20090139 Ver 1_401 Application_20090209

EPCOR USA Ventures LLC
2000 York Road, Suite 129
Oak Brook, IL 60523
Tel: [phone]
EPC W"
EPCOR
Power L.P.
February 10, 2009
VIA FEDERAL EXPRESS
09-0 1 39

Mr. Danny Smith
Regional Supervisor - Surface Water Protection
NC Department of Environment and Natural Resources
3800 Barrett Drive
Raleigh, NC 27609
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FEB I 12000
RALEIGH REG1G+??'?.?.; it;}
L DENR
FEB 1 2 2009
DENR . WAFER QUALI tY
WETLANDS AND STORPAWATER BRANCH
Re: Pre-Construction Notification Form
EPCOR USA North Carolina - Roxboro Plant
Emissions Control Project - Stream Impact Assessment & Engineering
Army Corp of Engineer Determination
Roadway Crossing Engineering Design
Mr. Smith:
The purpose of this letter is to seek approval to modify a jurisdictional stream as part of a
roadway construction internal to the Roxboro Plant site. Included with this letter are the
application and report submittals which define the impact to the stream and the engineering
plans required to obtain the environmental approvals for the new roadway construction.
Also included with this letter is Check No. 014394 for $240 for a minor water quality
application (i.e., less than one acre of wetlands/waters AND less than 150 feet of streams) as
payment for the required fee.
In conjunction with this submittal for the roadway construction, the Roxboro plant will also
be submitting an Erosion and Sedimentation (E&SC) Plan.
Discussed in this letter is the following supporting information:
North Carolina Emissions Control Project - General Description
- US Army Corp of Engineers 401 / 404 Determination
January 2009 Worley Parsons Creek Relocation Report
Division of Water Quality Pre-Construction Notice (PCN) Form
Your review and approval of the Roxboro PCN is requested. Please contact us if you have
need for any additional information or have questions on this information.
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Mr. Danny Smith
February 10, 2008
Page 2
North Carolina Emissions Control Project - General Description
Roxboro plant is planning a major plant construction Project referred to as the NC Emissions
Control Project (the "Project"), to modify its plant operations in 2009. The project
modification plan will involve boiler and corresponding fuel handling system modifications
to accommodate a fuel program that will include increased utilization of tire-derived and
wood fuels. The fuel handling modifications will increase fuel truck delivery traffic.
The increased truck delivery traffic requires a construction of a new roadway to
accommodate fuel truck entry into the plant as internal access to site operations equipment.
The roadway will cross over an existing drainage area in 3-locations and an un-named stream
at 1-location. The un-named stream eventually connects with Mitchell Creek northeast of the
Plant site.
The un-named stream, as it is referred to in the Plant NPDES Permit, begins at the Plant
NPDES outfall and travels north to northeast to the property boundary. The stream is very
small. i.e., less than 2 ft in width and 12" depth. The stream flow is principally generated
from the plant treated wastewater discharge. During rainfall events, the upstream drainage
area will contribute run-off drainage.
The un-named stream, beginning at the Plant outfall, courses through two existing 60"
culverts in-route off-site. The existing 60" culverts are separated by a distance of
approximately 20 ft. The project will install a culvert section to connect the existing 60"
culverts.
US Army Corp of Engineers 401 / 404 Determination
Mr. Eric Alsmeyer, Project Manager, US Army Corp of Engineers was requested to complete
a site determination of the un-named stream. Mr. Alsmeyer completed his site review on
December 10, 2008.
Mr. Alsmeyer provided the following Roxboro site stream determination (Determination
email report attached):
"The bottom line of my site inspection/jurisdictional evaluation on 1211012008 is
that the drain you are proposing to impact, starting at the plant's outfall, is a
jurisdictional stream that has more than minimal function. Therefore, you will need
to submit a Pre-construction Notification (PCN) form for Nationwide General
Permit 39 and General Water Quality Certification to the Corps (my office) and the
NC Division of Water Quality (DWQ). This is a joint form that meets both agencies
requirements. Since the impact will be for less than 150 if of stream, the Corps will
not require compensatory stream mitigation. The stream is a tributary to Mitchell
Creek in the Hyco Creek/Dan River drainage basin so it is not subject to the DWQ
buffer rules. "
V cyding
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Mr. Danny Smith
February 10, 2008
Page 3
Mr. Alsmeyer noted in his site visit two distinct areas: 1) the upstream drainage area
(referred to as Channel #1) which showed no flow, but provided area drainage from rainfall;
and 2) the plant treated wastewater outfall. Mr. Alsmeyer determined the drainage area
upstream of the Plant NPDES outfall to be non jurisdictional. Mr. Alsmeyer determined
jurisdiction to begin at the Plant NPDES outfall northeast to the property boundary (referred
to as Channel #2).
As such, the upstream Channel #1 section does not require regulatory approval, however it is
recognized as contributory to flow management in the Channel #2 section. Hence flow
conveyance engineering and design was performed for section.
The Channel #2 section as stated was determined jurisdictional by the Army Corp and thus
must submit a PCN. Flow conveyance engineering and design was also performed for
section. The engineering and design work was performed by Worley Parsons and is
discussed below.
Worley Parsons Creek Relocation Report
The WP Creek Relocation Report included with this submittal provides the technical analysis
for proposed stream modifications proposed to the un-named creek at the Roxboro Plant to
allow a new interior access roadway construction. The report addresses the proposed
construction design modifications to the layout of the existing stream, and pre- and post-
development storm water conveyance calculations. The Project stream disturbances, i.e., the
planned culvert installations and the slight stream channel modifications are designed to
carry peak run-off due to a 100-year storm event without adversely affecting the adjacent
areas.
Refer to Report Appendix C for a Map of stream location, drainage areas, stream channel
designations and culvert installation positions.
Per the Army Corp of Engineers (ACOE) 401 / 404 stream/wetlands assessment completed
December 10 of 2008, the drainage area (Channel #1 area containing 3-crossings) is not
classified as a stream and is not subject to any Pre-Construction Notification (PCN)
submittal.
Modifications to the Channel #1 area receiving drainage from Contributory Areas A and B
include the following:
- Culvert Position #1 - 2 X 30" CHDPE Pipe
Culvert Position #2 - 2 X 30" CHDPE Pipe
- Culvert Position #3 - 2 X 30" CHDPE Pipe
Maximum flow calculations for the Channel #1 section of the stream are provided for both
flow paths from contributory areas are provided in Appendix A as follows:
eCVCiing
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CHP
Mr. Danny Smith
February 10, 2008
Page 4
- Existing Flow Path A
- Existing Flow Path B
- Proposed Stream Relocation Design
The ACOE's review determined that the stream becomes "jurisdictional" at the point of the
plant NPDES outfall north to the property's boundary. The jurisdictional stream is referred
to as Channel #2 in the WP Stream Reconstruction Report. An internal Plant roadway
crosses the Channel #2 stream in one location. The purpose of crossing the stream is to
access a truck dumper installed east of the stream. This Channel #2 roadway stream
crossing, per the ACOE Determination, requires a Pre-Construction Notification (PCN).
Modifications to the Channel #2 section of the stream receiving plant NPDES outfall
discharge and drainage from Contributory Areas C include the following:
- Culvert Position #4 - 1 X 60" RCP Pipe
The new 60" culvert installation will replace two existing 60" culverts and allow the
overhead roadway crossing to access the truck dump equipment. The new culverts appear as
an L-shaped routing on the relocation drawing. Refer to the Creek relocation drawing for
additional detail.
Project design for the culverts size and flow calculations for the above culvert locations are
provided as follows:
- Appendix B - Roxboro Rainfall Intensity-Duration Curve
- Appendix D - Existing Channel Cross Sections
- Appendix E - Proposed Culvert and Channel Data
- Appendix F - Storm Sewer Design Report
Pre-Construction Notification Form Application
This Channel #2 roadway stream crossing, per the ACOE Determination, requires a Pre-
Construction Notification (PCN).
Again, thank you in advance for your time to review and approve the roadway crossing. It is
an important component of our 2009 Project upgrade to our Roxboro Plant.
Very truly yours,
a es C. Moore
rporate Director - Environmental Safety & Health
2000 York Road - Suite #129
Oak Brook, Illinois 60523
Office Phone: [phone]
k ecVding
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CHP
Mr. Danny Smith
February 10, 2008
Page 5
Cell Phone: [phone]
Email: jmoorenepcorusa.com
Attachments:
1. US Army Corp of Engineers 401 / 404 Determination (email)
2. January 2009 Worley Parsons Creek Relocation Report (2 documents)
3. Division of Water Quality Pre-Construction Notice (PCN) Form
4. Person County GIS Property Data Forms
5. Creek Relocation Drawing
cc: Mr. Eric Alsmeyer - Letter Only
Project Manager
Raleigh Regulatory Field Office
US Army Corps of Engineers, Wilmington District
3331 Heritage Trade Drive, Suite 105, Wake Forest, NC 27587
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D ???' ? r?. •?±,/ I ? ?D Page 1 of t
Fors 1 2 2009
D 4 • fiAI ER QUALITY r P
Kohs, Deborah WETLANDS ANDSTQRMWATERBRANCH i,
From: Alsmeyer, Eric C SAW [[e-mail]] FEB I 1 20M
Sent: Wednesday, December 17, 2008 10:41 AM A
To: Moore, James € DENR RALEIGH REGIONAL i,JICE
Cc: Thorley, Tom; Androskaut, Larry; Hermanson, David
Subject: Army Corp of Engrs - Roxboro Determination
Mr. Moore: The bottom line of my site inspection/jurisdictional evaluation on 12/10/2008 is that the
drain you are proposing to impact, starting at the plant's outfall, is a jurisdictional stream that has more
than minimal function. Therefore, you will need to submit a Pre-construction Notification (PCN) form
for Nationwide General Permit 39 and General Water Quality Certification to the Corps (my office) and
the NC Division of Water Quality (DWQ). This is a joint form that meets both agencies
requirements. Since the impact will be for less than 150 If of stream, the Corps will not require
compensatory stream mitigation. The stream is a tributary to Mitchell Creek in the Hyco Creek/Dan
River drainage basin so it is not subject to the DWQ buffer rules.
You can find the PCN form and a "help file" at this website:
http://ww-w.saw.usace.army.miI/wetlands/lien/index.htm1.
I recommend that you contact Martin Richmond with the DWQ Raleigh Regional office at 919-791-
4200 to discuss your project before you submit the PCN to them.
Please reply or call if you have any questions on my inspection, or the PCN form, or if I may serve you
in any other way.
Thank you,
Eric Alsmeyer
Project Manager
Raleigh Regulatory Field Office
US Army Corps of Engineers, Wilmington District
3331 Heritage Trade Drive, Suite 105, Wake Forest, NC 27587
Tel • [phone], x23
Fax: [phone]
Regulatory Homepage: http: /Avivw. sere. usace. army. tail/WI%T I,ANDS
Please help us better serve you! Take our brief online Customer Service Survey.
(http://regul itory.u;acesurvey,coili/)
From: Moore, James [mailto:[e-mail]]
Sent: Monday, December 15, 2008 5:53 PM
To: Alsmeyer, Eric C SAW
Cc: Thorley, Tom; Androskaut, Larry; Hermanson, David
Subject: EPCOR USA - Roxboro Roadway - Army Corp of Engrs Site Visit Follow-Up
Eric
Re: EPC©R USA - Roxboro Roadway - Army Corp of Engrs Site Visit Follow-Up
Thank you for your visit to our Roxboro Plant on Wed Dec. 10th with Mr. Larry Androskaut. Mr. Androskaut

Page 2 of 2
indicated you would inform us as to the proper form submittals required for our planned roadway construction
approval. We look forward to your written determination so that we may complete and submit the proper forms to
the NCDENR for the roadway installation.
Jim
James C. Moore
Corporate Director EHS, EPCOR USA
2000 York Road, Suite 129
Oak Brook, IL 60523
Office: 630-413-5408
Mobile: [phone]
Fax: [phone]
Email: [e-mail]
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Corps action ID no.
DWQ project no.
Form Version 1.3 Dec 10 2008
Pre-Construction Notification (PCN) Form
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Applicant Information
1. Processing
1 a. Type(s) of approval sought from the
Corps:
El Section 404 Permit ®Section 10 Permit
1 b. Specify Nationwide Permit (NWP) number: 39 or General Permit (GP) number:
1 c. 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
1 g. 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: EPCOR USA North Carolina Emissions Control Project
2b. County: Person
2c. Nearest municipality / town: Roxboro
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2e. NCDOT only, T.I.P. or state
project no: N/A
,? DEB >, ? 2009
Page 1 of 12
PCN Farm - Version 1.3 December 10. 2008 Version
3. Owner Information
3a. Name(s) on Recorded Deed: EPCOR USA North Carolina LLC

b.

eed Book and Page No. Summary of Roxboro Plant land parcel information is as follows:
Main Plant e Record # 13419, Parcel ID # 59 8, Lot# 15753 191, Acres
20.351526, Deed Book 187, page 841
Second - Record # 13753, Parcel ID # 59 7, Lot # 15753 102, Acres = 1.514736,
Deed Book 224, page 72
Third - Record # 18219, Parcel ID # 59 12, Lot # 1-5753 103, Acres = 0,73625,
Deed Book 224, page 72
Refer to Attached Person County lS Records
3c. Responsible Party (for LLC if
applicable): Bob Gibbs, General Manager EPCOR USA North Carolina LLC
3d. Street address: 331 Allie Clay Road
3e. City, state, zip: Roxboro, NC. 27573
3f. Telephone no.: 336-597-8522
3g. Fax no.: 336-597-8522
3h. Email address: [e-mail]
4. Applicant Information (if different from owner)
4a. Applicant is: ? Agent ® Other, specify: Corporate Director of Environment
4b. Name: James C. Moore
4c. Business name
(if applicable): EPCOR USA
4d. Street address: 2000 York Road
4e. City, state, zip: Oak Brook, Illinois 60523
4f. Telephone no.: 630-413-5408
4g. Fax no.: 630-413-5409
4h. Email address: [e-mail]
5. Agent/Consultant Information (if applicable)
5a. Name: NONE
5b.

