20100494 Ver 1_401 Application_20100610

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11010 RAVEN RIDGE ROAD
RALEIGH, NC 27614
846-5900
PROJECTjSIGNATURE / PRINT

DWQ
2321 CRABTREE BLVD
RALEIGH, NC 27604

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Soil & Environmental Consultants, PA
11010 Raven Ridge Road • Raleigh, North Carolina 27614 • Phone: [phone] • Fax: [phone]
www.SandEC.com
June 22, 2010
S&EC Project # 11146.W6
To: N.C. Division of Water Quality
401 Oversight and Express Permits Unit
Attn: Ian McMillan
2321 Crabtree Boulevard, Suite 250
Raleigh, NC 27604-2260
From: Nicole Thomson
Soil & Environmental Consultants, PA
11010 Raven Ridge Road
Raleigh, NC 27614
Re: Westpoint at 751
Durham County, NC
20100494
?PgI?

On behalf of the owner, Lee-Moore Oil Company Attn: Mr. Kirk J. Bradley, please find attached a complete appl*cation and
supplemental information requesting written concurrence from the N.C. Division of Water Quality (DWQ) that the activities proposed
below may proceed under General Water Quality Certification 3819. Please contact me at [phone] if you have any questions
or require additional information.
PROJECT SUMMARY
Project Name Wes point at 751
Project Type Sewer Installation
Owner / Applicant Lee-Moore Oil Company Attn: Mr. Kirk J. Bradley
County Durham
Nearest Town Durham
Waterbod Name New Hope Creek/Jordan Lake
Basin / Sub-basin 03-06-05
Index Number 16-41-1- 11.5
Class WS-IV; NSW
USGS Cataloging Unit Cape Fear River Basin USGS Cataloging Unit 03030002
IMPACT SUMMARY
Stream Impact acres : 0.001 ac. (temporary)
Wetland Impact acres : 0
Open Water Impact acres : 0
Total Impact to Waters of the U.S. acres 0.001 ac. (temporary)
Total Stream Impact linear feet : 20 LF (temporary)
Attachments:
Pre-construction Notification (PCN) Application Form
Agent Authorization Form
USGS Topographic Quad Map
Wake County Soil Survey Map
Jurisdictional Determination (AID 2009-01398)
Impact Maps (11X17)
Wet Detention Pond Design Summary (2 copies - courtesy only)
Storm Water Impact Analysis from CE Group (2 copies - courtesy only)
Grading/Storm Drainage Plan (full sized sheet - 2 copies - courtesy only)
Riser Basin Detail Sheet (full sized sheet - 2 copies - courtesy only)
$240 Application Fee to DWQ
Cc: Mr. Joe Faulkner, CE Group
Rpgwf
JUN 2 2010
MAIDSTW dU
?tl AMOVAN
Charlotte Office: Greensboro Office:
248 LePhillip Court 3817-E Lawndale Drive
Concord, NC 28025 Greensboro, NC 27455
Phone: [phone] Phone: [phone]
Fax: [phone] Fax: [phone]
2'v"100494
O?OF W ATF9QG
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Office Use Only:
Corps action ID no.
DWQ project no.
Form Version 1.3 Dec 10 2008
Pre-Construction Notification (PCN) Form
A. Applicant Information
1. Processing
1 a. Type(s) of approval sought from the
Corps: ? Section 404 Permit ? Section 10 Permit
N/A - Non-Reporting NWP 12
1 b. Specify Nationwide Permit (NWP) number: or General Permit (GP) number: 3819
1 c. Has the NWP or GP number been verified by the Corps? ® Yes ? No
1d. Type(s) of approval sought from the DWQ (check all that apply):
® 401 Water Quality Certification - Regular ® Non-404 Jurisdictional General Permit *note: the impacts
are below reporting threshold under the "Isolated Wetlands" rules, however, we are complying with the
stormwater component (Condition No. 12) of the GP
? 401 Water Quality Certification - Express ? Riparian Buffer Authorization
1e. 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: Westpoint at 751
2b. County: Durham
2c. Nearest municipality / town: Durham
2d. Subdivision name: N/A
2e. NCDOT only, T.I.P. or state
project no: N/A
3. Owner Information
3a. Name(s) on Recorded Deed: Lee-Moore Oil Company
3b. Deed Book and Page No. 00238/000340 & 006127/000195
3c. Responsible Party (for LLC if
applicable): Kirk J. Bradley
3d. Street address: PO Drawer 9
3e. City, state, zip: Sanford, NC 27331
3f. Telephone no.: 919-895-6001
3g. Fax no.: N/A
3h. Email address: N/A
Page 1 of 11
PCN Form - Version 1.3 December 10, 2008 Version
4. Applicant Information (if different from owner)
4a. Applicant is: ? Agent ® Other, specify: Owner; please copy both owner and agent on all
communications
4b. Name: Kirk J. Bradley
4c. Business name
(if applicable): Lee-Moore Oil Company
4d. Street address: PO Drawer 9
4e. City, state, zip: Sanford, NC 27331
4f. Telephone no.: 919-895-6001
4g. Fax no.: N/A
4h. Email address: N/A
5. Agent/Consultant Information (if applicable)
5a. Name: Nicole J. Thomson
5b. Business name
(if applicable): Soil & Environmental Consultants, PA
5c. Street address: 11010 Raven Ridge Road
5d. City, state, zip: Raleigh, NC 27614
5e. Telephone no.: [phone]
5f. Fax no.: [phone]
5g. Email address: [e-mail]
Page 2 of 11
B. Project Information and Prior Project History
1. Property Identification
1a. Property identification no. (tax PIN or parcel ID): 0718-03-13-5171 & 0718-03-12-6501
1 b. Site coordinates (in decimal degrees): Latitude: 35.9011 Longitude: - 78.9607
(DD.DDDDDD) (-DD.DDDDDD)
1 c. Property size: +/- 17 acres
2. Surface Waters
2a. Name of nearest body of water (stream, river, etc.) to New Hope Creek/Jordan Lake
proposed project:
2b. Water Quality Classification of nearest receiving water: WS-IV; NSW; 16-41-1-(11.5); 03-06-05
2c. River basin: Cape Fear (USGS Cataloging Unit 03030002)
3. Project Description
3a. Describe the existing conditions on the site and the general land use in the vicinity of the project at the time of this
application:
The site is currently forested. The surrounding land use is a mix of residential homes and commercial areas. Interstate
40 is the northern property boundary and Highway 751 is the eastern property boundary.
3b. List the total estimated acreage of all existing wetlands on the property:
No jurisdictional wetlands; 0.05 acres of isolated wetlands
3c. List the total estimated linear feet of all existing streams (intermittent and perennial) on the property:
+/- 563 linear feet
3d. Explain the purpose of the proposed project:
The purpose of the project is to connect to an existing sewer line off property to provide sewer to the subject property.
3e. Describe the overall project in detail, including the type of equipment to be used:
The overall project will be to install an 8-inch sanitary sewer line and tie into an existing sewer line off property. The
location of the existing manhole necessitates one temporary stream crossing. As this sewer line is within Durham
County, the municipality requires that the sewer line maintenance easement be 30-feet wide. Equipment typical to sewer
line installations will be used including impervious dikes, trackhoes and loaders.
4. Jurisdictional Determinations
4a. Have jurisdictional wetland or stream determinations by the
Corps or State been requested or obtained for this property /
project (including all prior phases) in the past? ® Yes ? No ? Unknown
Comments: Mr. Eric Alsmeyer signed the JD maps on
9/1/2009; AID 2009-01398
4b. If the Corps made the jurisdictional determination, what type
? Preliminary ® Final
of determination was made?
4c. If yes, who delineated the jurisdictional areas? Agency/Consultant Company: S&EC
Name (if known): Chris Flowers Other:
4d. If yes, list the dates of the Corps jurisdictional determinations or State determinations and attach documentation.
See attached JD maps; AID 2009-01398
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.
N/A
Page 3 of 11
PCN Form - Version 1.3 December 10, 2008 Version
B. Project Information and Prior Project History
6. Future Project Plans
6a. Is this a phased project? ? Yes ® No
6b. If yes, explain.
N/A
Page 4 of 11
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
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:
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 Utility installation UT to New Hope ® PER ® Corps +/-3 20
(temporary) Creek ? INT ? DWQ
S2 ? P ? T ? PER ? Corps
? INT ? DWQ
S3 ? P ? T ? PER ? Corps
? INT ? DWQ
S4 ? P ? T ? PER ? Corps
? INT ? DWQ
S5 ? P ? T ? PER ? Corps
? INT ? DWQ
S6 ? P ? T ? PER ? Corps
? INT ? DWQ
3h. Total stream and tributary impacts 20
3i. Comments:
Page 5 of 11
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
02 ?P?T
03 ?P?T
04 ?P?T
0. Total open water impacts
4g. Comments:
5. Pond or Lake Construction
If and or lake construction proposed, then complete the chart below.
5a. 5b. 5c. 5d. 5e.
Wetland Impacts (acres) Stream Impacts (feet) Upland
Pond ID Proposed use or purpose (acres)
number of pond
Flooded Filled Excavated Flooded Filled Excavated Flooded
P1
P2
5f. Total
5g. Comments:
5h. Is a dam high hazard permit required?
? Yes ? No If yes, permit ID no:
5i. Expected pond surface area (acres):
5j. Size of pond watershed (acres):
5k. Method of construction:
6. Buffer Impacts (for DWQ)
If project will impact a protected riparian buffer, then complete the chart below. If yes, then individually list all buffer impacts
below. If an impacts require mitigation, then you MUST fill out Section D of this form.
6a.
? Neuse ? Tar-Pamlico ® Other: Cape Fear
Project is in which protected basin? ? Catawba ? Randleman
6b. 6c. 6d. 6e. 6f. 6g.
Buffer impact
number - Reason Buffer Zone 1 impact Zone 2 impact
Permanent (P) or for Stream name mitigation (square feet) (square feet)
Temporary T impact required?
61 ?P?T ?Yes
? No
B2 ?P?T ?Yes
? No
B3 ?P?T ?Yes
? No
6h. Total buffer impacts
6i. Comments:
Page 6 of 11
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 applicant cannot locate the sewer line without this one temporary stream impact due to the fact that the existing
sewer line manhole exists off property, on the other side of the stream. Directional drilling or boring is not feasible due to
elevation issues at the existing manhole tie in. The applicant recognizes that the proposed temporary impacts for the
sewer line installation will be for the minimum period of time required to complete the activity and that the stream area
must be returned to pre-impact conditions. The proposed sewer line construction corridor as well as the proposed
permanent easement corridor is only 30 feet wide (i.e. does not exceed 40 feet in width). The proposed sewer line is not
anticipated to interfere with navigation nor is it proposed to be aerial in nature. No rip-rap is proposed for the stream
crossing for the proposed sewer line installation.
Per previous discussion with Mr. Eric Alsmeyer (USACE), this project may proceed under a non-reporting Nationwide
Permit 12 as there are no proposed wetland impacts associated with the sewer line.
1 b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques.
The sewer line installation will be for the minimum period required to complete the activity. The stream area will be
returned to pre-impact conditions.
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
? 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:
3b. Credits Purchased (attach receipt and letter) Type Quantity
3c. Comments:
4. Complete if Making a Payment to In-lieu Fee Program
4a. Approval letter from in-lieu fee program is attached. ? Yes
4b. Stream mitigation requested: linear feet
4c. If using stream mitigation, stream temperature: ? warm ? cool ?cold
4d. Buffer mitigation requested (DWQ only): square feet
4e. Riparian wetland mitigation requested: acres
4f. Non-riparian wetland mitigation requested: acres
4g. Coastal (tidal) wetland mitigation requested: acres
4h. Comments:
5. Complete if Using a Permittee Responsible Mitigation Plan
Page 7 of 11
PCN Form - Version 1.3 December 10, 2008 Version
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
6a. Will the project result in an impact within a protected riparian buffer that requires
buffer mitigation? ? Yes ® No
6b. If yes, then identify the square feet of impact to each zone of the riparian buffer that requires mitigation. Calculate the
amount of mitigation required.

Zone 6c.
Reason for impact 6d.
Total impact
(square feet)
Multiplier 6e.
Required mitigation
(square feet)
Zone 1 3 (2 for Catawba)
Zone 2 1.5
6f. Total buffer mitigation required:
6g. If buffer mitigation is required, discuss what type of mitigation is proposed (e.g., payment to private mitigation bank,
permittee responsible riparian buffer restoration, payment into an approved in-lieu fee fund).
6h. Comments:
Page 8 of 11
E. Stormwater Management and Diffuse Flow Plan (required by DWQ)
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? N/A %
2b. Does this project require a Stormwater Management Plan? ® Yes ? No
2c. If this project DOES NOT require a Stormwater Management Plan, explain why:
2d. If this project DOES require a Stormwater Management Plan, then provide a brief, narrative description of the plan:
There is a small pocket of Non-404 Wetlands identified on the property (see signed JD) that are in the bottom of a
drained pond. The applicant plans to fill this Non-404 Wetland area. Due to the small amount of impact (i.e. less than
1/10th acre), notification to and approval from NC DWQ is not required, however, per Condition No. 12 of the Non-404
Wetland Permit, the applicant is required to submit a copy of the Stormwater Management Plan. As this project is in
Durham County, and Durham has delegated SMP Approval authority, we have supplied DWQ with 2 courtesy copies of
the plans that will be reviewed by Durham.
® Certified Local Government
2e. Who will be responsible for the review of the Stormwater Management Plan? ? DWQ Stormwater Program
? DWQ 401 Unit
3. Certified Local Government Stormwater Review
3a. In which local government's jurisdiction is this project? Durham
® Phase II
3b. Which of the following locally-implemented stormwater management programs ® NSW
® USMP
apply (check all that apply): ® Water Supply Watershed
® Other: Jordan Lake Rules
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:
4b. Has the approved Stormwater Management Plan with proof of approval been
attached? ? Yes ? No
5. DWQ 401 Unit Stormwater Review
5a. Does the Stormwater Management Plan meet the appropriate requirements? ? Yes ? No
5b. Have all of the 401 Unit submittal requirements been met? ? Yes ? No
Page 9 of 11
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
letter.) ? Yes ? No
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.
We have reviewed the "DRAFT Internal Policy, Cumulative impacts and the 401 Water Quality Certification and Isolated
Wetland Programs" document prepared by the NC Division of Water Quality on April 10, 2004, version 2.1. The proposed
sewer line installation does not meet any of the "growth stimulating" criteria. Additionally, the proposed sewer line is
within a developed landscape and there are already existing utility lines off the subject property. We anticipate that you
will advise us if a qualitative or quantitative impact analysis is required.
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.
It is not anticipated that this project will generate any waste water. Further, the municipality will insure that the capacity of
the subject facility for this sewer line connection will not be exceeded.
Page 10 of 11
PCN Form - Version 1.3 December 10, 2008 Version
5. Endangered Species and Designated Critical Habitat (Corps Requirement)
This section does not apply as we are not seeking USA CE Approval
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?
E:1 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?
6. Essential Fish Habitat (Corps Requirement)
This section does not apply as we are not seeking USA CE Approval
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?
7. Historic or Prehistoric Cultural Resources (Corps Requirement)
This section does not apply as we are not seeking USA CE Approval
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?
8. Flood Zone Designation (Corps Requirement)
This section does not apply as we are not seeking USA CE Approval
8a. Will this project occur in a FEMA-designated 100-year floodplain? ? Yes ? No
8b. If yes, explain how project meets FEMA requirements:
8c. What source(s) did you use to make the floodplain determination?

