20100038 Ver 1_401 Application_20100110

ms consultants, inc.
engineers, architects, planners
500 Jackson Street
Roanoke Rapids, NC 27870-2602
Phone: [phone]
Fax: [phone]
www.msconsultants.com
January 11, 2010
20 100038
w nn ?InIn??
?Nxk
NCDENR-DWQ
Wetlands and Stormwater Branch
401 Oversight/Express Permitting Unit
1650 Mail Service Center JAN 1 3 mo
Raleigh, North Carolina 27699-1650
DENR • WATER 00i Y
VVLANDSANDSTONIVATE WAI CN
Reference: Albemarle Electric Membership Corporation: PCN for wetlands impacts
Town of Winfall, Perquimans County, North Carolina
To Whom It May Concern::
The Albemarle Electric Membership Corporation project is a proposed 61,391 square foot office and warehouse
building located at the intersection of Highway 17 Bypass and Creek Drive in the town of Winfall, Perquimans
County, North Carolina. The project consists of construction of an access roadway, which will require placement of
fill material within existing wetlands on site. Please find attached five (5) copies of the following submittal
documents for the proposed wetland impacts:
• PCN Form
• $240 Application Fee
• Full Sized Construction Drawings (2 copies) - under separate cover
• 11"x17" Construction Drawings (3 copies) - under separate cover
• Stormwater Management Plan (3 copies)
• Wetlands Supplemental Drawings
• USGS Map
• Soils Map
• USACE Notice of Jurisdictional Determination
If after review you have any questions, or if you require any additional information, please contact me at your
earliest convenience.
Sincerely,
ms consultants, inc.
Nicholas S. Rightmyer, E. .
Project Engineer
Cc: Mr. Fred Yates, Town of Winfall Mayor
Offices in: Ohio, Pennsylvania, Indiana, West Virginia, North Carolina, and Florida
ms consultants, inc.
engineers, architects, planners
500 Jackson Street
Roanoke Rapids, NC 27870-2602
Phone: [phone]
Fax: [phone]
www.msconsultants.com
January 11, 2010
NC DENR - DWQ
Wetlands and Stormwater Branch
401 Oversight/Express Permitting Unit
1650 Mail Service Center
Raleigh, North Carolina 27699-1650
Reference:
Albemarle Electric Membership Corporation: PCN for wetlands impacts
Town of Winfall, Perquimans County, North Carolina
To Whom It May Concern::
The Albemarle Electric Membership Corporation project is a proposed 61,391 square foot office and warehouse
building located at the intersection of Highway 17 Bypass and Creek Drive in the town of Winfall, Perquimans
County, North Carolina. The project consists of construction of an access roadway, which will require placement of
fill material within existing wetlands on site. Please find attached five (5) copies of the following submittal
documents for the proposed wetland impacts:
• PCN Form
• $240 Application Fee
• Full Sized Construction Drawings (2 copies) - under separate cover
• 11"x17" Construction Drawings (3 copies) - under separate cover
• Stormwater Management Plan (3 copies)
• Wetlands Supplemental Drawings
• USGS Map
• Soils Map
• USACE Notice of Jurisdictional Determination
If after review you have any questions, or if you require any additional information, please contact me at your
earliest convenience.
Sincerely,
ms consultants, inc.
Nicholas S. Rightmyer, E. .
Project Engineer
Cc: Mr. Fred Yates, Town of Winfall Mayor
1
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JA N 1 3 2010
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Offices in: Ohio, Pennsylvania, Indiana, West Virginia, North Carolina, and Florida
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Office Use Only:
Corps action ID no.
DWQ project no.
Form Version 1.3 Dec 10 2008
Pre-Construction Notification (PCN) Form
A. Applicant Information
1. Processing
1a. Type(s) of approval sought from the
Corps:
®Section 404 Permit El Section 10 Permit
1b. Specify Nationwide Permit (NWP) number: 14 or General Permit (GP) number:
1c. Has the NWP or GP number been verified by the Corps? ® Yes ? No
1 d. Type(s) of approval sought from the DWQ (check all that apply):
® 401 Water Quality Certification - Regular ? Non-404 Jurisdictional General Permit
? 401 Water Quality Certification - Express ? Riparian Buffer Authorization
1 e. Is this notification solely for the record
because written approval is not required? For the record only for DWQ 401
Certification:
? Yes ® No For the record only for Corps Permit:

? Yes ® No
1f. Is payment into a mitigation bank or in-lieu fee program proposed for mitigation
of impacts? If so, attach the acceptance letter from mitigation bank or in-lieu
fee program. ? Yes ® No
1g. Is the project located in any of NC's twenty coastal counties. If yes, answer 1 h
below. ® Yes ? No
1 h. Is the project located within a NC DCM Area of Environmental Concern (AEC)? ? Yes ® No
2. Project Information
2a. Name of project: Albemarle Electric Membership Corporation
2b. County: Perquimans
2c. Nearest municipality / town: Winfall
2d. Subdivision name: n/a an 17
2e. NCDOT only, T.I.P. or state
project no: L5 U W,
3. Owner Information 3 2wf
3a. Name(s) on Recorded Deed: Albemarle Electric Membership Corporation p
3b. Deed Book and Page No. DB 359, P 802 10"MTFjt
3c. Responsible Party (for LLC if
applicable):
3d. Street address: 159 Creek Drive
3e. City, state, zip: Hertford, NC 27944
3f. Telephone no.: 252-426-5735
3g. Fax no.: 252-426-8270
3h. Email address: [e-mail]

UCH
Page f of 10
PCN Form - Version 1.3 December 10, 2008 Version
4. Applicant Information (if different from owner)
4a. Applicant is: ? Agent ? Other, specify:
4b. Name:
4c. Business name
(if applicable):
4d. Street address:
4e. City, state, zip:
4f. Telephone no.:
4g. Fax no.:
4h. Email address:
5. Agent/Consultant Information (if applicable)
5a. Name: William W. Dreitzler, P.E.
5b. Business name
(if applicable): ms consultants, inc
5c. Street address: 500 Jackson Street
5d. City, state, zip: Roanoke Rapids, NC 27870
5e. Telephone no.: 252-519-2135
5f. Fax no.: 252-519-2137
5g. Email address: [e-mail]
Page 2 of 10
PCN Form - Version 1.3 December 10, 2008 Version
B. Project Information and Prior Project History
1. Property Identification
1a. Property identification no. (tax PIN or parcel ID): 7950-11-8841
1b. Site coordinates (in decimal degrees): Latitude: 36.2009 Longitude: - 76.4508
(DD.DDDDDD) (-DD.DDDDDD)
1c. Property size: 36.54 acres
2. Surface Waters
2a. Name of nearest body of water (stream, river, etc.) to Perquimans River
proposed project:
2b. Water Quality Classification of nearest receiving water: SC
2c. River basin: Pasquotank
3. Project Description
3a. Describe the existing conditions on the site and the general land use in the vicinity of the project at the time of this
application:
The site is currently wooded and surrounded by light residential development and farmland
3b. List the total estimated acreage of all existing wetlands on the property:
0.73 Acres
3c. List the total estimated linear feet of all existing streams (intermittent and perennial) on the property:
n/a
3d. Explain the purpose of the proposed project:
Construction of a new office, warehouse, and yard area for AEMC operations
3e. Describe the overall project in detail, including the type of equipment to be used:
The impacts will be the result of construction of the proposed roadway, which will be constructed using typical methods
and equipment.
4. Jurisdictional Determinations
4a. Have jurisdictional wetland or stream determinations by the
Corps or State been requested or obtained for this property /
? Yes ? No ? Unknown
project (including all prior phases) in the past?
Comments:
4b. If the Corps made the jurisdictional determination, what type
? Preliminary ? Final
of determination was made?
4c. If yes, who delineated the jurisdictional areas? Agency/Consultant Company:
Name (if known): Other:
4d. If yes, list the dates of the Corps jurisdictional determinations or State determinations and attach documentation.
5. Project History
5a. Have permits or certifications been requested or obtained "T [
-] Yes ? No ® Unknown
this project (including all prior phases) in the past? -
5b. If yes, explain in detail according to "help file" instructions.
6. Future Project Plans
6a. Is this a phased project? ® Yes ? No
6b. If yes, explain.
The remaining acreage may be used for future developments. No additional impacts are expected.
Page 3 of 10
PCN Form - Version 1.3 December 10, 2008 Version
C. Proposed Impacts Inventory
1. Impacts Summary
1a. Which sections were completed below for your project (check all that apply):
® Wetlands ? Streams - tributaries ? Buffers
? Open Waters ? Pond Construction
2. Wetland Impacts
If there are wetland impacts proposed on the site, then complete this question for each wetland area impacted.
2a. 2b. 2c. 2d. 2e. 2f.
Wetland impact Type of jurisdiction
number - Type of impact Type of wetland Forested (Corps - 404, 10 Area of impact
Permanent (P) or (if known) DWQ - non-404, other) (acres)
Temporary T
W1 ®P ? T Fill ® Yes
? No ? Corps
? DWQ
W2 ®P ? T Fill ® Yes ? Corps
? No ? DWQ
W3 ? PEI T ? Yes ? Corps
? No ? DWQ
W4 ? P ? T ? Yes ? Corps
? No ? DWQ
W5 ? P ? T ? Yes ? Corps
? No ? DWQ
W6 ? P ? T ? Yes ? Corps
? No ? DWQ
2g. Total wetland impacts
2h. Comments:
3. Stream Impacts
If there are perennial or intermittent stream impacts (including temporary impacts) proposed on the site, then complete this
question for all stream sites impacted.
3a. 3b. 3c. 3d. 3e. 3f. 3g.
Stream impact Type of impact Stream name Perennial Type of jurisdiction Average Impact
number PER or
404, 1
-
0
(Corps
stream
r
Permanent O P or intermittent DWQ
-
non-
404
, (linea
Temporary (T) (INT)? other) (feet) feet)
S1 ? P ? T ? PER ? Corps
? INT ? DWQ
S2 ? P ? T ? PER ? Corps
? INT ? DWQ
S3 ? P ? T ? PER ? Corps
? INT ? DWQ
S4 ? P ? T ? PER ? Corps
? INT ? DWQ
S5 ? P ? T ? PER ? Corps
? INT ? DWQ
S6 ? P ? T ? PER ? Corps
? INT ? DWQ
3h. Total stream and tributary impacts
3i. Comments:
Page 4 of 10
PCN Form - Version 1.3 December 10, 2008 Version
4. Open Water Impacts
If there are proposed impacts to lakes, ponds, estuaries, tributaries, sounds, the Atlantic Ocean, or any other open water of
the U.S. then individually list all open water impacts below.
4a. 4b. 4c. 4d. 4e.
Open water Name of waterbody
impact number - (if applicable) Type of impact Waterbody type Area of impact (acres)
Permanent (P) or
Temporary T
01 ?P?T
02 ?P?T
03 ?P?T
04 ?P?T
4f. Total open water impacts
4g. Comments:
5. Pond or Lake Construction
If and or lake construction proposed, then complete the chart below.
5a. 5b. 5c. 5d. 5e.
Wetland Impacts (acres) Stream Impacts (feet) Upland
Pond ID Proposed use or purpose (acres)
number of pond
Flooded Filled Excavated Flooded Filled Excavated Flooded
P1
P2
5f. Total
5g. Comments:
5h. Is a dam high hazard permit required?
? Yes ? No If yes, permit ID no:
5i. Expected pond surface area (acres):
5j. Size of pond watershed (acres):
5k. Method of construction:
6. Buffer Impacts (for DWQ)
If project will impact a protected riparian buffer, then complete the chart below. If yes, then individually list all buffer impacts
below. If an impacts require mitigation, then you MUST fill out Section D of this form.
6a.
? Neuse ? Tar-Pamlico ? Other:
Project is in which protected basin? ? Catawba ? Randleman
6b. 6c. 6d. 6e. 6f. 6g.
Buffer impact
number - Reason Buffer Zone 1 impact Zone 2 impact
Permanent (P) or for Stream name mitigation (square feet) (square feet)
Temporary T impact required?
61 ?P?T ?Yes
? No
B2 ?P?T ?Yes
? No
B3 ?P?T ?Yes
? No
6h. Total buffer impacts
6i. Comments:
Page 5 of 10
PCN Form - Version 1.3 December 10, 2008 Version
D. Impact Justification and Mitigation
1. Avoidance and Minimization
1a. Specifically describe measures taken to avoid or minimize the proposed impacts in designing project.
Impacts were minimized by locating the crossings as far upstream and parallel to the channel as practical
1 b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques.
Typical roadway construction techniques will be utilized, including temporary erosion control during construction
2. Compensatory Mitigation for Impacts to Waters of the U.S. or Waters of the State
2a. Does the project require Compensatory Mitigation for
impacts to Waters of the U.S. or Waters of the State? ? Yes ® No
2b. If yes, mitigation is required by (check all that apply): ? DWQ ? Corps

2c. If yes, which mitigation option will be used for this
project? ? Mitigation bank
? Payment to in-lieu fee program
? Permittee Responsible Mitigation
3. Complete if Using a Mitigation Bank
3a. Name of Mitigation Bank:
3b. Credits Purchased (attach receipt and letter) Type Quantity
3c. Comments:
4. Complete if Making a Payment to In-lieu Fee Program
4a. Approval letter from in-lieu fee program is attached. ? Yes
4b. Stream mitigation requested: linear feet
4c. If using stream mitigation, stream temperature: ? warm ? cool ?cold
4d. Buffer mitigation requested (DWQ only): square feet
4e. Riparian wetland mitigation requested: acres
4f. Non-riparian wetland mitigation requested: acres
4g. Coastal (tidal) wetland mitigation requested: acres
4h. Comments:
5. Complete if Using a Permittee Responsible Mitigation Plan
5a. If using a permittee responsible mitigation plan, provide a description of the proposed mitigation plan.
Page 6 of 10
PCN Form - Version 1.3 December 10, 2008 Version
6. Buffer Mitigation (State Regulated Riparian Buffer Rules) - required by DWQ
6a. Will the project result in an impact within a protected riparian buffer that requires
buffer mitigation? ? Yes ® No
6b. If yes, then identify the square feet of impact to each zone of the riparian buffer that requires mitigation. Calculate the
amount of mitigation required.