5c. Business name
(if applicable):
Street address:
5d. City, state, zip:
5e. Telephone no.:
5f. Fax no.:
5g. Email address:
Page 2 of 12
B. Project Information and Prior Project History
1. Property Identification
Summary of Roxboro Plant land parcel information
Is as follows:
AAsin Putt q Rec rd # 13419, Parcel ID # 59 8, Lot#
15753 101, Acres = 20.351526, Deed Book 187, page
841
Second _, Record # 13753, Parcel ILA # 59 7, Lot #
1a. Property identification no. (tax PIN or parcel ID): 15753 102, Acres = 1 51,4736 Deed Book 224, page
72
Third- Record # 18219, Parcel Ids # 59 12, Lot #
15753 103, Acres = 0.73625, Deed Book 224, page 72
Defer to Attached Person County GIS Records
1 b. Site coordinates (in decimal degrees): Latitude: 36.264000 Longitude: - 78.574073
(DD.DDDDDD) (-DD.DDDDDD)
1c. Property size: 22.62 acres
2. Surface Waters
2a. Name of nearest body of water (stream, river, etc.) to Mitchell Creek
proposed project:
2b. Water Quality Classification of nearest receiving water: Class C ( per Stream Tables of NC )
2c. River basin: Hyco Creek / Dan River ( Basin Code 03-02-05 }
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:
Roxboro Plant discharges NPDES permitted / treated effluent forming flow in un-named creek
3b. List the total estimated acreage of all existing wetlands on the property:
None - No Wetlands on Plant Property
3c. List the total estimated linear feet of all existing streams (interm ittent and perennial) on the property:
< 150 ft.
3d. Explain the purpose of the proposed project:
Construction of an Access Roadway into the Roxboro Plant for Fuel Truck travel.
3e. Describe the overall project in detail, including the type of equipment to be used:
Layout, grading and construction of a 24 ft. wide roadway less than'/ mile in length. Heavy construction & paving
equipment to be used in the roadway construction.
4. Jurisdictional Determinations
4a. Have jurisdictional wetland or stream determinations by the
Corps or State been requested or obtained for this property / Y
? es ? No Unknown
project (including all prior phases) in the past?
Comments:
4b. If the Corps made the jurisdictional determination, what type
? Preliminary ? Final Not Applicable
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.
Page 3 of 12
PCN Form - Version 1.3 December 10. 2008 Version
Project Information and Prior Project History
5. Project History
5a. Have permits or certifications been requested or obtained for ? Yes ® No ? Unknown
this project (including all prior phases) in the past?
5b. If yes, explain in detail according to "help file" instructions.
The roadway construction is a piece of the Emission Control Project. Other environmental permits are being sought
including Title V Air Permit modification, Erosion & Sedimentation Control Plan, and Stormwater Permit modification.
6. Future Project Plans
6a. Is this a phased project? ? Yes No
6b. If yes, explain.
Construction will be continuous beginning in March 2009 and projected to continue through December 2009.
Page 4 of 12
C. Proposed Impacts Inventory
1. Impacts Summary
1 a. Which sections were completed below for your project (check all that apply):
? Wetlands ? Streams - tributaries ? Buffers
? Open Waters ? Pond Construction
2. Wetland Impacts NOT APPLICABLE
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 ? Yes ? Corps
? No ? DWQ
W2 ? P ? T ? Yes ? Corps
? No ? DWQ
W3 ? P ? 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: NOT APPLICABLE
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 (Corps - 404, 10 stream length
Permanent (P) or intermittent DWQ - non-404, width (linear
Temporary (T) (INT)? other) (feet) feet)
S1 ? P ®T Culvert Installation Un-Named Creek ? PER
? INT ? Corps
? 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: The stream in question is generated principally from the treated water flow discharged from the Roxboro Plant
.
Minor flow in the stream is generated during heavy rainfall as well. A culvert installation is planned to connect existing culverts
in an area where an in-plant roadway will need to cross the stream.
Page 5 of 12
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 individual) 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 Mitchell Creek Up-Stream Culvert Creek <1 acre
02 ?P?T
03 ?P?T
04 ?P?T
4f. Total open water impacts
4g. Comments: A 5 ft diameter culvert will be installed in the un-named creek connecting two exiting 5 ft diameter culverts
presently existing through which the stream flows. Refer to the Attached Report for further detail : January 2009 Worley
Parsons Creek Relocation Report - completed for EPCOR USA North Carolina
5. Pond or Lake Construction
If pond 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: NOT APPLICABLE
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:
Page 6 of 12
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.
sa.
? 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: NOT APPLICABLE
Page 7 of 12
D. Impact Justification and Mitigation
1. Avoidance and Minimization
1a. Specifically describe measures taken to avoid or minimize the proposed impacts in designing project.
The stream crossing is a 90 degree crossing.
There are no upstream crossings which could be used in lieu of the proposed crossing.
The stream impacted area will only be crossed once. Note - there is an upstream drainage area through which the
roadway is routed crossing drainage swales. The Army Corp of Engineers in their December 10, 2009 determination
indicated that this area was not classified.
Other alternative access routes for roadway construction are not available due to the surrounding residential and
commercial developments.
The plant site is approximately 22.6 acres in size. Plant operating & maintenance equipment/buildings, fuel storage
areas, wastewater system, and in-plant roadways occupy the majority of the usable area. No-re-alignment of existing
equipment, buildings, structures will provide the area needed for equipment addition. Refer to the plant site map.
The original plant construction was designed / installed to the west of the eastern boundary ( where the impacted stream
exists ) drainage. The area available to the 2009 project construction, because of the limited on-site area available, must
be sited east of the un-named creek. This location will not allow access except by a direct roadway crossing.
1 b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques.
The measures planned for the roadway construction to prevent adverse impact to the un-named creek include the
following:
A 5 ft diameter culvert is planned for installation to connect two existing culverts which are separated by approximately 12
ft distance.
The Roadway adjacent to the 150 ft. of impacted stream ( un-named creek) will be constructed to prevent collapse or
erosion into the creek.
2. Compensatory Mitigation for Impacts to Waters of the U.S. or Waters of the State
2a. Does the project require Compensatory Mitigation for ? Yes ® No
impacts to Waters of the U.S. or Waters of the State?
2b. If yes, mitigation is required by (check all that apply): ? DWQ ? Corps NOT APPLICABLE
? Mitigation bank
2c. If yes, which mitigation option will be used for this
El Payment to in-lieu fee program
project?
? Permittee Responsible Mitigation
3. Complete if Using a Mitigation Bank
3a. Name of Mitigation Bank: NOT APPLICABLE
3b. Credits Purchased (attach receipt and letter) Type Quantity
Page 8 of 12
PCN Form - Version 1.3 December 10, 2008 Version
3c. Comments: NOT APPLICABLE
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: NOT APPLICABLE
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.
6. Buffer Mitigation (State Regulated Riparian Buffer Rules) - required by DWQ NOT APPLICABLE
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: Buffer Mitigation is not applicable. The un-named creek is a tributary to Mitchell Creek in the Hyco Creek -
Dan River Drainage Basin. The creek is not subject to the DWQ Buffer Rules.
Page 9 of 12
E. Stormwater Management and Diffuse Flow Plan (required by DWQ) NOT APPLICABLE
1. Diffuse Flow Plan
1 a. Does the project include or is it adjacent to protected riparian buffers identified ? Yes ® No
within one of the NC Riparian Buffer Protection Rules?
1 b. If yes, then is a diffuse flow plan included? If no, explain why.
? Yes ®No
Comments:
2. Stormwater Management Plan
2a. What is the overall percent imperviousness of this project? 22.8%
2b. Does this project require a Stormwater Management Plan? ? Yes ® No
2c. If this project DOES NOT require a Stormwater Management Plan, explain why:
Plant impervious are is less than the 24% requirement. Note that the Roxboro Plant operates under a State Stormwater
Permit #NCS000347.
2d. If this project DOES require a Stormwater Management Plan, then provide a brief, narrative description of the plan:
This project does not "require" a Stormwater Management Plan. A Erosion & Sedimentation Plan will be submitted
governing the entire 2009 construction which will include the un-named stream area.
2e. Who will be responsible for the review of the Stormwater Management Plan? ? Certified Local Government
? DWQ Stormwater Program
A SWMP is not required. ? DWQ 401 Unit
3. Certified Local Government Stormwater Review
3a. In which local government's jurisdiction is this project? NCDENR DWQ
? 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
? HQW
4a. Which of the following state-implemented stormwater management programs apply ? ORW
(check all that apply): ? Session Law 2006-246
® Other: NPDES Stormwater
Permit #NCS000347
4b. Has the approved Stormwater Management Plan with proof of approval been
attached? NOT APPLICABLE - not technically required ? 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?
Refer to Email from Mr. Eric Alsmeyer, Project Manager of Army Corp of Engineers ® Yes ? No
Page 10 of 12
PCN Form - Version 1.3 December 10, 2008 Version
F. Supplementary Information
1. Environmental Documentation (DWQ 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
? Yes ? No
letter.)
Comments:
2. Violations (DWQ 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 2B .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 (DWQ 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.
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.
- Wastewater generated during the project will be treated in the plant wastewater treatment sytsem and discharged
from the plant under NPDES Permit NC0065099
- Sanitary wastewater disposal will be the plant sanitary sewer hook-up to the City of Roxboro municipal treatment
system
Page 11 of 12
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?
El 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?
This project is being constructed on existing industrial site.
6. Essential Fish Habitat (Corps Requirement)
6a. Will this project occur in or near an area designated as essential fish habitat? ? Yes ® No
6b. What data sources did you use to determine whether your site would impact Essential Fish Habitat?
This project is being constructed on existing industrial site.
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?
This project is being constructed on existing industrial site.
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: N/A
8c. What source(s) did you use to make the floodplain determination?
Roxboro Site Flood Classification:
- Reference - North Carolina USGS quadrangle map
- the Southport site is located outside of the 500-year flood plain (Zone C)
Reference - Flood Insurance Rate Map (FIRM)
1, DES 0. ArK" 7
Applicant/Agent's Printed Name Applicant/Agent' Signature Date
(Agent's sig re is valid only if an authorization letter from the applicant
is provided.)
Page 12 of 12
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DENR - WATER QUALr V Y
WETLANDS AND STORMWATER BRANCH
1
j FEB I IM
pENR RALEIGH REGIO k FILE
North Carolina Emissions Control Project
EPCOR, LLC
Roxboro, North Carolina
Creek Relocation Report
January 2009
WorleyParsons
resources & energy
a WorleyParsons
resources & enxrgy
Customer
Project Title
Calculation Title
Elec File Location
Project File Location
FEB f7 Y
? 12009 FEB 1 2 2009
i _ DENR - WATER QUALITY
pENl? `IU'i HEItli'zr L °'t'r WETLANDS ANDSTORMWATERSRANCH
EPCOR, USA NC, LLC Project No. 58006301
NC Emissions Control Project _ Calc No. ROXB-I-DC-116-CE-0001
..._._...__......_......._.......... ._._.-...__-._._._.._........ _......_..._....._..._._.._ -...._..__.'_................ _..... ........... ._..W_.... ........ ..... ....._..w..... ...... ......_.......... _ ......... .......... ..... ....... _....
.
Creek Relocation Calculations PhaselCTR
Page 1 of 41
Calculation Objective
To calculate existing and post-developed runoff generated by the 100-year rainfall event, and to use this information in the
existing creek modification and relocation design.
Calculation Method
Pre-Developed Conditions
The calculations were based on the existing condition of a natural stream running along the southern side of the site which
collects runoff from a contributory area of approximately 60.6 acres. This stream discharges to an existing 60" CMP
culvert (under the proposed truck dumper) at the northeast corner of the site, which connects to an existing 4' x 5' box
culvert. The peak discharge at this point was calculated to be approximately 92.5 cfs. Refer to Appendix A for detailed
calculations.
Post-Developed Conditions
The stream was redesigned so that it enters a series of proposed dual 30" culverts at the southeast portion of the site, and
then continues through a redesigned ditch and into a proposed storm sewer system at the northeast corner of the site.
Refer to Appendix A for detailed calculations.
Software Used
Title Version Validated (Yes/No/NA)
Mathcad 14.0
Bentley StormCAD 05.06.012.00
Bentley FlowMaster 08.01.066.00
HY-8 8.7.1
Assumptions Professional Engineer Seal

