20161175 Ver 1_Chatham Park Way_PCN 11-22-2016 (reduced)_20161122

En�iton�nental �vnsultarr�t�,
To: US Army Corps of Engineers
Raleigh Regulatory Field Office
Attn: Andy Williams
3331 Heritage Trade Drive, Suite 105
Wake Forest, NC 27587
From: Bob Zarzecki
Soil & Environmental Consultants, P.A.
Re: Chatham Park Way
Pittsboro, Chatham County, NC
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November 22, 2016
S&EC Project # 9948.W28
N.C. Division of Water Resources
401 & Buffer Permitting Unit
Atin: Karen Higgins
Archdale Building — 9t" Floor
5l2 North Salisbury Street,
Raleigh, NC 27604
On behalf of the applicant, Chatham Park Investors LLC, please find attached a complete
application (Preconstruction Notification), including supplemental information requesting written
concurrence from the U.S. Army Corps of Engineers (USACE) and the N.C. Division of Water
Resources (DWR) that the activities proposed below may proceed under Nationwide Permit 14
and General Water Quality Certification 3886. Please contact me at [phone] if you have
any questions or require additional information.
PROJECT SUMMARY
Project Name CHATHAM PARK WAY, Phase l
Project Type Linear Transportation Project / Road
Owner Chatham Park Investors LLC
Applicant Chatham Park Investors LLC
County Chatham
Nearest Town Pittsboro
Waterbody Name UT to Robeson Creek
Index Number 16-38-(3)
Class WS-IV;NSW
USGS Cataloging Unit 03030002
IMPACT SUMMARY
Stream Iinpact (acres): 0
Wetland Impact (acres): 0.13 Perm.
0.07 Temp.
Open Watcr Impact (acres): 0
Total Impact to Waters of the U.S. (acres) 0.13 Perm.
0.07 Temp.
Total Stream Impact (linear feet): 0
Attachments: Complete PCN Application & Supplemental Information
DWR Permit Application Fee $240.00

Office Use Only:
Corps action ID no.
DWQ project no.
Form Version 1.4 January 2009
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
1 b. Specify Nationwide Permit (NWP) number: 14 or General Permit (GP) number: N/A
1c. Has the NWP or GP number been verified by the Corps? � Yes ❑ No
1 d. Type(s) of approval sought from the DWQ (check all that apply):
� 401 Water Quality Certification — Regular ❑ Non-404 Jurisdictional General Permit
❑ 401 Water Quality Certification — Express ❑ Riparian Buffer Authorization
1 e. Is this notification solely for the record For the record only for DWQ 401 For the record only for Corps Permit:
because written approval is not required? Certification:
❑ Yes � No ❑ Yes � No
1f. Is payment into a mitigation bank or in-lieu fee program proposed for mitigation � Yes ❑ No
of impacts? If so, attach the acceptance letter from mitigation bank or in-lieu
fee program.
1g. Is the project located in any of NC's twenty coastal counties. If yes, answer 1h ❑ Yes � No
below.
1 h. Is the project located within a NC DCM Area of Environmental Concern (AEC)? ❑ Yes � No
2. Project Information
CHATHAM PARK WAY, Phase 1
2a. Name of project: (Chatham Park Way is the applicant's proposed name for the NCDOT/Town of
Pittsboro New North-South Connector.)
2b. County: Chatham
2c. Nearest municipality / town: Pittsboro
2d. Subdivision name: n/a
2e. NCDOT only, T.I.P. or state See Attachment 1(Project Description)
project no:
3. Owner Information
3a. Name(s) on Recorded Deed: Chatham Park Investors LLC
3b. Deed Book and Page No. 81403/P0965 (multiple others)
3c. Responsible Party (for LLC if Timothy R. Smith
applicable):
3d. Street address: 100 Weston Estates Way
3e. City, state, zip: Cary, NC 27513
3f. Telephone no.: [phone]
3g. Fax no.: n/a
3h. Email address: tim(c�prestondev.com
Page 1 of 10
PCN Form — Version 1.4 January 2009

4. Applicant Information (if different from owner)
4a. Applicant is: ❑ Agent ❑ Other, specify:
4b. Name:
4c. Business name
(if applicable):
4d. Street address:
4e. City, state, zip:
4f. Telephone no.:
4g. Fax no.:
4h. Email address:
5. Agent/Consultant Information (if applicable)
5a. Name: Bob Zarzecki (see attached agent authorization form)
5b. Business name Soil & Environmental Consultants, PA
(if applicable):
5c. Street address: 8412 Falls of Neuse Road, Ste. 104
5d. City, state, zip: Raleigh, NC 27615
5e. Telephone no.: 919-846-5900
5f. Fax no.: 919-846-9467
5g. Email address: bzarzeckiCa�sandec.com
Page 2 of 10
PCN Form — Version 1.4 January 2009

B. Project Information and Prior Project History
1. Property Identification
1a. Property identification no. (tax PIN or parcel ID): Parcel ID: 9752-61-3174 (multiple others)
1 b. Site coordinates (in decimal degrees): Latitude: 35.72147 Longitude: *-079.14806
1 c. Property size: ± 32.56 acres
2. Surface Waters
2a. Name of nearest body of water (stream, river, etc.) to Two unnamed tributaries to Robeson Creek (16-38-(3))
proposed project:
2b. Water Quality Classification of nearest receiving water: WS-IV,• NSW
2c. River basin: Haw River, Jordan Lake, Cape Fear 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 ROW is currently vacant and wooded land. The surrounding land use is primarly vacant, wooded
properties. A retirement community (Pittsboro Christian Village) is located just east of the southern terminus of the
project at US-64 Business.
3b. List the total estimated acreage of all existing wetlands on the property: +/- 0.3 acres
3c. List the total estimated linear feet of all existing streams (intermittent and perennial) on the property: +/- 500 If
3d. Explain the purpose of the proposed project: See Attachment 1(Project Description)
3e. Describe the overall project in detail, including the type of equipment to be used: See Attachment 1(Project Description)
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:
4b. If the Corps made the jurisdictional determination, what
type of determination was made? � Preliminary ❑ Final
Comments:
4c. If yes, who delineated the jurisdictional areas? Agency/Consultant Company:
Name (if known): Dave Shaeffer/David Gainey USACE/S&EC Other:
4d. If yes, list the dates of the Corps jurisdictional determinations or State determinations and attach documentation.
On July 16, 2015, Andy Williams (USACE) field verified the streams and wetlands as shown on the attached impact
exhibits (Attachment 1.10). These were previously verified under Approved Jurisdictional Determination SAW-2010-
000140 (Attachment 1.12). The southern stream (UT1) was verified as `perennial" and the northern stream (UT2) as
`intermittenY:
5. Project History
5a. Have permits or certifications been requested or obtained � Yes � No ❑ Unknown
for this project (including all prior phases) in the past?
5b. If yes, explain in detail according to "help file" instructions.
6. Future Project Plans
6a. Is this a phased project? � Yes ❑ No
6b. If yes, explain.
The New North-South Connector (Chatham Park Way) is a boulevard that will continue both north and south of Town to
US-15-501. Additional stream crossings are anticipated in the future. However, the exact alignment and impacts are not
known at this time. Other private or public entities might build other sections.
Page 3 of 10
PCN Form — Version 1.4 January 2009

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)
Tem ora T
Bottomland Hardwood � Yes � Corps
W1 �P❑T Fill 0.12
Forest ❑ No ❑ DWQ
W2 ❑ P� T Construction Bottomland Hardwood � Yes � Corps 0.06
Access Forest ❑ No ❑ DWQ
Headwater � Yes � Corps
W3 � P❑ T Fill Forest ❑ No ❑ DWQ 0.01
W4 ❑ P� T Construction Headwater � Yes � Corps 0.01
Access Forest ❑ No ❑ DWQ
2g. Total wetland impacts 0.20
2h. Comments:
W1 & W2 are located at the southern, perennial stream crossing (UT1). W3 & W4 are located adjacent to the northern,
intermittent stream crossing (UT2).
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. �g.
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
3h. Total stream and tributary impacts 0
3i. Comments: Bridges are proposed at both stream crossings to avoid impacts to the streams. Rock protection is proposed
under the bridges to control erosion, but will not extend beyond the OHWM into the streams. Plan and cross section drawings
of the bridges are attached.
Page 4 of 10
PCN Form — Version 1.4 January 2009

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 individuall list all o en water im acts below.
4a. 4b. 4c. 4d. 4e.
Open water Name of
impact number - waterbody Type of impact Waterbody type Area of impact (acres)
Permanent (P) or (if applicable)
Tem ora T
01 ❑P�T
4f. Total open water impacts 0
4g. Comments:
5. Pond or Lake Construction
If ond or lake construction ro osed, then com lete 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 miti ation, then ou MUST fill out Section D of this form.
6a.
❑ Neuse ❑ Tar-Pamlico � Other: Jordan
Project is in which protected basin? Lake (Cape Fear) ❑ Catawba ❑ Randleman
6b. 6c. 6d. 6e. 6f. 6g.
Buffer impact
number - Reason for impact Buffer Zone 1 impact Zone 2 impact
Permanent (P) or Stream name mitigation (square feet) (square feet)
Tem ora T re uired?
B1 � P❑ T Road UT1 to Ro6eson Creek � Nos 13,303.0 9,425.4
62 � P❑ T Road UT2 to Robeson Creek � Nos 9,400.6 7,861.1
6h. Total bufFer impacts 22,703.6 17,286.5
6i. Comments: 81 is located adjacent to the southern, perennial stream crossing (UT1 to Robeson Creek). 82 is located
adjacent to the northern, intermittent stream crossing (UT2 to Robeson Creek). In addition to these, there are additional Town
of Pittsboro, Chatham Park PDD Zone 3 impacts of 22,537.2 sf at the location of 81.
Page 5 of 10
PCN Form - Version 1.4 January 2009

D. Impact Justification and Mitigation
1. Avoidance and Minimization
1a. Specifically describe measures taken to avoid or minimize the proposed impacts in designing project.
See Project Description (Attachment 1).
1 b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques.
See Project Description (Attachment 1).
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
project? ❑ Payment to in-lieu fee program
❑ Permittee Responsible Mitigation
3. Complete if Using a Mitigation Bank
3a. Name of Mitigation Bank: Chatham Umbrella Mitigation Bank — Stinking Creek Mitigation Site
Type: Riparian Wetland Quantity: 0.36 acres
3b. Credits Purchased (attach receipt and letter)
Type: stream Quantity: 0 linear feet
3c. Comments: Wetlands = 0.18 x 2:1 = 0.36 acres
In addition to purchased credits, the project will include constructed wetlands as described in E.1 and E.2 below. The
constructed wetlands are not required to satisfy mitigation requirements. See Attachment 1.11.
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: 0 acres
4f. Non-riparian wetland mitigation requested: 0 acres
4g. Coastal (tidal) wetland mitigation requested: 0 acres
4h. Comments:
5. Complete if Using a Permittee Responsible Mitigation Plan
5a. If using a permittee responsible mitigation plan, provide a description of the proposed mitigation plan.
Page 6 of 10
PCN Form — Version 1.4 January 2009

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 ❑ Yes � No
buffer mitigation?
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.
6c. 6d. 6e.
Zone Reason for impact Total impact Multiplier Required mitigation
(square feet) (square feet)
Zone 1 Road Crossing 0 3(2 for Catawba) 0
Zone 2 Road Crossing 0 1.5 0
6f. Total buffer mitigation required: 0
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).
Mitigation for riparian buffer impacts will be determined by the Town of Pittsboro pursuant to the Town of Pittsboro
Riparian Buffer Protection Ordinance (2/14/2011) and authority delegated to the Town by the North Carolina
Environmental Management Commission. However, road crossings using bridges should not require buffer mitigation.
6h. Comments:
Page 7 of 10
PCN Form — Version 1.4 January 2009

E. Stormwater Management and DifFuse Flow Plan (required by DWQ)
1. Diffuse Flow Plan
1a. 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.
Comments: The project includes a stormwater management plan with constructed � Yes � No
wetlands and bio-filtration devices that remove nutrients from the stormwater runoff
prior to entering the buffer or streams.
2. Stormwater Mana ement Plan
2a. What is the overall percent imperviousness of this project? < 25% (see below)
2b. Does this project require a Stormwater Management Plan? � Yes ❑ No
2c. If this project DOES NOT require a Stormwater Management Plan, explain why:
2d. If this project DOES require a Stormwater Management Plan, then provide a brief, narrative description of the plan:
The Stormwater Management Plan ("SMP') for this linear road project (Attachment 1.9) meets or exceeds the
requirements of Condition 12 of DWR's (formerly, DWQ) Water Quality Certification No. 3886. The percent impervious
within the roadway is greater than 24%; however, the drainage area to each of the BMPs is significantly less than 25%
impervious. This SMP includes constructed wetlands and bio-filtration devices.
❑ Certified Local Government
2e. Who will be responsible for the review of the Stormwater Management Plan? ❑ DWQ Stormwater Program
� DWQ 401 Unit
3. Certified Local Government Stormwater Review
3a. In which local government's jurisdiction is this project?
❑ Phase II
3b. Which of the following locally-implemented stormwater management programs ❑ NSW
apply (check all that apply): ❑ USMP
❑ Water Supply Watershed
❑ Other:
3c. Has the approved Stormwater Management Plan with proof of approval been attached? ❑ Yes � No
4. DWQ Stormwater Pro ram 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 8 of 14
PCN Form — Version 1.4 January 2009

F. Supplementary Information
1. Environmental Documentation (DWQ Requirement)
1a. 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 26 .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.
The proposed project is an NCDOT/Town of Pittsboro linear transportation project based on NCDOT modeling and
projections of transportation needs. Development projects likely will be constructed with or without the proposed project.
This project will not result in additional development but timely construction of the proposed project will result in better
coordination of anticipated future development projects with the NCDOT/Town of Pittsboro highway planning, thereby
enhancing environmental sustainability. Properties within the Chatham Park PDD are subject to additional stormwater
management regulations and stream buffers and other additional protections. See Attachment 1(Project Description).
4. Sewage Disposal (DWQ Requirement)
4a. Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of wastewater generated from
the proposed project, or available capacity of the subject facility.
The project is a linear transportation project that does not invo/ve the generation of wastewater requiring disposal or
treatment.
Page 9 of 14
PCN Form — Version 1.4 January 2009

5. Endangered Species and Designated Critical Habitat (Corps Requirement)
5a. Will this project occur in or near an area with federally protected species or � Yes � No
habitat?
5b. Have you checked with the USFWS concerning Endangered Species Act � Yes � No
impacts?
❑ Raleigh
5c. If yes, indicate the USFWS Field Office you have contacted.
❑ Asheville
5d. What data sources did you use to determine whether your site would impact Endangered Species or Designated Critical
Habitat? NHP & FWS databases. The project is not anticipated to have an impact on any Federally listed endangered or
threatened species or critical habitat.
6. Essential Fish Habitat (Corps Requirement)
6a. Will this project occur in or near an area designated as essential fish habitat? ❑ Yes � No
6b. What data sources did you use to determine whether your site would impact Essential Fish Habitat?
The NOAA Habitat Conservation/Habitat Protection: National Marine Fish Service; Essential Fish Habitat Mapper website
was referenced.
7. Historic or Prehistoric Cultural Resources (Corps Requirement)
7a. Will this project occur in or near an area that the state, federal or tribal
governments have designated as having historic or cultural preservation � Yes � No
status (e.g., National Historic Trust designation or properties significant in
North Carolina history and archaeology)?
7b. What data sources did you use to determine whether your site would impact historic or archeological resources? The NC
State Historic Preservation Office (SHPO) HPOWEB GIS Service interactive map. Map attached (see Attachment 1.8) no
historic listings or study list entries or determined eligible listings were identified within the property boundaries. While not
listed on the National Register, there are two SHPO surveyed properties north and south of the project, but located
outside of the project boundaries.
8. Flood Zone Designation (Corps Requirement)
8a. Will this project occur in a FEMA-designated 100-year floodplain? � Yes ❑ No
8b. If yes, explain how project meets FEMA requirements: Per the project engineer. The southern, perennial stream is
located within the FEMA designated floodplain. Map attached as Attachment 1.7. The project will obtain all necessary
flood studies or map revisions prior to construction.
8c. What source(s) did you use to make the floodplain determination? Project Engineer, NC Flood webside & FEMA DFIRM
Digitally signed by Bob Zarzecki
Soil & En vironmental 6 o b Z a rz e c k i DN: cn=Bob Zarzecki, o=5&EC, PA, ou=Wetlands
Department email=bzarzecki@sandeccom, r—US
Date: 2016.71.22 07:3735 -OS'00'
Consultants, PA November
Bob Zarzecki (see attached agent authorization form) 22, 2016
ApplicanUAgenYs Signature
ApplicanUAgent's Printed Name (AgenYs signature is valid only if an authorization letter from the applicant Date
is provided.)
Page 10 of 10
PCN Form — Version 1.4 January 2009