Nicole J. Thomson ' June 22, 2010

Applicant/Agent's Printed Name Applican gent's gnature Date
(Agent's signature is valid only if an u orization letter from the applicant
is provided.)
Page 11 of 11
Environmental Consultants,
AGENT AUTHORIZATION FORM
All Blanks to be filled in by the current landowner
Name: - Lee- /I?OOrp. Or 1 Cor-hpony
Address: 10, 0. DI r a w C r
5o vi -?o rd, N c a7 3 31
Phone: 9/ 9- 8 ?5-- 6 0 0
Project Name/ Description: 7 5 / S 0 U'f S&EC Project # // / 4T&
Date:
The Department of the Army
U.S. Army Corps of Engineers, Wilmington District
P.O. Box 1890
Wilmington, NC 28402
Attn: N' 1P. ' a ? (- A LS ti 1 C \1 C
Field Office: )A L C i tc ?l
Re: Wetlands Related Consulting and Permitting
To Whom It May Concern:
I, the current ro er owner, hereby designate and authorize Soil & Environmental Consultants, PA to
act in my behalf as my agent in the processing of permit applications, to furnish upon request
supplemental information in support of applications, etc. from this day forward. The 4_ day of
c-fiv b e- r , a 0c)
This notification supersedes any previous correspondence concerning the agent for this project.
NOTICE: This authorization, for liability and professional courtesy reasons, is valid only for government
officials to enter the property when accompanied by S&EC staff. You should call S&EC to arrange a site
meeting prior to visiting the site.
K;rk s (radle?
Print Property Owner's Name Prope wner's Signature
cc: Mr. Chris Flowers
Soil & Environmental Consultants, PA
Charlotte Office: Greensboro Office:
236 LePhillip Court, Suite C 3817-E Lawndale Drive
Concord, NC 28025 Greensboro, NC 27455
Phone: [phone] Phone: [phone]
Fax: [phone]
Fax: [phone]
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DATED:1999
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SOURCE: ; 11010RavenPodgeRd.
1'r ect Mgr. Dram By: HWY 751 & 140 DURHAM COUNTY NC 27614
DURHAM COUNTY, NC SOIL SURVEY s
Date: 8126108

U.S. ARMY CORPS OF ENGINEERS COPY
WILMINGTON DISTRICT
Action ID. 2009-01398 County: Durham U.S.G.S. Quad: Southwest Durham
NOTIFICATION OF JURISDICTIONAL DETERMINATION
Property Owner: Lee Moore Oil Co Agent: Soil & Environmental Consultants, Inc.
Address: Attn: Kirk J. Bradlev ATTN: Chris Flowers
PO Drawer 9 11010 Raven Ridge Road
Sanford, NC 27331 Raleigh, NC 27614
Telephone No.: 919-895-6001 919-846-5900
Property description:
Size (acres) 17.52 acres
Nearest Town Durham
Nearest Waterway UT to New Hope Creek River Basin Cape Fear
USGS HUC 03030002 Coordinates N 36.005° W -78.882°
Location description Parcel IDs 143369 & 143564, in the southwest quadrant of the intersection of NC
751 and I-40, southwest of Durham, NC, as shown on the attached plat.
Indicate Which of the Following Apply:
A. Preliminary Determination
Based on preliminary information, there may be waters of the U.S. on the above described property. We strongly suggest
you have this property inspected to determine the extent of Department of the Army (DA) jurisdiction. To be considered
final, a jurisdictional determination must be verified by the Corps. This preliminary determination is not an appealable
action under the Regulatory Program Administrative Appeal Process ( Reference 33 CFR Part 331).
B. Approved Determination
_ There are Navigable Waters of the United States within the above described property subject to the permit requirements of
Section 10 of the Rivers and Harbors Act and Section 404 of the Clean Water Act. Unless there is a change in the law or
our published regulations, this determination may be relied upon for a period not to exceed five years from the date of this
notification.
X There are waters of the U.S. on the above described property subject to the permit requirements of Section 404 of the
Clean Water Act (CWA)(33 USC § 1344). Unless there is a change in the law or our published regulations, this
determination may be relied upon for a period not to exceed five years from the date of this notification.
We strongly suggest you have the wetlands on your property delineated. Due to the size of your property and/or our
present workload, the Corps may not be able to accomplish this wetland delineation in a timely manner. For a more timely
delineation, you may wish to obtain a consultant. To be considered final, any delineation must be verified by the Corps.
The waters of the U.S. on your property have been delineated and the delineation has been verified by the Corps. We
strongly suggest you have this delineation surveyed. Upon completion, this survey should be reviewed and verified by the
Corps. Once verified, this survey will provide an accurate depiction of all areas subject to CWA jurisdiction on your
property which, provided there is no change in the law or our published regulations, may be relied upon for a period not to
exceed five years.
X The waters of the U.S. have been delineated and surveyed and are accurately depicted on the plat signed by the Corps
Regulatory Official identified below on 9/1/ 2009. Unless there is a change in the law or our published regulations, this
determination may be relied upon for a period not to exceed five years from the date of this notification.
There are no waters of the U.S., to include wetlands, present on the above described property which are subject to the
permit requirements of Section 404 of the Clean Water Act (33 USC 1344). Unless there is a change in the law or our
published regulations, this determination may be relied upon for a period not to exceed five years from the date of this
notification.
Action ID. 2009-01398
Page 1 of 2
The property is located in one of the 20 Coastal Counties subject to regulation under the Coastal Area
Management Act (CAMA). You should contact the Division of Coastal Management in
Washington, NC, at [phone] to determine their requirements.
Placement of dredged or fill material within waters of the US and/or wetlands without a Department of the Army
permit may constitute a violation of Section 301 of the Clean Water Act (33 USC § 1311). If you have any
questions regarding this determination and/or the Corps regulatory program, please contact Eric Alsmever at 919-
554-4884, ext. 23.
C. Basis For Determination
The propertv contains a relatively permanent water (RPW), with indicators of ordinarv hillh water marks,
stream channels of an unnamed tributarv of New Hope Creek. New Hope Creek is a tributarv of Jordan
Lake (Haw River), a Traditional Navigable Water.
D. Remarks
This JD was done as a desktop jurisdictional determination. The site also contains an isolated wetland that
is not subject to Section 404 of the Clean Water Act.
E. Appeals Information (This information applies only to approved jurisdictional determinations as
indicated in B. above)
This correspondence constitutes an approved jurisdictional determination for the above described site. If you object
to this determination, you may request an administrative appeal under Corps regulations at 33 CFR part 331.
Enclosed you will find a Notification of Appeal Process (NAP) fact sheet and request for appeal (RFA) form. If
you request to appeal this determination you must submit a completed RFA form to the following address:
District Engineer, Wilmington Regulatory Division
Attn: Jean Manuele, Project Manager,
Raleigh Regulatory Field Office
3331 Heritage Trade Drive, Ste. 105
Raleigh, North Carolina 27587
In order for an RFA to be accepted by the Corps, the Corps must determine that it is complete, that it meets the criteria for
appeal under 33 CFR part 331.5, and that it has been received by the District Office within 60 days of the date of the NAP.
Should you decide to submit an RFA form, it must be received at the above address by 10/30/2009.
**It is not necessary to submit an RFA form to the District Office if you do not object to the determination in this
correspondence.**
Corps Regulatory Official:
Date 9/1/2009
Expiration Date 9/1/2014
The Wilmington District is committed to providing the highest level of support to the public. To help us ensure we
continue to do so, please complete the Customer Satisfaction Survey located at our website at
http://re 17ulatory.usacesurveY coin/ to complete the survey online.
Copy furnished:
Consultant: S&EC (C. Flowers)
Page 2 of 2
NOTIFICATION OF ADMINISTRATIVE APPEAL OPTIONS AND PROCESS AND
REQUEST FOR APPEAL
Applicant: Lee Moore Oil Co File Number: 2009-01398 Date: 9/1/2009
At tached is: See Section below
INITIAL PROFFERED PERMIT (Standard Permit or Letter of A
permission)
PROFFERED PERMIT (Standard Permit or Letter of permission) B
PERMIT DENIAL C
APPROVED JURISDICTIONAL DETERMINATION D
PRELIMINARY JURISDICTIONAL DETERMINATION E
SECTION I - The following identifies your rights and options regarding an administrative appeal of the above decision.
Additional information may be found at http://www.usace.army.mil/inet/functions/cw/cecwo/reg or
Corps regulations at 33 CFR Part 331.
A: INITIAL PROFFERED PERMIT: You may accept or object to the permit.
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final authorization. If
you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your signature on the Standard Permit or
acceptance of the LOP means that you accept the permit in its entirety, and waive all rights to appeal the permit, including its terms and
conditions, and approved jurisdictional determinations associated with the permit.
• OBJECT: If you object to the permit (Standard or LOP) because of certain terms and conditions therein, you may request that the
permit be modified accordingly. You must complete Section II of this form and return the form to the district engineer. Your
objections must be received by the district engineer within 60 days of the date of this notice, or you will forfeit your right to appeal
the permit in the future. Upon receipt of your letter, the district engineer will evaluate your objections and may: (a) modify the
permit to address all of your concerns, (b) modify the permit to address some of your objections, or (c) not modify the permit
having determined that the permit should be issued as previously written. After evaluating your objections, the district engineer
will send you a proffered permit for your reconsideration, as indicated in Section B below.
B: PROFFERED PERMIT: You may accept or appeal the permit
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final authorization. If
you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your signature on the Standard Permit or
acceptance of the LOP means that you accept the permit in its entirety, and waive all rights to appeal the permit, including its terms and
conditions, and approved jurisdictional deterninations associated with the permit.
• APPEAL: If you choose to decline the proffered permit (Standard or LOP) because of certain terms and conditions therein
you
,
may appeal the declined permit under the Corps of Engineers Administrative Appeal Process by completing Section II of this form
and sending the form to the division engineer. This form must be received by the division engineer within 60 days of the date of
this notice.
C: PERMIT DENIAL: You may appeal the denial of a permit under the Corps of Engineers Administrative Appeal Process by
completing Section II of this form and sending the form to the division engineer. This form must be received by the division engineer
within 60 days of the date of this notice.
D: APPROVED JURISDICTIONAL DETERMINATION: You may accept or appeal the approved JD or
provide new information.
• ACCEPT: You do not need to notify the Corps to accept an approved JD. Failure to notify the Corps within 60 days of the date of
this notice, means that you accept the approved JD in its entirety, and waive all rights to appeal the approved JD.
• APPEAL: If you disagree with the approved JD, you may appeal the approved JD under the Corps of Engineers Administrative
Appeal Process by completing Section II of this form and sending the form to the district engineer. This form must be received by
the division engineer within 60 days of the date of this notice.
E: PRELIMINARY JURISDICTIONAL DETERMINATION: You do not need to respond to the Corps regarding the preliminary JD.
The Preliminary JD is not appealable. If you wish, you may request an approved JD (which may be appealed), by contacting the Corps
district for further instruction. Also you may provide new information for further consideration by the Corps to reevaluate the JD.
SECTION II - REQUEST FOR APPEAL or OBJECTIONS TO AN INITIAL PROFFERED PERMIT
REASONS FOR APPEAL OR OBJECTIONS: (Describe your reasons for appealing the decision or your
objections to an initial proffered permit in clear concise statements. You may attach additional information to
this form to clarify where your reasons or objections are addressed in the administrative record.)
ADDITIONAL INFORMATION: The appeal is limited to a review of the administrative record, the Corps
memorandum for the record of the appeal conference or meeting, and any supplemental information that the
review officer has determined is needed to clarify the administrative record. Neither the appellant nor the Corps
may add new information or analyses to the record. However, you may provide additional information to clarify
the location of information that is already in the administrative record.
POINT OF CONTACT FOR QUESTIONS OR INFORMATION:
If you have questions regarding this decision If you only have questions regarding the appeal process you
and/or the appeal process you may contact: may also contact:
US Army Corps of Engineers, Wilmington District Mr. Mike Bell, Administrative Appeal Review Officer
Raleigh Regulatory Field Office CESAD-ET-CO-R
ATTN: Jean Manuele, Field Office Chief U.S. Army Corps of Engineers, South Atlantic Division
3331 Heritage Trade Drive, Suite 105 60 Forsyth Street, Room 9M15
Wake Forest, NC 27587 Atlanta, Georgia 30303-8801
RIGHT OF ENTRY: Your signature below grants the right of entry to Corps of Engineers personnel, and any
government consultants, to conduct investigations of the project site during the course of the appeal process. You
will be provided a 15 day notice of any site investigation, and will have the opportunity to participate in all site
investigations.
Date: Telephone number:
Signature of appellant or agent.
For appeals on Initial Proffered Permits and approved Jurisdictional Determinations send this form to:
District Engineer, Wilmington Regulatory Division, Attn:Jean Manuele, Project Manager, Raleigh Regulatory
Field Office, 3331 Heritage Trade Drive, Suite 105, Wake Forest, North Carolina 27587
For Permit denials and Proffered Permits send this form to:
Division Engineer, Commander, U.S. Army Engineer Division, South Atlantic, Attn: Mr. Mike Bell,
Administrative Appeal Officer, CESAD-ET-CO-R, 60 Forsyth Street, Room 9M15, Atlanta, Georgia 30303-
8801
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DURHAM
City of Durham
Public Works Department
Stormwater Services Divisions
1 8 6 9 101 City Hall Plaza, Durham, North Carolina, 27701
CRY OF MEDME Telephone [phone] FAX [phone]
Wet Detention Pond Design Summary
Stormwater Management Construction Plan Review:
A complete stormwater management construction plan submittal includes a design summary for each
stormwater BMP, design calculations, plans and specifications showing BMP, inlet and outlet structure details.
I. PROJECT INFORMATION
Project Name: _ westooint at 751 Phase
PIN: 0718-03-13-5168/0718-03-12-6501 Case #: D1000107
Design Contact Person: Joe Faulkner Phone #: (919 ) 367 - 8790 ext.102
Legal Name of Owner:_Lee-Woore Capital Company
Owner Contact: Kirk Bradley Phone #- l 919 1 895 - 6003
Owner Addres-.: PO Drawer 9 Sanford. NC 27330
Deed Book 340 1617 Page # 1081195 or Plat Book 1081153 Page# 1621225 for BM]) Property
For projects with multiple basins, specify which pond this works et applies to:
Does the proposed pond also incorporate stormwater detention. Ye No
Detention provided for: 1-year 2-vear - 10-year _ other
Dam Height: lo (feet) Dam Classification: B
Elevations
Pond bottom elevation
Permanent pool elevation
Temporary pool elevation
1-year storm orifice/weir elevation
1-year storm water surface elevation
2-year storm orifice/weir elevation
2-year storm water surface elevation
10-year storm orifice/weir elevation
10-year storm water surface elev.
Emergency spillway elevation
Top of embankment/dam
Maximum water surface elevation
ft. (floor of the pond)
_ 252 _ ft. (invert elevation of the orifcce)-
253.37 _ ft. (elevation of the structure overflow)
_ 253.40 ft. (invert elevation)
255.26 ft.
_ 255.30 ft. (invert elevation)
255.81 ft.
_ 255.30 _ ft. (invert elevation)
255.91 ft.
_ 256.00 _ ft. (invert of emergency spillway)
258.10 ft. (elevation)
_ 256.23 _
4 ft. (max. storm pond can safely pass)
Areas
Permanent pool area provided
Minimum required permanent pool area
Design storm surface area
Drainage area (10-acres min)
_ 18,389 fit (water surface area at orifice invert
elevation)
_ 14.003 ft' (calculated surface area required)
25,879 ft2 (Specify frequency event. 1 _ year)
10.58 ac. (total drainage to the pond
Discharges (Specify only applicable frequency events)
At BUT
1-vear 2-year 10-vear
Inflow 37.8 cfs 47.97 cfs 60.37 cfs
Routed outflow 151 cfs 28.49 cfs 36.28 cfs
At Analysis Point(s) that BMP Contributes to
1-vear 2-vear 10-year
Pre-development 6.52 cfs 6.62 cfs 9.03 cfs
Post-development w/o detention 37.8 cfs 47.97 cfs 60.37 cfs
With detention 3.51 cfs 28.49 cfs 36.28 cfs
Volumes
Permanent pool volume
Water quality pool storage volume
Design storm storage volume
Total Storage volume provided at design storm
Total Storage volume provided at top of dam
Forebay volume
Hydraulic Depths
100 -near
101.00 ct's
90.65 cfs
100 -vear
14.0 CA
101.00 cfs
90.65 cfs
59.145 ft3 (volume of main pond and forebav)
28,122 ft3 (volume above permanent pool)
27,272 _ ft3 (volume above permanent pool)
99,993 $3
169,225 _
f}3
12,412 _ f}3 ( 20% of permanent pool volume)
Volume of normal pool divided by surface area of normal pool 3.2 ft.
Volumes at temporary pool plus normal pool divided by surface area of temporary pool 4.01 ft.
Other Parameters
SA/DA' _ 3.04 (from DWQ table)
Diameter of orifice _ 2.75 in. (must provide draw down over 2 to S day period
Draw-down time 56.0 hrs
1 When using the SA/DA tables from the Stormwater Best Management Practices Manual, linear interpolation may be used for values
between table entries.
Riser/Principal and Emerge
1-year storm orifice/weir
2-year storm orifice/weir
10-year storm orifice/weir
_- year storm orifice/weir
Principal spillway
Emergency spillway
icy Spillway In formation
diameter 2.75 in.
diameter 10 in.
diameter in.
diameter in.
diame.er_yL__ in.
width- 75 ft.
length ft.
length ft.
length 20 fl..
length ft.
side slopes 5 :1 slope 0 %
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements. Initial in the space provided to indicate the following
design requirements have been met and supporting documentation is attached.
A cant's initials
a. The permanent pool depth is between 3- and 6-feet (required minimum hydraulic depth of 3-
feet).
b. The forebay volume is approximately equal to 20% of the pond volume.
c. The temporary pool controls runoff for water quality design storm.
d. The temporary pool draws down in 2- to 5-days.
e. The drainage area to the facility is at least 10-acres.
f. Riprap outlet protection, if provided, reduces flow to non-erosive velocities (provide
calculations).
g. The pond length to width ratio is greater than or equal to 3:1.
h. The pond side slopes above the permanent pool area are no steeper than 3:1.
i. A submerged and vegetated shelf with a slope no greater than 6:1 is provided around the
,. perimeter of the pond (show on plan and profile and provide a vegetation plan).
44A j. Vegetative cover above the permanent pool elevation is specified. No woody vegetation is
permitted on the embankment.
_ k. A surface baffle, trash rack or similar device is provided for both the overflow and orifice.
Flat top trash racks are not acceptable. Access hatch has been provided.
1. A recorded drainage easement is provided for each pond including access to the nearest
right-of-way and is graded per Section 8.3, Stormwater Control Facilities BMPSI.
! e in. If the basin is used for sediment and erosion control during construction, a note requiring
clean out and vegetative cover being established prior to use as a wet detention basin shall be
provided on the construction plan.
n. A mechanism is specified which will drain the pond for maintenance and emergencies.
Valves used shall be plug valves.
o. Anti-floatation calculations are provided for riser structure.
p. A plan view of the pond with grading shown is provided.
q. A profile through the forebay, main pond and spillway is provided. Water surface
elevations are shown on the profile.
r. Riser structure details are provided.
s. Dam designed to account for a 5.00% settlement factor.
t. Compaction specifications for the embankment are shown on the plan.
u. The minimum top of dam width has been provided for the pond embankment top width per
Section 8.3, Stormwater Control Facilities (BMPs).
Note: Executed Stormwater Facility Operation and Maintenance Permit Agreement, payment of permit
fee per facility and payment of surety are required prior to construction drawing approval.
Westpoint at 751
7806 Highway 751
Durham, ETC
Storm Water Impact Analysis
April 2010
Revised May 2010
C6 Group,,,
MONO
L_.A. N ED L_A N N t N C'
CIVIL ffNGtNF-f >*tZING
LAN t? SU tZV>^YI NG
11000 Regnecy Parkway Suite 410 - Cary NC 27518
Voice [phone] - fax (919) 3G7-8791
drainage a 100-foot long level spreader is provided along with an engineered vegetation filter
strip. This will provide for sheet flow into the New Hope Creek / Jordan Lake 100-year flood
plain for flows up to 10 cfs. All other flows will outlet through the principal spillway outlet and
over the emergency spillway outlet.
Manual input hydrographs utilizing SCS TR-55 time to peak and rational flows were
utilized for routing of stormwater management pond. These were manually input into
Hydraflow Hydrographs software, report has been included.
The following is a comparison of the pre-developed flow rates with post-developed flow
rates.
1-year 24 Hour Pre-developed
1-year 24 Hour Post-developed
2-year 24 Hour Pre-developed
2-year 24 Hour Post-developed
10-year 24 Hour Pre-developed
10-year 24 Hour Post-developed
6.52 cfs
3.51 cfs +/- 54% decrease
6.62 cfs
28.49 cfs +/- 430% increase
9.03 cfs
36.28 cfs +/- 402% increase
We have also provided an overall USGS map of the area to show that the release point
into the New Hope Creek is at a point where there are several square miles of drainage area
and where 100-year flood plain for Jordan Lake exists. We have detained the 1-year 24 hour
post-developed storm to pre-developed rate, which represents approximately 90% of storm
events within a year. All other storm events are released at higher rates. There are no
downstream structures which are affected by these increases.
PRE-DEVELOPED RUNOFF RATE
SOILS
WSB White Store
AREA HSG
460,865 sf D
WsE White Store
- sf D
MfB Mayodan - sf B
TOTAL DRAINAGE AREA = 460,865 sf
10.58 Ac.
HSG D C-value
Wooded 460,865 sf 10.58 Ac_ 0.23
Off-Site Developed Cond. - sf - Ac. 0.90
Impervious - sf - Ac. 0.95
Grass - sf - Ac. 0.35
HSG B
Wooded - sf - Ac. 0.15

