construction Drawings entitled "Wade Lot 6 -
• Phase i" submitted with this report.
• WADE LOT 6 - PHASE i z W&R Project zogg67/zo6o499
Stormwater Management Report August zoo?
•
•
•

i~or ~~rvv~due-na e~ir<<~oe ii =v.,,w.s ,o -a ~~o+raaw e =~e\'°~~•w,~~s~n-r\°~~M2~~=-~e.ro\us.-w\*~\+

BMP SIZING
CALCULATION S

•
•
Project Name: 40/WADE Proiect #: 204467
Cit~State: Raleigh, NC Date: 27-Aug-07
Table 1.1 Surface Area to Drainage Area Ratio for Permanent Pool Sizing for 85% Pollutant
Removal ffficiencv in the Piedmont
Impervious
Cover Permanent Pool Dept
3.0 4.0 5.0 6.0 h (feet)
7.0 8.0 9.0
10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
30 1.34 1.08 0.97 0.83 0.70 0.64 0.62
40 1.73 1.43 1.25 1.05 0.90 0.82 0.77
50 2.06 1.73 1.50 1.30 1.09 1.00 0.92
60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
90 3.74 3.10 2.66 2.34 2.11 1.83 1.67
Source: NCDENR/DWQ Stormwater Best Management Practices, pg. 5, April 1999
STORM WATER BMP #4 -WET POND (85% TSS Removal 8r 25% TN Removal)

Land Use Area
(ac) ~° IA Imp. Area
(ac)
Commercial 5.57 75 4.2
Totals 5.57 4.2
Total % Impervious Surface Area = 75.0
Normal Pool De th 3 4 5 6 7 8 9
SA/DA Ratio 3.12 2.39 2.19 1.91 1.56 1.45 1.43
Minimum Surface Area Re wired
Acres 0.17 0.13 0.12 0.11 0.09 0.08 0.08
Sq. Ft 7570.03 5786.71 5301.45 4634.22 3772.88 3518.12 3469.60
Surface Area of Permanent Pool:
Assumed depth = 3 feet
SA/DA ratio = 3.12 % From Table 1. 1
Minimum pond surface area (SA) _ (DA * SA/DA ratio)/100
SA = 0.174 acres
7570 sq. ft.
Normal pool elevation = 354.50 feet
Surface area provided = 0.198 acres
8607 sq. ft.
1-Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987)
Rv = 0.05 + 0.009(1) where, Rv =Runoff coefficient, in./in.
I =Percent impervious
Rv = 0.73 in./in.
Total runoff volume from 1-inch precipitation:
Runoff volume, S = (Design rainfall) (Rv) (Drainage Area)
S = 0.337 acre-ft
14659 cu. ft.
Water quality pool elevation= 356.10 feet
Storage volume provided = 0.359 acre-ft
15619 cu. ft.
BMP4

Project Name: 40/WADE Project #: 204467
City/State: Raleigh, NC Date: 8/27/2007
STORMWATER BMP #4 -WET POND (85% TSS Removal & 25% TN Removal)
Orifice Calculator

Variables Constants
WQ Volume: 0 Acre-ft 15619 cf g = 32.2 ft/sz
Head: 1.60 ft 0.8 ft Cd = 0.6
Draw down time: 48 hrs 172800 s
Orifice Area = 0.020988 sq. ft 3.022267 sq. in
Orifice Diameter = 2.0 in
Max Q = 0.13 cfs

•
•
•
•
•
•
Project Name: 40/WADE Project #: 204467
City/State: Raleigh, NC Date: 27-Aug-07
Table 1.1 Surface Area to Drainage Area Ratio for Permanent Pool Sizing for 85% Pollulanl
Removal Efficiency in the Piedmont
Impervious
Cover Permanent Pool Dept
3.0 4.0 5.0 6.0 h (feet)
7.0 8.0 9.0
10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
30 1.34 1.08 0.97 0.83 0.70 0.64 0.62
40 1.73 1.43 1.25 1.05 0.90 0.82 0.77
50 2.06 1.73 1.50 1.30 1.09 1.00 0.92
60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
90 3.74 3.10 2.66 2.34 2.11 1.83 1.67
Source: NCUtNK/UVV(1 Stormwater best Management Practices, pg. 5, April 1999
STORMWATER BMP #5 -WET POND (85% TSS Removal 8r 25% TN Removal)