Sai� S� �nviror�menta� Corzs ult�nts, P'A
'i-41_' I�.illt ��� `;�•�ist li�r;i�{, 4uiic I�i.}.li:�fcir���. �St '_�f�l„ Phn»c: {''71`F) �i-GG-i')i]{V+ h':3s. r.,ll'1j �{-}fr.']-1t�7
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PROPERTY �Wl'y1ER ! AGEI`kiT AilTH�RI�.ATI�I`+1
Prc�jaet 1�am�fDescripticrs�: CHATHAM PAI2K W�Y
Qate: 2�J 1 fi
The Q�partmcnt of the �rmy
U.S. �rmy Corps of 6ngir�ters.
fi9 Darli�gt�r� Avenue
V4'el»1in�oa�, NC ?$403
Wilmington C3istrict
A�tn: Andy Wilfiam� Fi�ld ��fice: Ralei�h Regulat�ry Field [}ftic�
5�c�,� Project # ��348.W�8
�, the undersigried, current pr�perty owner, subject ta tf�e ftmitations stated in the NDTICE below, �cr
authori�e rep�-es�ntat€ves of the Wilmingtar� Di�t�ict, U.S. A�•my Corps af En�ine�rs (Car�s) and Soil &
Envir�ar�rnental Cr�nsultants, PA (S&EC] staff, as my agent, tfl enter upar� the property h�r�in d�s�ribed
for the purpase taf �antiucting on�site investigat€or�5 �nd issuing � determinatign associaked w6th Wat�rs
�� the U.S. sub}ect to Federal juri�dic�ion �nder Section 40�� of the Clean Water Act and/or Section 1� of
the Rivers anci Harbor5 Act v� 1$9�. This dvcurrEent aFs� �ut#�orize� S&EC, as my agent, to act an my
t��half and taCce all actian5 n�ec�ss�ry far th� prc�cessing, is5u�nee �nd a�ceptance nf a permit or certificati+an,
incluc��n� any and a1l assnciated star�dard and special conditi�ns. Ti�is authvrization by the applicant supersedes
any pre�iaus authari�aC:on of an agent f�r this pr�jecf.
NOTICE: This authc�rizati�n, f�r 9iability and �rafes�ional cour#esy reasc�ns, is va�id 4nly for government
officials to enter the property when accampanied by S&EC stafF. Yau should ca9l 5&EC to arrange a site
meeting prior to uisit'rng the site.
Fi(]ADWAY & PARCE-I_. IN�(]RMATf�N:
Parcef Index l�fe�rnb�r(s] ��'IN}: line�r trgnsU(�rt�.l:ic�n pro�ect; r�ultipie �arceis
Nfew Ali�;nrnea�t: Ch�tham Park Way from b4-Bus. ezarth #o existii�g bridge at 64-Bypass
LatlLt�ng: 35.7� 1461-U79.1479�i
'VVat�rshed: Rabeson Creelc, lb-3$-f3), "WS-IV;NSW"
I�:i�] C� �l[i�'Lll�►I�I�lCi1�i�C��:7•ul:�llC��i
iV�me: Chatham 1'ark Investors LLC
Mai�in� Address: 1 Lltl VVestcrn Cstates Way, Cary, 3VC 27513-2'?59
TeEepljan� N�mber: (919} 481-3�41(l Emaii: tirn�r.r��p�estondev.corn
Ti�n Smitl�, ;'� �,, �,wrat_ r
Praperty Owner (please prsnt)
�
�: )-, cz q � �
Date
� � � e�� I G
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We hereby c�rtify the abo�� inf�rmaiion submitted in t�is application is true and accurate ta the best �f
a�rr EcnQwledga

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ATTACH M ENT 1: PROJECT DESCRI PTI ON
1. Overview
The applicant proposes two single and complete crossings of two separate
unnamed streams related to the construction of a linear road project — a section of a
North Carolina Department of Transportation ("NCDOT") proposed major
boulevard in Chatham County, North Carolina — identified by NCDOT as the New
North-South Connector and referred to in this PCN as New North-South Connector
or Chatham Park Way. The purpose of the boulevard is to get people, goods, and
services from a point of origin to a terminal point. The need for the boulevard, and
thus the two crossings, is established by NCDOT and the Town of Pittsboro
Comprehensive Transportation Plan ("Pittsboro CTP" or "CTP"). A traffic study
(conducted to answer questions from the USACOE Raleigh Field Office)
demonstrated the New North-South Connector is needed, with or without
development of 7100+ acres of land that have been zoned by the Town of Pittsboro
("Town") as Chatham Park Planned Development District ("Chatham Park PDD" or
the "PDD").
The applicant proposes to construct the project now (instead of waiting until
government funding becomes available for later construction by NCDOT) so that
the project will serve as a sustainability-forcing mechanism to guide future
development projects on land located in the Chatham Park PDD, as discussed
below. The impacts of the project will be minimal and will be less than the impact
limits authorized by NWP 14.
2. Applicant
Environmental sustainability is a Chatham Park Investors LLC ("CPI") core
value. CPI anticipates that the land within the PDD will contain a number of
independently viable, commercial, institutional, and residential development
projects that are constructed in a manner that is environmentally sustainable and
flexible �nough to be responsive to the market. The timing, design, footprint, and
other details of individual projects will be determined by the market at various
times, probably over a period of decades.
CPI's steps in achieving sustainability indude the following, some of which
havealready been completed:
1) Ownership. As an initial matter, establish common ownership of 7,100+
acres (without condemnation authority) in order to facilitate the

establishment of comprehensive standards for development of land in the
Chatham Park PDD. NOTE: At the time of submission of this PCN, CPI and
related entities own all but one parc�l in Chatham Park PDD.
2) Expert Resource Assessment. Retain experts in multiple disciplines,
including for example, the fields of land development, environment, urban
planning, highway planning, and infrastructure to assess the environmental,
aesthetic, cultural, historical, and infrastructure resources of the property
and adjacent areas and identify constraints and opportunities for
sustainability.
3) Coordination with Government Actors. Share information with Town of
Pittsboro, NCDOT, Chatham County, NCDEQ, Corps of Engineers, etc. to
coordinate anticipated development projects within Chatham Park PDD with
existing government requirements and plans that need to be accommodated
and incorporated to ensure sustainability. NOTE: CPI, based on its
environm�ntal resource assessm�nts, has proposed adjustments to the routes
specified in the Pittsboro CTP that would reduce the number of CTP stream
crossings in Chatham Park PDD.
4) Sustainable Zoning. Seek local governmental zoning to impose a set of
environmental, aesthetic, and "good-planning" requirements that will apply
to all of the individual development projects that may be constructed in
Chatham Park PDD.
5) Infrastructure Coordination/Assistance. Coordinate with and assist
governmental entities that have responsibility and authority for major roads
and highways and water and sewer infrastructure in order to ensure that the
timing and design of such projects promote environmental sustainability in
Chatham Park PDD. This may include, if necessary and feasible, private
funding to pay for or construct government infrastructure projects or portions
of projects.
6) Project Approvals. To the extent practicable, design individual projects to
fit within existing regulatory programs that simplify regulatory approval
processes for minimal impact projects, such as the Corps' Nationwide Permit
Program.
7) Development Review Committee. The Development Review Committee
has been established to serve as a conduit through which all proposed
individual development projects are submitted to the Town. The
2

Development Review Committee provides guidance on achieving
environmental sustainability as set out in the Master Plan.
Steps 1 through 7 establish a coordinated "environmental sustainability
framework" for the single and complete commercial, institutional, and residential
development projects that may be built in the future in Chatham Park PDD.
Because of the environmental sustainability framework, each development project
can be individually economically viable and functionally independent and consistent
with environmental sustainability. The timing, design, and other details of each
development project are unknown at this time and will be determined by investor
interest and other market forces, probably over a period of several decades, without
sacrificing sustainability.
The proposed project has been shaped by Steps 2, 3, and 6 and is needed to
accomplish Step 5. The timing of the project — now, instead of an unknown date
when government funding becomes available to NCDOT — is necessary to satisfy
the applicant's need to promote sustainability. Building now allows future
construction of secondary roads and future construction of individual development
projects to be clearly and concretely guided by the actual location and design of an
existing NCDOT road. This clear-cut, concrete guidance for future road-building
will reduce or eliminate future demands in the vicinity of the project from
individual development project proponents for accommodation of least-cost road
options that may be less consistent with NCDOT/Town plans.
Despite the high priority the applicant places on environmental
sustainability, the applicant needs to maintain profitability while pursuing
sustainability. For example, if this proposed road project is delayed pending
regulatory approvals, a developer might design and build a development project
based on connection to the existing road network rather than connection to the New
North-South Connector.
3. The proposed project is an NCDOT road.
The proposed project will be a public road under the jurisdiction of and
maintained by NCDOT and fully available for public use without any control by
CPI. Construction of this section of the New North-South Connector with 100%
private funding will allow a needed NCDOT project to be constructed at minimal
expense to taxpayers and at an earlier date than could be accomplished using funds
as they become available to NCDOT. The proposed project is part of the overall
NCDOT and Town of Pittsboro CTP that includes several strategic freeways,
expressways, boulevards, and major and minor thoroughfares to alleviate traffic
congestion within the Town of Pittsboro's planning area boundary in a manner that
3

will be consistent with plans for the larger transportation network in the region and
State. See map from Pittsboro Comprehensive Transportation Plan ("CTP") dated
July 8, 2011 (Attachment 1.1). And see Attachment 1.13 (letter from Town of
Pittsboro). As shown in the CTP, the New North-South Connector will provide an
alternative route from US15-501 north of Town to US15-501 south of Town.
The need for the New North-South Connector was determined by NCDOT's
ongoing highway planning process. The boulevard was incorporated into the Town
of Pittsboro's "Land Use Plan — Highways map" dated June 12, 2012 (Attachment
1.2) and the Town's current "Master Plan" for Chatham Park Planned Development
District ("Chatham Park PDD") approved with the zoning of the land in Chatham
Park PDD as a planned development district. The project will complete a section of
the New North-South Connector that connects the existing dead end of Suttles Road
south across the newly constructed bridge over US-64 Bypass to US-64 Business.
The proposed road project is not necessary for a currently proposed
commercial, institutional, or residential development project. The proposed road is
not an attendant feature of any development project, but will promote
environmental sustainability when anticipated development projects are proposed
and constructed. The nearest CPI development project (a single and complete office
buildings project) is nearly two miles away from the nearest part of this proposed
linear road project. The road access for that development project was constructed
and completed when the development project was constructed and does not include
the proposed project. See General Permit (Regional and Nationwide) Verification
(9/28/2015) (Act i on I D SAW-2015-01520).
4. Traffic study to answer USACOE Raleigh Field Office questions
In order to answer questions posed by USACOE Raleigh Field Office
personnel, Chatham Park Investors LLC retained Kimley-Horn and Associates, Inc.
to conduct a traffic study. The study used the traffic model developed by the
NCDOT for the Pittsboro CTP, but changed the model input by assuming zero land
use for the area Iocated in Chatham Park PDD. SeeAttachment 1.3 (Kimley-Horn
memorandum dated August 22, 2016). The study revealed that even without any
traffic generating land use in Chatham Park PDD, the proposed road project would
nonetheless be needed to handle transportation needs for the general public. The
traffic study was sent to Mr. Andrew Williams, Raleigh Field Office, by email on
August 24, 2016.
5. Impact avoidance and minimization
Jurisdictional impacts have been avoided and minimized. This was
ac�omplished by the use of bridges to cross two unnamed tributaries and by
aligning the boulevard to cross streams as close to perpendicular as practicable and
0

by avoiding stream confluence points. SeeAttachments 1.4, 1.5, 1.6, 1.7, and 1.8.
The use of bridges will avoid approximately 463 feet of stream impacts. I n addition,
this linear road project will incorporate protections for waters of the U.S. that are
not normally associated with projects that are authorized pursuant to NWP 14. The
additional protections are requirements of the Chatham Park PDD Master Plan.
For example, in order to satisfy the Chatham Park PDD Master Plan, a stormwater
management plan ("SMP") specifically for this project (Attachment 1.9) has been
developed for DWR review and approval. The plan indudes both bio-filtration areas
and constructed wetlands. North Carolina's Jordan Lake riparian buffer rules, 15A
NCAC 2B .0267, and the Town of Pittsboro's DWR-approved riparian buffer
ordinance require only 50-ft buffers on streams. However, the Chatham Park PDD
Master Plan requires riparian buffers to be extended to 100-ft on perennial streams
as shown on Attachment 1.10 (construction drawings). Thus, in addition to
incorporating the maximum practicable impact avoidance and minimization and
satisfying the usual NWP and regional impact limits, the proposed project has
additional protections for waters of the U.S. I n summary, the proposed project has
less impacts than anticipated by the Corps when NWP 14 was reissued and
Regional Conditionswerepromulgated.

