20050091 Ver 1_Complete File_20050502

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Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
March 2, 2005
Carl Morris
7209 Green Level Church Road
Apex, NC 27523
And
W. C. Mills, Jr.
7001 Green Level Church Road
Apex, NC 27523
Subject Property: Beaver Creek Commons Shopping Center
Ut to Beaver Creek, Class WSIV NSW, 16-41-10-1
Approval of 401 Water Quality Certification with Additional Conditions
Dear Messrs. Morris and Mills:
Alan W. Klimek, P.E. Director
Division of Water Quality
DWQ Project # 05-0091
Wake County
You have our approval, in accordance with the attached conditions and those listed below, to place fill
within or otherwise impact 0.44 acres of wetlands and 223 feet of streams (181 feet intermittent, 42 feet
perennial) for the purpose of constructing a shopping center at the subject property, as described within
your application dated January 18, 2005 and received by the N.C. Division of Water Quality (DWQ) on
January 20, 2005, along with additional correspondence received February 16, 2005. After reviewing
your application, we have decided that the impacts are covered by General Water Quality Certification
Number(s) 3402 (GC3402). The Certification(s) allows you to use Nationwide Permit(s) 39 when issued
by the US Army Corps of Engineers (USACE). In addition, you should obtain or otherwise comply with
any other required federal, state or local permits before you go ahead with your project including (but not
limited to) Erosion and Sediment Control, Non-discharge, and other regulations. 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 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 may be required as described in 15A
NCAC 2H .0506 (h). This approval requires you to follow the conditions listed in the attached
certification and any additional conditions listed below.
The Additional Conditions of the Certification are:
1. Impacts Approved
401 Oversight/Express Review Permits 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://h2o.enr.state.nc.us/ncwetlands
Nose Carolina
Nfirraib/
An Equal Opportunity/Affirmative Action Employer- 50% Recycled/10% Post Consumer Paper
Beaver Creek Commons Shopping Center
Page 2 of 4
March 2, 2005
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 223 (feet) PCN form
404/CAMA Wetlands 0.44 (acres) PCN form
2. Erosion & Sediment Control Practices
Erosion and sediment control practices must be in full compliance with all specifications
governing the proper design, installation and operation and maintenance of such Best
Management Practices in order to protect surface waters standards:
a. The erosion and sediment control measures for the project must be designed, installed,
operated, and maintained in accordance with the most recent version of the North Carolina
Sediment and Erosion Control Planning and Design Manual.
b. The design, installation, operation, and maintenance of the sediment and erosion control
measures must be such that they equal, or exceed, the requirements specified in the most
recent version of the North Carolina Sediment and Erosion Control Manual. The devices
shall be maintained on all construction sites, borrow sites, and waste pile (spoil) projects,
including contractor-owned or leased borrow pits associated with the project:
c. For borrow pit sites, the erosion and sediment control. measures must be designed, installed,
operated, and maintained in accordance with the most recent version of the North Carolina
Surface Mining Manual.
d. The reclamation measures and implementation must comply with the reclamation in
accordance with the requirements of the Sedimentation Pollution Control Act.
3. 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.
4. No Sediment & Erosion Control Measures w/n Wetlands or Waters
Sediment and erosion control measures shall not be placed in wetlands or waters to the maximum
extent practicable. If placement of sediment and erosion control devices in wetlands and waters
is unavoidable, they shall be removed and the natural grade restored within six months of the date
that the Division of Land Resources has released the project.
5. Certificate of Completion
Upon completion of all work approved within the 401 Water Quality Certification or applicable
Buffer Rules, and any subsequent modifications, the applicant is required to return the attached
certificate of completion to the 401/Wetlands Unit, North Carolina Division of Water Quality,
1650 Mail Service Center, Raleigh, NC, 27699-1650.
Beaver Creek Commons Shopping Center
Page 3 of 4
March 2, 2005
6. 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
http://h2o.enr.state.ne.us/ncwetlands. The text of the sample deed notification may be modified
as appropriate to suit to this project.
7. Written Stormwater Management Plan (No Further Approval Needed)
The final, written stormwater management plans (including a signed and notarized Operation and
Maintenance Agreement) dated January 17, 2005 and February 15, 2005, must be implemented
and the stormwater management facilities shall be constructed and operational before any
permanent building is occupied at the subject site. 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.
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 150B of
the North Carolina General Statutes to the Office of Administrative Hearings, 6714 Mail Service Center,
Raleigh, N.C. 27699-6714. This certification and its conditions are final and binding unless you ask for a
hearing.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water
Act. If you have any questions, please telephone Cyndi Karoly in the Central Office in Raleigh at 919-
733-9721 or Mike Horan in the DWQ Raleigh Regional Office at 919-571-4700.
Sing rely,
dl--2 Alan W. Klimek, P.E.
AWKIcbk
Enclosures: GC 3402
Certificate of Completion
Beaver Creek Conunons Shopping Center
Page 4 of 4
March 2, 2005
cc: Kevin Martin, S&EC, 11010 Raven Ridge Road, Raleigh, NC, 27614
USACE Raleigh Regulatory Field Office
DWQ Raleigh Regional Office
DLR Raleigh Regional Office
File Copy
Central Files
Filename: 050091 Beaver(Wake)401
W ATFRO Michael F. Easley, Governor
`0 ?i William G. Ross Jr., Secretary
r North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
February 7, 2005
DWQ Project # 05-0091
Wake County
CERTIFIED MAIL: RETURN RECEIPT REQUESTED
Carl Morris
7209 Green Level Church Road
Apex, NC 27523
And
W. C. Mills, Jr.
7001 Green Level Church Road
Apex, NC 27523
Subject Property: Beaver Creek Commons Shopping Center
REQUEST FOR MORE INFORMATION
Dear Mr. Morris and Mr. Mills:
On January 20, 2005, the Division of Water Quality (DWQ) received your application dated January 18,
2005 to impact 0.44 acres of wetlands and 223 feet of streams to construct the proposed commercial
construction. The DWQ has determined that your application was incomplete and/or provided inaccurate
information as discussed below. The DWQ will require additional information in order to process your
application to impact protected wetlands and/or streams on the subject property. Therefore, unless we
receive the additional information requested below, we will have to move toward denial of your
application as required by 15A NCAC 2H.0506 and will place this project on hold as incomplete until we
receive this additional information. Please provide the following information so that we may continue to
review your project.
Additional Information Requested:
1. Plans Details
a. Please provide the location of any proposed stormwater management practices as required by
GC 3402.
b. Since this watershed is Nutrient Sensitive Waters, your proposed wet detention ponds will need
to be redesigned to be constructed wetlands.
c. Please address the "Future Residential Area" and whether the proposed stormwater plan will
treat this area.
d. The topo and soils maps depict a pond in the NW corner of the property. However, no impacts
are listed for the pond. Please address whether the pond still exists and whether any
jurisdictional waters are still present.
e. Please provide map of the location of the future 540 location, that should impact this property.
401 Oversight/Express Review Permitting Unit
1650 Mail Service Center, Raleigh, North Carolina 27699.1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] / FAX [phone] / Internet: htto://h2o.enr.state.nc.us/ncwetlands
NorthCarolma
Alati!!'vIlif
An Equal Opportunity/Affirmative Action Employer - 50% Recycled/10% Post Consumer Paper
Carl Morris and W. C. Mills, Jr.
Page 2 of 2
February 7, 2005
Please respond within three weeks of the date of this letter by sending this information to me in writing
and Eric Kulz or Mike Horan of the DWQ Raleigh Regional Office. If we do not hear from you within
three weeks, we will assume that you no longer want to pursue this project and we will consider the
project as withdrawn.
This letter only addresses the application review and does not authorize any impacts to wetlands, waters
or protected buffers. Please be aware that any impacts requested within your application are not
authorized (at this time) by the DWQ. Please call John Dorney or Ms. Cyndi Karoly at 919-733-1786 if
you have any questions regarding or would like to set up a meeting to discuss this matter.
Sincerely,
Cyndi Karoly, Supervisor
401 Oversight Unit
CBK/bs
cc: Eric Kulz and Mike Horan, DWQ Raleigh Regional Office
USACE Raleigh Regulatory Field Office
File Copy
Central Files
Kevin Martin, Soil and Environmental Consultants, 11010 Raven Ridge Road, Raleigh, NC 27614
Filename: 05-0091 Beaver Creek Commons (Wake) On Hold
?MCIQM&CREED
TO: NCDENR Division of Water Quality
401 Oversight Unit
2321 Crabtree Blvd. Ste 250
Raleigh, NC 27604
ATTENTION: Ms. Cyndl Karoly
LETTER OF TRANSMITTAL
DATE: February 15, 2005
PROJECT NO: 2655-0007 TASK NO: ****
RE: Beaver Creek Commons
Apex, NC
TRANSMITTAL NO: PAGE 1 OF 1
WE ARE SENDING: ? Originals ® Prints ? Shop Drawings ? Samples
? Specifications ® Calculations ? Other -
11 Quantity Drawing No. Rev. Description Status 11
1 DWQ Comments and Responses
1 Level Spreader Worksheets
1 Revised Impact Maps and Detail Sheets
Issue Status Code
Remarks
A. Preliminary B. Fabrication Only C. For Information D. Bid
E. Construction F. For Review & Comments G. For Approval H. See
Action Status Code: 1. No Exceptions Taken 2. Make Corrections Noted 3. Other
4. Amend & Resubmit 5. Rejected -See Remarks
REMARKS:
FEB 1 6 2005
WETW SANDSTORRriATER6RANCH
200 MacKenan Court, Suite 200, Cary, NC 27511 919/233-8091 Fax [phone]
cc: McKIM & CREED, PA
Signed
Grant Livengood, PE
hVT-T?M4&CREEr--1,D
February 14, 2005 M&C 02655-0007
Ms. Cyndi Karoly, Supervisor
401 Oversight Unit
2321 Crabtree Blvd, Ste 250
Raleigh, NC 27604
RE: Beaver Creek Commons
Apex, NC
Dear Ms. Karoly:
92@1alumm
FEB ! G 2005
l:-rU OSAND STOR AV TERIOWCH
We have received your comments regarding our January 20, 2005 submittal to the Division of
Water Quality for stream and wetland impact. We are providing the additional information
requested in response to your comments dated February 7, 2005.
1. Plans Details
a. Please provide the location of any proposed storinwater management practices
as required by GC 3402.
These devices were shown, but were not labeled on the impact map which was
submitted to you. The stormwater management devices have now been
properly labeled on the revised impact map.
b. Since the watershed is Nutrient Seiisitive Waters, your proposed wet detention
ponds will need to be redesigned to be constructed wetlands.
According to GC #3402 (copy attached) wet detention ponds followed by
forested filter strips are in accordance with WQC #3402 in watersheds that are
classified as nutrient sensitive waters (NSW). Level spreaders are provided to
diffuse flow for the first inch of runoff for the defined drainage areas. The wet
detention ponds have been designed to remove 85% TSS and the level spreaders
will be in stalled downstream to diffuse flow. Additional level spreader
worksheet information has been provided to better clarify the design.
C. Please address the "Future Residential Area" and whether the proposed
storinwater plan will treat this area.
This area will be mass graded during this project. The proposed residential site
layout has not been established, but the stormwater pond followed by a forested
filter strip was designed to handle an 85% impervious coverage in this area.
d. The topo and soils maps depict a pond in the NW corner of the property.
However, no impacts are listed for the pond. Please address whether the pond
still exists and whether airy jurisdictional waters are still present.
200 MACKENAN COURT, CARY, NORTH CAROLINA 27511
TEL [phone] PAX 919.233.8031 www.mckimcreed.com
AA0002667
Ms. Cyndi Karoly, Supervisor
February 14, 2005
Page 2
The pond no longer exists and the Corps has confirmed that no jurisdictional
waters are in that area. All jurisdictional waters and wetlands are shown on the
impact map. There were no isolated waters or wetlands identified on the site.
e. Please provide map of the location of the future 540 location, that should
impact this property.
A map of the proposed I-540 in the vicinity of this project has been provided.
While this site borders 1540, 1540 does not impact our proposed site plan. It is
our understanding that the 1-540 corridor in this area will be in a cut situation,
therefore the drainage for this property will not be affected.
Respectfully Submitted,
McKIM & CREED, P.A.
v Zee",L ???
Grant Livengood, PE
cc: Kevin Martin, Soil and Environmental Consultants
Jeff Byrd, 15, Carolina Properties
File
Attachments
1
?o

MCK &CREED
DWQ Project
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
I. PROJECT INFORMATION (please complete the following information):
Project Name : _ ' V ?_ C (tzr- r czex M &r
Contact Person: 6)aAWT Lw iaoo?? Phone Number: (`(Ici 1 z3 3-H?".I
Level Spreader ID: b,-vVjL S?'????to ?Z 1A 1
Level Spreader Length 3v ft. (perpendicular to flow)
Drainage Area la 3 7 ac. (on-site and off-site drainage to the level spreader)
Impervious Area 8':? I ac. (on-site and off-site drainage to the level spreader)
Maximum Filter StriplBuffer Slope C? % (6% for forested, leaf littler cover, 8% for thick ground cover)'
grass
Max. Discharge from a 10 Year Storm r 1 2 3 cfs
Max. Discharge to Level Spreader 2, I cfs i 5 ?,,1
Filter StriplBuffer Vegetation ?<,,; :: (? ,, r, (thick ground cover or grass, canopied forest with leaf litter
°?j z i5 groundcover)
Pre-treatment or Bypass Method %, ?? .? S
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants Initials
C=+?L?- Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
j Pre-Form Scour Holes are on flat slopes only
C-+'^ L No structures are located in protected buffers'
If bypass method specified in the Draft Level Spreader Design Option Document:
?'t Bypass method is specified (if applicable) and plan details and calculations are provided
C?,??i Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
C-.?, No structures are located in protected buffers.
/'-M? Plan details for the bypass and outlets are provided.
G-.n ? The operation and maintenance agreement includes annual erosion and vegetation repair.
Cl?i- The operation and maintenance agreement signed and notarized by the responsible party is provided.
' Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
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pG ?Rw 0 S50R??yP?E?6?
DWQ Project
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name:
Contact Person: (,ct.?rr? L ,v wc?,?a) Phone Number: (4r ") s
Level Spreader ID:. Lam" v L S FZ a71?-Dc r iA 2
Level Spreader Length S .V ft.
Drainage Area `t.ac.
Impervious Area 17, c:o ac.
Maximum Filter Strip/Buffer Slope R) %
grass
(perpendicular to flow)
(on-site and off-site drainage to the level spreader)
(on-site and off-site drainage to the level spreader)
(6% for forested, leaf littler cover, 8% for thick ground cover)'
Max. Discharge from a 10 Year Storm Z4-. L. cfs
Max. Discharge to Level Spreader 4.1 cfs ?
Filter Strip/Buffer Vegetation TON,? yrc s
Pre-treatment or Bypass Method ?3y ?? 4 s S
II. REQUIRED ITEMS CHECKLIST
Sit .= an
(thick ground cover or grass, canopied forest with leaf litter
groundcover)
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants Initials
6-11-L Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
N) A Pre-Form Scour Holes are on flat slopes only
(_ )N%L- No structures are located in protected buffers'
If bypass method specified in the Draft Level Spreader Design Option Document:
t_ Bypass method is specified (if applicable) and plan details and calculations are provided
^? l Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from, the bypass
discharge.
EJ?t?L No structures are located in protected buffers.
CTr?L Plan details for the bypass and outlets are provided.
iT.a?L The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
' Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
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vim"
DWQ Project No
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name
Contact Person: Phone Number: (`+? 5 1 2 3 a-tic "r r
Level Spreader ID:. Lcvc sc'?ltf?c?: 3
Level Spreader Length 40 ft. (perpendicular to flow)
Drainage Area (1131 ac. (on-site and off-site drainage to the level spreader)
Impervious Area ;, 1 Z ac. (on-site and off-site drainage to the level spreader)
Maximum Filter Strip/Buffer Slope % (6% for forested, leaf littler cover, 8% for thick ground cover)`
grass
Max. Discharge from a 10 Year Storm i2• cfs
Max. Discharge to Level Spreader Z ri cfs
Filter Strip/Buffer Vegetation ?•?? ?,ti __1 >•? ??t. iS (thick ground cover or grass, canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method Pas S
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants Initials
Asti ?`- Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
'(A Pre-Form Scour Holes are on flat slopes only
No structures are located in protected buffers'
If bypass method specified in the Draft Level Spreader Design Option Document:
C? `tL Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
k- No structures are located in protected buffers.
(titiu- Plan details for the bypass and outlets are provided.
c I The operation and maintenance agreement includes annual erosion and vegetation repair.
C, u- The operation and maintenance agreement signed and notarized by the responsible party is provided.
' Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
o ? 6 tip05
FE Ka?? R6?'cN
?`S w,OS?pn
DWQ Project No
DIVISION OF WATER QUALITY • LEVEL SPREADER WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name:
Contact Person: Phone Number. (6 11 ) 2 33 l
Level Spreader ID: L? ?L C-Pao3A')2 -04
Level Spreader Length '}O ft. (perpendicular to flow)
Drainage Area r ft ac. (on-site and off-site drainage to the level spreader)
Impervious Area 4 3?, ac. (on-site and off-site drainage to the level spreader)
Maximum Filter Strip/Buffer Slope % (6% for forested, leaf littler cover, 8% for thick ground cover)'
grass
Max. Discharge from a 10 Year Storm cfs
Max. Discharge to Level Spreader L cfs t" S??^M
Filter Strip/Buffer Vegetation i,),?Y. arc s _I c >. v , I,kcs (thick ground cover or grass, canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method her, 1
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants Initials
& VIA, Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
Nj t Pre-Form Scour Holes are on flat slopes only
No structures are located in protected buffers'
If bypass method specified in the Draft Level Spreader Design Option Document:
G-0 L' Bypass method is specified (if applicable) and plan details and calculations are provided
G?riy Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
L?vtt Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
' Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
r ??Q
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1
05 ?,0 S.?Ow!
c;,c
vMCKUW&CREED
TO: S&EC
1 1010 Raven's Ridge Road
Raleigh, NC 27614
ATTENTION: Kevin Martin or Jessica Regan
LETTER OF TRANSMITTAL
DATE: January 17, 2005
PROJECT NO: 2655-0007 TASK NO' T-**
RE: Beaver Creek Crossings
Apex, NC
TRANSMITTAL NO: PAGE 1 OF 1
WE ARE SENDING: ? Originals ® Prints ? Shop Drawings ? Samples
? Specifications ® Calculations ? Other -
Quantity Drawing No. Rev. Description Status
1 Narrative and Calculations
2 Pond Details i

?JAIN 1

Issue Status Code: A. Preliminary B. Fabrication Only C. For Information D. Bid
E. Construction F. For Review & Comments G. For Approval H. See
Remarks
Action Status Code: 1. No Exceptions Taken 2. Make Corrections Noted 3. Other
4. Amend & Resubmit 5. Rejected - See Remarks
REMARKS:
Thank you for your help. Please let Grant Livengood or myself know if you have any questions.
Thanks!
200 MacKenon Court, Suite 200. Cary. NC 27511 919/2338091 Fax [phone]
CC:
McKIM & CREED, PA
Signed
Christoph . Se ster, RLA, ASLA
SA2655\0007\10-Comm\tr01 1705.kevin martin S&EC.doc
US Army Corps of Engineers
Attn: Ms. Jennifer Burdette
6508 Falls of the Neuse Rd., Ste. 120
Raleigh, NC 27615
RE: Nationwide Permit 39
Beaver Creek Commons Shopping Center
Apex, Wake County, North Carolina
Dear Ms. Burdette and Ms. Karoly:
<c^ ?i
.y
NC Division of Water Quality
Attn: Cyndi Karoly
2321 Crabtree Blvd. Suite 250
Raleigh, NC 27604-2260
O
Off`
On behalf of Carl Morris and E.C. Mills, Jr. (property owners), we hereby request
authorization from the US Army Corps of Engineers (USAGE) to use Nationwide Permit
39 for proposed permanent impacts to jurisdictional wetlands and a tributary of Reedy
Branch Creek resulting from the construction of a shopping center. A Pre-construction
Notification Application (PCN) is attached, which includes an Agent Authorization
Form.
The site is located north of U.S. Highway 64, west of the town of Apex, Wake County,
North Carolina. The south side of the site is a mostly undeveloped, wooded area located
in the Cape Fear River Basin. There are two single family residences on the south side.
The northern side is mostly open area of past agricultural, commercial, and/or borrow pit
activities. Please refer to the attached Figure 1 for the project's location on a USGS
topographic quadrangle.
The proposed project is a shopping center complex with access drives, parking areas, and
typical utilities (sanitary sewer, water, electric, etc.) No previously issued permits are
known to exist for the site.
Nationwide Permit 39
It has been determined by the USACE that 42 feet of the proposed impact is classified as
an important stream, while 181 feet of impact is to unimportant channel. There will also
be 0.44 acres of wetland impacts. The applicant will employ appropriate erosion and
siltation controls during construction. This project will comply with the general and
regional conditions of NWP 39.

Charlotte Office: Greensboro Office:
236 LePhillip Court, Suite C 3817-E Lawndale Drive
Concord, NC 28025 Greensboro, NC 27455
Phone: [phone] Phone: [phone]
Fax: [phone] Fax: [phone]
January 18, 2005
S&EC Project #: 02-7262.W0
January 18, 2005
S&EC Project #: 02-7626.W0
Page 2 of 2
The USACE's current policy requires applicants to avoid and minimize wetland and
stream channel impacts to the maximum extent practicable and may require
compensatory mitigation to offset unavoidable losses of waters of the US when impacts
exceed the thresholds for notification (0.10 acre) or if a discharge causes the loss of any
open waters. S&EC does not believe stream mitigation should be required by the
USACE for this project since impacts are less than 150 feet of important channel.
Wetland mitigation will be achieved by payment to the WEEP at a 1:1 ratio. A
discussion of avoidance and minimization is included in the attached PCN form.
Sincerely,
Kevin Martin
Attachments:
Pre-construction (PCN) notification forni
Agent Authorization Fornis (2)
Site Location Map-USGS (Figure 1)
Site Location Map - County Soil Survey (Figure 2)
Proposed Wetland Impact Map
Buffer determination letter from Town of Apex
Preliminary stormwater calculations and designs (DWQ only)
$475.00 application fee (DWQ only)
Office Use Only: Form Version May 2002
USACE Action ID No. DWQ No.
(If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A".)
1. Processing
Check all of the approval(s) requested for this project:
® Section 404 Permit ? Riparian or Watershed Buffer Rules
? Section 10 Permit ? Isolated Wetland Permit from DWQ
® 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) Requested: 39
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ?
4. If payment into the North Carolina Wetlands Restoration Program (NCWRP) is proposed for
mitigation of impacts (verify availability with NCWRP prior to submittal of PCN), complete
section VIII and check here:
If your project is located in any of North Carolina's twenty coastal counties (listed on page
4), and the project is within a North Carolina Division of Coastal Management Area of
Environmental Concern (see the top of page 2 for further details), check here: ?
II. Applicant Information
1. Owner/Applicant Information
Name: Carl Morris W.C. Mills, Jr
Mailing Address: 7208 Green Level Church Rd. 7001 Green Level Church Rd.
Apex NC 27523 Apex NC 27523
Telephone Number: [phone] Telephone Number:[phone]
E-mail Address:
2. Agent/Consultant Information (A signed and dated copy of the Agent Authorization letter
must be attached if the Agent has signatory authority for the owner/applicant.)
Name: Kevin Martin
Company Affiliation: Soil & Environmental Consultants. PA
Mailing Address: 11010 Raven Ridge Road
Raleigh NC 27614
Telephone Number: [phone] Fax Number: [phone]
E-mail Address: [e-mail]
Page 1 of 9
III. Project Information
Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
1. Name of project: Beaver Creek Crossings Shopping Center
2. T.I.P. Project Number or State Project Number (NCDOT Only):
3. Property Identification Number (Tax PIN):
4. Location
County: Wake Nearest Town: Apex
Subdivision name (include phase/lot number):
Directions to site (include road numbers, landmarks, etc.): Traveling west on Hwy. 64 from
Raleigh turn right on Green Level Church Road. The site is immediately on your left.
(See attached USGS map)
5. Site coordinates, if available (UTM or Lat/Long): 035° 44'55.39" N . 078° 53' 14.78" W
(Note - If project is linear, such as a road or utility line, attach a sheet that separately lists the
coordinates for each crossing of a distinct waterbody.)
6. Property size (acres): 50.572
7. Nearest body of water (stream/river/sound/ocean/lake): Reedy Branch Creek
8. River Basin: Cape Fear
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at http://112o.enr.state.ne.us/admin/maps/.)
9. Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application: The south side of the property is mostly wooded with 2
existing residences The northern side has been significantly altered historically by
agriculture commercial operations and/or borrow activities.
Page 2 of 9
10. Describe the overall project in detail, including the type of equipment to be used:
Construction of a shopping center utilizing typical heavy, grading equipment.
11. Explain the purpose of the proposed work: The purpose of the proposed work is to
construct a commercial shopping center, office space and a residential area, along with
parking and access routes to those facilities.
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued pennits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules.
Jennifer Burdette of the USACE has reviewed the delineation during a site visit with Kevin
Martin We are currently awaiting return of the delineation survey after is has been signed.
Ms Burdette also reviewed the original site plan and requested revisions to minimize
impacts to one of the wetland areas. These changes have been made.
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
No future impacts are anticipated
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. The applicant must also
provide justification for these impacts in Section VII below. All proposed impacts, pennanent
and temporary, must be listed herein, and must be clearly identifiable on an accompanying site
plan. All wetlands and waters, and all streams (intermittent and perennial) must be shown on a
delineation map, whether or not impacts are proposed to these systems. Wetland and stream
Page 3 of 9
evaluation and delineation forms should be included as appropriate. Photographs may be
included at the applicant's discretion. If this proposed impact is strictly for wetland or stream
mitigation, list and describe the impact in Section VIII below. If additional space is needed for
listing or description, please attach a separate sheet.
1. Provide a written description of the proposed impacts: The proposed construction
will impact 0.44 acres of wetlands 42 linear feet of important stream and 181 linear feet of
unimportant stream
2. Individually list wetland impacts below:
Wetland Impact
Site Number
indicate on ma)
Type of Impact* Area of
Impact
acres Located within
100-year Floodplain**
(es/no) Distance to
Nearest Stream
(linear feet)
Type of Wetland***
1 Fill 0.036 No -50' Headwater forest
2 Fill 0.022 No --300' Seep
3 Fill 0.056 No -200' Headwater
forest/seep
4 Fill 0.050 No ~50' Wet depression
5 Fill 0.263 No <10' Seep
9 Fill 0.003 No <10, Seep
10 Fill 0.010 No <10' Seep
* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: mechanized clearing, grading, fill,
excavation, flooding, ditching/drainage, etc. For dams, separately list impacts due to both structure and flooding.
** 100-Year floodplains are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps
(FIRM), or FEMA-approved local floodplain maps. Maps are available through the FEMA Map Service Center at 1-800-358-9616, or
online at http://www.fcma.go .
*** List a wctland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond,
Carolina Bay, bog, etc.) Indicate if wetland is isolated (determination of isolation to be made by USACE only).
List the total acreage (estimated) of all existing wetlands on the property: 1.31 acres
outside of Apex stream buffer (over 2.0 acres of wetland including those within Apex
stream buffer)
Total area of wetland impact proposed: 0.44 acres
3. Individually list all intermittent and perennial stream impacts below:
Stream Impact Length of Average Width Perennial or
Site Number Type of Impact* Impact Stream Name** of Stream Intermittent?
indicate on ma (linear feet) Before Impact (please secif )