460,865 10.58 ac
Return Period G H
1 Year 104 18
2 Year 132 18
10 Year 195 22
25 Year 232 23
50 Year 261 24
100 Year 290 25
TR-56 Time of concentration
Segment 1
Sheet Flow
ght Underbrush
Mannings n = - - -
Flow Length Lf.
2-yr 24hr. Rainfall, P = -s;e
High Point Elev.= _ _ - -'-.ft•
Low Point Elev.= _-•
S= 0.01333333 ft.tft.
0.8
Tt = 0.007" (nL) = 0.32 hr.
0.5 0.4
P S
Segment 2
Shallow Concentrated Flow
tCa s'11p ht Underbrush
Flow Length =
High Point Elev.=
Low Point Elev.=
Watercourse Slope, s =
Average Velocity, V =
L =
3600`V
Segment 3
Channel Flow =
Channel Flow Length=
High Point Elevation =
Low Point Elevation =
Channel Slope =
Channel Depth (Bank Full Avg.) _
Channel Sideslopes (Avg.) _
Cross Sectional Flow Area, a =
Wetted Perimeter =
Hydraulic Radius =
Mannings n =
0.670.5
V = 1.49 R S =
n
Tt = L -
3600*V

282 ft.
0.03333333 ft/ft
3.8 ft./sec. See fig 3-1 "Urban Hydrology for
0.02 hr. Small Watersheds" USGA TR-55
Y272 ft.
0.049 ft/ft
---------- - --- -
Bottom
1.3 s f
10.05 ft.
0.12 ft.
0.82 ft/s
0.17 hr.
So, Tc = Sheet Flow Tt + Shallow Concentrated Flow Tt + Channel Flow Tt
Tc = 0.51 hr. 30.5 min.

Drainage Area, (DA) = t#?a8f} acres
Time of Concentration, (Tc) => 30.5 minutes
Intensity, (I) = 2.72 inches/hr
Areas
1) HSG D Off-site acres
2} HSG D Wooded = " _ = a t'1(» acres
3) HSG D Grass acres
4} HSG B Wooded acres
"C" Coeffeicent -

=
Cl
= '1
-AN
C2 = _
3 s
C3 =
C4
Composite Runoff Coefficient, (C) _> 0.23
Peak Discharge, (Q2) => 6.62 cfs
Drainage Area, (DA) = 10.58 acres
Time of Concentration, (Tc) => 30.5 minutes
Intensity, (1) = 3.71 inches/hr
Composite Runoff Coefficient, (C) => 0.23
Peak Discharge, (Q 10) => 9.03 cfs
Drainage Area, (DA) = 10.58 acres
Time of Concentration, (TO => 30.5 minutes
Intensity, (I) = 4.33 inches/hr
Composite Runoff Coefficient, (C) => 0.25
Peak Discharge, (Q25) => 11.60 cfs
Drainage Area, (DA) = 10.58 acres
Time of Concentration, (TO => 30.5 minutes
Intensity, (1) = 4.79 inches/hr
Composite Runoff Coefficient, (C) => 0.28
Maximum Release Rate, (Q50) => 14.0 cfs
Drainage Area, (DA) = 10.58 acres
Time of Concentration, (Tc) => 30.5 minutes
Intensity, (1) = 2.14 inches
Composite Runoff Coefficient, (C) => 0.29
Peak Release Rate, (Ql) --> 6.52 cfs
IMPERVIOUS CALCULATIONS
Post-developed water quality storage volume requirements
Impervious Calculations Mazmum Allowed
Lot 1 - s.f. 0 ao.
Lot2 70,132 s.f. 1.61 ac.
Lot 3 102,366 s.f. 2.35 ac.
Lot 4 32,670 s.f. 0.75 ac.
Lot 5 34,848 s.f. 0.8 ac.
Loth 57,935 s.f. 1.33 ac.
Lot? 40,075 s.f. 0.92 ac.
338,026 7.76 ac.
Total Impervious Area 338,026 s.f.
Total Project Area = 17.43 ac.
Overall Project Impervious 44.5%
Total Drainage Area to Pond= 10.58 so-
Impervious Area to Pond = 7.76 ac.
Impervious Percentage to Pond = 73.3%
The storage volume for the 1" storm (Schueler Method) would be,
Rv = _05+.9 (1)
RV= 0.71
Volume = (Design Rainfall) ` (RV)'(Drainage Area)
Volume = 0.6261 ac.ft.
27,272 cf
27,272 c f. storage required.
28,122 c.f. storage provided
Average Pool Depth = 3 ft
SA / DA ratio = 3.04 <- Interpolation of table 1.1
Required Surface Area = 0.32 ac.
14,003 sf
Surface Area Provided 18,389 sf
Permanent Pool Storage Volume
Incremental Total
EleV Area (s.f.) Volume (c.f.) Volume (c.f.) Depth (ft)

246 608
3,328 3,328 1
247 6,048
6,892 10,220 2
248 7,736
8,657 18,877 3
249 9,578
10,666 29,543 4
250 Bottom Shelf 11,753
13,233 42,775 5
251 14,712
10,561 53,336 5.67
251.67 Top Shelf 16,814
5,808 59,146 6
252 Perm Pool 18,389
28,122 28,122 1.4
253.4 Temp. Pool 21,785
13,497 41,619 2
254 23,206
24,262 65,881 3
255 25,317
26,403 92,283 4
256 27,488
28,603 120,886 5
257 29,718
30,856 151,742 6
258 31,994
15,997 167,739 5.6
259 -
Average Depth = 3.2 Average Depth (Permanent Pool Volume 1 Surface Area)
Average Depth = 4.2 Average Depth per DWO Method
da=[.25x(1+Abot_shelf/Aperm_pooi))*[(Abot_shelf+Abot_pond)/2 x (depth1Abot shelf?)
vacoruo-nwaomaosea*+rrsic,rescrossoaor?xoaeewe«-w.ry.oesw.am 1 of2
Forebay Volume = 20% of Permanent Pool Volume
Permanent Pool Volume = 59,145 c.f.
Forebay Volume Reqd.= 11,829 c.f.
Forebay Volume Provided = 12,412 c.f. 21.0%
Forebay Volume Provided
Incremental Total
Elev. Area (sT) Volume (c.f.) Volume (c.f.) Depth (ft)
247 1,056
1,290 1,290 1
248 1,524
1,801 3,091 2
249 2,078
2,398 5,489 3
250 2,717
3,079 8,568 4
251 3,441
3,844 12,412 5
252 4,247
R=(6eeMoft M UP".751 Car?sumanYrdcs eswyeiss?orraae oemg4?DO-8eweter-diefib P,PoMXe 2of2
DESIGN REQUIREMENTS:
Hydaulic Soil Group
Soils - White Store D
Composite C C-Value
Area = 10.58 ac. Grass Area = 0.35 122,839
Wooded Area = 0.25 -
Impervious = 0.95 338,026
Total = 460,865
Composite Runoff Coefficient, (C) _>
Composite CN
Area = 10.58 ac.
Composite CN=>
Drainage Area, (DA) _
Overland Flow
Elevation of most remote point,
Elevation of point of design, (H2) _
Length of travel, (L) _
Mult. factor =
Travel Time (Overland) _
Channel Flow
Elevation of most remote point, (H1) _
Elevation of point of design, (H2) _
Length of travel, (L) _
Mult. factor =
Travel Time (Channel) _
Channel Flow
Elevation of most remote point, (111)
_
Elevation of point of design, (1-12) _
Length of travel, (L) _
Muh. factor =
Travel Time (Pipe) _
Time of Concentration, (Tc) =>
Intensity, (1)
Composite Runoff Coefficient, (C) _>
Peak Release Rate, (Q7) _>
0.79
Composite
CN Value
Grass Area = 27% 122,839 80.00 21
Wooded Area = 0 -
Impervious = 73% 338,026 98.00 72
Total = 460,865
93
10.58 acres
k0„feet
feet
feet
1.0..
0.0 minutes
feet
feet
1.0 feet
1.0
0.0 minutes
Use 5.0 min
aU 31 1 M21mIC5Wos4dMWP@64rino"ydroyeph.xls
Drainage Area, (DA) = 10.58 acres
Overland Flow
Elevation of most remote point, (H1) _
Elevation of point of design, (112) _
Length of travel, (L) _
Mult. factor =
Travel Time (Overland) _
Channel Flow
Elevation of most remote point, (Hl) _
Elevation of point of design, (H2) _
Length of travel, (L) _
Mult. factor =
Travel Time (Channel) _
Pipe Flow
Elevation of most remote point, (H1) _
Elevation of point of design, (H2) _
Length of travel, (L.) _
Mult. factor=
Travel Time (Pipe) _
1.0 feet
0.9 feet
1.0 feet
1.0
0.0 minutes
1.0 feet
0.9 feet
1.0 feet
1.0
0.0 minutes.
0.9 feet
0.8 feet
1.0 feet
1.0
0.0 minutes use 5.0 min
Time of Concentration, (Tc) y
Intensity, (I) =
Composite Runoff Coefficient, (C) =>
5.0 minutes
7.22 inches/hr
0.79
Peak Release Rate, (Q16) => 60.37 cfs
Post-De,,elopnient Runoff-
Drainage Area, (DA) = 10.58 acres
Time of Concentration, (TO =>
Intensity, (1) _
Composite Runoff Coefficient, (C)
5.0 minutes
5.74 inches/hr
0.79
Peak Release Rate, (Q2) => 47.97 cfs
Drainage Area, (DA) - 10.58 acres
Time of Concentration, (Tc) => 5.0 minutes
Intensity, (1) =
Composite Runoff Coefficient, (C) =>
Peak Release Rate, (Q100) =>
9.67 inches
0.99 With 1.25 Correction Factor
101.00 cfs
S,xisi?eoozme sae, e?opea h now nr aW+.xrs

Peak Inflow, (Q1) 37.8 cfs
Time to Peak Calculation: CN= 93:2022783- P- 3 in. S= 0.73 in.
Q'= 2.27 in. (depth of runoff
Vol= 87,304 cf (vol. of runoff)
Time to Peak, (Tp) 27.70 minutes
(SCS TR-55)
02 QLQR t Q
min cfs
0.00 0.000 0 0.00
0.11 0.029 3 1.08
0.22 0.111 6 4.21
0.32 0.239 9 9.02
0.43 0.396 12 14.97
0.54 0.565 15 21.36
0.65 0.727 18 27.47
0.76 0.863 21 32.60
0.87 0.957 24 36.16
0.97 0.998 27 37.74
1.08 0.983 30 37.16
1.19 0.912 33 34.48
1.30 0.801 36 30.27
1.41 0.696 39 26.30
1.52 0.604 42 22.84
1.62 0.525 45 19.84
1.73 0.456 48 17.24
1.84 0.396 51 14.97
1.95 0.344 54 13.01
2.06 0.299 57 11.30
2.17 0.260 60 9.81
2.27 0.226 63 8.52
2.38 0.196 66 7.40
2.49 0.170 69 6.43
2.60 0.148 72 5.59
2.71 0,128 75 4.85
2.82 0,112 78 4.22
2.92 0.097 81 3.66
3.03 0.084 84 , 3.18
3.14 0.073 87 2.76
3.25 0.064 90 2.40
3.36 0.055 93 2.09
3.47 0.048 96 1.81
3.57 0.042 99 1.57
3.68 0.036 102 1.37
3.79 0.031 105 1.19
3.90 0.027 108 1.03
4.01 0.024 111 0.90
4.12 0.021 114 0.78
4.22 0.018 117 0.68
4.33 0.016 120 0.59
4.44 0.013 123 0.51
4.55 0.012 126 0.44
4.66 0.010 129 0.38
4.77 0.009 132 0.33
4.87 0.008 135 0.29
4.98 0.007 138 0.25
5.09 0.006 141 0.22
5.20 0.005 144 0.19
5.31 0.004 147 0.17
5.42 0.004 150 0.14
5.52 0.003 153 0.12
5.63 0.003 156 0.11
5.74 0.002 159 0.09
5.85 0.002 162 0.08
5.96 0.002 165 0.07
6.07 0.002 168 0.06
s.11311WIM21caIMU5*sf-developed-Inflow-hydmgraph ,ds
6.17 0.001 171 0.05
6.28 0.001 174 0.05
6.39 0.001 177 0.04
6.50 0.001 180 0.04
6.61 0.001 183 0.03
6.72 0.001 186 0.03
6.82 0.001 189 0.02
6.93 0.001 192 0.02
7.04 0.000 195 0.02
7.15 0.000 198 0.02
7.26 0.000 201 0.01
7.37 0.000 204 0.01
7.47 0.000 207 0.01
7.58 0.000 210 0.01
7.69 0.000 213 0.01
710 0.000 216 0.01
7.91 0.000 219 0.01
8.02 0.000 222 0.00
8.12 0.000 225 0.00
8.23 0.000 228 0.00
8.34 0.000 231 0.00
8.45 0.000 234 0.00
8.56 0.000 237 0.00
8.67 0.000 240 0.00
8.77 0.000 243 0.00
8.88 0.000 246 0.00
8.99 0.000 249 0.00
9.10 0.000 252 0.00
9.21 0.000 255 0.00
9.32 0.000 258 0.00
9.42 0.000 261 0.00
9.53 0.000 264 0.00
9.64 0.000 267 0.00
e:1131110002ka1ce1 W-d8vebpe Ow4lYdm9rA*AS