Durham-Chapel Hill-Carrboro
Me�ropolitan Planning Organiza�ion
Highway Map
Pittsboro
Comprehensive
Transportation Plan
Plan date: July 8, 2011
Freeways
� Existing
■ � � � � � Needs Improvement
....... Recommended
Expressways
Existing
� Needslmprovement
••••••• Recommended
Boulevards
Existing
� Needs Improvement
■■■■■■■ Recommended
Other Major Thoroughfares
� Existing
� ■ ■ ■ ■ ■ Needs Improvement
■■■■■■■ Recommended
Minor Thoroughfares
Existing
- - - - - Needs Improvement
------- Recommended
OExisting Interchange
. Improved Interchange
OProposedlnterchange
OExisting Grade Separation
OProposed Grade Separation
Miles
0 0.5 1 2
N
Sheet 2 of 5
W . ... �---- I>
Base map date:
August, 2007 S
Refer to CTP document for more details

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Land 11s� ��I�r�
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Boundaries
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This map is for ge�eral reference only. The US Fish and Wildlife Service is not
responsible for the accuracy or currentness of the base data shown on this map. All
we[lands related data should be used in accordance with the layer metadata found on
the Wetlands Mapper web site.
User Remarks:
CHATHAM PARK
WAY
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CHATHAM PARK WAY
SHPO HPO-WEB 1:25,940
0 0.225 0.45 0.9 mi
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0 0.35 0.7 1.4 km
� NR Individual Listing
� NR Listing, Gone
Source: Esri, DigitalGbbe, GeoEye, EaRhstar Geographics, CNES/Airbus
0.S, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, swisstopo, and

ATTA C H M E N T 1. 9
STORMWATER MANAGEMENT
P LAN

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Prepared Fvr:
Pittsboro Infrastructure LLC
1�Q Westc�n Estates Way
�Cary, hJC 27513
ATfN: Robin Rose
R�@F}�i@� 8�1:
WithersRaVene!
115 MacKenan Driae
Cary, hJC 27511
Revised Sept+ember Zd1 fi
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Hunter Freernan PE

CHATHAM PARK WAY
STORMWATER MANAGEMENT REPORT
PITTSBORO, NORTH CAROLINA
INTRODUCTION
Pittsboro Infrastructure LLC proposes to construct Chatham Park Way between business 64 and 64
Bypass. The roadway is a new alignment with no other associated development plan. The current
cross section generally consists of a 2 lane roadway with a center median. Future plans include
widening the roadway to a 4 lane divided section with curb and gutter. This report addresses the
projects compliance with NCDOT and Pittsboro requirements for stormwater management. The
stormwater management systems are designed for the current buildout. Future widening of the
roadway will require a redesign of the control and treatment systems.
The stormwater management plan uses a combination of green infrastructure techniques and
conventional stormwater control measures. In total, 6 constructed wetland basins will be
constructed downstream of pipe outfalls. Bio-filtration areas within the right of way (located in line
with the roadside swales) treat roadway runoff from 37% of the total impervious area proposed.
STORMWATER MANAGEMENT REQUIREMENTS
The proposed development is within Chatham Park PDD boundary and the Jordan Lal<e Watershed.
This project is a stand-alone project, future development adjacent to the roadway corridor will
require additional stormwater permits which will be applied for on a site by site basis.
Compliance with NCDOT and Town requirements will be met using green infrastructure and
conventional techniques. NCDOT is using Chatham Parl< as a pilot project to analyze the design,
construction, and performance of Green Street technologies. Green Street technologies use
stormwater treatment devices within the right of way corridor as a treatment and conveyance
measure.
Biofiltration areas are roadside treatment facilities which will be located in the proposed roadside
swale. The system uses a high flow engineered media to filter runoff before discharging it into the
storm drainage network. Runoff is ponded behind a false sump where it the filters through the
engineered media to a perforated underdrain pipe. The green infrastructure elements are
complimented by stormwater wetlands constructed downstream of pipe outfalls. The wetland BMPs
are sized to treat the water quality volume from any impervious area which bypasses the biofiltration
areas, and also to provide flood control for the entire watershed. The biofiltration areas are not
intended to provide any flood control benefit.
METHODOLOGY
A stormwater study was conducted using the natural drainage features as depicted by LiDAR
topography and existing field surveys. Proposed drainage areas were based on field survey data and
proposed roadway grades within the right of way areas.
The scope of worl< included the following analyses:
Hvdrology
❑ Simulation of the 2-year 2-hour rainfall events for the Pittsboro, NC area for sizing of the
biofiltration areas
❑ Simulation of the 1-, 2-, 5-, io-, 25-, 50-, and 1oo-year 24-hour rainfall events for the
Pittsboro, NC area for sizing of the constructed wetland areas
Chatham Park Way WR Project ozizoq69.7o
Stormwater Management Report Revised September zoi6

CHATHAM PARK WAY
STORMWATER MANAGEMENT REPORT
PITTSBORO, NORTH CAROLINA
Hvdraulic
❑ Routing the z-year, 2-hour storm through the biofiltration media
❑ Analyzing results at each biofi�tration area
❑ Routing the i-, 2-, 5-, io-, 25-, 50-, and ioo-year 24-hour rainfall events for the Pittsboro,
NC area through constructed wetland areas
❑ Analyzing pre and post development peak flow rates at 3 analysis points
The results of the hydrology calculations are used in the hydrau�ic analyses.
For water quality documentation, the biofiltration areas were sized using an excel spreadsheet
routing. The routing assumed a constant rainfall intensity derived from the duration and depth of the
2 year 2 hour storm. The analysis calculates how much runoff has flowed through the media before
the storage depth is exceeded. Water quality compliance is reached when the design of the
biofiltration area (a function of total storage depth and infiltration capacity) is exceeded. Storage
volume in the roadside swale was calculated using the slope and geometry of the swale upstream of
the false sump.
HYDROLOGY
Intensity/duration functions from NOAA atlas 14 rainfall data were used to determine the depth and
intensity of the 2-yr z-hour storm and all z4 hour duration storms.
Time of concentration for pre- and post-development drainage areas were developed using the
Kirpich method. A minimum time of concentration of 5 minutes was used for the pre and post-
development piped drainage systems.
HYDRAULICS
Computer simulated reservoir routings utilized stage-storage and stage-discharge functions. Stage-
storage functions were derived from the proposed geometry of the storage areas upstream of each
false sump and each constructed wetland. A non-linear regression relation for volume versus
elevation was derived for each BMP impoundment. This relation estimates the incremental volume
of the basin to the stage or elevation of the basin.
NITROGEN EXPORT
The Nitrogen export rates for the development were calculated using the Jordan Falls Stormwater
Accounting Tool. The nitrogen boundary consists of area within the proposed right of way within the
roadway construction zone. All onsite drainage areas, including open space, roadway and sidewall<
were entered in the nutrient export analysis. The biofiltration areas were entered as one sand filter
BMP based on similar treatment capabilities. The worl<sheet used to calculate the nutrient export
loading rate can be found in the appendices.
Because runoff from each outfall was routed to a downstream constructed wetland, and there is no
untreated impervious area, the entire roadway was entered into the JFSAT as one drainage area. The
portion of the roadway with is treated by the green infrastructure techniques was entered as one
cumulative area.
Chatham Park Way WR Project ozizoq69.7o
Stormwater Management Report Revised September zoi6

CHATHAM PARK WAY
STORMWATER MANAGEMENT REPORT
PITTSBORO, NORTH CAROLINA
CONCLUSIONS
Based upon the routing study, the proposed stormwater management plan has sufficient measures
to provide the necessary water quality control, removal of nutrients, and flood control as required by
Pittsboro, Jordan Lake, and Master Plan standards.
The proposed biofiltration areas provide treatment for 36% of the roadway impervious areas while
the constructed wetlands treat the remainder and attenuate flows from the roadway. The resulting
peal<flows in the receiving stream remain below pre-development levels forthe design storms.
The proposed BMPs and accompanying storm drainage system were designed to attenuate the
impact of the proposed impervious area on peak flow rates and have sufficient storage to safely
pass the 1oo-year storm event.
Because the nitrogen export rate exceeds the target rate for the Jordan lake Haw River sub-
watershed, a payment to an offsite mitigation bank will be necessary. The phosphorous loading rate
is below the target export rate, therefore no additional phosphorous offset is required.
24-Hour Peak Flows
Downstream of Pro'ect
Pre Dev. Peak Post Dev. Peak %
Storm Flow Flow w/ SCMs Flow Change Change
1-yr 2.08 1.29 -0.79 -38%
2-yr 8.26 5.07 -3.19 -39%
5-yr 21.99 14.92 -7.07 -32 %
10-yr 36.03 33.1 -2.93 -8%
25-yr 57.69 86.89 29.2 51%
50-yr 76.65 122.57 45.92 60%
100-yr 97.04 151.58 54.54 56%
Chatham Park Way WR Project ozlzoq69.7o
Stormwater Management Report Revised September zoi6

Chatham Park Way - SWMP Performance Summary 9/27/2016
Analysis Point: AP 1
Pre Dev. Peak Post Dev. Peak
Storm Flow Flow w/ SCMs Flow Change % Change
1-yr 2.08 1.29 -0.79 -38%
2-yr 8.26 5.07 -3.19 -39%
5-yr 21.99 14.92 -7.07 -32%
10-yr 36.03 33.1 -2.93 -8%
25-yr 57.69 86.89 29.2 51%
50-yr 76.5 122.57 46.07 60%
100-yr 97.04 151.58 54.54 56%
Analvsis Point: AP 2
Pre Dev. Peak Post Dev. Peak
Storm Flow Flow w/ SCMs Flow Change % Change
1-yr 0.62 0.32 -0.3 -48%
2-yr 2.39 1.29 -1.1 -46%
5-yr 6.24 4.29 -1.95 -31%
10-yr 9.81 8.81 -1 -10%
25-yr 15.52 20.65 5.13 33%
50-yr 20.66 29.56 8.9 43%
100-yr 26.19 37.79 11.6 44%
Analvsis Point: AP 3
Pre Dev. Peak Post Dev. Peak
Storm Flow Flow w/ SCMs Flow Change % Change
1-yr 0.18 0.07 -0.11 -61%
2-yr 0.68 0.27 -0.41 -60%
5-yr 1.77 1.07 -0.7 -40%
10-yr 2.78 1.53 -1.25 -45%
25-yr 4.4 3.68 -0.72 -16%
50-yr 5.86 5.92 0.06 1%
100-yr 7.43 7.94 0.51 7%
Analvsis Point: Overall
Pre Dev. Peak Post Dev. Peak
Storm Flow Flow w/ SCMs Flow Change % Change
1-yr 2.08 1.29 -0.79 -38%
2-yr 8.26 5.07 -3.19 -39%
5-yr 21.99 14.92 -7.07 -32%
10-yr 36.03 33.1 -2.93 -8%
25-yr 57.69 86.89 29.2 51%
50-yr 76.65 122.57 45.92 60%
100-yr 97.04 151.58 54.54 56%

CHATHAM PARK WAY
STORMWATER MANAGEMENT REPORT
PITTSBORO, NORTH CAROLINA
CONSTRUCTED WETLAND DESIGN
SUMMARI ES
Chatham Park Way WR Project ozizoq69.7o
Stormwater Management Report Revised September zoi6

Chatham Park Way BMP Summary Tables
BMP 1 Constructed Wetland
Item Description Elevation
Drainage Area 10.72 Ac --
Impervious Area 0.8 Ac --
Pond Bottom -- 375.00
Gate Valve 4" 375.00
Normal Pool 2432 sf 377.00
Drawdown Orifice 1.5" 377.00
WQ Pool 6510 cf 378.00
Attenuation Device 4- 6" Dia. 378.00
Riser Crest 48" CMP 379.50
100 Year WSEL -- 380.74
Top of Dam -- 381.50
Outlet Barrel 30" RCP 375.00
48 LF @ 2.08% 374.00
BMP 2 Constructed Wetland
Item Description Elevation
Drainage Area 2.61 ac --
Impervious Area 0.55 ac --
Pond Bottom -- 370.00
Gate Valve 4" 370.00
Normal Pool (SF) 1422 sf 372.00
Drawdown Orifice 1" 372.00
WQ Pool Z419 cf 373.00
Attenuation Device 6" Dia 373.00
Riser Crest 24" CMP 374.50
100 Year WSEL -- 375.26
Top of Dam -- 376.00
Outlet Barrel 18" CMP 370.00
44 LF @ 1.14% 369.50
BMP 3 Constructed Wetland
Item Description Elevation
Drainage Area 5.96 ac --
Impervious Area 1.08 ac --
Pond Bottom -- 378.00
Gate Valve 4" 378.00
Normal Pool (SF) 2249 sf 380.00
Drawdown Orifice 1" 380.00
WQ Pool 5562 cf 381.00
Attenuation Device 4- 6" Dia 382.00
Riser Crest 48" CMP 382.50
100 Year WSEL -- 383.38
Top of Dam -- 384.00
Outlet Barrel 24" CMP 378.00
44 If @ 1.14% 377.50

BMP 4 Constructed Wetland
Item Description Elevation
Drainage Area 5.22 ac --
Impervious Area 1.0 ac --
Pond Bottom -- 408.00
Gate Valve 4" 408.00
Normal Pool (SF) 1870 sf 410.00
Drawdown Orifice 1" 410.00
WQ Pool 5509 cf 411.00
Attenuation Device 4- 6" Dia 411.00
Riser Crest 36" CMP 412.00
100 Year WSEL -- 412.84
Top of Dam -- 413.00
Outlet Barrel 24" CMP 402.00
72 LF @ 6.25% 396.50
BMP 5 Constructed Wetland
Item Description Elevation
Drainage Area 6.01 ac --
Impervious Area 0.84 ac --
Pond Bottom -- 432.00
Gate Valve 4" 432.00
Normal Pool (SF) 2215 sf 434.00
Drawdown Orifice 1" 434.00
WQ Pool 4514 cf 435.00
Attenuation Device 4- 6" Dia 435.00
Riser Crest 36" CMP 436.25
100 Year WSEL -- 437.18
Top of Dam -- 438.00
Outlet Barrel 24" CMP 430.00
53 LF @ 1.89% 429.00
BMP 6 Constructed Wetland
Item Description Elevation
Drainage Area 1.38 ac --
Impervious Area 0.55 ac --
Pond Bottom -- 444.00
Gate Valve 4" 444.00
Normal Pool (SF) 1357 sf 446.00
Drawdown Orifice 1" 446.00
WQ Pool Z541 cf 447.00
Attenutaiton Device 2- 6" DIA 447.00
Riser Crest Z4" CMP 448.00
100 Year WSEL -- 448.45
Top of Dam -- 449.00
Outlet Barrel 18" CMP 444.00
36 LF @ 2.78% 443.00

Chatham Park W ay
l.D.
S#ruc#ure 4ft}
BMP 1
BMP 2
BMP 3
B�u+IP 4
Sl`+�P 5
BA�iP 6
�
�
4
3
3
2
1Neightt�f'�J�ter =
W�eigh� of Cancrete =
ftiser Dimensions
Fieigh# Area
�ft? (s�. ft.)
4.5 12.6
�F.5 3.1
6.5 12.F�
10 7.1
6.25 7. �
4 3.1
62.4
150
V+nlum�e
u
{cu. ft.1
56.5
� �4.1
81.7
70.7
�R4. Z
12.6
pcf
�cf
Buo�ancy Weight Anfi-Flvta#ion Black Damer�sians WeigC�t vf Total
Force af Riser 1N�dth LeAgth Thickness A�ti-Flvfatian Weight FaCtor of
�Ibs� (Ibs) (ft] {ft} [ft) �Ib�) (Ibsy Safeiy
3529 1l'70 5 � �'.5 J375 9475 2.64
8$� 10�D 3 3 2 27fJ� 280(3 �.17
54� l 1 fl0 5 5 2. 75 1�1312 .5 t 0412.5 2.04
4471 1{7il 5 5 3 11�5a 1135�} Z.57
2757' 1{i4 4 A 2.5 6�0 61C}� 2.21
784 1{Dfl 3 3 2 � l{]Q �$Q(� 3.57

CHATHAM PARK WAY
STORMWATER MANAGEMENT REPORT
PITTSBORO, NORTH CAROLINA
CONSTRUCTED WETLAND SIZING
CALCULATIONS
Chatham Park Way WR Project ozizoq69.7o
Stormwater Management Report Revised September 2oi6

Project Name: Chatham Park Way
City/State: Pittsboro, NC
STORMWATER BMP 1- Downstream of 407
Total % Impervious Surface Area =
0.9 %
Project #: 2120469J
Date: 27-Sep-16
1-Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987)
Rv = 0.05 + 0.009(I) where, Rv = Runoff coefficient, in./in.
I = Percent impervious
Rv = 0.06 in./in.
Total runoff volume from 1-inch precipitation:
Runoff volume, S=(Design rainfall) (Rv) (Drainage Area)
S = 0.052 acre-ft
2272 cu. ft.
Water quality pool elevation =
Storage volume provided =
Wetland Zone Areas (sq. ftJ
WQ Ponding Depth =
Deep Pools & Forel
Shallow Water
Shallow Land
Totals
✓linimum Shallow L
Orifice Calculator
Q =Cd*A*(2gh)"(1/2)
378.00 feet
0.149 acre-ft
6510 cu. ft.
12 in
Recommended Provided % of total
454 1203 17%
909 1230 17%
909 4685 66%
2272 7118 100%
�auired = 1302 sfl
Variables Constants
WQ Volume: 0.149 Acre-ft 6510 cf g= 32.2 fds2
Head: 1.00 ft 0.333333333 ft Cd = 0.6
�w down time: 53 hrs 190800 s
Orifice Area = 0.0122735 sq. ft 1.767386582 sq. in
Orifice Diameter = 1.500103 in
USE 1.5 INCH DIAMETER ORIFICE