6
Fill
26 ut Reedy Branch 21 Intermittent/
Creek Unimportant

7
Fill
58 ut Reedy Branch
2 Intermittent/
Creek Unimportant

8
Fill
97 ut Reedy Branch
3 Intermittent/
Creek Unimportant
Page 4 of 9
ut Reedy Branch Perennial /
11 Fill 42 Creek 3 Important
* List each impact separately and identity temporary impacts. impacts tnetuae, out are not iimitea to: curvcns and assoclawu up-iat,,
dams (separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net loss/gain),
stabilization activities (cement wall, rip-rap, crib wall, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is
proposed, plans and profiles showing the linear footprint for both the original and relocated streams must be included.
** Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed tributary) to the nearest
downstream named stream into which it flows. USGS maps are available through the USGS at 1-800-358-9616, or online at
www.u,s.gov. Several internct sites also allow direct download and printing of USGS maps (e.g., %aww.tapozono.cont,
www.mal2(lucst.com, etc.).
Cumulative impacts (linear distance in feet) to all streams on site: 42 feet of important
channel (181 ft to unimportant channel) = 223 feet (total channel impacts
4. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.) below:
Open Water Impact
Site Number
(indicate on ma
Type of Impact* Area of
Impact
(acres) Name of Waterbody
(if applicable) Type of Waterbody
(lake, pond, estuary, sound,
bay, ocean, etc.)

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: till, excavation, dredging,
flooding, drainage, bulkheads, etc.
5. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ? uplands ? stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.):
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.):
Size of watershed draining to pond: Expected pond surface area:
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
Page 5 of 9
The site plan was altered in order to preserve the highest quality wetlands and minimize
impacts A bridge crossing will be installed to span the main stream instead of creating
additional impacts by culverting the stream. In addition the parking was redesigned after
input from the USACE to reduce impacts at area 3. The wetland finger that comprises the
maiority of the impacts (area 5) cannot be avoided since it dissects the northern half of the
site and because of the commercial nature of the project Had it not been for the proposed
540 loop taking a portion of the tract it would have been easier to avoid some of the areas
of impact
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on March 9, 2000, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCWRP concurrence shall be placed on hold as
incomplete. An applicant may also choose to review the current guidelines for stream restoration
in DWQ's Draft Technical Guide for Stream Work in North Carolina, available at
http://l12o.enr.state.nc.us/newetlands/stnngide.html.
1. Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
Only 0.44 acres of wetlands and 42 linear feet of important stream are being impacted,
therefore stream mitigation should not be required The client proposes to mitigate for
unavoidable wetland impacts by payment to the NCEEP at a 1:1 ratio.
Page 6 of 9
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP). Please note it is the applicant's responsibility to contact the NCWRP at
[phone] to determine availability and to request written approval of mitigation prior
to submittal of a PCN. For additional information regarding the application process for the
NCWRP, check the NCWRP website at http://h2o.enr.state.nc.us/wrp/index.htm. If use of
the NCWRP is proposed, please check the appropriate box on page three and provide the
following information:
Amount of stream mitigation requested (linear feet): 0
Amount of buffer mitigation requested (square feet): 0
Amount of Riparian wetland mitigation requested (acres): 0.44 ac
Amount of Non-riparian wetland mitigation requested (acres): 0
Amount of Coastal wetland mitigation requested (acres): 0
IX. Environmental Documentation (required by DWQ)
Does the project involve an expenditure of public (federal/state) funds or the use of public
(federal/state) land?
Yes ? No
If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No ?
If yes, has the document review been finalized by the State Clearinghouse? If so, please attach a
copy of the NEPA or SEPA final approval letter.
Yes ? No ?
X. Proposed Impacts on Riparian and Watershed Buffers (required by DWQ)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
Page 7 of 9
Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Meuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 2B .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify )?
Yes ? No ® If you answered "yes", provide the following information:
Identify the square feet and acreage of impact to each zone of the riparian buffers. If buffer
mitigation is required calculate the required amount of mitigation by applying the buffer
multipliers.
Zone* Impact
(square feet) Multiplier Required
Miti ation
1 3
2 1.5
Total
* Zone 1 extends out 30 feet perpendicular from near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation
of Property, Conservation Easement, Riparian Buffer Restoration / Enhancement, Preservation or
Payment into the Riparian Buffer Restoration Fund). Please attach all appropriate information as
identified within 15A NCAC 2B .0242 or.0260.
XI. Stormwater (required by DWQ)
Describe impervious acreage (both existing and proposed) versus total acreage on the site.
Discuss stormwater controls proposed in order to protect surface waters and wetlands
downstream from the property.
Please see attached stormwater plans by McKim & Creed
XII. Sewage Disposal (required by DWQ)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
Treatment will occur within the existing municipal waste water system
XIII. Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H.0500) or any Buffer Rules?
Yes ? No
Is this an after-the-fact permit application?
Yes ? No
Page 8 of 9
XIV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).
Please note that there are no DWQ required buffers on-site however the stream that divides
the northern and southern parts of the project will have a 50' vegetated buffer (30'
undisturbed) with the exception of one road crossing.
c_
0
Applicant/ cigeli'd nt' Signature Date
(Agent's signature only if an authorization letter from the applicant is provided.)
Page 9 of 9
- V1 -- -YV A-,.
_,l ILI)-,

Name:
Orl,l 5
.Address:
Phone: ) doh
7YI-13
Project Name/ Description: J,x
Date: ;L0 .

The Department of the Army
U.S. Army Corps of Engineers, Wilmington District
P.O. Box 1890
Wilmington, NC 28402
Attn:
Field Office:
Re: Wetlands Related Consulting and Permitting
To Whom It May Concern:

I, the current properly owner, hereby designate and authorize Soil & Environmental Consultants, PA to
act in my behalf as my agent in the processing of permit applications, to furnish upon request
supplement?inofrmation in support of applications, etc. from this day forward. The ;Ior' day of
l '
This notification supersedes any previous correspondence concerning the agent for this project.
NOTICE: This authorization, for liability and professional courtesy reasons, is valid only for
government officials to enter the property when accompanied by S&EC staff. You should call S&EC
to arrange a site meeting prior to visiting the site.
Print Property Owner's Name Property Owner's Signature
cc: Mr. John Domey cc: Mr. Kevin C. Martin
NCDENR - DWQ Soil & Environmental Consultants, PA
2321 Crabtree Boulevard
Raleigh, NC 27604
Chadotte Office: GCeensUoto Ofticc: Hicko Officc:
236 LLPhillip Court, Suitc C 3817-E Lawndale Drive 622 Coon Mountain Lane
Concord. NC 28025 Greensboro, NC 27455 Taylorsville, NC 28681
Phone: [phone] Phone: [phone] Phone [phone]
l=ax: [phone] Fax: [phone] Fax: [phone]
WJ V U'a
uI o
Soil & Environmental Consultants, PA
11010 Raven Ridge Road a Raleigh, North Carolina 27614 - Phone: [phone] • Fax: [phone]
www.SandEC.com
AGENT AUTHORIZATION FORM
All Blanks To Be Filled In By The Current Landowner
U1/U1/ZUU4 14:4U t•AA.
0 002
Environmental Consultants, PA
Road @ Raleigh. North Camlinu 27614 • Phone: [phone] • Fax: [phone]
AGENT AUTHORIZATION FORM
All Blanks To Be Filled In By The Current Landowner
Nance: r /I ?s
L?
.Address: (r) J'•Q Q,? \ -??? V (JA \t?
Phone: C?
Project Name/ Description:
Date: ' _ 2 C
The Department of the Army
U.S. Army Corps of Engineers, Wilmington District
P.O. Box 1890
Wilmington, NC 28402
Attn:
Field Office: /.f
Re: Wetlands Related Consulting and Permitting
To Whom ft May Concern:
I, the current property owner, hereby designate and authorize Soil & Environmental Consultants, PA to
act in my behalf as my agent in the processing of permit applications, to furnish upon request
s_pplemental information In support o app ca ons, a c. om is day ad-.-The ZIs-F day of
This notification supersedes any previous correspondence concerning the agent for this project.
NOTICE: This authorization, for liability and professional courtesy reasons, is valid only for
government officials to enter the property when accompanied by S&EC staff. You should call S&EC
to arrange a site meeting prior to visiting the site.
o-o-
P.rint Property Owner's Name Property Own &s signature
cc: Mr. John Dorney cc; Mr. Kevin C. Martin
NCDENR - DWQ Soil & Environmental Consultants, PA
2321 Crabtree Boulevard
Raleigh, NC 27604
harlo,Ite Office: Gr?tnaUo o Ofticc HickorX Otiicc:
236 LcPhillip Court, Suitc C 3317-E Lawndale Drive 622 Coon Mountain Lane
Concord. NC 23025 Grccnsboro, NC 27455 Taylorsville, NC 28681
Phone_ [phone] Phone: [phone] Phone [phone]
Fax: [phone] Fax: [phone] Fax: [phone]
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Project #: Scale:
02-7262 1"=2000` Figure 1 - USGS Quad
Project
Mgr.: KM Date:
7125102 Mills Tract
First Cadina Properties
Apex, Wake Co. NC
I
NEW HILL, N. C.
. 35078-F8-TF-024
PHOTOINSPECTED 1983
1974
PHOTOREVISED 1981
DMA5255 111 NW-SERIES V842
Soil & Environmental Consultants, PA
11010 Raven Ridge Rd.- Raleigh, NC 27614
[phone] • [phone]
Web Page: www.SandEC.com
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Project Scale:
02.7262 V =1320'
Mgr.: KM 1 7125102
Figure 2 - Soil Survey
Mills Tract
First Carlina Properties
Apex, Wake Co. NC
Soil & Environmental Consultants, PA
11010 Raven Ridge Rd.- Raleigh, NC 27614
[phone].[phone]
Web Page: www.SandEC.com
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PROJECT DATA
NAME P RROACT.
QEAA(R PEEK CROS- 5 SOp NG CENTER
WEI NPM CAROLINA
a'ALOPER,
DOR/15T CARMNA AREX MAY IN LLC
513 KEWS DR, S TE 202
CARY, NORM CAROLINA 22511
HONE. [phone]
FAX. (9:9) 652-5006
ZONRk DF RRORENTY WO-CU
MEA OF TRACT.. 50572 AC
TOTAL 19 742 80 440 LEGEND
i -
LIMNS OF WETLAND
1.1 ??? `4r v IMPACTED KnAND AREA
wEnANO AREA
-.-ZZ
VICwm MAP
NOT W s
t
FIOFiTH
too' a 100' 200'
SCALE: 1'-100' (Nori2.)
Ir ?
' 4 1
1 l\
AREA11
%
6ryfE / I /
, I• 37 BUFFER
11t b?`?
AREA 12 97MCK r5 I. ? .......,.
A 4 .i"- .1 11, ? I FUnJRE
AREA
I 5k1 •,I .? ,. ` .) a I • I RFSIIIEr'IFAL /?' // ?`
•l F / 7 ' :'? ???
1 •I AREA 8J f P
i `''. I . I I ?IAQISCFN'EiL4SDi ' • ,
1AA5 +? ?? i? Z. 11 I IS ?.' .?//3V -•"j t 41 1I ??.
r
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AREA 15 -"T7
1 1 ,
,YC ` \\ ?•\,
1 - 't ?? 1 I I 1 'I\ ; II I; FXCELL
1 A I 11 J I' CELL
_ I
F FIII OFFFCF FUILME TONER
FLrrLRE ?I OFFICE ji1 ;. .. • ` - ?..
FU LM ( 1 5 1R64M AREA t6 't I,
AREA RBEAMAREA n
j /ARE1 J F?1111 R111BCM1g.=TED5R ? _L - - ? -
_ ?SIREAAfARFA fB l?
'•`• ---- .`; FROM TOP OF BFREIM BANR)
ARFA #10
MEAMAREA411 ?..?
DATE o-__ 9, 2004 • BEAVER CREEK CROSSINGS RRDA I, 2655-0007 ??-t
?+ ???+? DRAW ERA
<Vf N 1?llV1(f' t-•j?GP?1J DDR/1- CAROLINA APEX PHASE III, LLC APEX, NORTH CAROLINA DE&CIIEU ERA P?
200 ua'-h ".'i" 200 513 Keisler Drive, Suite 202 cNEPEo 6? W1-1
Cory, North Carolina 27511 ??,? NOF•th CdC011nd 27511 RRa MP O+5 Im 17- Phone [phone], Fors [phone] Cary,
AA0002667 EB0006691 Phone: [phone] WETLAND UPACT MAP
SIAIUS FOR RENEW ONLY
w %vw R•R mctmcreeecom
IMPACTED WETLAND
AREA SQUARE FOOTAGE ACRES
AREA 1 158950 am
AREA 12 955.16 022
AREA /3 2.A2818 D56
AREA i4 2,18171 050
AREA 5 1146611 763
AREA 9 161 55 003
AREA 10 46,10 .010
0
IMPACTED STREAM
AREA CLASSIFICATION SQUARE FOOTAGE LF ACRES
AREA 6 UNIMPORTANT 52 26 .001
AREA 7 UNIMPORTANT 116 58 003
AREA 8 UNIMPORTANT 194 97 004
AREA 11 IMPORTANT P/ 42 002

TOTAL '.PC*TANT
STREAM ONLY
84
42
002
TOTAL AREA IMPACTED
AREA SQUARE FOOTAGE AERES
i07A1 19,32580 0442
TH e
PEAK Of GOOD UVIPIO
August 19, 2002
Ms. Laura Gadd
Soil & Environmental Consultants, PA
11010 Raven Ridge Road
Raleigh, NC 27614
Subject: Appeal of 50 foot Water Quality Buffer Requirement
Dear Ms. Gadd,
sloam of ogfac
P. O. BOX 250
APEX. NORTH CAROLINA 27502
A U G 2 2 2002 D
I have reviewed the USGS Topographic Map ( USGS Topo) and the USDA Soil Survey
for the site located at the north west corner of the intersection of US Hwy. 64 and Green Level
Church Road The Soil Survey indicates that there are two intermittent features on the property
that would require buffers (Fig. 2), neither of which is indicated on the USGS Topo (Fig 1).
Based on the site visit that we performed on 8/01/02, I have concluded that the two features are
not buffered streams.
As we discussed, the feature to the west of the site is an'intermittent stream and will
require 50 foot buffers.
I have included copies of the Soil Survey and the USGS Topo, with the subject property
outlined, as attachments to this letter.
If you have any questions, or if I may be of further assistance, please do not hesitate to
contact me at 362-8166.
Since ,
Dan LaMontagne, PE
Environmental Programs Coordinator
Attachments
Cc: Tim Donnelly, PE = Public Works and Utilities Director
T ?? O
'S' C A.?
5
00
?Ls
L-k 351- 8ri
5f \
u \
C LLA(
a fl? O ??
fill
%--
u /' ,?rfiAe Q li (/'
N // _ _ U II
° X11
n
O
? O 0
` S
1 O 8 78
14
Project: Scale:
02.7262 2000,
t
Figure 1- USGS Quad
Project e:
Date:
Mgr.: KM 7125102 Mills Tract
First Carlina Properties
Apex, Wake Co. NC
r
E
t
t?
I?
- M
NEW HILL, N. C.
35078-F8-TF-024
PHOTOINSPECTED 1983
1974
PHOTOREVISED 1981
DMA 5255 111 NW-SERIES V842
Soil & Environmental Consultants, PA
11010 Raven Ridge Rd.- Raleigh, NC 27614
[phone] • [phone]
Web Page: www.SandEC.com
I \0
Q r
Project C sale:
02.7262 V =1320'
Project Date: Figure 2 - Soil Survey
Mgr.: KM 1125102 Mills Tract
First Carlina Properties
Apex, Wake Co. NC
Soil & Environmental Consultants, PA
11010 Raven Ridge Rd.- Raleigh, NC 27614
tiJ ?v.
[phone].[phone]
Web Page: www.SandEC.corn
,v?MCIQM&CREED
To: S&EC
110 10 Raven's Ridge Road
Raleigh, NC 27614
ATTENTION: Kevin Martin or Jessica Regan
LETTER OF TRANSMITTAL
DATE: January 17, 2005
PROJECT NO: 2655-0007 TASK NO: ****
RE: Beaver Creek Crossings
Apex, NC
TRANSMITTAL NO: PAGE 1 OF 1
WE ARE SENDING: ? Originals ® Prints ? Shop Drawings ? Samples
? Specifications ® Calculations ? Other -
Quantity Drawing No. Rev. Description Status
1 Narrative and Calculations
2 Pond Details I i

?JATI_7 200?