Peak Inflow, (Q2) = 48.0 cfs
Time to Peak Calculation: CN= 93.2022783 P= 3.5 in. S= 0.73 in.
Q•= 2.76 in. (depth ofiunoff)
Vol= 105,809 cf (vol. of nmoft)
Time to Peak, (Tp) 26.45 minutes
(SCS TR-55)
t/tv Q/Ov t Q
min cfs
0.00 0.000 0.00 0.00
0.08 0.014 2.00 0.67
0.15 0.055 4.00 2.66
0.23 0.122 6.00 5.84
0.30 0.204 8.00 10.04
0.38 0.313 10.00 15.03
0.45 0.428 12.00 20.51
0.53 0.546 14.00 26.20
0.61 0.662 16.00 31.76
0.68 0.769 18.00 36.88
0.76 0.860 20.00 41.28
0.83 0.932 22.00 44.71
0.91 0.979 24.00 46.97
0.98 0.999 26.00 47.94
1.06 0.992 28.00 47.57
1.13 0.956 30.00 45.87
1.21 0.895 32.00 42.94
1.29 0.816 34.00 39.14
1.36 0.739 36.00 35.48
1.44 0.670 38.00 32.15
1.51 0.607 40.00 29.14
1.59 0.551 42.00 26.41
1.66 0.499 44.00 23.94
1.74 0.452 46.00 21.70
1.82 0.410 48.00 19.67
1.89 0.372 50.00 17.83
1.97 0.337 52.00 16.16
2.04 0.305 54.00 14.64
2.12 0.277 56.00 13.27
2.19 0.251 58.00 12.03
2.27 0.227 60.00 10.90
2.34 0206 62.00 9.88
2.42 0.187 64.00 8.96
2.50 0.169 66.00 8.12
2.57 0.153 68.00 7.36
2.65 0.139 70.00 6.67
2.72 0.126 72.00 6.04
2.80 0.114 74.00 5.48
2.87 0.104 76.00 4.97
2.95 0.094 78.00 4.50
3.03 0.085 80.00 4.08
3.10 0.077 82.00 3.70
3.18 0.070 84.00 3.35
3.25 0.063 86.00 3.04
3.33 0.057 88.00 2.75
3.40 0.052 90.00 150
3.48 0.047 92.00 2.26
3.55 0.043 94.00 2.05
3.63 0.039 96.00 1.86
3.71 0.035 98.00 1.68
3.78 0.032 100.00 1.53
3.86 0.029 102.00 1.38
3.93 0.026 104.00 1.25
4.01 0.024 106.00 1.14
4.08 0.021 108.00 1.03
4.16 0.019 110.00 0.93
4.24 0.018 112.00 0.85
5-11311100021cAIC$Wa -devebped kYr whydrogrephxls
4.31 0.016 114.00 0.77
4.39 0.014 116.00 0.70
4.46 0.013 118.00 0.63
4.54 0.012 120.00 0.57
4.61 0.011 122.00 0.52
4.69 0.010 124.00 0.47
4.76 0.009 126.00 0.43
4.84 0.008 128.00 0.39
4.92 0.007 130.00 0.35
4.99 0.007 132.00 0.32
5.07 0.006 134.00 0.29
5.14 0.005 136.00 026
5.22 0.005 138.00 0.24
5.29 0.004 140.00 0.21
5.37 0.004 142.00 0.19
5.45 0.004 144.00 0.18
5.52 0.003 146.00 0.16
5.60 0.003 148.00 0.14
5.67 0.003 150.00 0.13
5.75 0.002 152.00 0.12
5.82 0.002 154.00 0.11
5.90 0.002 156.00 0.10
5.97 0.002 158.00 0.09
6.05 0.002 160.00 0.08
6.13 0.002 162.00 0.07
6.20 0.001 164.00 0.07
6.28 0.001 166.00 0.06
6.35 0.001 168.00 0.05
6.43 0.001 170.00 0.05
6.50 0.001 172.00 0.04
6.58 0.001 174.00 0.04
6.66 0.001 176.00 0.04
6.73 0.001 178.00 0.03
6.81 0.001 180.00 0.03
6.88 0.001 182.00 0.03
6.96 0.001 184.00 0.02
7.03 0.000 186.00 0.02
7.11 0.000 188.00 0.02
7.18 0.000 190.00 0.02
7.26 0.000 192.00 0.02
7.34 0.000 194.00 0.02
7.41 0.000 196.00 0.01
7.49 0.000 198.00 0.01
7.56 0.000 200.00 0.01
7.64 0.000 202.00 0.01
7.71 0.000 204.00 0.01
7.79 0.000 206.00 0.01
7.87 0.000 208.00 0.01
7.94 0.000 210.00 0.01
8.02 0.000 212.00 0.01
8.09 0.000 214.00 0.01
8.17 0.000 216.00 0.01
8.24 0.000 218.00 0.00
8.32 0.000 220.00 0.00
8.39 0.000 222.00 0.00
8.47 0.000 224.00 0.00
sal1941NOD02YSksMPod4mtoped4nRow4 y"raph.xs

Peak Inflow, (Qio) = 60.4 cfs
Time to Peak Calculation: CN= 912022783 P= 5.1 in. S= 0.73 in.
Q*= 4.32 in. (depth of runoff)
Vat= 165,849 cf (Vol, of runoff)
Time to Peak, (Tp) => 32.94 minutes
(SCS TR-55)
tho O/Qn t 4
(m?n) efs
0.00 0.000 0.00 0.00
0.09 0.020 3.00 1.23
0.18 0.080 6.00 4.81
0.27 0.173 9.00 10.45
0.36 0.293 12.00 17.70
0.46 0.430 15.00 25.97
0.55 0.573 18.00 34.57
0.64 0.709 21.00 42.83
0.73 0.829 24.00 50.05
0.82 0.922 27.00 55.66
0.91 0.980 30.00 59.19
1.00 1.000 33.00 60.37
1.09 0.979 36.00 59.09
1.18 0.919 39.00 55.47
1.28 0.827 42.00 49.94
1.37 0.735 45.00 44.36
1.46 0.653 48.00 39.41
1.55 0.580 51.00 35.01
1.64 0.515 54.00 31.10
1.73 0.458 57.00 27.63
1.82 0.407 60.00 24.54
1.91 0.361 63.00 21.80
2.00 0.321 66.00 19.37
2.09 0.285 69.00 17.21
2.19 0.253 72.00 15.28
228 0.225 75.00 13.58
2.37 0.200 78.00 12.06
2.46 0.177 81.00 10.71
2.55 0.158 84.00 9.52
2.64 0.140 87.00 8.46
2.73 0.124 90.00 7.51
2.82 0.111 93.00 6.67
2.91 0.098 96.00 5.93
3.01 0.087 99.00 5.27
3.10 0.077 102.00 4.68
3.19 0.069 105.00 4.16
3.28 0.061 108.00 3.69
3.37 0.054 111,00 3.28
3.46 0.048 114.00 2.91
3.55 0.043 117.00 2.59
3.64 0.038 120.00 2.30
3.73 0.034 123.00 2.04
3.83 0.030 126.00 1.81
3.92 0.027 129.00 1.61
4.01 0.024 132.00 1.43
4.10 0.021 135.00 127
4,19 0.019 138.00 1.13
4.28 0.017 141.00 1.00
4.37 0.015 144.00 0.89
4.46 0.013 147.00 0.79
4.55 0.012 150.00 0.70
4.64 0.010 153.00 0.63
4.74 0.009 156.00 , 0.56
4.83 0.008 159.00 0.49
4.92 0.007 162.00 0.44
5.01 0.006 165.00 0.39
5.10 0.006 168.00 035
b1131 Iwoazleawxwosf-cavelo a ntlow-i ydrayraph.xis
5.19 0.005 171.00 0.31
5.28 0.005 174.00 017
5.37 0.004 177.00 0.24
5.46 0.004 180.00 0.22
5.56 0.003 183.00 0.19
5.65 0.003 186.00 0.17
5.74 0.003 189.00 0.15
5.83 0.002 192.00 0.13
5.92 0.002 195.00 0.12
6.01 0.002 198.00 0.11
6.10 0.002 201.00 0.09
6.19 0.001 204.00 0.08
6.28 0.001 207.00 0.07
6.38 0.001 210.00 0.07
6.47 0.001 213.00 0.06
6.56 0.001 216.00 0.05
6.65 0.001 219.00 0.05
6.74 0.001 222.00 0.04
6.83 0.001 225.00 0.04
6.92 0.002 228.00 0.03
7.01 0.000 231.00 0.03
7.10 0.000 234.00 0.03
7.19 0.000 237.00 0.02
7.29 0.000 240.00 0.02
7.38 0.000 243.00 0.02
7.47 0.000 246.00 0.02
7.56 0.000 249.00 0.01
7.65 0.000 252.00 0.01
7.74 0.000 255.00 0.01
7.83 0.000 258.00 0.01
7.92 0.000 261.00 0.01
8.01 0.000 264.00 0.01
8.11 0.000 267.00 0.01
8.20 0.000 270.00 0.01
8.29 0.000 273.00 0.01
8.38 0.000 276.00 0.00
8.47 0.000 279.00 0.00
8.56 0.000 282.00 0.00
8.65 0.000 285.00 0.00
8.74 0.000 288.00 0.00
8.83 0.000 291.00 0.00
8.93 0.000 294.00 0.00
9.02 0.000 297.00 0.00
9.11 0.000 300.00 0.00
9.20 0.000 303.00 0.00
9.29 0.000 306.00 0.00
9.38 0.000 309.00 0.00
9.47 0.000 312.00 0.00
9.56 0.000 315.00 0.00
9.65 0.000 318.00 0.00
9.75 0.000 321.00 0.00
9.84 0.000 324.00 0.00
9.93 0.000 327.00 0.00
10.02 0.000 330.00 0.00
10.11 0.000 333.00 0.00
5.\1311=02Wvl SV )og-dwebpW4mlow-hyftVWh.ds
Peak Inflow, (Q1oo) = 101.00 efs
Time to Peak Calculation: CN= 932022783 P= 7.4 in, S
Q*= 6.59 in. (depth of runoff)
Vol= 253,146 cf (vol. of runoff)
Time to Peak, (Tp) => 30.05 minutes
(SCS TR-55)
kt2 QQH t 4
min cfs
0.00 0.000 0.00 0.00
0.10 0.024 3.00 2.46
0.20 0.095 6.00 9.61
0.30 0.205 9.00 20.75
0.40 0.344 12.00 34,79
0.50 0.499 15.00 50.37
0.60 0.653 18.00 65.95
0.70 0.792 21.00 80.03
0.80 0.903 24.00 91.23
0.90 0.975 27.00 98.46
1.00 1.000 30.00 101.00
1.10 0.976 33.00 98.62
1.20 0.906 36.00 91.55
1.30 0.803 39.00 81.12
1.40 0.705 42.00 71.25
1.50 0.620 45.00 62,58
1.60 0.544 48.00 54.96
1.70 0.478 51.00 48.27
1,80 0.420 54.00 42.40
1.90 0.369 57.00 37.24
2.00 0.324 60.00 32.70
2.10 0.284 63.00 28.72
2.20 0.250 66.00 25.23
2.30 0.219 69.00 22.16
2.40 0.193 72.00 19.46
2.50 0.169 75.00 17.09
2.60 0.149 78.00 15.01
2,70 0.131 81.00 13.18
2.80 0,115 84.00 11.58
2.90 0.101 87.00 10.17
2.99 0.088 90.00 8.93
3.09 0.078 93.00 7.85
3.19 0.068 96.00 6.89
3.29 0.060 99.00 6.05
3.39 0.053 102,00 5.32
3.49 0.046 105,00 4.67
3.59 0.041 108.00 4.10
3.69 0.036 111.00 3.60
3.79 0.031 114.00 3.16
3.89 0.028 117.00 2.78
3.99 0.024 120.00 2.44
4.09 0.021 123.00 2.14
4,19 0.019 126.00 1.88
4.29 0.016 129.00 1.65
4.39 0.014 132.00 1.45
4.49 0.013 135,00 1.28
4.59 0.011 138.00 1.12
4.69 0.010 141.00 0.98
4.79 0.009 144.00 0.86
4.89 0.008 147.00 0.76
4.99 0.007 IS0.00 0,67
5.09 0.006 153.00 0.59
5.19 0.005 156.00 0.51
5.29 0.004 159.00 0.45
5.39 0.004 162.00 0.40
5.49 0.003 165.00 0.35
5.59 0,003 168.00 0.31
0.73 in.
BA1311 a002kal=W W-deveroped-innmwnydrogmpn.)ds
Hydrograph Summary Report
Hyd.
No. Hydrograph
type,
(origin) Peak
now
(cfs) Time
interval
(min) Time to
peak.
(min) Volume

(cuff) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cult) Hydrograph
description
1 Manual 37.74 3 27 87,752 --- Inflow Hydrograph
2 Reservoir 3.506 3 81 87,533 1 255.26 73,706 WO Pond
Final Pond Design.gpw Return Period: 1 Year Thursday, Apr 8 2010, 8:48 PM
Hvdraflow HvdmaraDhs by Intellsolve
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Thursday, Apr 8 2014, 8:48 PM
Hyd. No. 2
WQ Pond
Hydrograph type = Reservoir Peak discharge = 3.506 cfs
Storm frequency = 1 yrs Time interval = 3 min
Inflow hyd. No. = 1 Max. Elevation = 255.26 ft
Reservoir name = Water Quality Pond 1 Max. Storage = 73,706 cuft
Storage Indication method used. Hydrograph Volume = 87,533 cult
WQ Pond
a (`fs) Hyd. No. 2 --1 Yr Q (cfs)
40.00 40.00
-- ---------- - -- - - -- - - ---------- - -- --------------
30.00 30.00
- - ----------- ---
------------- -------------------------
20.00 20.00
10.00 10.00
-- ----- ----- -- - ------- ------ ---------------
-------------
0.00 0.00
0 7 14 21 28 35 42 49 56 63 70
Time (hrs)
Hyd No. 2 Hyd No. 1
3
Pond Report
Hydraflow Hydrographs by Intelisolve Thursday, Apr 8 2010, 8:48 PM
Pond No. I - Water Quality Pond 1
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage I Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cult) Total storage (cult)
0.00 252.00 18,389 0 0
1.00 253.00 21,785 20,087 20,087
2.00 254.00 23,206 22,496 42,583
3.00 255.00 25,317 24,262 66,844
4.00 256.00 27,488 26,403 93,247
5.00 257.00 29,718 28,603 121,850
6.00 258.00 31,994 30,856 152,706
Culvert I Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise (In) = 36.00 2.75 10.00 0.00 Crest Len (ft) = 20.00 0.00 74.00 0.00
Span (in) = 36.00 2.75 10.00 0.00 Crest El. (ft) = 255.30 0.00 256.00 0.00
No. Barrels = 1 1 1 0 Weir Coeff. = 3.33 0.00 3.00 0.00
Invert El. (ft) = 247.00 252.00 253.40 0.00 Weir Type = Riser --- Broad -
Length (ft) = 94.00 50.00 0.50 0.00 Multi-Stage = Yes No No No
Slope (%) = 0.70 0.50 0.01 0.00
N -Value = .013 .013 .013 .000
OrM Coeff. = 0.60 0.60 0.60 0.00
Multi-Stage = n/a Yes Yes No Exfiltration = 0. 000 in/hr (Contour) Tailwater Elev. = 0.00 ft
Note: Culvert/Orifice adlaws have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions
Stage (ft)
6.00
5.00
------------- ----
--------------
4.00-
3.00
--- - ------- - ---
2.00
1.00
0.00
0.00 70.00
Total Q
Stage I Discharge
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00
0.00
140.00 210.00 280.00 350.00 420.00 490.00 560.00 630.00 700.00 770.00
Discharge (cfs)
4
Hydrograph Summary Report
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cTs) Time
Interval
(min) Time to
peak
(min) Volume