Zone 6c.
Reason for impact 6d.
Total impact
(square feet)
Multiplier 6e.
Required mitigation
(square feet)
Zone 1 3 (2 for Catawba)
Zone 2 1.5
6f. Total buffer mitigation required:
6g. If buffer mitigation is required, discuss what type of mitigation is proposed (e.g., payment to private mitigation bank,
permittee responsible riparian buffer restoration, payment into an approved in-lieu fee fund).
6h. Comments:
Page 7 of 10
PCN Form - Version 1.3 December 10, 2008 Version
E. Stormwater Management and Diffuse Flow Plan (required by DWO)
1. Diffuse Flow Plan
Ia. Does the project include or is it adjacent to protected riparian buffers identified ? Yes ® No
within one of the NC Riparian Buffer Protection Rules?
1b. If yes, then is a diffuse flow plan included? If no, explain why.
El Yes [:3 No
Comments:
2. Stormwater Management Plan
2a. What is the overall percent imperviousness of this project? 22%
2b. Does this project require a Stormwater Management Plan? ® Yes ? No
2c. If this project DOES NOT require a Stormwater Management Plan, explain why:
2d. If this project DOES require a Stormwater Management Plan, then provide a brief, narrative description of the plan:
The plan will utilize one large wet detention pond, and one bioretention basin designed to NCDENR requirements.
? Certified Local Government
2e. Who will be responsible for the review of the Stormwater Management Plan? ® DWQ Stormwater Program
? DWQ 401 Unit
3. Certified Local Government Stormwater Review
3a. In which local government's jurisdiction is this project?
? Phase II
3b. Which of the following locally-implemented stormwater management programs ? NSW
? USMP
apply (check all that apply): ? Water Supply Watershed
? Other:
3c. Has the approved Stormwater Management Plan with proof of approval been ? Yes ? No
attached?
4. DWQ Stormwater Program Review
® Coastal counties

4a. Which of the following state-implemented stormwater management programs apply ? HQW
? ORW
(check all that apply): ? Session Law 2006-246
? Other:
4b. Has the approved Stormwater Management Plan with proof of approval been
attached? ? Yes ® No
5. DWQ 401 Unit Stormwater Review
5a. Does the Stormwater Management Plan meet the appropriate requirements? ? Yes ? No
5b. Have all of the 401 Unit submittal requirements been met? ? Yes ? No
Page 8 of 10
PCN Form - Version 1.3 December 10, 2008 Version
F. Supplementary Information
1. Environmental Documentation (DWO Requirement)
1 a. Does the project involve an expenditure of public (federal/state/local) funds or the ? Yes ® No
use of public (federal/state) land?
1 b. If you answered "yes" to the above, does the project require preparation of an
environmental document pursuant to the requirements of the National or State ? Yes ? No
(North Carolina) Environmental Policy Act (NEPA/SEPA)?
1 c. If you answered "yes" to the above, has the document review been finalized by the
State Clearing House? (If so, attach a copy of the NEPA or SEPA final approval
letter.) ? Yes ? No
Comments:
2. Violations (DWO Requirement)
2a. Is the site in violation of DWQ Wetland Rules (15A NCAC 2H .0500), Isolated
Wetland Rules (15A NCAC 2H .1300), DWQ Surface Water or Wetland Standards, ? Yes ® No
or Riparian Buffer Rules (15A NCAC 213 .0200)?
2b. Is this an after-the-fact permit application? ? Yes ® No
2c. If you answered "yes" to one or both of the above questions, provide an explanation of the violation(s):
3. Cumulative Impacts (DWO Requirement)
3a. Will this project (based on past and reasonably anticipated future impacts) result in ? Yes ® No
additional development, which could impact nearby downstream water quality?
3b. If you answered "yes" to the above, submit a qualitative or quantitative cumulative impact analysis in accordance with the
most recent DWQ policy. If you answered "no," provide a short narrative description.
The possible future development for this site is not expected to result in additional impacts
4. Sewage Disposal (DWQ Requirement)
4a. 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.
Sewer lines will be connected to the existing Winfall sewer system.
Page 9 of 10
PCN Form - Version 1.3 December 10, 2008 Version
5. Endangered Species and Designated Critical Habitat (Corps Requirement)
5a. Will this project occur in or near an area with federally protected species or ? Yes ® No
habitat?
5b. Have you checked with the USFWS concerning Endangered Species Act ? Yes ® No
impacts?
?
Raleigh
5c. If yes, indicate the USFWS Field Office you have contacted. ? Asheville
5d. What data sources did you use to determine whether your site would impact Endangered Species or Designated Critical
Habitat?
www.saw.usace.army.miVwetlands/esa (Hertford Quad map returned 4 elements, none with a federal status)
6. Essential Fish Habitat (Corps Requirement)
6a. Will this project occur in or near an area designated as essential fish habitat?

l Yes ® No
E
F
6b. What data sources did you use to determine whether your site would impact Essential Fish Habitat?
hftp://ocean.floridamarine.org/efh-coraVims/viewer.htm
7. Historic or Prehistoric Cultural Resources (Corps Requirement)
7a. Will this project occur in or near an area that the state, federal or tribal
governments have designated as having historic or cultural preservation ? Yes ® No
status (e.g., National Historic Trust designation or properties significant in
North Carolina history and archaeology)?
7b. What data sources did you use to determine whether your site would impact historic or archeological resources?
www.hpo.dcr.state.nc.us
8. Flood Zone Designation (Corps Requirement)
8a. Will this project occur in a FEMA-designated 100-year floodplain? ? Yes ® No
8b. If yes, explain how project meets FEMA requirements: No construction proposed in floodplains
8c. What source(s) did you use to make the floodplain determination? Perquimans County FIRM - Map # 3720795000J
Bradley V. Furr
Executive V.P. & General Manager _ i