Rational Coefficient C = 0.30 for wooded/grass areas
Manning's Coefficient n = 0.035 for a natural stream with some
vegetation
Manning's Coefficient n = 0.012 for pipes
Input Data
The following inputs are used in this design:
-Existing Conditions Drainage Plan (Located in Appendix C)
-Proposed Drainage Plan (Located in the Calculations, Appendix C)
-Rainfall-Intensity-Duration Data for Roxboro, NC (Located in
Appendix B)
Methodology and Criteria
The Rational Method and Manning's equation were used to calculate existing and proposed runoff, in conjunction
with Bentley StormCAD, Bentley FlowMaster, and HY-8 computer programs. The peak runoff generated by a 100-
year storm event is used to design the relocated creek culverts.
A 01-26-2009 Issued for Client comment LI SNA
Rev Date Descri tion B Checked Approved
063400-PDT-821 (018135) EPF•0187 or;:orakc pit:C:?Lic f
Rev 1 (4-Oct-07)
IMI WorleyParsons
msames F. ere:gy
Customer
Project Title
_ .........-...
Calculation Title
Elec File Location
Project File Location
EPCOR, USA NC, LLC
NC Emissions Control Project
Creek Relocation Calculations
Project No. ( 58006301
Calc No. ROXB-I-DC-116-CE-0001
.._._..... ......._...._...._....._i_......_............ . ............._.........._._........
Phase/CTR
Page 2 ; of 41
Evaluation and Results
The stream was relocated using dual circular CHDPE culverts of 30" diameter. Ditches were designed between the
culvets, with side slopes of 3H:1 V, and have been appropriately sized to carry the peak runoff from a 100-year event. A
storm sewer system consisting of 60" pipes and manholes connecting to the existing 60" culvert was also designed to
accommodate the proposed truck unloading and associated conveyor system.
Conclusions
The stream relocation design meets the requirements set forth in the methodology and criteria section, and will
accommodate the peak runoff generated by the 100-year storm event without adversely impacting the surrounding areas.
The maximum existing discharge is approximately 92.5 cfs, and the post developed discharge is approximately 92.7 cfs.
The relocated ditch is designed to carry the required flow without overflowing the banks.
References
-Existing topographic information provided by McKim Creed surveyors & engineers.
-Calculation methodology referenced from Water-Resources Engineering; Chin, David A. 2000.
A 01-26-2009 Issued for Client comment LPC SNA
Rev Date Descri tion B Checked Approved
083-000-PDT-821 (018135) EPF-0187 ?vb:(: 7.:IC Ar, r,-:;r•? < _
Rev i (4-Oct-07)
® WorleyParsons
mw=es &pliv V
Customer EPCOR, USA NC, LLC Project No. 58006301
Project Title NC Emissions Control Project Catc No. ROXB-I-DC-116-CE-0001
........ _...... ._...... ............ .._..._........_..._.__ .............. _............................... ._._....._-........._-..........._.__....._...._... ............. __--------------- ......... _....... .... ........_.._.,_.._....._.._.._............ ..........
-_-__.-.............
Calculation Title Creek Relocation Calculations € Phase/CTR
Elec File Location ? ? - ??-
--._..._ ._-.... ---._...._..__....__.._._._._....-........ --- Page -.._-..--.-.....-;-....3 .?.. of....i 41
Pro ect File Location 3 --------...._._.......
Please check boxes for all applicable items checked or delete if not appropriate:
Calculations:
? Calculation number assigned and registered (refer to project numbering system or Document Numbering System
EPP-0040 for format).
® Project.title shown.
® Calculation title shown.
® Revision"history box complete and signed.
? Appropriate stamp for preliminary issues.
® Calculation objectives (aims) stated.
® Calculation method defined or described (including formulae if relevant).
® Reference made to text, standard or code: Check version/edition with that required for project.
® Assumptions stated.
® Summary.of results or conclusions.
® For software based calculations, reference to software validation if available.
® Approach used is appropriate for problem being solved.
® Method clear and easy to follow.
® Input data correct.
® Calculation is arithmetically correct OR software previously verified and reference to verification checked.
® Calculation result within expected limits:
? Units used as required by customer.
? Abbreviations correct.
® Attachments included and referenced, as required.
Checking records:
® Checked and annotated copy of.calculation filed (use "Check Print'. stamp).
® Corrections made as required and calculation dated and signed on cover sheet by checker.
Revisions:
? Change& clouded;
? Revision history block updated.
? Calculation re-checked if required.
A 01-26-2009 Issued for Client comment LPC SNA
Rev Date nimmnrinfinn Q..
08.4-000-PDT-821 (018135) EPF-0187 ilr; z;aratm .'atxnGe;,
Rev 1 (4-od-07)
® WorlleyParsons
reseurzes Z eimrgy
Customer EPCOR, USA NC, LLC Project No. 58006301
Project Title NC Emissions Control Project Calc No. ROXB-I-DC-116-CE-000i
................. ..... ..............._..._._........... -___-.................. .....-- ...__._....................... -........ ..._........ .... ............ ...._._..._., _..._....._...-...._..._......... ..... --..._..... ..... _....._......_....................... _.__.......... _.
Calculation Title Creek Relocation Calculations Phase/CTR
Elec File Location
Project File 1o----- ----- ---------
Paae € 4 # of ! 41
Rev Date By Checked Rev Date By Checked Rev Date By Checked
A 01-26-2009 LPC SNA
Table of Contents
Appendix A: Calculations .................................................................................................................................................... 5
Calculations for Existing Flow Path A .................................................................................................................................. 6
Calculations for Existing Flow Path B .............................................................................................•--.................................. 8
Calculations for Proposed Stream Relocation ...................................................................................................................11
Appendix B: Roxboro Rainfall-intensity-Duration Curve ....................................................................................................15
Appendix C: Map of Contributory Areas and Flow Paths ..................................................................................................17
Appendix D: Existing Channel Cross Sections .................................................................................................................. 20
Appendix E: Proposed Culvert and Channel Data ............................................................................................................ 25
Appendix F: Proposed Storm Sewer System Design Report ........................................................................................... 40
ubd-uuu-pu 1.621
Rev 1 (26-8ep-07)
a WorleyParsons
?e;ouYes &-agy
Rev Date By Checked Rev Date By Checked Rev Date By Checked
A 01-26-2009 LPC SNA
Customer EPCOR, USA NC, LLC :Project No. 58006301
Project Title NC Emissions Control Project ' Cale No. ROXB-I-DC-116-CE-0001
-..._.... .._...... _.._...... -..... ....-_.... --- ..._-......-........ _......
.._._._._........ ............ ..__ ........ _....... __......._.,........-.-.._.... ._........__...
Calculation T.itie Creek Relocation Calculations Phase/CTR
Bee File Location
?..._._.._._.... --- '? ._......... ___... ----------- - ._._.._.._..... -------_,- -- -- -- ._.._...._._....; _._._?.... - - .. ......... -------
Project File Location Page 5 of 41
Appendix A:
Calculations

Q WorleyParsons
Customer
Project Title
Calculation Title
Else File Location _
Project File Location
EPCOR, USA NC, LLC
NC Emissions Control Project
....................._.._........__... - -------
Creek Relocation Calculations
Project No. 58006301
Calc No. ROXB-I-DC-116-CE-0001
...... .... ,............. ............... ..........
._.... --
Phase/CTR
Page 6 of i 41
Rev Date By Checked Rev Date By Checked Rev Date By Checked
A 01-26-2009 LPC SNA
Calculations for Existing Flow Path A
(Note: The locations of Flow Path A and B are shown on the Existing Flow Conditions map in Appendix C)
For existing overland flow, FAA Time of Concentration Model:
T 1.8(1.1 - C) L0.5
C1 50.333
L = 1890 ft (Distance from the farthest point tributary to the area, corresponds with max flow time)
S = 4.6% (Approximate existing ground slope)
C = 0.30 (Rational Coefficient: See assumptions on page 1)
T,1 = 37.67 min
Using this value, and the Rainfall - Intensity Duration Curve for the Roxboro area (Appendix B):
I = 5.42 in/hr
The Rational Equation is used to calculate the peak discharge of the overland flow (Qci) at point A:
QcAA = CIA
C = 0.30 (Rational Coefficient: See assumptions on page 1)
I = 5.42 in/hr (Rainfall Intensity)
A = 34.0 acres (Contributory Area: See map in Appendix C)
QCAA = (0.30)(5.42)(34.0)
QCAA = 55.28 cfs (At point A)
For the existing channel flow, Manning's Equation is used to determine flow velocity, V:
V:= 1.486)(R )0.67 50.5
n h
S = 3.5% (Approximate existing ground slope)
n = 0.035 (Manning's Coefficient: See assumptions on page 1)
Rh = Hydraulic Radius, defined as:
R.
h P
Where A = the cross sectional area of the channel
P = the wetted perimeter of the channel
- . tm-O.P-, P
UM WorleyParsons
IFS(MiTES fZ GXIRY
Customer ! EPCOR, USA NC, LLC Project No. 58006301
Project Title ± NC Emissions Control Project Calc No. ROXB-I-DC-116-CE-0001
........ .... ._.......... ---- - ......_..... ......... .......... ..--..... ...... ......... _........... __...,.._..-..... _................... ...... ..._.......... ........ _................. ..._ ---- .... ..... -........ _......._........
.:_...._...___..__- -- - ---__-........._................. ..__.._.. ......
Calculation Title _-
Creek Relocation Calculations Phase/CTR
Elec File Location w
------ - ----- --- a......._........ _..... --------._-_.._..--°_____.-
Project File Location i Page 7 i of s 41
Rev Date By Checked Rev Date By Checked Rev Date By 'Checked
A 01-26-2009 LPC SNA
In the ditch to cross section 1, where the peak discharge, QC1 = 55.28 cfs:
A = 9.62 ft2
P = 15.62 ft (Channel cross sections can be found in Appendix D.)
Rh = 0.62
I Substituting these values into Manning's Equation yields a velocity of:
Vi = 5.77 ft/sec
The time of concentration at cross section 1 can then be computed-
L
T _
c2 T° 1 + 60V
Where T,, = 37.67 min (Computed above)
L = 500 ft (The length of the channel that corresponds with the cross section 1)
V = 5.77 ft/sec (Velocity along this length)
Therefore,
Tc2 = 39.1 min
This process is used to determine the flow at cross section 1.
From the Rainfall - Intensity Duration Curve (Appendix B): 1 = 5.32 in/hr
QCA1 = CIA
QCAl = (0.30)(5.32)(34.0)
QCA1 = 54.26 cfs (At cross section 1)
At cross section 1, the peak discharge, QCA, =54.26 cfs. The velocity through this ditch to section 2 can be
calculated. For the existing channel flow, Manning's Equation is used to determine flow velocity, V:
V.- ( 1.4861(%)0.67 50.5
n )

S = 3.5% (Approximate existing ground slope)
n = 0.035 (Manning's Coefficient: See assumptions on page 1)
Rh = Hydraulic Radius, defined as:
R := A
h P
Where A = the cross sectional area of the channel
P = the wetted perimeter of the channel
Rev i (<o-zep-ur)
-
a WorleyParsons
resources R energy
Customer EPCOR, USA NC, LLC Project No. 58006301
Project Title - NC Emissions Control Project Calc No. I ROXB-I-DC-116-CE-0001
....-.-.._._...._.................._..-..........._......-......... .-...._ ........ _.............. ..... _.__.._..__ ................._._._..__.._--._._.____.--___._.._-...-.....
Calculation Title } Creek Relocation Calculations .... _-__...,..................._..._.. ..._..........._._....__.._....__._............. .........___:......_..._..._...._...__
Phase/CTR T......_.._....._.__...._._..__._...__.........._.............. ..
Eiec File Location
-------------------- .,......