(tuft) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cult) Hydrograph
description
1 Manual 47.94 3 26 106,189 --- - - Inflow Hydrograph
2 Reservoir 28.49 3 60 159,057 l 255.81 88,268 WO Pond
Final Pond Design.gpw Return Period: 2 Year Thursday, Apr 8 2010, 8:48 PM
Hvdraflnw Hvdroaranhs by Intelisolve
Hydrograph Plot
Hydraflow Hydrographs by Intelisoh7e Thursday, Apr 8 2010, 8:48 PM
Hyd. No. 2
WQ Pond
Hydrograph type = Reservoir Peak discharge = 28.49 cfs
Storm frequency = 2 yrs Time interval = 3 min
Inflow hyd. No. = 1 Max. Elevation = 255.81 ft
Reservoir name = Water Quality Pond 1 Max. Storage = 88,268 cuft
Storage Indication method used.
Q (cfs)
50.00
WO Pond
Hyd. No. 2 - 2 Yr
40.00
30.00
Hydrograph Volume =158,057 cutt
Q (cfs)
50.00
20.00
10.00
0.00 -y-
0.0
1.0 2.0
Hyd No. 2
3.0 4.0 5.0
Hyd No. 1
6.0 7.0 8.0
40.00
30.00
20.00
10.00
0.00
9.0 10.0 11.0 12.0
Time (hrs)
6
Pond Report
Hydraflow Hydrographs by Intelisolve Thursday, Apr 8 2010, 8:48 PM
Pond No. 1 - Water Quality Pond 1
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage 1 Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cuff)
0.00 252.00 18,389 0 0
1.00 253.00 21,785 20,087 20,087
2.00 254.00 23,206 22,496 42,583
3-00 255.00 25,317 24,262 66,844
4.00 256.00 27,488 26,403 93,247
5.00 257.00 29,718 28,603 121,850
6.00 258.00 31,994 30,856 152,706
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise (in) = 36.00 2.75 10.00 0.00 Crest Len (ft) = 20.00 0.00 74.00 0.00
Span (in) = 36.00 2.75 10.00 0.00 Crest El. (ft) = 255.30 0.00 256.00 0.00
No. Barrels = 1 1 1 0 Weir Coeff. = 3.33 0.00 3.00 0.00
Invert El. (ft) = 247.00 252.00 253.40 0.00 Weir Type = Riser --- Broad -
Length (ft) = 94.00 50.00 0.50 0.00 Multistage = Yes No No No
Slope (%) = 0.70 0.50 0.01 0.00
N-Value = .013 .013 .013 .000
Orif. Coeff. = 0.60 0.60 0.60 0.00
Multistage = n/a Yes Yes No Exflkratlon = 0. 000 in/hr (Contour) Tailwater Elev. = 0.00 It
Note: Culvert/Orifice outflowe have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions
Stage (ft)
6.00
5.04
----- ---- --------
-- ----- - ------------ - --------
4.00
---- ---------- -
- -
-------------
3.00
-
........... ...._.
2.00
.
1.00 "- - _.-
0.00
0.00 70.00
Total 0
Stage / Discharge
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00
-1 1 0.00
140.00 210.00 280.00 350.00 420.00 490.00 560.00 630.00 700.00 770.00
Discharge (cfs)

Hydrograph Summary Report
Hyd,
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cult) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cult) Hydrograph
description
1 Manual 60.37 3 33 166,664 - --- ------ Inflow Hydrograph
2 Reservoir 36.28 3 51 166,440 1 255.91 90,979 WO Pond
Final Pond Design.gpw Return Period: 10 Year Thursday, Apr 8 2010, 8:48 PM
HvdraRnw Hvdroaranhs by Intellsolve
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Thursday, Apr 8 2010, 8:48 PM
Hyd. No, 2
WQ Pond
Hydrograph type = Reservoir Peak discharge = 36.28 cfs
Storm frequency = 10 yrs Time interval = 3 min
Inflow hyd. No. = 1 Max. Elevation = 255.91 ft
Reservoir name = Water Quality Pond 1 Max. Storage = 90,979 cuft
Storage Indication method used.
WQ Pond
Hydrograph Volume =166,440 cult
Q (cfs) Hyd. No. 2 - 10 Yr Q (cfs)
70.00 70.00
____---.--...---._.--_.- -
60.00 60.00
50.00 50.00
- - - -- ----..- _ T - - ----- - - -- --- --- --- -
-- - - ..--- _ _....
40.00 40.00
-------------- --- -------- --- - ---
------ ---- ----- - - ----- ------ -- - --
30.00 30.00
- ---- - - ---- ---------- -
20.00 20.00
----------------------- ------
10.00 10.00
--------------
0.00 0.00
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0
Hyd No. 2 Hyd No. 1 Time (hrs)
9
Pond Report
Hydraflow Hydrographs by Intelisolve Thursday, Apr 8 2010, 8:48 PM
Pond No. 1 - Water Quality Po nd 1
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cult) Total storage (cult)
0.00 252.00 18,389 0 0
1.00 253.00 21,785 20,087 20,087
2.00 254.00 23,206 22,496 42,583
3.00 255.00 25,317 24,262 66,844
4.00 256.00 27,488 26,403 93,247
5.00 257.00 29,718 28,603 121,850
6.00 258.00 31,994 30,856 152,706
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] ID]
Rlse (in) = 36.00 2.75 10.00 0.00 Crest Len (ft) = 20.00 0.00 74.00 0.00
Span (in) = 36.00 2.75 10.00 0.00 Crest El. (ft) = 255.30 0.00 256.00 0.00
No. Barrels = 1 1 1 0 Weir Coeff. = 3.33 0.00 3.00 0.00
Invert El. (ft) = 247.00 252.00 253.40 0.00 Weir Type = Riser - Broad -
Length (ft) = 94.00 50.00 0.50 0.00 Multi-Stage = Yes No No No
Slope (%) = 0.70 0.50 0.01 0.00
N-Value = .013 .013 .013 .000
Orif. Coeff. = 0.60 0.60 0.60 0.00
Multi-stage = n/a Yes Yes No Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft
Note: Culvwffirifice outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions
Stage (ft)
6.00
5.00 ?----- -..
- -
4.00
3.00
-----
------------
------------- ----
---------- - ----
1.00
----------- ----
0.00
0.00 70.00
Total 0
Stage / Discharge
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00
I i I i i I i i i 1 0.00
140.00 210.00 280.00 350.00 420.00 490.00 560.00 630.00 700.00 770.00
Discharge (cfs)
10
11
Hydrograph Summary Report
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cult) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cuft) Hydrograph
description
1 Manual 101.00 3 30 255,739 - ----- -- Inflow Hydrograph
2 Reservoir 90.65 3 36 255,513 1 256.24 99,993 WQ Pond
Final Pond Design.gpw Return Period: 100 Year Thursday, Apr 8 2010, 8:48 PM
Hvdraflow Hvdrooraohs by Intelisolve
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
WQ Pond
Hydrograph type = Reservoir
Storm frequency = 100 yrs
Inflow hyd. No. = 1
Reservoir name = Water Quality Pond 1
Storage Indication method used.
Q (cfs
120.00
100.00
80.00
60.00
40.00
20.00
Thursday, Apr 8 2010, 8:48 PM
Peak discharge
Time interval
Max. Elevation
Max. Storage
= 90.65 cfs
=3min
= 256.24 ft
= 99,993 cult
Hydrograph Volume = 255,513 cult
WQ Pond
Hyd. No. 2 -- 100 Yr
- ----------- - ---------- --- - - -----
- ---- ---------------------------- ------
- ---- -----------------
-- ----------------- - -
---------- ----------- -------------------------- - ------------- - ------ -- - - - -- - --- - - - - ------ ------------------- ----- --------------- ------- - ------ -
- -------- --------- -------------------- ---
--------- -- - --------------------------------- ------ - - ---------
f- I --------- -------- - -
-- -- --------- ----------------
--- ---------- ------ --------------- - ------------ ------- ------
------------- -------------------- ----------- -----------------
------------ ----------- ---------- ------
-------------------- ---------- ---
Q (cfs)
120.00
100.00
80.00
60.00
40.00
20.00
0,00 0.00
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0 7.5
Hyd No. 2 Hyd No. 1 Time (hrs)
12
Pond Report
Hydraflow Hydrographs by Intelisolve Thursday, Apr 8 2010, 8:48 PM
Pond No. 1 - Water Quality Pond 1
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (tuft) Total storage (tuft)
0.00 252.00 18,389 0 0
1.00 253.00 21,785 20,087 20,087
2.00 254.00 23,206 22,496 42,583
3.00 255.00 25,317 24,262 66,844
4.00 256.00 27,488 26,403 93,247
5.00 257.00 29,718 28,603 121,850
6.00 258.00 31,994 30,856 152,706
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise (in) = 36.00 2.75 10.00 0.00 Crest Len (ft) = 20.00 0.00 74.00 0.00
Span (In) = 36.00 2.75 10.00 0.00 Crest El. (ft) = 255.30 0.00 256.00 0.00
No. Barrels = 1 1 1 0 Weir Coeff. = 3.33 0.00 3.00 0.00
Invert El. (ft) = 247.00 252.00 253.40 0.00 Weir Type = Riser --- Broad ---
Length (ft) = 94.00 50.00 0.50 0.00 Multi-Stage = Yes No No No
Slope (%) = 0.70 0.50 0.01 0.00
N -Value = .013 .013 .013 .000
oft Coeff. = 0.60 0.60 0.60 0.00
Mutti-Stage = n/a Yes Yes No ExfiItration = 0 .000 in/hr (Contour) Ta itwater Elev. = 0.00 ft
Note! Cutvert/Orlfice outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions
Stage (ft)
6.00
5.00
4.00 ----------
3A0
2.00
1.00
0.00
0.00 70.00
Total Q
Stage / Discharge
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00
0.00
140.00 210.00 280.00 350.00 420.00 490.00 560.00 630.00 700.00 770.00
Discharge (cfs)
13
Contour Contour Incr. Accum. Stage
Elev. Area Storage Storage (S) (Z)
(ft) (sfl (of) (cf) (ft) In (S) In (Z) Z eet

2510 10,89 - - 0.00
253.0 21,785 20,087 20,087 1.00 9.91 0.00 1,06
254.0 ?23 ?06. 22,496 42,583 2.00 10.66 0.69 2.02
255.0 25,317;: 24,262 66,844 3.00 11.11 1.10 2,98
256:0 27,488 26,403 93,247 4.00 11.44 1.39 3.96
2,57.0_ 29;718- ` 28,603 121,850 5.00 11.71 1.61 4.99
258-0 31,994 30,856 152,706 6.00 11.94 1.79 6.06
Regression Output:
b- 1.160896805 (X Variable Coal
Ks- 18,850 (e' °°`P )
Stage - Storage Equation is of the form: S - (Ks)M"
Check of Ks and b : S - Ks z
Storagne Area Stage
18,850 1
42,148 2
67,483 3
94,240 4

Barrel None
Area
Dia.ofOrifice r 2.75 inches 0.041247004
Page 1 of 2
TIME INFLOW STORAGE STAGE
min Lem fa LAI
Control TOTAL
BARREL OUTFLOW
L£11 W&I
0.00 0.00 27272 137 0.23 0.23
60.00 0.00 27272 1.37 0.23 0.23
120.00 0.00 26434 1.34 0.23 0.23
180.00 0.00 25607 1.30 023 0.23
240.00 0.00 24791 1.27 0.22 0.22
300.00 0.00 23986 1.23 022 0.22
360.00 0.00 23193 1.20 0,22 022
420A0 0.00 22411 1.16 0.21 0.21
480.00 0.00 21641 1.13 0.21 021
540.00 0.00 20882 1.09 0.21 021
600.00 0,00 20135 1.06 0.20 0.20
660.00 0.00 19400 1.03 020 0.20
720.00 0.00 18676 0.99 0.20 010
780.00 0.00 17964 0.96 0.19 0.19
840.00 0.00 17263 0.93 0.19 0.19
900.00 0.00 16575 0.90 0.19 0.19
960.00 0.00 15898 0.86 O.1S 0.18
1020.00 0.00 15234 0.83 0.18 0.18
1080.00 0.00 14582 0.80 0.18 0.18
1140.00 0.00 13942 0.77 0.17 0.17
1200.00 0.00 13314 0.74 0.17 0.17
1260.00 0.00 12698 0.71 0.17 0.17
1320.00 0.00 32095 0.68 0.16 0.16
1380.00 0.00 11504 0.65 0.16 0.16
1440.00 1 0.00 10926 0.63 0.16 0.16
1500.00 0.00 10361 0.60 0.15 0.15
1560.00 0.00 9809 0.57 0.15 0,15
1620.00 0.00 9269 0.54 0.15 0.15
1680,00 0.00 8742 0.52 0.14 0.14
1740.00 0.00 8229 0.49 0.14 0.14
1800.00 0.00 7728 0.46 0.14 0.14
1860.00 0.00 7241 0.44 0.13 0.13
1920.00 0.00 6768 0.41 0.13 0.13
1980.00 0.00 6308 0.39 0.12 0.12
2040.00 0.00 5862 037 0.12 0.12
2100.00 0.00 5430 0.34 0.12 0.12
2160.00 0.00 5011 032 0.11 0.11
2220.00 0.00 4607 0.30 0.11 0.11
2280.00 0.00 4217 0 28 0.10 0.10
2340.00 0.00 3842 0.25 0.10 0.10
2400.00 0.00 3482 023 0.10 0.10
2460.00 0.00 3136 0.21 0.09 0.09
2520.00 0.00 29% 0.19 0,09 0.09
2580.00 0.00 2491 0.17 0.08 0.08
2640.00 0.00 2392 0.16 0,08 0.08
2700.00 0.00 1909 0.14 0.07 0.07
2760.00 0.00 1643 0.12 0.07 0.07
2820.00 0.00 1393 0.11 0.06 0.06
2880.00 2 0.00 1160 0.09 0.06 0.06
2940.00 0.00 945 0.08 0.05 0.05
3000.00 0.00 748 0.06 0.05 0.05
3060.00 0.00 570 0.05 0.04 0.04
3120,00 0.00 411 0.04 0.04 0.04
3180.00 0.00 274 0.03 0.03 0.03
3240.00 0.00 158 0.02 0-03 0.03
3300,00 000 67 0.01 0.02 0.02
3360.00 0.00 4 0.00 0.01 0.01
56.00 hours 2.33 days
Temp Pool drains completely down at time 3,240 minutes or 2.3 days.
Page 2 of 2
Table of Contents
Final Pond Design Clogged.gpw
Hydraflow Hydrographs by Intelisolve
Thursday, Apr 8 2010, 9:21 PM
Hydrograph Return Period Recap ................................................................... 1
100 - Year
Summary Report .............................................................................................................. 2
Hydrograph Reports ........................................................................................................ 3
Hydrograph No. 2, Reservoir, WQ Pond ....................................................................... 3
Pond Report .............................................................................................................. 4
Hydrograph Return Period Recap
Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph
No. type
(origin) Hyd(s)
1-Yr
2-Yr
3-Yr
5-Yr
10-Yr
25-Yr
50-Yr
100 Yr description
1
2 Manual
Reservoir
1 37.74
0.000 47.94
28.42 ------
------
--- 60.37
36.40 -
- --
- 101.00
87.99 Inflow Hydrograph
WQ Pond
Proj. file: Final Pond Design Clogged.gpw Thursday, Apr 8 2010, 9:21 PM
Hwirafinw Hvrlrnnranhs by Intelisolve
Hydrograph Summary Report
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cult) Hydrograph
description
1 Manual 101.00 3 30 255,739 ---- - - Inflow Hydrograph
2 Reservoir 87.99 3 39 166,380 1 256.54 108,648 WO Pond
Final Pond Design Clogged.gpw Return Period: 100 Year Thursday, Apr 8 2010, 9:21 PM
Hvdraflow Hvdroaraohs by Intelisolve
Hydrograph Plot
Hydraftow Hydrographs by Intelisolve Thursday, Apr 8 2010, 9:21 PM
Hyd. No. 2
WQ Pond
Hydrograph type = Reservoir Peak discharge = 87.99 cfs
Storm frequency = 100 yrs Time interval = 3 min
Inflow hyd. No. = 1 Max. Elevation = 256.54 ft
Reservoir name = Water Quality Pond 1 Max. Storage = 108,648 cuft
Storage Indication method used. Hydrograph Volume = 166,380 cult
Q (cfs)
120.00
100.00
80.00
60.00
40.00
20.00
0.00 1" 1 I 1
0.0 0.3 0.5 0.8 1.0 1.3
Hyd No. 2 Hyd No. 1
WQ Pond
Hyd. No. 2 - 100 Yr
Q (cfs)
120.00
100.00
80.00
60.00
40.00
20.00
0.00
1.5 1.8 2.0 2.3 2.5 2.8
Time (hrs)
3
Pond Report
Hydraflow Hydrographs by Intelisolve Thursday, Apr 8 2010, 9:21 PM
Pond No. 1 - Water Quality Pond 1
Pond Data
Pond storage is based on known contour areas. Average end area m ethod used.
Stage If Storage Table
stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cuff)
0.00 252.00 18,389 0 0
1.00 253.00 21,785 20,087 20,087
2.00 254.00 23,206 22,496 42,583
3.00 255.00 25,317 24,262 66,844
4.00 256.00 27,488 26,403 93,247
5.00 257.00 29,718 28,603 121,850
6.00 258.00 31,994 30,856 152,706
Culvert I Orifice Structures Weir Structures
[A] IB] [C] [D] [A] [B] [C] ID]
Rise (in) = 0.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 74.00 0.00
Span (in) = 0.00 0.00 0.00 0.00 Crest El. (ft) = 0.00 0.00 256.00 0.00
No. Barrels = 0 0 0 0 Weir Coeff. = 3.33 0.00 3.00 0.00
Invert El. (ft) = 0.00 0.00 0.00 0.00 Weir Type = - --- Broad -
Length (ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No
Slope (%) = 0.00 0.00 0.00 0.00
N -Value = .013 .013 .013 .000
Orif. Coeff. = 0.60 0.60 0.60 0.00
Multi-Stage = n/a No No No Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft
Note: Culvert/Orifice outflows have been analyzed under Inlet and outlet control. Weir riser checked for orNks conditions.
Stage (ft)
6.00
5.00--
4.00-
3.00--
2.00--
1.00--
0.00 0.00
Stage I Discharge
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00
- r I- I I I I I I 0.00
60.00 120.00 180.00 240.00 300.00 360.00 420.00 480.00 540.00 600.00 660.00
Discharge (cfs)
Total Q
4
WESTPOINT AT 751- NITROGEN CALCULATIONS
TOTAL SITE AREA = 17.43 ac.
Exisitna Condititons
Undisturbed Open Space = 17.43 ac
Proposed Condition without Treatment
Total Site Area = 17.43 ac
impervious Area = 7.76 ac
Managed Open Space = 5.48 ac
Undisturbed Open Space = 4.19 ac
17.43 ac
Nitrogen Loading (lb/ac/yr) = 7.0 Ibs/ac/yr
122.0 Ibs/yr
See attached Worksheet - Total Site - Developed no Treatment
Proposed Drainage to WQ Train without Treatment
Drainage Area to WQ Train = 10.58 ac
Impervious Area = 7.76 ac
Managed Open Space = 2.82 ac
Undisturbed Open Space = 0 ac
10.58 ac
Nitrogen Loading (lb/ac/yr) = 13.8 Ibs/ac/yr
145.9 Ibs/yr
See attached Worksheet - Area to WQ Train, Developed no Treatment
Remainder of Site Area without Treatment
Remainder Site Area =
6.85 ac
Impervious Area = 0 ac
Managed Open Space = 2.66 ac
Undisturbed Open Space = 4.19 ac
6.85 ac
Nitrogen Loading (lb/ac/yr) = 0.5 Ibs/ac/yr
3.3 Ibs/yr
See attached Worksheet - Remainder Site Area
SUMMARY
-Total Post-Developed Nitrogen Loading Per City of Durham Worksheet :
122.0Iblyr or 7.0 lb/aclyr
- All of Impervious and roughly half of Managed Open Space will drain
through an on-site Water Quality. Train (Wet Pond and Level Spreader with Engineered
Vegetated Filter Strip [LS-VFS])
The Area flowing through the WO Train Nitrogen Loading = 145.9 Ibs/ac/yr
The following is a break down of the Nitrogen Reduction for each Device:
Initial WO Train Loading =
145.9 Ibs/yr
Wet Pond provides 25% reduction = 36.5 Ibs/yr
Total Loading after Wet Pond =
109.4 Ibs/yr
LS-VFS 30% reduction *= 32.8 Ibs/yr
Total Loading after WQ Train =
76.6 Ibs/yr
Now add back on-site areas that recevied no treatment = 3.3 Ibs/yr
TOTAL NITROGEN LOADING AFTER REDUCTION = 79.9 Ibs/yr
or 4.6 lbs/ac/yr
So, overall Nitrogen Reduction provided On-site =
Total minus Post
122.0 Ibs/yr - 79.9 Ibs/yr = 42.1 Ibs/yr or
. 2.4 Ibs/ac/yr
* - New DWQ Rules provide a 30% Nitrogen reduction for Level Spreaders with an
Engineered Vegetated Filter Strip. Reference NCDENR BMP Manual Chapter 8
DONOR EASEMENT REQUIRED TO OFFSET REMAINING NITROGEN LOAD
- Now Determine minimum Donor Easement required to meet 2.2 lbs/actyr total
Loading requirement per Zoning Committed Element.
Initial Total Loading Rate = 7.0 lbs/actyr
Target Rate to Achieve = 2.2 lbs/ac/yr
Amount Required to Mitigate 4.8 Ibs/ac/yr
Nitrogen mitigated thru WQ Train = 2.4 lbs/actyr 50% on-site
Amount required to migitate thru 2.4 Ibs/aclyr
off-site easement
- Resolve In spreadsheet to obtain:
7.0 lbs/actyr - 2.4 Ibs/ac/yr = 4.6 Ibslac/yr
Per the updated worksheet it will require a total of 10.60 acres of Undisturbed Open
Space of which 4.19 is already provided therefor the off-site area requried would be:
10.6 acres - 4.19 acres = 6.41 acres Required
The Westpoint project proposes to need 6.41 AC of off-site donor or 12.82 credits.
The Proposed Old Hope Valley Farm Road Donor Bank should provide the available credits required.
Nitrogen Loading Calculation Worksheet
Project Name: Westpoint at 751-Total Site - Developed no Treatment
Date: 319110
BY: CE Group, Inc. Checked By:
Method A for Quantifying TN Export from Residential ! Industrial J Commercial
Developments when Footprints of all Impervious Surfaces are Shown, City of Durham
Step 1: Determine area for each type of land use and enter in Column (2).
Step 2: Total the areas for each type of land use and enter at the bottom of Column (2) at "Total Area = .
Step 3: Calculate the fraction of the total area that is impervious area and enter in space provided (col 1)
Step 4: Using the impervious surface fraction in step 3 as °I,°
calculate (0.43 + 7.7 I) and enter in Column (4).
Step 5: For each row, multiply columns (2) (3) and (4) and enter in column (5).
Ste 6: Sum the rows of column 5) and enter at the bottom as total loading.
Predevelo meet