Applicant/Agent's Printed Name Applicant/ gent's Signature
(Agent's signature is valid only if an authorization letter from the applicant Date
is provided.)
Page 10 of 10
PCN Form - Version 1.3 December 10, 2008 Version
11/16/09 MON 12:32 FAX. [phone] ms consultants Garner
11/6/2009 11:32 ALBEMARLE-EMC 91919 '792309PP7993
U.S. ARMY CORPS OF ENGMERS
, WIL1bI:(NOTON DISTRICT
Action 1d. SAW-2009-00.102 County: Per(uimans U.S.G.S. Quad. Winfall
NOTIFICATION OF MUSDICTIONAL DETFRSUNAUON
Property Owner/rQgent; Catherine Nixon
Address: 142 Nixon Straet
Hertford, NC
27944
tg?UUI
NO. 992 Pol
20 100034
Property description:
Size (acres) 38.5 Nearest Town IMP,,., rt. ford
Nearest Waterway Mill Cr River Basin, Albemarle Sound
lJSGS RUC 030102Q5 Coordinates 3 .201 W -76.45!386
Lotaaon description 1Prarer is located on tile snutlr?vestertn corner of $1Riitrhway 17 and Creep Drive. I'flat no 1111
,of Hertford County. PerauimnAS Coynty North Cnrclinit,
-?-- -
Indicate Which of the Follawint= A>paJv;
A. Freliminary Detertaination
- Pued on preliminary informatlon, there maybe wot'ands on the above described property, We strongly suggest you have
this property inspected to determine the extent vfDepartamw of the Anny (DA) jurisdiction. To be considered final, a
jurisdictional determination trust be verified by the Corps. This prvWninary determination is not an appealable action
larder the Regulatory Program Administrative Appee.l Process ( Reference 33 CM-Fact 331).
B. Approved Determination
There are Navigable Waters of the United States wltldn the above described property subject to the permit requirements of
Section 10 of the Rivers and Harbors Act and Section 404 of the Clean Water Act. Unless there is 8 change in the 11tw or
our published regulations, this determination may be relied upon for a period not to exceed five years from the date of this
notification.
X There are wetlands on the above described nro army subject to the permit rear!, ements of Section d04 ofthe Clean
Water Act rCWA)(33 USC 8 13441_ TTnimx thON,,,n n .? ...., I- ,L_
- We strongly suggest you have tho wetlands on your property delineated, Due to the size of your property and/or our
present workload., the Corps may not be able to accompli::h this wetland delineation in a timely manner. For a more timely
delineation, you may wish to obtain a consultant. To be considered final, any delineation must be verified by the Corps.
- The wetland on your prop" have been dcliMted and the delineation has Eieen verified by the Corps, We strongly
suggest you have this delineation surveyed. Upon cuTbOt-1110n, this survey should be reviewed and verified by the Corps,
Once verified, this survey will provide an accw ate delrieGon of" areas Subject to CWAiUrisdiction on your property
which, provided there is no change in the low or ourpablish,ed regulations, may be retied upon for a period not to exceed
five years.
X
hucrc n cnan a ?n the law or our UbliBhi
reetrlations, this dater min may be relied aeon for a period not to exceed n-.ears f" rem the date of this
p2gi__ c_atlon.
There are no waters of the U.S., to include wetlands, proscnt on Cho above described property which are subject to the
pmt requirements of Seellon 404 of the Clean Water Act (33 USC 1344). Unless there is a change in the law or our
published regtlations, this determination may be relied upon for a period not to exceed five years from the date of this
notification,
X
Page 3 of 2
11/16/09 MON 12:32 FAX [phone] ms consultants Garner Z002
11/15/2009 11,32 ALBEMARLE-EMC 4 9191.9?792308PP7993 N0.892 U02
Action Id, 09-00102
Placement of dredged or fill materiM within waters of the YJ8 and/or wetlands without a Department of the Army permit may
conStltute u violation of Section 301 oi'the Clean Wat`Fr Act (33 USC § 1311), If you have any questions regarding this
determination and/or the Corps regulatory program, phase contact .Fosh?_ Pelletier at 2S2-97S-1616 ext. 34,
C. Basis For Determination
sta-I .
D. Remarks
E, Appeals Information (This Informatton applits only to approved jurisdietional determinations as indicated in
& above)
This core: espon,dence cOnsdtutes an approved jurisdittianal determination for the above described site. If you object to this
determination, You nosy request an administrative appeid under Corps regulations at 33 CFR part 331. Enclosed you will find, a
Notification of' Appeal Process (NAP) tact sheet ttnd reclUest for appeal (PFA) form. If you request to appeal this
determination you must submit a completed RFA form to d-Le following address;
District Bngiueer, 'W'ilmington Regulatory DivisiGrl
Attn:Tosh Pelletier, Project Manager,
Washington Regulatory Field Office
Post Office Box 1000
'Washington, North Carolina 27889
In order for an RFA to be accepted by the Corps, the Corps most determine that .it is complete, that it meets the criteria for
appeal tinder 33 CFR part 331.5, and that it has been received by the District O$tce within 60 days of the date of the NAP.
Should you decide to submit an R1~A farm, it must be recelvcd at the above address by March. 15, 2009.
* *It is not necessary to submit an kFA form to the District Office if you do not object to the determination in t1liS
correspondence.**
Corps R,eguIatory Official:
Date: Tsnuarv 1S, 2009
Expiration Date Junuar 15, 2014
T%e Wilmington District is committed to providing the hlghest level of suppart to the public. To help us ensure we cominue to
do so, please complete the Customer Satisfaction Survey ;acatod at our website at h
complete the survey online. l;ulatorv.u.sr _ rrveaom? ( to
copy furnished:
Jennifer Archambatilt
JR. Caner III & Associates, Inn.
Page 2 of 3
11/16/09 MON 12:33 FAX [phone] ms consultants Garner 10 003
11i1b/2009 11:32 ALBEMARLE=-EMC 4 91919779230ePP^993 Nd.a92 903
afherine Nixon
xrisclictional De%rrnination
PROFFERED PEFWT (81
PROFFERED PERMIT
PS 11T DENTAL
APPROM JMSDI(
PMLZ11NA-RY EMS
e Number: 2009-00102
Permit or Letter of
Permit or Leiter of
ICTIONAL
TION
You may e.ccept or objeet to the permit.
A
B
C
ACCEPT: If you received a Standard Permit. you MY sign thb permit document and return it to the district engineer for final
autkorizahDn, If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized, Your signature
on the Standard Permit or acceptance of the LOP rmeatis that you accept the permit in its en'drety, end waive all rights to appeal the
permit, including it's terms and conditions, ez:d approved itmrlsdicti¢ral determinations associated with the permit.
OBJECT: Ifyou obiact to the permit (Standard or LOP) because of certain terms and conditions therein, you may request that the
pertnir be
,.Modified accordingly. Yoti trust Complete Se-,tion IY of this form and return the form to the district engineer. Your
objections must be received by the distract engineer within fsb days of the date of this notice, or you will forfeit your right to appeal
the permit in the firture. Upon receipt ofyour letter, the district ettgiucer,will evalbate your objections and may_ (a) modify the
permit to address all ofyour concerns, (b) modify the pt:rmit to address some of your oirjccrlons, of (c) not modify the perzrtit
having determined that the permit should be ismed, as previausly written. After evaluating your objections, the district engineer
will send you a proffered permit for your reconsideration, x; iodinated in Section $ below.
B: PROFFERED PERMIT: You may accept or a)t;peal the
ACCEPT; If youreecived a Standard Pmnit, you may sign the permit document and return ittn the district engineer for final
authorization., If you received a Letter of Permission (LOP), you may accept the LOP and your,Aork is suth4rized. Your,
signatwe
on the Standard Permit or acceptance of the LOP tneans th.ot YOU accept the permit in its entirety, and waive all rights to appeal the
permit, irtcluftg its terms and conditions, and approved,jurisdictiooal deterrninatioris associated witb•the permit.
APME,AL: Ifyou choose to decline the proffered p(tmat (Standard or LOP) because of certain terms and conditions therein, you
may appeal the declined permit undet the Corps of Engineers Administrative Appeal Process by completing Section Il of this forth
and sending the forth, to the division engineer. This form must be received by the division engineer within 60 days of the date of
this notice.
Date: January 15,
See Section below
C. PERMIT DENIAL: You may appeal the denial of a pounit under the Cotes of Engineers Administrative Appeal process by
completing Section 11 of this form and sending the form to th+: division engineer, This farm must be received by the division engineer
within 60 days of the date of this notice,
11/16/09 MON 12:34 FAX [phone] ms consultants Garner
11/16/2009 11:32 ALBEMARLE-EMC 4 91919 ?92300PP7993
D: APPROVEI) JURmL
provide new information.
TI4N: You
rmtly accept or appeal
10004...--
NO. B92 004
approved YD or
ACCEPT: You do not tired to notify the Corps to accept an approved Ill, Failure to notify the Corps within ft} days of [he date of
this notice, means that you accept the approved JD in its andrery, and waive alt rights to appeal the approved m.
¦ APPEAL: If you disagree with the approved ID, you may appeal the approved JD under the Corps of Engineers Administrative
Appeal Process by completing Section Il of this farm and sending the form to the district engineer, This form must be received by
the division engineer within 60 days of the date of this notice.
E: PRELIMINARY .IURISDICTIONAL DETER:14D4ATION: You do not deed to respond to the Carps
regarding the preliminary ID, The Preliminary TD is trot appealable. If you wish, you may request an approved
JD (which may be appealed), by contacting the Colps district for further instruction. Also you may provide new
information for further consideration, by the Corps do reevaluate the 71).
'I W
REASONS FOIL APPEAL OR OBJECTIONS: (Describe your reasons for app
ealin the decision or your
objections to an initial proffered permit in clear concise statement, g
You may atattach ache information to
this form to clat ify where your reasons or objectiow are addressed in ou may Slxative record.)
the adtWni
ADDITIONAL NFORMATIONr: The appeal is limited to a review of the administrative record, the Corps
memorandum for the record of the appeal conference or meeting, and any supplemental information that the
review officer has determined is needed to clarify the administrative record. Neither the appellant nor the Corps
may add new information or analyses to the record. However, you may provide additional information to clarify
the location of information that is alread in ,-. y the ad>'runistrative record.
If you. have questions regarding this decisic
andlor the appeal process you may contact:
Josh Pelletier
U.S. Army Corps of Engineers
Post Office Box 1400
Washington, North Carolina 27889
[phone] ex 34
If YOU only have questions regarding the appeal process you
may also contact:
Mr. Mike Bell, .Administrative Appeal Review Officer
C2-ET-C0-R
U.S- Amly Corps of Eugineers, South Atlantic Division
6C liorsyth Street, Room 9M15
Atlanta, Georgia 30303-8801
xICiHT OF ENTRY; 'Your signature below grytnts & right of entry to Corps of Engineers , and any
government consultants, to conduct investig personnel
ations of the project site during the course of the appeal process, you
investigations, beprovided a 15 day notice of any site investigation, and will have the opporttmity to participate In all site
Signature of appellant or a:_ent.
Date:
Telephone nu=ben
For appeals on Itlifiial Proffered Permits abd approved Jurisdictional Determinations send this
farm to.,
11/16/09 MON 12:35 FAX [phone] ms consultants Garner Lo 005
11/15f2009 11:32 ALBEMRPLE-EMC 4 919197792309PP7993 NO.e92 U05
District Engineer, Wilmington k,egulatory :Division, Attn;Josh Pelletier, Project Manager,
Washington Regulatory Field Office, Post Office Box 1000, Washington, North Czar. olina 27889
For NrWit denials and Proffered Permits send this form to:
Division Engineer, Commander, U.& Army Engineer Division, South Atlantic, Attn: Mr. Mike Bell,
Ad ministra,tive Appeal Officer, CESAD-ET-C()-R, 60 Forsyth Street, Room 9M15; Atlanta,
Georgia 30303-8901
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AEMC
Map Unit Legend
Perquimans County, North Carolina (NC143)
Map Unit Symbol Map Unit Name Acres in A01 Percent of A01
AaA Altavista fine sandy loam, 0 to 2 percent
slopes 25.0 5.3%
At Augusta fine sandy loam 155.3 32.8%
CO Chowan silt loam 13.9 2.9%
CtB Conetoe loamy sand, 0 to 5 percent slopes 55.2 11.7%
DO Dorovan muck 78.8 16.6%
Se Seabrook fine sand 23.4 5.0%
StA State loamy fine sand, 0 to 2 percent slopes 39.6 8.4%
To Tomotley fine sandy loam 43.7 9.2%
W Water 38.5 8.1%
Totals for Area of Interest 473.4 100.0%
UNUA Natural Resources Web Soil Survey 8/31/2009
Conservation Service National Cooperative Soil Survey Page 3 of 3
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09@90WRI
Stormwater Management Narrative JAN 1 3 m o
Albemarle Electric Membership Corporation in Winfall, NC D
AND sR
BAANW
The proposed development consists of a new 0.41-mile access roadway, 22,620 square foot office, 38,771
square foot warehouse, 3.92 acre fenced gravel yard, and associated parking. The 38.5-acre site is located
at the intersection of US Highway 17 bypass and Creek Drive in the town of Winfall, Perquimans County,
North Carolina. The site is currently wooded and there are no existing structures. There is a 0.8-acre
wetland area that has been delineated by JH Carter and Associates, and was accepted by USACE on
January 15, 2009 (Action ID: SAW-2009-00102). The topography of the site is relatively flat, with a few
areas of steeper slopes near the wetlands and the southwestern property boundary. A portion of the
southwestern boundary is within the flood zone, however no development is proposed in this area.
The developed site will consist of two main drainage areas. The stormwater runoff will be managed by
installation of two permanent BMP structures. Runoff will be conveyed to the ponds through gently
sloped grassed ditches. The stormwater management measures have been designed to meet the new 2008
coastal stormwater requirements, which includes 85% TSS removal, control and treatment of the first 1.5"
of rain, discharge at less than or equal to predevelopment rates for the one year storm, and a 2-5 day
drawdown time of the storage volume.
The first pond is a 32,500 square foot wet detention basin with a drainage area of 12.2 acres (55%
impervious). The pond collects a majority of the runoff from the gravel yard area and the roof drainage.
The wet detention pond incorporates two forebays, a vegetated shelf, baffles to increase flow length, and
an outlet structure to release treated water at the 1-year, 24-hour predevelopment rate. Because the site
does not allow for an emergency overflow, the outlet structure is designed to pass the 100-year storm
event. The pool elevation of this pond is roughly 4.5 feet lower than the seasonally high water table.
There are two existing drainage ways less than 200 feet from the pond with bottom elevations more than 2
feet lower than the pool elevation, therefore no adverse impacts are expected from the low pool elevation.
The second pond is a 4,500 square foot stormwater wetlands basin with a drainage area of 0.6 Acres
(58.3% impervious). Most of the runoff draining to this pond is from the front asphalt parking lot. The
pond incorporates two forebays, a deep pool by the outlet, shallow land and shallow water areas, wetland
plantings, temporary storage volume, and an overflow outlet structure. The overflow structure discharges
into the proposed roadside ditch.

r ,.
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? . ,
i,
Permit No.
(to be provided by DWQ)
?pF W AT F9p
o ?
o
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
T The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information.
Project name Albemarle Electric Membership Corporation r
Contact person William W. Dreitzler, P.E.
Phone number 1-252-519-2135
Date 13-Oct-09
Drainage area number 1
Site Characteristics
Drainage area 521,132 ft'
Impervious area, post-development 296,257 ftz
% impervious 56.85 %
Design rainfall depth 1.5 in
Storage Volume: Non-SA Waters
Minimum volume required 36,586 ft3 OK
Volume provided 79,512 fts
OK, volume provided is equal to or in excess of volume required.
Storage Volume: SA Waters
1.5• runoff volume ft3
Pre-development 1-yr, 24-hr runoff ft3
Post-development 1-yr, 24-hr runoff ft3
Minimum volume required ft3
Volume provided ft3
Peak Flow Calculations
Is the pre/post control of the 1yr 24hr storm peak flow required? Y (Y or N) ```,NXX% 1 /
1-yr, 24-hr rainfall depth 3.1 in `?\ \' kA CAR0 /i
Rational C, pre-development 0.30 (unitless) N 0, •?FESS/d..i
Rational C, post-development 0.70 (unitless) •QQ` ??. G
Rainfall intensity: 1-yr, 24-hr storm 0.13 in/hr OK SEAL 27
r`
Pre-development 1-yr, 24-hr peak flow 0.46 ft3/sec r : 18079 W
Post development 1-yr, 24-hr peak flow 1.08 ft3/sec ?y Z.
Pre/Post 1-yr, 24-hr peak flow control 0.62 ft3/sec i?'l1NGl
Elevations
Temporary pool elevation 5.60 fmsl 11 I 1?
Permanent pool elevation 3.50 fmsl /1 D9
SHWT elevation (approx. at the perm. pool elevation) 3.50 fmsl
Top of 1 Off vegetated shelf elevation 4.00 fmsl r
Bottom of 1 Oft vegetated shelf elevation 3.00 fmsl
Sediment cleanout, top elevation (bottom of pond) -1.00 fmsl
Sediment cleanout, bottom elevation -2.00 fmsl
Sediment storage provided 1.00 ft
Is there additional volume stored above the state-required temp. pool? N (Y or N)
Elevation of the top of the additional volume 5.6 fmsl OK
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Parts I. & II. Design Summary, Page 1 of 2
Permit No.
(to be provided by DWQ)
r. p ri*,
Surface Areas
Area, temporary pool
Area REQUIRED, permanent pool
SA/DA ratio
Area PROVIDED, permanent pool, A?r,_,?,
Area, bottom of 1 Oft vegetated shelf, Awt Shat
Area, sediment cleanout, top elevation (bottom of pond), Awa ond
Volumes
Volume, temporary pool
Volume, permanent pool, V?,,,.,
Volume, forebay (sum of forebays if more than one forebay)
Forebay %of permanent pool volume
SAIDA Table Data
Design TSS removal
Coastal SA/DA Table Used?
Mountain/Piedmont SA/DA Table Used?
SA/DA ratio
Average depth (used in SA/DA table):
Calculation option 1 used? (See Figure 10-2b)
Volume, permanent pool, Vp._p.,
Area provided, permanent pool, Ap._p.,
Average depth calculated
Average depth used in SA/DA, d,,, (Round to nearest 0.5ft)
Calculation option 2 used? (See Figure 10-2b)
Area provided, permanent pool, Ap „_p.,
Area, bottom of 1 Oft vegetated shelf, Abo, sherc
Area, sediment cleanout, top elevation (bottom of pond), knot-o„d
41,335 ft2
29,705 ft
5.70 (unitless)
32,442 ft2 OK
27,790 ft2
13,153 ft2
79,512 ft3 OK
100,658 ft3
19,001 ft3
18.9% % OK
90 %
Y (Y or N)
N (Y or N)
5.70 (unitless)
N (Y or N)
100,658 ft'
32,442 ft2
It Need 3 ft min.
It
Y (Y or N)
32,442 ft
27,790 ft2
13,153 ft2
"Depth" (distance blw bottom of 1 Oft shelf and top of sediment) 4.00 ft
Average depth calculated 3.41 It
Average depth used in SA/DA, d.„ (Round to nearest 0.5ft) 3.5 It
Drawdown Calculations
Drawdown through orifice?
Diameter of orifice (if circular)
Area of orifice (if-non-circular)
Coefficient of discharge (CD)
Driving head (Ho)
Drawdown through weir?
Weir type
Coefficient of discharge (CW)
Length of weir (L)
Driving head (H)
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Storage volume discharge rate (through discharge orifice or weir)
Storage volume drawdown time
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & orifice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build-out?
Drain mechanism for maintenance or emergencies is:
Forth SW401-Wet Detention Basin-Rev.8-9117/09
Y (Y or N)
7.7(x2)in
in2
0.60 (unitless)
0.67 It
N (Y or N)
(unitless)
(unitless)
ft
ft
0.46 ft3/sec
1.08 ft3/sec
0.26 ft3/sec
3.50 days
3 :1
10 :1
10.0 it
3 :1
1.5 :1
OK
OK
OK, draws down in 2-5 days.
OK
OK
OK
OK
OK
Y (Y or N) OK
1.0 It OK
N (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
Pump out
Parts I. & II. Design Summary, Page 2 of 2
Permit No
(to be provided by DWQ)
ilt C 1??1 iF v fJ,"2 a<< d w"?'7" T,' tit 8 k?4 r r
2 ! t V ..r I irl y \L l lr ?? N?,i??aIS'ip4M?,...?`?
Please indicate the page or plan sheet numbers where the supporting documentation can be found.An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below.lf a
requirement has not been met, attach justification.
Page/ Plan
Initials Sheet No.
N s R ?' t 1, Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build-out,
- Off-site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Basin dimensions,
- Pretreatment system,
- High flow bypass system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Overflow device, and
- Boundaries of drainage easement.
N S R C ?' 2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
- Outlet structure with trash rack or similar,
- Maintenance access,
- Permanent pool dimensions,
- Forebay and main pond with hardened emergency spillway,
- Basin cross-section,
- Vegetation specification for planting shelf, and
- Filter strip.
Qp
NSF C WO 3. Section view of the wet detention basin (1" = 20' or larger) showing:
Side slopes, 3:1 or lower,
- Pretreatment and treatment areas, and
- Inlet and outlet structures.
Q C,' S 4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
A ? `
?v aR G A C. S 5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,

C I`5 to verify volume provided.
6
. A construction sequence that shows how the wet detention basin will be protected from sediment until the
A
ATT entire drainage area is stabilized.
. 7. The supporting calculations.
Av s A TT. 8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
A TT. 9. A copy of the deed restrictions (if required).
N-59%, A TT 10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Part III. Required Items Checklist, Page 1 of 1
O?ot W ATF9OG
y r
*A > -i
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WETLAND SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all the required information.