Project Name: Chatham Park Way
City/State: Pittsboro, NC
STORMWATER BMP 2- Downstream of 521
Area % IA Imp. Area
Land Use (ac) (ac)
Treated Im ervious 0.14 0 0.0
Untreated Im ervious 0.41 100 0.4
O en S ace 2.06 0 0.0
Totals 2.61 0.4
Total % Impervious Surface Area = 15.7 %
Project #: 2120469.7
Date: 2 7-Sep-16
1-Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987)
Rv = 0.05 + 0.009(I) where, Rv = Runoff coefficient, in./in.
I = Percent impervious
Rv = 0.19 in./in.
Total runoff volume from 1-inch precipitation:
Runoff volume, S=(Design rainfall) (Rv) (Drainage Area)
S = 0.042 acre-ft
1813 cu. ft.
Water quality pool elevation=
Storage volume provided =
Wetland Zone Areas (sq. ft.)
WQ Ponding Depth =
Deep Pools & Forel
Shallow Water
Shallow Land
Totals
�inimum Shallow L
Orifice Calculator
Q =Cd*A*(2gh)"(1/2)
3 73.00 feet
0.056 acre-ft
2419 cu. ft.
12 in
Recommended
363
725
725
1813
�uired = 484 sf
Provided % of total
668 23%
754 26%
1491 51%
2913 100%
Variables Constants
WQ Volume: 0.056 Acre-ft 2419 cf g= 32.2 fUs2
Head: 1.00 ft 0.333333333 ft Cd= 0.6
�w down time: 48 hrs 172800 s
Orifice Area = 0.0050357 sq. ft 0.72513867 sq. in
Orifice Diameter = 0.960873 in
USE 1 INCH DIAMETER ORIFICE

Project Name: Chatham Park Way
City/State: Pittsboro, NC
STORMWATER BMP 3- Downstream of 511
Area % IA Imp. Area
Land Use (ac) (ac)
Treated Im ervious 0.62 0 0.0
Untreated Im ervious 0.46 100 0.5
O en S ace 4.88 0 0.0
Totals 5.96 0.5
Total % Impervious Surface Area = 7.7 %
Project #: 2120469.7
Date: 2 7-Sep-16
1-Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987)
Rv = 0.05 + 0.009(I) where, Rv = Runoff coefficient, in./in.
I = Percent impervious
Rv = 0.12 in./in.
Total runoff volume from 1-inch precipitation:
Runoff volume, S=(Design rainfall) (Rv) (Drainage Area)
S = 0.059 acre-ft
2585 cu. ft.
Water quality pool elevation=
Storage volume provided =
Wetland Zone Areas (sq. ft.)
WQ Ponding Depth =
Deep Pools & Forel
Shallow Water
Shallow Land
Totals
�inimum Shallow L
Orifice Calculator
Q =Cd*A*(2gh)"(1/2)
383.00 feet
0.128 acre-ft
5562 cu. ft.
12 in
Recommended
517
1034
1034
2585
�uired = 1112 �
Provided % of total
1143 19%
1107 18%
3924 64%
6174 100%
Variables Constants
WQ Volume: 0.128 Acre-ft 5562 cf g= 32.2 fUs2
Head: 1.00 ft 0.333333333 ft Cd= 0.6
�w down time: 100 hrs 360000 s
Orifice Area = 0.0055577 sq. ft 0.800308481 sq. in
Orifice Diameter = 1.009448 in
USE 1 INCH DIAMETER ORIFICE

Project Name: Chatham Park Way
City/State: Pittsboro, NC
STORMWATER BMP 4- Downstream of 614
Area % IA Imp. Area
Land Use (ac) (ac)
Treated Im ervious 0.36 0 0.0
Untreated Im ervious 0.64 100 0.6
O en S ace 4.22 0 0.0
Totals 5.22 0.6
Total % Impervious Surface Area = 12.3 %
Project #: 2120469.7
Date: 2 7-Sep-16
1-Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987)
Rv = 0.05 + 0.009(I) where, Rv = Runoff coefficient, in./in.
I = Percent impervious
Rv = 0.16 in./in.
Total runoff volume from 1-inch precipitation:
Runoff volume, S=(Design rainfall) (Rv) (Drainage Area)
S = 0.070 acre-ft
3038 cu.ft.
Water quality pool elevation=
Storage volume provided =
Wetland Zone Areas (sq. ft.)
WQ Ponding Depth =
Deep Pools & Forel
Shallow Water
Shallow Land
Totals
�inimum Shallow L
Orifice Calculator
Q =Cd*A*(2gh)"(1/2)
424.00 feet
0.126 acre-ft
5509 cu. ft.
12 in
Recommended
608
1215
1215
3038
� u i red = 1102 �
Provided % of total
603 9%
1269 20%
4573 71 %
6445 100%
Variables Constants
WQ Volume: 0.126 Acre-ft 5509 cf g= 32.2 fUs2
Head: 1.00 ft 0.333333333 ft Cd= 0.6
�w down time: 100 hrs 360000 s
Orifice Area = 0.0055047 sq. ft 0.792682384 sq. in
Orifice Diameter = 1.004627 in
USE 1 INCH DIAMETER ORIFICE

Project Name: Chatham Park Way
City/State: Pittsboro, NC
STORMWATER BMP 5- Downstream of 602
Area % IA Imp. Area
Land Use (ac) (ac)
Treated Im ervious 0 0 0.0
Untreated Im ervious 0.84 100 0.8
O en S ace 5.17 0 0.0
Totals 6.01 0.8
Total % Impervious Surface Area = 14.0 %
Project #: 2120469.7
Date: 2 7-Sep-16
1-Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987)
Rv = 0.05 + 0.009(I) where, Rv = Runoff coefficient, in./in.
I = Percent impervious
Rv = 0.18 in./in.
Total runoff volume from 1-inch precipitation:
Runoff volume, S=(Design rainfall) (Rv) (Drainage Area)
S = 0.088 acre-ft
3835 cu. ft.
Water quality pool elevation=
Storage volume provided =
Wetland Zone Areas (sq. ft.)
WQ Ponding Depth =
Deep Pools & Forel
Shallow Water
Shallow Land
Totals
�inimum Shallow L
Orifice Calculator
Q =Cd*A*(2gh)"(1/2)
435.00 feet
0.104 acre-ft
4514 cu. ft.
12 in
Recommended
767
1534
1534
3835
�uired = 903 sf
Provided % of total
613 12%
1603 30%
3054 58%
5270 100%
Variables Constants
WQ Volume: 0.104 Acre-ft 4514 cf g= 32.2 fUs2
Head: 1.00 ft 0.333333333 ft Cd= 0.6
�w down time: 82 hrs 295200 s
Orifice Area = 0.0055006 sq. ft 0.792089282 sq. in
Orifice Diameter = 1.004251 in
USE 1 INCH DIAMETER ORIFICE

Project Name: Chatham Park Way
City/State: Pittsboro, NC
STORMWATER BMP 6- Downstream of 703
Area % IA Imp. Area
Land Use (ac) (ac)
Treated Im ervious 0 0 0.0
Untreated Im ervious 0.55 100 0.6
O en S ace 0.83 0 0.0
Totals 1.38 0.6
Total % Impervious Surface Area = 39.9 %
Project #: 2120469.7
Date: 2 7-Sep-16
1-Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987)
Rv = 0.05 + 0.009(I) where, Rv = Runoff coefficient, in./in.
I = Percent impervious
Rv = 0.41 in./in.
Total runoff volume from 1-inch precipitation:
Runoff volume, S=(Design rainfall) (Rv) (Drainage Area)
S = 0.047 acre-ft
2047 cu.ft.
Water quality pool elevation=
Storage volume provided =
Wetland Zone Areas (sq. ft.)
WQ Ponding Depth =
Deep Pools & Forel
Shallow Water
Shallow Land
Totals
�inimum Shallow L
Orifice Calculator
Q =Cd*A*(2gh)"(1/2)
447.00 feet
0.058 acre-ft
2541 cu. ft.
12 in
Recommended
409
819
819
2047
�uired = 508 sf
Provided % of total
414 13%
943 30%
1786 57%
3143 100%
Variables Constants
WQ Volume: 0.058 Acre-ft 2541 cf g= 32.2 fUs2
Head: 1.00 ft 0.333333333 ft Cd= 0.6
�w down time: 48 hrs 172800 s
Orifice Area = 0.0052897 sq. ft 0.76171036 sq. in
Orifice Diameter = 0.984805 in
USE 1 INCH DIAMETER ORIFICE

CHATHAM PARK WAY
STORMWATER MANAGEMENT REPORT
PITTSBORO, NORTH CAROLINA
GREEN INFRASTRUCTURE SIZING
CALCULATIONS
Chatham Park Way WR Project ozizoq69.7o
Stormwater Management Report Revised September 2oi6

Project:
Site ID:
W&R Project #:
Chatham Park
2120469.00
BMP Location/Name: 409 - 12+00 RT
BMP - HIGH FLOW MEDIA CALCULATIONS
Storm Frequency:
Storm Duration:
Drainage Area
% Impervious
Impervious Area
Basin Slope
Base Width
Right Side Slope
Left Side Slope
Max. Depth
Dam Width
Ponded Length
Top Area
Surface Storage Volume
Notes:
2 Years
2 hr
42393 sf
20%
8478.6 sf
0.018 ft/ft
0.00 ft
2.00 :1
4.00 :1
1.00 ft
6 ft
56 ft
168 sf
56 cf
Duration perTime Step 0.24 min
Rainfalllntensity 1.02 in/hr
Flow Rate 0.20 cf/s
First Flush - 1" Passed
Total Rainfall Treated 1.057"
% of Total Storm Volume 52%
Media Area 100.0 sf
Infiltration Rate 80.00 in/hr
Media Flow Rate 0.19 cf/s
Date: Sep. 29, 2016
Designed By: HCF

Project:
Site ID:
W&R Project #:
Chatham Park
2120469.00
BMP Location/Name: 408 - 14+00 RT
BMP - HIGH FLOW MEDIA CALCULATIONS
Storm Frequency:
Storm Duration:
Drainage Area
% Impervious
Impervious Area
Basin Slope
Base Width
Right Side Slope
Left Side Slope
Max. Depth
Dam Width
Ponded Length
Top Area
Surface Storage Volume
Notes:
2 Years
2 hr
17130 sf
40%
6852 sf
0.018 ft/ft
0.00 ft
2.00 :1
4.00 :1
1.00 ft
6 ft
56 ft
168 sf
56 cf
Duration perTime Step 0.24 min
Rainfalllntensity 1.02 in/hr
Flow Rate 0.16 cf/s
First Flush - 1" Passed
Total Rainfall Treated 1.163"
% of Total Storm Volume 57%
Media Area 80.0 sf
Infiltration Rate 80.00 in/hr
Media Flow Rate 0.15 cf/s
Date: Sep. 29, 2016
Designed By: HCF

Project:
Site ID:
W&R Project #:
Chatham Park
2120469.00
BMP Location/Name: 404 - 16+50
BMP - HIGH FLOW MEDIA CALCULATIONS
Storm Frequency:
Storm Duration:
Drainage Area
% Impervious
Impervious Area
Basin Slope
Base Width
Right Side Slope
Left Side Slope
Max. Depth
Dam Width
Ponded Length
Top Area
Surface Storage Volume
Notes:
2 Years
2 hr
17276 sf
40%
6910.4 sf
0.018 ft/ft
0.00 ft
2.00 :1
4.00 :1
1.00 ft
6 ft
56 ft
168 sf
56 cf
Duration perTime Step 0.24 min
Rainfalllntensity 1.02 in/hr
Flow Rate 0.16 cf/s
First Flush - 1" Passed
Total Rainfall Treated 1.057"
% of Total Storm Volume 52%
Media Area 80.0 sf
Infiltration Rate 80.00 in/hr
Media Flow Rate 0.15 cf/s
Date: Sep. 29, 2016
Designed By: HCF

Project:
Site ID:
W&R Project #:
Chatham Park
2120469.00
BMP Location/Name: 405 - 18+50 RT
Storm Frequency:
Storm Duration:
Drainage Area
% Impervious
Impervious Area
Basin Slope
Base Width
Right Side Slope
Left Side Slope
Max. Depth
Dam Width
Ponded Length
Top Area
Surface Storage Volume
Notes:
BMP - HIGH FLOW MEDIA CALCULATIONS
2 Years
2 hr
11077 sf
60%
6646.2 sf
0.018 ft/ft
0.00 ft
2.00 :1
4.00 :1
1.00 ft
6 ft
56 ft
168 sf
56 cf
Duration perTime Step 0.24 min
Rainfalllntensity 1.02 in/hr
Flow Rate 0.16 cf/s
First Flush - 1" Passed
Total Rainfall Treated 1.807"
% of Total Storm Volume 89%
Media Area 80.0 sf
Infiltration Rate 80.00 in/hr
Media Flow Rate 0.15 cf/s
Date: Sep. 29, 2016
Designed By: HCF

Project:
Site ID:
W&R Project #:
Chatham Park
2120469.00
BMP Location/Name: 14+30 LT
Storm Frequency:
Storm Duration:
Drainage Area
% Impervious
Impervious Area
Basin Slope
Base Width
Right Side Slope
Left Side Slope
Max. Depth
Dam Width
Ponded Length
Top Area
Surface Storage Volume
Notes:
BMP - HIGH FLOW MEDIA CALCULATIONS
2 Years
2 hr
16343 sf
46%
7517.78 sf
0.018 ft/ft
0.00 ft
4.00 :1
4.00 :1
1.00 ft
8 ft
56 ft
224 sf
75 cf
Duration perTime Step 0.24 min
Rainfalllntensity 1.02 in/hr
Flow Rate 0.18 cf/s
First Flush - 1" Passed
Total Rainfall Treated 2.04"
% of Total Storm Volume 100%
Media Area 100.0 sf
Infiltration Rate 80.00 in/hr
Media Flow Rate 0.19 cf/s
Date: Sep. 29, 2016
Designed By: HCF

Project:
Site ID:
W&R Project #:
Chatham Park
2120469.00
BMP Location/Name: 402 - 16+50 LT
BMP - HIGH FLOW MEDIA CALCULATIONS
Storm Frequency:
Storm Duration:
Drainage Area
% Impervious
Impervious Area
Basin Slope
Base Width
Right Side Slope
Left Side Slope
Max. Depth
Dam Width
Ponded Length
Top Area
Surface Storage Volume
Notes:
2 Years
2 hr
16343 sf
46%
7517.78 sf
0.018 ft/ft
0.00 ft
4.00 :1
4.00 :1
1.00 ft
8 ft
56 ft
224 sf
75 cf
Duration perTime Step 0.24 min
Rainfalllntensity 1.02 in/hr
Flow Rate 0.18 cf/s
First Flush - 1" Passed
Total Rainfall Treated 2.04"
% of Total Storm Volume 100%
Media Area 100.0 sf
Infiltration Rate 80.00 in/hr
Media Flow Rate 0.19 cf/s
Date: Sep. 29, 2016
Designed By: HCF

Project:
Site ID:
W&R Project #:
Chatham Park
2120469.00
BMP Location/Name: 12+10 LT
Storm Frequency:
Storm Duration:
Drainage Area
% Impervious
Impervious Area
Basin Slope
Base Width
Right Side Slope
Left Side Slope
Max. Depth
Dam Width
Ponded Length
Top Area
Surface Storage Volume
Notes:
BMP - HIGH FLOW MEDIA CALCULATIONS
2 Years
2 hr
16343 sf
46%
7517.78 sf
0.018 ft/ft
0.00 ft
4.00 :1
4.00 :1
1.00 ft
8 ft
56 ft
224 sf
75 cf
Duration perTime Step 0.24 min
Rainfalllntensity 1.02 in/hr
Flow Rate 0.18 cf/s
First Flush - 1" Passed
Total Rainfall Treated 2.04"
% of Total Storm Volume 100%
Media Area 100.0 sf
Infiltration Rate 80.00 in/hr
Media Flow Rate 0.19 cf/s
Date: Sep. 29, 2016
Designed By: HCF