Land Use Area
(ac) % IA Imp. Area
(ac)
Commercial 8.27 85 7.0
Totals 8.27 7.0
Total % Impervious Surface Area = 85.0
Normal Pool De th 3 4 5 6 7 8 9
SA/DA Ratio 3.55 2.94 2.52 2.22 1.99 1.72 1.55
Minimum Surface Area Re uired
Acres 0.29 0.24 0.21 0.18 0.16 0.14 0.13
Sq. Ft 12788.56 10591.09 9078.08 7997.35 7150.79 6178.14 5565.73
Surface Area of Permanent Pool:
Assumed depth = 3 feet
SA/DA ratio = 3.55 % From Table 1. 1
Minimum pond surface area (SA) _ (DA * SA/DA ratio)/100
SA = 0.294 acres
12789 sq. ft.
Normal pool elevation = 374.50 feet
Surface area provided = 0.578 acres
25162 sq. ft.
1-Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987)
Rv = 0.05 + 0.009(1) where, Rv =Runoff coefficient, in./in.
I =Percent impervious
Rv = 0.82 in./in.
Total runoff volume from 1-inch precipitation:
Runoff volume, S = (Design rainfall) (Rv) (Drainage Area)
S = 0.562 acre-ft
24466 cu. ft.
Water quality pool elevation= 375.50 feet
Storage volume provided = 0.608 acre-ft
26469 cu. ft.
BMP 5

Project Name: 40/WADE Pro.~ect #: 204467
City/State: Raleigh, NC Date: 8/27/2007
STORMWATER BMP #5 -WET POND (85% TSS Removal 8~ 25% TN Removal)
Orifice Calculator

Variables Constants
WQ Volume: 0.607645 Acre-ft 26469 cf g = 32.2 fds2
Head: 1.00 ft 0.5 ft Cd = 0.6
Draw down time: 48 hrs 172800 s
Orifice Area = 0.04499 sq. ft 6.478539 sq. in
Orifice Diameter = 2.9 in
Max Q= 0.22 cfs

ROUTING
CALCU LATI 0 N S

To BM 4
~o-
0
BMP4
0
0
Out BMP 4

To

BMP 5
0
coo
r'o
Out BMP

_~
•
•
•
•
•
i
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
Table of Contents
Table of Contents
i
********************** MASTER SUMMARY **********************
Watershed....... Master Network Summary ............. 1.01
****************** DESIGN STORMS SUMMARY *******************
RDU NOAA 14 Desi Design Storms ...................... 2.01
********************** TC CALCULATIONS *********************
TO BMP 9........ Tc Calcs ........................... 3.01
TO BMP 5........ Tc Calcs ........................... 3.03
********************** CN CALCULATIONS *********************
TO BMP 4........ Runoff CN-Area ..................... 9.01
TO BMP 5........ Runoff CN-Area ..................... 4.02
****+************+***** POND VOLUMES ***************+*******
BMP 9........... Vol: Elev-Area ..................... 5.01
BMP 5........... Vol: Elev-Area ..................... 5.02
******************** OUTLET STRUCTURES *********************
Outlet BMP9..... Outlet Input Data .................. 6.01
S/N: DOYXYWH3NLBE
Bentley PondPack (10.00.022.00) 1:58 PM
Withers & Ravenel
8/27/2007

Table of Contents
i
Composite Rating Curve ............. 6.04
Outlet BMPS..... Outlet Input Data .................. 6.05
Composite Rating Curve ............. 6.08
S/N: DOYXYWH3NLBE Withers & Ravenel
Bentley PondPack (10.00.022.00) 1:58 PM 8/27/2007