Project name Albemarle Electric Membership Corporation
Contact name William (Bill) W. Dreitzler
Phone number 252-519-2135
Date January 8, 2010
Drainage area number 2

Site Characteristics
Drainage area 26,926.00 ft
Impervious area 15,685.00 ftz
Percent impervious 58.3%%
Design rainfall depth 1.50 inch
Peak Flow Calculations
1-yr, 24-hr rainfall depth 3.12 in
1-yr, 24-hr intensity 0.13 in/hr
Pre-development 1-yr, 24-hr runoff 0.02 ft3/sec
Post-development 1-yr, 24-hr runoff 0.05 ft3/sec
Pre/Post 1-yr, 24-hr peak control 0.03 ft3/sec
Storage Volume: Non-SA Waters
Minimum required volume 3,670.00 ft3
Volume provided (temporary pool volume) 3,781.00 ft3 OK
Storage Volume: SA Waters Parameters
1.5' runoff volume 1933.00 ft3
Pre-development 1-yr, 24-hr runoff volume 350.00 ft3
Post-development 1-yr, 24-hr runoff volume 4,020.00 fts
Minimum volume required 3670.00 ft3
Volume provided 3,781.00 -ft' OK
Outlet Design
Depth of temporary pool/ponding depth (DPia,t) 12.00 in OK
Drawdown time 3.00 days OK
Diameter of orifice 1.50 in OK
Coefficient of discharge (CD) used in orifice diameter

calculation 0.60 (unitless)
Driving head (Ho) used in the orifice diameter calculation 0.33 ft OK
Form SW401-Wetland-Rev.6-11/16/09 Parts I and II. Project Design Summary, Page 1 of 3
Surface Areas of Wetland Zones
Surface Area of Entire Wetland
Shallow Land
The shallow land percentage is:
Shallow Water
The shallow water percentage is:
Deep Pool
Forebay portion of deep pool (pretreatment)
The forebay surface area percentage is:
Non-forebay portion of deep pool
The non-forebay deep pool surface area percentage is:
Total of wetland zone areas
Add or subtract the following area from the zones
Topographic Zone Elevations
Temporary Pool Elevation (TPE)
Shallow Land (top)
Permanent Pool Elevation (PPE)
Shallow Water/Deep Pool (top)
Shallow Water bottom
Most shallow point of deep pool's bottom
Deepest point of deep pool's bottom
Design must meet one of the following two options:
This design meets Option #1,
Top of PPE is within 6" of SHWT, If yes:
SHWT (Seasonally High Water Table)
This design meets Option #2,
Wetland has liner with permeability < 0.01 in/hr, If yes:
Depth of topsoil above impermeable liner
Topographic Zone Depths
Temporary Pool
Shallow Land
Permanent Pool
Shallow Water
Deep Pool (shallowest)
Deep Pool (deepest)
Planting Plan
Are cattails included in the planting plan?
Number of Plants recommended in Shallow Water Area:
Herbaceous (4+ cubic-inch container)
Number of Plants recommended in Shallow Land Area:
Herbaceous (4+ cubic-inch container), OR
Shrubs (1 gallon or larger), OR
Trees (3 gallon or larger) and Herbaceous (4+ cubic-inch)
Number of Plants provided in Shallow Water Area:
Herbaceous (4+ cubic-inch container)
Number of Plants provided in Shallow Land Area:
Herbaceous (4+ cubic-inch container)
Shrubs (1 gallon or larger)
Trees (3 gallon or larger) and
Grass-like Herbaceous (4+ cubic-inch)
3,781.00 ft2 OK
1,506.00 ft2 OK
40%%
1,475.20 ft2 OK
39%%
455.30 ft2 OK
12%%
344.50 ft2 OK
9%%
3,781.00 ft2 OK
0.00 ft2
11.00 ft amsl
10.00 ft amsl
9.70 ft amsl
7.00 ft amsl
7.00 ft amsl
y (Y or N)
10.50 ft amsl OK
(Y or N)
in
12.00 in OK
3,60 in OK
36.00 in OK
36.00 in OK
n (Y or N) OK
400
400
64
8 and 320
400 OK
320 More required if not planting shrubs or trees.
0 More required if not planting herb. and/or trees.
8 OK
320 OK
Form SW401-Wetland-Rev.6-11/16/09 Parts I and II. Project Design Summary, Page 2 of 3
Additional Information
Can the design volume be contained?
Does project drain to SA waters? If yes,
What is the length of the vegetated filter?
Are calculations for supporting the design volume provided in the
application?
Is BMP sized to handle all runoff from ultimate build-out?
Is the BMP located in a recorded drainage easement with a
recorded access easement to a public Right of Way (ROW)?
The length to width ratio is:
Approximate wetland length
Approximate wetland width
Approximate surface area using length and width provided
Will the wetland be stabilized within 14 days of construction?
y (Y or N)
n (Y or N)
ft
y (Y or N)
y (Y or N)
y (Y or N)
2.44:1
66.00 ft
27.00 ft
1,782.00 ft2
y (Y or N)
OK
Excess volume must pass through filter.
OK
OK
OK
OK
This approx. surface area is within this number of square feet
of the entire wetland surface area reported above:
OK
Form SW401-Wetland-Fiev.6-11/16/09 Parts I and II. Project Design Summary, Page 3 of 3
Permit No.
(to be provided by DWQ)
Please indicate the page or plan sheet numbers where the supporting documentation can be found, An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Initials Pagel Plan
Sheet No.
1 1 1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build-out,
- Off-site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Wetland dimensions (and length to width ratio),
- Pretreatment system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Overflow device, and
- Boundaries of drainage easement.
N SR ???0 2. Plan details (1" = 50' or larger) for the wetland showing:
- Wetland dimensions (and length to width ratio)
- Pretreatment system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Design at ultimate build-out,
- Off-site drainage (if applicable),
- Overflow device, and
- Boundaries of drainage easement.
N? C m 3. Section view of the wetland (1" = 20' or larger) showing:
Side slopes, 3:1 or lower
- Wetland layers
All wetlands: Shallow land depth, shallow water depth, deep pool depth
Option 1, no clay liner: SLWT depth
Option 2, clay liner: Depth of topsoil on top of liner, liner specifications
C t? to 4. A detailed planting plan (1" = 20' or larger) prepared by a qualified individual showing:
A variety of several suitable species (not including cattails),
- Sizes, spacing and locations of plantings,
Total quantity of each type of plant specified,
- A planting detail,
- The source nursery for the plants, and
Fertilizer and watering requirements to establish vegetation.
c ?, 5
NSCZ. ATT_
?T ! I .
.AZ 9 4rr
SW401-Wetland-Rev.6-11 /16/09
5. A construction sequence that shows how the wetland will be protected from sediment until the entire
drainage area is stabilized.
6. The supporting calculations (including drawdown calculations).
7. A copy of the signed and notarized operation and maintenance (0&M) agreement.
8. A copy of the deed restrictions (if required).
9. A soils report that is based upon an actual field investigation and soil borings. County soil maps are not an
acceptable source of soils information.
Part III, page 1 of 1
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
Wet Detention Basin Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
? does ® does not incorporate a vegetated filter at the outlet.
This system (check one):
? does ® does not incorporate pretreatment other than a forebay.
Important maintenance procedures:
- Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
- No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
- Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
- If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
- Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal County). Records of operation and maintenance should be kept in a known set
location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potential problem: How I will remediate the problem:
The entire BMP Trash/debris is resent. Remove the trash/ debris.
The perimeter of the wet Areas of bare soil and/or Regrade the soil if necessary to
detention basin erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Vegetation is too short or too Maintain vegetation at a height of
long. approximately six inches.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 1 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element Potential problem: How I will remediate the problem:
The inlet device: pipe or The pipe is clogged. Unclog the pipe. Dispose of the
swale sediment off-site.
The pipe is cracked or Replace the pipe,
otherwise damaged.
Erosion is occurring in the Regrade the swale if necessary to
swale. smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design depth for possible. Remove the sediment and
sediment storage. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred. Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The vegetated shelf Best professional practices Prune according to best professional
show that pruning is needed practices
to maintain optimal plant
health.
Plants are dead, diseased or Determine the source of the
dying. problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The main treatment area Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design sediment possible. Remove the sediment and
storage depth. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over Consult a professional to remove
50% of the area. and control the algal growth.
Cattails, phragmites or other Remove the plants by wiping them
invasive plants cover 50% of with pesticide (do not spray).
the basin surface.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 2 Of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potential problem: How I will remediate the problem:
The embankment Shrubs have started to grow Remove shrubs immediately.
on the embankment.
Evidence of muskrat or Use traps to remove muskrats and
beaver activity is present. consult a professional to remove
beavers.
A tree has started to grow on Consult a dam safety specialist to
the embankment. remove the tree.
An annual inspection by an Make all needed repairs.
appropriate professional
shows that the embankment
needs repair. if applicable)
The outlet device Clogging has occurred. Clean out the outlet device. Dispose
of the sediment off-site.
The outlet device is damaged Repair or replace the outlet device.
The receiving water Erosion or other signs of Contact the local NC Division of
damage have occurred at the Water Quality Regional Office, or
outlet. the 401 Oversight Unit at 919-733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads 4.5 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads 4.5 feet in the forebay, the sediment
shall be removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation 3.5
Sediment Removal . -1 Pe manen`(
----------------- Volume\
Bottom Elevatio -2 -ft Min.
Sediment
Storage
FOREBAY
Sediment Removal Elevation -1------------- } Volum
-------------------------- ----
Bottom Elevation -2 21-ft M
Pool
MAIN POND
Storage
Form SW401-Wet Detention Basin O&M-Rev.4 Page 3 of 4
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the 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.
Project name: Albemarle Electric Membership Corporation
BMP drainage area number:
Print name: Bradley V. Furr
Title: Executive Vice President and General Manager
Address: 159 Creek Drive, Hertford, NC 27944
P.
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.
n oe '-? j\gt2-? , a Notary Public for the State of
W-? i c\c,- , County of 1.C)C I!Lh? do hereby certify that
(\aA personally appeared before me this
day of C e C L-:?O?R , and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal, Z'? ?b-01?
SEAL
My commission expires
Form SW401-Wet Detention Basin O&M-Rev.4 Page 4 of 4
Date:
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
Stormwater Wetland Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a log in a
known set location. Any deficient BMP elements noted in the inspection will be corrected, repaired or
replaced immediately. These deficiencies can affect the integrity of structures, safety of the public, and
the removal efficiency of the BMP.
Important maintenance procedures:
- Immediately following construction of the stormwater wetland, bi-weekly inspections will be
conducted and wetland plants will be watered bi-weekly until vegetation becomes established
(commonly six weeks).
- No portion of the stormwater wetland will be fertilized after the first initial fertilization that is
required to establish the wetland plants.
- Stable groundcover will be maintained in the drainage area to reduce the sediment load to the
wetland.
- Once a year, a dam safety expert should inspect the embankment.
After the stormwater wetland is established, I will inspect it monthly and within 24 hours after every
storm event greater than 1.0 inches (or 1.5 inches if in a Coastal County). Records of operation and
maintenance will be kept in a known set location and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall be repaired
immediately.
BWelement: Potential problem: How I will remediate the problem:
Entire BMP Trash/debris is resent. Remove the trash/ debris.
Perimeter of wetland Areas of bare soil and/or erosive Regrade the soil if necessary to remove the
gullies have formed. gully, and then plant a ground cover and
water until it is established. Provide lime
and a one-time fertilizer application.
Vegetation is too short or too long. Maintain vegetation at an appropriate
height.
Inlet device: pipe or The pipe is clogged (if applicable). Unclog the pipe. Dispose of the sediment
swale offsite.
The pipe is cracked or otherwise Replace the pipe.
damaged if applicable).
Erosion is occurring in the swale (if Regrade the swale if necessary to smooth
applicable). it over and provide erosion control
devices such as reinforced turf matting or
riprap to avoid future problems with
erosion.
Form SW401-Wetland O&M-Rev.4 Page 1 of 3
Permit Number:
(to be provided by DWQ)
HiwlP. ekmr ent: Potential problem: How I will remediate the roblenu -
Forebay Sediment has accumulated in the Search for the source of the sediment and
forebay to a depth that inhibits the remedy the problem if possible. Remove
forebay from functioning well. the sediment and dispose of it in a location
where it will not cause impacts to streams
or the BMP.
Erosion has occurred. Provide additional erosion protection such
as reinforced turf matting or riprap if
needed to prevent future erosion
problems.
Weeds are present. Remove the weeds, preferably by hand. If
a pesticide is used, wipe it on the plants
rather than spraying.
Deep pool, shallow water Algal growth covers over 50% of the Consult a professional to remove and
and shallow land areas deep pool and shallow water areas. control the algal growth.
Cattails, phragmites or other invasive Remove invasives by physical removal or
plants cover 50% of the deep pool and by wiping them with pesticide (do not
shallow water areas. spray) - consult a professional.
Shallow land remains flooded more Unclog the outlet device immediately.
than 5 days after a storm event.
Plants are dead, diseased or dying. Determine the source of the problem:
soils, hydrology, disease, etc. Remedy the
problem and replace plants. Provide a
one-time fertilizer application to establish
the ground cover if necessary.
Best professional practices show that Prune according to best professional
pruning is needed to maintain optimal practices.
plant health.
Sediment has accumulated and Search for the source of the sediment and
reduced the depth to 75% of the remedy the problem if possible. Remove
original design depth of the deep the sediment and dispose of it in a location
pools. where it will not cause impacts to streams
or the BMP.
Embankment A tree has started to grow on the Consult a dam safety specialist to remove
embankment. the tree.
An annual inspection by appropriate Make all needed repairs.
professional shows that the
embankment needs repair.
Evidence of muskrat or beaver activity Consult a professional to remove muskrats
is resent. or beavers.
Micropool Sediment has accumulated and Search for the source of the sediment and
reduced the depth to 75% of the remedy the problem if possible. Remove
original design depth. the sediment and dispose of it in a location
where it will not cause impacts to streams
or the BMP.
Outlet device Clogging has occurred. Clean out the outlet device. Dispose of the
sediment off-site.
The outlet device is damaged Repair or replace the outlet device.
Receiving water Erosion or other signs of damage have Contact the NC Division of Water Quality
occurred at the outlet. 401 Oversight Unit at 919-733-1786.
Form SW401-Wetland O&M-Rev.4 Page 2 of 3
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the performance of the
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.
Project name: Albemarle Electric Membership Corporation
BMP drainage area number: 02
Print name: Bradley V. Furr
Title: Executive Vice President and General Manager
Address: 159 Creek Drive, Hertford, NC 27944
Phone: [phone]
Signature:
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been
sold and a resident of the subdivision has been named the president.
I, , a Notary Public for the State of
County of , do hereby certify that
personally appeared before me this day of
, and acknowledge the due execution of the forgoing stormwater wetland
maintenance requirements. Witness my hand and official seal,
SEAL
My commission expires
Form SW401-Wetland O&M-Rev.4 Page 3 of 3
Deed Restrictions & Protective Convenances
I, Bradley V. Furr acknowledge, affirm and agree by my signature below, that I will cause the
following deed restrictions and covenants to be recorded prior to the sale of any lot within the project
known as Albemarle Electric Membership Corporation
1. The following covenants are intended to ensure ongoing compliance with State Stormwater
Management Permit Number , as issued by the Division of Water Quality
under the Stormwater Management Regulations.
2. The State of North Carolina is made a beneficiary of these covenants to the extent necessary to
maintain compliance with the stormwater management permit.
3. These covenants are to run with the land and be binding on all persons and parties claiming
under them.
4. The covenants pertaining to stormwater may not be altered or rescinded without the express
written consent of the State of North Carolina, Division of Water Quality.
5. Alteration of the drainage as shown on the approved plan may not take place without
the concurrence of the Division of Water Quality.
6. A stormwater management system must be designed and permitted through DWQ before
construction of any future development.
7. The owner of each lot, whose ownership is not retained by the permittee, is required to submit a
separate stormwater permit application to the Division of Water Quality and receive a permit
prior to construction.
8. The project and each lot will maintain a 30** foot wide vegetated buffer between all impervious
areas and surface waters.
**50 foot for projects located in the 20 coastal counties.
Signature: Date: a /?g9
1, a Notary Public in the
State of L , County of w o?_?-\t L\ A
do hereby certify that c act \ ?? r t personally appeared
before me this the 1 day of 20 GL?_, and acknowledge
the due execution of the foregoing instrument. Witness my hand and official seal,
SEAL
Signat re
My Commission expires
Page 1 of 1
Stormwater Management Calculations
for:
ALBEMARLE ELECTRIC
NC Hwy. 17 Bypass & Creek Drive
Winfall, NC
Project #:
64-12790-00
December 2009
Prepared by:
?;
?i R
,A%r
O• .
??`'?4?FESS?• O
9
Es.- SEAL ?: s
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W?
ms consultants, Inc.
engineers, architects, planners
336 B Carthage Street
Sanford, NC 27330
[phone]
FAX: [phone]
www.msconsultants.com