Project:
Site ID:
W&R Project #:
Chatham Park
2120469.00
BMP Location/Name: 517 - 23+00 RT
Storm Frequency:
Storm Duration:
Drainage Area
% Impervious
Impervious Area
Basin Slope
Base Width
Right Side Slope
Left Side Slope
Max. Depth
Dam Width
Ponded Length
Top Area
Surface Storage Volume
Notes:
BMP - HIGH FLOW MEDIA CALCULATIONS
2 Years
2 hr
7000 sf
70%
4900 sf
0.034 ft/ft
0.00 ft
2.00 :1
4.00 :1
1.00 ft
6 ft
29 ft
87 sf
29 cf
Duration perTime Step 0.24 min
Rainfalllntensity 1.02 in/hr
Flow Rate 0.12 cf/s
First Flush - 1" Passed
Total Rainfall Treated 1.791"
% of Total Storm Volume 88%
Media Area 60.0 sf
Infiltration Rate 80.00 in/hr
Media Flow Rate 0.11 cf/s
Date: Sep. 29, 2016
Designed By: HCF

Project:
Site ID:
W&R Project #:
Chatham Park
2120469.00
BMP Location/Name: 24+50 RT
Storm Frequency:
Storm Duration:
Drainage Area
% Impervious
Impervious Area
Basin Slope
Base Width
Right Side Slope
Left Side Slope
Max. Depth
Dam Width
Ponded Length
Top Area
Surface Storage Volume
Notes:
BMP - HIGH FLOW MEDIA CALCULATIONS
2 Years
2 hr
7000 sf
70%
4900 sf
0.034 ft/ft
0.00 ft
2.00 :1
4.00 :1
1.00 ft
6 ft
29 ft
87 sf
29 cf
Duration perTime Step 0.24 min
Rainfalllntensity 1.02 in/hr
Flow Rate 0.12 cf/s
First Flush - 1" Passed
Total Rainfall Treated 1.791"
% of Total Storm Volume 88%
Media Area 60.0 sf
Infiltration Rate 80.00 in/hr
Media Flow Rate 0.11 cf/s
Date: Sep. 29, 2016
Designed By: HCF

Project:
Site ID:
W&R Project #:
Chatham Park
2120469.00
BMP Location/Name: 508.00 27+50 RT
BMP - HIGH FLOW MEDIA CALCULATIONS
Storm Frequency:
Storm Duration:
Drainage Area
% Impervious
Impervious Area
Basin Slope
Base Width
Right Side Slope
Left Side Slope
Max. Depth
Dam Width
Ponded Length
Top Area
Surface Storage Volume
Notes:
2 Years
2 hr
7207 sf
20%
1441.4 sf
0.034 ft/ft
0.00 ft
2.00 :1
4.00 :1
1.00 ft
6 ft
29 ft
87 sf
29 cf
Duration perTime Step 0.24 min
Rainfalllntensity 1.02 in/hr
Flow Rate 0.03 cf/s
First Flush - 1" Passed
Total Rainfall Treated 2.04"
% of Total Storm Volume 100%
Media Area 20.0 sf
Infiltration Rate 80.00 in/hr
Media Flow Rate 0.04 cf/s
Date: Sep. 29, 2016
Designed By: HCF

Project:
Site ID:
W&R Project #:
Chatham Park
2120469.00
Date: Sep. 29, 2016
Designed By: HCF
BMP Location/Name: 505.00 2g+60 LT
BMP - HIGH FLOW MEDIA CALCULATIONS
Storm Frequency:
Storm Duration:
Drainage Area
% Impervious
Impervious Area
Basin Slope
Base Width
Right Side Slope
Left Side Slope
Max. Depth
Dam Width
Ponded Length
Top Area
Surface Storage Volume
Notes:
2 Years
2 hr
22256 sf
40%
8902.4 sf
0.034 ft/ft
0.00 ft
4.00 :1
4.00 :1
1.00 ft
8 ft
29 ft
116 sf
39 cf
Duration perTime Step 0.24 min
Rainfalllntensity 1.02 in/hr
Flow Rate 0.21 cf/s
ERROR: Reduce Media Area.
First Flush - 1" Media Area cannot be greater
than ponded area.
Total Rainfall Treated 2.04"
% of Total Storm Volume 100%
Media Area 120.0 sf
Infiltration Rate 80.00 in/hr
Media Flow Rate 0.22 cf/s

Project:
Site ID:
W&R Project #:
Chatham Park
2120469.00
BMP Location/Name: 506.00 2g+60 RT
BMP - HIGH FLOW MEDIA CALCULATIONS
Storm Frequency:
Storm Duration:
Drainage Area
% Impervious
Impervious Area
Basin Slope
Base Width
Right Side Slope
Left Side Slope
Max. Depth
Dam Width
Ponded Length
Top Area
Surface Storage Volume
Notes:
2 Years
2 hr
38136 sf
3%
1144.08 sf
0.034 ft/ft
0.00 ft
4.00 :1
4.00 :1
1.00 ft
8 ft
29 ft
116 sf
39 cf
Duration perTime Step 0.24 min
Rainfalllntensity 1.02 in/hr
Flow Rate 0.03 cf/s
First Flush - 1" Passed
Total Rainfall Treated 2.04"
% of Total Storm Volume 100%
Media Area 100.0 sf
Infiltration Rate 80.00 in/hr
Media Flow Rate 0.19 cf/s
Date: Sep. 29, 2016
Designed By: HCF

Project:
Site ID:
W&R Project #:
Chatham Park
2120469.00
BMP Location/Name: 502 LP Median 29+50 Median
BMP - HIGH FLOW MEDIA CALCULATIONS
Storm Frequency:
Storm Duration:
Drainage Area
% Impervious
Impervious Area
Basin Slope
Base Width
Right Side Slope
Left Side Slope
Max. Depth
Dam Width
Ponded Length
Top Area
Surface Storage Volume
Notes:
2 Years
2 hr
43347 sf
70%
30342.9 sf
0.020 ft/ft
7.00 ft
4.00 :1
4.00 :1
0.50 ft
11 ft
50 ft
450 sf
92 cf
Duration perTime Step 0.24 min
Rainfalllntensity 1.02 in/hr
Flow Rate 0.72 cf/s
First Flush - 1" Passed
Total Rainfall Treated 1.179"
% of Total Storm Volume 58%
Media Area 375.0 sf
Infiltration Rate 80.00 in/hr
Media Flow Rate 0.69 cf/s
Date: Sep. 29, 2016
Designed By: HCF

Project:
Site ID:
W&R Project #:
Chatham Park
2120469.00
BMP Location/Name: 611.00 37+00 LT
Storm Frequency:
Storm Duration:
Drainage Area
% Impervious
Impervious Area
Basin Slope
Base Width
Right Side Slope
Left Side Slope
Max. Depth
Dam Width
Ponded Length
Top Area
Surface Storage Volume
Notes:
BMP - HIGH FLOW MEDIA CALCULATIONS
2 Years
2 hr
23587 sf
30%
7076.1 sf
0.034 ft/ft
0.00 ft
4.00 :1
4.00 :1
1.00 ft
8 ft
29 ft
116 sf
39 cf
Duration perTime Step 0.24 min
Rainfalllntensity 1.02 in/hr
Flow Rate 0.17 cf/s
First Flush - 1" Passed
Total Rainfall Treated 2.04"
% of Total Storm Volume 100%
Media Area 90.0 sf
Infiltration Rate 80.00 in/hr
Media Flow Rate 0.17 cf/s
Date: Sep. 29, 2016
Designed By: HCF

Project:
Site ID:
W&R Project #:
Chatham Park
2120469.00
BMP Location/Name: 609.00 43+70 LT
BMP - HIGH FLOW MEDIA CALCULATIONS
Storm Frequency:
Storm Duration:
Drainage Area
% Impervious
Impervious Area
Basin Slope
Base Width
Right Side Slope
Left Side Slope
Max. Depth
Dam Width
Ponded Length
Top Area
Surface Storage Volume
Notes:
2 Years
2 hr
9512 sf
60%
5707.2 sf
0.013 ft/ft
0.00 ft
4.00 :1
4.00 :1
1.00 ft
8 ft
76 ft
304 sf
101 cf
Duration perTime Step 0.24 min
Rainfalllntensity 1.02 in/hr
Flow Rate 0.13 cf/s
First Flush - 1" Passed
Total Rainfall Treated 1.212"
% of Total Storm Volume 59%
Media Area 60.0 sf
Infiltration Rate 80.00 in/hr
Media Flow Rate 0.11 cf/s
Date: Sep. 29, 2016
Designed By: HCF

CHATHAM PARK WAY
STORMWATER MANAGEMENT REPORT
PITTSBORO, NORTH CAROLINA
PONDPACK ROUTING
CALCULATIONS
Chatham Park Way WR Project ozizoq69.7o
Stormwater Management Report Revised September 2oi6