typ
Z'
t
:410.d .4

Impervious surface 000 2.6 0.43 0.0
Managed open space 000 1.36 0.43 0.0
Undisturbed open space 17 M 0,95 0.43 7.1
';r€€

-..?.:.:.: .:.:.:.:.::.:.:

7.43 aid
°o

..sit...........:

7,
1

:?..
.g. 0.4
"..taiE.ra..:....
i€?riETis?

0.00
-
Postdevelo ment

tier€i=€

Impervious surface 7 76 2.6 3.86 77.8
Managed open space 5.118 1.36 3.86 28.8
Undisturbed open space 11.19 0.95 3.86 15.4
?..
.. .......:.:.:.:.:..:.:....
17.43
5.?....
122.0
???13(i???ll# .
7.
. ta?fdts: sit
0.45

:'
Nitrogen Loading Calculation Worksheet
Project Name: Wes oint at 751- Area to WQ Train, Developed no Treatment
Date: 319/10
By: CE Group, Ina Checked By.
Method A for Quantifying TN Export from Residential I Industrial I Commercial
Developments when Footprints of all Impervious Surfaces are Shown, City of Durham
Step 1: Determine area for each type of land use and enter in Column (2).
Step 2: Total the areas for each type of land use and enter at the bottom of Column (2) at "Total Area ='.
Step 3: Calculate the fraction of the total area that is impervious area and enter in space provided (col 1)
Step 4: Using the impervious surface fraction in step 3 as "I,"
calculate (0.43 + 7.7 I) and enter in Column (4).
Step 5: For each row, multiply columns (2) (3) and (4) and enter in column (5).
Step 6: Sum the rows of column (5) and enter at the bottom as total loading.
Predevelo ment
2
0 -
>ioililtiiig

Impervious surface. 000 2.6 0.43 0.0
Managed open space 0 00 1.36 0.43 0.0
Undisturbed open space 17.43 0.95 0.43 7.1
:T:•:•:•::•:•:•:•:•

.......

7.43

ital
L6 d
a
..,:?..?...

.1
0.4

$:
0.00
Postdevelo ment
=`€
..

•

Imo
. #, tiiin
.
.

Impervious surface 776 2.6 6.08 122.6
Managed open space 2.82 1.36 6.08 23.3
Undisturbed open space 000 0.95 6.08 0.0
`:
I € td ......................
58
10 . ?€ ota`Eo s :i
....•:..
'9.?..•. ..
145.9
a

as
e _ .mod{
tA
.9.
.9

3.8
y ••• Vi.T:::::::
0.73
Nitrogen Loading Calculation Worksheet
Project Name: Westpolnt at 751- Remainder Site Area
Date: 319/10
By: CE Group, Inc. Checked By:
Method A for Quantifying TN Export from Residential / Industrial ! Commercial
Developments when Footprints of all Impervious Surfaces are Shown, City of Durham
Step 1: Determine area for each type of land use and enter in Column (2).
Step 2: Total the areas for each type of land use and enter at the bottom of Column (2) at "Total Area =".
Step 3: Calculate the fraction of the total area that is impervious area and enter in space provided (col 1)
Step 4: Using the impervious surface fraction in step 3 as Ni,"
calculate (0.43 + 7.7 n and enter in Column (4).
Step 5: For each row, multiply columns (2) (3) and (4) and enter in column (5).
Ste 6: Sum the rows of column 5 and enter at the bottom as total loading.
Predevelo ment
'`

r

: •
r:
.. T.
ifriD!

-11tilil . • ?

. ?

F

il
..t

Impervious surface 000 2.6 0.43 0.0
Managed open space 0 00 1.36 0.43 0.0
Undisturbed open space 17 M 0.95 0.43 7.1

' s #?I ... ' .......................

7.43
d .
02
F#_:.t ;
Q> .. .. ?..-Y

.1
g. .
0.4
/1,? EE 44r
0.00 *.
Postdevelo ment

NO C. 0.

Impervious surface 000 2.6 0.43 0.0
Managed open space 266 1.36 0.43 1.6
Undisturbed open space y,19 0.95 0.43 1.7
Fi ...:.........:.:.:::

6.85
.z?;
T...t.I.d. #....
•.:

3

:'?r?it:• .Iii:..?/?Gl.•'•••'•.•l??•....•:•• 0.5
*?1rd .rea -:
O.oo
Nitrogen Loading Calculation Worksheet
Project Name: Wes oint at 751 Additional Open Space Iteration, 22#/aa,yr
Date: 319/10
BY: CE Group, In Checked By:
Method A for Quantifying TN Export from Residential I Industrial / Commercial
Developments when Footprints of all Impervious Surfaces are Shown, City of Durham
Step 1: Determine area for each type of land use and enter in Column (2).
Step 2: Total the areas for each type of land use and enter at the bottom of Column (2) at 'Total Area ='.
Step 3: Calculate the fraction of the total area that is impervious area and enter in space provided (col 1)
Step 4: Using the impervious surface fraction in step 3 as 'I,'
calculate (0.43 + 7.7 I) and enter in Column (4).
Step 5: For each row, multiply columns (2) (3) and (4) and enter in column (5).
Step 6: Sum the rows of column (5) and enter at the bottom as total loading.
Predevelo ment
`
'yri ?k