•
•
•
•
•
i
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
Table of Contents
ii
MASTER DESIGN STORM SUMMARY
Network Storm Collection: RDU NOAA 19 Desi
Total
Depth Rainfall
Return Event in Type RNF ID
10 4.9800 Time-Depth Curve RDU NOAA l0yr
100 7.3700 Time-Depth Curve RDU NOAA 100yr
MASTER NETWORK SUMMARY
5CS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return HYG Vol
Node ID Type Event cu.ft Trun
BMP 9 IN POND 10 82263
BMP 4 IN POND 100 129778
BMP 4 OUT POND 10 81973
BMP 4 OUT POND 100 129475
BMP 5 IN POND 10 128697
BMP 5 IN POND 100 199755
BMP 5 OUT POND 10 126788 R
BMP 5 OUT POND 100 197813 R
*OUT BMP 4 JCT 10 81971
*OUT BMP 4 JCT 100 129979
*OUT BMP 5 JCT 10 126787 R
*OUT BMP 5 JCT 100 197813 R
TO B MP 4 AREA 10 82263
TO B MP 9 AREA 100 129778
Max
Qpeak Qpeak Max WSEL Pond Storage
hrs cfs ft cu.ft
12.1500 27.50
12.1500 35.00
12.2000 25.24 356.65 21712
12.2000 32.54 356.75 22910
12.1500 42.11
12.1500 52.83
12.2500 27.39 376.25 97127
12.3000 28.92 376.59 57288
12.2000 25.29
12.2000 32.59
12.2500 27.39
12.3000 28.92
12.1500 27.50
12.1500 35.00
S/N: DOYXYWH3NLBE
Bentley PondPack (10.00.022.00) 1:58 PM
Withers & Ravenel
8/27/2007

Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... K:\04\09-460\09967-FortyWade\H-H\Stormwater\pondpack\90Wade BMP4 5.ppw
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 Qpeak Max WSEL
Node ID Type Event
----------------- ---- ------ cu.ft Trun
---------- -- hrs cfs ft

TO BMP 5 AREA 10
128697 ---------
12.1500 -------- --------
92.11
TO BMP 5 AREA 100 199755 12.1500 52.83
Max
Pond Storage
cu.ft
S/N: DOYXYWH3NLBE Withers & Ravenel
Bentley PondPack (10.00.022.00) 1:58 PM 8/27/2007

Type.... Master Network Summary Page 1.02
Name.... Watershed
File.... K:\04\09-460\09467-FortyWade\H-H\Stormwater\pondpack\40Wade BMP4 5.ppw
Title... Project Date: 8/24/2007
Project Engineer:
Project Title: Watershed
Project Comments:
DESIGN STORMS SUMMARY
Design Storm File,ID = RDU NOAA 14 Desi
Storm Tag Name = 10
Data Type, File, ID = Time-Depth Curve RDU NOAA l0yr
Storm Frequency = 10 yr
Total Rainfall Depth= 4.9800 in
Duration Multiplier = 1
Resulting Duration = 23.9904 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9904 hrs
Storm Tag Name = 100
Data Type, File, ID
Storm Frequency
Total Rainfall Depth
Duration Multiplier
Resulting Duration
Resulting Start Time
Time-Depth Curve RDU NOAA 100yr
100 yr
7.3700 in
1
23.9990 hrs
.0000 hrs Step= .0833 hrs End= 23.9990 hrs
S/N: DOYXYWH3NLBE Withers & Ravenel
Bentley PondPack (10.00.022.00) 1:58 PM 8/27/2007

Type.... Design Storms Page 2.01
Name.... RDU NOAA 19 Desi
File.... K:\04\04-460\04467-FortyWade\H-H\5tormwater\pondpack\90Wade BMP9 5.ppw
......
.........................................................:::::......
TIME OF CONCENTRATION CALCULATOR
Segment #l: Tc: User Defined
Segment #1 Time: .1670 hrs
------------------------------------------------------------------------
Total Tc: .1670 hrs
S/N: DOYXYWH3NLBE
Bentley PondPack (10.00.022.00)
1:58 PM
Withers & Ravenel
8/27/2007