Project File Location ! _...------- ------ -..,. _-.... _...... ._......_.. .............. ...._........ ....... - --- ---------

Page
_....._
,---- _ -__...._ ..........
8 of 41
Rev Date By Checked Rev Date By Checked Rev Date By Checked
A 01-26-2009 LPC SNA
In the ditch to cross section 1, where the peak discharge, QC1 = 54.26 cfs:
A = 9.45 ft2
P = 15.36 ft (Channel cross sections can be found in Appendix D.)
Rh = 0.62
Substituting these values into Manning's Equation yields a velocity of:
V2 = 5.77 ft/sec
The time of concentration at cross section 1 can then be computed:
L
Tc3 Tc2 } 60V
Where TC2 = 39.1 min (Computed above)
L = 380 ft (The length of the channel that corresponds with the cross section 2)
V = 5.77 ft/sec (Velocity along this length)
Therefore,
TO = 40.2 min
This process is used to determine the flow at cross section 2.
From the Rainfall - Intensity Duration Curve (Appendix B): 1 = 5.24 in/hr
QCA1 = CIA
QCA1 = (0.30)(5.24)(34.0)
QCA1 = 53.45 cfs (At cross section 2, from contributory area A)
Calculations for Existing Flow Path B
(Note: The locations of Flow Path A and B are shown on the Existing Flow Conditions map in Appendix C)
For existing overland flow, FAA Time of Concentration Model:
T 1.8(1.1 - C) LO.S
CI S0.333
L = 2178 ft (Distance from the farthest point tributary to the area, corresponds with max flow time)
S = 4.4% (Approximate existing ground slope)
C = 0.30 (Rational Coefficient: See assumptions on page 1)
T,1 = 41.0 min
RCY i ?GG.7CF1'V!?
Q WorleyParsons
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Customer EPCOR, USA NC, LLC :Project No. 158006301
-_ r
Project Title NC Emissions Control Project _..._..._.........._._....._._......_._._._..._.-._.-._._..-..._........_Calc No. ROXB-I-DC-116-CE-0001
_............ ..-_.. ......... ............ ....
Calculation Title Creek Relocation Calculations Phase/CTR
----'-?__??
Elec File Location
- - ....----...._._.._ _.-_..-.._......_.._.....i _._..-_....._._.._._.....- - -- _ ._..._..__... - ---- - -- - - -- _....._... --- - --.--_-...-- - -- ----- .r..__...........,.........__.......
Project File Location Pane i A r of 41
Rev Date By Checked Rev Date By Checked Rev Date By Checked
A O1-26-2009 LPC SNA
Using this value, and the Rainfall - Intensity Duration Curve for the Foxboro area (Appendix B):
I=5.17 in/hr
The Rational Equation is used to calculate the peak discharge of the overland flow (Qct ):
QCB1 = CIA
C = 0.30 (Runoff Coefficient; See assumptions on page 1)
I = 5.17 in/hr (Rainfall Intensity)
A = 19.92 acres (Contributory Area: See map in Appendix C)
QCB1 = (0.30)(5.17)(19.92)
QCB1 = 30.9 cfs
At cross section 2, the peak discharge, QCA2 =53.45 cfs from Contributory Area A, and QCB1 = 30.9 cfs from
Contributory Area B. Therefore, the total flow through cross section 2 is:
Qc = 53.45+30.9
Qc = 84.35 cfs
At cross section 2, where the peak discharge, QC = 84.35 cfs:
A = 13.02 W
P = 17.68 ft (Channel cross sections can be found in Appendix D.)
Rh = 0.74
Substituting these values into Manning's Equation yields a velocity of:
V2 = 6.49 ft/sec
The time of concentration at cross section 3 can then be computed:
T:=T + L
O C1 60V
Where Tcl = 41.0 min (Computed above)
L = 164 ft (The length of the channel that corresponds with the cross section 2)
V = 6.49 ft/sec (Velocity along this length)
Therefore,
Tc3 = 41.42 min
uu

III= WorileyParsons
?ESUURCY R LM1PfR.J
Customer EPCOR, USA NC, LLC Project No. ! 58006301
Project Title NC Emissions Control Project ! Cale No. ROXB-I-DC-116-CE-0001
.._.._....._..._..._.._._..... - ......_.........._...- ..............................._...._._........... ._..._........ ........... _._._._..._.__...._._..... ._.._..... ----.._...._..............................
Title Creek Relocation-
- Calculations I Phase/CTR
Elec File Location

Project File Location ..........
Page ; 10 of - 41
Rev Date By Checked Rev Date By Checked Rev Date By Checked
A 01-26-2009 LPC SNA
This process is used to determine the final time of concentration at the outfall location.
From the Rainfall - Intensity Duration Curve (Appendix 8): 1= 5.15 in/hr
QC3 = CIA
QC3 = (0.30)(5.15)(6.68)
QC3 =10.32 cfs (From Contributory Area C)
The total flow at this location is:
Qc = 89.08 +10.32
Qc=99.4 cfs
At cross section 3, where the peak discharge, QC3 = 99.4 cfs:
A = 14.84 ft2
P = 19.18 ft (Channel cross sections can be found in Appendix D.)
Rh = 0.77
Also, S = 3.5% (Approximate existing ground slope)
n = 0.035 (Manning's Coefficient: See assumptions on page 1)
Manning's Equation is used to find the velocity:
V ( 1.486} /R 10.67 S0.5
I\ n /Il h)
V2 = 6.67 ft/sec
Time of concentration at the outfall location can be computed:
:=T L
Tc4 0 * 60V
Where Tc3 = 41.42 min (Computed above)
L = 256 ft (The length of the channel that corresponds with the cross section 2)
V = 6.67 ft/sec (Velocity along this length)
Therefore,
Tc4 = 42.1 min
From the Rainfall - Intensity Duration Curve (Appendix B): 1= 5.17 in/hr
And the maximum total flow passing through the existing 60" CMP can be calculated:
QC4 = CIA
QC4 = (0.30)(5.09)(60.6)
QC3 = 92.54 cfs
Rev 1 (26-Sep-07)
WorleyParsons
Customer EPCOR, USA NC, LLC Project No. 158006301
Project Tide -?-NC Emissions Control Project ' Calc No. ROXB-II--DC-116-CE-0001
-....... ..... ................ ............_...__.._...._._......._......_ ._.....__.._...._.._...._............ ..... .... .___........ .......... .:._.._._..................... ._.... -.._.... _........... _.__.._........... ....._......... _....
Calculation Title Creek Relocation Calculations Phase/CTR
Elec File Location
___ ----- -__..._..,..__._..-.____..__........___.-__._._._-------- .__.-.__-._.____..-.__.___.._.._....__r.........----------- _._._.-.__...?-_?.- ___....?_._.__...-__..._........._..
Project File Location ;Page ': 11 ?of 41
Rev Date By Checked Rev Date By Checked Rev Date 13y. Checked
A 01-26-2009 LPC SNA I _J
Proposed Stream Relocation Design
(Note: The contributory areas to the proposed culverts are shown on the Proposed Flow Conditions map in
Appendix C)
Area "A° is contributory to the two proposed culverts on the south portion of the site.
The existing overland flow to this area can be calculated using the Rational Equation:
QC = CIA
C = 0.30 (Runoff Coefficient: See assumptions on page 1)
I = 5.42 in/hr (Rainfall Intensity: Corresponds to previously calculated Tc1 = 37.67 min in this area)
A = 32.8 acres (Contributory Area: See map in Appendix C)
QCIA = 53.33 cfs
Hy - 8 is then used to design an optimal circular pipe with this flow capacity. Culvert 1 is designed as two - 30"
diameter reinforced HDPE pipe, with a slope of 1.90°/x. The pipe length is 160 ft in length, and has an upstream
and downstream invert elevation of 575.0 and 572.0, respectively.
I The flow velocity through this pipe is 11.70 ft/sec (Please see the HY-8 Reports in Appendix E
for details)
The time of concentration at the outfall of this pipe can then be calculated:
L
Tc2 _Tc l + 60V
Where T,1 = 37.67 min (Computed above)
L = 160 ft (The length of the pipe)
V = 11.70 ft/sec (Velocity along this length)
Therefore,
Tc2 = 37.9 min
The flow going to Culvert 2 can be calculated using the Rational Equation:
QC2A = CIA
C = 0.30 (Runoff Coefficient: See assumptions on page 1)
I = 5.41 in/hr (Rainfall Intensity: Corresponds to previously calculated Tc2 = 37.9 min in this area)
A = 1.2 acres (Contributory Area: See map in Appendix C)
QC2A = 1.95 cfs
QCA = QC1A + QCZA = 53.33+1.95 = 55.28 cfs

WorlieyParsons
MSQMM&?rey
Customer EPCOR, USA NC, LLC Project No. 58006301
Project Title NC Emissions Control Project N No. ROXB-I-DC-116-CE-0001
............ .... _-_._......... _.... --...._._-..-.......... ........_.......... _.... . - _.....-................... -.--..... -..-.._._.-..... ............__........._._.._....._._........_._.._......_._.........__....._.._____..._.- ____._....___.,....__......._._......._..._.....
Calculation Title Creek Relocation Calculations Phase/CTR
Elec File Location
-------- ---- - -- ----- ---------
Project File Location I Paae 12 of 41
Rev Date By Checked Rev Date By Checked Rev Date By Checked
A 01-26-2009 LPC SNA
HY - 8 is then used to design an optimal circular pipe with this flow capacity. Culvert 2 is designed as two - 30"
diameter HDPE circular pipe, with a slope of 1.4%. The pipe length is 138 ft in length, and has an upstream and
downstream invert elevation of 559.0 and 561.0, respectively.
The flow velocity through this pipe is 10.69 ft/sec (Please see the HY- 8 Reports in Appendix E
for details)
The time of concentration at the downstream end of the channel pipe can then be calculated:
L
Tc3 ' Tc2 + 60V
Where TC2 = 37.9 min (Computed above)
L = 138 ft (The length of the channel)
V = 10.69 ft/sec (Velocity along this length)
Therefore,
Tc3 = 38.12 min
Area "B" is contributory to the proposed ditch that runs along the eastern border of the site (Proposed Channel
1)_ The existing overland flow to this area can be calculated using the Rational Equation:
QC1B = CIA
C = 0.30 (Runoff Coefficient: See assumptions on page 1)
I = 5.17 in/hr (Rainfall Intensity: Corresponds to previously calculated Tc1B = 41.0 min in this area)
A = 19.92 acres (Contributory Area: See map in Appendix C)
Qc1B = 30.90 cfs
Bentley FlowMaster is then used to design an optimal open channel with this flow capacity. Proposed Channel 1
is designed with a bottom width of 2 ft, and 3:1 side slopes on either side. The channel is approximately 383' in
length, with an approximate slope of 5.2%. The downstream invert of this channel is 560.0.
The flow velocity through this channel is 6.70 ft/sec (Please see the FlowMaster Reports in
Appendix E for details)
The time of concentration at the downstream end of the ditch can then be calculated:
L
TC4 TC1B + 60V
Where Tc,B = 41.0 min (Computed above)
L = 383 ft (The length of the ditch)
V = 6.70 ft/sec (Velocity along this length)

WorleyParsons
resources & enemy
Customer EPCOR, USA NC, LLC Project No. 58006301
Project Title ; NBC Emissions Control Project Cale No. = ROXB-I-DC-116-CE-0001
.......... -....__..._... .......... ...... ...._..... ..... _........ _.........._.._..__._......... ..... ..... .... ...___.........__...._...._...__._ .._._.......... _..__ --- _._.--------- =..... ...... .......... _ ._.... ............. _..... --._................ ........ _.............. ..
Calculation Title Creek Relocation Calculations
_- ?-_ Phase/CTR
?
Elec File Location ? ?-- M-
-- --
___._____-__..-__-._______
Project File Location i ......... ._........... _-___
;Page
13 1 of i 41
Rev Date By Checked Rev Date By Checked Rev Date By Checked
A 01-26-2009 LPC 5NA
I Therefore,
Tcq = 41.95 min
The maximum flow that is going to Culvert 3 is:
QC3 = QCA + QC1B
QC3 = 55.28 + 30.90
Qc3 = 86.18 cfs
HY - 8 is then used to design an optimal circular pipe with this flow capacity. Culvert 3 is designed as two - 30"
diameter, HDPE circular pipe, with a channel slope of 2.0%. The pipe is 37 feet in length, with an upstream
invert of 557.40 and a downstream invert of 556.65.
The flow velocity through this pipe is 11.79 ft/sec. (Please seethe HY- 8 Reports in Appendix E for details)
The same procedure is used to find the time of concentration at the outfall of this pipe,
The time of concentration at the downstream pipe invert can then be calculated:
TC5 = 42.00 in/hr
The corresponding rainfall intensity I = 5.10 cfs.
The flow at the outfall can be calculated:
QC3 = CIA
C = 0.30 (Runoff Coefficient; See assumptions on page 1)
1 = 5.10 in/hr (Rainfall Intensity)
A = 60.6 acres (Total Contributory Area to the proposed ditch at this location)
QC3 = 92.72 cfs
Bentley FlowMaster is then used to design an optimal open channel with this flow capacity. Proposed Channel 2
is designed with a bottom width of 5 ft, and 3:1 side slopes on either side. The channel is approximately 267' in
length, with an approximate slope of 3.6%. The downstream invert of this channel, draining to a proposed
concrete pipe, is 547.0.
The flow velocity through this ditch is 7.54 ft/sec. Details of this flow can be found in Appendix E.
The same procedure is used to find the time of concentration at downstream end of this ditch.
The time of concentration at the downstream pipe invert can then be calculated:
Te4 = 42.59 min
The corresponding rainfall intensity I = 5.06 cfs