Issue Status Code: A. Preliminary B. Fabrication Only C. For Information D. Bid
E. Construction F. For Review & Comments G. For Approval H. See
Remarks
Action Status Code: 1. No Exceptions Taken 2. Make Corrections Noted 3. Other
4. Amend & Resubmit 5. Rejected -See Remarks
REMARKS:
Thank you for your help. Please let Grant Livengood or myself know if you have any questions.
Thanks!
200 MacKenan Court, Suite 200, Cary, NC 27511 919/233-8091 Fax [phone]
cc: McKIM & CREED,- PA
Signed
Christoph . Se ster, RLA, ASLA
S:\2655\0007\10-Comm\tr011705.kevin martin S&EC.doc
Project No. DWQ (to be provided by DWQ)
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
DWQ Stormwater Management Plan Review:
I. PROJECT INFORMATION (please complete the following information):
Project Name : G fi-itzYZ. CRZEI! C20SS r Al C
Contact Person: eAWTl.vervvoo? Pc Phone Number. ( OF ) Z33-8Cr,1
For projects with multiple basins, specify which basin this worksheet applies to: P." 0 44-1-
Basin Bottom Elevation 33 5'- ft. (average elevation of the floor of the basin)
Permanent Pool Elevation 3 ft. (elevation of the orifice invert out)
Temporary Pool Elevation 'mss 1 ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area 14)7 Ss' sq. ft. (water surface area at permanent pool elevation)
Drainage Area 10 ,31
- ac. (on-site and off-site drainage to the basin)
Impervious Area 9 .47 ac. (on-site and off-site drainage to the basin)
Permanent Pool Volume fo4 cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume '301 119 cu. ft. (volume detained on top of the permanent pool)
Forebay Volume r3,vi cu. ft.
SA/DA used (surface area to drainage area ratio)
Diameter of Orifice ?- in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual. 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
C"t - The temporary pool controls runoff from the 1 inch storm event.
Cs?tL The basin length to width ratio is greater than 3:1.
G-M,L- The basin side slopes are no steeper than 3:1.
Conf- A submerged and vegetated perimeter shelf at less than 6:1 is provided.
C-y-y Vegetation to the permanent pool elevation is specified.
CsvtIt.L An emergency drain is provided to drain the basin.
C,,-AL The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
C-1 AA V The temporary pool draws down in 2 to 5 days.
Cwt- The forebay volume is approximately equal to 20% of the total basin volume.
CAM L" Sediment storage is provided in the permanent pool.
L'i"L Access is provided for maintenance.
C,144 L A notarized site specific operation and maintenance (0&M) plan is provided.
C-1 MI- A vegetation management/mowing schedule is provided in the 0&M plan.
C-kM L Semi-annual inspections are specified in the 0&M plan.
AA L A debris check is specified in the 0&M plan to be performed after every storm event.
C\Att: A specific sediment clean-out benchmark is listed (elevation or depth) in 0&M plan.
CI1u L A responsible party is designated in the 0&M plan.
Project No. DWO (to be provided by DWO)
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
DWO Stormwater Management Plan Review:
1. PROJECT INFORMATION (please complete the following information :
Project Name : t fc AVEFV_ cye -Y_ r 20 S S I N -l
Contact Person: C?4 s l.Xv Phone Numb?r. (Qt4) 7,33-60
For projects with multiple basins, specify which basin this worksheet applies to: t z ?%31%7-
Basin Bottom Elevation
Permanent Pool Elevation
Temporary Pool Elevation
Permanent Pool Surface Area
Drainage Area
Impervious Area
Permanent Pool Volume
Temporary Pool Volume
Forebay Volume
SAIDA used
Diameter of Orifice
-3+1 ft.
'3,(6 ft.
3AI.9 ft.
12,'73 U sq. ft.
9.10 ac.
-)'70 ac.
9"71 cu. ft.
,79toS cu. ft.
to '358 cu. ft.
2•S
2 in.
(average elevation of the floor of the basin)
(elevation of the orifice invert out)
(elevation of the outlet structure invert in)
(water surface area at permanent pool elevation)
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
(combined volume of main basin and forebay)
(volume detained on top of the permanent pool)
(surface area to drainage area ratio)
(draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual. Initial in the space
provided to indicate the following design requirements have been met and supporting documentation is attached. If a requirement has
not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes a worksheet for
each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed drainage plan and a
fully executed operation and maintenance agreement An incomplete submittal package will result in a request for additional information
and will substantially delay final review and approval of the project
Applicants Initials
67?'I7 The temporary pool controls runoff from the 1 inch storm event.
&AA _ The basin length to width ratio is greater than 3:1.
C-Ikt?_ The basin side slopes are no steeper than 3:1.
CaMt- A submerged and vegetated perimeter shelf at less than 6:1 is provided.
C,jA&L, Vegetation to the permanent pool elevation is specified.
C?MI, An emergency drain is provided to. drain the basin.
L The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
C.n.nnl, The temporary pool draws down in 2 to 5 days.
C-1).&L- The forebay volume is approximately equal to 20% of the total basin volume.
Ch m4- Sediment storage is provided in the permanent pool.
r'KL Access is provided for maintenance.
C'_-%W- A notarized site specific operation and maintenance (0&M) plan is provided.
C-, Ak L_ A vegetation management/mowing schedule is provided in the O&M plan.
&AAL- Semi-annual inspections are specified in the 0&M plan.
JAG A debris check is specified in the 0&M plan to be performed after every storm event.
C-1ML_ A specific sediment clean-out benchmark is listed (elevation or depth) in 0&M plan.
-AML A responsible party is designated in the 0&M plan.
Project No.
(to be provided by DWQ)
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
DWO Stormwater Management Plan Review:
1. PROJECT INFORMATION (please complete the followinn information):
Project Name : f3G'] ` cea K- 1,1 - S - S
Contact Person: 6aArrr VG)'+L-X?y> i' a Phone Number. (4 r9) 233?dv
For projects with multiple basins, specify which basin this worksheet applies to: RJo sl3
Basin Bottom Elevation `34Z ft. (average elevation of the floor of the basin)
Permanent Pool Elevation ft. (elevation of the orifice invert out)
Temporary Pool Elevation ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area 1$ 3'3 sq. ft. (water surface area at permanent pool elevation)
Drainage Area (0.3 ac. (on-site and off-site drainage to the basin)
Impervious Area ac. (on-site and off-site drainage to the basin)
Permanent Pool Volume cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume l a 513 cu. ft. (volume detained on top of the permanent pool)
Forebay Volume 7 cu. ft.
SA/DA used 7_11 (surface area to drainage area ratio)
Diameter of Orifice Z in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual. 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, allach an explanation of why. At a minimum, a complete stormwater management plan submittal includes a worksheet for
each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed drainage plan and a
fully executed operation and maintenance agreement An incomplete submittal package will result in a request for additional information
and will substantially delay final review and approval of the project
Applicants Initials
-IML- The temporary pool controls runoff from the 1 inch storm event.
C', AA _ The basin length to width ratio is greater than 3:1.
M L The basin side slopes are no steeper than 3:1.
_A^ -
Mt- A submerged and vegetated perimeter shelf at less than 6:1 is provided.
ermanent
ool ele
ation i
s
e
if
V
t
t
d
ti
th
1
[AML p
v
p
ie
ege
a
on
o
e p
s
c
.
An emergency drain is provided to drain the basin.
L The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
The temporary pool draws down in 2 to 5 days.
C,-,,%,C The forebay volume is approximately equal to 20% of the total basin volume.
L Sediment storage is provided in the permanent pool.
C-A,kL Access is provided for maintenance.
C3ML A notarized site specific operation and maintenance (0&M) plan is provided.
GNAt, A vegetation management/mowing schedule is provided in the 0&M plan.
CaML Semi-annual inspections are specified in the 0&M plan.
C,,I`L A debris check is specified in the 0&M plan to be performed after every storm event.
GIML A specific sediment clean-out benchmark is listed (elevation or depth) in 0&M plan.
CIN1t?_ A responsible party is designated in the 0&M plan.
Project No.
(to be provided by DWQ)
DIVISION OF WATER QUALITY • 401 WET DETENTION BASIN WORKSHEET
DWO Stormwater Management Plan Review:
1. PROJECT INFORMATION (please com fete the following information)-
Project Name : -1R.f C?oSSr N6
Contact Person: 6arw,,,F (At?" Phone Number. RR
For projects with multiple basins, specify which basin this worksheet applies to: ?001)#4
Basin Bottom Elevation 3?0 ft. (average elevation of the floor of the basin)
Permanent Pool Elevation 3 ft. (elevation of the orifice invert out)
Temporary Pool Elevation ??S $ ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area 02-1 sq. ft. (water surface area at permanent pool elevation)
Drainage Area n -0 ac. (on-site and off-site drainage to the basin)
Impervious Area 4 - S9 ac. (on-site and off-site drainage to the basin)
Permanent Pool Volume ZO t' To cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume I(, ZQS cu. ft. (volume detained on top of the permanent pool)
Forebay Volume Sr 3? cu. ft.
SA/DA used 2' 9 (surface area to drainage area ratio)
Diameter of Orifice 1 • s in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual. 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
C-, e4 L The temporary pool controls runoff from the 1 inch storm event.
(a ??'l & The basin length to width ratio is greater than 3:1.
&ML The basin side slopes are no steeper than 3:1.
r', M L A submerged and vegetated perimeter shelf at less than 6:1 is provided.
aML Vegetation to the permanent pool elevation is specified.
&JA4L An emergency drain is provided to drain the basin.-
VA L, The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
&AAL The temporary pool draws down in 2 to 5 days.
GIML The forebay volume is approximately equal to 20% of the total basin volume.
?hf. Sediment storage is provided in the permanent pool.
&JAAL, Access is provided for maintenance.
&J'"t. A notarized site specific operation and maintenance (0&M) plan is provided.
1?%nnL A vegetation managementlmowing schedule is provided in the 0&M plan.
C_-)A4 Semi-annual inspections are specified in the 0&M plan.
C, 1A A debris check is specified in the 0&M plan to be performed after every storm event.
M? A specific sediment clean-out benchmark is listed (elevation or depth) in 0&M plan.
C,'" L- A responsible party is designated in the 0&M plan.
DESIGN NARRATIVE
FOR
STORMWATER MANAGEMENT,
EROSION CONTROL PERMIT
AND SUPPORTING CALCULATIONS
BEAVER CREEK CROSSINGS
Apex, North Carolina
Prepared for:
DDR / 1St Carolina Apex Phase III, LLC
523 Keisler Dr. Ste. 202
Cary, NC 27511
919-657-5005
Date: December 6, 2004
McKim & Creed Project: 02655-0007
Prepared by:
McKim & Creed
200 MacKenan Court
Cary, N.C. 27511
BEAVER CREEK COMMONS
Design Narrative
Developers Diversified Realty/ 15` Carolina Apex Phase III, LLC is proposing a mixed use
development of a retail shopping center, office space and a residential two residential
components. The site of the proposed development is comprised of approximately 130 acres of
land. The project is separated by US Hwy 64. The parcel to the north of Hwy 64 will be
classified as Phase 4 and is bound to the north and east by Green Level Church Rd. Phase 4
is bounded to the west by the future 1-540 corridor. The parcel to the south of Hwy 64 will be
classified as Phase 3 and is bound to west by Beaver Creek, to the west by Reedy Creek
Branch and to the south by the Chapel Ridge development. Both phases of this project are
located in the Town of Apex, North Carolina. The existing site areas are primarily developed
residential homes with gravel drives. The remainder of the site and the largest portion is areas
of undisturbed woods and open areas. The proposed site improvements will consist of, the
demolition of existing structures, roadway and utilities, the construction of new structures,
Internal drives, parking, utilities, and a storm water management system. The project will also
consist of a bridge that will connect the two phase across US Hwy 64.
See Attached Exhibit.
Apex US GS Map
NCDENR stream classification indicates that Beaver Creek is within the Cape Fear basin,
stream index number 16-41-(0.5), stream class WS-IV; NSW.
.1 APEX AND NCDENR DWQ
The detention ponds have been designed in accordance with NCDENR Best Management
Practices (BMP). The pond's designed length to width ratio is approximately 3:1 and includes a
fore-bay volume of 20% of the ponds overall volume. Pond side slopes are 3H to 1V, with 6H
to 1V planted littoral shelf. The littoral shelf is provided just below the control water surface
elevation. The permanent pool depths of the ponds are a minimum of 3' as designated by
NCDENR Best Management Practices. The pond will detain the 1" rainfall volume from the
contributing drainage basin. The 1" rainfall volume will draw down to the permanent pool
elevation in a period of no less than 2 days and no greater than 5 days. Storm water in excess
of the 1" rainfall volume will be contained in the pond and overflow the pond's riser structure,
discharging to the natural outfall. Draw down orifice elevation is set at permanent pool water
elevations. The pond's overflow riser structure has been set such that it will provide necessary
site runoff storage in order too reduce the post-development peak discharge of runoff at or less
than that of the pre-development rates. The emergency overflow elevation is set to safely pass
the 24-hour, 100-year storm event.
Apex and NCDENR DWQ - SA/ DA Ratios, 1" Volume and Draw Down Calculations are
presented within this report, along with the 24-hour 10 and 100-year pond water elevations that
were taken from the hydrograph summary.
Beaver Creek Crossings December 2004 Page - 1
02655-0007 Stormwater Design Narrative
.2 PRE / POST SITE DISCHARGE
In addition to the DWQ requirements the Town of Apex requires that the Storm water detention
ponds be designed such that the peak discharge from the proposed developed site does not
exceed the peak discharge from the same site prior to proposed development for the 24 hour,
10-year storm event.
.3 STORMWATER MANAGEMENT CONCLUSION
Based on the provided data, the proposed storm water management system meets all the
established NCDENR and Town of Apex requirements. The runoff discharge from the proposed
ponds will not exceed the pre-developed rate of offsite discharge. The 1" runoff volume is
detained within the ponds below the overflow riser elevations and draws down via a low flow
orifice in the required 2-5 day time. The ponds permanent pool surface area and depth is more
than that required to satisfy the TSS removal. The 24-hour 100-year storm event will safely
discharge form the pond over the overflow and allow sufficient free board between the 24-hour
100-year water elevation and the top of the pond's berm.
4. EROSION CONTROL CONSIDERATIONS
Runoff from the site will be directed to temporary sediment basins by temporary diversion
ditches. Temporary silt fence will be constructed along the low areas of the site to hinder
sediment from leaving the site. These devices will be constructed to cleanse stormwater before
entering into the low point of the site in order to eliminate sediment build up in this area.
Additional measures may be necessary during construction and will be approved by the
Engineer and Town of Apex prior to installation. Riprap outlet protection will be placed at the
end of each storm drain outlet to help eliminate erosion downstream and block and gravel inlet
protection will be placed at each catch basin/curb inlet. Calculations for the design of the
temporary sediment basins/trap and riprap dissipater are attached. All erosion control
measures are documented on the erosion control plan and detail sheet.
5. MAINTENANCE CONSIDERATIONS
Contractors shall be responsible for periodic inspection and maintenance of all indicated
erosion control devices. In addition, inspection and any necessary maintenance will be required
immediately following any significant storm event. Any measure that fails to function as
intended shall be repaired immediately. Upon completion of construction, the property owner
shall be responsible for site maintenance.
6. DRAINAGE CALCULATION
A complete set of calculations for the stormwater drainage is attached.
0.00' Wl I I 1 P78' 54'0'00' WI I 1 1 p78' 53'0.00" W I I I I
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91 W
78. 55'10.00' W I I I b78. 54' 0.00' W I I I b78' 53' 0.00" VV I I I ,
Name: NEW HILL Location: 035° 44'41.55" N 078° 53'37.29" W
Date: 1217/2004 Caption: Beaver Creek Crossings
Scale: 1 inch equals 2000 feet Wake County
Apex, NC
WATER QUALITY POND CALCULATIONS
Stormwater Pond #1
Project Name
Beaver Creek Crossings
Project Number
02655-0001
Date
24-Nov-04
3rd revision
2nd revision
1 st revision
Water Quality Pond Drainage Area Data
Project Beaver Creek Crossings
Project No. 02655-0001
Date 24-Nov-04
Total site area 451,557 square feet = 10.37 acres
Dra inage area to and Other Drai nage Area

Impervious areas Existing
s Proposed
s Change
s Existing
s Proposed
s
On-site buildings 0 0 0 0 0
On-site streets 0 0 0 0 0
On-site parking 0 0 0 0 0
On-site sidewalks 0 0 0 0 0
Other on-site 14,727 383,823 369,096 0 0
Total off-site impervious 0 0 0 0 0
Total Impervious 14,727 383,823 369,096 0 0
Dra inage area to and Other Drai nage Area

Non-impervious areas Existing
s Proposed
s Change
s Existing
s Proposed
s
On-site grass/landscape 0 0 0 0 0
On-site woods 0 0 0 0 0
Other undeveloped 436,830 67,734 -369,096 0 0
Total off-site non-impervious 0 0 0 0 0
Total non-impervious 436,830 67,734 -369,096 0 0
Total Drainage Area 451,557 451,557 0 0 0
Percent impervious 3.3 85.0 '81.7 0.0 n/a
Notes:
Prelim-Water Quality Pond-1 Calcs.xls
Site Drainage Area Data Page 2 of 15 Printed 117/2005 3:41 PM
Water Quality Pond Surface Area Calculations
Project
Project No
Date
Beaver Creek Crossings
02655-0001
24-Nov-04
Total on-site drainage area to pond 451,557 square feet
Total impervious area in drainage area 383,823 square feet
Average water depth of basin at normal pool 8.0 feet
Location of site Apex
Site region Piedmont
% Impervious cover 85.0 percent
If the site is in a coastal area, will a vegetative filter be used? n/a
Surface Area/Drainage Area Ratios:
For a site in the Piedmont 1.7 percent
For a site in a Coastal County w/ Vegetative Filter 1.7 percent
For a site in a Coastal County w/out Vegetative Filter 3.1 percent
Required surface area of pond:
For a site in the Piedmont 7,750.0 square feet
For a site in a Coastal County w/ Vegetative Filter 7,460.0 square feet
For a site in a Coastal County w/out Vegetative Filter 13,780.0 square feet
Notes:
Prelim _Water Quality Pond-1 Calcs.xls
Pond Surface Area Calcs Page 3 of 15 Printed 117/2005 3:41 PM
Water Quality Pond Stormwater Runoff Volume Calculations
Project Beaver Creek Crossings
Project No. 02655-0001
Date 24-Nov-04
Drainage area
Impervious area
Rainfall depth
Percent Impervious
451,557 square feet
383,823 square feet
1.00 inches

85.0 percent
R(v)=0.05+0.009*(Percent impervious)
Runoff coefficient - R(v) 0.82 in/in
Runoff volume=(Design rainfall)*(R(v))*(Drainage area)
Runoff volume 4668.2 <cubic feet
Notes:
Prelim-Water Quality Pond-1 Calcs.xls
Runoff Volume Calcs Page 4 of 15 Printed 117/2005 3:41 PM
Water Quality Pond Volume Calculations
Stage-Storage Data for Pond-#1
Project Beaver Creek Crossings
Project No. 02655-0001
Date 24-Nov-04

Contour ID
Stage
Area
[s q. ft.
Area
acres Incremental
Area
s . ft. Incremental
Area
acres Incremental
volume
cu. ft Incremental
volume
acre-ft Cumulative
volume
cu. ft Cumulative
volume
acre-ft
335 0 3,086.0 0.071 3,086.0 0.1 0.0 0.0 0.0 0.0
336 1 4,260.0 0.098 1,174.0 0.03 3,673.0 0.1 3,673.0 0.1
337 2 5,317.0 0.122 1,057.0 0.02 4,788.5 0.1 8,461.5 0.2
338 3 6,554.0 0.150 1,237.0 0.03 5,935.5 0.1 14,397.0 0.2
339 4 7,782.0 0.179 1,228.0 0.03 7,168.0 0.2 21,565.0 0.3
340 5 9100.0 0.209 1,318.0 0.03 8,441.0 0.2 30,006.0 0.4
341 6 10 380.0 0.238 1,280.0 0.03 9,740.0 0.2 39,746.0 0.4
342 7 11,741.0 0.270 1,361.0 0.03 11,060.5 0.3 50,806.5 0.5
343 8 14,755.0 0.339 3,014.0 0.07 13,248.0 0.3 64,054.5 0.6

Prelim-Water Quality Pond-1 Calcs.xls
Pond Stage-Storage <Perm. Pool Page 5 of 15 Printed 1/7/2005 3:41 PM
Water Quality Pond Volume Calculations
Stage-Storage Data for Pond
Project Beaver Creek Crossings
Project No. 02655-0001
Date 24-Nov-04

Contour ID
Stage
Area
(s q. ft.
Area
acres Incremental
Area
[s q. ft. Incremental
Area
acres Incremental
volume
cu. ft Incremental
volume
acre-ft Cumulative
volume
cu. ft Cumulative
volume
acre-ft
344 0 16,231.0 0.373 16,231.0 0.4 0.0 0.0 0.0 0.0
345 1 17,993.0 0.413 1,762.0 0.0 17,112.0 0.4 17,112.0 0.4
345.7 1.7 19,171.0 0.440 1,178.0 0.0 13,007.4 0.3 30,119.4 0.7
346 2 19,550.0 0.449 379.0 0.0 5,808.2 0.1 35,927.6 0.4
347 3 21,248.0 0.488 1,698.0 0.0 20,399.0 0.5 56,326.6 0.6

Prelim Water Quality Pond-1 Calcs.xls
Stage-Storage>Perm. Pool Page 6 of 15 Printed 1/712005 3:41 PM
Water Quality Basin Dewatering Time Calculations
Project
Project No
Date
Beaver Creek Crossings
02655-0001
24-Nov-04
Maximum surface area of basin 19,171.0 square feet
Maximum head of water above dewatering hole 1.7 feet
Orifice coefficient 0.90
Diameter of each hole 2.0 inches
Number of holes 1
Cross sectional area of each hole = 0.022 square feet
Cross sectional area of each hole = 3.1 square inches
Cross sectional area of dewatering hole(s) = 0.022 square feet
Cross sectional area of dewatering hole(s) = 3.1 square inches
Dewatering time for basin = 88.1 hours
Dewatering time for basin = 3.7 days
Calculations based on NC Sediment and Erosion Control Manual
Page 8.07.8
Notes:
SAMA Ratio for Permanent Pool Sizing for 85% Removal in the Piedmont
% Impervious Permanent Pool Depth
Cover 3.0 4.0 5.0 6.0 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
SAIDA Ratio for Permanent Pool Sizino for 85% Removal in Coastal Counties (so' Venetatari Filtar Ranniraril
% Impervious Permanent Pool Depth
Cover 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0 7.5
10 0.9 0.8 0.7 0.6 0.5 0.0 0.0 0.0 0.0 0.0
20 1.7 1.3 1.2 1.1 1.0 0.9 0.8 0.7 0.6 0.5
30 2.5 2.2 1.9 1.8 1.6 1.5 1.3 1.2 1.0 0.9
40 3.4 3.0 2.6 2.4 2.1 1.9 1.6 1.4 1.1 1.0
50 4.2 3.7 3.3 3.0 2.7 2.4 2.1 1.8 1.5 1.3
60 5.0 4.5 3.8 3.5 3.2 2.9 2.6 2.3 2.0 1.6
70 6.0 5.2 4.5 4.1 3.7 3.3 2.9 2.5 2.1 1.8
80 6.8 6.0 5.2 4.7 4.2 3.7 3.2 2.7 2.2 2.0
90 7.5 6.5 5.8 5.3 4.8 4.3 3.8 3.3 2.8 1.3
100 8.2 7.4 6.8 6.2 5.6 5.0 4.4 3.8 3.2 2.6
SAIDA Ratio for Permanent Pool Sizino for 9001 Removal in Cnastal Cnnntiac itJn Vanafafari i=iltar Ran??ireal
% Impervious Permanent Pool Depth
Cover 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0 7.5
10 1.3 1.0 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1
20 2.4 2.0 1.8 1.7 1.5 1.4 1.2 1.0 0.9 0.6
30 3.5 3.0 2.7 2.5 2.2 1.9 1.6 1.3 1.1 0.8
40 4.5 4.0 3.5 3.1 2.8 2.5 2.1 1.8 1.4 1.1
50 5.6 5.0 4.3 3.9 3.5 3.1 2.7 2.3 1.9 1.5
60 7.0 6.0 5.3 4.8 4.3 3.9 3.4 2.9 2.4 1.9
70 8.1 7.0 6.0 5.5 5.0 4.5 3.9 3.4 2.9 2.3
80 9.4 8.0 7.0 6.4 5.7 5.2 4.6 4.0 3.4 2.8
90 10.7 9.0 7.9 7.2 6.5 5.9 5.2 4.6 3.9 3.3
100 12.0 10.0 8.8 8.1 7.3 6.6 5.8 5.1 4.3 3.6
WET DETENTION BASIN #1 OPERATION AND MAINTENANCE AGREEMENT
Beaver Creek Crossings
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter or level spreader if one is provided.
Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed
of in an appropriate manner and shall be handled in a manner that will not adversely impact water quality
(i.e. stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 337.00 feet in the main pond, the sediment shall be removed.
[For stormwater wetlands: 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 337.00 feet in the forebay [and micro-pool], the sediment shall be
removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation 343.00
Sediment moval E1.337.0 75%
--------------*-- ----Sediment _Removal _E_I_evation _337.00
Bottom'E vation 335.001 2610
FOREBAY 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.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
7. All components of the wet detention basin system shall be maintained in good working order.
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: 0,9A) OI.[. L RADal i F=
Title: MAAJ A G6P-,
Address: aZ.3 wE1.6Cc 2 !.?leIVa , Q'kP-Y? IN e a?? !/ ,Sri-ao2
Phone: 41 Q. ?a57, 500Signatu

Date: 1-11a - Or
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 Public for the State of'-4m;? dgAt&?
County of WQ_ , do hereby certify that.
-r-l,
personally appeared before me this day of 07005 and acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and
official seal,
elf PEA A- IFG-
??' ?pTAq? ?
r
-46,00 1
SEAL
My commission expires
Page 2 of 2
SEDCAD 4 for Windows
r "inhe IGOR P-i. 1 RZ'K-h
Beaver Creek Crossings
Pond #1
10-yr Pre Existing
GML
McKim & Creed, P.A.
200 MacKenan Ct.
Cary, NC 27511
Filename: BeaverCreekX.sc4 Printed 01-13-2005
SEDCAD 4 for Windows
!`-,,inhf 1OOR P.-I. I Crhwah
2
Genera/ Information
Storm Information;
Storm Type: NRCS Type II
Design Storm: 10 yr - 24 hr
Rainfall Depth: 5.380 inches
Filename: BeaverCreekX.sc4 Printed 01-13-2005
SEDCAD 4 for Windows
r-,,inhl 1QQA P-1. 1 '-,h-.h
Structure Networking;
Type Stru (flows Stru Musk. K Musk. X
# into) # (hrs) Description
Null #1 =_> End 1 0.000 0.000 Existing
#1
Null
Filename: BeaverCreekX.sc4 Printed 01-13-2005
SEDCAD 4 for Windows
(`nnrcinh1100N Pamnl? I Crh-h
Structure Summary;
Immediate Total Peak Total
Contributing Contributing Discharge Runoff
Area Area Volume
(ac) (ac) (ds) (ac-ft)
#1 10.370 10.370 29.34 2.31
Filename: BeaverCreekX.sc4 Printed 01-13-2005
SEDCAD 4 for Windows
(`-,,inh11OOA P-1a I Crhw.h
6
Subwatershed Hydrology Detail:

Stru SWS
SWS Area Time of Musk K Curve Peak Runoff
Conc Musk X UHS Discharge Volume
# (ac) (hrs) (hrs) Number (cfs) (ac-ft)
#1 1 10.370 0.080 0.000 0.000 74.000 M 29.34 2.308
10.370 29.34 2.308
Filename: BeaverCreekX.sc4 Printed 01-13-2005
SEDCAD 4 for Windows
r--inhf 1 ooR P-i. i z,h,..h
Beaver Creek Crossings
Pond #1
10-Yr Post Development
GML
Filename: Pond 1-10yrPost.sc4 Printed 01-14-2005
SEDCAD 4 for Windows
r-,,inhf IGOR 0-1. 1 C,hw.h
Genera/ Information
Storm Information;
Storm Type: NRCS Type I
Design Storm: 10 yr - 24 hr
Rainfall Depth: 5.380 inches
Filename: Pond 1-10yrPost.sc4 Printed 01-14-2005
SEDCAD 4 for Windows
+ooa P-m. i c„ti,..nK
Structure Networking;
Type Stru (Flows Stru Musk. K Musk. X Description
# into) # (hrs)
Pond #1 ==> End 0.000 0.0001
#1
Pond
Filename: Pond 1-10yrPost.sc4 Printed 01-14-2005
SEDCAD 4 for Windows
r'-, inhf IGOR P-1. 1 Rrh-.h
4
Structure Summary;
Immediate Total Peak Total
Contributing Contributing Discharge Runoff
Area Area Volume
(ac) (ac) (cfs) (ac-ft)
In 22.29 3.86
#1 10.370 10.370
Out 17.23 3.14
Filename: Pond 1-10yrPost.sc4 Printed 01-14-2005
SEDCAD 4 for Windows
r-...inhf 10QA P-1. I Ghunh
5
Structure Detail.,
Structure #1 (Pond)
Pond Inputs:
Initial Pool Elev: 343.00
Initial Pool: 1.47 ac-ft
Perforated Riser
Riser Riser Height Barrel Barrel Barrel Slope Number of
'
Diameter (ft) Diameter Length (ft) (oho) s n Spillway Elev Holes per
Manning
(in) (in) Elev
36.00 10.70 18.00 90.00 0.50 0.0130 345.70 1
Pond Results:
Peak Elevation: 346.39
Dewater Time: 5.03 days
Dewatering time is calculated from peak stage to lowest spillway
Elevation-Capacity-Discharge Table

Elevation Area

(ac) Capacity

(ac-ft) Discharge

(cfs) Dewater
Time
(hrs)
335.00 0.071 0.000 0.000
335.50 0.084 0.039 0.000
336.00 0.098 0.084 0.000
336.50 0.110 0.136 0.000
337.00 0.122 0.194 0.000
337.50 0.136 0.258 0.000
338.00 0.150 0.330 0.000
338.50 0.164 0.408 0.000
339.00 0.179 0.494 0.000
339.50 0.194 0.587 0.000
340.00 0.209 0.688 0.000
340.50 0.223 0.796 0.000
341.00 0.238 0.911 0.000
341.50 0.254 1.034 0.000
342.00 0.270 1.165 0.000
342.50 0.304 1.308 0.000
343.00 0.339 1.469 0.000 Low hole SPW #1
343.50 0.356 1.642 0.074 28.29*
Filename: Pond 1-10yrPost.sc4 Printed 01-14-2005
SEDCAD 4 for Windows
f'-,,inh/ loon 0-1. 1 Ghumh

Elevation Area

(ac) Capacity

(ac-ft) Discharge

(cfs) Dewater
Time
(hrs)
344.00 0.373 1.825 0.105 20.99*
344.50 0.393 2.016 0.129 18.00*
345.00 0.413 2.217 0.149 16.41*
345.50 0.431 2.428 0.166 16.25
345.70 0.438 2.515 0.173 6.20 Spillway #1
346.00 0.449 2.648 4.801 13.70
346.39 0.464 2.825 17.230 0.85 Peak Stage
346.50 0.468 2.878 20.905
346.75 0.478 2.996 24.343
347.00 0.488 3.117 24.591
*Designates time(s) to dewater ha ve been extrapolated beyond the 50 hour hydrograph limit.
Detailed Discharge Table