Type.... Tc Calcs
Name.... TO BMP 4
Page 3.01
File.... K:\04\09-460\09467-FortyWade\H-H\Stormwater\pondpack\40Wade BMP4 5.ppw
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
___= User Defined =________
Tc = Value entered by user
Where: Tc = Time of concentration
S/N: DOYXYWH3NLBE Withers & Ravenel
Bentley PondPack (10.00.022.00) 1:58 PM 8/27/2007

Type.... Tc Calcs
Name.... TO BMP 4
Page 3.02
File.... K:\04\04-460\04467-FortyWade\H-H\Stormwater\pondpack\90Wade_BMP4_5.ppw
......................................::::::::::.....................
.....................
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: User Defined
Segment #1 Time: .1670 hrs
------------------------------------------------------------------------
Total Tc: .1670 hrs
S/N: DOYXYWH3NLBE Withers & Ravenel
Bentley PondPack (10.00.022.00) 1:58 PM 8/27/2007

Type.... Tc Calcs
Name.... TO BMP 5
Page 3.03
File.... K:\09\04-460\04967-FortyWade\H-H\Stormwater\pondpack\90Wade BMP9 5.ppw
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
___= User Defined ______________________________________________________
Tc = Value entered by user
Where: Tc = Time of concentration
S/N: DOYXYWH3NLBE Withers & Ravenel
Bentley PondPack (10.00.022.00) 1:58 PM 8/27/2007

Type.... Runoff CN-Area
Name.... TO BMP 9
Page 4.01
File.... K:\04\04-460\09967-FortyWade\H-H\Stormwater\pondpack\40Wade BMP9 5.ppw
RUNOFF CURVE NUMBER DATA
Soil/Surface Description
--------------------------------
Commercial at 75o Imp.; C soils
Impervious
Area Adjustment Adjusted
CN acres oC oUC CN
---- --------- ----- ----- ------
92 5.570 92.00
COMPOSITE AREA & WEIGHTED CN ---> 5.570 92.00 (92)
S/N: DOYXYWH3NLBE Withers & Ravenel
Bentley PondPack (10.00.022.00) 2:01 PM 8/27/2007

Type.... Runoff CN-Area
Name.... TO BMP 5
Page 9.02
File.... K:\09\04-960\04467-FortyWade\H-H\Stormwater\pondpack\40Wade_BMP9_5.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Soil/Surface Description
--------------------------------
Commercial at 85o Imp.; C soils
Impervious
Area Adjustment Adjusted
CN acres oC oUC CN
---- --------- ----- ----- ------
94 8.270 94.00
COMPOSITE AREA & WEIGHTED CN ---> 8.270 94.00 (94)
...........................................................................
...........................................................................
S/N: DOYXYWH3NLBE Withers & Ravenel
Bentley PondPack (10.00.022.00) 2:00 PM 8/27/2007

Type.... Vol.: Elev-Area
Name.... BMP 9
Page 5.01
File.... K:\04\04-460\04967-FortyWade\H-H\Stormwater\pondpack\40Wade BMP4 5.ppw
Elevation Planimeter Area Al+A2+sgr(Al*A2) Volume Volume Sum
(ft)
------------ (sq.in) (sq.ft)
--------------------- (sq.ft)
----------------- (cu.ft)
--------- (cu.ft)
-
-
-

359.50
----- 8607
0
0 --
-
-------
0
355.00 ----- 9294 26845 4479 4974
356.00 ----- 10721 29997 9999 1.4973
357.00 ----- 12218 39384 11461 25935
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Areal + sq.rt.(Areal*Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for ELl, EL2, respectively
Volume = Incremental volume between EL1 and EL2
S/N: DOYXYWH3NLBE Withers & Ravenel
Bentley PondPack (10.00.022.00) 2:03 PM 8/27/2007