WorleyParsons
LIM
iesuurces & e??e?y
Customer
Project Title
- ....................._.._...
Calculation Title
Elec File Location
Project File Location
EPCOR, USA NC, LLC
NC Emissions Control Project
- - --_..-......... .... ............ ..... .
Creek Relocation Calculations
Project No. 58006301
Calc No. ROXB-I-DC-116-CE-0001
........ ........ ....-..... ................ ........ .._...... ..._............................ _..
Phase/CTR
Page 14 1 of 41
Rev Date By Checked Rev =Date By Checked Rev Date By Checked
A 01-26-2009 LPC SNA
The flow at the outfall can be calculated.-
QC4 = CIA
C = 0.30 (Runoff Coefficient; See assumptions on page 1)
I = 5.06 in/hr (Rainfall Intensity)
A = 60.6 acres (Total Contributory Area to the proposed ditch at this location)
QC4 = 91.99 cfs
This is the total flow to the proposed reinforced concrete pipe which drains to an existing storm sewer system
offsite. Bentley StormCAD was used to design this system. The system will consist of 3 pipes, each 60" in
diameter, reinforced concrete pipe. The pipe has an upstream invert of 547. The StormCAD design report can
be found in Appendix F.

® WorieyParsons
?rsoiu?es & enx/g;?
Customer EPCOR, USA NC, LLC :Project No. 58005301
Project Title NC Emissions Control Project Calc No. ' ROXB-I-DC-115-CE-0001
_........_....... _._..... ...-- _..._..._._.......- ................ .............. ---._._.............. _......----.._.__....__........... .... _._........_._._..-.----------.__._._..._........................_..................... _ _....._.__.._.._._..._......_............._..... -.__........_...._._...__._._........
Calculation Title + Creek Relocation Calculations Phase/CTR
Elec File Location ?--_?_? ? ---
__........ ...... -- ----- ....__..._......._........ _._...._.._............... --._...---.. _..._.- ----..... ........... ..__....... -_ _ .. - --- .._.__.._......- - ...1 ------ -----..-.._.. -
Project File Location Paae 15 of al
Rev Date By Checked Rev Date By Checked Rev Date By Checked
A 01-26 2009 LPC SNA
Appendix B:
Roxboro Rainfall Intensity-Duration Curve
Type: I-D-F Table
Name: Roxboro 100 Tag: Pre100
File: C:1Documents and Settings\Syed.Ahmed\My DocumentslProjects\EpcorlRoxboro\Roxboro
Storm: Roxboro 100 Tag: Pre100
Event: 100 yr
Rainfall-Intensity-Duration Curve
Time, hrs Intensity, in/hr
0.0833 13.3200
0.1667 10.2600
0.2500 8.6400
0.5000 6.0000
1.0000 3.7500
2.0000 2.2000
24.0000 0.3300
Rainfall-Intensity-Duration Curve
14.0-
12.0
10.0
8.0
.y
a 6.0
4.0
2.0
0.0
0.0
30.0
i
5.0 10.0 15.0 20.0 25.0
Time (hrs)
WorleyParsons
wi-S &-w
Customer
Project Title
Calculation Title
Elec File Location
EPCOR, USA NC, LLC
NC Emissions Control Project
_ ._._............--__-._.__....._..-__...........__....._....
Creek Relocation Calculations
Project No. 58006301
Calc No. ROXB-I-DC-116-CE-0001
_ .._...._................ ............_....._........... _......
..
PhaselCTR

Project File Location ---- ---.------------- -._..._.._........
Page 17 of ! 41
Rev Date By Checked Rev Date, By Checked Rev Date By Checked
A 01-26-2009 LPC SNA
Appendix C:
Map of Contributory Areas and Flow Paths
k<v W-1I
WorleyParsons
resaurt23 & P.n!r?V
Customer EPCOR, USA NC, LLC
Project Title I NC Emissions Control Project
_.... {._ ............._...___._...-..._..._....--......--.._._..._...._.._.._
Calculation Title Creek Relocation Calculations
Elec File Location -
------ ............ ..... ....._...- ---
Project File Location
Project No. 58006301
Calc No. ROXB-1-DC-116-CE-0001
Phase/CTR
Page 20 1 of 41
Rev Date By Checked Rev Date By Checked Rev Date By Checked
A 01-26-2009 LPC SNA
Appendix D:
Existing Channel Cross Sections

Cross Section for Existing Channel Section 1
.y?._. :i
'? nor"`-ray T. a-:?• ?..Ya nom: c'.^rc`."_ -_T.`.:n <: ?a'? i .u,}.• x
^.:•:sMt ,auk
'r;^ .ruzu'?• 'i ,.,.,?.,u..:,..... ? rY?u"'•.u•?+ .E.(c?3 SFr'.` • .""'. •a:k',""""- a
t z s a', T•` ? ..?` ??'^ti:i::x F..a'sE? etB'i ? ? :a ° mrc.:t:a^o ? ecr-r.... s• rsc ? nTia? •??"?•?r
@E • 8aa^ ^•:a' ?^
J=a°m?. , +" ;9' n• a```ss` cF'..'`:r::?,•pp`r.l,-
r,cur ?W41 M s' . , w sr• s#k
-rr#F.r,,,:i?l;»t=?. -_•t`?s.,Ic?%••?.iGrS¢Ar?:??xs:o?, i+.s?u4xa.Rya?ays?rFr>nt?:n.?;t ^?'.;.??'^„?'???.?xl:? :gn:x?£??+...:"?s? ?s'. r r?.-+. w,
Friction Method Manning Formula
Solve For Normal Depth
__ lei -• .:aaz;n?:.g• R'?"' crt :::Taia :t?:c::.' i•tiY'dyi c`b xi 'i5 =7:?t •v ?:en a. .. wsstif. v!a!fe ?^ na?n:?,.. . Kn. rn. •n.•:n.•axn.•:m: •:m:::
.?'a?:.i= v ?' ? ?'-?:...f"? :?..: ? ?yi:Yc..s'`»??u a.arr..:c?SeTc• sfl?:a:e:?aruncFr' BF:H?.nssrl? !fit I i :??'?' i3u'u°-.?t• an.va?iks:?:: •?k?.,u>. ? .?raya»K; m?fy:.ai:-?ti:
??{? lf`? ''?S-.... •a? -r.:p:ax ,cm_y r, i q p7 ?. i. 'Pr..?.,
::... .4N?'e? am »A ties,t . m?r4z'G?».:a?+:..el6i..?tinn•»ra ? x c?i? i??': hfi t?. ? .___..aER? ?? ._a,:wi??w?+t?t"?? ?:0... to ' .. ?a?3i•?iLis ?'10,00 Roughness Coefficient 0.035
Channel Slope 0.03500 fl/ft
Normal Depth 1.03 ft
Left Side Slope 8.00 ft/ft (H:V)
Right Side Slope 3.84 ft/ft (H:V)
Bottom Width 3.20 ft
Discharge 55.28 ft'/s
u?,:•i:°r ? ?: ?:,:,
.?n ?a ,,,»?>... w, tee<?,eu?-:m:m ?z:t .?r^•? F??..r:?;? ,- ,.••. -t:: •. •- , a,•-,a U::x _:>ro- _ . "s -
.4 c . `?•'?' r• S rix* :3;>~; :_cw'.succ:?iti'c? "!in ' ?'vr .1i?'._.T?q'?Fii???'ti:aix??aY..eti"-a'?..i:? ? : ?x???,a?.r 'EGi?-ar?ia.ilr:.ar?„,,7:x:ac,•n•'"? •''•'•.°r_'•a°i°n;;r_=mmuz'sac°m'`es.•?e'•3'ci5:5ic=
_-: •? ...u w4uu.:: m.2c.v^?sc a aia°rcm?i:z•rn U"yi:i{ii_xe?3aL'?b.•.?: ?7?'.•.. m u,Trr?,?"? :i•Met.,L,ssz;,:x,,rua?3'u'G?%G°•"a :,. r???.rR:n:iiz:ra:?„•?!anw :k1f:?g^k
?ir•x:,• .at?x.?i;::tl?.:i..•„-c'?'.c.:?g??Y?}a..?7
1A3(ft
a....
-- 3.20 ft
Y. i
Bentley systems, Inc, Haestad Methods Solution Center Bentley FlowMaster 108.01.066.001
112612008 4:53:52 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1
Cross Section for Existing Channel Section 2A
_.•rr:m'`.crz};?:r• •,. 4 - rz! !F!C s.. ?y :bean: •^m.•n• -^x:,r
''Feg' :c?iE° • i?'c - ;N, z .m:rr.' hus?• c£'="?"? { !a?tz f.
r:tr ?..:3.°.; -e'i?'.^,.x:m: ';ra.P..a; IS.shr6,??:..! •• •c'? :?'zm:zrcafi:''a'3] iii;z?Y'z.'m`}" °a•is ;°H33C..lrsr,a " a:s
00
,...csa@.....o..^.??. ?sxG..z*,at;?a?.x:c5,c hryl.?,..ii}t?"d.lSe;#ilec?•Ei ????°e!!!eY•?Is,",?^; _t?;civi?4nc:.6:.." ...°,.•?rp.._`?•c,?i`i. r r ?•,.?''-?'>;•e'avsir??i?•.z?aiytil•?",_?i?,.. ?r• ::
- -. _- r'Et?..r'?•i'?e. ,Frnt?nxnz ..... ._. _,r_ •.Hnvv,_. •va ?i?.:
Friction Method Manning Formula
Solve For Normal Depth
-zbra:::a:-...aa •::<. 'L,•!#-w :• t P•.. ,_."'.•c: •c:n:n. "r...,i v i a••;r•x:.:... __.... _._....._ :• ...: "."..
c rF k•. t1 rn,'c e.?.n. r :n.N::.awr.>6•-em?? z ...tt3lu'1:aI•`.'•n.r..x xz^.n .n..;-': - a=zn m,6•-b:ussnz:::..;.:`E:•.•;m"'3iL:?:i'i e'
:..'}-?? .., •..'t_ :: i •u,,sy. zr..?_.r..td"n :rr_:n •c:r:-er?: :rt•:w: : h:-N •:xi•:a?.-ar?.?T::i:fDa:?.>y:>; . . irs :::n:a;:sa sy:.ra;.:xfii :s.:.;;, ;':rii"`-iz,,".En•:n.
? - z e:?. .c?a.:.•dC:_: ec.. _.?s»;.....zzv?'•'^'e?•.?'-'a:sbac.?c_:r.53a:?rvxn ro3-.b::tr -• ?..?:'.i' ?°'i..ln.o:..:n`n?- •n,+.o.an:.res....ct_::•_?ers ?`ch::{y ::.».a.•:xrrh:sc -:k.s:z , r
,:...,.. .. . a....,....?t.+?w.•• kczm'.6aa.?,.....,.z...,.?.z7tib?.,.run,.is"?t3.+.:; ..;-.-• ......_ .r?'::' .-xn :r....d:::: _-mcs.::.u-.fin::.... .:.
.,yM. ......, z.y..nr.n.?i<:-^s--'rc>?:• m:^:: ?:`„„.i?;. ;:-T-i
Roughness Coefficient 0.035
Channel Slope 0.03500 ft?ft
Normal Depth 0,90 ft
Left Side Slope 5.67 ftlft (H:V)
Right Side Slope 4.75 Wit (H:V)
Bottom Width 5.80 ft
Discharge 54.26 ft3/s
.... ........
9' a_3!N-i;_vx,;, urra:!- -`?+r. z'af ?^' vas es`s S ,.. ; ? i ?:' SI:!i 'iri:?.;Yav> •• a• r ::ur :.
yr a y. e ..u• `6'{a . a}3• ?' .,..+u•.•cu?iiy w :i!{ . ???r rn?'? i ,•i, i::}n- l?..ai? t iii?ktsn•N_ h•t C •k Ir '. r:ii.r si:?Sr:P: ?A'iLE;:
Cc ss ??w
p?'iyf;ni::.,n"' . In rya- 4 z • .. ?.a.,?'qR :Li }i' rUr:'gis :pa .''-.gym ?F .y3ci{,. ris L .?'•;j., '-uas,•.iSr,rr.
? Y •cr'1° v-r r x? ! t- :t' ^Fa• a b -' ^ 3!':.BF?r:r ar:ai7i}:txazn:n ;b:r NV 0 ` { .. ,,.
.«...E.-. "4 .iY?.. :..a_._. 4 f' r n• - S rr cxn 'c .. ,_-. "" 'Er t r • r-s- e.._e...
•,,•-,. .. ?.;. ?'.' ' ?i!?u •°?:'-?71=:_ i.. ?Yh?C?iSG? . t... !?t'.?'g'.?..Ri ?,,..4 ?:?»hev. 2L•'ticra. •r+u?nara:Grel..b:c :asczm:a: arurvas..b.v
- -r-
Ox
t ft
...3....
---- --5.80 ft

Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
112612009 4:64:07 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA [phone] Page 1 of 1
Cross Section for Existing Channel Section 2AS
v ,
r5'r?IT.?:;o'tY°.r4.1:,guy:?r`nioa,°^?`wx.-?%ti•_,•?y3;'cc?.r.-:z:a..:...w,.3zti<?.c`.,.:., ., tn...;?. ,.,?:r?.•em, :•- IS3Y w..:.;:u:; jr :,^,: ^^ K,?^ „;?.;ws:r» r,::?tl.?f:er.:t
-ar.?".^i? -?.,:?rs'??rc._..cun?ss ¢:-_`•xt"•i{?.?:ua+em:dfb tir Y •^x?.?:r..?.!p.'?•???' i? F;GY?i.?..„??.;....aaei.?fi.X?2;?a1•-
.. s t t
B -c:..:;::.^._.?..-_-_.,...---,> ~?:c;:ai•,.a•_vircw:ar.::x..r :-er?^u.::urt ?o:s:,ir', F3::??Y:;ir. • :m:s- .rx.. ,; •a..R'?S nh5rra5.?-: ,..-«_..;r:n::r :ri:s:?:c:er a:'I
,.........x ... _._. .. ? .ng;-r,.s:c::.:•,..:a
Friction Method Manning Formula
Solve For Normal Depth
..;y:..;..- .?:. 4,..0.«...:.:ryar^,a:cr•mra^trsas:?or:u:a,. c-: ^._ ._._....??_._-w»._..__.._ _ _ _
u5'
? w.r::enx:cr.:znca:ec..:•.:r"'?,n _ ?F`+a±, •ry- •c ...., ?1.r _ ^.-•:•.•urs>.3:rru:zS:.^.rn ::.r::^,,+.• ?czroc::cm:» _=rte,-,va•,: ;:=: etx:
'"S" •<?'f?pr^a.:^•.nnc-as:,.';R•a:? unr»xnsn:o»rrr•:ssa•ni:a•:u..::.-.,}..:;;r.Nn,.:•-...=`hE•<tii:nuf?2i:z?ay ;:•...i:;::'sii:%rmnex .u. .r.ua:.•.tnn-.vx-.o::s:•o::uics?:.: ,».•.rc,. k.., .«....
u :....••....,?'?• ,F ::n :xSyo: rn-s :d:-. -I:a.m......u«.:,.- .. "a r .,>_ .. .+.s.-:n mn.ei: a'p?.. .+.•..-_.:. ate.
:a'•c s.,...,.•.„.,.. ^'v_.. ,: 10 Er;NN R. •, =:: :•t-e's"'c'.... :._ _ ....a?.r•a ia:dn?cm: r:::i;:?!-+_•_•_c :.r x?a
..n?:.,tittl._.g:sr•:..dx..n?::cax_- _ ^es n: r.:': ar . mc::?°czc°» ^m:c;.C..:;::m•s :c-_....- ^^x.°.c@:c
?? .-.-....-...,... ., ?:s?t n. -:. .... ..,.,,.. ...r. ....... ,...,,,,.;??82,3{tE ?s:......,... :??-..1=.. xF".
.., .a .. ... ... ..........._ ,,..__..a..atr•?...r-w,-.,nr.[U;a;:x::?:cr..r ..,.:.... ...,....,.:;c :r.:ttw.vr•?,..i -.«.,
Roughness Coefficient 0.035
Channel Slope 0.03500 fVtt
Normal Depth 1.12 ft
Left Side Slope 5.67 ft/ft (H:V)
Right Side Slope 4.75 ft/ft (H:V)
Bottom Width 5.80 ft
Discharge 84.35 ft'/s
....,.a. xxxts•cnm ••. .. ,S>.....:. -•,.--• 's35:T.::t; t :.....,:?.-• an?•e?:ffwr,as
,. Ts.-- ,.?RT 3t3•?O.?• a..ro:w:._`_."i.t:.: £ n-:.s:
m:n.:: :? arm r : Fxd„ }?.l,s t?7n. ry.gs. ?:. ?'.?u:7,'•nS,;-...•:?e?+'sin t, •3 s•.x•c..v:e.,;}i.Y:: ?.:.'€exliiiaetl:}?..rdx`? Yvr;??it ?
i «;s'iUir n?k?rr:zi t'>"k3r}p»S;ci;+rxir:l. r.1 -:»x •<ufi>.Y ?d:i::?suinr!=m••t:n;,rnn:7.11
i^i'
ROOM
•t s. r+ a rr ..7!, x.n.<y.n•u ai .t•:dl•, to ,Swv?. ,{m.••u : a-rsrn::u.:eui `: .• lrlc ••.•',?i?
,-,...,.. . _ ?r'C..: ?oi:, -e:`1?Ih''?.}'??•? ar'st?xlt.
1.12 ft
- 5.80 ft ?.

Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
1/26/2009 4:64:18 PM 27 Siemons Company Drive Suite 200 W Watertown, C7 06796 USA [phone] Page 1 of 1
Cross Section for Existing Channel Section 3
?:::i:?;> ?ser• ? "?ecjs"?-e m'7s &?X?k?+?;+s -.nsm...:n?: rwmmm:q•w
4 s s s ".c .za.sa.r3.lr ass.„..m........« 'c•n•:rm. ?s.^nI•sns firctz'a°?'d?f?.z':? isas•?3'.3••t?.?SSn14'.'4. n ec•:_?e
-01 ., F:
:.t? :::^..zsra:? ^•?:a:?'?9s?':?`K+^-S^,E..,u.r..y:.::::n:;. q.'1•at.. rm•.y ?:ars?yE••?m1:a:x??i??.fur.:: a_.'?`.'. r R.:.:4;`eett!•;ni»:"'v:xr? :i.::?..?:,ii:::.
id -xc; ^:r,:..a1?-• :aasrsttrt?: u: ::na ".aS::. 3Gs`rgxt^ ! ?au.?cs? ttls?euacsirsnu. .g :::-i:a?: pJI ?.?tccnuhia:::b•:::S::i::mS:r.:::rs?»
....,i:,i4nzieaf:a.svilv.. .._.e....,....«.9:?s.N?'M1Y:;n.4R» i.?SS..td..LR;Sir:rs:,ai:.C?h..r...?...-.t... ?l.:t.:! `.bP.b...« .- ;.-... a?......,._......_._.......rv
.?9`13S^,41
Friction Method Manning Formula
Solve For Normal Depth
He4!Y!isan:r=--:;:f -? :i iggri 1r. i:: :..g....?N...a.: ::. zr•..:rx.. ...iar...... r.'a:F'c a:>^.:•a::ssve:.:'c»ee-.:c: !.•:::•xtL':::ac:
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,•..i!???5:::i.-.ji:o::?r.:s:;?;::nrsz:.-s;a.iG•-•:sc•a<:y:::a:+.s::my;:«.:._-:;:.r.. .,s-:rw::`;at:t?.n.•:::.c
_ Tf,.'!rv?t.. .n...5.usm..a.._r..?.e.••sm..,...a .,.. .^ i..a?.:.?::pa; .« ':h•: ri:?-":. .;,..nLn esi.e •?x7X :?...., .. .
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?SZr.:. , r s: _.s...? .axr :r. ->:c • :nc n r gt::e?--:x 'T iPCr%"k 53!..s.x...?.... : e.•.z..:tre5s Y. YzRe .2tf
axrxr, roenra?"?.+.wt.?:st ...,..:S:.f:?.e•ciaugE..__..___..-.....>"-«-e.___....,._.....a:..frx.:.r...i..c....._.y....»d
..,°s1?.......e...nCi'?.?..?..nt....«?.,.......S.L.,
Roughness Coefficient 0.035
Channel Slope 0.03500 ft/ft
Normal Depth 1.48 ft
Left Side Slope 4.00 ft/ft (H:V)
Right Side Slope 8.00 ft/ft (H:V)
Bottom Width 1.10 ft
Discharge 99.40 ft'/s
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Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
112612009 4:64:30 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA tl-203.755-1666 Page ! o1 I
WorleyParsons
resawres R Orgy
Customer
Project Title
_..
...........
Calculation Title
Elec File Location
- -------- -- t
Project File Location
Rev Date By
A 01-26-2009 LPC
EPCOR, USA NC, LLC
NC Emissions Control Project
.... __.....__......_.
Creek Relocation Calculations
Checked Rev Date
SNA
Project No. s 58006301
Calc No. ROXB-I-DC-,116-CE-0001
-
PhaselCTR
":. Page 25 1 of j 41
By Checked Rev Date By Checked
Appendix E:
Proposed Culvert and Channel Data
.......
._.
Water Surface Profile Plot for Culvert: Culvert 9
Crosskg - Crossing 1, DesiLui Discharge - 53.3 ds,
Ctt vcti - Ctdvert l a OdN ert Discharge - 53.3 cfs
,
580 '
t
1
1
I
I
579 '
1 ;
I I
1 ;
1 I 1
578 1
1 J.. I
1
1
ry4 1 1
I I
S 577 ; _
1 1
0 1
'? 1 1 1 1
'
1
rt+ 576 r'-'----------------- 7"--....
---_
•-------
iu 575 1
1 ,
1
574 '
1 1 ;
1
1 ,
573 1---------------I---------------;---------------. ------------;--
572 - -- - - ---------- ----------- - - -- - --•--
_ ? ? ? 1 1 1 1 t 1 t 1 1 1 . . . . . . . . I
100 1
Station (ft)
Site Data - Culvert 1
Site Data Option: Culvert Invert Data
Inlet Station: 0.00 ft
Inlet Elevation: 575.00 ft
Outlet Station: 160.00 ft
Outlet Elevation: 572.00 ft
Number of Barrels: 2
Culvert Data Summary - Culvert 1
Barrel Shape: Circular
Barrel Diameter: 2.50 ft
Barrel Material: Smooth HDPE
Embedment: 0.00 in
Barrel Manning's n: 0.0120
Inlet Type: Conventional
Inlet Edge Condition: Square Edge with Headwall
Inlet Depression: None
Table 1 - Culvert Summary Table: Culvert 1
Total
Discharge
(015} Culvert
Discharge
(cts) Headwater
Elevation
(ft)
Inlet Control
Depth (ft) Outlet
Control
Depth (ft)
Flow
Type
Normal
Depth {ft)
Critical
Depth (ft}
Outlet
Depth (ft}
Depth(s)
Depth (ft) Outlet
velocity
(ft18) Tailwater
Velocity
(ft/s)
0.00 0.00 575.00 0.000 0.000 0-NF 0.000 0.000 0.000 0.000 0.000 0.000
5.33 5.33 575.72 0.724 0.000 1-S2n 0.336 0.529 0.339 0.223 6.464 3.470
10.67 10.67 576.04 1.036 0.000 1-S2n 0.500 0.761 0.500 0332 7.634 4.388
16.00 16.00 576.29 1.292 0.000 1-S2n 0.601 0.935 0.605 0.418 8.650 4.995
21.33 21.33 576.55 1.552 0.000 1-S2n 0.702 1.087 0.706 0.489 9.332 5.482
26.66 26.66 576.78 1.783 0.000 1-S2n 0.790 1.226 0.795 0.553 9.987 5.866
32.00 32.00 577.00 1.996 0.000 1-S2n 0.868 1.346 0.875 0.611 10.422 6.207
37.33 37.33 577.20 2.201 0.000 1-S2n 0.945 1.461 0.951 0.664 10.864 6.501
42.66 42.66 577.41 2.405 0.000 1-S2n 1.020 1.565 1.020 0.713 11.334 6.754
48.00 48.00 577.62 2.616 0.000 5-S2n 1.087 1.663 1.092 0.759 11.634 6.997
53.33 53.33 577.84 2.840 0.000 5-S2n 1.154 1.759 1.179 0.803 11.702 7204
.Inlet Elevation (invert): 575.00 ft, Outlet Elevation (invert): 572.00 ft
Culvert Length: 160.03 ft, Culvert Slope: 0.0187
K#11K11f KKK#####kKf#K##KK#KK#K#1KfkKKKK#K#f#K#####1Kt## k###k
Culvert Performance Curve Plot: Culvert 1
Performance au-ve
c1d ell: CtyhTe, 1
F*7 EA--1
Inlet Control Elev Outlet Control Elev
1 I I 1
1
,_.,577.5 1 1 1
I I 1 ,
I I 1 1
`?? 1 I 1
1
1 1 I
1 1
1 1 1 I 1
1
s-nl 577.0 1------------- ,_____-_______ 1---___-.. .. .. , 1 -_-----_-____' __-____
?1 1 1 ,
1 1 1 ,
1 1 1 ,
lJ.l 576.5 -------------------------------1 ----------- ------------- ----------------------
1 1 1
1 ,
L
1 1 ,
1 ?
yr 1 I 1
M 576.0----1 ------------- ' ------------ ; ----------------------------- -------------- -------
1 1 ,
1 1 , 1 1
0 575.5
1 1 ,
1 ,
575.0 -
--ti?- mot- --,lir??-1 -rA-- -T --
I 1
Ilk
0 10 20 3,0 40 50
Total Discharge (cfs)
Table 2 - Downstream Channel Rating Curve (Crossing: Crossing 1)
Flow cfs
( } Water Surface
Elev (ft} Depth ft
(} Velocit ft1s
Y ( ) Shear
(psf)
Froude Number
0.00 572.00 0.00 0.00 0.00 0.00
5.33 572.22 0.22 3.47 0.42 1.38
10.67 572.33 0.33 4.39 0.62 1.46
16.00 572.42 0.42 5.00 0.78 1.50
21.33 572.49 0.49 5.48 0.92 1.54
26.66 572.55 0.55 5.87 1.04 1.57
32.00 572.61 0.61 6.21 1.14 1.59
37.33 572.66 0.66 6.50 1.24 1.61
42.66 572.71 0.71 6.75 1.34 1.62
48.00 572.76 0.76 7.00 1.42 1.64
53.33 572.80 0.80 7.20 1.50 1.64
Tailwater Channel Data - Crossing 1
Tailwater Channel Option: Trapezoidal Channel
Bottom Width: 6.00 ft
Side Slope (H:V): 4.00 L:1)
Channel Slope: 0.0300
Channel Manning's n: 0.0250
Channel Invert Elevation: 572.00 ft
Roadway Data for Crossing: Crossing 1
Roadway Profile Shape: Constant Roadway Elevation
Crest Length: 200.00 ft
Crest Elevation: 580.00 ft
Roadway Surface: Paved
Roadway Top Width: 24.00 ft
Table 3 - Summary of Culvert Flows at Crossing: Crossing 1
Headwater Elevation
(ft) Total Discharge (cfs
) Culvert 1 Discharge
(CIS) Roadway Discharge
(cfs) Iterations
575.00 0.00 0.00 0.00 1
575.72 5.33 5.33 0.00 1
576.04 10.67 10.67 0.00 1
576.29 16.00 16.00 0.00 1
576.55 21.33 21.33 0.00 1
576.78 26.66 26.66 0.00 1
577.00 32.00 32.00 0.00 1
577.20 37.33 37.33 0.00 1
577.41 42.66 42.66 0.00 1
577.62 48.00 48.00 0.00 1
577.84 53.33 53.33 0.00 1
580.00 90.43 90.43 0.00 Overtopping
Rating Curve Plot for Crossing: Crossing 1
Total Rating Curve
Crossiuag Crossuig 1
t t t t
t ;
t
t
. t t
577.5 t t t
t
t
577.0- t t t t ,
t
;
t
w 576.5 -----------------J ---------------
----------------------------------------- -------
t ,
t
t ,
3:576.0
.
= 575.5
--------
t
t
t ,
1 -
i 1 1 1 ,
575.0 t t .
10 20 30 40 50
Total Discharge (cfs)
Water Surface Profile Plot for Culvert: Culvert 2
Crossing - Crossing 2, Design Discharge - 55.3 efs
Cidvell - Cidvert 2, Cidv eit Discharge - 55.3 ds
568 .
---------------- ; - ---------------- ;------------------; -----------
567 ,
-----------
566 .
,
1 . ?
,
----------------
,565
- r -----------1------------------,-- ---------------'
?2 5641- i ---- ; ---------------------------------------- --------
563 ---------------- ----------- --
w 562 ,
-- ------- - ----- - --------------- -------- -----:-----------
-?"
561 --------------- ----------------,------------- ?- -------- -- -; -----------
560-7 ---------
-------------.- .... ----••----- ??.....--?...-.---
' ___--____--_ _-
0 100 1
Station (ft)
Site Data - Culvert 2
Site Data Option: Culvert Invert Data
Inlet Station: 0.00 ft
Inlet Elevation: 561.00 ft
Outlet Station: 138.00 ft
Outlet Elevation: 559.00 ft
Number of Barrels: 2
Culvert Data Summary - Culvert 2
Barrel Shape: Circular
Barrel Diameter: 2.50 ft
Barrel Material: Smooth HDPE
Embedment: 0.00 in
Barrel Manning's n: 0.0120
Inlet Type: Conventional
Inlet Edge Condition: Square Edge with Headwall
Inlet Depression: None
Table 4 - Culvert Summary Table: Culvert 2
Total
Discharge
(ds) Culvert
Discharge
(ds) Headwater
Elevation
(R) Inlet Control