Elevation

Perf. Riser (cfs) Combined
Total

Discharge
(cfs)
335.00 0.000 0.000
335.50 0.000 0.000
336.00 0.000 0.000
336.50 0.000 0.000
337.00 0.000 0.000
337.50 0.000 0.000
338.00 0.000 0.000
338.50 0.000 0.000
339.00 0.000 0.000
339.50 0.000 0.000
340.00 0.000 0.000
340.50 0.000 0.000
341.00 0.000 0.000
341.50 0.000 0.000
342.00 0.000 0.000
342.50 0.000 0.000
343.00 2.00>0.000 0.000
343.50 0.074 0.074
344.00 0.105 0.105
344.50 0.129 0.129
345.00 0.149 0.149
345.50 0.166 0.166
345.70 0.173 0.173
Filename: Pond 1-10yrPost.sc4 Printed 01-14-2005
SEDCAD 4 for Windows
r-...inht +ooa o.-I. i c,h,.,,h
Combined
Total
Elevation Perf. Riser (cfs)
Discharge
(cfs)
346.00 4.801 4.801
346.50 20.905 20.905
346.75 24.343 24.343
347.00 24.591 24.591
Filename: Pond 1-10yrPost.sc4 Printed 01-14-2005
SEDCAD 4 for Windows
Cnnvrinhf IQQA Domino I Srhwoh
Subwatershed Hydrology Detail:
Time of Peak Runoff
Stru SWS SWS Area Musk K Curve
Conc Musk X UHS Discharge Volume
# # (ac) (hrs) (hrs) Number (cfs) (ac-ft)
#1 1 10.370 0.080 0.000 0.000 92.000 M 22.29 3.855
10.370 22.29 3.855
Filename: Pond 1-10yrPost.sc4 Printed 01-14-2005
WATER QUALITY POND CALCULATIONS
Stormwater Pond #2
Project Name
Beaver Creek Crossings
Project Number
02655-0001
Date
12-Nov-04
3rd revision
2nd revision
1 st revision
Water Quality Pond Drainage Area Data
Project Beaver Creek Crossings
Project No. 02655-0001
Date 12-Nov-04
Total site area 405,105 square feet = 9.30 acres
Dra inage area to and Other Drai nage Area

Impervious areas Existing
s Proposed
s Change
s Existing
s Proposed
s
On-site buildings 0 0 0 0 0
On-site streets 0 0 0 0 0
On-site parking 0 0 0 0 0
On-site sidewalks 0 0 0 0 0
Other on-site 30,454 344,339 313,885 0 0
Total off-site impervious 0 0 0 0 0
Total Impervious 30,454 344,339 313,885 0 0
Dra inage area to and Other Drai nage Area

Non-impervious areas Existing
s Proposed
s Change
s Existing
s Proposed
s
On-site grass/landscape 0 0 0 0 0
On-site woods 0 0 0 0 0
Other undeveloped 374,651 60,766 -313,885 0 0
Total off-site non-impervious 0 0 0 0 0
Total non-impervious 374,651 60,766 -313,885 0 0
Total Drainage Area 405,105 405,105 -1 0 0
Percent impervious 7.5 85.0 77.5 0.0 n/a
Notes:
Prelim-Water Quality Pond-2 Calcs.xls
Site Drainage Area Data Page 2 of 15 Printed 1/7/2005 4:46 PM
Water Quality Pond Surface Area Calculations
Project Beaver Creek Crossings
Project No. 02655-0001
Date 12-Nov-04
Total on-site drainage area to pond 405,105 square feet
Total impervious area in drainage area 344,339 square feet
Average water depth of basin at normal pool 7.0 feet
Location of site
Site region
% Impervious cover
Apex
Piedmont
85.0 percent
If the site is in a coastal area, will a vegetative filter be used?
n/a
Surface Area/Drainage Area Ratios:
For a site in the Piedmont 2.0 percent
For a site in a Coastal County w/ Vegetative Filter 2.5 percent
For a site in a Coastal County w/out Vegetative Filter 3.7 percent
Required surface area of pond:
For a site in the Piedmont 8,050.0 square feet
For a site in a Coastal County w/ Vegetative Filter 10,130.0 square feet
For a site in a Coastal County w/out Vegetative Filter 14,790.0 square feet
Notes:
Prelim-Water Quality Pond-2 Calcs.xls
Pond Surface Area Calcs Page 3 of 15 Printed 117/2005 4:46 PM
Water Quality Pond Stormwater Runoff Volume Calculations
Project Beaver Creek Crossings
Project No. 02655-0001
Date 12-Nov-04
Drainage area
Impervious area
Rainfall depth
Percent Impervious
405,105 square feet
344,339 square feet
1.00 inches

85.0 percent
R(v)=0.05+0.009*(Percent impervious)
Runoff coefficient - R(v) 0.82
in/in
Runoff volume=(Design rainfall)*(R(v))*(Drainage area)
Runoff volume 27,513.4 cubic feet
Notes:
Prelim _Water Quality Pond-2 Calcs.xls
Runoff Volume Calcs Page 4 of 15 Printed 1/7/2005 4:46 PM
Water Quality Pond Volume Calculations
Stage-Storage Data for Pond
Project Beaver Creek Crossings
Project No. 02655-0001
Date 12-Nov-04

Contour ID
Stage
Area
[s q. ft.
Area
acres Incremental
Area
[s q. ft. Incremental
Area
acres Incremental
volume
cu. ft Incremental
volume
acre-ft Cumulative
volume
cu. ft Cumulative
volume
acre-ft
341 0 2,695.0 0.062 2,695.0 0.1 0.0 0.0 0.0 0.0
342 1 3,633.0 0.083 938.0 0.0 3,164.0 0.1 3,164.0 0.1
343 2 4,687.0 0.108 1,054.0 0.0 4,160.0 0.1 7,324.0 0.2
344 3 5,824.0 0.134 1,137.0 0.0 5,255.5 0.1 12,579.5 0.2
345 4 7,042.0 0.162 1,218.0 0.0 6,433.0 0.1 19,012.5 0.3
346 5 8,343.0 0.192 1,301.0 0.0 7,692.5 0.2 26,705.0 0.3
347 6 9,726.0 0.223 1,383.0 0.0 9,034.5 0.2 35,739.5 0.4
348 7 12,736.0 0.292 3,010.0 0.1 11,231.0 0.3 46 970.5 0.5

Prelim Water Quality Pond-2 Calcs.xls
Pond Stage-Storage<Perm. Pool Page 5 of 15 Printed 1/7/2005 4:46 PM
Water Quality Pond Volume Calculations
Stage-Storage Data for Pond
Project Beaver Creek Crossings
Project No. 02655-0001
Date 12-Nov-04

Contour ID
Stage
Area
(s q. ft.
Area
acres Incremental
Area
[s q. ft. Incremental
Area
acres Incremental
volume
cu. ft Incremental
volume
acre-ft Cumulative
volume
cu. ft Cumulative
volume
acre-ft
348 0 12,736.0 0.292 12,736.0 0.3 0.0 0.0 0.0 0.0
349 1 14,363.0 0.330 1,627.0 0.0 13,549.5 0.3 13,549.5 0.3
349.95 1.95 15,985.0 0.367 1,622.0 0.0 14,415.3 0.3 27,964.8 0.6
350 2 16,073.0 0.369 88.0 0.0 801.5 0.0 28,766.3 0.3
351 3 17,864.0 0.410 1,791.0 0.0 16,968.5 0.4 45,734.8 0.4
352 4 20,205.0 0.464 2,341.0 0.1 19,034.5 0.4 64,769.3 0.8

Prelim Water Quality Pond-2 Calcs.xls
Stage-Storage>Perm. Pool Page 6 of 15 Printed 117/2005 4:46 PM
Water Quality Basin Dewatering Time Calculations
Project Beaver Creek Crossings
Project No. 02655-0001.
Date 12-Nov-04
Maximum surface area of basin 15,985.0 square feet
Maximum head of water above dewatering hole 2.0 feet
Orifice coefficient 0.90
Diameter of each hole 2.0 inches
Number of holes 1

Cross sectional area of each hole = 0.022 square feet
Cross sectional area of each hole = 3.1 square inches

Cross sectional area of dewatering hole(s) = 0.022 square feet
Cross sectional area of dewatering hole(s) = 3.1 square inches
Dewatering time for basin = 78.7 hours
Dewatering time for basin = 3.3 days
Calculations based on NC Sediment and Erosion Control Manual
Page 8.07.8
Notes:
SA/DA Ratio for Permanent Pool Sizinn for 85% Removal in the Piedmont
% Impervious Permanent Pool Depth
Cover 3.0 4.0 5.0 6.0 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
SAIDA Ratio for Permanent Pool Sizing for 85% Removal in Coastal Counties (30' Vegetated Filter Required)
Impervious Permanent Pool Depth
Cover 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0 7.5
10 0.9 0.8 0.7 0.6 0.5 0.0 0.0 0.0 0.0 0.0
20 1.7 1.3 1.2 1.1 1.0 0.9 0.8 0.7 0.6 0.5
30 2.5 2.2 1.9 1.8 1.6 1.5 1.3 1.2 1.0 0.9
40 3.4 3.0 2.6 2.4 2.1 1.9 1.6 1.4 1.1 1.0
50 4.2 3.7 3.3 3.0 2.7 2.4 2.1 1.8 1.5 1.3
60 5.0 4.5 3.8 3.5 3.2 2.9 2.6 2.3 2.0 1.6
70 6.0 5.2 4.5 4.1 3.7 3.3 2.9 2.5 2.1 1.8
80 6.8 6.0 5.2 4.7 4.2 3.7 3.2 2.7 2.2 2.0
90 7.5 6.5 5.8 5.3 4.8 4.3 3.8 3.3 2.8 1.3
100 8.2 7.4 6.8 6.2 5.6 5.0 4.4 3.8 3.2 2.6
SAIDA Ratio for Permanent Pool Sizing for 90% Removal in Coastal Counties (No Vegetated Filter Required)
% Impervious Permanent Pool Depth
Cover 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0 7.5
10 1.3 1.0 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1
20 2.4 2.0 1.8 1.7 1.5 1.4 1.2 1.0 0.9 0.6
30 3.5 3.0 2.7 2.5 2.2 1.9 1.6 1.3 1.1 0.8
40 4.5 4.0 3.5 3.1 2.8 2.5 2.1 1.8 1.4 1.1
50 5.6 5.0 4.3 3.9 3.5 3.1 2.7 2.3 1.9 1.5
60 7.0 6.0 5.3 4.8 4.3 3.9 3.4 2.9 2.4 1.9
70 8.1 7.0 6.0 5.5 5.0 4.5 3.9 3.4 2.9 2.3
80 9.4 8.0 7.0 6.4 5.7 5.2 4.6 4.0 3.4 2.8
90 10.7 9.0 7.9 7.2 6.5 5.9 5.2 4.6 3.9 3.3
100 12.0 10.0 8.8 8.1 7.3 6.6 5.8 5.1 4.3 3.6
WET DETENTION BASIN #2 OPERATION AND MAINTENANCE AGREEMENT
Beaver Creek Crossings
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter or level spreader if one is provided.
Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed
of in an appropriate manner and shall be handled in a manner that will not adversely impact water quality
(i.e. stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 342.75 feet in the main pond, the sediment shall be removed.
[For stormwater wetlands: 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 342.75 feet in the forebay [and micro-pool], the sediment shall be
removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation 348.00
Sediment moval E1.342.7 75/o
-------------- -- o Sediment Removal Elevation 342.75 7
------------ -------- L....
:Z51110 0 ----------
E vation 341.0 -- -- -- - -
FOREBAY 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.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
7. All components of the wet detention basin system shall be maintained in good working order.
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: C OMJQ-1-. L ?f?DCI.I JGF
Title: A A) A 4 E IZ
Address: JEA5 S?.2r?eIvc, C`A-P-y IBC' a75I l , s7r•AOA
Phon
Signe
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.
1, Q. , a Notary Public for the State of `n/F.Cfi
County of Y.l A4A!G. , do hereby certify that dA? ae,
personally appeared before me this 1 D-day of , j nS, and acknowledge the due
17
execution of the forgoing wet [wetland] detention ba n maintenance requirements. Witness my hand and
official seal.

?UBL?G V.
COU
SEAL
My commission expires 11,4 - /g 7
Page 2 of 2
SEDCAD 4 for Windows
1
Beaver Creek Crossings
Pond #2
10-Yr Pre-Existing
GML
McKim & Creed, P.A.
200 MacKenan Ct.
Cary, NC 27511
Phone: [phone]
Filename: Printed 01-13-2005
SEDCAD 4 for Windows
Cnrn.ri..hf I DOR D.-I. 1 Crh,uoh
Genera/ Information
Storm Information;
Storm Type: NRCS Type II
Design Storm: 10 yr - 24 hr
Rainfall Depth: 5.380 inches
Filename: Pond #2-10yr-Pre.sc4 Printed 01-13-2005
SEDCAD 4 for Windows
rnrn,rinhr 1QQH D-I. I Srhunh
Structure Networking;
Type Stru (Flows Stru Musk. K Musk. X
# into) # (hrs) Description
Null #1 ==> End 0.000 0.000 Existing
#1
Null
Filename: Pond #2-10yr-Pre.sc4 Printed 01-13-2005
SEDCAD 4 for Windows
r--inhl 100N 0-1. 1 Gh.uoh
Structure Summary;
Immediate Total Peak Total
Contributing Contributing Discharge Runoff
Area Area Volume
(ac) (ac) (cfs) (ac-ft)
#1 9.300 9.300 26.31 2.07
Filename: Pond #2-10yr-Pre.sc4 Printed 01-13-2005
SEDCAD 4 for Windows
f -,,inhf 1aaR P-i. i Srh..nh
Sub watershed Hydrology Detail:
Time of Peak Runoff
Stru SWS SWS Area Conc Musk K Curve
Musk X UNS Discharge Volume
# # (ac) (hrs) (hrs) Number (cfs) (ac-ft)
# 1 1 9.300 0.080 0.000 0.000 74.000 M 26.31 2.070
E 9.300 26.31 2.070
Filename: Pond #2-10yr-Pre.sc4 Printed 01-13-2005
SEDCAD 4 for Windows
r- inh} S OON P-1. 1 Ghunh
Beaver Creek Crossings
Pond #2
10-Yr Post Development
GML
Filename: Pond2-10yr-Post.sc4 Printed 01-14-2005
SEDCAD 4 for Windows
Cnnvrinhl 1006 P-i. I z,h-.K
Genera/ Information
Storm Information;
Storm Type: NRCS Type II
Design Storm: 10 yr - 24 hr
Rainfall Depth: 5.380 inches
Filename: Pond2-10yr-Post.sc4 Printed 01-14-2005
SEDCAD 4 for Windows
r--;A he ioOA a-i. i
Structure Networking:
Type Stru (Flows Stru Musk. K Musk. X Description
# into) # (hrs)
Pond #1 ==> End 0.000 0.000 I Pond 2
Pond
Filename: Pond2-10yr-Post.sc4 Printed 01-14-2005
SEDCAD 4 for Windows
(`nrn.rinhf 100A P.-J. I Gh.u.h
4
Structure Summary;
Immediate Total Peak Total
Contributing Contributing Discharge Runoff
Area Area Volume
(ac) (ac) (cfs) (ac-ft)
In 36.65 3.46
#1 9.300 9.300
Out . 24.60 3.08
Filename: Pond2-10yr-Post.sc4 Printed 01-14-2005
SEDCAD 4 for Windows
r-,,inhf IOOA P-1. I Crhu.ah
Structure Detail.,
Structure #1 (Pond)
Pond 2
Pond Inputs:
Initial Pool Elev: 348.00
Initial Pool: 1.08 ac-ft
Perforated Riser
Riser Riser Height Barrel Barrel Barrel Slope Number of
'
Diameter (?) Diameter Length (ft) (%) s n Spillway Elev -Holes per
Manning
(in) (in) Elev
36.00 8.95 18.00 60.00 0.50 0.0130 349.95 1
Pond Results:
Peak Elevation: 351.51
Dewater Time: 3.59 days
Dewatering time is calculated from peak stage to lowest spillway
Elevation-Capacity-Discharge Table

Elevation Area

(ac) Capacity

(ac-ft) Discharge

(cfs) Dewater
Time
(hrs)
341.00 0.062 0.000 0.000
341.50 0.072 0.033 0.000
342.00 0.083 0.072 0.000
342.50 0.095 0.117 0.000
343.00 0.108 0.167 0.000
343.50 0.121 0.225 0.000
344.00 0.134 0.288 0.000
344.50 0.148 0.359 0.000
345.00 0.162 0.436 0.000
345.50 0.177 0.521 0.000
346.00 0.192 0.613 0.000
346.50 0.207 0.713 0.000
347.00 0.223 0.820 0.000
347.50 0.256 0.940 0.000
348.00 0.292 1.077 0.000 Low hole SPW #1
348.50 0.311 1.227 0.074 24.54*
349.00 0.330 1.388 0.105 18.45*
Filename: Pond2-10yr-Post.sc4 Printed 01-14-2005
SEDCAD 4 for Windows
r-,i,hf 700A D-i. 1 z,h-K

Elevation Area

(ac) Capacity

(ac-ft) Discharge

(cfs) Dewater
Time
(hm)
349.50 0.349 1.557 0.129 15.97*
349.95 0.367 1.719 0.147 14.20 Spillway #1
350.00 0.369 1.737 0.327 1.00
350.50 0.389 1.927 11.917 11.65
351.00 0.410 2.126 24.008 0.25
351.50 0.437 2.338 24.584
351.51 0.438 2.344 24.600 0.15 Peak Stage
352.00 0.464 2.563 25.147
Vesignates time(s) to dewater have been extrapolated beyond the 50 hour hydrograph limit.
Detailed Discharge Table

Elevation

Perf. Riser (cfs) Combined
Total

Discharge
(cfs)
341.00 0.000 0.000
341.50 0.000 0.000
342.00 0.000 0.000
342.50 0.000 0.000
343.00 0.000 0.000
343.50 0.000 0.000
344.00 0.000 0.000
344.50 0.000 0.000
345.00 0.000 0.000
345.50 0.000 0.000
346.00 0.000 0.000
346.50 0.000 0.000
347.00 0.000 0.000
347.50 0.000 0.000
348.00 2.00>0.000 0.000
348.50 0.074 0.074
349.00 0.105 0.105
349.50 0.129 0.129
349.95 0.147 0.147
350.00 0.327 0.327
350.50 11.917 11.917
351.00 24.008 24.008
351.50 24.584 24.584
352.00 25.147 25.147
Filename: Pond2-10yr-Post.sc4 Printed 01-14-2005
SEDCAD 4 for Windows
r- ... inhf IQQA 93-1.1
Crhu.ah
Subwatershed Hydrology Detail:
Time of Peak Runoff
Stru SWS SWS Area Musk K Curve
Conc Musk X UHS Discharge Volume
# # (ac) (hrs) Number
(hrs) (cfs) (ac-ft)
#1 1 9.300 0.080 0.000 0.000 92.000 M 36.65 3.457
9.300 36.65 3.457
Filename: Pond2-10yr-Post.sc4 Printed 01-14-2005
WATER QUALITY POND CALCULATIONS
Stormwater Pond #3
Project Name
Beaver Creek Crossings
Project Number
02655-0001
Date
26-Nov-04
3rd revision
2nd revision
1st revision
Water Quality Pond Drainage Area Data
Project Beaver Creek Crossin
Project No. 02655-0001
Date 26-Nov-04
Total site area 278,224 square feet =
6.39 acres
Dra inage area to and Other Drai nage Area

Impervious areas Existing
s Proposed
s Change
s Existing
s Proposed
s
On-site buildings 0 0 0 0 0
On-site streets 0 0 0 0 0
On-site parking 0 0 0 0 0
On-site sidewalks 0 0 0 0 0
Other on-site 13,451 236,490 223,039 0 0
Total off-site impervious 0 0 0 0 0
Total Impervious 13,451 236,490 223,039 0 0
Dra inage area to and Other Drai nage Area

Non-impervious areas Existing
s Proposed
s Change
s Existing
s Proposed
s
On-site grass/landscape 0 0 0 0 0
On-site woods 0 0 0 0 0
Other undeveloped 264,773 41,734 -223,039 0 0
Total off-site non-impervious 0 0 0 0 0
Total non-impervious 264,773 41,734 -223,039 0 0
Total Drainage Area 278,224 278,224 0 0 0
Percent Impervious 4.8 85.0 80.2 0.0 n/a
Notes:
Prelim Water Quality Pond-3 Calcs.xls
Site Drainage Area Data Page 2 of 15 Printed 1/7/2005 3:40 PM
Water Quality Pond Surface Area Calculations
Project Beaver Creek Crossings
Project No. 02655-0001
Date 26-Nov-04
Total on-site drainage area to pond 278,224 square feet
Total impervious area in drainage area 236,490 square feet
Average water depth of basin at normal pool 4.0 feet
Location of site Apex
Site region Piedmont
% Impervious cover 85.0 percent
If the site is in a coastal area, will a vegetative filter be used? n/a
Surface Area/Drainage Area Ratios:
For a site in the Piedmont 2.9 percent
For a site in a Coastal County w/ Vegetative Filter 5.5 percent
For a site in a Coastal County w/out Vegetative Filter 7.5 percent
Required surface area of pond:
For a site in the Piedmont
For a site in a Coastal County w/ Vegetative Filter
For a site in a Coastal County w/out Vegetative Filter
8,180.0 ' square feet
15,310.0 square feet
20,730.0 square feet
Notes:
Prelim Water Quality Pond-3 Calcs.xls
Pond Surface Area Calcs Page 3 of 15 Printed 1/7/2005 3:40 PM
Water Quality Pond Stormwater Runoff Volume Calculations
Project Beaver Creek Crossings
Project No. 02655-0001
Date 26-Nov-04
Drainage area 278,224 square feet
Impervious area 236,490 square feet
Rainfall depth 1.00 inches
Percent Impervious 85.0 percent
R(v)=0.05+0.009*(Percent impervious)
Runoff coefficient - R(v) 0.82 in/in
Runoff volume=(Design rainfall)*(R(v))*(Drainage area)
Runoff volume 18,896.0 cubic feet
Notes:
Prelim-Water Quality Pond-3 Calcs.xls
Runoff Volume Calcs Page 4 of 15 Printed 117/2005 3:40 PM
Water Quality Pond Volume Calculations
Stage-Storage Data for Pond
Project Beaver Creek Crossings
Project No. 02655-0001
Date 26-Nov-04

Contour ID
Stage
Area
s . ft.
Area
acres emental
Area
. ft.
7 Incremental
Area
acres Incremental
volume
cu. ft Incremental
volume
acre-ft Cumulative
volume
cu. ft Cumulative
volume
acre-ft
342 0 4,550.0 0.104 4,
550.0 0.1 0.0 0.0 0.0 0.0
343 1 5,595.0 0.128 045.0 0.0 5,072.5 0.1 5,072.5 0.1
344 2 6,695.0 0.154 1,100.0 0.0 6,145.0 0.1 11,217.5 0.3
345 3 7,851.0 0.180 1156.0 0.0 7,273.0 0.2 18,490.5 0.3
346 4 10,338.0 0.237 2,487.0 0.1 9,094.5 0.2 27,585.0 0.4

Prelim-Water Quality Pond-3 Calcs.xls
Pond Stage-Storage<Perm. Pool Page 5 of 15 Printed 1/7/2005 3:40 PM
Water Quality Pond Volume Calculations
Stage-Storage Data for Pond
Project Beaver Creek Crossings
Project No. 02655-0001
Date 26-Nov-04

Contour ID
Stage
Area
[s q. ft.
Area
acres Incremental
Area
[s q. ft. Incremental
Area
acres Incremental
volume
cu. ft Incremental
volume
acre-ft Cumulative
volume
cu. ft Cumulative
volume
acre-ft
346 0 10,338.0 0.237 10,338.0 0.2 0.0 0.0 0.0 0.0
347 1 11,661.0 0.268 1323.0 0.0 10,999.5 0.3 10,999.5 0.3
347.7 1.7 12,662.0 0.291 1,001.0 0.0 8,513.0 0.2 19,512.5 0.4
348 2 13,043.0 0.299 381.0 0.0 31855.8 0.1 23,368.3 0.3
349 3 14,467.0 0.332 1424.0 0.0 13,755.0 0.3 37,123.3 0.4
350 4 15,965.0 0.367 1,498.0 0.0 15,216.0 0.3 52,339.3 0.7