t
Impervious surface 2.6
Managed open space 1.36
Undisturbed open space 0.95

T
s ia .......:.......:.....
0.00 .. ?i` .-` °. ... -

..
Fr# ND = =
Postdevelopment

i`o".
sl< ..
?. IE. .
i
Impervious surface 776 2.6 2.94 59.2
Managed open space 15 y? 1.36 2.94 21.9
Undisturbed open space 1060 0.95 2.94 29.6
23.84
110.7
..9..
4
.6
Fr#s: ttCa!-::::: 0.33
WESTPOINT AT 751- NITROGEN CALCULATIONS
TOTAL SITE AREA = 17.43 ac.
Exisifn„a Condifitons
Undisturbed Open Space = 17.43 ac
Proposed Condition without Treatment
Total Site Area = 17.43 ac
Impervious Area = 7.76 ac
Managed Open Space = 5.48 ac
Undisturbed Open Space = 4.19 ac
17.43 ac
Nitrogen Loading (lb/ac/yr) _
7.0 Ibs/ac/yr
122.0 Ibs/yr
See attached Worksheet - Total Site - Developed no Treatment
Proposed Draina_e to WQ Train without Treatment
Drainage Area to WQ Train = 10.58 ac
Impervious Area = 7.76 ac
Managed Open Space = 2.82 ac
Undisturbed Open Space = 0 ac
10.58 ac
Nitrogen Loading (lb/ac/yr) = 13.8 lbs/ac/yr
145.9 ibs/yr
See attached Worksheet - Area to WO Train, Developed no Treatment
Remainder of Site Area without Treatment
Remainder Site Area =
6.85 ac
impervious Area = 0 ac
Managed Open Space = 2.66 ac
Undisturbed Open Space = 4.19 ac
6.85 ac
Nitrogen Loading (lb/ac/yr) _ 0.5 Ibs/ac/yr
3.3 Ibs/yr
See attached Worksheet - Remainder Site Area
SUMMARY
- Total Post-Developed Nitrogen Loading Per City of Durham Worksheet :
122.0Iblyr or 7.0 lb/ac/yr
- All of Impervious and roughly half of Managed Open Space will drain
through an on-site Water Quality Train (Wet Pond and Level Spreader with Engineered
Vegetated Filter Strip [LS-VFS])
The Area flowing through the WQ Train Nitrogen Loading = 145.9 Ibs/ac/yr
The following is a break down of the Nitrogen Reduction for each Device:
Initial WQ Train Loading =
145.9 Ibs/yr
Wet Pond provides 25% reduction = 36.5 Ibstyr
Total Loading after Wet Pond =
109.4 Ibs/yr
LS-VFS 30% reduction *= 32.8 Ibstyr
Total Loading after WQ Train =
76.6 lbstyr
Now add back on-site areas that recevied no treatment = 3.3 Ibstyr
TOTAL NITROGEN LOADING AFTER REDUCTION = 79.9 Ibs/yr
or 4.6 Ibs/ac/yr
So, overaill Nitrogen Reduction provided On-site =
Total minus Post
122.0 Ibs/yr - 79.9 Ibstyr = 42.1 Ibstyr or
2.4 Ibs/aclyr
* - New DWQ Rules provide a 30% Nitrogen reduction for Level Spreaders with an
Engineered Vegetated Filter Strip. Reference NCDENR BMP Manual Chapter 8
DONOR EASEMENT REQUIRED TO OFFSET REMAINING NITROGEN LOAD
- Now Determine minimum Donor Easement required to meet 2.2 lbs/ac/yr total
Loading requirement per Zoning Committed Element.
Initial Total Loading Rate = 7.0 Ibs/ac/yr
Target Rate to Achieve = 2.2 Ibs/ac/yr
Amount Required to Mitigate 4.8 Ibs/ac/yr
Nitrogen mitigated thru WQ Train = 2.4 lbs/ac/yr 50% on-site
Amount required to migitate thru 2.4 Ibs/ac/yr
off site easement
- Resolve in spreadsheet to obtain:
7.0 Ibs/ac/yr - 2.4 Ibs/ac/yr = 4.6 Ibs/ac/yr
Per the updated worksheet it will require a total of 10.60 acres of Undisturbed Open
Space of which 4.19 is already provided therefor the off-site area requried would be:
10.6 acres - 4.19 acres = 6.41 acres Required
~ ~ r ~ ~ ~
\ 30' WIDE NATURAL us.A. f~~~ f ~ sl o O w
` , ` rn" ~ N ~ ; o; - . PROJECT BOUNDARY U.S. ATTORNEY ° BUFFER 0.6 OPACITY ARCEL IC:14337a r., P ~r ~i O O W ~ 1~
;e~- ( } D641ia 46i FLOW SPUTTER BOX - ~y D~? USE: VACANT COMMUNITY SERVICE 100' LEVEL
_ - x ; ~ ZONED: RR SPREADER p \ ,~.Y.= RBANTIERFIJ-B 1 ~ a
O ~ N- '1 yS i ~ ~ , r ^ . - ,heh,g pEyd~ a~~ t ~ lF• d0 ~ ~ r f~ g p - f d ' ~
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_ - ~ ~j_ ti - - _ _ -i ~ fy SITE DATA k 't~ ~ :....~ry ~ ,I ' , , ~ TOTAL SITE AREA: t 17.43 AC. (t 759,251 S.F.) ~ , p ~ t- ( ~
.M1 7 . , - - - - - r 4_ g TRACT 1 ~
.e - _ _ : - _ ~ , 1 - . - ~#+y~ - _ Lu Q SITE AREA: 9,02 AC.(±392,911) ZONING:CC(D) ~
i; 'R ~ s P - _ . ~ . Nr~ CURRENT USE: VACANT DB: 2388 PG: 340 ;°s
r----- ~ .pt`s . - - _ - _ - R ~n < - _ - ~ _ - PAR E r ,SIT p~ p ~ - - , MKSL HOTEL, LCC; LOCATION: 7806 NC 751 HWY; TRIANGLE TOWNSHIP, PIN#; 0718-03.13-5168 ~ry I PARCEL ID:143672 DURHAM COUNTY, NORTH CAROLINA WATERSHED OVERLAY: F!J-B
. Y ~ J.. _ - r • ~ , , #YI _ . DB 006958 p. 000634 Pi3173 p. un DEVELOPMENT TIER; SUBURBAN ' ~ I f1~
, ;ARE ~ <<_ ; r CO _ ~ p _ _ - _ USE , RED ~E~' t _ _ C ~ _ _ r ~ ~ - - u3E: cot~IERDIa-! HotE~ CAPE FEAR RIVER BASIN ~ c4 L~• 20NED:b1U(D) PROPERTY OWNERlAPPLICANT
E • C9AT _ _ SUBU - - c NIF . , ~ r • . s t , SOUTHPOINT OWNERS I ~ i _ } SUBURBAN TIER FIJ-B LEE-MOORE OIL COMPANY CONTACT: KIRK BRADLEY ~ P.O. BOX: DRAWER 9 PHONE: [phone] t
E 9 .ter-. d . ; , ° I I ASSOCIATION, INC 'I = - ~ _ . , _ PARCEL 10:1435T8 t • _-~~Y - rs~ I r ~E< ~ , r ~ i ~ ~ r u: ~ • °i DB008290 p.OD0832 SANFORD, NC 27331 FAX; [phone] v 4
- _ w...., . 1 ~ i - , - 6~'{ Ci 7 :~~_,'4- ~ $ s k ~ P8145 p 123
' t - z E _ Y' _ USEiVAbANTlCOMMERCIAL 1 ~ _ SITE AREA. S 41 AC. (t 366;340) TRACT 2 ZONING, CC(Oj k. ~ ~ VL Date: k 'Y } ~ APr~i~ 2o~a
~ r , _ i',: '1' I : ZONED: MU{0) ~ I`I'' : f F ~•$m~,v? I`r ~,:,^~p}=M~`' ~ i, ~ ~I ° ~ ' t SUBURBAN TIERFlJ•B L TAREA/ IMPERVI( - - ZEA / IMPERVIOUS AREA CURRENT USE: VACANT DB: 6127 PG:195 ~ ? ~ ~ ~ I ~ ' ' LOCATION: 7906 NC 751 HWY, TRIANGLE TOWNSHIP, PIN#:0718-03-12-6501 ~ ~ ~ ;~~''9
_ r ~ _ t ~I n , . t . : LOT AG. LOT AC; IMPERUIOU5 DURHAM COUNTY,NORTH CAROLINA WATERSHED OVERLAYi FlJ-6 } ;r} ,,a g~~`,; 14 ~ h i.., SCSIe: ~ _~O
{7~1I:6...,i ar~•;t:r(.G4 ,Jl~Plld=~~f,-~~ _ LOT#1= 6;84 AC, DEVELOPMENT TIER: SUBURBAN 4 y ^t ` ,y 6,84 AC, 0.00 AC. I. l a s CAPE FEAR RIVER BASIN t Drawn:
NIF ~ ~ - I__-Ct1 =_1~ I r:,.r'll i~9'~ L"1UT SOUTHPOINTTERRACEOWNER9 N(F ~ LOT#2 2:13 AG. 2.13 AC: 1.61 AG. PROPERTY OWNER! APPLICANT 3.05 AC: 2.35 AC: LEE•MOORE CAPITAL COMPANY CONTACT: KIRK BRADLEY ~,I a ~ 1 ~
BfFw . ~ ~ ~ Is!,r ~,11)l'°: ~':.ti.1'R Asl~oclATloN, INC LOT#3= 3.05 AG: 1300 KNOLL CIRCLE APARTMENTS r ;~st :r1~ _ ~ PARCEL ID:193723 INVESTORS, LLC a LDT#4= 1.06 AC: tl R.:,~ r, ~ P~. , 1.08 AC: 0.75 AC: P.O. BOXi DRAWER 9 PHONE: [phone] ~ } , ij BPD
ly,,~~ ,~k~*rJ3 OB005508p.000639 PARCEL ID: 143580 _ LOT#5= 1.02 AC: PB 181 p.154 D8 004208 p. 000678 LOT#6= 2.17 AG 1.02 AC. 0.80 AG: SANFORD, NC 27331 FAX: (919} 774.6967 ~ ° ~ ~ Checked: 2.17 AC. ' 1.33 AC. Lit ~ ~
USE: VACANTIRESIOENTIAL P8148 p 027 HOMEOWNERS ASSOCIATION USE: COMMUNITYIAPARTMENT•GARDEN LOT#7- 1.08 AG: 1.08 AC. 0.92 AC. TREE COVERAGE REQUIRED: 1.74 AG. (10.00% OF SITE) BUILDING SETBACKS: , ~ } `3'~,:, ' t' ` ry MPA
zoi1ED:PORS.z79 zaNeo:RS:M(D) NOTE: R,O,WDEDICATION O,O6AC:: LEGEND SUBURBAN TIERFlJ•B SUBURBAN TIERFtJ-B EROSION CONTROL NOTES -STORM WATER MANAGEMENT STRUCTURE AND TOTAL= 17.43 AC ICATION 0,06 AC. 0.00 AG. TREE COVERAGE PROVIDEDi 3.26 AC. (18.829'° OF 51TE} STREET; 25' -OPPOSITE MU(D) 1~~ ~
SUBSURFACE DRAINAGE SYSTEM OWNED / 17.43 AC. 7.76 AC. SIDE: 50' - OPPOSITE PDR , ~ Project No. IMPERVIOUS AREA: t 1.66 AC. (t 9.52°k) 4 200-$8
- DISTURBED LIMB LINE (fYP.} ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH STATE AND MAINTAINED BY OWNERS ASSOCIATION. NO TpF TREE PROTEOTVON FENCE(TYP.) LOCAL REQUIREMENTS, THROUGH DRAINAGE STORM EASEMENTS FUTURElMPERVIOUSRREA: t 6.10 AC. (t 35.00°k) LANDSCAPE BUFFERS:
E, STORM DRAIN PIPE (TYP:) REQUIRED. MAXIMUM AREA OF IMPERVIOUS SURFACE: ± 7.76 AC. ±44,52% RR i RS-20 -VACANT: 30' ( ) ~ Computer Dwg. Name RS-10 -DEVELOPED; 50'
PLAN SHOULD INCLUDE PROVISIONS FOR GROUNDCOVER ON CATCH BASIN (OB) EXPOSED SLOPES WITHIN 21 CALENDAR DAYS FOLLOWING DISTURBED AREA: t11,40AC. MTCBUFFER: 100' ' 200-88_Sht-O6-Grading-Plan
COMPLETION OF ANY PHASE OF GRADING; PERMANENT
J GROUNDCOVER FOR ALL DISTURBED AREAS WITHIN 15 WORKING ® DROP INLET (Dlf ~ DAYS OR 90 CALENDAR DAYS HICHEVER IS 5HORTER} STORMWATER POND ACCESS NOTE PREEDEVELOPMENTTRRNSPORTATION-RELATED IMPERVIOUS AREA (ACRES)= 0 ~ ~ ~ Q PRE-DEVELOPMENT NON-TRANSPORTATION-RELATED IMPERVIOUS AREA (ACRESj= 0 ! Sh4@( NO;
FOLLOWING COMPLETION OF CONSTRUCTION OR DEVELOPMENT. 1) THE ACCESS EASEMENT TO THE TOP OF AND AROUND TOP OF THE OF THE POST-DEVELOPMENT TRANSPORTATION-RELATED IMPERVIOUS A;~EA (ACRES}= 1:21
FLAREDfND SECTION{FES) - - NORTH DAM SHALL BE A MINIMUM OF 10 FEET WIDE, SHALL HAVE A MAXIMUM FI J R ~ C V ~ E V V O I V LY / D Q 7 ~4 D 771 MAINTENANCE: ALL EROSION. AND 5ED(MENT CONTROL PRACTICES CPNTERLINE GRADE AND CROSS•SLOPE OF LESS THAN OR EQUAL TO t EQUAL TO POST DEVELOPMENT NON TRANSPORTATION-RELATED IMPERVIGUS AREA (ACRESj= 0.39 ~ , • - t ~ h , j
BC= BACK OF CURB t~ u. r . GL.l1 TO BE INSPECTED WEEKLY AND AFTER EVERY RUNOFF PRODUCING 5.1 (H:V) AND 10:1 (H V) RESPECTIVELY. ACCESS ACROSS THE imrcnv VuVtA m \ ruiul\r W-W THE PRE-DEVELOPMENT TRANSPORTATION-RELATED IMPERVIOUS AREA (ACRES)= 0
TP= TOP OF PAVEMENT NOT RELEASED RAINFALL EVENT. NEEDED REPAIRS WILL BE MADE IMMEDIATELY. EMERGENCY SPILLWAY WILL BE PROVIDED SUCH THAT AN PRE-DEVELOPMENT NON-TRANSPORTATION-RELATED IMPERVIOUS AREA (ACRES)= 0 '
TS= TOP OF SIDEWALK + + 50' 0 50 100, ALL-WEATHER SURFACE CAPABLE OF SUPPORTING HEAVING VEHICLES FG= FINISHED GRADE FOR CONSTRUCTION MAXIMUM GRADED SLOPE SHALL NOT EXCEED THREE (3) TO ONE (1). WILL BE PROVIDED. THE SIDE SLOPES OF THE SPILLWAY SHALL BE 5:1 VEHICLES 'HALL POST-DEVELOPMENT TRANSPORTATION-RELATED IMPERVIOUS AREA (ACRES)-- 4.21 SBE 5:1 POST-DEVELOPMENT NON-TRANSPORTATION-RELATED IMPERVICUS AREA (ACRES)= 1.89 ®f-
OR MILDER. HP= HIGH POINT TOTAL DISTURBED SOIL AREA IS 11.50 ACRES. SCALE.1 -50 (Honz,)