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Job File: C:\Users\hfreeman\Desktop\Pondpack Temp\CHATHAM PARKWAY.PPW
Rain Dir: C:\Users\hfreeman\Desktop\Pondpack Temp\
JOB TITLE
Project Date: 3/23/Z016
Project Engineer: H Freeman
Project Title: Watershed
Project Comments:
Peak Flow Analysis and BMP Routing for Roadway Only
5/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Tabl� of Contents
Table of Contents
i
********************** MASTER SUMMARY **********************
Watershed....... Master Network 5ummary ............. 1.01
****************** DESIGN STQRMS SUMMARY *******************
Pittsboro 24hr S Design Storms ...................... 2.01
********************** TC CALCULATIONS *********************
PO5T TO BMP 1... Tc Calcs ........................... 3.01
POST TO BMP 2... Tc Calcs ........................... 3.03
POST TO BMP 3... Tc Calcs ........................... 3.05
POST TO BMP 4... Tc Calcs ........................... 3.07
POST T� BMP 5... Tc Calcs ........................... 3.09
POST TO BMP 7... Tc Calcs ........................... 3.11
PRE TO AP 1..... Tc Calcs ........................... 3.13
PRE TO AP 2..... Tc Calcs ........................... 3.15
PRE TO AP 3..... Tc Calcs ........................... 3.17
********************** CN CALCULATIONS *********************
POST TO BMP 1... Runoff CN-Area ..................... 4.01
5/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Tabl� of Contents ii
Table of Contents (continued)
POST TO BMP 2... Runoff CN-Area ..................... 4.02
P�ST TO BMP 3... Runoff CN-Area ..................... 4.03
POST TO BMP 4... Runoff CN-Area ..................... 4.04
POST TO BMP 5... Runoff CN-Ar�a ..................... 4.05
POST TO BMP 7... Runoff CN-Area ..................... 4.06
PRE TO AP 1..... Runoff CN-Area ..................... 4.07
PRE TO AP 2..... RunOff CN-Area ..................... 4.08
PRE TO AP 3..... Runoff CN-Area ..................... 4.09
***�***************�*** POND VOLUMES **************�********
BMP 1........... Vol: Elev-Area ..................... 5.01
BMP 2........... Vol: Elev-Area ..................... 5.02
BMP 3........... Vol: Elev-Area ..................... 5.03
BMP 4........... Vol: Elev-Area ..................... 5.04
BMP 5........... Vol: Elev-Ar�a ..................... 5.05
BMP 7........... Vol: Elev-Area ..................... 5.06
******************** OUTLET STRUCTURES *********************
BMP 1 Alt....... Outlet Input Data .................. 6.01
Composite Rating Curve ............. 6.04
BMP 2 Out....... Outlet Input Data .................. 6.06
Composite Rating Curve ............. 6.09
BMP 3 Alt....... Outlet Input Data .................. 6.11
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Tabl� of Contents
iii
Table of Contents (continued)
Composite Rating Curve ............. 6.14
BMP 4 Out....... Outlet Input Data .................. 6.16
Composite Rating Curve ............. 6.19
BMP 5 Out....... Outlet Input Data .................. 6.20
Composite Rating Curve ............. 6.23
BMP 7 Out....... Outlet Input Data .................. 6.25
Composite Rating Curve ............. 6.28
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
MASTER DESIGN STORM SUMMARY
Network Storm Collection: Pittsboro 24hr S
Return Event
1
2
5
10
25
50
100
Total
Depth
in
2.9500
3.5600
4.4600
5.1600
6.1100
6.8700
7.6400
Rainfall
Type
Synthetic Curve
Synthetic Curve
Synthetic Curve
Synthetic Curve
Synthetic Curve
Synthetic Curve
Synthetic Curve
RNF ID
TypeII 24hr
TypeII 24hr
TypeII 24hr
TypeII 24hr
TypeII 24hr
TypeII 24hr
TypeII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: B1ank=None; L=Left; R=Rt; LR=Left&Rt)
Return HYG Vol
Node ID Type Event cu.ft Trun
----------------- ---- ------ ---------- --
AP 1 POST JCT 1 62056
AP 1 POST JCT 2 99076
AP 1 POST JCT 5 162498
AP 1 POST JCT 1Q 217330
AP 1 POST JCT 25 297512
AP 1 POST JCT 50 365389
AP 1 POST JCT 100 436826
AP 1 PRE JCT 1 21124
AP 1 PRE JCT 2 42562
AP 1 PRE JCT 5 84205
AP 1 PRE JCT 10 123289
AP 1 PRE JCT 25 183810
AP 1 PRE JCT 50 237316
AP 1 PRE JCT 100 295331
Qpeak
hrs
14.7500
12.5000
12.1500
12.1000
12.0500
12.0000
12.0000
12.1500
12.1000
12.0500
12.0500
12.0500
12.0500
12.0500
Max
Qpeak Max W5EL Pond Storage
cfs ft cu.ft
1.22
4.75
14.62
31.67
85.63
122.34
154.64
2.08
8.26
21.99
36.03
57.69
76.65
97.04
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Master Network Summary Page 1.02
Name.... Watershed
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return HYG Vol
Node ID Type Event cu.ft Trun
----------------- ---- ------ ---------- --
AP 2 POST JCT 1 15877
AP 2 POST JCT 2 24814
AP 2 POST JCT 5 39980
AP 2 POST JCT 10 53008
AP 2 POST JCT 25 71969
AP 2 POST JCT 50 87963
AP 2 POST JCT 100 104758
AP 2 PRE JCT 1 5138
AP 2 PRE JCT 2 10351
AP 2 PRE JCT 5 20480
AP Z PRE JCT 10 29986
AP 2 PRE JCT 25 44707
AP 2 PRE JCT 50 57722
AP 2 PRE JCT 100 71834
AP 3 POST JCT 1 4795
AP 3 POST JCT 2 6936
AP 3 POST JCT 5 10386
AP 3 POST JCT 10 13241
AP 3 POST JCT 25 17285
AP 3 POST JCT 50 20625
AP 3 POST JCT 100 24079
AP 3 PRE JCT 1 1458
AP 3 PRE JCT 2 2936
AP 3 PRE JCT 5 5810
AP 3 PRE JCT 10 8507
AP 3 PRE JCT 25 12683
AP 3 PRE JCT 50 16375
AP 3 PRE JCT 100 20379
Qpeak
hrs
14.3500
12.5000
12.1500
12.1000
12.0500
12.0000
12.0000
12.1000
12.0500
12.0500
12.0500
12.0000
12.0000
12.0000
14.9500
12.7000
12.1500
12.1000
12.0500
12.0500
12.0000
12.1000
12.0500
12.0500
12.0500
12.0000
12.0000
12.0000
Max
Qpeak Max WSEL Pond 5torage
cfs ft cu.ft
.30
1.20
4.20
8.52
20.29
29.18
37.61
.62
2.39
6.24
9.81
15.52
20.66
26.19
.06
.24
1.03
1.50
3.48
5.83
7.83
.18
.68
1.77
2.78
4.40
5.86
7.43
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Master Network Summary Page 1.03
Name.... Watershed
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return HYG Vol
Node ID Type Event cu.ft Trun
----------------- ---- ------ ---------- --
BMP 1 IN POND 1 17390
BMP 1 IN P�ND 2 28616
BMP 1 IN POND 5 48291
BMP 1 IN POND 10 65570
BMP 1 IN POND 25 91123
BMP 1 IN P�ND 50 112938
BMP 1 IN POND 100 136032
BMP 1 OUT POND 1 17199
BMP 1 OUT POND 2 28425
BMP 1 OUT POND 5 48099
BMP 1 OUT POND 10 65378
BMP 1 OUT POND 25 90931
BMP 1 OUT POND 50 112746
BMP 1 OUT P�ND 100 135840
BMP 2 IN POND 1 6091
BMP 2 IN POND 2 9378
BMP 2 IN POND 5 14917
BMP 2 IN POND 10 19650
BMP 2 IN POND 25 26511
BMP 2 IN POND 50 32280
BMP 2 IN POND 100 38322
BMP 2 OUT POND 1 5984
BMP 2 OUT POND 2 9271
BMP 2 OUT POND 5 14811
BMP 2 OUT P�ND 10 19543
BMP 2 OUT POND 25 26405
BMP 2 OUT POND 50 32174
BMP 2 OUT POND 100 38216
Qpeak
hrs
12.0000
12.0000
11.9500
11.9500
11.9500
11.9500
11.9500
14.0000
12.4500
12.2000
12.1000
12.0500
12.0000
12.0000
11.9500
11.9500
11.9500
11.9500
11.9500
11.9500
11.9000
Max
Qpeak Max WSEL Pond 5torage
cfs ft cu.ft
6.10
10.70
19.32
26.80
37.69
46.86
56.46
.39 378.19 7977
1.54 378.44 9780
3.85 379.25 16234
11.94 379.83 21289
28.44 380.22 24920
39.66 380.47 27268
46.85 380.74 29969
2.31
3.75
6.14
8.14
11.00
13.37
15.87
14.0500 .12 373.20 3135
12.5000 .40 373.44 3865
12.3500 .89 374.07 6008
12.1500 1.60 374.58 7994
12.0500 6.67 374.93 9490
12.0500 10.01 375.10 10216
12.0000 13.20 375.26 10962
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Master Network Summary Page 1.04
Name.... Watershed
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return HYG Vol
Node ID Type Event cu.ft Trun
----------------- ---- ------ ---------- --
BMP 3 IN POND 1 12997
BMP 3 IN P�ND 2 20251
BMP 3 IN POND 5 32563
BMP 3 IN POND 10 43137
BMP 3 IN POND 25 58524
BMP 3 IN P�ND 50 71499
BMP 3 IN POND 100 85115
BMP 3 OUT POND 1 12353
BMP 3 OUT POND 2 19592
BMP 3 OUT POND 5 31879
BMP 3 OUT POND 10 42433
BMP 3 OUT POND 25 57794
BMP 3 OUT POND 50 70750
BMP 3 OUT P�ND 100 84350
BMP 4 IN POND 1 11384
BMP 4 IN POND 2 17737
BMP 4 IN POND 5 28520
BMP 4 IN POND 10 37781
BMP 4 IN POND 25 51258
BMP 4 IN POND 50 62621
BMP 4 IN POND 100 74547
BMP 4 OUT POND 1 10640
BMP 4 OUT POND 2 16972
BMP 4 OUT POND 5 27728
BMP 4 OUT P�ND 10 36966
BMP 4 OUT POND 25 50413
BMP 4 OUT POND 50 61755
BMP 4 OUT POND 100 73662
Qpeak
hrs
12.0000
11.9500
11.9500
11.9500
11.9500
11.9500
11.9500
14.1500
12.4500
12.1500
12.1500
12.0500
12.0000
12.0000
12.0000
11.9500
11.9500
11.9500
11.9500
11.9500
11.9500
Max
Qpeak Max WSEL Pond 5torage
cfs ft cu.ft
4.85
8.02
13.35
17.85
24.29
29.64
35.19
.27 383.16 6717
1.03 383.35 7943
3.15 383.93 11851
4.44 384.51 16105
15.99 384.94 19429
23.48 385.12 20862
30.52 385.29 22295
4.25
7.03
11.69
15.63
21.28
25.96
30.82
15.4000 .18 424.12 6796
12.7500 .64 424.27 7732
12.1500 2.57 424.70 10714
12.1000 5.38 425.15 14032
12.0500 14.24 425.50 16704
12.0000 20.21 425.67 18097
12.0000 26.46 425.85 19515
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Master Network Summary Page 1.05
Name.... Watershed
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return HYG Vol
Node ID Type Event cu.ft Trun
----------------- ---- ------ ---------- --
BMP 5 IN POND 1 11365
BMP 5 IN P�ND 2 18170
BMP 5 IN POND 5 29897
BMP 5 IN POND 10 40079
BMP 5 IN POND 25 55011
BMP 5 IN P�ND 50 67677
BMP 5 IN POND 100 81026
BMP 5 OUT POND 1 11082
BMP 5 OUT POND 2 17878
BMP 5 OUT POND 5 29594
BMP 5 OUT POND 10 39766
BMP 5 OUT POND 25 54684
BMP 5 OUT POND 50 67339
BMP 5 OUT P�ND 100 80679
BMP 7 IN POND 1 4916
BMP 7 IN POND 2 7057
BMP 7 IN POND 5 10508
BMP 7 IN POND 10 13363
BMP 7 IN POND 25 17407
BMP 7 IN POND 50 20746
BMP 7 IN POND 100 24200
BMP 7 OUT POND 1 4796
BMP 7 OUT POND 2 6937
BMP 7 OUT POND 5 10387
BMP 7 OUT P�ND 10 13243
BMP 7 OUT POND 25 17287
BMP 7 OUT POND 50 20626
BMP 7 OUT POND 100 24081
Qpeak
hrs
12.0000
11.9500
11.9500
11.9500
11.9500
11.9500
11.9500
14.0000
12.4500
12.1500
12.1000
12.0500
12.0000
12.0000
11.9500
11.9500
11.9500
11.9000
11.9000
11.9000
11.9000
Max
Qpeak Max WSEL Pond 5torage
cfs ft cu.ft
4.14
7.02
12.14
16.51
22.82
28.09
33.58
.24 435.15 5656
.97 435.34 6690
3.17 435.94 10159
7.02 436.46 13455
16.81 436.82 15815
23.91 437.01 17185
29.78 437.19 18467
2.01
2.92
4.36
5.53
7.23
8.62
10.04
14.9500 .06 447.09 3085
12.7000 .24 447.22 3518
12.1500 1.03 447.53 4568
12.1000 1.50 447.85 5725
12.0500 3.48 448.19 7034
12.0500 5.83 448.34 7638
12.0000 7.83 448.45 8080
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Master Network Summary Page 1.06
Name.... Watershed
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return HYG Vol
Node ID Type Event cu.ft Trun
----------------- ---- ------ ---------- --
*OUT POST JCT 1 62056
*OUT POST JCT 2 99076
*OUT POST JCT 5 162498
*OUT POST JCT 10 217330
*OUT POST JCT 25 297512
*OUT POST JCT 50 365389
*OUT POST JCT 100 436826
*OUT PRE
*OUT PRE
*OUT PRE
*OUT PRE
*OUT PRE
*OUT PRE
*OUT PRE
POST TO BMP 1
POST TO BMP 1
PO5T TO BMP 1
POST TO BMP 1
POST TO BMP 1
POST TO BMP 1
PO5T TO BMP 1
POST TO BMP 2
POST TO BMP 2
POST TO BMP 2
POST TO BMP 2
POST TO BMP 2
POST TO BMP 2
POST TO BMP 2
JCT
JCT
JCT
JCT
JCT
JCT
JCT
AREA
AREA
AREA
AREA
AREA
AREA
AREA
AREA
AREA
AREA
AREA
AREA
AREA
AREA
1
2
5
10
25
50
100
1
2
5
10
25
50
100
1
2
5
10
25
50
100
21124
42562
84205
123289
183810
237316
295331
17390
28616
48291
65570
91123
112938
136032
6091
9378
14917
19650
26511
32280
38322
Qpeak
hrs
14.7500
12.5000
12.1500
12.1000
12.0500
12.0000
12.0000
12.1500
12.1000
12.0500
12.0500
12.0500
12.0500
12.0500
12.0000
12.0000
11.9500
11.9500
11.9500
11.9500
11.9500
11.9500
11.9500
11.9500
11.9500
11.9500
11.9500
11.9000
Max
Qpeak Max WSEL Pond 5torage
cfs ft cu.ft
1.22
4.75
14.62
31.67
85.63
122.34
154.64
2.08
8.26
21.99
36.03
57.69
76.65
97.04
6.10
10.70
19.32
26.80
37.69
46.86
56.46
2.31
3.75
6.14
8.14
11.00
13.37
15.87
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Master Network Summary Page 1.07
Name.... Watershed
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return HYG Vol
Node ID Type Event cu.ft Trun
----------------- ---- ------ ---------- --
POST TO BMP 3 AREA 1 12997
POST TO BMP 3 AREA 2 20251
POST TO BMP 3 AREA 5 32563
POST TO BMP 3 AREA 10 43137
POST TO BMP 3 AREA 25 58524
POST TO BMP 3 AREA 50 71499
POST TO BMP 3 AREA 100 85115
POST TO BMP 4
PO5T TO BMP 4
POST TO BMP 4
POST TO BMP 4
POST TO BMP 4
POST TO BMP 4
POST TO BMP 4
POST TO BMP 5
POST TO BMP 5
PO5T TO BMP 5
POST TO BMP 5
POST TO BMP 5
POST TO BMP 5
PO5T TO BMP 5
POST TO BMP 7
POST TO BMP 7
POST TO BMP 7
POST TO BMP 7
POST TO BMP 7
POST TO BMP 7
POST TO BMP 7
AREA
AREA
AREA
AREA
AREA
AREA
AREA
AREA
AREA
AREA
AREA
AREA
AREA
AREA
AREA
AREA
AREA
AREA
AREA
AREA
AREA
1
2
5
10
25
50
100
1
2
5
10
25
50
100
1
2
5
10
25
50
100
11384
17737
28520
37781
51258
62621
74547
11365
18170
29897
40079
55011
67677
81026
4916
7057
10508
13363
17407
20746
24200
Qpeak
hrs
12.0000
11.9500
11.9500
11.9500
11.9500
11.9500
11.9500
12.0000
11.9500
11.9500
11.9500
11.9500
11.9500
11.9500
12.0000
11.9500
11.9500
11.9500
11.9500
11.9500
11.9500
11.9500
11.9500
11.9500
11.9000
11.9000
11.9000
11.9000
Max
Qpeak Max WSEL Pond 5torage
cfs ft cu.ft
4.85
8.02
13.35
17.85
24.29
29.64
35.19
4.25
7.03
11.69
15.63
21.28
25.96
30.82
4.14
7.02
12.14
16.51
22.82
28.09
33.58
2.01
2.92
4.36
5.53
7.23
8.62
10.04
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Master Network Summary Page 1.08
Name.... Watershed
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return HYG Vol
Node ID Type Event cu.ft Trun
----------------- ---- ------ ---------- --
PRE TO AP 1 AREA 1 15985
PRE TO AP 1 AREA 2 32211
PRE TO AP 1 AREA 5 63726
PRE TO AP 1 AREA 10 93303
PRE TO AP 1 AREA 25 139103
PRE TO AP 1 AREA 50 179594
PRE TO AP 1 AREA 100 223497
PRE TO AP 2
PRE TO AP 2
PRE TO AP 2
PRE TO AP 2
PRE TO AP 2
PRE TO AP 2
PRE TO AP 2
PRE TO AP 3
PRE TO AP 3
PRE TO AP 3
PRE TO AP 3
PRE TO AP 3
PRE TO AP 3
PRE TO AP 3
AREA
AREA
AREA
AREA
AREA
AREA
AREA
AREA
AREA
AREA
AREA
AREA
AREA
AREA
1
2
5
10
25
50
100
1
2
5
10
25
50
100
3681
7414
14670
21479
32024
41346
51455
1458
2936
5810
8507
12683
16375
20379
Qpeak
hrs
12.1500
12.1000
12.1000
12.1000
12.0500
12.0500
12.0500
12.1000
12.0500
12.0500
12.0500
12.0000
12.0000
12.0000
12.1000
12.0500
12.0500
12.0500
12.0000
12.0000
12.0000
Max
Qpeak Max WSEL Pond 5torage
cfs ft cu.ft
1.56
6.11
16.45
26.28
42.46
56.71
72.06
.45
1.71
4.47
7.03
11.12
14.80
18.76
.18
.68
1.77
2.78
4.40
5.86
7.43
5/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Design Storms
Name.... Pittsboro 24hr S
Page 2.01
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
Title... Project Date: 3/23/2016
Project Engineer: H Freeman
Project Title: Watershed
Proj ect Comments :
Peak Flow Analysis and BMP Routing for Roadway Only
DESIGN STORMS SUMMARY
Design Storm File,ID = Pittsboro 24hr S
Storm Tag Name = 1
----------------------------------------------------------------------
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 1 yr
Total Rainfall Depth= 2.9500 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Z
----------------------------------------------------------------------
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 2 yr
Total Rainfall Depth= 3.5600 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .00QO hrs Step= .1Q00 hrs End= 24.0000 hrs
5torm Tag Name = 5
----------------------------------------------------------------------
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 5 yr
Total Rainfall Depth= 4.4600 in
Duration Multiplier = 1
Resulting Duration = 24.Q000 hrs
Resulting 5tart Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 10
--------------------------------------
Data Type, File, ID = Synthetic Storm
5torm Frequency = 10 yr
Total Rainfall Depth= 5.1600 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step=
Storm Tag Name = 25
Data Type, File, ID = Synthetic Storm
Storm Frequency = 25 yr
Total Rainfall Depth= 6.1100 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step=
-----------------------------
TypeII 24hr
1000 hrs End= 24.0000 hrs
TypeII 24hr
1000 hrs End= 24.0000 hrs
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