Prelim-Water Quality Pond-3 Calcs.xls
Stage-Storage>Perm. Pool Page 6 of 15 Printed 1/7/2005 3:40 PM
Water Quality Basin Dewatering Time Calculations
Project
Project No.
Date
Beaver Creek Crossings
02655-0001
26-Nov-04
Maximum surface area of basin
Maximum head of water above dewatering hole
Orifice coefficient
Diameter of each hole
Number of holes
Cross sectional area of each hole =
Cross sectional area of each hole =
Cross sectional area of dewatering hole(s) _
Cross sectional area of dewatering hole(s) _
Dewatering time for basin =
Dewatering time for basin =
12,662.0 square feet
1.7 feet
U.Uu
2.0 inches
1
0.022 square feet
3.1 square inches
0.022 square feet
3.1 square inches
58.2 hours
2.4 days
Calculations based on NC Sediment and Erosion Control Manual
Page 8.07.8
Notes:
SA/DA Ratio for Permanent Pool Sizinq for 85% Removal in the Piedmont
% Impervious Permanent Pool Depth
Cover 3.0 4.0 5.0 6.0 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
80 3.36 2.78 2.38 2.10 1.86 1.60 ?M

9o
3.74
3.10
2.66
2.34
2.11
1.83 ,
SAIDA Ratio for Permanent Pool Sizinq for 85% Removal in Coastal Counties (30' Vegetated Filter Required)
% Impervious Permanent Pool Depth
Cover 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0 7.5
10 0.9 0.8 0.7 0.6 0.5 0.0 0.0 0.0 0.0 0.0
20 1.7 1.3 1.2 1.1 1.0 0.9 0.8 0.7 0.6 0.5
30 2.5 2.2 1.9 1.8 1.6 1.5 1.3 1.2 1.0 0.9
40 3.4 3.0 2.6 2.4 2.1 1.9 1.6 1.4 1.1 1.0
50 4.2 3.7 3.3 3.0 2.7 2.4 2.1 1.8 1.5 1.3
60 5.0 4.5 3.8 3.5 3.2 2.9 2.6 2.3 2.0 1.6
70 6.0 5.2 4.5 4.1 3.7 3.3 2.9 2.5 2.1 1.8
80 6.8 6.0 5.2 4.7 4.2 3.7 3.2 2.7 2.2 2.0
90 7.5 6.5 5.8 5.3 4.8 4.3 3.8 3.3 2.8 1.3
100 8.2 7.4 6.8 6.2 5.6 5.0 4.4 3.8 3.2 2.6
SAIDA Ratio for Permanent Pool Sizing for 90% Removal in Coastal Counties (No Vegetated Filter Required)
% Impervious Permanent Pool Depth
Cover 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0 7.5
10 1.3 1.0 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1
20 2.4 2.0 1.8 1.7 1.5 1.4 1.2 1.0 0.9 0.6
30 3.5 3.0 2.7 2.5 2.2 1.9 1.6 1.3 1.1 0.8
40 4.5 4.0 3.5 3.1 2.8 2.5 2.1 1.8 1.4 1.1
50 5.6 5.0 4.3 3.9 3.5 3.1 2.7 2.3 1.9 1.5
60 7.0 6.0 5.3 4.8 4.3 3.9 3.4 2.9 2.4 1.9
70 8.1 7.0 6.0 5.5 5.0 4.5 3.9 3.4 2.9 2.3
80 9.4 8.0 7.0 6.4 5.7 5.2 4.6 4.0 3.4 2.8
90 10.7 9.0 7.9 7.2 6.5 5.9 5.2 4.6 3.9 3.3
100 12.0 10.0 8.8 8.1 7.3 6.6 5.8 5.1 4.3 3.6
WET DETENTION BASIN #3 OPERATION AND MAINTENANCE AGREEMENT
Beaver Creek Crossings
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter or level spreader if one is provided.
Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed
of in an appropriate manner and shall be handled in a manner that will not adversely impact water quality
(i.e. stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 343.00 feet in the main pond, the sediment shall be removed.
[For stormwater wetlands: 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 343.00 feet in the forebay [and micro-pool], the sediment shall be
removed.
BASIN DIAGRAM
(till in the blanks)
Permanent Pool Elevation 346.00
Sediment moval E1.343.0 75%
------------- -*-- - Sedimen__t_R_e__m_o_v_a__-_E_I_e_v_a_ti_o_n__3.4__----_
Bottom E vation 342.001 2561
FOREBAY MAIN POND
-- 7.
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.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
7. All components of the wet detention basin system shall be maintained in good working order.
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: 6a Nti 6 &,c- L . /eA b C G t;=-r--
Title: "A A)A U e A
Address: VC j 4 j2 A)(t 02 75' / /. STS= a a a?
Phone
Signati
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. eV er44j?? , a Notary Public for the State of dv
County of tll ?Q,k,4. , do hereby certify that 2"'99 Of . 44!ie?
personally appeared before me this ZO day of ,.2005, and acknowledge the due
C/ 01
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and
official seal,
GQ?PA. CF-
ca`t' aO?A 9p ?
1i ? 5?t
r ?0UIB V.
??FCOUer??.?
SEAL
My commission expires /01. I k- 0 7
Page 2 of 2
SEDCAD 4 for Windows
r-...inhl iaaa P-i. 1 Ghumh
Beaver Creek Crossings
Pond #3
10-Yr Pre-Existing
GML
McKim & Creed, P.A.
200 MacKenan Ct.
Cary, NC 27511
Filename: Printed 01-13-2005
SEDCAD 4 for Windows
r-i. h# loom o.-t. i
Genera/ Information
Storm Information;
Storm Type: NRCS Type II
Design Storm: 10 yr - 24 hr
Rainfall Depth: 5.380 inches
Filename: Printed 01-13-2005
SEDCAD 4 for Windows
('-inhf iooa P-i- i q,h.uah
Structure Networking;
Type Stru (Flows Stru
# into) # Musk. K Musk. X
(hrs) Description
Null #1 ==> End 0.000 0.000 Pond 3
Jf1
Null
Filename: Printed 01-13-2005
SEDCAD 4 for Windows
(`-inhf 1OOf1 P-1. 1 ',,h-.h
Structure Summary;
Immediate Total Peak Total
Contributing Contributing Discharge Runoff
Area Area Volume
(ac) (ac) (cfs) (ac-ft)
#1 6.390 6.390 18.08 1.42
Filename: Printed 01-13-2005
SEDCAD 4 for Windows
r.-...inh} 1OOR P-1. I Gh-h
Subwatershed Hydrology Detail:
Time of Peak Runoff
Stru SWS SWS Area Musk K Curve
Conc Musk X UHS Discharge Volume
# # (ac) (hrs) (hrs) Number (cfs) (ac-ft)
#1 1 6.390 0.080 0.000 74.000 M 18.08 1.422
6.390 18.08 1.422
Filename: Printed 01-13-2005
SEDCAD 4 for Windows
r-,rinhf IGOR P-1. 1 Srh.uoh
Beaver Creek Crossings
Pond #3
10-Yr Post Development
GML
Filename: Pond3-10yr-Post.sc4 Printed 01-14-2005
SEDCAD 4 for Windows
(`nreninM IGOA P-1. I Rrh-.h
Genera/ Information
Storm Information;
Storm Type: NRCS Type II
Design Storm: 10 yr - 24 hr
Rainfall Depth: 5.380 inches
Filename: Pond3-10yr-Post.sc4 Printed 01-14-2005
SEDCAD 4 for Windows
r`-.inht 1 OOR P-1. I C,h-h
3
Structure Networking;
Type Stru (flows Stru
# into) # Musk. K Musk. X
(hrs) Description
Pond #1 =_> End 0.000 0.000 Pond 3
#1
Pond
Filename: Pond3-10yr-Post.sc4 Printed 01-14-2005
SEDCAD 4 for Windows
r-,,inhf 10OA P-1. I Crh.uah
4
Structure Summary;
Immediate Total Peak Total
Contributing Contributing Discharge Runoff
Area Area Volume
(ac) (ac) (cfs) (ac-ft)
In 25.18 2.38
#1 6.390 6.390
Out 12.99 2.17
Filename: Pond3-10yr-Post.sc4 Printed 01-14-2005
SEDCAD 4 for Windows
r-...inhf I GOA P-1. I Crh.u?h
Structure Detail.,
Structure #1 (Pond)
Pond 3
Pond Inputs:
Initial Pool Elev: 346.00
Initial Pool: 0.63 ac-ft
Perforated Riser
Riser Riser Height
Diameter Barrel Barrel Barrel Slope
Diameter Number of
Manning's n Spillway Elev Holes per
(ft)
(in) Length (ft) (%)
(in) Elev
36.00 5.70 15.00 85.00 0.50 0.0130 347.70 1
Pond Results:
Peak Elevation: 349.36
Dewater Time: 2.78 days
Dewatering time is calculated from peak stage to lowest spillway
Elevation-Capacity-Discharge Table

Elevation Area

(ac) Capacity

(ac-ft) Discharge

(cfs) Dewater
Time
(hrs)
342.00 0.104 0.000 0.000
342.50 0.116 0.055 0.000
343.00 0.128 0.116 0.000
343.50 0.141 0.183 0.000
344.00 0.154 0.257 0.000
344.50 0.167 0.337 0.000
345.00 0.180 0.423 0.000
345.50 0.208 0.520 0.000
346.00 0.237 0.631 0.000 Low hole SPW #1
346.50 0.252 0.754 0.074 19.92*
347.00 0.268 0.884 0.105 14.98*
347.50 0.283 1.021 0.129 14.35
347.70 0.290 1.079 0.137 5.20 Spillway #1
348.00 0.299 1.167 4.801 11.35
348.50 0.315 1.321 12.250 0.40
349.00 0.332 1.482 12.684 0.25
349.36 0.345 1.606 12.989 0.15 Peak Stage
5
Filename: Pond3-10yr-Post.sc4 Printed 01-14-2005
SEDCAD 4 for Windows
r,,.,.,.;,,tif looa 93-1. 1 Q,h,..K
6
Area Capacity Discharge Dewater
Elevation Time
(ac) (ac-ft) (cfs) (hrs)
349.50 0.349 1.653 13.104
350.00 0.367 1.832 13.512
Vesignates time(s) to dewater ha ve been extrapolated beyond the 50 hour hydrograph limit.
Detailed Discharge Table

Elevation

Perf. Riser (cfs) Combined
Total

Discharge
(cfs)
342.00 0.000 0.000
342.50 0.000 0.000
343.00 0.000 0.000
343.50 0.000 0.000
344.00 0.000 0.000
344.50 0.000 0.000
345.00 0.000 0.000
345.50 0.000 0.000
346.00 2.00>0.000 0.000
346.50 0.074 0.074
347.00 0.105 0.105
347.50 0.129 0.129
347.70 0.137 0.137
348.00 4.801 4.801
348.50 12.250 12.250
349.00 12.684 12.684
349.50 13.104 13.104
350.00 13.512 13.512

Filename: Pond3-10yr-Post.sc4 Printed 01-14-2005
SEDCAD 4 for Windows
f -.inhf 1000 P-1. I Crhw.h
Subwatershed Hydrology Detail.,
Time of Peak Runoff
Stru SWS SWS Area Musk K Curve
Conc Musk X UHS Discharge Volume
# # (ac) (hrs) (hrs) Number
(cfs)
(ac-ft)
#1 1 6.390 0.080 0.000 0.000 92.000 M 25.18 2.375
6.390 25.18 2.375
Filename: Pond3-10yr-Post. sc4 Printed 01-14-2005
WATER QUALITY POND CALCULATIONS
Stormwater Pond #4
Project Name
Beaver Creek Crossings
Project Number
02655-0001
Date
30-Nov-04
3rd revision
2nd revision
1 st revision
Water Quality Pond Drainage Area Data
Project Beaver Creek Crossings
Project No. 02655-0001
Date 30-Nov-04
Total site area 235,189 square feet = 5.40 acres
Dra inage area to and Other Drai nage Area

Impervious areas Existing
s Proposed
s Change
s Existing
s Proposed
s
On-site buildings 0 0 0 0 0
On-site streets 0 0 0 0 0
On-site parking 0 0 0 0 0
On-site sidewalks 0 0 0 0 0
Other on-site 8,565 199,910 191,345 0 0
Total off-site impervious 0 0 0 0 0
Total Impervious 8,565 199,910 191,345 0 0
Drai nage area to and Other Drai nage Area

Non-impervious areas Existing
s Proposed
s Change
s Existing
s Proposed
s
On-site grass/landscape 0 0 0 0 0
On-site woods 0 0 0 0 0
Other undeveloped 226,624 35,279 -191,345 0 0
Total off-site non-impervious 0 0 0 0 0
Total non-impervious 226,624 35,279 -191,345 0 0
Total Drainage Area 235,189 235,189 0 0 0
Percent Impervious 3.6 85.0 81.4 0.0 n/a
Notes:
Prelim _Water Quality Pond-4 Calcs.xls
Site Drainage Area Data Page 2 of 15 Printed 1/7/2005 3:41 PM
Water Quality Pond Surface Area Calculations
Project Beaver Creek Crossings
Project No. 02655-0001
Date 30-Nov-04
Total on-site drainage area to pond 235,189 square feet
Total impervious area in drainage area 199,910 square feet
Average water depth of basin at normal pool 4.0 feet
Location of site Apex
Site region Piedmont
% Impervious cover 85.0 percent
If the site is in a coastal area, will a vegetative filter be used? n/a
Surface Area/Drainage Area Ratios:
For a site in the Piedmont 2.9 percent
For a site in a Coastal County w/ Vegetative Filter 5.5 percent
For a site in a Coastal County w/out Vegetative Filter 7.4 percent
Required surface area of pond:
For a site in the Piedmont 6,920.0 square feet
For a site in a Coastal County w/ Vegetative Filter 12,940.0 square feet
For a site in a Coastal County w/out Vegetative Filter 17,530.0 square feet
Notes:
Prelim-Water Quality Pond-4 Calcs.xls
Pond Surface Area Calcs Page 3 of 15 Printed 1/7/2005 3:41 PM
Water Quality Pond Stormwater Runoff Volume Calculations
Project Beaver Creek Crossings
Project No. 02655-0001
Date 30-Nov-04
Drainage area
Impervious area
Rainfall depth
Percent Impervious
235,189 square feet
199,910 square feet
1.00 inches

85.0 percent
R(v)=0.05+0.009*(Percent impervious)
Runoff coefficient - R(v) 0.81 in/in
Runoff volume=(Design rainfall)*(R(v))*(Drainage area)
Runoff volume 15,973.2 cubic feet
Notes:
Prelim-Water Quality Pond-4 Calcs.xls
Runoff Volume Calcs Page 4 of 15 Printed 1/7/2005 3:41 PM
Water Quality Pond Volume Calculations
Stage-Storage Data for Pond
Project Beaver Creek Crossings
Project No. 02655-0001
Date 30-Nov-04

Contour ID
Stage
Area
[s q. ft.
Area
acres Incremental
Area
[s q. ft. Incremental
Area
acres Incremental
volume
cu. ft Incremental
volume
acre-ft Cumulative
volume
cu. ft Cumulative
volume
acre-ft
340 0 3,240.0 0.074 3,240.0 0.1 0.0 0.0 0.0 0.0
341 1 4,085.0 0.094 845.0 0.0 3,662.5 0.1 3,662.5 0.1
342 2 4,986.0 0.114 901.0 0.0 4,535.5 0.1 8,198.0 0.2
343 3 5,944.0 0.136 958.0 0.0 5,465.0 0.1 13,663.0 0.2
344 4 8,029.0 0.184 2,085.0 0.0 6,986.5 0.2 20,649.5 0.3

Prelim-Water Quality Pond-4 Calcs.xls
Pond Stage-Storage<Perm. Pool Page 5 of 15 Printed 1/7/2005 3:41 PM
Water Quality Pond Volume Calculations
Stage-Storage Data for Pond
Project Beaver Creek Crossings
Project No. 02655-0001
Date 30-Nov-04

Contour ID
Stage
Area
[s q. ft.
Area
acres Incremental
Area
[s q. ft. Incremental
Area
acres Incremental
volume
cu. ft Incremental
volume
acre-ft Cumulative
volume
cu. ft Cumulative
volume
acre-ft
344 0 8,029.0 0.184 8,029.0 0.2 0.0 0.0 0.0 0.0
345 1 9,156.0 0.210 1,127.0 0.0 8,592.5 0.2 8,592.5 0.2
345.8 1.8 10,099.0 0.232 943.0 0.0 7,702.0 0.2 16,294.5 0.4
346 2 10,340.0 0.237 241.0 0.0 2,043.9 0.0 18,338.4 0.2
347 3 11,581.0 0.266 1,241.0 0.0 10,960.5 0.3 29,298.9 0.3
348 4 12,873.0 0.296 1292.0 0.0 12,227.0 0.3 41525.9 0.5

Prelim _Water Quality Pond4 Calcs.xls
Stage-Storage>Perm. Pool Page 6 of 15 Printed 117/2005 3:41 PM
Water Quality Basin Dewatering Time Calculations
Project Beaver Creek Crossings
Project No. 02655-0001
Date 30-Nov-04
Maximum surface area of basin 10,099.0 square feet
Maximum head of water above dewatering hole 1.8 feet
Orifice coefficient 0.90
Diameter of each hole 1.5 inches
Number of holes 1
Cross sectional area of each hole =
Cross sectional area of each hole =
Cross sectional area of dewatering hole(s) _
Cross sectional area of dewatering hole(s) _
Dewatering time for basin =
Dewatering time for basin =
0.012 square feet
1.8 square inches
0.012 square feet
1.8 square inches
84.9 hours
3.5 days
Calculations based on NC Sediment and Erosion Control Manual
Page 8.07.8
Notes:
SA/DA Ratio for Permanent Pool Sizing for 85% Removal in the Piedmont
OY6 Impervious Permanent Pool Depth
Cover 3.0 4.0 5.0 6.0 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
SAIDA Ratio for Permanent Pool Sizing for 85% Removal in Coastal Counties (30' Vegetated Filter Required)
% Impervious Permanent Pool Depth
Cover 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0 7.5
10 0.9 0.8 0.7 0.6 0.5 0.0 0.0 0.0 0.0 0.0
20 1.7 1.3 1.2 1.1 1.0 0.9 0.8 0.7 0.6 0.5
30 2.5 2.2 1.9 1.8 1.6 1.5 1.3 1.2 1.0 0.9
40 3.4 3.0 2.6 2.4 2.1 1.9 1.6 1.4 1.1 1.0
50 4.2 3.7 3.3 3.0 2.7 2.4 2.1 1.8 1.5 1.3
60 5.0 4.5 3.8 3.5 3.2 2.9 2.6 2.3 2.0 1.6
70 6.0 5.2 4.5 4.1 3.7 3.3 2.9 2.5 2.1 1.8
80 6.8 6.0 5.2 4.7 4.2 3.7 3.2 2.7 2.2 2.0
90 7.5 6.5 5.8 5.3 4.8 4.3 3.8 3.3 2.8 1.3
100 8.2 7.4 6.8 6.2 5.6 5.0 4.4 3.8 3.2 2.6
SAIDA Ratio for Permanent Pool Sizinq for 90% Removal in Coastal Counties (No Vegetated Filter Reauired)
% Impervious Permanent Pool Depth
Cover 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0 7.5-
10 1.3 1.0 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1
20 2.4 2.0 1.8 1.7 1.5 1.4 1.2 1.0 0.9 0.6
30 3.5 3.0 2.7 2.5 2.2 1.9 1.6 1.3 1.1 0.8
40 4.5 4.0 3.5 3.1 2.8 2.5 2.1 1.8 1.4 1.1
50 5.6 5.0 4.3 3.9 3.5 3.1 2.7 2.3 1.9 1.5
60 7.0 6.0 5.3 4.8 4.3 3.9 3.4 2.9 2.4 1.9
70 8.1 7.0 6.0 5.5 5.0 4.5 3.9 3.4 2.9 2.3
80 9.4 8.0 7.0 6.4 5.7 5.2 4.6 4.0 3.4 2.8
90 10.7 9.0 7.9 7.2 6.5 5.9 5.2 4.6 3.9 3.3
100 12.0 10.0 8.8 8.1 7.3 6.6 5.8 5.1 4.3 3.6
WET DETENTION BASIN #4 OPERATION AND MAINTENANCE AGREEMENT
Beaver Creek Crossings
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter or level spreader if one is provided.
Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed
of in an appropriate manner and shall be handled in a manner that will not adversely impact water quality
(i.e. stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 341.00 feet in the main pond, the sediment shall be removed.
[For stormwater wetlands: 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 341.00 feet in the forebay [and micro-pool], the sediment shall be
removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation 344.00
Sediment moval E1.341.0 75% /
-------------- --
7 --------- Sedimen__t_R_e__m_o_v_al _E_I_evation _341.00
Bottom E vation 340.0 1 0 2561
FOREBAY 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.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
7. All components of the wet detention basin system shall be maintained in good working order.
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: OeA)1YE u- L- . Rog D a- 41•r
Title: &_A AJA 6 6 A
Address:
Phone:
Sig
Date: l -/D -D S
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, Q • , a Notary Public for the State of
County of do hereby certify that
personally appeared before me this /01?1 day of and acknowledge the due
execution of the forgoing wet [wetland] detention ba in maintenance requirements. Witness my hand and
official seal,
D)UO:
SEAL
My commission expires /a -a-'0 7
Page 2 of 2
SEDCAD 4 for Windows
(`-inhf 1008 V-1. 1 Crhmoh
Beaver Creek Crossinus
Pond #4
10-Yr Pre-Existing
GML
McKim & Creed, P.A.
200 MacKenan Ct.
Cary, NC 27511
Filename: Printed 01-13-2005
SEDCAD 4 for Windows
r-inhf iOOA Domino i Srhwah
Genera/ Information
Storm Information;
Storm Type: NRCS Type II
Design Storm: 10 yr - 24 hr
Rainfall Depth: 5.380 inches
Filename: Printed 01-13-2005
SEDCAD 4 for Windows
r-inhf +ooa a-i. i c r -.K
Structure Networking;
Type Stru (flows Stru
# into) # Musk. K Musk. X
(hrs) Description
Null #1 =_> End 0.000 0.000 Pond 4
#1
Null
Filename: Printed 01-13-2005
SEDCAD 4 for Windows
r-inh} 1000. P-1. 1 Cnhmah
Structure summary;
Immediate Total Peak Total
Contributing Contributing Discharge Runoff
Area Area Volume
(ac) (ac) (cfs) (ac-ft)
#1 5.400 5.400 15.28 1.20
4
Filename: Printed 01-13-2005
SEDCAD 4 for Windows
Cnn?minhf 1OOA P.-I. 1 S,hw.h
Subwatershed Hydrology Detail:
Time of Peak Runoff
Stru SWS SWS Area Musk K
Conc Curve
Musk X UHS Discharge Volume
# # (ac) (hrs) (hrs) Number (cfs) (ac-ft)
#1 1 5.400 0.080 0.000 74.000 M 15.28 1.202
5.400 15.28 1.202
Filename: Printed 01-13-2005
SEDCAD 4 for Windows
f --inh} iaoA P-i. i z,h,..h
Beaver Creek Crossinus
Pond #4
10-Yr Post Development
GML
1
Filename: Pond4-10W-Post.sc4 Printed 01-14-2005
SEDCAD 4 for Windows
r-,,inhf iaaA P-i. i Crh-.h
Genera/ Information
Storm Information;
Storm Type: NRCS Type II
Design Storm: 10 yr - 24 hr
Rainfall Depth: 5.380 inches
Filename: Pcnd4-10Yr-Post.sc4 Printed 01-14-2005
SEDCAD 4 for Windows
f`nn..rinhf iaaR P-1- 1 Crh--h
Structure Networking;
Type Stru (flows Stru
# into) # Musk. K Musk. X
(hrs) Description
Pond #1 ==> End 0.000 0.000 Pond 4
#1
Pond
3
Filename: Pond4-10W-Post.sc4 Printed 01-14-2005
SEDCAD 4 for Windows
(`-iv hf 1000 P-12 1 C,h-h
4
Structure Summary;
Immediate Total Total
Contributing Contributing Peak Runoff
Area Area Discharge Volume
(ac) (ac) (cfs) (ac-ft)
In 21.28 2.01
#1 5.400 5.400
Out 13.20 1.78
Filename: Pond4-10Yr-Post.sc4 Printed 01-14-2005
SEDCAD 4 for Windows
r-,inh/ IQQR P-1o I Crh-h
Structure Detail.,
Structure #1 (Pond
Pond 4
Pond Inputs:
Initial Pool Elev: 344.00
Initial Pool: 0.47 ac-ft
Perforated Riser
Riser Riser Height Barrel Barrel Barrel Slope Number of
'
Diameter (ft) Diameter Length (ft) (%) s n Spillway Elev Holes per
Manning
(in) (in) Elev
36.00 5.80 15.00 75.00 0.50 0.0130 345.80 1
Pond Results:
Peak Elevation: 347.25
Dewater Time: 3.74 days
Dewatering time is calculated from peak stage to lowest spillway
Elevation-Capacity-Discharge Table