Type.... Vol: Elev-Area
Name.... BMP 5
Page 5.02
File.... K:\04\04-460\09467-FortyWade\H-H\Stormwater\pondpack\40Wade BMP4 5.ppw
Elevation Planimeter Area Al+A2+sgr(A1*A2) Volume Volume Sum
(ft)
------------ (sq.in) (sq.ft)
--------------------- (sq.ft)
-------------- (cu.ft) (cu.ft)

374.50
----- 25162 --
0 ----------
0 -------------
0
375.00 ----- 26203 77092 12840 12890
376.00 ----- 28327 81774 27258 40098
377.00 ----- 30508 88232 29911 69509
378.00 ----- 32746 94861 31620 101130
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Areal + sq.rt.(Areal*Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for ELl, EL2, respectively
Volume = Incremental volume between EL1 and EL2
S/N: DOYXYWH3NLBE Withers & Ravenel
Bentley PondPack (10.00.022.00) 2:09 PM 8/27/2007

Type.... Outlet Input Data
Name.... Outlet BMP9
Page 6.01
File.... K:\09\04-460\04467-FortyWade\H-H\Stormwater\pondpack\40Wade BMP9 5.ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 354.50 ft
Increment = .10 ft
Max. Elev.= 357.00 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
Inlet Box RO ---> CO 356.100 357.000
Orifice-Circular 00 ---> CO 354.500 357.000
Culvert-Circular CO ---> Tw 352.500 357.000
TW SETUP, DS Channel
S/N: DOYXYWH3NLBE Withers & Ravenel
Bentley PondPack (10.00.022.00) 2:09 PM 8/27/2007

Type.... Outlet Input Data
Name.... Outlet BMP4
Page 6.01
File.... K:\04\04-960\04967-FortyWade\H-H\Stormwater\pondpack\90Wade BMP9 5.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = RO
Structure Type
----------- = Inlet Box
-------
# of Openings ------------------
= 1
Invert Elev. = 356.10 ft
Orifice Area = 25.0000 sq.ft
Orifice Coeff. _ .600
Weir Length = 20.00 ft
Weir Coeff. = 3.100
K, Reverse = 1.000
Mannings n = .0000
Kev,Charged Riser = .000
Weir Submergence = No
Structure ID = 00
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 354.50 ft
Diameter = .1670 ft
Orifice Coeff. _ .600
S/N: DOYXYWH3NLBE Withers & Ravenel
Bentley PondPack (10.00.022.00) 2:04 PM 8/27%2007

Type.... Outlet Input Data
Name.... Outlet BMP4
Page 6.02
File.... K:\04\09-460\09967-FortyWade\H-H\Stormwater\pondpack\40Wade BMP4 5.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = CO
Structure Type
------------------ = Culvert-Circular
------------------
No. Barrels = 1
Barrel Diameter = 3.0000 ft
Upstream Invert = 352.50 ft
Dnstream Invert = 351.70 ft
Horiz. Length = 44.50 ft
Barrel Length = 44.51 ft
Barrel Slope = .01798 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .007228
Kr = .5000
HW Convergence = .001
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) _ .000
T2 ra tio (HW/D) = 1.298
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below Tl elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 352.50 ft ---> Flow = 42.85 cfs
At T2 Elev = 356.39 ft ---> Flow = 48.97 cfs
Structure ID = TW
Structure Type = TW SETUP, DS Channel
FREE OUTFACE CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES ...
Maximum Iterations= 40
Min. TW tolerance = .O1 ft
Max. TW tolerance = .O1 ft
Min. HW tolerance = .O1 ft
Max. HW tolerance = .O1 ft
Min. Q tolerance = .00 cfs
Max. Q tolerance = .00 cfs
S/N: DOYXYWH3NLBE Withers & Ravenel
Bentley PondPack (10.00.022.00) 2:09 PM 8/27/2007