ms consultants, inc.
engineers, architects, planners
336 B Carthage Street
Sanford, NC 27330
[phone]
FAX: [phone]
www.msconsultants.com
DITCH CALCULATIONS
i = 8.0
Project Name : AEMC
Project Number : 64-12790
Project Location : Winfall, NC
Designed by : NSR
Date : 7-Oct-09
Inlet/ditch s% n C A (Ac) D cfs Qtotal M BW D(rft) V (fps) SHEAR

102+50 - 103+50 (L) 0.50 0.022 0.60 0.06 0.29 0.29 3.0 0.0 0.28 1.2 0.09
104+75 - 114+00 (R) 0.50 0.022 0.55 5.10 22.44 22.44 3.0 0.0 1.43 3.7 0.44
104+75 - 114+00 (L) 0.50 0.022 0.60 0.69 3.31 3.31 3.0 0.0 0.70 2.3 0.22
114+00 - 116+75 (L) 0.50 0.022 0.60 0.33 1.58 1.58 3.0 0.0 0.53 1.9 0.16
116+75 - 118+50 (R) 0.50 0.022 0.60 0.05 0.24 0.24 3.0 0.0 0.26 1.2 0.08
118+50 - 119+00 (R) 8.00 0.022 0.60 0.04 0.19 0.19 3.0 0.0 0.14 3.2 0.71
117+25 - 118+00 (L) 0.50 0.022 0.60 0.10 0.48 0.48 3.0 0.0 0.34 1.4 0.11
118+00 - 118+50 (L) 10.00 0.022 0.60 0.03 0.14 0.14 3.0 0.0 0.12 3.2 0.76
Culvert 0.60 4.00 19.20 20.40
118+50 - 119+25 (L) 8.00 0.022 0.60 0.03 0.14 1.01 3.0 0.0 0.26 4.8 1.32
119+25 - end (L) 0.50 0.022 0.60 0.18 0.86 0.86 3.0 0.0 0.42 1.6 0.13
119+00 - 119+50 (R) 8.00 0.022 0.60 0.03 0.14 1.01 3.0 0.0 0.26 4.8 1.32
119+50 - end (R) 0.50 0.022 0.60 0.18 0.86 0.86 3.0 0.0 0.42 1.6 0.13
Southern Ditch 0.50 0.022 0.70 4.38 24.53 25.39 3.0 0.0 1.49 3.8 0.47
summary of calculations
s% = slope of ditch
n = roughness coefficient
C = runoff coefficient
i = average intensity of rainfall in inches per hour based on a ten year storm
A(sf) = drainage area in square feet
A(Ac) = drainage area in acres
Q(cfs) = flow in the channel (from channel section runoff only) in cubic feet per second
Qtotal = flow in the channel (from channel section runoff and upstream channel sections) in cubic feet per second
M = horizontal component of sideslope
BW= bottom width of a trapezoidal channel (triangular if BW = 0)
D(ft) = normal flow depth in feet
V (fps) = average velocity in the channel in feet per second
SHEAR = Shear stress at normal depth in pounds per square foot
n = per table 8.05b of the design manual
c = weighted average from table 8.03a of the design manual
A(Ac) = A(sf) / 43560
Q(cfs) = C * i * A(Ac)
Qtotal = Q(cfs) + Q(cfs) of all upstream sections
Depth = (( Q(cfs) * ((2 * sgrt(1 + (M^2)))^(2/3)) 1.49 * sqrt(s) * (M^(5/3))))^(3/8)
V(fps) = Qtotal / (( DEPTH * ( DEPTH * M)) + ( DEPTH * BW )
SHEAR = 62.4 * DEPTH * s%
.values for depth in trapezoidal channels (BW > 0) are determined using the trapezoidal channel calculator (AutoCad 2006)

ms consultants, Inc.
engineers, architects, planners
336 B Carthage Street
Sanford, NC 27330
[phone]
FAX: [phone]
www.msconsultants.com
PIPE CALCULATIONS
n = 0.013
Project Name : AEMC
Project Number: 64-12790
Project Location : Winfall, NC
Designed by : NSR
Date : 7-Oct-09
Upstream S C 1 A a 0 total Rea. Pro. Size
BMP Pond 0.4 0.75 10.75 11.5 92.72 92.72 48.32 dual 36
106+00 ( R) 0.5 0.55 8.0 4.5 19.80 19.80 25.97 24
110+50 ( R) 0.5 0.55 8.0 2.3 10.12 10.12 20.19 24
Bioretention 1 0.6 10.8 0.8 5.18 5.18 13.80 15
118+75 1.2 From Ditch C alcs => 20.40 20.40 22.29 24
summary of calculations
s = slope
n = roughness coefficient
Q = flowrate - from ditch calculations or Q=CiA
Req. Size =16`(((0*n)/(sgrt(s/100)))^(3/8))
ms consultants, Inc.
engineers, architects, planners
336 B Carthage Street
Sanford, NC 27330
[phone]
FAX: [phone]
www.msconsultants.com
SEDIMENT TRAP CALCULATIONS
i -10 = 8.0
Project Name : AEMC
Project Number : 64-12790
Project Location : Winfall, NC
Designed by : NSR
Date : 7-Oct-09
# g A (sf) A(ac) 000) SA rea L W SA Pro V reg D V aro WL
1 0.5 19602 0.45 1.80 784 40 20 800 1620 3.0 1914 4
Summary of calculations
C = runoff coefficient
i(10) = average intensity of rainfall in inches per hour based on a ten year storm
A(sf) = drainage area in square feet
A(ac) = drainage area in acres
Q(10) = flow into the trap in cubic feet per second based on a ten year storm
SA req = surface area required at design flow in square feet
L = proposed length of trap in feet
W = proposed width of trap in feet
SA pro = surface area provided in square feet
V req = volume required in cubic feet
D = Depth of the sediment trap from bottom of trap to top of weir in feet
v pro = proposed volume of the trap in cubic feet
WL = Length of weir in feet
c = weighted average from table 8.03a of the design manual
A(ac) = A(sf) / 43560
Q(10) = C - i(10) - A(Ac)
SA req = 0.01 * Q(10)
SA pro=L'W
V req = 3600 ' A(ac)
V pro = (((L'W)+((L-2D)`(W-2D)))/2)'D
WL = per table 6.60a of the design manual
BOTTOM EL.
5
A his,
ms consultants, Inc.
engineers, architects, planners
336 B Carthage Street
Sanford, NC 27330
[phone]
FAX: [phone]
www.msconsultants.com
Project Name : AEMC
Project Number: 64-12790
Project Location : Winfall, NC
Designed by : NSR
Date : 7-Oct-09
WET DETENTION POND CALCULATIONS
Runoff Volume using Simple Method (Section 3.3)
Rainfall Depth
Drainage Area = 521132 SF
Drainage Area = 11.96 Ac
Impervious Area = 296257 SF
Impervious Fraction (IA) = 0.57
Runoff Coefficient (Rv) = 0.56
Rainfall Depth to control = 1.5 .1
Volume = 36585.99 cf
= Drainage Area / Impervious Area
= 0.05 + (0.9 * IA)
= 3630 * Depth * Rv * Area
Pre/Post Development Differece
1yr 24 hr Rainfall Depth = 3.12 "
Predev Drainage Area = 521132 sf
Predev Impervious Area = 0
Impervious Fraction = 0
Predev Rv = 0.05
Volume = 69324.14 cf
= Drainage Area / Impervious Area
= 0.05 + (0.9 * IA)
= 3630 * Depth * ( Rv post - Rv pre) * Area
Surface Area (Section 10.3.4)
Pond Depth = 4 ft
Area @ bottom of shelf = 27788 sf
Area @ permanent pool = 32443 sf
Area @ pond bottom = 13152 sf
Average Depth = 3.41 ft
SA/DA from Table 10-4 = 5.7
SA required = 29704.52 sf
Outlet Structure
Release Rate
Predevelopment C = 3
1 yr 24 hr Intensity = 0.13 "/hr
Predevelopment Flowrate = 4.67 cfs
Option 2 equation
=D17*(SA/DA /100)
= C * I * A
Drawdown Time
Storage Volume Provided = 79512 cf
Target drawdown time = 3.5 days
Flowrate = 0.26 cfs
Circular Orifice
Target Flowrate Q = 0.26 cfs
Discharge Coeff. Cd = 0.6
Storage Depth = 2.1 ft
Orifice X-sect. Area = 0.065 sf
# of orifices = 2
Orifice Diameter = 7.68 in.
= Volume / Time
= ( Q / ( Cd * ( SQRT (2 * 32.2 * ( Depth / 3 )))))
=2*SQRT((Area /#oforifices) *Pi))