Elevation Area

(ac) Capacity

(ac-ft) Discharge

(cfs) Dewater
Time
(hrs)
340.00 0.074 0.000 0.000
340.50 0.084 0.039 0.000
341.00 0.094 0.084 0.000
341.50 0.104 0.133 0.000
342.00 0.114 0.188 0.000
342.50 0.125 0.247 0.000
343.00 0.136 0.312 0.000
343.50 0.159 0.386 0.000
344.00 0.184 0.472 0.000 Low hole SPW #1
344.50 0.197 0.567 0.042 27.56*
345.00 0.210 0.669 0.059 20.82*
345.50 0.223 0.777 0.072 18.11*
345.80 0.232 0.845 0.079 10.85 Spillway #1
346.00 0.237 0.892 2.613 11.50
346.50 0.251 1.014 12.535 0.50
347.00 0.266 1.143 12.983 0.20
347.25 0.274 1.213 13.204 0.10 Peak Stage
Filename: Pond4-10W-Post.sc4 Printed 01-14-2005
SEDCAD 4 for Windows
r-inhf iaQR P-j- I Srh,...h
Area Capacity Discharge Dewater
Elevation Time
(ac) (ac-ft) (cfs) (hrs)
347.50 0.281 1.280 13.416
348.00 0.296 1.424 13.835
*Designates time(s) to dewater have been extrapolated beyond the 50 hour hydrograph limit.
Detailed Discharge Table

Elevation

Perf. Riser (cfs) Combined
Total

Discharge
(cfs)
340.00 0.000 0.000
340.50 0.000 0.000
341.00 0.000 0.000
341.50 0.000 0.000
342.00 0.000 0.000
342.50 0.000 0.000
343.00 0.000 0.000
343.50 0.000 0.000
344.00 1.50>0.000 0.000
344.50 0.042 0.042
345.00 0.059 0.059
345.50 0.072 0.072
345.80 0.079 0.079
346.00 2.613 2.613
346.50 12.535 12.535
347.00 12.983 12.983
347.50 13.416 13.416
348.00 13.835 13.835
6
Filename: Pond4-10Yr-Post.sc4 Printed 01-14-2005
SEDCAD 4 for Windows
(:nrn.rinhl 100A Damela 1 Crhw?h
Subwatershed Hydrology Details
Time of Peak Runoff
Stru SWS SWS Area Musk K Curve
Conc Musk X UHS Discharge Volume
# # (ac) (hrs) (hrs) Number (cfs) (ac-ft)
#1 1 5.400 0.080 0.000 0.000 92.000 M 21.28 2.007
5.400 21.28 2.007
Filename: Pond4-10Yr-Post.sc4 Printed 01-14-2005
DWQ# 7 ' Date / Who Reviewed: L? 1
Plan Detail Incomplete
? Please provide a location map for the project.
? Please show all stream impacts including all fill slopes, dissipaters, and bank stabilization on the site plan.
? Please show all wetland impacts including fill slopes.on the site plan.
? Please indicate all buffer impacts on the site plan.
? Please indicate proposed lot layout as overlays on the site plan.
? Please indicate the location of the protected buffers as overlays on the site plan.
? Please locate all isolated or non-isolated wetlands, streams and other waters of the State as overlays on the site plan.
? Please provide cross section details showing the provisions for aquatic life passage. - - --
? Please locate any planned sewer lines on the site plan.
[, Please provide the location of any proposed stormwater management practices as required by GC
? Please provide detail for the stormwater management practices as required by GC
? Please specify the percent of project imperviousness area based on the estimated built-out conditions.
? Please indicate all stormwater outfalls on the site plan.
? Please indicate the diffuse flow provision measures on the site plan.
? Please indicate whether or not the proposed impacts already been conducted. l
Avoidance and/or M almi .ation Not Provided -
? The labeled as on the plans does not appear to be necessary. Please eliminate the or provide adslitiodal
information as to why it is necessary for this project.
? This Office believes that the labeled on the plans as can be moved or reconfigured to avoid the impacts to the
. . Please revise the plans to avoid the impacts.
? This Office believes that the labeled on the plans as can be moved or reconfigured to minimize the impacts to the
Please revise the plans to minimize the impacts.
? The stormwater discharges at the location on the plans labeled will not provide diffuse flow through the buffer because
Please revise the plans and provide calculations to show that diffuse flow will be achieved through the entire buffer. If it
is not possible to achieve diffuse flow through the entire buffer then it may be necessary to provide stormwater management
practices that remove nutrients before the stormwater can be discharged through the buffer.
Other
? The application fee was insufficient because over 150 feet of stream and/or over 1 acre of wetland impacts were requested. Please
provide $ . This additional fee must be received before your application can be reviewed.
? Please complete Section(s) on the application.
? Please provide a signed copy of the application.
? Please provide
Mitigation
copies of the application, copies of the site plans and other supporting information.
? of compensatory mitigation is required for this project. -Please provide a compensatory mitigation plan. The
plan must conform to the requirements in 15 A NCAC 211.0500 and must be appropriate to the type of impacts proposed.
? Please indicate which 404 Permit the USACE would use to authorize this project.
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SOIL & ENVIRONMENTAL CONSULTANTS, PA
NC Division of Plater Quality
Tran # Invoice Type Date Reference
5678 011905 Invoice 01/19/05 7262.P10
Check Number:
17329
Dat e: 01/19/05 Check Aunt:
o $475.00
Balance Discount
t- Y Amount
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$475.00 /.$0.00 475.00

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4'
3' 1.25' 1.25' , 8" -OUTFLOW STRUCTURAL NOTES: t25 - INFLOW
MATERIAL STAPLED 1. CONCRETE DESIGN IS BASED ON THE FOLLOWING STANDARDS:
TBD GALVANIZED 2'x2'x3/i6" COVER WITH AN 8" DIAMETER OPENING POURE[ IN PLACE 6 6 FILTER FABRIC PouRED IN PLACE BUILDING CODE REQUIREMENTS FOR .REINFORCED CONCRETE (ACI 318-89) AND
IN COVER 8" GATE VALVE CONCRE CONCRETE COLLAR in FLOW SPLITTER ALL SUBSEQUENT SUPPLEMENTS.
FOR EMER, DRAIN LOW FLOW ORIFICE Wi INV.=343.00 N Mi WATERPROOF a UNDISTURBED MASTIC (TYP.) NATURAL 2. CAST IN PLACE CONCRETE DESIGN IS BASED ON THE FOLLOWING MATERIAL
CONCRETE BOX a.,~ MATERIAL _ _ _ _ _ _ _ _ _ _ GROUND STRENGTH:
TOP'EL. =345.7 3:1 MIN, 6;1 MIN, A. CONCRETE (AT 28 DAYS): 4000 PSI (,46 MAX WATER CEMENT RATIO)
REBAR TRASH ~ 1~ WATERPROOF i I RACK OVER ORIFICE ~y°' ~ B, REINFORCING STEEL, ASTM A615, GRADE 60: FY = 60,000 PSI
~ . MASTIC (TYP.) I r
i r - 1° 0 EXPANSION ANCHORS ~ I N 3, MINIMUM CONCRETE PROTECTION FOR REINFORCEMENT SHALL BE AS FOLLOWS:
TYPICAL EACH SIDE i I 8" DIP FOR BURIED 6" MIN, A. CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH = 3"
" ANGLE IRON I I EMERGENCY DRAIN = ~ 2 4"X4"X5/8"X3'LONG I N N B. EXPOSED TO EARTH, WATER OR WEATHER, WHERE FORMS ARE USED = 2" N 12" WIRE STAPLES
o TYPICAL EACH SIDE I ~ I ~ 6" INTERVALS
4 SPA, ®8"=32" t ~ m • r- INV.= 340.0 LEVEL LIP OF SPREADER 4. CHAMFER ALL EXPOSED CORNERS OF CONCRETE WITH 3/4" X 45 DEG CHAMFER,
2" BASE EL.=339.50 n CONSTRUCTION SPECIFICATIONS UNLESS OTHERWISE NOTED,
6" 1" 0 XPAN I ;y5 REBAR (Tl E SON ANCHORS ~;y5 REBAR (TYPICAL EACH FACE)
2"ORIFICE g' G.V. ®8" O.C. TYPICAL EACH SIDE m FILL WITH GROUT 1. THE MATTING SHOULD BE A MINIMUM OF 4 FT WIDE EXTENDING 6 INCHES 7, ALL CONCRETE WORK SHALL BE DONE IN ACCORDANCE WITH "SPECIFICATIONS FOR
ANTI-SEEPAGE COLLAR . • y ANGLE IRONS „OLLAR-POND #1 OVER THE LIP AND BURIED 6 INCHES DEEP IN A VERTICAL TRENCH ON THE STRUCTURAL CONCRETE IN BUILDINGS ACI 301 AND ACI PUBLICATION ACI-350R-89 LOWER EDGE. THE UPPER EDGE SHOULD BUTT AGAINST SMOOTHLY CUT "ENVIRONMENTAL ENGINEERING CONCRETE STRUCTURES",
4"X4"X58"X3' ONG 8" D.I.P TYPICAL EACH SIDE L SOD AND BE SECURELY HELD IN PLACE WITH CLOSELY SPACED HEAVY
DUTY WIRE STAPLES AT LEAST 12 INCHES LONG, e, UNLESS NOTED OTHERWISE, ALL SPLICES, BENDS, STANDARD HOOKS AND OTHER DETAILING OF REINFORCEMENT SHALL BE ACCOMPLISHED AS RECOMMENDED IN THE
CLASS B RIP RAP ,PLACED 24" DEEP TBD 2. ENSURE THAT THE SPREADER LIP IS LEVEL FOR UNIFORM SPREADING OF "MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES"
3' STORM RUNOFF. ACI 315 AND ACI 318-89.
TOP OF SPILLWAY .WAY 9. FORM FINISH S ACCEPTABLE FOR WALLS, FLOAT FINISH SLABS, RUB EXPOSED
SECTION 6 ~ PLAN -11 3. CONSTRUCT THE LEVEL SPREADER ON UNDISTURBED SOIL NOT ON FILL . SURFACES, ( )
4. CONSTRUCT A 20-FT TRANSITION SECTION FROM THE DIVERSION CHANNEL 10. CONTINUOUS RUBBER WATERSTOPS SHALL BE PROVIDED AT ALL CONSTRUCTION JOINTS
- RISER BARREL STRUCTURE-POND #1 RE POND #1 L STRUCTU ISER BARRE R TO BLEND SMOOTHLY TO THE WIDTH AND DEPTH OF THE SPREADER. IN RISER.
11. PRECAST MANUFACTURER TO PROVIDE ~5 DIAGONALS AROUND PIPE OPENING IN RISER
I- , 0' -I 5. DISPERSE RUNOFF FROM THE SPREADER ACROSS A PROPERLY STABILIZED BOX IN EACH FACE. SLOPE NOT TO EXCEED 10~. MAKE SURE THE SLOPE IS SUFFICIENTLY
INCLUDE SUBIAYER OF FILTER FABRIC OR FS-2 FILTEF 1RIC OR FS-2 FILTER STONE WITH SMOOTH TO KEEP FLOW FROM CONCENTRATING.
A BEDDING THICKNESS OF 6".
6. IMMEDIATELY AFTER ITS CONSTRUCTION, APPROPRIATELY SEED AND MULCH SOIL EROSION AND SEDIMENTATION C NTROL THE ENTIRE DISTURBED AREA OF THE SPREADER. O
EMERGENCY SPILLWAY DET~ AY DETAIL-POND #1 CERTIFICATION BY THE TOWN OF APEX
MBANKMENT TO BE DESIGNED/ LEVEL SPREADER DESIGN FLOW MIN. ENTRANCE DEPTH END WIDTH LENGTH This drawing has been reviewed by the Town of Apex, and to the best of my knowledge NUMBER (CFS) WIDTH (FT) (Fr) (FT) (FT) and belief, conforms to the requirements established in the Soil Erosion and Sedimentation
INSTALLED PER GEOIECHNICAL RECOMMENDATIONS 1 2.to tD o.s 5 3o Control Ordinance of the Town of Apex. However, this signature does not constitute a
EMERGENCY variance from ony requirements contained in any federal, stole, or Iocol code, low,
TOP OF DAM= 347.00 SPILLWAY = 346.50 s RIP RAP SSIPATOR 17•~ specification, rule or ordinance. the developer/engineer/contractor is solely responsible
. ~ GALVANIZED 2x2 x3/16 COVER ::::.:::...::::::r:r;;;•:;:;:::ADUATIC;;•::::tt::;::::::t;::::ii;;rii;iia;:;~i;r;:~?:}"'~;~. EMBANKM R MA WITH AN 18 DIAMETER OPENING eENCN ?s€;: TO BE DESIGNED LEVEL SPREADER #1 fa meeting all applicoble requirements, ,NKMENT CORE MATERIAL
MIN. 6:1 AQUATIC / •i'ri::: ~ iiii: i~ier'r }'riii: is i'ri iFiiii;: ? ...6:1,,„:.,5: PERMANENT IN COVER INLET ; POOL RISER BARt>Fl SEDIMENT FOREBAY BENCH (10' WIDE) INSTALLED PER GEOTECI E DESIGNED/ THIS SIGNATURE DOES NOT CONSTITUTE PLAN APPROVAL, ONLY PLAN REQUIREMENTS. A SEPARATE ILLED PER GEOTECHNICAL CLASS 8 RIP RAP
MM N A I TOP RISER = 345.70 INLET FLOW )MMENOATIONS BYPASS CHANNEL LETTER OF PLAN APPROVAL WILL BE MAILED TO THE FINANCIALLY RESPONSIBLE PERSON AT A LATER
ANTI-S A A 2" ORIFICE INVERT = 343.0 -SEEPAGE COLLARS DATEACCORDINGTOTHECONSTRUCTIONSEOUENCE,
20" TOP OF PERMANENT POOL FLOW SPLITTER By, Dote:
EMERGENCY CONCRETE BOX (ELEVATION TO BE SAME AS UP OF
SPILLWAY WITH EXTENDED BASE INV, TOP VIEW BOTTOM OF FOREBAY ~ 18 INV, OUT=339,55 LEVEL SPREADER
ELEV=335.00 EMBANKMENT WITH MARSH ~ BARREI ®0,509,' BARREI ®0,509,' LEVEL SPREADER REVIEW CERTIFICATION BY THE TOWN OF APEX
a.s PLANTS AND SPILLWAY TO MAIN POOL
BOTTOM OF POND = 335.00 RISER EMBANKMENT TO BE DESIGNED/ 5, This drawing has been reviewed by the Town of Apex, and to the best of
INSTALLED PER GEOTECHNICAL TRENOCHF c STORMWATER STORAGE RECOMMENDATIONS RIP RAP DIS. RIP RAP DISSIPATER my knowledge and belief, conforms to the requirements established in the
. NHMENT _ _ ' META E Imo, I mI - 11n PERMANENT PDOL~ ~ IPAT CONCRETE 18"BARREL ;vr,+~l,~a Standard Specifications of the Town of Apex. However, this signature
'~T- -Ilj-j1f I I- - __~~1L I -";,°•»iiiii?r'ri'r'rii:°.::ererii'r 'r _ ANTI-SEEP RIP RAP DISS OR ANTI-FLOTATION BLOCK INVERT=340.00 ,~~~~at does not constitute a varionce from any requirements contained in any federal, state, or local code, law, specification, rule or ordinance. The
DLLARS r EDIMENT FOREBAY" I~_ I I I _ SIZE TBD) PLANTED AS MARSH) I - developer/engineer/contractor is solely responsible for meeting all
~a,_I POND SECTION opplicable requirements.
- m NTS
SIDE wEW ET TIO POND OUTLET STRUCTURE DETAIL POND #1 D EN N By. Date:
3'
TBD GALVANIZED 2'x2'x3/16" COVER 4' ~ OUTFLOW ~ INFLOW
WITH AN 8" DIAMETER OPENING IN COVER 8" GATE VALUE 1.25' 1.25' ~ ~ MATERIAL STAPLED ,
FOR EMER, DRAIN ~ F~ DRIfiCE INV, =34E.00 R~ IN PLACE 6 6 FILTER FABRIC 1
PouRED IN PUCE FLOW SPLITTER
CONCRETE BOX TOf TOP EL. =349,95 CONCRETE .n UNDISTURBED NATURAL
REBAR TRASH • , WATERPROOF I I RACK OVER ORIFICE ;ASH WATERPROOF N MATERIAL [R ORIFICE N MASTIC (rrn.) ~ _ _ _ _ _ _ _ _ _ _ GROUND
~ . ~ ~ ; : MASTIC (TYP.) 4'° 3:1 MIN, 6:1 MIN.
i" 0 EXPANSION ANCHORS I r- I r TYPICAL EACH SIDE ~ I "
"ANGLE IRON I I 8 DIP FOR 2 4" X 4" X 5/8" X 3' LONG I I EMERGENCY GRAIN , ~ a 1~ a o0
TYPICAL EACH SIDE I GRAIN °
4 SPA, ®8"=32" ~ m I ~ I ~ BURIED 6" MIN.
2. INV.= 342.0 12" WIRE STAPLES
t' BAS 6' BASE EL. =341,50 ~ s ~ „ N N ®6 INTERVALS
2"ORIFICE 1" ,EXPANSION ANCHORS B" G.V, 'ANSION ANCHORS ~ LEVEL LIP OF SPREADER TYPICAL EACH SIDE CONSTRUCTION SPECIFICATIONS
0 B" O.C. TYPICAL EACH 51 o FILL WITH GROUT
i., • 1• ANGLE IRONS tONS i5 REBAR (TYPICAL EACH FACE) 1. THE MATTING SHOULD BE A MINIMUM OF 4 FT WIDE EXTENDING 6 INCHES
8" D.I.P 4" X 4" X 5/8" X 3' LONG X 5/B" X 3' LONG OVER THE LIP AND BURIED 6 INCHES DEEP IN A VERTICAL TRENCH ON THE
TYPICAL EACH SIDE EACH SIDE LOWER EDGE, THE UPPER EDGE SHOULD BUTT AGAINST SMOOTHLY CUT
3. TBO ANTI-SEEPAGE COLLAR-POND #2 SOD AND BE SECURELY HELD IN PLACE WITH CLOSELY SPACED HEAVY
cuss a RIP RAP , PLACEO 24• DEEP DUTY WIRE STAPLES AT LEAST 12 INCHES LONG.
2, ENSURE THAT THE SPREADER LIP IS LEVEL FOR UNIFORM SPREADING OF
PLAN SECTION STORM RUNOFF.
B TOP OF SPILLWAY
RISER B REL STRUCTURE-POND #2 - AR RISER BARREL STRUCTURE POND #2 #Z 3, CONSTRUCT THE LEVEL SPREADER ON UNDISTURBED SOIL (NOT ON FILL).
4, CONSTRUCT A 20-FT TRANSITION SECTION FROM THE DIVERSION CHANNEL
TO BLEND SMOOTHLY TO THE WIDTH AND DEPTH OF THE SPREADER.
MBANKMENT TO 8E DESIGNED/ ' ~ INSTALLED PER GEOTECHNICAL 110'
. RECOMMENDATIONS 5, DISPERSE RUNOFF FROM THE SPREADER ACROSS A PROPERLY STABILIZED
EMERGENCY TOP OF DAM= 352.00 INCLUDE SuBLAYER OF FILTER FABRIC OR FS-2 FlLTER STONE 4NTH SLOPE NOT TO EXCEED 10%. MAKE SURE THE SLOPE IS SUFFICIENTLY 2,0o A BEDDING THICKNESS OF 6". SMOOTH TO KEEP FLOW FROM CONCENTRATING.
• ~ SPILLWAY = 1.5 - ::•.~:::.RIP RAP DISSIPATOR GALVANIZED 2'x2'x3 16' COVER .....:....:.::::°::::..:::::::::;>:a AOUATIC:==::.::::r.2-: ,,,:,:::r:~>:•:~ ~•:»>:~::;•:i;>iFii&iirisrit§:ii:4'r 5 '
EMBANKMENT CORE MATT • ?r~°"::: ~;;i::=iii:;: i:::;;:;;: eencN `is:;;- ~':~;:`.:€;:i WITH AN 18' DIAME ER OPENING PERMANENT ~ A IN COVER TO BE DESIGNED •;:;•;;;:::;a:::;;:r:•::;::r>;:;::;;::;r: 4:l.......;ii;:r> MIN. 6:1 A UATI VKMENT CORE MATERIAL EMERGENCY SPILLWAY DETAIL-POND #2 6. IMM IATE Y AFT R IT N TR TIN APPR PRIAT Y S ED AND MULCH :OESIGNED ED L E S CO S UC 0 0 EL E
INLET p~L RISER ~ IM NT F R AY BENCH (10 W1DE~ INSTALLED PER GEOTECF :;;;::.:':;:r:rr::;::::::rra;•:>::s:;::;a SED E 0 EB RECOMMENDATIONS / TECHNI A THE ENTIRE DISTURBED AREA OF THE SPREADER. LLEO PER GEO C L MMENDATIONS CLASS B RIP RAP
INLET FLOW TOP RISER = 349.95 ANTI-SEEPAGE C LLA . BYPASS CHANNEL -SEEPAGE COLLARS LEVEL SPREADER DESIGN FLOW MIN. ENTRANCE DEPTH END WIDTH LENGTH
- 2" ORIFICE INVERT = 348.0 NUMBER (CFS) W10TH (FT) (FT) (FT) (FT)
20" TP FPRMNNTP FLOW SPLITTER
• MERGENCY CONCRETE BOX SPILLWAY WITH EXTENDED BASE INV. (ELEVATION TO BE SAME AS LIP OF 2 4.10 t0 0.5 5 55 INV, OUT=341,70 LEVEL SPREADER
TOP VIEW BOTTOM Of FOREBAY 60 LF 18 EZEV-341' EMBANKMENT WITH MARSH OQSOX LEVEL SPREADER
- PLANTS AND SPILLWAY TO •:•r,"A~{~• LEVEL SPREADER #2
MAIN POOL
RISER EMBANKMENT TO BE DESIGNED BOTTOM OF POND = 341,00 ~ IN T PER GEOTECHNICAL/ CUT OFF 5' RIP RAP OIS~PATER S TRENCH ~ RAP OIS~PATER
STORMWATER STORAGE RECOIAMENOATK)r1S . ~ ~T ~ 1WY6JL94~YIY. f
i_ _ - - ':~;;';t;:~PERMANENT POOL: EMEIAN BARREL r4 il4il~6d~4~~ ~ ~
I I I I I- ~ pAT CONCRETE _ _ _ ANrh RIP RAP DISSI OR ANTI-FLOTATION BLOCK INVERT-342.00 '°°t
EDIMENT FOREBAY - - (SIZE TBD) PLANTED AS MARSH) GAB 1
- ~_„rl _ PON SECTION
NTS SIDE VIEW
ON OUTLET STRUCTURE DETAIL-POND #2 ION P D DETENT
SEAL SEAL GATE: January 14, 2005 SCALE M&C FILE NUMBER
D-3B MCE PROJ, # 2655-0007
DRAWN LRA HORIZONTAL: onAwlNC NUM6ER
A DCV A1/1DTLJ n A D~11 IAI A
A. V i i \i.& 1 i V I%r/i \L.JLIL UL P lSLU11 tM0 MF 1-.Al IVVII I F-1 V/11lVL11,AM DESIGNED GML
200 MacKenan Court, Suite 200 DOVERSME® CHECKED GML VERTICAL:
Cory, North Carolina 27511 REALTY •
Phone: [phone], Fax: [phone] Enterprise Parkway Beachwood, OH 44122 PROD, MGR. CHS N/A
Tel: Tel: [phone] o Fax: [phone] o wwaddccom STATUS; REV1510N
I RENSED PER TOA AND DWO 2-14-06 AA0002667 EB0006691 c
REVAO. DESCRIPTIONS DATE 1STLCAROLINA aopmm STORMWATER POND DETAILS FOR REVIEW ONLY NOT RELEASED FOR CONSTRUCTION
R ~ www.mckimcreed.com