DOMED TRASH RACK N0.6 REBAR W! MAXI 12"
HORIZONTAL OPENING, MOUNTED WITH HINGES AND W
, : ,I N!F tR. - y U.S.A. HOLD DOWN CLASP WITHIN THE INSIDE LIP OF PRE-CAST BOX. LID SHOULD OPEN AWAY FROM DAM.. ~ 4
m _ - - - U.S. ATT®RNEY SEE DETAIL ON THIS SHEET. ' 4" ~
y,, n yew.: FLOW SPUTTER BOX ~n , , _ z.„<""^"'~•.. . ,,,,n~.:, INV OUT= 246.30 EXTEND WHEEL ABOVE TOP OF RISER EL: 255.30
PARCEL ID:143370 ~r _ . ° DB 404 .491 p PRE-CASTBOX
.w~~ --.W.:: _ ~ "z°e•.,_,„ USE: VACANT-COMMUNITY SERVICE AND TRASH RACK © STEPS
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_ _ ,z .~-.~_wz.... UBURBA - v. Yt n_m..~,a _ . 5" TEMPORARY PLUG FOR ~ 5'x5' INSIDE DIA.
: ~ TED - , FUTURE 10"DRAIN CONCRETE RISER
..y, , - - - ~ A ROWN EL:= 253:40 " A wl6 THICK SOLID WALLS
TEP . . - TEMPORARYPLUGFOR o 0000000 00®®00® ~ FUTURE 2 314" DRAIN 15" MIN. WEIGHT= A _ ~
_ . _..~a ..,...,.-~,.u - _ _ _ D _ - DOWN EL.= 252:00.
_ _ - z., o KLAN SIDE ELEVATION ~
_ EX r . ~ ~ _ EXTENDED VALVE ~j
r.~~. _ i ~w-y =4 ~ - - SASS n7~Rl I_ -w,-.~ P-RAP - _ , a ° STEM W/SUPPORT o WATERPROOF tY
I _ .:r. DISSAPATOR - ~ t ~ f 3' O.C. MASTIC (TYP.)
3 I ~ `T-., - ~ _ o:~~~ f ~ k . ~ tt~ x x - ~j_ - _ ST STAINLESS STEEL ~ SLIP RESISTANT CLEATS
,5 ~ - -D59=1D" .DMAX=15" ~.TM 'PROPOSED? _ - . n~ ~ , • P £ r. - q . ~ u~.. _ _ , STEIN GUIDES (TYF.)
PRIVATE 5T RM ' y--~_ , f, - g. f ~ . ~ ~ CLAS - _ ~ ~ a ,_-n. ~P = r ~ 8"PLUG VALVE- GROUT TO
DRAINAGE I T m.,- , --.v,. _ `y6,: 8 DIP DEWATERING ~a_ ; .z , EASEMENT V r ~x.__ ~ ~ _T ~q_ 1 t. ~ - - - _ )EWATERING INVERT'..: 36" BARREL.-- 'i2"____~_----.-
,s ~ , . ,_,_F. . 2a 4D 5 , _ _ - - _ t. J= 247.00 - I INV. OUT= 246.90 ELEVATION
w~ ; PROPOSE 74 = NV.IN- 247.00 MAX ~5 v - ; , WIDE MME GENCY: - - ~ - #3 OR #4 REBAR
n.~_ ' TOP 0 . ~ . E - - - .-j- .P SPILLWAY E CORROSION RESISTANT MATERIAL TOP OF PAD EL.= 346.30 • " (RUBBER, PLASTIC}
I ~ - - - OF?O U 7 -SHEET 14 ~ ~ - 258 _ _ _ _ 7i1NING,IN n _ ~ _ - . , „ , p 1.5' DEPTH
. C I f r , : _ , _ FTOP°OF~DAM~=258.10.-_.~._,~_ _ - C" - ~ ,.s, ~ - - _ _ ,,TM _ _ - _ _ - - _ j' _ 3"CLEAR Q
{ :._.,5,,,~, -a-~ ss~T__. a~:e~ ~ _ _ _ - - _ _ _ - NOTE. INUOUS RUBBE s> 25 ..u T ~ _ _ ' ~ WNT I - - - p~. _ y ~ n - , - ~n a: _ ONTINUOUS RUBBER WATERSTOPS SHALL eE #4 @ 12" EACH WA,Y 7`
d 1, i f s _ PROVIDED AT ALi: GON . - 1 ~ l ~ .,4 - ~ :..,:.w. p,. -„w- _ v_ - a _ - : - AND SECTIONS SHALL )VIDED AT ALL CONSTRUCTION JOINT5IN RISER SECTION A-A 1 SECTIONS SHALL BE STRAPPED TOGETHER SQUARE
1 d ~ ~ , a_ :e- ~ - _ __.:-Q-. - . WlSTAINLESS STEEL H~ w , . I ~ ~ ~ _ , - _ _ _ - TAINLESSSTEELHARDWARE. STANDARD SIP gp~Ea,~1~3TpAgT
- I , .T } _ M1. - y:,. w.--- " T _:_X
d a C1Rl=BAY . w,.. u . _ - - _ E D 4a_, _ RISE ETAIL MANHOLE STEM ®ETAiL
_ 11+ , , -
U OUT= -43~, ~ _ - ~ I - - - s . ~ E ~ _ _ ` y ~ s _ _ 314" HINGE PIN NTS ~ ~ ~ -V7
v ` 8 ~ _ . _ _ ,t ~ . w - _ ~~a- ' p , ,ti I ~ E - - _h-m Z Z~ ~ ~ ~
- k _...U ~ t. ' ; 1 ~ _ - 9 T • I _ x, S R IC I _ _ 314" LOCK BOLT ~ j~ ~ Z ~ ~
- _ ,r~.... t-,~ _ ~ _ _ _ , 4M1= 1 RISER BA~iN _ 4,~_LL _ ~ _ : 4 ~s , ~ : 8 TYPICAL r 4~~~ m U
_ , . - - B ~ _ - - i ~ COAT ALL STEEL SURFACES Wl FOX ~ U ~ ~
- i _ , ~ \ ~ RI,VI= 257.50 _-r..-_ , - - _ ~ ~ ~ ~ iNDUSTRIE$ FX~}20 COAL TAR EPOXY ~ ~ ~ ~ ---IPEDIAMETER 2,-0, ~ `1 0
_ ~ I . _ e 1 , ~ ~ _ ~ ' : ~ NU IN= 249.5!1 COATING OR APPROVED EQUAL. 2'-0" O.D P ~ ~ '~p11 ~ J N o ~
5 ~ ~ ~ ~ ~ 60 ~ r ~ _ ; E , _ ti_ , ® F~ ~ ] 6~ J 16" SQ. STEEL SURFACES WHICH ARE TO ~ Z r(~ 3 ~ ~
~ : _ .,t . a r ~ RECEIVE FX-240 COAL TAR EPOXY ~R. ~ U 1 R m p
~1 ~ .4: f n t.; Y #5 REBAR ENTRY F.. COATING SHOULD BE PREPARED BY ~ ~ ~R ENTRY ABRASNE BLASTING TO A ,
4 " w Ate a t , t; ~ ~ r, - - - g_. _ GUARD • 2' COMMERCIAL GRAY METAL SP-6 ~ ~ ~ ~ s 0
MYi ' _ s L j q e - ~ I _ f i ~ ~ , i~ _ , ` STANDARD. ANY SURFACE BLASTED ~ > ~ o ~ 0 SHOULD BE COATED THE SAME DAY. Q .r Q _ > Z
, G ' , ~ _ m_ _ _ IF PREPARED SURFACES ARE
_ ~ ' i h~!a., . ~ ROp ; CONTAMINATED BY RUST OR OTHER 28 DAY:3000 PSI CONTAMINANTS, THEY MUST BE ~ 36° RCP CLASS "3" CONCRETE CRADLE
I ` , 2 _ _ ~ e e : i_ RE-BLASTED. W! "0" RING LOCKIN
i ~ - ` ~ ~.,,a : _ _ _ _ a ~ ~ - {.x-J-c 113 PIPE ~ JOINTS SEE PLAN DIAMETER '
_ - ~ : - - 1= ' ~•s ~ . , r ~ ti ; ~ ~ ~ ~ - - 314" DOWEL LOC _ r 314".DOWEL LOCKING 314" HANDLE
, , . ~ , f ~ _ - - - - - - , - w MINUM PIN ALU , , , - - _ _ , ~ , . ALUMINUM PIN
- ~ _ fg y 4 k, r 9 ~ , • , I.._ 16._d,,,.l 3"PLATE v,~i~rtdrr
RIM- 0.4~~-s _ _ - „ - 9a~~~,aa~ ~ ei~sr
- ~ ~ ~ ~~f . n . INV IN- 55.90 (CB# 1 - . F4 = - „ , , w~ ~ ~ INV 1N= 51.20 DI# 6Y i. 9 "fpfP P"y ~
~ ~ ~ j w 3 _ _ _ , - x, ~ _
INV 2 .79.. pp~~ .t 44 yS ~IF x: 'k1~1 r \ ei t~',,~ 1 ~ ~.h '-,S '.I - _
3l4" HANDLE 27" IPE BEDDING/CUE CRADLE DETAI JDLE + © ~ ~
314" HINGE NQT TO SCALE .,d©,
EXTERIOR SLOPE ~ 4®"""„¦"®"'® "
o NU. 67 WASHED STONE ENCASED ~kq~gt~gy~~15,
3"ANGLE (TYP:) IN NONWOVEN FILTER FABRIC PROPOSED HEADWALL
(MIRAFI 180N) ii (SEE DETAIL THIS SHEET)
1 ~ ~ y ~ , " ' e. 314" I:OCK BOLT ii ~ 8 TYPICAL - -
a I.__-...___ _ . ~ _S - 274 274 _ - I I S ~ - - E ~ - E ' . _ - - b ~
i a ~ ~ ~ h
272 - - e____ D------..__ 72 _ ~ ~ 2 , _ ! I RACK DETAIL N c~
v Y ~I fi - - - t
z7o ~ _d~..w ~~~..M~ rFm.. , ~ . ~ ~ 27o NOTES I , I )TESL trrs - E J , ~ z ~r
_ _ a ~ ? 1 CITY DRAINAGE EA5EMI DRAINAGE EASEMENTS. CENTERLINE OF 20' WIDE PUBLIC 5tam WATER DRAINAGE EASEMENTS. OWNERSHIP OF, SPILLWAY PIPE
_ _ _ ' _ _ _ _ _ _ - _ _ 268 268: _ . ___I_:. _ _ _ AND RESPON5181LITY Ff ~ , ~ I RESPONSIBILITY FOR IMPROVEMENT AND MAINTENANCE OF STORM WATER FACILITIES IN THIS EASEMENT REMAINS t ` , ~ 4"0'WEEPHOLE ON i THE GRANTOR. IF THE PROPERTY IS WITHIN OR BECOMES A PART OF THE CITY, THE EASEMENT AND ACCESS POINTS ' ~ Q
a..--- . ~ _ WITH THE GRANTOR. IF 1 ~ s I I ' TO THE EASEMENT ARE HE EASEMENT ARE SUBJECT TO THE TERMS AND RESTRICTIONS STATED IN THE "REVISED DECLARATION OF RIGHTS E _ EACH SIDE OF ILLWAY I ~.I
266 : _ . _ ; ~ 66 AND PRNILEGESOFTHI s I EXISTING GRADE , ~ z.. _ _ PRNILEGES OF THE CITY OF DURHAM IN STORM WATER MANAGEMENT FACILITY EASEMENTS" RECORDED IN REAL ~ a
z~ 3. ° - ESTATE BOOK 2298, PA( ~m,~,a~e:,..~.~-. m: , :r.,..,, ,a~~ m-. .mz ~ r_c:,r,, w,,~~ _.z.~~, .-~_.n:.~ ~z,,_,=_:., m _ _.,-3~:. _ ~.,rr.:r . - _ j M I t DO NOT CREATE THE OI 1TE BOOK 2298, PAGE 208, WHICH DOCUMENT IS INCORPORATED HEREIN. THIS EASEMENT AND REVISED DECLARATION IOT CREATE THE OBLIGATION TO PROVIDE PUBLIC MAINTENANCE. NO BUILDING, STRUCTURES, FILLS, EMBANKMENTS ~ ~ ~ U)
- _ t 264 ORQBSTRUCTIONSPEF 3 264 3 1BSTRUCTIONS PERMITTED WITHIN THE EASEMENTS EXCEPT ACCORDING TO THOSE TERNS. r, >
_ t_ _ ~ - . _ ~ , 2 PROTECTION OF EXISTII 9 ~ I iECTION OF EXISTING VEGETATION: AT THE START OF GRADING INVOLVING THE LOWERING OF THE EXISTING GRADE
- _ - ~ _ _ ~ 262 AROUND ATREE OR 5TI 262 _ _ , _ 4 ° ~ ~ PROPOSED GRADE UND A TREE OR STRIPPING OF TOPSOIL, A CLEAN; SHARP, VERTICAL CUT SHALL BE MADE AT THE EDGE OF TREE fl ~ 0 I' i
I i a r. - ; _ - - - - - - SAVE AREA AT THE SAN , _ ~ t I FENGiNGSHALLBEINS-. c AREA AT THE SAME TIME AS OTHER EROSION CONTROL MEASURES ARE INSTALLED. THE TREE PROTECTION L~•1 ~iNG SHALL BE INSTALLED ON THE SIDE OF THE FARTHEST AWAY FROM THE TREE TRUNKAND SHALL REMAIN IN W
~v_.,-~ ~ - _ _ 10 a. 4 - 2 PLACE UNTIL ALL CONS' 260 ~ I ° j~ I ~ ~ ~ SPILLWAY ;E UNTIL ALL CONSTRUCTION IN THE VICINITY OF THE TREE5IS COMPLETE. NO STORAGE OF MATERIALS, FILL, OR ~ ~ ® ~
EQUIPMENT AND NO TR . DiAPI-1RAGM FINER TAP-- OF-DAM-€L,=258,10 I- _ - _ r-- - 10' LITT IPMENT AND NO TRESPASSING SHALL BE ALLOWED WITHIN THE BOUNDARY OF THE PROJECTED AREA 4'-0" i U ~ Q
_ / - - - . - fi - - _ _ . _ W 258 3 CONSTRUCTION PLANS 258 =.,=.r. ,,:w_.~,~nn~~=~. ~ .-,.,-,,~~=.,.N~,.: n~,.a.~, _ . ,.,=s, ,~,-u..: , :,,sz-~,,. s=. x,-,:,~~~q3='fOQ S=TORM=E~ ~5~2~~~ T,_.-.,:~T ~ . _TT_,__ -SHELF - .#:n_ s AND MAINTENANCE PEF STRUCTION PLANS WILL NOT BE APPROVED PRIOR TO RECEIVING AN EXECUTED STORMWATER FACILITY OPERATION MAINTENANCE PERMIT AGREEMENT, PAYMENT OF THE STORMWATER FACILITY PERMIT FEE ($2,000 PER
- r _ - - - - - - -F-----._ - s._. _ ENGINEERED5TORMWP PROPOSEQ CONCRETE INEERED 5TORMWATER CONTROL), AND PERPETUAL SURETY FOR THE CONTINUED OPERATION AND MAINTENANCE NOTE; EXTEND FILTER N0.67 WASHED STONE ENCASED ~ 2
_----TOP-OF RISER-EL.=X55-30 F : - - - 256 OF THE FACILITY (SURE 256 I - - i ~ 1 HF~tDWALL'78PLITTER BOX t. I 3 - - - ~ - - _r - _ - - DIVISION OF THE PUBLIC HE FACILITY (SURETY BASED ON FINAL DESIGN OF POND/DEVICE). CONTACT THE STORMWATER SERVICES 3'°0" DRAIN TO 3' ON EACH SIDE {N NON-WOVEN FILTER FABRIC, ~ f-
yy 3 4 iION OFTHE PUBLIC WORKS DEPARTMENT. ~ OF PIPE (MIRAFI 18ON) ® ~ O m
N, ~ - -L _ 2r~ ALL CONSTRUCTION SH, I ' , 254 _ _ . _ - ; - , . CONSTRUCTION SHALL BE IN ACCORDANCE TO CITY OF DURHAM STANDARDS AND SPECIFICATIONS. _ ~ f1 ~
_ r---. - - I I ~ 56 LF 36" RCP : ,
25__ - a ~ . _ _ ~ 252 DA ELBA F : N EMBANKMENT CONSTRUCTION NOTES ' ~ _
_24".MAX- 5~P-E-RIu~ANE-NT-P©OL---- - > _._-__-_24n MAX- _ : _ _ ' _ 1. CONTROLLED FILL,Iu _ ~ ----_,-----FDREBAY_----- - ~ 6-INCH LOOSE LAYEI ~NTROLLED FILL, AS SPECIFIED BY THE GEOTECHNICAL ENGINEER, IN THE DAM EMBANKMENT SHALL BE PLACED IN ~ W. INCH LOOSE LAYERS (3-INC LOOSE LAYERS WITHIN 3-FEET OF EITHER SIpE OF 1HE PRINCIPAL SPILLWAY PIPE TO A ~ W =
_ 2 aym..,ar.._-s--a ,::r..:ac~:,umvcz~.._ m s .=..sa,:.cssz ...,,..a n, A - mm~..,.: , ;::n=~,=, w,= _ ~ ; _ _ 50 DEPTH OF 2-FEET 01 250 - ,m~~ .=:;~e~... , - .gin-~.:,,:_ 120 WEIR cPTH OF 2-FEET OVER THE PIPE) AND SHALL BE COMPACTED TO A DENSITY OF NO LESS THAN 95°k OF THE
- 3 I ~ l_[--- _ - ~ _ - _ . - _ - - _ STANDARD PROCTO fANDARD PROCTOR MAXIMUM DENSITY AT A MOISTURE CONTENT OF + OR-TWO PERCENTAGE POINTS OF THE ~ ~ _ , 'TIMUM MOISTURE CONTENT IN ACCORDANCE WITH ASTM D698.2. ALL VISIBLE ORGANIC DEBRIS SUCH AS ROOTS ~
I ~ ~ ° ~ G s OPTIMUM MOISTURE 248 _ . _ = - - , ~ ~ € i _ - 248 AND LIMBS SHALL BI VD LIMBS SHALL BE REMOVED FROM THE FILL MATERIAL PRIOR TO COMPACTION TO THE REQUIRED DENSIT". SOILS p
' a t _ _ - _ iNV€RT-BUT=-246:30- wiitl oRGANic MAT _ _ ITH ORGANIC MATTER CONTENT EXCEEDING 5% BY WEIGHT SHALL NOT BE USED. STONES GREATER THAN 3-INCH (IN 36" RCP CLASS "3"
~ I B , I _ BOTTOMEL.=246.00 •=:-~r~_t;;`:;': ~ ANYDIRECTION)SHi 1.0_LITTORAL _ _ 2'46 - -_-I- - - - E ~ w, :::.:.:...:::_."'2:`::'-:~•s-•._. _ _ _ 246 3. FILL MATERIAL PLACE DIY DIRECTION) SHALL BE REMOVED FROM THE FILL PRIOR TO COMPACTION. € ' W/ "O° RING LOCKIN L MATERIAL PLACED AT DENSITIES LOWER THAN SPECIFIED MINIMUM DENSITIES DR AT MOISTURE CONTENTS d~ JOINTS
~ SHELF 6:1 _ _ _ _ ~'dlf~ - - - - 10:-,,.R,.~~ ~ (_>~t C©NNE-C-T-4--,.,, . . - - _ _ _ OUTSIDE THESPECII JTSIDE THE SPECIFIED RANGES OR OTHERWISE NOT CONFORMING TO SPECIFIED REQUIREMENTS SHALL BE ~ , ~ ~
I I ~ SLOPE) T MP Y KI~AMER ' REMoveo aND REPt I _ I _ _ _ _ _ _ -------8-DIP-EMERGENCY - _ _ _ E- S 244 244 - - - ' _ n n - 4. ANY FILL LAYER THA' :MOVED AND REPLACED WITH ACCEPTABLE MATERIALS. Date: Y FILL LAYER THAT IS SMOOTH DRUM ROLLED TO REDUCE MOISTURE PENETRATION DURING A STORM EVENT SHALL APRIL, ZO1®
~ TO 8" EMERGENCY _ I _ _ ~ ~ DRAIN -15L.F. _ _ . __._CL~SS _ RIP_RAP _ t _ _ _ BE PROPERLY SCAR q DRAIN I INV IN= 247.00 DI3$APATOR 5. SURFACE WATERANI :PROPERLY SCARIFIED PRIOR TO THE PLACEMENT OF THE NEXT SOIL LIFT. Q
N _ - - - - - - - - - - - 242 _ _ W_ . _ - _ _ _ _ ~ _ 24`1~ x ~NX ~4T 242 PLACEMENT OF CON LL I RFACE WATER AND STREAM FLOW SHALL BE CONTINUOUSLY CONTROLLED THROUGHOUT CONSTRUCTION AND THE ~ SCale. ACEMENT OF CONTROLLED FILL. 4"n0'WE~PHOLES ~N~s ~ p_ p_ ,
- i ` ANTI_FLOTATION...___ _ _ _ FU Y WRAP P 6. FOUNDATION AREAS _ _ _ - I - R a-10°_DMIkX"15" _ ; - ~ ~ _ _-JOINT~VIOTH FICTE D5 - - ~ - F PAD 7 x 7 x 1.5 UNDATION AREAS MAY REQUIRE UNDERCUTTING OF COMPRESSIBLE ANDIOR UNSUITABLE SOILS IN ADDITION TO ~ EACH SIDE OF SPILLWAY' b ~ -3O (HOrz.) x 1 -5 (Vert.)
- I THAT INDICATED ON 240 ,~„.-v„,~.~;,~w L~.-Mme.-~....,,.P2..--~m w.-,i ~..~.,~.,a_.~~~.,..n,m„-:~,. ;..-~~„~:.~r~m-m-._:~ 3 ..~,s~~ y ~...,.=m~,.,~~~~e_.,,...-.~.:~„~_~~.~.,. .-....a.m-na.~.~,.,._.~,~.N,a,.,a.~~__ ~ f=ABRfG~(f~JiRAFI:~.,~T.:,.-~ E - - - 40 GEOTECHNIGAL ENc 9AT INDICATED ON THE PLANS. ALL SUCH UNDERCUTTING SHALL BE PERFORMED AT THE DISCRETION OF THE _ :OTECHNICAL ENGINEER AND SHALL BE MONITORED AND DOCUMENTED. IN NO CASE SHALL THERE BE AN ATTEMPT D~~'
I~..____.:.---... a.._ ' _ CONCE~ETE - __1BON-OR-EQUAL T05TA61uzEANYPi STABILIZE ANY PORTIONS OF THE FOUNDATION SOILS WITH CRUSHED STONE. `nI JPD
9 ~ ~ _ _ 7. TREATMENT OFSEEF 238 :_L_ . _ ~ ~ ; _ _ 238 PREPARATION {LE.,1. EATMENT OF SEEPAGE AREAS, SUBGRADE PREPARATION, FOUNDATION DEWATERING AND ROCK FOUNDATION S P I L L Y Y A~ I LT E ETS"1~ L 2EPARATION {LE., TREATMENT WITH SLUSH GROUTING, DENTAL CONCRETE, ETC.) MAYBE REQUIRED AT THE Checked:
-I--- - . _ _ - _ - ' - _ _ _ _ _ - DISCRETION OF THE SCRETION OF THE GEOTECHNICAL ENGINEER. ALL SUCH ACTIVITIES SHALL BE CLOSELY MONITORED AND T V PL I 1 T I°~ MPA
I ' I r~ DOCUMENTED BY TE I _ a . : _ 236 236 - _ _ . _ d )CUMENTED BY THE GEOTECHNICAL ENGINEER.
I ~ ( , _ NOT TO SCALE Project No.
- ~ I I : : 234 - I _ _ 34 n 200-88 `FS ~ ~.s,
i 's , { R Computer Dwg. Name
S p 1 3 - - 2 232 _ - ~ . _ _ - 32 - ~ " CITY OF DURHAM Zoo-ae_snt-ll-Wq-Pond
I 9 ' _ s - _ - _ . _ - R _ ~ _ _ _ _ _ _ _ _ ~ f ~ ~ PUBLIC WORKS DEPARTMENT : ~
P ; I ~ s Q = 230
230 ~ , NORTH APPROVED Sheet Noy -
~ ~ N N N ~ 07 t7) td) c0 NUT RELEASED (P.B. ~~J3 P. 225 ENGINEERING DATE
N LO LO (Q to t0 N N r v 1 V"m Y8? A I _R VH I C
N N R N fV N N N N FOR CONSTRUCTION 20' 0 20' 40' TRANSPORTATION DATE
DATE
10+00 11+00 12+00 13+00 14+00 15+00 SCALE: 1 "=30' (Noriz.) DATE Of 1 "=5' (Vert.)