ms consultants, Inc.
engineers, architects, planners
336 B Carthage Street
Sanford, NC 27330
[phone]
FAX: [phone]
www.msconsultants.com
STORMWATER WETLANDS CALCULATIONS
Runoff Volume using Simple Method (Section 3.3)
Rainfall Depth
Drainage Area = 26926 SF
Drainage Area = 0.62 Ac
Impervious Area = 15685 SF
Impervious Fraction (IA) = 0.58
Runoff Coefficient (Rv) = 0.57
Rainfall Depth to control = 1.5 "
Volume = 1933 cf
Pre/Post Development Differece
1yr 24 hr Rainfall Depth = 3.12 "
Predev Drainage Area = 26926 sf
Predev Impervious Area = 0
Impervious Fraction = 0
Predev Rv = 0.05
Predev Volume = 350
Postdev Volume = 4020
Volume = 3670 cf
REQUIRED VOLUME = 3670 cf
Surface Area (Section 10.3.4)
Pond Depth = 1 ft
SA required = 3670 sf
Project Name : AEMC
Project Number: 64-12790
Project Location : Winfall, NC
Designed by : NSR
Date : 7-Jan-10
= Drainage Area / Impervious Area
= 0.05 + ( 0.9 * IA)
= 3630 * Depth * Rv * Area
= Drainage Area / Impervious Area
= 0.05 + (0.9 * IA)
= 3630 * Depth * ( Rv post - Rv pre) * Area
= Volume / Depth
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Hydraf low Table of Contents W #-a-
Stormwater Routing.gpw
Hydraf low Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Monday, Jan 11, 2010
Watershed Model Schematic ...................................................................................... 1
Hydrograph Return Period Recap .............................................................................. 2
1 - Year
Summary Report ....................................................................................................................... 3
Hydrograph Reports ................................................................................................................. 4
Hydrograph No. 1, SCS Runoff, Predevelopment @ Point F ................................................. 4
Hydrograph No. 2, SCS Runoff, Postdevelopment into Pond ................................................ 5
Hydrograph No. 3, Reservoir, Wet Detention Routing ........................................................... 6
Pond Report - Wet Detention Pond ................................................................................... 7
Hydrograph No. 4, SCS Runoff, Postdevelopment bypassing Pond ...................................... 8
Hydrograph No. 5, Combine, Postdevelopment @ Point F .................................................... 9
10 - Year
Summary Report ..................................................................................................................... 10
Hydrograph Reports ............................................................................................................... 11
Hydrograph No. 1, SCS Runoff, Predevelopment @ Point F ............................................... 11
Hydrograph No. 2, SCS Runoff, Postdevelopment into Pond .............................................. 12
Hydrograph No. 3, Reservoir, Wet Detention Routing ......................................................... 13
Hydrograph No. 4, SCS Runoff, Postdevelopment bypassing Pond .................................... 14
Hydrograph No. 5, Combine, Postdevelopment @ Point F .................................................. 15
100 - Year
Summary Report ..................................................................................................................... 16
Hydrograph Reports ............................................................................................................... 17
Hydrograph No. 1, SCS Runoff, Predevelopment @ Point F ............................................... 17
Hydrograph No. 2, SCS Runoff, Postdevelopment into Pond .............................................. 18
Hydrograph No. 3, Reservoir, Wet Detention Routing ......................................................... 19
Hydrograph No. 4, SCS Runoff, Postdevelopment bypassing Pond .................................... 20
Hydrograph No. 5, Combine, Postdevelopment @ Point F .................................................. 21
OF Report ................................................................................................................... 22
Watershed Model Schematic Hydraf low Hydrographs Extension for AutoCADO Civil 3DO 2009 by Autodesk, Inc. v6.066
1 - Predevelopment @ Point F
Q
3 - Wet Detention Routing
Project: Stormwater Routing.gpw
into Pond
4 - Postdevelooment bvoassina Pond
E- Postdevelopment @ Point F
Monday, Jan 11, 2010
Hydrograph Return Period Rec?a?,
y low Hydrographs Extension for AUtoCAD@ Civil 3D@ 2009 by Autodesk, Inc. v6.066
Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph

No. type Hyd(s) description
(origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
1 SCS Runoff ------ 8.169 14.79 ------- ------- 39.12 ------- ------- 95.12 Predevelopment @ Point F
2 SCS Runoff ------ 32.13 42.97 ------- ------- 76.30 ------- ------- 139.32 Postdevelopment into Pond
3 Reservoir 2 0.799 0.957 ------- ------- 17.56 ------- ------- 86.26 Wet Detention Routing
4 SCS Runoff ------ 7.261 10.81 ------- ------- 22.76 ------- ------- 47.82 Postdevelopment bypassing Pond
5 Combine 3,4 7.752 11.44 ------- ------- 23.65 ------- ------- 115.28 Postdevelopment @ Point F
I
Proj. file: Stormwater Routing.gpw Monday, Jan 11, 2010
Hyd rog raph Summary Report Hydraf low Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cult) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cult) Hydrograph
description
1 SCS Runoff 8.169 2 724 28,494 ------ ------ ------ Predevelopment @ Point F
2 SCS Runoff 32.13 2 718 73,596 ------ ------ ------ Postdevelopment into Pond
3 Reservoir 0.799 2 942 71,913 2 4.81 48,173 Wet Detention Routing
4 SCS Runoff 7.261 2 718 14,622 ------ ------ ------ Postdevelopment bypassing Pond
5 Combine 7.752 2 718 86,535 3,4 ------ ------ Postdevelopment @ Point F
Stormwater Routing.gpw Return Period: 1 Year Monday, Jan 11, 2010
4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Monday, Jan 11, 2010
Hyd. No. 1
Predevelopment @ Point F
Hydrograph type = SCS Runoff Peak discharge = 8.169 cfs
Storm frequency = 1 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 28,494 cuft
Drainage area = 14.330 ac Curve number = 65
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 15.00 min
Total precip. = 3.12 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Q (cfs)
10.00
8.00
6.00
4.00
2.00
Predevelopment @ Point F
Hyd. No. 1 -- 1 Year
a (cfs)
10.00
8.00
6.00
4.00
2.00
0.00 I I . i i i I I I i 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
- Hyd No. 1
5
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 2
Postdevelopment into Pond
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 2 min
Drainage area = 12.000 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 3.12 in
Storm duration = 24 hrs
Monday, Jan 11, 2010
Peak discharge = 32.13 cfs
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
718 min
73,596 cuft
85
0 ft
7.00 min
Type II
484
Postdevelopment into Pond
Q (cfs) Hyd. No. 2 -- 1 Year a (cfs)
35.00 35.00
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
- Hyd No. 2 Time (min)
Hydrograph Report 6
Hydraf low Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Monday, Jan 11, 2010
Hyd. No. 3
Wet Detention Routing
Hydrograph type = Reservoir Peak discharge = 0.799 cfs
Storm frequency = 1 yrs Time to peak = 942 min
Time interval = 2 min Hyd. volume = 71,913 cuft
Inflow hyd. No. = 2 - Postdevelopment into Pond Max. Elevation = 4.81 ft
Reservoir name = Wet Detention Pond Max. Storage = 48,173 cuft
Storage Indication method used.
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
Q (cfs
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
- Hyd No. 3 - Hyd No. 2 ® Total storage used = 48,173 cuft Time (mi
Wet Detention Routing
Hyd. No. 3 -- 1 Year
7
Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Monday, Jan 11, 2010
Pond No. 1 - Wet Detention Pond
Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 3.50 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cult)
0.00 3.50 32,442 0 0
0.50 4.00 36,491 17,222 17,222
1.50 5.00 39,541 38,002 55,223
2.50 6.00 42,719 41,116 96,339
3.50 7.00 48,945 45,792 142,131
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 35.99 7.70 0.00 0.00 Crest Len (ft) = 24.00 Inactive 0.00 0.00
Span (in) = 35.99 7.70 0.00 0.00 Crest El. (ft) = 5.60 5.40 0.00 0.00
No. Barrels = 2 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El. (ft) = 2.50 3.50 0.00 0.00 Weir Type = Riser Rect --- ---
Length(ft) = 125.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope (%) = 0.40 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Contour)
Multi-Stage = n/a Yes No No TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage (ft) Stage / Discharge
Elev (ft)
4
00
. 7.50
3
00
. 6.50
2
00
. 5.50
1
00
. 4.50
0
00
. 3.50
0.00 9.00 18.00 27.00 36.00 45.00 54.00 63.00 72.00 81. 00 90.00 99.00
- Total Q Discharge (cfs)
I
Hydrograph Report 8
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 4
Postdevelopment bypassing Pond
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 2 min
Drainage area = 4.610 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 3.12 in
Storm duration = 24 hrs
Monday, Jan 11, 2010
Peak discharge = 7.261 cfs
Time to peak = 718 min
Hyd. volume = 14,622 cuft
Curve number = 73*
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
* Composite (Area/CN) = ((1.060 x 98) + (3.550 x 65)) / 4.610
Q (cfs)
8.00
6.00
4.00
2.00
Q (cfs)
8.00
6.00
4.00
2.00
0.00 ' i i / I 1
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
- Hyd No. 4 Time (min)
Postdevelopment bypassing Pond
Hyd. No. 4 -- 1 Year
Hydrograph Report 9
Hydraf low Hydrographs Extension for AUtoCAD® Civil 3D@2009 by Autodesk, Inc. v6.066
Hyd. No. 5
Postdevelopment @ Point F
Hydrograph type = Combine
Storm frequency = 1 yrs
Time interval = 2 min
Inflow hyds. = 3, 4
Q (cfs)
8.00
Monday, Jan 11, 2010
Peak discharge = 7.752 cfs
Time to peak = 718 min
Hyd. volume = 86,535 cuft
Contrib. drain. area= 4.610 ac
Postdevelopment @ Point F
Hyd. No. 5 -- 1 Year
6.00
4.00
2.00
0.00
0 240 480
- Hyd No. 5
Q (cfs)
8.00
6.00
4.00
2.00
0.00
720 960 1200 1440 1680 1920 2160 2400 2640 2880 3120
Time (min)
- Hyd No. 3 -Hyd No. 4
10
Hydrograph Summary Report Hydraf low Hydrographs Extension for AutoCADO Civil 3136 2009 by Autodesk, Inc. v6.066
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 SCS Runoff 39.12 2 722 112,296 ------ ------ ------ Predevelopment @ Point F
2 SCS Runoff 76.30 2 718 179,623 ------ ------ ------ Postdevelopment into Pond
3 Reservoir 17.56 2 730 177,543 2 5.95 94,140 Wet Detention Routing
4 SCS Runoff 22.76 2 716 45,994 ------ ------ ------ Postdevelopment bypassing Pond
5 Combine 23.65 2 716 223,537 3,4 ------ ------ Postdevelopment @ Point F
Stormwater Routing.gpw Return Period: 10 Year Monday, Jan 11, 2010
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 1
Predevelopment @ Point F
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 2 min
Drainage area = 14.330 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.81 in
Storm duration = 24 hrs
11
Monday, Jan 11, 2010
Peak discharge = 39.12 cfs
Time to peak = 722 min
Hyd. volume = 112,296 cuft
Curve number = 65
Hydraulic length = 0 ft
Time of conc. (Tc) = 15.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
40.00
Predevelopment @ Point F
Hyd. No. 1 -- 10 Year
30.00
20.00
10.00
Q (cfs)
40.00
30.00
20.00
10.00
0.00 _ , 1 1 1 i 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
- Hyd No. 1 Time (min)
12
Hydrograph Report
Hydraf low Hydrographs Extension for AutoCAD® Civil 3138 2009 by Autodesk, Inc. v6.066 Monday, Jan 11, 2010
Hyd. No. 2
Postdevelopment into Pond
Hydrograph type = SCS Runoff Peak discharge = 76.30 cfs
Storm frequency = 10 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 179,623 cuft
Drainage area = 12.000 ac Curve number = 85
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 7.00 min
Total precip. = 5.81 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Postdevelopment into Pond
Q (cfs) Q (cfs)
Hyd. No. 2 -- 10 Year
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Time (min)
- Hyd No. 2
13
Hydrograph Report
Hydraf low Hydrographs Extension for AutoCAD® Civil 3138 2009 by Autodesk, Inc. v6.066 Monday, Jan 11, 2010
Hyd. No. 3
Wet Detention Routing
Hydrograph type = Reservoir Peak discharge = 17.56 cfs
Storm frequency = 10 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 177,543 cuft
Inflow hyd. No. = 2 - Postdevelopment into Pond Max. Elevation = 5.95 ft
Reservoir name = Wet Detention Pond Max. Storage = 94,140 cuft
Storage Indication method used.
Wet Detention Routing
Q (cfs) Hyd. No. 3 -- 10 Year a (cfs)
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0 00
0 360 720 1080 1440 1800 2160 2520 2880 3240 3600
Time (min)
- Hyd No. 3 - Hyd No. 2 ® Total storage used = 94,140 cuft
14
Hydrograph Report
Hydraflow Hydrographs Extension for AUtoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 4
Postdevelopment bypassing Pond
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 2 min
Drainage area = 4.610 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.81 in
Storm duration = 24 hrs
Monday, Jan 11, 2010
Peak discharge = 22.76 cfs
Time to peak = 716 min
Hyd. volume = 45,994 cuft
Curve number = 73*
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
* Composite (Area/CN) = [(1.060 x 98) + (3.550 x 65)] / 4.610
Q (cfs)
24.00
Postdevelopment bypassing Pond
Hyd. No. 4 -- 10 Year
20.00
16.00
12.00
8.00
4.00
0.00
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
- Hyd No. 4
15
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3138 2009 by Autodesk, Inc. v6.066 Monday, Jan 11, 2010
Hyd. No. 5
Postdevelopment @ Point F
Hydrograph type = Combine Peak discharge = 23.65 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 223,537 cuft
Inflow hyds. = 3, 4 Contrib. drain. area = 4.610 ac
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
0.00 ' '
0 360
- Hyd No. 5
Postdevelopment @ Point F
Hyd. No. 5 -- 10 Year
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
0.00
720 1080 1440 1800 2160 2520 2880 3240
Time (min)
- Hyd No. 3 -Hyd No. 4
16
Hydrograph Summary Report Hydraf low Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cult) Hydrograph
description
1 SCS Runoff 95.12 2 722 266,634 ------ ------ ------ Predevelopment @ Point F
2 SCS Runoff 139.32 2 718 339,948 ------ ------ ------ Postdevelopment into Pond
3 Reservoir 86.26 2 724 337,818 2 6.85 135,399 Wet Detention Routing
4 SCS Runoff 47.82 2 716 98,640 ------ ------ ------ Postdevelopment bypassing Pond
5 Combine 115.28 2 720 436,458 3,4 ------ ------ Postdevelopment @ Point F
I
Stormwater Routing.gpw Return Period: 100 Year Monday, Jan 11, 2010
17
Hydrograph Report
Hydraf low Hydrographs Extension for AutoCAD® Civil 3136 2009 by Autodesk, Inc. v6.066 Monday, Jan 11, 2010
Hyd. No. 1
Predevelopment @ Point F
Hydrograph type = SCS Runoff Peak discharge = 95.12 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 266,634 cuft
Drainage area = 14.330 ac Curve number = 65
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 15.00 min
Total precip. = 9.64 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Predevelopment @ Point F
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
- Hyd No. 1
Hydrograph Report 18
Hydraf low Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Monday, Jan 11, 2010
Hyd. No. 2
Postdevelopment into Pond
Hydrograph type = SCS Runoff Peak discharge = 139.32 cfs
Storm frequency = 100 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 339,948 cuft
Drainage area = 12.000 ac Curve number = 85
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 7.00 min
Total precip. = 9.64 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Q (cfs)
140.00
120.00
100.00
80.00
60.00
40.00
20.00
Postdevelopment into Pond
Hyd. No. 2 -- 100 Year
Q (cfs)
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
- Hyd No. 2 Time (min)
19
Hydrograph Report
Hydraf low Hydrographs Extension for AutoCAD® Civil 3138 2009 by Autodesk, Inc. v6.066 Monday, Jan 11, 2010
Hyd. No. 3
Wet Detention Routing
Hydrograph type = Reservoir Peak discharge = 86.26 cfs
Storm frequency = 100 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 337,818 cuft
Inflow hyd. No. = 2 - Postdevelopment into Pond Max. Elevation = 6.85 ft
Reservoir name = Wet Detention Pond Max. Storage = 135,399 cuft
Storage Indication method used.
Q (cfs)
140.00
Wet Detention Routing
Hyd. No. 3 -- 100 Year
120.00
100.00
80.00
60.00
40.00
20.00
0.00 ml w--
0 240
- Hyd No. 3
480 720
- Hyd No. 2
Q (cfs)
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
960 1200 1440 1680 1920
Time (min)
® Total storage used = 135,399 cuft
Hydrograph Report
20
Hydraf low Hydrographs Extension for AUtoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Monday, Jan 11, 2010
Hyd. No. 4
Postdevelopment bypassing Pond
Hydrograph type = SCS Runoff Peak discharge = 47.82 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 98,640 cuft
Drainage area = 4.610 ac Curve number = 73*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5.00 min
Total precip. = 9.64 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(1.060 x 98) + (3.550 x 65)) / 4.610
Q (cfs)
50.00
Postdevelopment bypassing Pond
Hyd. No. 4 -- 100 Year
40.00
30.00
20.00
10.00
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
- Hyd No. 4 Time (min)
21
Hydrograph Report
Hydraflow Hydrographs Extension for AUtoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Monday, Jan 11, 2010
Hyd. No. 5
Postdevelopment @ Point F
Hydrograph type = Combine Peak discharge = 115.28 cfs
Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 436,458 cuft
Inflow hyds. = 3, 4 Contrib. drain. area = 4.610 ac
Q (cfs)
120.00
100.00
80.00
60.00
40.00
20.00
Postdevelopment @ Point F
Hyd. No. 5 -- 100 Year
a (cfs)
120.00
100.00
80.00
60.00
40.00
20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
- Hyd No. 5 -Hyd No. 3 -Hyd No. 4
Hydraflow Rainfall Report
22
Hydraflow Hydrographs Extension for AUtoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Return
Period Intensity-Duration-Frequency Equation Coefficients (FHA)
(Yrs) B D E (N/A)
1 68.9198 12.8000 0.8927 --------
2 75.2308 12.6000 0.8724 --------
3 0.0000 0.0000 0.0000 --------
5 75.8672 12.5000 0.8297 --------
10 79.6372 12.4000 0.8036 --------
25 72.0538 11.2000 0.7452 --------
50 66.3721 10.2000 0.6990 --------
100 62.0844 9.3000 0.6597 --------
File name: Winfall.IDF
Intensity = B / (Tc + D)^E
Monday, Jan 11, 2010
Return
Period Intensity Values (in/hr)
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 5.27 4.23 3.54 3.06 2.69 2.41 2.18 2.00 1.84 1.71 1.60 1.50
2 6.16 4.95 4.16 3.60 3.18 2.85 2.59 2.37 2.19 2.04 1.90 1.79
3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
5 7.06 5.73 4.85 4.22 3.75 3.38 3.08 2.84 2.63 2.45 2.30 2.17
10 8.02 6.55 5.57 4.87 4.34 3.92 3.58 3.31 3.07 2.87 2.70 2.55
25 9.04 7.40 6.32 5.55 4.97 4.51 4.14 3.84 3.58 3.36 3.17 3.00
50 9.91 8.12 6.96 6.13 5.51 5.02 4.63 4.30 4.02 3.79 3.58 3.40
100 10.73 8.81 7.57 6.69 6.03 5.51 5.09 4.74 4.45 4.20 3.98 3.79
Tc = time in minutes. Values may exceed 60.
Precin. file name: Winfnll.ncn
Rainfall Precipitation Table (in)
Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
SCS 24-hour 3.12 3.79 0.00 0.00 5.81 0.00 0.00 9.64
SCS 6-Hr 2.26 2.70 0.00 0.00 4.04 0.00 0.00 6.63
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
OCOO nas t AMA L
Hydraflow Table of Contents Sw LJ P-'-\ 4 ^Js
Stormwater Routing - wetlands.gpw
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Monday, Jan 11, 2010
Watershed Model Schematic ...................................................................................... 1
Hydrograph Return Period Recap .............................................................................. 2
1 - Year
Summary Report ....................................................................................................................... 3
Hydrograph Reports ................................................................................................................. 4
Hydrograph No. 1, SCS Runoff, Predevelopment @ Point A ................................................. 4
Hydrograph No. 2, SCS Runoff, Postdevelopment into Pond ................................................ 5
Hydrograph No. 3, Reservoir, Wetlands Pond Routing ......................................................... 6
Pond Report - Wetlands Pond ........................................................................................... 7
Hydrograph No. 4, SCS Runoff, Postdevelopment bypassing Pond ...................................... 8
Hydrograph No. 5, Combine, Postdevelopment @ Point A .................................................... 9
10-Year
Summary Report ..................................................................................................................... 10
Hydrograph Reports ............................................................................................................... 11
Hydrograph No. 1, SCS Runoff, Predevelopment @ Point A ............................................... 11
Hydrograph No. 2, SCS Runoff, Postdevelopment into Pond .............................................. 12
Hydrograph No. 3, Reservoir, Wetlands Pond Routing ....................................................... 13
Hydrograph No. 4, SCS Runoff, Postdevelopment bypassing Pond .................................... 14
Hydrograph No. 5, Combine, Postdevelopment @ Point A .................................................. 15
100 - Year
Summary Report ..................................................................................................................... 16
Hydrograph Reports ............................................................................................................... 17
Hydrograph No. 1, SCS Runoff, Predevelopment @ Point A ............................................... 17
Hydrograph No. 2, SCS Runoff, Postdevelopment into Pond .............................................. 18
Hydrograph No. 3, Reservoir, Wetlands Pond Routing ....................................................... 19
Hydrograph No. 4, SCS Runoff, Postdevelopment bypassing Pond .................................... 20
Hydrograph No. 5, Combine, Postdevelopment @ Point A .................................................. 21
OF Report ................................................................................................................... 22
Watershed Model Schematic Hydraflow Hydrographs Extension for AutoCADO Civil 3D@) 2009 by Autodesk, Inc. v6.066
1 - Predevelopment @ Point A
Q
3 - Wetlands Pond Routing
Project: Stormwater Routing - wetlands.gpw
into Pond
®- Postdevelopment @ Point A
Monday, Jan 11, 2010
bypassing
Hydrograph Return Period Reqy plowHydrographsExtension for AutoCAD®Civil 3DO2009by Autodesk,Inc. v6.066
Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph

No. type Hyd(s) description
(origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
1 SCS Runoff ------ 3.426 6.202 ------- ------- 16.41 ------- ------- 39.89 Predevelopment @ Point A
2 SCS Runoff ------ 1.834 2.427 ------- ------- 4.233 ------- ------- 7.631 Postdevelopment into Pond
3 Reservoir 2 0.031 0.036 ------- ------- 1.138 ------- ------- 4.924 Wetlands Pond Routing
4 SCS Runoff ------ 3.199 5.105 ------- ------- 11.87 ------- ------- 26.43 Postdevelopment bypassing Pond
5 Combine 3,4 3.557 5.682 ------- ------- 12.89 ------- ------- 30.91 Postdevelopment @ Point A
Proj. file: Stormwater Routing - wetlands.gpw Monday, Jan 11, 2010
Hyd rog ra p h Summary Report Hydraf low Hydrographs Extension for AUtoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
Interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 SCS Runoff 3.426 2 724 11,950 ------ ------ ------ Predevelopment @ Point A
2 SCS Runoff 1.834 2 716 3,726 ------ ------ ------ Postdevelopment into Pond
3 Reservoir 0.031 2 1040 3,680 2 10.63 2,597 Wetlands Pond Routing
4 SCS Runoff 3.199 2 724 9,852 ------ ------ ------ Postdevelopment bypassing Pond
5 Combine 3.557 2 724 13,562 3,4 ------ ------ Postdevelopment @ Point A
Stormwater Routing - wetlands.gpw Return Period: 1 Year Monday, Jan 11, 2010
Hydrograph Report
4
Hydraflow Hydrographs Extension for AUtoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 1
Predevelopment @ Point A
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 2 min
Drainage area = 6.010 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 3.12 in
Storm duration = 24 hrs
Monday, Jan 11, 2010
Peak discharge = 3.426 cfs
Time to peak = 724 min
Hyd. volume = 11,950 cuft
Curve number = 65
Hydraulic length = 0 ft
Time of conc. (Tc) = 15.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
4.00
Predevelopment @ Point A
Hyd. No. 1 -- 1 Year
3.00
2.00
1.00
Q (cfs)
4.00
3.00
2.00
1.00
0.00 ` i .11 1 1 1 I 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
- Hyd No. 1
Hydrograph Report 5
Hydraf low Hydrographs Extension for AUtoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Monday, Jan 11, 2010
Hyd. No. 2
Postdevelopment into Pond
Hydrograph type = SCS Runoff Peak discharge = 1.834 cfs
Storm frequency = 1 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 3,726 cuft
Drainage area = 0.620 ac Curve number = 86*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5.00 min
Total precip. = 3.12 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.360 x 98) + (0.260 x 70)J / 0.620
Q (cfs)
2.00
Postdevelopment into Pond
Hyd. No. 2 -- 1 Year
1.00
0.00
0 120 240
- Hyd No. 2
360 480 600 720 840 960
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440
Time (min)
Hydrograph Report 6
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Monday, Jan 11, 2010
Hyd. No. 3
Wetlands Pond Routing
Hydrograph type = Reservoir Peak discharge = 0.031 cfs
Storm frequency = 1 yrs Time to peak = 1040 min
Time interval = 2 min Hyd. volume = 3,680 cuft
Inflow hyd. No. = 2 - Postdevelopment into Pond Max. Elevation = 10.63 ft
Reservoir name = Wetlands Pond Max. Storage = 2,597 cuft
Storage Indication method used.
Q (cfs)
2.00
Wetlands Pond Routing
Hyd. No. 3 -- 1 Year
1.00
0.00 ' s
0 480
Hyd No. 3
960 1440 1920 2400 2880 3360 3840 4320 4800
- Hyd No. 2 ® Total storage used = 2,597 cuft
Q (cfs)
2.00
1.00
-i- 0.00
5280
Time (min)
Pond Report 7
Hydraflow Hydrographs Extension for AUtoCAD® Civil 3138 2009 by Autodesk, Inc. v6.066 Monday, Jan 11, 2010
Pond No. 1 - Wetlands Pond
Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 10.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 10.00 3,781 0 0
1.00 11.00 4,412 4,092 4,092
2.00 12.00 5,828 5,103 9,195
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [I3] [C] [D]
Rise (in) = 15.00 1.25 0.00 0.00 Crest Len (ft) = 9.00 Inactive 0.00 0.00
Span (in) = 15.00 1.25 0.00 0.00 Crest El. (ft) = 11.00 5.40 0.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El. (ft) = 10.00 10.00 0.00 0.00 Weir Type = Riser Rect --- ---
Length (ft) = 58.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope (%) = 1.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Contour)
Multi-Stage = n/a Yes No No TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (o) and submergence (s)
Stage (ft)
2.00
1.80
1.60
1.40
1.20
1.00
0.80
0.60
0.40
0.20
0.00
Stage / Discharge
Elev (ft)
12.00
11.80
11.60
11.40
11.20
11.00
10.80
10.60
10.40
10.20
10 00
0.00 1.00
Total 0
2.00 3.00 4.00 5.00 6.00 7.00
Discharge (cfs)
Hydrograph Report 8
Hydraf low Hydrographs Extension for AUtoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Monday, Jan 11, 2010
Hyd. No. 4
Postdevelopment b ypassing Pond
Hydrograph type = SCS Runoff Peak discharge = 3.199 cfs
Storm frequency = 1 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 9,852 cuft
Drainage area = 3.560 ac Curve number = 70*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 15.00 min
Total precip. = 3.12 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(1.060 x 98) + (3.550 x 65)] / 3.560
Q (cfs)
4.00
3.00
2.00
1.00
Postdevelopment bypassing Pond
Hyd. No. 4 -- 1 Year
Q (cfs)
4.00
3.00
2.00
1.00
0.00 . , i i I I 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
- Hyd No. 4
Hydrograph Report 9
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Monday, Jan 11, 2010
Hyd. No. 5
Postdevelopment @ Point A
Hydrograph type = Combine Peak discharge = 3.557 cfs
Storm frequency = 1 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 13,562 cuft
Inflow hyds. = 3, 4 Contrib. drain. area = 3.560 ac
Postdevelopment @ Point A
Q (cfs) Q (cfs)
Hyd. No. 5 -- 1 Year
4.00 4.00
3.00
3.00
2.00
2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
- Hyd No. 5 - Hyd No. 3 - Hyd No. 4 Time (min)
10
Hyd rog rap h Summary Report Hydraf low Hydrographs Extension for AUtoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cult) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cult) Hydrograph
description
1 SCS Runoff 16.41 2 722 47,097 ------ ------ ------ Predevelopment @ Point A
2 SCS Runoff 4.233 2 716 8,923 ------ ------ ------ Postdevelopment into Pond
3 Reservoir 1.138 2 724 8,878 2 11.11 4,649 Wetlands Pond Routing
4 SCS Runoff 11.87 2 722 33,456 ------ ------ ------ Postdevelopment bypassing Pond
5 Combine 12.89 2 722 42,363 3,4 ------ ------ Postdevelopment @ Point A
Stormwater Routing - wetlands.gpw Return Period: 10 Year Monday, Jan 11, 2010
Hydrograph Report
11
Hydraflow Hydrographs Extension for AUtoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 1
Predevelopment @ Point A
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 2 min
Drainage area = 6.010 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.81 in
Storm duration = 24 hrs
Q (cfs)
18.00
Monday, Jan 11, 2010
Peak discharge = 16.41 cfs
Time to peak = 722 min
Hyd. volume = 47,097 cuft
Curve number = 65
Hydraulic length = 0 ft
Time of conc. (Tc) = 15.00 min
Distribution = Type II
Shape factor = 484
Predevelopment @ Point A
Hyd. No. 1 -- 10 Year
15.00
12.00
9.00
6.00
3.00
Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
0.00 I I i 1 1% i 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
- Hyd No. 1 Time (min)
Hydrograph Report
12
Hydraf low Hydrographs Extension for AutoCAD® Civil 3138 2009 by Autodesk, Inc. v6.066 Monday, Jan 11, 2010
Hyd. No. 2
Postdevelopment into Pond
Hydrograph type = SCS Runoff Peak discharge = 4.233 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 8,923 cuft
Drainage area = 0.620 ac Curve number = 86*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5.00 min
Total precip. = 5.81 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = ((0.360 x 98) + (0.260 x 70)J / 0.620
Q (cfs)
5.00
Postdevelopment into Pond
Hyd. No. 2 -- 10 Year
4.00
3.00
2.00
1.00
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 I 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Time (min)
- Hyd No. 2
13
Hydrograph Report
Hydraflow Hydrographs Extension for AUtoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Monday, Jan 11, 2010
Hyd. No. 3
Wetlands Pond Routing
Hydrograph type = Reservoir Peak discharge = 1.138 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 8,878 cuft
Inflow hyd. No. = 2 - Postdevelopment into Pond Max. Elevation = 11.11 ft
Reservoir name = Wetlands Pond Max. Storage = 4,649 cuft
Storage Indication method used.
Q (cfs)
5.00
4.00
3.00
2.00
1.00
Wetlands Pond Routing
Hyd. No. 3 -- 10 Year
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 0.00
0 360 720 1080 1440 1800 2160 2520 2880 3240 3600 3960
- H d No. 2 Time (min)
Hyd No. 3 y ®Total storage used = 4,649 cuft
Hydrograph Report
14
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 4
Postdevelopment bypassing Pond
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 2 min
Drainage area = 3.560 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.81 in
Storm duration = 24 hrs
Composite (Area/CN) = [(1.060 x 98) + (3.550 x 65)] / 3.560
Q (cfs)
12.00
Monday, Jan 11, 2010
Peak discharge = 11.87 cfs
Time to peak = 722 min
Hyd. volume = 33,456 cuft
Curve number = 70*
Hydraulic length = 0 ft
Time of conc. (Tc) = 15.00 min
Distribution = Type II
Shape factor = 484
Postdevelopment bypassing Pond
Hyd. No. 4 -- 10 Year
10.00
8.00
6.00
4.00
2.00
Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
0.00 ' `f I 1 I 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
- Hyd No. 4 Time (min)
15
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Monday, Jan 11, 2010
Hyd. No. 5
Postdevelopment @ Point A
Hydrograph type = Combine Peak discharge = 12.89 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 42,363 cuft
Inflow hyds. = 3, 4 Contrib. drain. area = 3.560 ac
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
Postdevelopment @ Point A
Hyd. No. 5 -- 10 Year
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
- Hyd No. 5 -Hyd No. 3 -Hyd No. 4
16
Hyd rog rap h Summary Report Hydraflow Hydrographs Extension for AUtoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cult) Hydrograph
description
1 SCS Runoff 39.89 2 722 111,826 ------ ------ ------ Predevelopment @ Point A
2 SCS Runoff 7.631 2 716 16,729 ------ ------ ------ Postdevelopment into Pond
3 Reservoir 4.924 2 720 16,684 2 11.46 6,380 Wetlands Pond Routing
4 SCS Runoff 26.43 2 722 74,371 ------ ------ ------ Postdevelopment bypassing Pond
5 Combine 30.91 2 722 91,085 3,4 ------ ------ Postdevelopment @ Point A
Stormwater Routing - wetlands.gpw Return Period: 100 Year Monday, Jan 11, 2010
Hydrograph Report 17
Hydraflow Hydrographs Extension for AUtoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Monday, Jan 11, 2010
Hyd. No. 1
Predevelopment @ Point A
Hydrograph type = SCS Runoff Peak discharge = 39.89 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 111,826 cuft
Drainage area = 6.010 ac Curve number = 65
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 15.00 min
Total precip. = 9.64 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Q (cfs)
40.00
30.00
20.00
10.00
Q (cfs)
40.00
30.00
20.00
10.00
0.00 -6.0- 1 i i I
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
- Hyd No. 1
Predevelopment @ Point A
Hyd. No. 1 -- 100 Year
Hydrograph Report
Postdevelopment into Pond
Hyd. No. 2 -- 100 Year
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Monday, Jan 11, 2010
Hyd. No. 2
Postdevelopment in to Pond
Hydrograph type = SCS Runoff Peak discharge = 7.631 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 16,729 cuft
Drainage area = 0.620 ac Curve number = 86*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5.00 min
Total precip. = 9.64 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
' Composite (Area/CN) = [(0.360 x 98) + (0.260 x 70)] / 0.620
Q (cfs)
8.00
6.00
4.00
2.00
0.00
18
Q (cfs)
8.00
6.00
4.00
2.00
0 00
0 120 240 360 480
- Hyd No. 2
600 720 840
960 1080 1200
Time (min)
Hydrograph Report 19
Hydraflow Hydrographs Extension for AUtoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Monday, Jan 11, 2010
Hyd. No. 3
Wetlands Pond Routing
Hydrograph type = Reservoir Peak discharge = 4.924 cfs
Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 16,684 cuft
Inflow hyd. No. = 2 - Postdevelopment into Pond Max. Elevation = 11.46 ft
Reservoir name = Wetlands Pond Max. Storage = 6,380 cuft
Storage Indication method used
Q (cfs)
8.00
Wetlands Pond Routing
Hyd. No. 3 -- 100 Year
6.00
4.00
2.00
Q (cfs)
8.00
6.00
4.00
2.00
0.00 1 1 1 I I
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)
?- -Hyd No. 2 ®Total storage used = 6,380 cuft
20
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 31D® 2009 by Autodesk, Inc. v6.066 Monday, Jan 11, 2010
Hyd. No. 4
Postdevelopment b ypassing Pond
Hydrograph type = SCS Runoff Peak discharge = 26.43 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 74,371 cuft
Drainage area = 3.560 ac Curve number = 70*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 15.00 min
Total precip. = 9.64 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Composite (Area/CN) = [(1.060 x 98) + (3.550 x 65)] / 3.560
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
Postdevelopment bypassing Pond
Hyd. No. 4 -- 100 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0.00 ` ' ' i I i I 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
-- Hyd No. 4
Hydrograph Report
21
Hydraflow Hydrographs Extension for AUtoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Monday, Jan 11, 2010
Hyd. No. 5
Postdevelopment @ Point A
Hydrograph type = Combine Peak discharge = 30.91 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 91,085 cuft
Inflow hyds. = 3, 4 Contrib. drain. area = 3.560 ac
Postdevelopment @ Point A
Q (cfs) Q (cfs)
Hyd. No. 5 -- 100 Year
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
- Hyd No. 5 - Hyd No. 3 - Hyd No. 4 Time (min)
Hydraflow Rainfall Report
22
Hydraflow Hydrographs Extension for AUtoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Monday, Jan 11, 2010
Return
Period Intensity-Duration-Frequency Equation Coefficients (FHA)
(Yrs) B D E (N/A)
1 68.9198 12.8000 0.8927 --------
2 75.2308 12.6000 0.8724 --------
3 0.0000 0.0000 0.0000 --------
5 75.8672 12.5000 0.8297 --------
10 79.6372 12.4000 0.8036 --------
25 72.0538 11.2000 0.7452 --------
50 66.3721 10.2000 0.6990 --------
100 62.0844 9.3000 0.6597 --------
Filename: Winfall.IDF
Intensity = B / (Tc + D)^E
Return
Period Intensity Values (in/hr)
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 5.27 4.23 3.54 3.06 2.69 2.41 2.18 2.00 1.84 1.71 1.60 1.50
2 6.16 4.95 4.16 3.60 3.18 2.85 2.59 2.37 2.19 2.04 1.90 1.79
3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
5 7.06 5.73 4.85 4.22 3.75 3.38 3.08 2.84 2.63 2.45 2.30 2.17
10 8.02 6.55 5.57 4.87 4.34 3.92 3.58 3.31 3.07 2.87 2.70 2.55
25 9.04 7.40 6.32 5.55 4.97 4.51 4.14 3.84 3.58 3.36 3.17 3.00
50 9.91 8.12 6.96 6.13 5.51 5.02 4.63 4.30 4.02 3.79 3.58 3.40
100 10.73 8.81 7.57 6.69 6.03 5.51 5.09 4.74 4.45 4.20 3.98 3.79
Tc = time in minutes. Values may exceed 60.
Rainfall Precipitation Table (in)
Storm
Distribution
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
SCS 24-hour 3.12 3.79 0.00 0.00 5.81 0.00 0.00 9.64
SCS 6-Hr 2.26 2.70 0.00 0.00 4.04 0.00 0.00 6.63
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00