Type.... Composite Rating Curve
Name.... Outlet BMP9
Page 6.04
File.... K:\09\04-460\04467-FortyWade\H-H\Stormwater\pondpack\40Wade_BMP4_5.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ------ -- Converge ----------- -- ------------
Elev. Q TW El ev Error
ft cfs ft
---- +/-ft
-- ----- Contributing
-------------- Structures
------------
--------
354.50 -------
.00 --
Free Outfall (no Q: RO, OO ,CO)
354.60 .O1 Free Outfall OO,CO (no Q: RO)
354.70 .04 Free Outfall OO,CO (no Q: RO)
354.80 .05 Free Outfall OO,CO (no Q: RO)
359.90 .06 Free Outfall OO,CO (no Q: RO)
355.00 .07 Free Outfall OO,CO (no Q: RO)
355.10 .08 Free Outfall OO,CO (no Q: RO)
355.20 .08 Free Outfall OO,CO (no Q: RO)
355.30 .09 Free Outfall OO,CO (no Q: RO)
355.40 .10 Free Outfall OO,CO (no Q: RO)
355.50 .10 Free Outfall OO,CO (no Q: RO)
355.60 .11 Free Outfall OO,CO (no Q: RO)
355.70 .11 Free Outfall OO,CO (no Q: RO)
355.80 .12 Free Outfall OO,CO (no Q: RO)
355.90 .12 Free Outfall OO,CO (no Q: RO)
356.00 .12 Free Outfall OO,CO (no Q: RO)
356.10 .13 Free Outfall OO,CO (no Q: RO)
356.20 2.09 Free Outfall RO,OO,CO
356.30 5.68 Free Outfall RO,OO,CO
356.40 10.33 Free Outfall RO,OO,CO
356.50 15.84 Free Outfall RO,OO,CO
356.60 22.05 Free Outfall RO,OO,CO
356.70 28.91 Free Outfall RO,OO,CO
356.80 36.41 Free Outfall RO,OO,CO
356.90 44.45 Free Outfall RO,OO,CO
357.00 52.98 Free Outfall RO,OO,CO
S/N: DOYXYWH3NLBE Withers & Ravenel
Bentley PondPack (10.00.022.00) 2:09 PM 8/27/2007

Type.... Outlet Input Data
Name.... Outlet BMP5
Page 6.05
File.... K:\04\04-460\04467-FortyWade\H-H\Stormwater\pondpack\90Wade BMP4 5.ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 374.50 ft
Increment = .10 ft
Max. Elev.= 378.00 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
Inlet Box RO ---> CO 375.500 378.000
Orifice-Circular 00 ---> CO 374.500 378.000
Culvert-Circular CO ---> TW 372.000 378.000
TW SETUP, DS Channel
S/N: DOYXYWH3NLBE Withers & Ravenel
Bentley PondPack (10.00.022.00) 2:04 PM 8/27/2007

Type.... Outlet Input Data
Name.... Outlet BMP5
Page 6.05
File.... K:\04\04-960\04467-FortyWade\H-H\Stormwater\pondpack\40Wade BMP9 5.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = RO
Structure Type = Inlet Box
-------------------
# of Openings = -----------
1 ------
Invert Elev. = 375.50 ft
Orifice Area = 16.0000 sq.ft
Orifice Coeff. _ .600
Weir Length = 16.00 ft
Weir Coeff. = 3.100
K, Reverse = 1.000
Mannings n = .0000
Kev,Charged Riser = .000
Weir Submergence = No
Structure ID = 00
Structure Type = Orifice-Circular
# of Openings = 1
Invert Elev. = 374.50 ft
Diameter = .2500 ft
Orifice Coeff. _ .600
S/N: DOYXYWH3NLBE Withers & Ravenel
Bentley PondPack (10.00.022.00) 2:04 PM 8/27/2007

Type.... Outlet Input Data
Name.... Outlet BMPS
Page 6.06
File.... K:\04\04-460\09967-FortyWade\H-H\Stormwater\pondpack\40Wade BMPS 5.ppw
OUTLET STRUCTURE ZNPUT DATA
Structure ID = CO
Structure Type
----------------- = Culvert-Circular
---------------
-