p -
3.75'
3' 1,25 1.25 B" ~ OUTFLOW STRUCTURAL NOTES: - INFLOW
MATERIAL STAPLED 1, CONCRETE DESIGN IS BASED ON THE FOLLOWING STANDARDS;
TBD GALVANIZED 2'x2'x3/16" COVER WITH AN 8" DIAMETER OPENING POURED IN IN PLACE 6 6 FILTER FABRIC POURED IN PLACE BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE (ACI 318-89) AND
IN COVER g" GATE VALVE CONCRETE ~ CONCRETE COLLAR FLOW SPLITTER ALL SUBSEQUENT SUPPLEMENTS, ~n
FOR EMER, DRAIN LOW FLOW ORIFICE N WATER INV. 346.00 N MASTI( WATERPROOF N UNDISTURBED MASTIC (TYP,) NATURAL 2. CAST IN PLACE CONCRETE DESIGN IS BASED ON THE FOLLOWING MATERIAL
CONCRETE BOX ay MATERIAL _ _ _ _ _ _ GROUND STRENGTH•
TOP EL. =347.70 _ 3:1 MIN,
REBAR TRASH n 5~ WATERPROOF I I RACK OVER ORIFICE M ~ 6:1 MIN, A, CONCRETE (AT 28 DAYS: 4000 PSI .46 MAX WATER CEMENT RATIO ) ( )
' ~ . ` ~ • MASTIC (TYP.) ~ B, REINFORCING STEEL ASTM A61 RA - , 5, G DE 60; FY - 60,000 PSI
I r - 1" 0 EXPANSION ANCHORS 3. MINIMUM CONCRETE PROTECTION FOR REINFORCEMENT SHALL BE AS FOLLOWS:
I iV • ~ TYPICAL EACH SIDE I I 8" DIP FOR ~ BURIED 6" MIN. A. CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH = 3"
2" ANGLE IRON I I EMERGENCY DRAIN 4"X4"X5/8"X3'LONG I N ~ B. EXPOSED TO EARTH, WATER OR WEATHER, WHERE FORMS ARE USED = 2"
TYPICAL EACH SIDE o I ~ I • N 12 WIRE STAPLES @ 6" INTERVALS
4 SPA. ®8°=32" ; : ~ m INV.= 342.0 LEVEL LIP OF SPREADER 4. CHAMFER ALL EXPOSED CORNERS OF CONCRETE WITH 3/4" X 45 DEG CHAMFER,
2° BASE EL. =341,50 CONSTRUCTION SPECIFICATIONS UNLESS OTHERWISE NOTED,
6 1° 0 EXPANSION ANCHORS N5 REBAR (TYPIC? N5 REBAR (TYPICAL EACH FACE)
2"ORIFICE 8" G.V, ®8" O.C. TYPICAL EACH SIDE o FILL WITH GROUT m - - I 1. THE MATTING SHOULD BE A MINIMUM OF 4 FT WIDE EXTENDING 6 INCHES 7. ALL CONCRETE WORK SHALL BE DONE IN ACCORDANCE WITH "SPECIFICATIONS FOR
ANTI SEEPAGE COLLAR P . )LLAR-POND #3 OVER THE LIP AND BURIED 6 INCHES DEEP IN A VERTICAL TRENCH ON THE STRUCTURAL CONCRETE IN BUILDINGS" ACI 301 AND ACI PUBLICATION ACI-350R-89
, ~ ' ` ` ANGLE IRONS LOWER EDGE. THE UPPER EDGE SHOULD BUTT AGAINST SMOOTHLY CUT "ENVIRONMENTAL ENGINEERING CONCRETE STRUCTURES".
8"D.I.P 4"X4"X5/8"X3'LONG TYPICAL EACH SIDE CLASS B RIP RAP ,PLACED 24" DEEP EP SOD AND BE SECURELY HELD IN PLACE WITH CLOSELY SPACED HEAVY DUTY WIRE STAPLES AT LEAST 12 INCHES LONG. 8. UNLESS NOTED OTHERWISE, ALL SPLICES, BENDS, STANDARD HOOKS AND OTHER
DETAILING OF REINFORCEMENT SHALL BE ACCOMPLISHED AS RECOMMENDED IN THE
TBD 3' TOP OF SPILLWAY 6 2. ENSURE THAT THE SPREADER LIP IS LEVEL FOR UNIFORM SPREADING OF "MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES" SPILLWAY STORM RUNOFF. ACI 315 AND ACI 318-89.
~1 9, FORM FINISH IS ACCEPTABLE FOR WALLS, FLOAT FINISH SLABS, RUB EXPOSED
SECTION PLAN 3. CONSTRUCT THE LEVEL SPREADER ON UNDISTURBED SOIL (NOT ON FILL). SURFACES.
- RISER BARREL STRUCTURE-POND #3 L STRUCTURE POND #3 RISER BARRE 4. CONSTRUCT A ZO-FT TRANSITION SECTION FROM THE DIVERSION CHANNEL 10. CONTINUOUS RUBBER WATERSTOPS SHALL BE PROVIDED AT ALL CONSTRUCTION JOINTS TO BLEND SMOOTHLY TO THE WIDTH AND DEPTH OF THE SPREADER. IN RISER.
lo' Io' 11. PRECAST MANUFACTURER TO PROVIDE #5 DIAGONALS AROUND PIPE OPENING IN RISER
INCLUDE SUBLAYER OF FlLTER FABRIC OR FS-2 f ! FABRIC OR FS-2 FILTER STONE WITH 5. DISPERSE RUNOFF FROM THE SPREADER ACROSS A PROPERLY STABILIZED BOX IN EACH FACE.
A BEDDING THICKNESS OF 6". SLOPE NOT TO EXCEED 10~, MAKE SURE THE SLOPE IS SUFFICIENTLY SMOOTH TO KEEP FLOW FROM CONCENTRATING.
EMERGENCY SPILLWAY DE" WAY DETAIL-POND #3 6. IMMEDIATELY AFTER ITS CONSTRUCTION, APPROPRIATELY SEED AND MULCH SOIL EROSI N AN
THE ENTIRE DISTURBED AREA OF THE SPREADER. 0 D SEDIMENTATION CONTROL CERTIFICATION BY THE TOWN OF APEX
MBANKMENT TO BE DESIGNED/ INSTALLED PER GEOTECHNICAL .
~ RECOMMENDATIONS LEVEL SPREADER DESIGN FLOW MIN. ENTRANCE DEPTH END WIDTH LENGTH This drowing hos been reviewed by the Town of Apex, and to the best of my knowledge
EMERGENCY TOP OF DAM= 350.00 NUMBER (cFS) WIDTH (FT) (FT) (Fr) (FT) and belief, conforms to the requirements estoblished in the Soil Erosion and Sedimentation = 350.00 3 2.80 1a a.s 5 ao Control Ordinance of the Tawn of Apex, However, this signature does not constitute a
SPILLWAY = 349.50 ~ RIP RAP DISSIPATOR ::::::::...:::::..:.-:::.-::a:riii; AQUnnCiss?~;isiiiii;:•:::::;;:::;:;::;;::;;:•;:::;::;;;::;:;.:`s??::??:i::::: GALVANIZED 2'x2'x3/16" COVER variance from any requirements contained in any federal, state, or local code, law,
• :;'::.;;;'i::'riiii~iii:3?:':::; BENCH WITH AN 18" DIAMETER OPENING EMBANKM NT CORE T I NED 0 BE OESG 6: t : PERMANENT MIN. 6:1 AQUATI :MBANKMENT CORE MATERIAL s ecificotion, rule or ordinance. The develo er en ineer contractor is salel res onsibe TO BE DESIGNED/ P P 19 / Y P
INLET 'r POOL ~ RISER BARREL BENCH 10 WIDE IN COVER INSTALLED PER GE( SEDIMENT FOREBAY ( RECOMMENDATIONS T RI R - 4710 NSTALLED PER GEOTECHNICAL LEVEL SPREADER for meeting all applicable requirements, RECOMMENDATIONS CLASS B RIP RAP
OP SE - 3 ....::::..:::.:::.:::::"">ia;;i iii;iii:'i:iii;:Siii;;;:::::>:::::::::,-:::.:-::,-s;r INLET FLOW BYPASS CHANNEL THIS SIGNATURE DOES NOT CONSTITUTE PLAN APPROVAL, ONLY PLAN REQUIREMENTS. A SEPARATE
• ANTI-SEEPAGE COI • • • 2 ORIFICE INVERT = 346.0 20" TOP F P RMA T P ANTI-SEEPAGE COLLARS LETTER OF PLANAPPROVALWILLBEMWLEDTOTHEFINANCIAILYRESPONSIBLEPERSONATAIATER
DATE ACCORDING TO THE CONSTRUCTION SEQUENCE, FLOW SPLITTER
EMERGENCY CONCRETE BOX SPILLWAY WITH EXTENDED BASE (ELEVATION TO BE SAME AS LIP OF INV, OUT 341.58 LEVEL SPREADER By. Date:
TOP VIEW BOTTOM OF FOREBAY ELEV=342.00 EMBANKMENT WITH MARSH 85 LF IS 00.50% F IS pp,50~ LEVEL SPREADER
_ PLANTS AND SPILLWAY TO .:gR~'{.,
MAIN POOL BOTTOM OF POND = 342.00
RISER EMBANKMENT TO BE DESIGNED/ 5, INSTALLED PER GEOTECHNICAL CUT OFF RIP R, REVIEW CERTIFICATION BY THE TOWN OF APEX ~;~~~a~ RIP RAP DISSIPATOR
1 STORMWATER STORAGE RECOMMENDATIONS TRENCH .r elndvi~ll~Jl,
' Ir - 1~- =11i `r'%~`:';:i ;i;i;: PERMANENT P00L ;:;i~` EMBPNRMEM ,.r- I- -r- - y..::_;;;;...,:::::.,:::":::::::::"::::"...: ~ ANII-SEEP RIP RAP DISSIPATOR CONCRETE BARREL r~~a~am This drawing has been reviewed by the Town of Apex, and to the best of my knowledge and belief, conforms to the requirements established in the
_ W~~ uRS ANTI FLOTATION BLOCK NVERT 342.00 i. ~ Standard Specifications of the Town of Apex. However, this signature
PANTED ASRMARSH) - ~ (SIZE TBD) "'-III-I POND SECTION does not constitute a variance from any requirements contained in any
„ . federal, state, or local code, law, specification, rule or ordinance. The
- Nrs SIDE VIEW developer/engineer/contractor is solely responsible for meeting all
DETENTION POND OUTLET STRUCTURE DETAIL-POND 3 Opplicoble requirements.
By. Date:
3'
3.75' - OUTFLOW INFLOW
TBD GALVANIZED 2'x2'x3/16" COVER
WITH AN 8" DIAMETER OPENING IN COVER B" GATE VALVE MATERIAL STAPLED , IN PLACE 6 6 FILTER FABRIC
FOR EMER, DRAIN LOW FLOW ORIFICE INV, =344,00 Iw ORIFICE FLOW SPLITTER x4,00 POURED IN PLACE
CONCRETE COLLAR N UNDISTURBED NATURAL
CONCRETE BOX TOP EL.=345.80 N WATERPROOF , N MATERIAL
REBAR TRASH WATERPROOF I I RACK OVER ORIFICE R TRASH N MASTIC (TYP,) _ _ _ _ _ _ _ _ _ _ _ GROUND
• < MASTIC (TYP,) I r OVER ORIFICE <; 3:1 MIN, 6:1 MIN.
I r M M 15 ~."a
:f 1" A EXPANSION ANCHORS ~ ~ I I M TYPICAL EACH SIDE I I B" DIP FOR m FOR rp
I I EMERGENCY DRAIN 2" ANGLE IRON VCY DRAIN ~ BURIED 6" MIN.
4 X 4 X 5/8" X 3' LONG I I L I TYPICAL EACH SIDE ; 12" WIRE STAPLES
4 SP0. 0 8"=32" M m INV.= 342.0 N ~ ~ @ 6" INTERVALS
2„ BASE EL.=341.50 N LEVEL LIP OF SPREADER
6" 1" f EXPANSION ANCHC EIfPANS10N ANCHORS CONSTRUCTION SPECIFICATIONS
® B„ O.C. TYPICAL EAC 1.5"ORIFICE g" G.V.. o FlLL WITH GROUT ' O.C. TYPICAL EACH SIDE
~5 REBAR (TYPICAL EACH FACE) 1. THE MATTING SHOULD BE A MINIMUM OF 4 FT WIDE EXTENDING 6 INCHES
~ ~ ' ~ i : ANGLE IRONS ~ .j 4"X4"X5/8"X3'L F IRONS OVER THE LIP AND BURIED 6 INCHES DEEP IN A VERTICAL TRENCH ON THE a' z 5/8' z 3' LONG LOWER EDGE. THE UPPER EDGE SHOULD BUTT AGAINST SMOOTHLY CUT
8" D.I,P TYPICAL EACH SIDE ;AL EACH SIDE ANTI-SEEPAGE COLLAR-POND #4 SOD AND BE SECURELY HELD IN PLACE WITH CLOSELY SPACED HEAVY
TBD DUTY WIRE STAPLES AT LEAST 12 INCHES LONG,
3'
2. ENSURE THAT THE SPREADER LIP IS LEVEL FOR UNIFORM SPREADING OF CLASS B RIP RAP ,PLACED 24" DEEP STORM RUNOFF.
SECTION PLAN
3. CONSTRUCT THE LEVEL SPREADER ON UNDISTURBED SOIL (NOT ON FILL),
RISER BARREL STRUCTURE-POND #4 RISER BARREL STRUCTURE-PON D #4 IND #4 TOP OF SPILLWAY s ~ 4. CONSTRUCT A 20-FT TRANSITION SECTION FROM THE DIVERSION CHANNEL
TO BLEND SMOOTHLY TO THE WIDTH AND DEPTH OF THE SPREADER,
MBANKMENT TO 8E DESIGNED/
INSTALLED PER GEOTECHNICAL . RECOMMENDATIONS 5. DISPERSE RUNOFF FROM THE SPREADER ACROSS A PROPERLY STABILIZED
SLOPE NOT TO EXCEED 10~. MAKE SURE THE SLOPE IS SUFFICIENTLY 1a' SMOOTH TO KEEP FLOW FROM CONCENTRATING,
EMERGENCY TOP OF DAM= 348.00 SPILLWAY = 347.25 z1
RIP RAP OISSIPATOR ApUATIC'iii::is:;i:=:;'ti;:'t€;;;i;;;::iii:;=; ~>:~t:°ii~:;'s'i; ;:i;:: GALVANIZED 2'x2'x3/16" COVER IMTH AN 18" DIAMETER OPENING EMBANKMENT CORE MATER BENCH INCLUDE SUBLAYER OF FILTER FABRIC OR FS-2 FILTER STONE WITH 6. IMMEDIATELY AFTER ITS CONSTRUCTION, APPROPRIATELY SEED AND MULCH MENT CORE MATERIAL A BEDDING THICKNESS OF 6". THE ENTIRE DISTURBED AREA OF THE SPREADER,
IN COVER TO BE DESIGNED ....4,'.I.:.,.,.Siii:~> PERMANENT MIN. 6:1 AQUATIC / INLET RISER BARREL H INSTA H I POOL BENC 10 WIDE LLED PER GEOTEC N IESIGNEO/ ED PER GEOTECHNICAL
SEDMENT fOREBAY ( ) RECOMMENDATIONS • I TOP RISER = 345.80 ~ENDATIDNS CLASS B RIP RAP EMERGENCY SPILLWAY DETAIL-POND #4
• NLEi FLOW ANTI-SEEPAGE COLLARS :...:..:-:.:;s::::s;~:;.;:;:>::::::::;::::: 1.5 ORIFICE INVERT = 344. 0 EEPAGE COLLARS BYPASS CHANNEL LEVEL SPREADER DESIGN FLOW MIN. ENTRANCE DEPTH END WIDTH LENGTH
20" T P OF PERMAN NT P OL NUMBER (CFS) WIDTH (fT) (FT) (FT) (FT)
EMERGENCY CONCRETE BOX FLOW SPLITTER 4 2,40 10 0.5 5 40 (ELEVATION TO BE SAME AS UP OF
SPILLWAY WITH EXTENDED BASE OUT=341.63 LEVEL SPREADER
TOP VIEW BOTTOM OF FOREBAY C ELEV=340.00 EMBANKMENT WITH MARSH 15 LF 15 p p arm p o a~ LEVEL SPREADER LEVEL SPREADER #4
PLANTS AND SPILLWAY TO MAIN POOL
BOTTOM OF POND = 340.00 RISER EMBANKMENT TO BE DESIGNED/ 5' RIP RAP r-~ x'
INSTALLED PER GEOTECHNICAL CUT OFF STORMWATER STORAGE RECOMMENDATIONS TRENCH q$gpAT~ RIP RAP ~~~'i~i 'rv1' iilrrt~lrr~t ~l > ~ ~ I DISSIPATER L...,
11,>rl,d$IY~f
- •ix.::`':;e:='r ~~;:f:[::PERMANENT••POOL~ ~''r'~ ENRANKAIENT ' ~ ::.,'i rRIP RAP DISSIPA70R CONCRETE BARREL ~W~~~dud
I ANTI-FLOTATION BLOCK INVERT-342.00 SEDIMENT FOREBAY I (SIZE TBD)
(PLANTED AS MARSH) I - _ - I PON SECTION OENR.W~'
NTS ~WETIAtaDSANR`~~' ..~•~~J'tCH
' SIDE VIEW
DETENTION POND OUTLET STRUCTURE DETAIL-PO 4 ND #
SEAL SEAL
DATE; January 14, 2005 SCALE MdcC FILE NUMBER
MCE PROJ. U-3C # 2655-0007
v. ~ ~ DRAWN LRA HORIZONTAL oRAw1NG NuMSER
DEVELOPERS Art=, K I N UAKULINA N/A
NZOIF, 1 V 1 1\i1 / 1 V %...L %L.JLJLJ f DESIGNED GML ®OVERSME® -
200 MacKenon Court, Suite 200 Cary, North Carolina 27511 L7Y0 CHECKED GML VERTICAL; REI@
Phone: [phone], Fax: [phone] Enterprise Parkway Beachwood, OH 44122 PROJ. MGR. CHS N/A
Ib1; 216-755-5500 o Fax: [phone] o wwwA&coffi
I REMSED PER TOA AND DWO 2-I4-05 AA0002667 EB0006691
REVAO, DESCRIPTIONS DATE www.mckimcreed.com ER I ST LCAaouNA PROpmm STORMWATER POND DETAILS STATUS; RENSION FOR REVIEW ONLY
R N NOT RELEASED FOR CONSTRUCTION

3' '
iBD
GALVANIZED 2'x2'x3 16" COVER WITH AN 8" DIAMET~R OP I STRU CTURA L NOTES.
IN COVER EN NG 8" GATE VALVE 1, CONCRETE DESIGN IS BASED ON THE FOLLOWING STANDARDS:
FOR EMER. DRAIN LOW FLOW ORIFICE
INV.=343.00 CONCRETE BOX BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE (ACI 318-89) AND ALL SUBSEQUENT SUPPLEMENTS.
TOP El, =345.7 . WATERPROOF REBAR TRASH 2. CAST IN PLACE CONCRETE DESIGN IS BASED ON THE FOLLOWING MATERIAL STRENGTH;
,7;; :,•'i.,i..~;•',r'.; i~.,::. "~t:,;••..'', I RACK OVER ORIFICE • ' MASTIC TYP. I 4 ( ) I ~
.r. 1" 0 EXPANSION ANCHORS ~ - i 25' TYPICAL EACH SIDE 1.25' r A. CONCRETE (AT 28 DAYS): 4000 PSI(,46 MAX WATER CEMENT RA110)
, a 2" ANGLE IRON I 8" DIP F N !5' e" B, REINFORCING STEEL, ASTM A615 GRADE 60' F = Y 60,000 PSI
I OR 4" X 4" X 5/8" X 3' LONG I I EMERGENCY DRAIN TYPICAL EACH SIDE ~ L POURED I~ 3. MINIMUM CONCRETE PROTECTION FOR REINFORCEMENT SHALL BE AS FOLLOWS:
4 SPA, ~ 8"=32" ~ a•:'~ M ~ I I CONCRETE POURED IN PLACE ' ' ' • CONCRETE COLLAR A, CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH = 3"
INV,= 335.0 ~ WATE! 2" N MAST - WATERPROOF ~ ~ cnv B. EXPOSED TO EARTH, WATER OR WEATHER, WHERE FORMS ARE USED = "
6" BASE EL,=334,50 2 Masnc (TYP.) •
• ~ 2"ORIFICE 8" G.V. ~ 1" 0 EXPANSION ANCHORS CLASS B RIP RAP ,PLACED 24" DEEP 4. CHAMFER ALL EXPOSED CORNERS OF CONCRETE WITH 3/4" X 45 DEG CHAMFER,
~ ~ UNLESS OTHERWISE NOTED,
~ FI ®8" O.C. TYPICAL EACH SIDE ~ 8" '•r.... ~ LL WITH GROUT 1 oo s TOP aF sPluwar •
8" D.I,P ANGLE IR N OS ~ ~t 7, ALL CONCRETE WORK SHALL BE DONE IN ACCORDANCE WITH "SPECIFI A 1
4"X4"X5/8"X3'LONG TYPICAL EACH SID STRUCTURAL CON R " C TONS FOR • C ETE IN BUILDINGS ACI 301 AND ACI PUBLICATION ACI-350R-
E in N "ENVIRONMENTAL ENGINEERING CONCRETE STRUCTURES". 89
3' TBO - "5 N 8, UNLESS NOTED OTHERWISE, ALL SPLICES BENDS T S ANDARD HOOKS AND OTHER
ID' DETAILING OF REINFORCEMENT SHALL BE ACCOMPLISH "MANUAL OF STANDARD PRA ED AS RECOMMENDED IN THE
PLAN SE T C ION C11CE FOR DETAILING REINFORCED CONCRETE STRUCTURES" INCLUDE SUBLAYER OF FLTER FABRIC OR FS-2 FILTER STONE WITH ACI 315 AND ACI 318-89.
A BEDDMC THICKNESS OF 8". •/5 REBAR (TYPICAL EACH FACE) 9. FORM FINISH IS ACCEPTABLE FOR WALLS, FLOAT FINISH SLABS, RUB EXPOSED
RISER B - /5 REBAR (TYPICI ARREL STRUC TUBE POND #1 RISE RB ARR EL S TRUC TU SURFACES.
RE PO ND # - 1 ANTI SEEP AGE C OLL AR F EM ERG _ ENC Y SP ~ IL LW LL AY ARP D 0 ET N AI D LP #1 OND #1 0. CONTINUOUS RUBBER WATERSTOPS SHALL BE PROVIDED AT ALL CONSTRUCTION JOINTS
IN RISER.
11, PRECAST MANUFACTURER TO PROVIDE I
BOX IN EACH FA ;~5 D AGONALS AROUND PIPE OPENING IN RISER CE.
MBANKMENT TO BE DESIGNED/ INSTALLED PER GEOTECHNICAL
RECOMMENDATIONS SOIL EROSION AND SEDIMENTATION CONTROL
CERTIFICATION BY THE TOWN OF APEX
EMERGENCY • ........:::::.:::a:, AouAT~c>.;a`~~;:;i°:~_~:=::~i:~i`sii:rs:;:;::-:=~:•;::;:ctt::;::::::::, RIP RAP DISSIPATOR NCH ~;'t;~;:° ..;,;•;:st::•r:::=• SPILLWAY = 346.50 TOP OF DAM= 347.00 .a This drowing has been reviewed by the Town of Apex, and to the best of m knowled e
t~s:;:•t::s>-.:t:r.;••~-tt=:::::::>: • GALVANIZED 2'x ' / LNLEr PERUANENT 2 z3 16 COVER _ ppOl : RISER L1~RREL and belief, conforms to the requirements established in the Soil Erosion ondy im 9 Sed entotion
MI / Wl TH AN 1 " 8 I DAM N. :1 ETER OP NIN 6 A E E AN A G MB K TI MENT R COEM Ai RIA E I SEDIMENT FOREBAY BENCH (10 WIDE IN COVER TO BE DESIGN --:::;•:::-:::::::::•::::.:-:::-:::•:•;;s•::<:.:::.;•::- NSTALLED PER GEOTECHNICA :NT CORE MATERIAL Control Ordin~ce of the Town of Apex, However, this signature does nol constitute o 51GNED/ ~ vari0nce from any requirements conloined in any federal, stole, or Iocd code I w
INLET FLOW o, PER GEOTECHNICAL specification, rule or ardinonce. The develops/en ineer contractor is sdel r
- TOP RISER = 345.70 RECOMMENDATIONS ~ " 2" ORIFICE INVERT = 343.0 ANTI-SEEPAGE C A VDATIONS t 9 / y esponsible a meeting dl applicable requirements,
' OLL RS " 20 P RMAN P PAGE COLLARS TENS SIGNATURE DOES NOT CONSTITUTE PLAN APPROVAL, ONLY PLAN REQUIREMENTS, A SEPARATE
MERGENCY SPILLWAY TOP VIEW BOTTOM OF FOREBAY CONCRETE BOX 30' vEGETATED FILLER LETTER OF PLANAPPROVALVYILLBEMA~EDTOTHEFINANCI ALLY RESPONSIBLE PERSON AT A LATER
WITH EXTENDED BASE ELEV=335.00 DATE ACCORDNVG TO THE CONSTRUCTION SEQUENCE.
EMBANKMENT WITH MARSH 90 ~ 1d BARREL w.> PLANTS AND SPILLWAY TO 00.50%
RISE MAIN POOL MV EMBANKMENT TO BE DESIGNED/ BOTTOM OF POND = 335.00 '~L BY Date: INV, PUT=334,55
STORMWATER STORAGE INSTALLED PER GE0IECHNICAL ~ri/1ir 1klt
RECOMMENDATIONS 5' RIP T _ _ EMeaNIC CU OFF RIP RAP DISSIPATOR
PERM/NENf POOL' - MENt TRENCH _ ~_gEEp RIP RAP DISSIPATOR REVIEW CERTIFICATION BY THE TOWN OF AP EX
EDIMENT FOREBAY' 1M15 CONCRETE 18"BARREL PLANTED AS MARSH q _
NTI FLOTATION BLDCK INVERT=J35.00 (SIZE TBD) This drawing has been reviewed by the Town of Apex, and to the be
my knowled a and belief of st of 9 , co arms to the requirements established in the Standard Specifications of the Town of Apex. However, this si natur
PQ SIDE VIEW N TS does not constitute a variance from on r g e
D E TE NTI ON PO N _ DO ET S TRU y equirements contained in any federal, state, or local code, law, specification, rule or ordinance, T
CTU RE D ET AIL PO N D #1 Bevel ITe oper/engineer/contracior is solely responsible for meetin all
applicable requirements. g
BY Oute:
_ ~ vr......_
4 `
1,25' 1,25' 8" CLASS B ~ ~ ,PLACED 24" DEEP
POURED IN PLACE 6 TOP OF SPILLwAr CONCRETE COLLAR
~T ' N WATERPROOF r '
MASTIC (TYP,)
a F---~_ a IO' ~i '."t ~
INCLUDE SUBLAYER OF FM.TER FABRI - • A BEDDING THICKNESS OF 8", C OR FS 2 FILTER S10NE WITH
MBANKMENT TO BE DESIGNED/ ' • ~ • : • ~ • INSTALLED PER GEOTECHNICAL
RECOMMENDATIONS i0 N • .s ~ EM ERG _ ENC Y SP
EMERGENCY ILLW AY D ETAI N L PO ND #2
:•r:r:•tr`; AOU~nc::»:>:~:;i~~;i.'•;:;'t;s?;~`.~>;=:`•;;i';•::•;;:;:~r~f=•:::": RIP RAP I I • • • D SS PATOR SPILLWAY = 351.55 TOP OF DAM= J52 .
.ii~^:iiizi''?iiir~.'?'ii!?.=i:~ie'r'r~^;i BENCH ':'ii':° .............._-.:.:':::::::::::.m•.~: .._4i;:;ire})w:• •OO RiLEf 4%.I•••-~'"%~'•>: PERMANENT GALVANIZED" 2'x2'x3 16" COVER - - R R BARREL. LSE POOL Wl TH
E/R AN 1 8 I DAM MI TE OP NIN :°••a.-;..;:.~:~::•~~~:~~-+:::::;: ~ts:;;:;':~i:i;:;:=:: N. 6:1 ApUATI E G MATERIAL TMBANKMENT CORE • SEDIMENT FOREBAY BENCH (10 WIDE IN COVER 0 BE DESIGNED/ CORE MATERIAL ~5 REBAR (TYPICAL EACH FACE VED/ )
-::.::~-.~:ss::;•;;s;:••;;:::;-::;:-t-;;;::;;:-•;;-~ INLET ROW STALLED PER GEOTECHNICAL • • • • • TOP RISER ~ 349.95 RECOMMENDATIONS :R GEOTECHNICAL
~ 2" ORIFICE INVERT .348.0 .ANTI-SEEPAGE C A n A oNS S P A GE C OL L A RP ON D# 2
OLL RS 20" T P M P ~ COLLARS I
EMERGENCY SPILLWAY CONC i 30 VEGETATED FILTER J'
TOP VIEW BOTTOM OF FOREBAY WITH EXTENDED A B SE ELEV=341,00 TBO
EMBANKMENT WITH MARSH 60 LF 18 0p GALVANIZED 2'x2'x3/16" COVER WITH AN B" DIAMETER aPENIN
w.x PLANTS AND SPILLWAY TO ~ RISE MAIN POOL '.'fit' INV. OL IN COVER G MV. OUT=340.70 8" GATE VALVE
EMBANKMENT TO BE DESIGNED/ BOTTOM OF POND = 341.00 1 STORMWATER STORAGE INSTALLED PER GEOTECHNICAL FOR EMER. DRAIN LOW FLOW ORIFICE ~tlr~ ~t INV. =348,00
_ RECOMMENDATIONS 5' ...,::=a;:•i:;:;&>;;•;;:;a.:;•;;:•:;:;;;.:;-;z,-.;;;;t> CUT OFF RIP RAI RIP RAP DISSIPATOR CONCRETE BOX
PERMANENT PO01. is"• E?IBANKMENi TRENCH TOP EL. =349.95
µO_~Ep RIP RAP DISSIPATOR EDIMENT FOREBAY TARS r CONCRETE BARREL t~PLANTEO AS MARSH ANTI- REBAR TRASH ~ ~ ~i",'•. ~•~i.:j•, ~;I'., WATERPROOF
) ROTA110N BLOCK INVERT=341.00 (SIZE TBO) ' • ` MASTIC TYP, ( 1 RACK OVER ORIFCE ~
TYPICAL EACH ANCHORS I ' sloE r ;
P SIDE VIEW J I ~ 2" ANGLE IRON I I 8' DIP FOR ° 4 X 4 X 5/8" X 3' LONG i I EMERGENCY DRAIN ~
N TS D NTIO NP OND _ 0 ET TYPICAL EACH SIDE I
STR UC TU R E D ET AI LP OND #2 4 SPA, 0 B"=32" ` o . , 1 ~ I L
INV.= 341,00 2" •
,50 8" BASE EL, =340
2"ORIFICE " 6" G.V. 1 d EXPANSION ANCHORS
o F 0 8" O.C. TYPICAL EACH SIDE ' : ~ ILL WITH GROUT
' 4~. i ~
B" O.I.P ANGLE IRON S 4"X4"X5/8"X3'LONG
TYPICAL EACH 51DE
3' TBD
P AN
S CTION
RIS ER _ BA RR EL STRU CTUR
EP OND # 2 RIS _ ER B AR R E LS TRU CTUR E PO ND # 2
SEAL SEAL
~ ~ - -
44 DATE; January 14, 2005 SCALE M&C FILE NUMBER
BEAVER CREEK CROSSINGS MCE PROJ. 2655-0007 D"3B
w'~NFM&CREED DIEVEIOPERS DRAWN HORIZONTAL:
200 MacKenan Court, Suite 200 LRA ORAIMNG NUMBER ®IVERSi~il:® APEX, mTy• NORTH CAROLINA DESIGNED GML N/A
Cary, North Carolina 27511 lt
Phone: [phone], Fax; - 3~B°5- [phone] 3300 BntaVdse Pui~ Bewhaood, OH 44122 CHECKED CHGmL D3B S /A VERTICAL; -
1b1: 216-735- REv,ND. DESCRIP71ONS DATE AA0002667 E80006691 1b1: 21735-5500 a Fea; 216-755-15W o ~v~rnddccom PROJ. MGR. N c;f11s
REVIS[ONS www.mckimcreed.com IFIsT C
I =ST NOPffalF~ I STATUS: REN~oN I ST CAROUNA STORMWATER POND DETAILS NOT RELEASED FOR CONSTRUCTION
FOR REVIEW ONLY