Depth (ft) Outlet
Control
Depth (ft) Flow

Type Normal

Depth {ft) Critical

Depth (ft) Outlet

Depth (ft) Tailvrater

Depth {ft) Outlet
Velocity
We) Tailwater
Velocity
Ma)
0.00 0,00 561.00 0.000 0.000 0-NF 0.000 0.000 0.000 0.000 0.000 0.000
5.53 5.53 561.74 0.741 0.000 1-S2n 0.365 0.537 0.380 0.258 5,683 3.703
11.06 11.06 562.06 1.061 0.000 1-S2n 0.536 0.774 0.543 0.384 7.139 4.679
16.58 16.58 562.33 1.328 0.000 1-S2n 0.655 0.954 0.663 0.482 7.896 5.332
22.11 22.11 562.59 1.593 0.000 1-S2n 0.768 1.107 0.771 0.566 8,605 5.836
27.64 27.64 562.83 1.829 0.000 1-S2n 0.860 1.251 0.861 0.639 9.198 6.247
33.17 33.17 563.05 2.047 0.000 1-S2n 0.951 1.371 0.955 0.707 9.606 6.587
38.70 38.70 563.26 2.258 0.000 1-82n 1,037 1,491 1.040 0.768 10.030 6.895
44.22 44,22 563.47 2.471 0 1S2n 1.116 1.594 1.123 0.824 10.337 7.179
49.75 49.75 563.69 2.694 # 5S2n 1.195 1.696 1.221 0.878 10.447 7.424
55.28 55.28 563.93 2.931 0.00(0 5S2n 1.273 1.789 1.303 0.928 10.693 7.657
Inlet Elevation (invert): 561.00 ft, Outlet Elevation (invert): 559.00 ft
Culvert Length: 138.01 ft, Culvert Slope: 0.0145
kKKKk*#K4kff kKKkkk#fKKfN*Yr##kryK#***KRk#kKkkk*kK*R*kkK*kkkkkkk*K*
Culvert Performance Curve Plot: Culvert
Fei f'onnance Cw-ve
Cuh,eil: CiA ert 2
0
Inlet Control Elev Outlet Control Elev
564.0-7-4 ------------- ------------4-------------,-------------r-------------,----------
1 1 I
1 1 ?
1 ; I
I
563.5 -- --------------L------------ ------------- ------ ----- -----; ----------
1
r
0 1 r 1
r r
y.:. 663.0 --=------ ------ -----' -- - --------------T --------- ; -- -_ -- - ;-- ------
1
1 ,
m r r 1
_ 1 I 1 r 1 1
------------- ------------ ------------ --------
w 662.5 1 1
1
L 1 ?
1 1
r I ?
? r r
1 I 1
r 1 1 1 r
_- ------------ ' 1 1
562.0 '
1 1 1
1
1 1 1 1
1 1 1 1 , ,
_ _-_---..L------------- -------------;_-____-______t ____-__-____J---_____--
` 561.5
1 1 1
1 1
561.0 -- --?---?t-;--t---??--?-?- --,?- --
1
0 10 20 30 40 50
Total Discharge (cfs)
Table 5 - Downstream Channel Ratinn CnrvP tCrnseinn- f_rneeinn 91
Flow (cfs) Water Surface
Elev (ft) Depth (ft) Velocity (ft/s) Shear (psf) Froude Number
0.00 559.00 0.00 0.00 0.00 0.00
5.53 559.26 0.26 3.70 0.90 1.37
11.06 559.38 0.38 4.68 1.34 1.45
16.58 559.48 0.48 5.33 1.69 1.50
22.11 559.57 0.57 5.84 1.98 1.53
27.64 559.64 0.64 6.25 2.23 1.56
33.17 559.71 0.71 6.59 2.47 1.57
38.70 559.77 0.77 6.90 2.68 1.59
44.22 559.82 0.82 7.18 2.88 1.61
49.75 559.88 0.88 7.42 3.07 1.62
55.28 559.93 0.93 7.66 3.24 1.63
Tallwater Channel Data - Crossing 2
Tailwater Channel Option: Trapezoidal Channel
Bottom Width: 5.00 ft
Side Slope (H:V): 3.00 LA)
Channel Slope: 0.0560
Channel Manning's n: 0.0350
Channel Invert Elevation: 559.00 ft
Roadway Data for Crossing: Crossing 2
Roadway Profile Shape: Constant Roadway Elevation
Crest Length: 66.00 ft
Crest Elevation: 568.00 ft
Roadway Surface: Paved
Roadway Top Width: 24.00 ft
Table 6 - Summary of Culvert Flows at Crossing: Crossina 2
Headwater Elevation
(ft)
Total Discharge (cfs) Culvert 2 Discharge
(Cfs) Roadway Discharge
(?)
Iterations
561.00 0.00 0.00 0.00 1
561.74 5.53 5.53 0.00 1
562.06 11.06 11.06 0.00 1
562.33 16.58 16.58 0.00 1
562.59 22.11 22.11 0.00 1
562.83 27.64 27.64 0.00 1
563.05 33.17 33.17 0.00 1
563.26 38.70 38.70 0.00 1
563.47 44.22 44.22 0.00 1
563.69 49.75 49.75 0.00 1
563.93 55.28 55.28 0.00 1
568.00 113.87 113.87 0.00 Overtopping
Rating Curve Plot for Crossing: Crossing 2
Total Rating Ctu-ve
Crossuig: Crossuig 2
----------
564.0-77 ------------- ------------4-------------•--------------------------•----------
;
;
563.5----i -------------- L ----- ----------
a.
C
------- -- --------
.? 563.0 - - -,-- ?- ---;--------------- --------- ;-------------;----------
W 562.5 - ----- ------------
------------ ?-
562.0 '
--------------- -------------------------i-----------------------------------
561.5 '
561.0 __
0 10 20 30 40 50
Total Discharge (cfs)
Water Surface Profile Plot for Culvert: Culvert 3
C1 essiLng - Crossuig 3, Design Discharge - 86.2 cfs
Ctrl-ett - Ctdett 3, Coil-vest Discharge - 86.2 efs
663 .; ;
-.-...--••--•- --.-.. ....-? .............r------------- ? -----------
------------
562-- - -- -- - -- -------- -------------------------- --- --------- ------------
661 ----- -- ,
0
560 --, -------- ----- -------------?------------- ?------------- ?--
; ;
w 569 -; ------------- ;
- --------------- ---; -----------
558 '
;
557 - - -- -------- -- ----- --; -------- ------ --- -- -- -----------
-10 0 10 20 30 40
Station (ft)
Site Data - Culvert 3
Site Data Option: Culvert Invert Data
Inlet Station: 0.00 ft
Inlet Elevation: 557.40 ft
Outlet Station: 37.00 ft
Outlet Elevation: 556.65 ft
Number of Barrels: 2
Culvert Data Summary - Culvert 3
Barrel Shape: Circular
Barrel Diameter: 2.50 ft
Barrel Material: Smooth HDPE
Embedment: 0.00 in
Barrel Manning's n: 0.0120
Inlet Type: Conventional
Inlet Edge Condition: Square Edge with Headwall
Inlet Depression: None
Table 7 - Culvert Summary Table: Culvert 3
Total
Discharge
(ds) Culvert
Discharge
(ds) Headwater
Elevation
(ft) Inlet Control
Depth {ft) Outlet
Control
Depth (ft) Flow
Type Normal
Depth {ft) Critical
Depth (ft) Outlet
Depth (ft) Tailwater
Depth ter Outlet
Velocity
{ills) Tailwater
Velocity
Yus)
0.00 0,00 $57.40 0.000 0.000 0-NF 0.000 0.000 0.000 0.000 0.000 0.000
8.62 8.62 558.32 0.921 0.000 1-S2n 0.427 0.674 0.438 0.214 7.317 3.787
17.24 17.24 558.75 1.354 0.000 1S2n 0.612 0.975 0.615 0.322 9.100 4.876
25.85 25.85 559.15 1.748 0.000 I-S2n 0.764 1.205 0.846 0.408 6.818 5.653
34.47 34.47 559.49 2.090 0.000 1-S2n 0.885 1.399 0.999 0.482 9.408 6.251
43.09 43.09 559.82 2.420 0.000 I-S2n 1.004 1.573 1.143 0.548 9.842 6.750
51.71 51.71 560.17 2.768 0.000 5-S2n 1.109 1.731 1.277 0.611 10.249 7.155
60,33 60.33 560.56 3.158 0.000 5-S2n 1.213 1.865 1.403 0.665 10.646 7.557
68.94 68.94 561.00 3.602 0.000 5-S2n 1.314 1.994 1.521 0.720 11.020 7.873
77.56 77.56 561.51 4.111 0.019 5S2n 1.413 2.087 1.637 0.769 11.402 8.195
86.18 86.18 562.09 4.688 0566 5S2n 1.512 2.176 1.743 0.816 11.795 8.486
##iKMKMf k4ffK#KitffifM#KfkfffMfMfMMMMf fffKMKK#Mf*f?KMMf#f#
Inlet Elevation (invert): 557.40 ft, Outlet Elevation (invert): 556.65 ft
Culvert Length: 37.01 It, Culvert Slope: 0.0203
Culvert Performance Curve Plot: Culvert 3
Perfoilumice Cinve
Cid ert: Culp eit 3
E-41 FA7
Inlet Control Eiev Outlet Control Elev
562
561 ---'-----------------'----------------- ----------------- ------ --------- --------
560 ---•-----------------•-----------------?----- ------------------------------
W
e' 559
--? ----- ---- ------- -------------- ----------------- --------------------------
= 558- ---- ------------ ------------------ I --------------------------11 ;
A A
0 20 40 60 80
Total Discharge (cfs)
Table 8 - Downstream Channel Ratina Curve (Crnscinn- Cmscinn 31
Flow (cfs) Water Surface
Elev (ft) Depth (ft) Velocity (ft/s) Shear (psf) Froude Number
0.00 556.65 0.00 0.00 0.00 0.00
8.62 556.86 0.21 3.79 0.91 1.49
17:24 556.97 0.32 4.88 1.37 1.58
25.85 557.06 0.41 5.65 1.73 1.64
34.47 557.13 0.48 6.25 2.04 1.68
43.09 557.20 0.55 6.75 2.33 1.72
51.71 557.26 0.61 7.16 2.59 1.73
60.33 557.32 0.67 7.56 2.82 1.76
68.94 557.37 0.72 7.87 3.06 1.77
77.56 557.42 0.77 8.20 3.26 1.79
86.18 557.47 0.82 8.49 3.46 1.81
Tailwater Channel Data - Crossing 3
Tailwater Channel Option: Trapezoidal Channel
Bottom Width: 10.00 ft
Side Slope (H:V): 3.00(_:1)
Channel Slope: 0.0680
Channel Manning's n: 0.0350
Channel Invert Elevation: 556.65 ft
Roadway Data for Crossing: Crossing 3
Roadway Profile Shape: Constant Roadway Elevation
Crest Length: 37.00 ft
Crest Elevation: 563.50 ft
Roadway Surface: Paved
Roadway Top Width: 24.00 ft
Table 9 - Summary of Culvert Flows at Crossing: Crossing 3
Headwater Elevation
(ft) Total
Discharge (cfs) Culvert 3 Discharge
(cfs) Roadway Discharge
(cfs)
Iterations
557.40 0.00 0.00 0.00 1
558.32 8.62 8.62 0.00 1
558.75 17.24 17.24 0.00 1
559.15 25.85 25.85 0.00 1
559.49 34.47 34.47 0.00 1
559.82 43.09 43.09 0.00 1
560.17 51.71 51.71 0.00 1
560.56 60.33 60.33 0.00 1
561.00 68.94 68.94 0.00 1
561.51 77.56 77.56 0.00 1
562.09 86.18 86.18 0.00 1
563.50 104.04 104.04 0.00 Overtopping
Rating Curve Plot for Crossing: Crossing 3
Total Rating Ci ve
Cres.sI ig. Crossiig 3
1
562 2 -----------------------------------------
/r''? I --- -------••-------L---------^-------L-^- ----
1
1 1 1
1 t ,
1
? I 1 1
' 1 1
1 I I 1 1
561 -- I 1-----------------= -------; ------ ---------=
a 1 1
I 1 1
1 1 ,
5y ; I , 1 1
r 1 1 I r
560 ---------------------------------------- ----- ---------- ------ ------- -- --------
;
>w ? ? 1
I I r
1 1 r 1 1
559
; - 1 I
1 1
1 ; I 1
1 I
1 ? 1 1 ;
I ? r
T 1 ,
aL? 1 1 I I ,
1 1 1 r
558 I --------------------------------------------
1 ,
I 1 ;
1 1 r 1 1
I 1 1 , ,
1 I 1
1 ?
? I I 1 ? 1 I 1 1 1 1 r r 1 1 1
40 1
60 8
Total discharge (cfs)
Worksheet for Proposed Channel Ditch 1
MINNOM n..I 1?" .°. , xs' S r-...aix ''xt- r . ' uzc? .-u •u'
Friction Method Manning Formula
Solve For Normal Depth
'?
. ss
z.