5/N: Sentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Design Storms
Name.... Pittsboro 24hr S
Page 2.02
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
Title... Project Date: 3/23/2016
Project Engineer: H Freeman
PrQject Title: Watershed
Proj ect Comments :
Peak Flow Analysis and BMP Routing for Roadway Only
DESIGN STORMS SUMMARY
Design Storm File,ID = Pittsboro 24hr S
Storm Tag Name = 50
----------------------------------------------------------------------
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 50 yr
Total Rainfall Depth= 6.8700 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 100
----------------------------------------------------------------------
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 100 yr
Total Rainfall Depth= 7.6400 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .00QO hrs Step= .1Q00 hrs End= 24.0000 hrs
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Tc Calcs
Name.... POST TO BMF 1
Page 3.01
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: Us�r Defined
Segment #1 Time: .0830 hrs
------------------------------------------------------------------------
Total Tc: .0830 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Tc Calcs
Name.... PO5T TO BMF 1
Page 3.02
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
Tc Equations used...
------------------------------------------------------------------------
User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Tc Calcs
Name.... POST TO BMF 2
Page 3.03
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: Us�r Defined
Segment #1 Time: .0830 hrs
------------------------------------------------------------------------
Total Tc: .0830 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Tc Calcs
Name.... PO5T TO BMF 2
Page 3.04
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
Tc Equations used...
------------------------------------------------------------------------
User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Tc Calcs
Name.... POST TO BMF 3
Page 3.05
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: Us�r Defined
Segment #1 Time: .0830 hrs
------------------------------------------------------------------------
Total Tc: .0830 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Tc Calcs
Name.... PO5T TO BMF 3
Page 3.06
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
Tc Equations used...
------------------------------------------------------------------------
User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Tc Calcs
Name.... POST TO BMF 4
Page 3.07
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: Us�r Defined
Segment #1 Time: .0830 hrs
------------------------------------------------------------------------
Total Tc: .0830 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Tc Calcs
Name.... PO5T TO BMF 4
Page 3.08
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
Tc Equations used...
------------------------------------------------------------------------
User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Tc Calcs
Name.... POST TO BMF 5
Page 3.09
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: Us�r Defined
Segment #1 Time: .0830 hrs
------------------------------------------------------------------------
Total Tc: .0830 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Tc Calcs
Name.... PO5T TO BMF 5
Page 3.10
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
Tc Equations used...
------------------------------------------------------------------------
User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Tc Calcs
Name.... POST TO BMF 7
Page 3.11
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: Us�r Defined
Segment #1 Time: .0830 hrs
------------------------------------------------------------------------
Total Tc: .0830 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Tc Calcs
Name.... PO5T TO BMF 7
Page 3.12
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
Tc Equations used...
------------------------------------------------------------------------
User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Tc Calcs
Name.... PRE TO AP 1
Page 3.13
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: Us�r Defined
Segment #1 Time: .2500 hrs
------------------------------------------------------------------------
Total Tc:
.2500 hrs
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Tc Calcs
Name.... PRE TO AP 1
Page 3.14
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
Tc Equations used...
------------------------------------------------------------------------
User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Tc Calcs
Name.... PRE TO AP 2
Page 3.15
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: Us�r Defined
Segment #1 Time: .1700 hrs
------------------------------------------------------------------------
Total Tc:
.1700 hrs
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Tc Calcs
Name.... PRE TO AP 2
Page 3.16
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
Tc Equations used...
------------------------------------------------------------------------
User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Tc Calcs
Name.... PRE TO AP 3
Page 3.17
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: Us�r Defined
Segment #1 Time: .1700 hrs
------------------------------------------------------------------------
Total Tc:
.1700 hrs
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Tc Calcs
Name.... PRE TO AP 3
Page 3.18
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
Tc Equations used...
------------------------------------------------------------------------
User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Runoff CN-Area
Name.... POST TO BMF 1
Page 4.01
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Area
Soil/Surface Description CN aeres
-------------------------------- ---- ---------
Treated impervious 98 .700
Untreated Impervious 98 .100
Open space (Lawns,parks etc.) - Goo 61 9.920
Impervious
Adjustment Adjusted
oC %UC CN
----- ----- ------
98.00
98.00
61.00
COMFOSITE AREA & WEIGHTED CN ---> 10.720 63.76 (64)
...........................................................................
...........................................................................
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Runoff CN-Area
Name.... POST TO BMF 2
Page 4.02
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Area
Soil/Surface Description CN aeres
-------------------------------- ---- ---------
Treated Impervious 98 .140
Untreated Impervious 98 .410
Open space (Lawns,parks etc.) - Goo 61 2.060
Impervious
Adjustment Adjusted
oC %UC CN
----- ----- ------
98.00
98.00
61.00
COMFOSITE AREA & WEIGHTED CN ---> 2.610 68.80 (69)
...........................................................................
...........................................................................
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Runoff CN-Area
Name.... POST TO BMF 3
Page 4.03
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Area
Soil/Surface Description CN aeres
-------------------------------- ---- ---------
Treated Impervious 98 .620
Untreated Impervious 98 .460
Open space (Lawns,parks etc.) - Goo 61 4.880
Impervious
Adjustment Adjusted
oC %UC CN
----- ----- ------
98.00
98.00
61.00
COMFOSITE AREA & WEIGHTED CN ---> 5.960 67.70 (68)
...........................................................................
...........................................................................
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Runoff CN-Area
Name.... POST TO BMF 4
Page 4.04
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Area
Soil/Surface Description CN aeres
-------------------------------- ---- ---------
Treated Impervious 98 .360
Untreated Impervious 98 .640
Open space (Lawns,parks etc.) - Goo 61 4.220
Impervious
Adjustment Adjusted
oC %UC CN
----- ----- ------
98.00
98.00
61.00
COMPOSITE AREA & WEIGHTED CN ---> 5.220 68.09 (68)
...........................................................................
...........................................................................
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Runoff CN-Area
Name.... POST TO BMF 5
Page 4.05
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Area
Soil/Surface Description CN aeres
-------------------------------- ---- ---------
Untreated Impervious 98 .840
Open space (Lawns,parks etc.) - Goo 61 5.170
Impervious
Adjustment Adjusted
oC %UC CN
----- ----- ------
98.00
61.00
COMPOSITE AREA & WEIGHTED CN ---> 6.010 66.17 (66)
...........................................................................
...........................................................................
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Runoff CN-Area
Name.... POST TO BMF 7
Page 4.06
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Area
Soil/Surface Description CN aeres
-------------------------------- ---- ---------
Untreated Impervious 98 .550
Open space (Lawns,parks etc.) - Goo 61 .830
Impervious
Adjustment Adjusted
oC %UC CN
----- ----- ------
98.00
61.00
COMPOSITE AREA & WEIGHTED CN ---> 1.380 75.75 (76)
...........................................................................
...........................................................................
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Runoff CN-Area
Name.... PRE TO AP 1
Page 4.07
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Area
Soil/Surface Description CN aeres
-------------------------------- ---- ---------
Woods - good 55 24.230
Impervious
Adjustment Adjusted
oC %UC CN
----- ----- ------
55.00
COMPOSITE AREA & WEIGHTED CN ---> 24.230 55.00 (55)
.......................................................................•••-
.......................................................................•••-
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Runoff CN-Area
Name.... PRE TO AP 2
Page 4.08
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Area
Soil/Surface Description CN aeres
-------------------------------- ---- ---------
Woods - good 55 5.580
Impervious
Adjustment Adjusted
oC %UC CN
----- ----- ------
55.00
COMPOSITE AREA & WEIGHTED CN ---> 5.580 55.00 (55)
.......................................................................•••-
.......................................................................•••-
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Runoff CN-Area
Name.... PRE TO AP 3
Page 4.09
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Area
Soil/Surface Description CN aeres
-------------------------------- ---- ---------
Woods - good 55 2.210
Impervious
Adjustment Adjusted
oC %UC CN
----- ----- ------
55.00
COMPOSITE AREA & WEIGHTED CN ---> 2.210 55.00 (55)
.......................................................................•••-
.......................................................................•••-
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Vol: Elev-Area
Name.... BMP 1
Page 5.01
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
Elevation Planimeter Area A1+A2+sqr(A1*A2) Volume Volume Sum
(ft) (sq.in} (sq.ft) (sq.ft) (cu.ft) (cu.ft)
377.00 ----- 6078 0 0 0
378.00 ----- 7113 19766 6589 6589
381.00 ----- 10355 26050 26050 32639
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-ELl) * (Areal + Area2 + sq.rt.(Areal*Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Vol: Elev-Area
Name.... BMP 2
Page 5.02
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
Elevation Planimeter Area A1+A2+sqr(A1*A2) Volume Volume Sum
(ft) (sq.in} (sq.ft) (sq.ft) (cu.ft) (cu.ft)
372.00 ----- 2217 0 0 0
376.00 ----- 5340 10998 14664 14664
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Areal*Area2))
where: EL1, EL2 = LQwer and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Vol: Elev-Area
Name.... BMP 3
Page 5.03
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
Elevation Planimeter Area A1+A2+sqr(A1*A2) Volume Volume Sum
(ft) (sq.in} (sq.ft) (sq.ft) (cu.ft) (cu.ft)
382.00 ----- 5311 0 0 0
386.00 ----- 9105 21370 28493 28493
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Areal*Area2))
where: EL1, EL2 = LQwer and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Vol: Elev-Area
Name.... BMP 4
Page 5.04
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
Elevation Planimeter Area A1+A2+sqr(A1*A2) Volume Volume Sum
(ft) (sq.in} (sq.ft) (sq.ft) (cu.ft) (cu.ft)
423.00 ----- 5552 0 0 0
426.00 ----- 8401 20783 20783 20783
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Areal*Area2))
where: EL1, EL2 = LQwer and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Vol: Elev-Area
Name.... BMP 5
Page 5.05
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
Elevation Planimeter Area A1+A2+sqr(A1*A2) Volume Volume Sum
(ft) (sq.in} (sq.ft) (sq.ft) (cu.ft) (cu.ft)
434.00 ----- 4485 0 0 0
438.00 ----- 7965 18427 24569 24569
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Areal*Area2))
where: EL1, EL2 = LQwer and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Vol: Elev-Area
Name.... BMP 7
Page 5.06
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
Elevation Planimeter Area A1+A2+sqr(A1*A2) Volume Volume Sum
(ft) (sq.in} (sq.ft) (sq.ft) (cu.ft) (cu.ft)
446.00 ----- 2509 0 0 0
449.00 ----- 4581 10480 10480 10480
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Areal*Area2))
where: EL1, EL2 = LQwer and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Outlet Input Data
Name.... BMP 1 Alt
Page 6.01
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
REQUESTED POND WS ELEVATION5:
Min. Elev.= 377.00 ft
Increment = .10 ft
Max. Elev.= 381.00 ft
***************�***************�**************
OUTLET CONNECTIVITY
******�********�******�********�******�*******
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only {DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
Orifice-Circular 02 ---> CO 378.000 381.000
Stand Pipe RO ---> CO 379.500 381.000
Orifice-Circular 00 ---> CO 377.000 381.000
Culvert-Circular CO ---> TW 375.000 381.000
TW SETUP, DS Channel
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Outlet Input Data
Name.... BMP 1 Alt
Page 6.02
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = 02
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 4
Invert Elev. = 378.00 ft
Diameter = .5000 ft
Orifice Coeff. _ .600
Structure ID = RO
Structure Type = Stand Pipe
# of Openings = 1
Invert Elev. = 379.50 ft
Diameter = 4.0000 ft
Orifice Area = 12.5664 sq.ft
Orifice Coeff. _ .600
Weir Length = 12.57 ft
Weir Coeff. = 3.000
K, Reverse = 1.000
Mannings n = .0000
Kev,Charged Riser = .00Q
Weir Submergence = No
Structure ID = 00
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 377.OQ ft
Diameter = .1200 ft
Orifice Coeff. _ .600
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Outlet Input Data
Name.... BMP 1 Alt
Page 6.03
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = CO
Structure Type = Culvert-Circular
------------------------------------
No. Barrels = 1
Barrel Diameter = 2.5000 ft
Upstream Invert = 375.00 ft
Dnstream Invert = 374.00 ft
Horiz. Length = 50.00 ft
Barrel Length = 50.01 ft
Barrel Slope = .02000 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0240
Ke = .5000
Kb = .031414
Kr = .5000
HW Convergence = .001
INLET CONTROL DATA...
Equation form =
Inlet Control K =
Inlet Control M =
Inlet Control c =
Inlet Control Y =
T1 ratio (HW/D) _
T2 ratio (HW/D) _
51ope Factor =
1
.0078
2.0000
.03790
.690Q
.000
1.286
-.500
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 375.00 ft ---> Flow = 27.16 cfs
At T2 Elev = 378.22 ft ---> Flow = 31.05 cfs
Structure ID = TW
5tructure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 40
Min. TW tolerance = .O1 ft
Max. TW tolerance = .O1 ft
Min. HW tolerance = .O1 ft
Max. HW tolerance = .O1 ft
Min. Q tolerance = .00 cfs
Max. Q tolerance = .00 cfs
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Composite Rating Curve
Name.... BMP 1 Alt
Page 6.04
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q
Elev.
ft
377.00
377.10
377.20
377.30
377.40
377.50
377.60
377.70
377.80
377.90
378.00
378.10
378.20
378.30
378.40
378.50
378.60
378.70
378.80
378.90
379.00
379.10
379.20