~ 4
3'
TBD GALVANIZED 2'x2'x3 I6" COVER WITH AN 8 DIAMET~R OPENIN STRUCTUR AL NOTES.
IN COVER G 1. CONCRETE DESIGN IS BASED ON THE FOLLOWING STANDARDS:
8" GATE VALVE FOR EMER. DRAIN LOW FLOW ORIFICE BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE (ACI 318-89) AND
INV. 346.00 ALL SUBSEQUENT SUPPLEMENTS.
CONCRETE BOX 2. CAST IN PLACE CONCRETE DESIGN IS BASED ON THE FOLLOWNG MATERIA
TOP EL. =347.70 ; ; ; . WATERPROOF REBAR TRASH L STRENGTH:
° . • •"r ~ • ~ MASTIC TYP. I I RACK OVER ORIFICE 3.75' „ ( J I r
.r. i" 0 EXPANSION ANCHORS I 1.25 1.25 TYPICAL EACH SIDE A. CONCRETE (AT 28 DAYS): 4000 PSI(.46 MAX WATER CEMENT RATIO) 1.25 8" B. REINFORCING STEEL, ASTM A615, GRADE 60: FY = 60,000 PSI
J I iv 2" ANGLE IRON ~ ti I I 8" DIP FOR ~
4 X 4 X 5/8" X 3' LONG I I EMERGENCY DRAIN TYPICAL EACH SIDE I POURS 3. MINIMUM CONCRETE PROTECTION FOR REINFORCEMENT SHALL BE AS FOLLOWS:
4 SPA, 0 8"=32" ~ o CON F i 1`~ I L I C • . POURED IN PLACE corlcRETE caLaR A. CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH = 3"
" INV. 342,0 ~ V 2" N b n B. EXPOSED TO EARTH, WATER OR WEATHER WHERE FORMS ARE U = " WATERPROOF N ~ SEO 2
6" BASE EL. =341.50 MASTIC (TYP.) 4j CLASS B RIP RAP ,PLACED 24" DEEP
~ 2"ORIFICE 8" G.V. ~ 1" A EXPANSION ANCHORS r " 4. CHAMFER ALL EXPOSED CORNERS OF CONCRETE WITH 3/4" X 45 DEG CHAMFER, UNLESS OTHERWISE NOTED.
m Flll WITH GROUT ®8" O.C. TYPICAL EACH SIDE M ~5
'.,r in TOP OF SPILLWAY • 8
8" D.I,P ANGLE IRONS I 7. ALL CONCRETE WORK SHALL BE DONE IN ACCORDANCE WITH "SPE IFI AT " ~ ~ " C C IONS FOR STRUCTURAL CONCRETE IN BUILDINGS ACI 301 AND AG PUBLICATION ACI-350R-89
4" X 4" X 5/8" X 3' LONG TYPICAL EACH SIDE "ENVIRONMENTAL ENGINEERING CONCRETE STRUCTURES".
N ••i n 8. UNLESS NOTED OTHERIM
3' TBD N SE, ALL SPLICES, BENDS, STANDARD HOOKS AND OTHER DETAILING OF REINFORCEMENT SHALL BE ACCOMPLISHED AS RE MM N to CO E DED IN THE
"MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES"
PLAN SECTION ACI 315 AND ACI 318-89. INCLUDE SUBLAYER OF FILTER FABRIC OR F5-2 FILTER STONE MATH A BEDDING THICKNESS aF 8". 9. FORM FINISH IS ACCEPTABLE FOR WALLS F AT
~5 REBAR (T' ~5 REBAR (TYPICAL EACH FACE) LO FINISH SLABS, RUB EXPOSED
RISE - RB ARR EL S TRUC TUR E PO ND _ #3 RISE RB AR REL STRUC TU _ RE PO ND SURFACES. _ EM -
#3 ANTI SE EP AG C E 0 LL AR ERG ENC Y SP ILL WA YD ET 0 AIL LL PO ND AR PO #3 0. G N ND O T1NU #3 OUS RUB BER WATERSTOPS SHALL BE PROVIDED AT ALL CONSTRUCTION JOINTS ~
IN RISER.
11. PRECAST MANUFACTURER TO PROVIDE ~5 DIAGONALS AROUND PIPE OPENING IN RISER
BOX IN EACH FACE.
MBANKMENT TO BE DESIGNED/ ' " ,INSTALLED PER GEOTECHNICAI SOIL EROSION AND SEDIMENTATION CONTROL
"RECOMMENDATIONS CERTIFICATION BY THE TOWN OF APEX

~ EMERGENCY I AP DISSIPATOR = r = ........:::::::::::~:;::::_::.;AIXl~ncti-:~::~:~i;;:€:'=i::~;;'i;;TITS;i~l3ris;:•a°>ai:~;:-~';:~x:=ii: SPILLWAY OP OF DAM . 349.50 350.00 This drawing has been re>riewed by the Town of Apex, and to the best of my knowledge A.00 and belief, conforms fo the requirements established in the 5dl Erosion and Sedimentation
tr::::;:: ~ t: . ~ ':;;_~$;1„_,,,,:,:::::: GALVANIZED 2~z2'x3 16" CO R NLET _ PNENi RISER BARREL WITH AN 18" DIAME1R ~ EMBANKM NT :::::...:::::::•::•::.-.:.:•:::::::.:.::.,:~~;•!c•::;:_::;:: MIN. 6:1 A(~UATI 0 E NG E CORE MAl Control Ordinance of the Town of Apex. However, this signature does not constitute o
TE P NI ::•:::.s:,":':.:.::..',:.;~:"`'::;:::~~~`i:;t:ii: IN COVER TO BE DESIGNED , SEDIMENT FOREBAY BENCH (10 WIDE / EC NKMENT CORE MATERIAL variance from any requirements contained in an federal stole, or local code I w E DESIGNED/ Y ~ a ,
INLET FLOW INSTALLED PER GEOT I ~uED PER cEOTECHNICAL specificolion, rule or ordinance. The developer/engineer/contractor is sdel res onsble Y P MMENDATIONS fa meeting dl applicable requirements.
TOP RISER = 347.70 ECOMMENDATIONS - ~ • 2" ORIFICE INVERT = J46.0 ANTI-SEEPAGE COLLAR!
' 20" • TP fPRM NTP ' -SEEPAGE COLLARS THIS SIGNATURE DOES NOT CONSTITUTE PLAN APPROV AL, ONLY PLAN T~QUIREh~NTS. A SEPARATE
EMERGENCY SPILLWAY CONCRETE BOX 30' VEGETATED FILTER LETTER OF PLAN APPROVAL WILL SE MALED TO THE FINANCIALLY RESPONSIBLE PERSON AT A LATER
TOP wEw BOTTOM OF FOREBAY WITH EXTENDED BASE DATE ACCOR~NG TO THE CONSTRUCTION SEQUENCE,
ELEV=342.00 EMBANKMENT WITH MARSH 851E 15 005 aosox BY Date:'
.r•,;,> PLANTS AND SPILLWAY TO :,.~R::::. RISE MAIN POOL : INV. OUT 341,5
EMBANKMENT TO BE DESIGNED/ BOTTOM OF POND = 342.00 .
S10RMWATER STORAGE INSTALLED PER GEOTECHNICAI 1 - _ RECOMMENDATIONS CUT OFF 5' RIP RAP DISSIPATOR REVIEW CERTIFICATION BY THE T W
TR NH EC - j: pER1AANEM:.p00L EMBAIMNENT 0 N OF APEX
ANn-SEEP RIP RAP DIS5IPATOR EDIMENT FOREBAY IAIiS r CONCRETE BARREL This drawing has been reviewed by the Town of Apex, and to the best of
~PIANTED AS MARSH) ANTI-FLOTATION BLOCK INVERT=342.00 (SIZE TBD) my knowledge and belief, conforms to the requirements established in the
Standard Specifications of the Town of Apex. However, this signature
- P SIDE VIEW NTS does not constitute a varlonce from any requirements contained in any
D NTIO _ N Po ND 0 UTL ET S TRUC federal, state, or local code, low, specification, rule or ordinance. The
TURE DETAt L PO ND #3 developer/engineer/contractor is solely responsible for meetin all 9 applicable requirements.
BY Dote:

3.75`
8• CLASS B RIP RAP ,PLACED 24" PEEP 1.25' 1,25'
POURED IN PLACE ' • 6 ~ ~ SPILLWAY
CONCRETE COLLAR
N WATERPROOF n MASTIC (TYP,) '
n
I---- I 0' M 15 . • e , ~ i
INCLUDE SUBLAYER OF FILTER FABRIC OR FS-2 FILLER STONE MATH
. A BEDDING THICKNESS OF B", ,
MBANKMENT TO BE DESIGNED/ INSTALLED PER GEOTECHNICAL ~ i
RECOMMENDATIONS N EME - RGE C NY ~ SPILLW AY DETAIL PO ND #4 N
I .
EMERGENCY •:::•::;t: AOVATICr~;~::it>:`~=::~~`::~>~~%:~%::;;=::';i~;%: is ..:RIP RAP DISSIPATOR SPILLWAY = 347. TOP OF DAM= 348.00 00
•":.::iri;.i;~:~;`:=i:~i; iiii BENCH : ~ ;;;;;::s:;_:a~;:~:::~:tas•s ~ GALVANIZED"2'x2'x3 16" COVER INLET iii:±.....kyl„•,~,;;;;i•;: PERMANENT
Ri BARREL WITH AN 18 DIAME R EMBANKMENT Pool SER MIN. 6:1 A ATI OPENING CORE MATEF IN CO R BE DESIGNED/ ENT AY BENCH (10 WIDE :.....:...:::.:::.-;r>::.:>:;:=•-;-:~.::•::~•:::.:;::.....:~~~E~:.=:;r:+ i:~ LIED PER GEOTECHN OdENT CORE MATERIAL ~5 REBAR (TYPICAL EACH FACE) DESIGNED/
•-::.,..•-.•:::;;;::::;r>:~;;::~rt•-::•:~:;;::=•s•-.t&r~ INLET FLOW 3 5.80 .ED PER GEOTECHNICAL ANTI- - SEE ENOATK)NS PAGE
TOP RISER - 4 RECOMMENOATN)NS 1.5" ORIFICE INVERT = 344. ANTI-SEEPAGE COLLARS COLL AR PO , ND #4
F P RMAN NT 'EEPAGE COLLARS
EMERGENCY SPILLWAY CONCRETE BOX 30' VEGETATED FILTER 3'
TOP VIEW BOTTOM ~ FOREBAY WITH EXTENDED BASE TBD GALVANIZED 2'x2'x3/16" COVER
ELEV=340.00 EMBANKMENT WITH MARSH ~ lF 15 0 0.50X WITH AN 8" DIAMETEER OPENING 0 0.50X IN COVER
.~,;s PLANTS AND SPILLWAY TO ' II MAIN P RISE OOL 8" GATE VALVE INV. OUT-339. FOR EMER. DRAIN LOW FLOW ORIFICE
EMBANKMENT TO BE DESIGNED/ BOTTOM OF POND = 340.00 ~tfL INV, e344,00
STORMWATER STORAG INSTALLED PER GEOTECHNICAL 1 ~ ~ ' E 'RECOMMENDATIONS _ _ _ - CUT OFF 5' R _ TRENCH RIP RAP DISSIPATOR CONCRETE BOX
~~~~PERMANEM ~POOL~ ~ EMBANKMENT TOP EL.=345.80 • REBAR TRASH
_ µp_~Ep RIP RAP DIS5IPATOR C AR EDIMENT FOREBAY IARS r ONCRETE B REL , 4..; • , WATERPROOF I I RAp( OVER ORIFCE •`r.. MASTIC (TYP,) I r
ANTI FLOTATION BLOCK INVERT=340.00 PLANTED AS MARSH) I (SIZE TBD) .r 1" 1s EXPANSION ANCHORS I C
- POND SECT TYPICAL EACH SIDE J I ~
SIDE vlEw N rS 2" ANGLE IRON I I 6" DIP FOR 4 X 4" X 5/8" X 3' LONG I I EMERGENCY DRAIN
D _ ETE NTION PON D OU TLET STRUC TYPICAL EACH SIDE I a•• 4 SPA, ®8"=32" ~ I ~ I i~ m
TORE DET AIL P OND # 4 2" INV.= 340• _
BASE EL=339.50 8"
1.5"ORRICE 8" C.V. 1" 0 EXPANSION ANCHORS
0 0 8" O.C. TYPICAL EACH SIDE ~ FILL WITH GROUT
~•i.. .j. ;y. :1; i l•
8" D.I.P ANGLE IRONS
4" X 4" X 5/8" X 3' LONG TYPICAL EACH SIDE
3' TBD
PLAN SECTION
RISER - BARRE L STRU CTURE _ POND #4 RISER BARRE L STRUC TURF PO ND #4
SEAL SEAL
-
•
4 IVICM&CMED IF BEAVER CREEK CROSSINGS DATE: Jonuory 14, 2005 SCALE Mac nU NUMaER MCE PROJ. 2655-0007 D- 3C
DEVELOPS DRAWN LRA HORIZONTAL: DRAWING NUMBER
200 MacKenan Court, Suite 200 ®OVERSIFIE® APEX, NORTH CAROLINA DESIGNED GML N/A
Cary, North Carolina 27511 REALTY 3300 Enterprise Parkway Beachwood, OH 44122 CHECKED GML VERTICAL: -
Phone; 233-8091 Fax: [phone]) [phone] 1h1: 211 1h1: 216.755.5500 o Pax: 216.755-1500 o www.cidr.com PROJ. MGR. CHS N/A
REV,NO, DESCRIPTIONS DAZE AA0002667 EB0006691 i
REVISIONS www•mckimcreed.com STATUS: REhsoN
B 7ST GAROLWA PROPEMESJI STORMWATER POND DETAILS FOR REVIEW ONLY
NOT RELEASED FOR CONSTRUCTION

N/F i00D YANOERS ~ENKINS R0,
Bu 1860, PG J9/ OB 8112 vG 115 PwA m)l.a-1D-2958
AREA SQUARE FOOTAGE ACRES AREA NAME OF PROJECT: AREA CLASSIFICATION SQUARE FOOTAGE LF ACRES cRfe WALDEN
BEAVER CREEK CROSSINGS SHOPPING CENTER N(F CREEK DR,
~ AREA 1 1,589,50 .036 AREA 6 APEX, NORTH CAROLINA ~F( AREA 6 UNIMPORTANT 52 26 ,001 CyGR
~ \ DEVELOPER; Cy
\ F`,~ R NYNRRx.WRXS,mdr6P. AREA #2 955.16 .022 AREA 7 mnx s. YoNms Pn ~ De Boer, ac. s 116 58 .003 Ra R. AREA 7 UNIMPORTANT o PROJECT ~g N D DDR/1ST CAROLINA APEX PHASE III, LLC ~ SITE
\~V `V ~ RHA msz Dl-to-Be}e ~ ~ AREA #3 2,428.18 .056 AREA 8 AREA 8 UNIMPORTANT 194 97 ,004 523 KEISLER DR„ SUITE 202 ~
~ f \ ~ CARP, NORTH CAROLINA 27511 w US 64
AREA #4 2,181.71 .050 AREA 11 \ AREA 11 IMPORTANT 64 42 ,002 PHONE: [phone] Y us s4
~ - ~ \ ~ AREA 5 11,466.11 .263 TOTAL IMPORTANT FAX: [phone] TOTAL STREAM ONLY 64 42 ,002 ZONING OF PROPERTY: PUD-CU
\
~ ~ J AREA 9 161.55 ,003 ~ ~ ~ AREA OF TRACT; 50,572 AC
~ ~ AREA 10 460.70 .010
1
1 NLMER x. Pnd rRN TOTAL 19,242.80 0.440 AR A AREA SQUARE FOOTAGE ACRES
i Ealll ~ ~K E I ~ ` Plx~ of zo•-:as-~BSe] / y
~ ; ~ TOTAL TOTAL 19,326,80 0,442
~ r ~ ~ LIMITS OF WETLAND
_r ~ \ ~ VICINITY MAP
~ / \ '0G N/i ' ANDREW J. GREGORY, and dlP. ~ \ e \ IMPACTED WETLAND AREA NOT TO SCALE
HENNIE A dKGOBY ' T eN INO, PG J0/ ~ BN 1900, PC. 1112
OB S/et, PC. e+e I PNA D73301-29-1175 WETLAND AREA
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1 LEVEL ! DETENTIO I I . I ~ ~ I 1 1 I I FUTURE OFFICE I ~ ~6/Y0 TURF 1 \i R,X
~ STREAM AREA #6 , SPREADER #1 / POND #1 / , FUTURE 1, , r ! ~ I ~ ~ i OFFICE I 11 ~ ~ ~ ~FICE i 1 , I \
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vM13' R/W -
SEAL SEAL
DATE; December 9, 2D04 MkC FILE Nl1M8ER SCALE
MCE PR ,r'~~ OJ. # 2655-0007
DDR 1~' ST DRAWN LRA HORIZONTAL: oRavrtNC NuMSea DDR 1 CAROLINA APEX PHASE III LLC ,
APEX_ NORTH CAROLINA _ , =,oo
r 7 • • • • UtSIGNLU LHA
200 MacKenan Court, Suite 200 523 Keisler Drive Suite 202 VERTICAL: CHECKED GML
Cary, North Carolina 27511 Cary, North Carolina 27511 [PROJ. MGR. CHS N/A
Phone; [phone] Fax; [phone]
1 REVISED PER DWQ COMMENTS p-ry-QS AA0002667 EB0006691 Phone: [phone] WETLAND IMPACT MAP STATUS: REV1510N
[REvm] DESCRIPTIONS DALE www,mckimcreed. com FOR REVIEW ONLY

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xlr I `1 '~(/e( AxoArw d cAECOAV, om .Ne, ~ ~ ~ x[Nx¢ w, taECOev I % ~ } SITE W US 64
BN 1999, PC. 594 \ ~ \ R ~ BN 1990. PG 1112 \ DB 5497 Pt. 649 I PINY 0732DI-19-4415 Y US 64
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NAME OF PROJECT;
LIMITS OF WETLAND
~ BEAVER CREEK CROSSINGS SHOPPING CENTER APEX, NORTH CAROLINA
IMPACTED WETLAND AREA DEVELOPER:

DDR/1ST CAROLINA APEX PHASE III, LLC I WETLAND AREA
523 KEISLER DR., SUITE 202 CARY, NORTH CAROLINA 27511
PHONE: [phone]
FAX: [phone]
ZONING OF PROPERTY: PUD-CU
AREA OF TRACT; 50,572 AC
SEAL SEAL DATE: February 141 2005 MdLC FILE NUMBER
SCALE M CE PROD. # 2655-0007
ST DRAWN LRA HORIZONTAL: oaAVnNC NuMeeR
DDR DDR 1 CAROLINA APEX PHASE III LLC 1. , ~ 1 =100
_ _ _ f DESIGNED LRA
200 MacKenan Court, Suite 200 523 Keisler Drive, Suite 202 CHECKED GML LN'/A ICAL:
Cary, North Carolina 27511
Phone: [phone], Fax: [phone] Cary, North Carolina 27511 PROJ. MGR, CHS Phon
AA0002667 ®0006691 e: 919.657.5005 AREA MAP
STATUS: REMsiom
REV,NO. D ESCRIPTIONS DATE www.mckimcreed.com REVISIONS
I%% -i FOR REVIEW ONLY