?r .
r
Ell I
Roughness Coefficient 0.035
Channel Slope 0.05200 ft/ft
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Bottom Width 2.00 ft
Discharge 30.90 ft'/s
r ttr?'S?X`?.:..? ' ? .ur `• 'a•!a°k p sir ? '. ?. :?t ?`e:;' •,•°iY• ;.

Normal Depth 0.95 ft
Flow Area 4.61 ftz
Wetted Perimeter 8.01 ft
Top Width 7.70 ft
Critical Depth 1.17 It
Critical Slope 0.02110 ft/ft
Velocity 6.70 ft/s
Velocity Head 0.70 ft
Specific Energy 1.65 ft
Froude Number 1.53
Flow Type Supercritical
,. r-0??,.... 'e.i :.rik mr ?i j-? "`k'hrvex 'fE?'ii'ar Y,•i?FvI $»..» r .. ?.4°'? r ??. G z r?xs. z • "K r x'.? .+.i u'•'f;? ry-r .. ??.ti .; u ^. 3'tii.`z,?.r .. c,.t
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Length 0.00 ft
Number Of Steps 0
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Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity fUs
Upstream Velocity Infinity ft/s
Normal Depth 0.95 ft
Critical Depth 1.17 ft
Channel Slope 0.05200 ft/ft
Critical Slope 0,02110 Rift
Bentley Systems, Inc. Maestad Methods Solution Center Bentley FlowMaster 108.01.066.001
1211112008 2:56:28 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203.755-1666 Page 1 of 1
Worksheet for Proposed Channel Ditch 2
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M F'?r•-ear. ^ • y,Jq.f t m 11 111 WIN -1 00 -, 11 r,
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Friction Method Manning Formula
Solve For Normal Depth
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Coefficient
Roughness 0.035
Channel Slope 0.03600 RJR
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Bottom Width 5.00 ft
Discharge 92.72 ft'/s

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Normal Depth 1.36 ft

Flow Area 1
12.30 ft2
Wetted Perimeter 13.58 ft
Top Width 13.14 ft
Critical Depth 1.61 ft
Critical Slope 0.01825 RJR
Velocity 7.54 ft/s
Velocity Head 0.88 ft
Specific Energy 2.24 ft
Froude Number 137
Flow Type Supercritical

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Downstream Depth 0.00 ft
Length 0.00 It
Number Of Steps 0
Sir: '°d9#b-? 1
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 1,36 ft
Critical Depth 1,61 ft
Channel Slope 0.03600 ft/ft
Critical Slope 0.01825 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FiowMaster (08.01.066.001
1211112006 2:56:36 PM 27 Siemons Company Drive suite 20o w Watertown, CT 06795 USA [phone] Page 1 of 1
® WorleyParsons
r=sou-ces Z gn?rgy
Customer
Project Title
Calculation Title
Elec File Location
EPCOR, USA NC, LLC
NC Emissions Control Project
----------- ...... _.._..............___. ..............................._.......
Creek Relocation Calculations
Project No. 58006301
Calc No. ROXB-I-DC-i 16-CE-0001
_.._.,.._.........__....._........_.__._.._._...................._...
PhaselCTR
Project File Location ;Page 40 of 41
Rev Date By Checked Rev Date By Checked Rev Date By Checked
A 01-26-2009 LPC SNA
Appendix F:
Storm Sewer System Design Report
Calculation Results Summary
--------------------------
Scenario: Base
»» Info: Subsurface Network Rooted by: 0-1
»» Info: Subsurface Design iterations: 1
»» Info: Convergence was achieved.
»» Info: Subsurface Network Rooted by: 0-1
»» Info: Subsurface Analysis iterations: 1
»» Info: Convergence was achieved.
CALCULATION SUMMARY FOR SURFACE NETWORKS
I Label ! Inlet I Inlet ! Total I Total I Capture I Gutter I Gutter
I I Type I I Intercepted I Bypassed 1 Efficiency I Spread I Depth
I f ! I Flow I Flow I M I (ft) I (ft) 1
I I I I (cfs) I
I-------I--------------- I------------- (cfs) I I I I
--------- I------------- I
I I-1 ) Generic Inlet I Generic Default 100% I 0.00 I
--------------------------------------------------------------- ---------- I
0.00 1
----------- ------------ I
100.0 1
------------- -------- I
0.00 1
--------- --------I
0.00 1
----------
CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0-1
I Label I Number 1 Section I Section I Length I Total I Average I Hydraulic I Hydraulic I
1 I of I Size t Shape I (ft) I System I Velocity I Grade I Grade I
! I Sections I 1 I I Flow 1 (ft/s) I Upstream 1 Downstream I
I I
I-_°------------- I
I--------- I
I---------- I I
I-------- (cfs) I I (ft) I (ft) 1

I P-3 I 1
1 48 inch
I Circular I
1 76.00 1 -------- I
91.99 1 ---------- I
9.15 1 ----------- I
2.00 1 ------------I
1.54 1
I P-2 I 1 1 48 inch I Circular 1 78.00 1 91.99 1 9.15 1 2.42 1 2.15 1
i P-1 I 1 1
-------------------- 48 inch
--------- I Circular 1
------------ 119.00 1
--------- 91.99 1
--------- 9.15 1
----------- 3.00 1
------------ 2.57 1
-------------
I Label I Total I Ground I Hydraulic I Hydraulic I
I I System I Elevation I Grade 1 Grade I
1 I Flow I (ft) I Line In I Line Out I
I I
I-------I (cfs) I
-------- I
----------- I (ft) 1
- (ft) I

I 0-1 I
91.99 1 I
556.00 I ---------- I
-1.37 1 -----------I
-1.37 1
I J-2 1 91.99 1 556.00 I 2.15 1 2.00 1
1 J-1 I 91.99 1 563.50 1 2.57 I 2.42 1
1 1-1 (
--------- 91.99 I
--------- 550.00 I
------------ 3.15 1
------------ 3.00 I
------------
Completed: 12/11/2008 10:56:20 AM
Title: Epcor - Roxboro Project Engineer lauren.catalano
h:Voxboro culvert analysislstormcad.stm WorleyParsons StormCAD v5.6 (05.06.012.00]
12/11/08 02:57:2ntley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1.203-755-1666 Page 1 of 1
ConnectGIS
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BILLINGADD: 2000 YORK RD SUITE 129 CITY_STATE: OAK BROOK IL ZIP: 60523
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RECN: 18219 TAXMAP: 5912 PIN: 0917-09-16-4665.000
DEEDBOOK: 224 DEEDPAGE: 72 PLAT:
NAME: COGENTRIX OF NC INC SHAPE LENG: 791.592306 NAME2:
BILLINGADD: 2000 YORK RD SUITE 129 CITY_STATE: OAK BROOKE IL ZIP: 60523
BLDGVALUE: 0 CURRENTVAL: 8700 LANDVALUE: 8700
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