No. Barrels
= 1 -
--
Barrel Diameter = 2.0000 ft
Upstream Invert = 372.00 ft
Dnstream Invert = 364.50 ft
Horiz. Length = 63.20 ft
Barrel Length = 63.64 ft
Barrel Slope = .11867 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...
Equati on form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
Tl ratio (HW/D) = 1.101
T2 ratio (HW/D) = 1.297
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 = 374.20 ft ---> Flow = 15.55 cfs
At T2 Elev = 374.49 ft ---> Flow = 17.77 cfs
Structure ID = TW
Structure Type = TW SETUP, DS Channel
FREE OUT FALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES ...
Maxi mum Iterations= 90
Min. TW tolerance = .Ol ft
Max. TW tolerance = .Ol ft
Min. HW tolerance - .Ol ft
Max. HW tolerance = .Ol ft
Min. Q tolerance = .00 cfs
Max. Q tolerance = .00 cfs
S/N: DOYXYWH3NLBE Withers & Ravenel
Bentley PondPack (10.00.022.00) 2:04 PM 8/27/2007

Type.... Composite Rating Curve
Name.... Outlet BMPS
Page 6.08
File.... K:\04\04-960\09967-FortyWade\H-H\Stormwater\pondpack\40Wade BMPS 5.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ----- --- Converge
-------
---
---
------------
Elev. Q TW E lev Error
ft
-------- cfs
------- f
----- t +/-ft
--- ----- Contributing Structures

374.50
.00
Free
Outfall --------
(no Q: ---
RO ---
,OO ------------
,CO)
374.60 .02 Free Outfall OO,CO (no Q: RO)
374.70 .06 Free Outfall. OO,CO (no Q: RO)
374.80 .10 Free Outfall OO,CO (no Q: RO)
374.90 .12 Free Outfall OO,CO (no Q: RO)
375.00 .19 Free Outfall OO,CO (no Q: RO)
375.10 .16 Free Outfall OO,CO (no Q: RO)
375.20 .18 Free Outfall OO,CO (no Q: RO)
375.30 .19 Free Outfall OO,CO (no Q: RO)
375.40 .21 Free Outfall OO,CO (no Q: RO)
375.50 .22 Free Outfall OO,CO (no Q: RO)
375.60 1.80 Free Outfall RO,OO,C O
375.70 4.68 Free Outfall RO,OO,C O
375.80 8.91 Free Outfall RO,OO,C O
375.90 12.81 Free Outfall RO,OO,C O
376.00 17.80 Free Outfall RO,OO,C O
376.10 23.23 Free Outfall RO,OO,C O
376.20 27.18 Free Outfall RO,CO (no Q: 00)
376.30 27.63 Free Outfall RO,CO (no Q: 00)
376.90 28.07 Free Outfall RO,OO,C O
376.50 28.51 Free Outfall RO,CO (no Q: 00)
376.60 28.94 Free Outfall RO,OO,C O
376.70 29.37 Free Outfall RO,CO (no Q: 00)
376.80 29.79 Free Outfall RO,CO (no Q: 00)
376.90 30.20 Free Outfall RO,CO (no Q: 00)
377.00 30.61 Free Outfall RO,CO (no Q: 00)
377.10 31.01 Free Outfall RO,CO (no Q: 00)
377.20 31.41 Free Outfall RO,CO (no Q: 00)
377.30 31.81 Free Outfall RO,CO (no Q: 00)
377.90 32.19 Free Outfall RO,CO (no Q: 00)
377.50 32.57 Free Outfall RO,CO (no Q: 00)
377.60 32.95 Free Outfall RO,CO (no Q: 00)
377.70 33.32 Free Outfall RO,CO (no Q: 00)
377.80 33.69 Free Outfall RO,CO (no Q: 00)
377.90 39.06 Free Outfall RO,CO (no Q: 00)
378.00 34.42 Free Outfall RO,CO (no Q: 00)
S/N: DOYXYWH3NLBE
Bentley PondPack (10.00.022.00) 2:09 PM
Withers & Ravenel
8/27/2007