379.30
379.40
379.50
379.60
379.70
379.80
379.90
380.00
380.10
380.20
380.30
380.40
380.50
380.60
380.70
Q
cfs
.00
.O1
.02
.03
.03
.04
.04
.04
.05
.05
.05
.15
.41
.81
1.32
1.96
2.30
2.61
2.88
3.12
3.35
3.56
3.76
3.95
4.14
4.31
5.67
8.02
10.99
14.48
18.42
22.74
27.44
32.32
36.88
41.15
45.17
46.66
Notes
-------- Converge ----- ---------------
TTnT Flov Frrnr
ft +/-ft
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Contributing Structures
(no Q: 02,RO,OO,CO)
OO,CO (no Q: 02,R0)
OO,CO (no Q: 02,R0)
OO,CO (no Q: 02,R0)
OO,CO (no Q: 02,R0)
OO,CO (no Q: 02,R0)
OO,CO (no Q: 02,R0)
OO,CO (no Q: 02,R0)
OO,CO (no Q: 02,R0)
OO,CO (no Q: 02,R0)
OO,CO (no Q: 02,R0)
02,OO,CO (no Q: RO)
02,OO,CO (no Q: RO)
02,OO,CO (no Q: RO)
02,OO,CO (no Q: RO)
02,OO,CO (no Q: RO)
02,OO,CO (no Q: RO)
02,OO,CO (no Q: RO)
02,OO,CO (no Q: RO)
02,OO,CO (no Q: RO)
02,OO,CO (no Q: RO)
02,OO,CO (no Q: RO)
02,OO,CO (no Q: RO)
02,OO,CO (no Q: RO)
02,OO,CO (no Q: RO)
02,OO,CO (no Q: RO)
02,RO,OO,CO
02,RO,OO,CO
02,RO,OO,CO
02,RO,OO,CO
02,RO,OO,CO
02,RO,OO,CO
02,RO,OO,CO
02,RO,OO,CO
02,RO,OO,CO
02,RO,OO,CO
02,RO,OO,CO
RO,CO (no Q: 02,00)
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Composite Rating Curve
Name.... BMP 1 Alt
Page 6.05
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q
Elev. Q
ft cfs
-------- -------
380.80 47.17
380.90 47.68
381.00 48.17
Notes
-------- Converge ----- ---------------
TW Elev Error
ft +/-ft Contributing Structures
-------- ----- --------------------------
Free Outfall RO,CO (no Q: 02,00)
Free Outfall 02,RO,OO,CO
Free Outfall RO,CO (no Q: 02,00)
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Outlet Input Data
Name.... BMP 2 Out
Page 6.06
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
REQUESTED POND WS ELEVATION5:
Min. Elev.= 372.00 ft
Increment = .10 ft
Max. Elev.= 376.00 ft
***************�***************�**************
OUTLET CONNECTIVITY
******�********�******�********�******�*******
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only {DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
Orifice-Circular O1 ---> CO 373.000 376.000
Stand Pipe RO ---> CO 374.500 376.000
Orifice-Circular 00 ---> CO 372.000 376.000
Culvert-Circular CO ---> TW 370.000 376.000
TW SETUP, DS Channel
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Outlet Input Data
Name.... BMP 2 Out
Page 6.07
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = O1
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 373.00 ft
Diameter = .5000 ft
Orifice Coeff. _ .600
Structure ID = RO
Structure Type = Stand Pipe
# of Openings = 1
Invert Elev. = 374.50 ft
Diameter = 2.0000 ft
Orifice Area = 3.1416 sq.ft
Orifice Coeff. _ .600
Weir Length = 6.28 ft
Weir Coeff. = 3.000
K, Reverse = 1.000
Mannings n = .0000
Kev,Charged Riser = .00Q
Weir Submergence = No
Structure ID = 00
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 372.OQ ft
Diameter = .0833 ft
Orifice Coeff. _ .600
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Outlet Input Data
Name.... BMP 2 Out
Page 6.08
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = CO
Structure Type = Culvert-Circular
------------------------------------
No. Barrels = 1
Barrel Diameter = 1.5000 ft
Upstream Invert = 370.00 ft
Dnstream Invert = 369.50 ft
Horiz. Length = 44.00 ft
Barrel Length = 44.00 ft
Barrel Slope = .01136 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0240
Ke = .5000
Kb = .062076
Kr = .5000
HW Convergence = .001
INLET CONTROL DATA...
Equation form =
Inlet Control K =
Inlet Control M =
Inlet Control c =
Inlet Control Y =
T1 ratio (HW/D) _
T2 ratio (HW/D) _
51ope Factor =
1
.0078
2.0000
.03790
.690Q
1.130
1.291
-.500
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 371.70 ft ---> Flow = 7.58 cfs
At T2 Elev = 371.94 ft ---> Flow = 8.66 cfs
Structure ID = TW
5tructure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 40
Min. TW tolerance = .O1 ft
Max. TW tolerance = .O1 ft
Min. HW tolerance = .O1 ft
Max. HW tolerance = .O1 ft
Min. Q tolerance = .00 cfs
Max. Q tolerance = .00 cfs
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Composite Rating Curve
Name.... BMP 2 Out
Page 6.09
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q
----------------
Elev.
ft
372.00
372.10
372.20
372.30
372.40
372.50
372.60
372.70
372.80
372.90
373.00
373.10
373.20
373.30
373.40
373.50
373.60
373.70
373.80
373.90
374.00
374.10
374.20
374.30
374.40
374.50
374.60
374.70
374.80
374.90
375.00
375.10
375.20
375.30
375.40
375.50
375.60
375.70
Q
cfs
.00
.O1
.O1
.Ol
.02
.02
.02
.02
.02
.02
.03
.05
.12
.22
.34
.50
.59
.67
.74
.80
.85
.91
.96
1.01
1.05
1.10
1.73
2.87
4.32
6.03
7.96
10.08
12.10
13.97
14.49
14.68
14.84
15.00
Notes
-------- Converge -------------------------
TTni Flov Frrnr
ft +/-ft
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Contributing Structures
(no Q: O1,RO,OO,CO)
OO,CO (no Q: O1,R0)
OO,CO (no Q: O1,R0)
OO,CO (no Q: O1,R0)
OO,CO (no Q: O1,R0)
OO,CO (no Q: O1,R0)
OO,CO (no Q: O1,R0)
OO,CO (no Q: O1,R0)
OO,CO (no Q: O1,R0)
OO,CO (no Q: O1,R0)
OO,CO (no Q: O1,R0)
01,OO,CO (no Q: RO)
O1,00,C0 (no Q: RO)
01,OO,CO (no Q: RO)
01,OO,CO (no Q: RO)
01,OO,CO (no Q: RO)
01,OO,CO (no Q: RO)
01,OO,CO (no Q: RO)
01,OO,CO (no Q: RO)
01,OO,CO (no Q: RO)
01,OO,CO (no Q: RO)
01,OO,CO (no Q: RO)
01,OO,CO (no Q: RO)
01,OO,CO (no Q: RO)
01,OO,CO (no Q: RO)
O1,00,C0 (no Q: RO)
O1,RO,OO,CO
O1,RO,OO,CO
O1,RO,OO,CO
O1,RO,OO,CO
O1,RO,OO,CO
O1,RO,OO,CO
O1,RO,OO,CO
O1,RO,OO,CO
O1,RO,OO,CO
RO,CO (no Q: 01,00)
O1,RO,OO,CO
RO,CO (no Q: 01,00)
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Composite Rating Curve
Name.... BMP 2 Out
Page 6.10
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q
Elev. Q
ft cfs
-------- -------
375.80 15.15
375.90 15.30
376.00 15.46
Notes
-------- Converge ----- ---------------
TW Elev Error
ft +/-ft Contributing Structures
-------- ----- --------------------------
Free Outfall RO,CO (no Q: 01,00)
Free Outfall O1,RO,OO,CO
Free Outfall RO,CO (no Q: 01,00)
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Outlet Input Data
Name.... BMP 3 Alt
Page 6.11
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
REQUESTED POND WS ELEVATION5:
Min. Elev.= 382.00 ft
Increment = .10 ft
Max. Elev.= 386.00 ft
***************�***************�**************
OUTLET CONNECTIVITY
******�********�******�********�******�*******
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only {DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
Orifice-Circular O1 ---> CO 383.000 386.000
Stand Pipe RO ---> CO 384.500 386.000
Orifice-Circular 00 ---> CO 382.000 386.000
Culvert-Circular CO ---> TW 378.000 386.000
TW SETUP, DS Channel
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Outlet Input Data
Name.... BMP 3 Alt
Page 6.12
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = O1
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 4
Invert Elev. = 383.00 ft
Diameter = .5000 ft
Orifice Coeff. _ .600
Structure ID = RO
Structure Type = Stand Pipe
# of Openings = 1
Invert Elev. = 384.50 ft
Diameter = 4.0000 ft
Orifice Area = 12.5664 sq.ft
Orifice Coeff. _ .600
Weir Length = 12.57 ft
Weir Coeff. = 3.000
K, Reverse = 1.000
Mannings n = .0000
Kev,Charged Riser = .00Q
Weir Submergence = No
Structure ID = 00
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 382.OQ ft
Diameter = .0833 ft
Orifice Coeff. _ .600
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Outlet Input Data
Name.... BMP 3 Alt
Page 6.13
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = CO
Structure Type = Culvert-Circular
------------------------------------
No. Barrels = 1
Barrel Diameter = 2.0000 ft
Upstream Invert = 378.00 ft
Dnstream Invert = 377.00 ft
Horiz. Length = 48.00 ft
Barrel Length = 48.01 ft
Barrel Slope = .02083 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0240
Ke = .5000
Kb = .042300
Kr = .5000
HW Convergence = .001
INLET CONTROL DATA...
Equation form =
Inlet Control K =
Inlet Control M =
Inlet Control c =
Inlet Control Y =
T1 ratio (HW/D) _
T2 ratio (HW/D) _
51ope Factor =
1
.0078
2.0000
.03790
.690Q
1.125
1.286
-.500
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 380.25 ft ---> Flow = 15.55 cfs
At T2 Elev = 380.57 ft ---> Flow = 17.77 cfs
Structure ID = TW
5tructure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 40
Min. TW tolerance = .O1 ft
Max. TW tolerance = .O1 ft
Min. HW tolerance = .O1 ft
Max. HW tolerance = .O1 ft
Min. Q tolerance = .00 cfs
Max. Q tolerance = .00 cfs
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Composite Rating Curve
Name.... BMP 3 Alt
Page 6.14
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q
Elev.
ft
382.00
382.10
382.20
382.30
382.40
382.50
382.60
382.70
382.80
382.90
383.00
383.10
383.20
383.30
383.40
383.50
383.60
383.70
383.80
383.90
384.00
384.10
384.20
384.30
384.40
384.50
384.60
384.70
384.80
384.90
385.00
385.10
385.20
385.30
385.40
385.50
385.60
385.70
Q
cfs
.00
.O1
.O1
.O1
.O1
.02
.02
.02
.02
.02
.03
.12
.38
.78
1.28
1.92
2.27
2.57
2.84
3.08
3.31
3.52
3.72
3.91
4.09
4.27
5.62
7.97
10.95
14.44
18.37
22.71
27.40
30.87
33.64
34.27
34.53
34.79
Notes
-------- Converge ----- ---------------
TTnT Flov Frrnr
ft +/-ft
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Contributing Structures
(no Q: O1,RO,OO,CO)
OO,CO (no Q: O1,R0)
OO,CO (no Q: O1,R0)
OO,CO (no Q: O1,R0)
OO,CO (no Q: O1,R0)
OO,CO (no Q: O1,R0)
OO,CO (no Q: O1,R0)
OO,CO (no Q: O1,R0)
OO,CO (no Q: O1,R0)
OO,CO (no Q: O1,R0)
OO,CO (no Q: O1,R0)
01,OO,CO (no Q: RO)
O1,00,C0 (no Q: RO)
01,OO,CO (no Q: RO)
01,OO,CO (no Q: RO)
01,OO,CO (no Q: RO)
01,OO,CO (no Q: RO)
01,OO,CO (no Q: RO)
01,OO,CO (no Q: RO)
01,OO,CO (no Q: RO)
01,OO,CO (no Q: RO)
01,OO,CO (no Q: RO)
01,OO,CO (no Q: RO)
01,OO,CO (no Q: RO)
01,OO,CO (no Q: RO)
O1,00,C0 (no Q: RO)
O1,RO,OO,CO
O1,RO,OO,CO
O1,RO,OO,CO
O1,RO,OO,CO
O1,RO,OO,CO
O1,RO,OO,CO
O1,RO,OO,CO
O1,RO,OO,CO
O1,RO,OO,CO
RO,CO (no Q: 01,00)
O1,RO,OO,CO
RO,CO (no Q: 01,00)
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Composite Rating Curve
Name.... BMP 3 Alt
Page 6.15
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q
Elev. Q
ft cfs
-------- -------
385.80 35.05
385.90 35.30
386.00 35.56
Notes
-------- Converge ----- ---------------
TW Elev Error
ft +/-ft Contributing Structures
-------- ----- --------------------------
Free Outfall RO,CO (no Q: 01,00)
Free Outfall O1,RO,OO,CO
Free Outfall RO,CO (no Q: 01,00)
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Outlet Input Data
Name.... BMP 4 Out
Page 6.16
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
REQUESTED POND WS ELEVATION5:
Min. Elev.= 423.00 ft
Increment = .10 ft
Max. Elev.= 426.00 ft
***************�***************�**************
OUTLET CONNECTIVITY
******�********�******�********�******�*******
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only {DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
Orifice-Circular O1 ---> CO 424.000 426.000
Stand Pipe RO ---> CO 425.000 426.000
Orifice-Circular 00 ---> CO 423.000 426.000
Culvert-Circular CO ---> TW 420.000 426.000
TW SETUP, DS Channel
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Outlet Input Data
Name.... BMP 4 Out
Page 6.17
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = O1
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 4
Invert Elev. = 424.00 ft
Diameter = .5000 ft
Orifice Coeff. _ .600
Structure ID = RO
Structure Type = Stand Pipe
# of Openings = 1
Invert Elev. = 425.00 ft
Diameter = 3.0000 ft
Orifice Area = 7.0686 sq.ft
Orifice Coeff. _ .600
Weir Length = 9.42 ft
Weir Coeff. = 3.000
K, Reverse = 1.000
Mannings n = .0000
Kev,Charged Riser = .00Q
Weir Submergence = No
Structure ID = 00
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 423.OQ ft
Diameter = .0833 ft
Orifice Coeff. _ .600
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Outlet Input Data
Name.... BMP 4 Out
Page 6.18
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = CO
Structure Type = Culvert-Circular
------------------------------------
No. Barrels = 1
Barrel Diameter = 2.0000 ft
Upstream Invert = 420.00 ft
Dnstream Invert = 419.00 ft
Horiz. Length = 39.00 ft
Barrel Length = 39.01 ft
Barrel Slope = .02564 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0240
Ke = .5000
Kb = .042300
Kr = .5000
HW Convergence = .001
INLET CONTROL DATA...
Equation form =
Inlet Control K =
Inlet Control M =
Inlet Control c =
Inlet Control Y =
T1 ratio (HW/D) _
T2 ratio (HW/D) _
51ope Factor =
1
.0078
2.0000
.03790
.690Q
1.123
1.284
-.500
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 422.25 ft ---> Flow = 15.55 cfs
At T2 Elev = 422.57 ft ---> Flow = 17.77 cfs
Structure ID = TW
5tructure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 40
Min. TW tolerance = .O1 ft
Max. TW tolerance = .O1 ft
Min. HW tolerance = .O1 ft
Max. HW tolerance = .O1 ft
Min. Q tolerance = .00 cfs
Max. Q tolerance = .00 cfs
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Composite Rating Curve
Name.... BMP 4 Out
Page 6.19
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q
Elev. Q
ft cfs
-------- -------
423.00 .00
423.10 .O1
423.20 .O1
423.30 .O1
423.40 .02
423.50 .02
423.60 .02
423.70 .02
423.80 .02
423.90 .02
424.00 .03
424.10 .12
424.20 .38
424.30 .78
424.40 1.29
424.50 1.92
424.60 2.27
424.70 2.57
424.80 2.84
424.90 3.08
425.00 3.31
425.10 4.42
425.20 6.25
425.30 8.55
425.40 11.25
425.50 14.27
425.60 17.58
425.70 21.15
425.80 24.97
425.90 28.08
426.00 30.64
Notes
-------- Converge ----- ---------------
ft +/-ft
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Contributing Structures
(no Q: O1,RO,OO,CO)
OO,CO (no Q: O1,R0)
OO,CO (no Q: O1,R0)
OO,CO (no Q: O1,R0)
OO,CO (no Q: O1,R0)
OO,CO (no Q: O1,R0)
OO,CO (no Q: O1,R0)
OO,CO (no Q: O1,R0)
OO,CO (no Q: O1,R0)
OO,CO (no Q: O1,R0)
OO,CO (no Q: O1,R0)
01,OO,CO (no Q: RO)
O1,00,C0 (no Q: RO)
01,OO,CO (no Q: RO)
01,OO,CO (no Q: RO)
01,OO,CO (no Q: RO)
01,OO,CO (no Q: RO)
01,OO,CO (no Q: RO)
01,OO,CO (no Q: RO)
01,OO,CO (no Q: RO)
01,OO,CO (no Q: RO)
O1,RO,OO,CO
O1,RO,OO,CO
O1,RO,OO,CO
O1,RO,OO,CO
Ol,R0,00,C0
O1,RO,OO,CO
O1,RO,OO,CO
O1,RO,OO,CO
O1,RO,OO,CO
O1,RO,OO,CO
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Outlet Input Data
Name.... BMP 5 Out
Page 6.20
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
REQUESTED POND WS ELEVATION5:
Min. Elev.= 434.00 ft
Increment = .10 ft
Max. Elev.= 438.00 ft
***************�***************�**************
OUTLET CONNECTIVITY
******�********�******�********�******�*******
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only {DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
Orifice-Circular O1 ---> CO 435.000 438.000
Stand Pipe RO ---> CO 436.250 438.000
Orifice-Circular 00 ---> CO 434.000 438.000
Culvert-Circular CO ---> TW 430.000 438.000
TW SETUP, DS Channel
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Outlet Input Data
Name.... BMP 5 Out
Page 6.21
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = O1
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 4
Invert Elev. = 435.00 ft
Diameter = .5000 ft
Orifice Coeff. _ .600
Structure ID = RO
Structure Type = Stand Pipe
# of Openings = 1
Invert Elev. = 436.25 ft
Diameter = 3.0000 ft
Orifice Area = 7.0686 sq.ft
Orifice Coeff. _ .600
Weir Length = 9.42 ft
Weir Coeff. = 3.000
K, Reverse = 1.000
Mannings n = .0000
Kev,Charged Riser = .00Q
Weir Submergence = No
Structure ID = 00
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 434.OQ ft
Diameter = .0833 ft
Orifice Coeff. _ .600
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Outlet Input Data
Name.... BMP 5 Out
Page 6.22
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = CO
Structure Type = Culvert-Circular
------------------------------------
No. Barrels = 1
Barrel Diameter = 2.0000 ft
Upstream Invert = 430.00 ft
Dnstream Invert = 429.00 ft
Horiz. Length = 53.00 ft
Barrel Length = 53.01 ft
Barrel Slope = .01887 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0240
Ke = .5000
Kb = .042300
Kr = .5000
HW Convergence = .001
INLET CONTROL DATA...
Equation form =
Inlet Control K =
Inlet Control M =
Inlet Control c =
Inlet Control Y =
T1 ratio (HW/D) _
T2 ratio (HW/D) _
51ope Factor =
1
.0078
2.0000
.03790
.690Q
1.126
1.287
-.500
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 432.25 ft ---> Flow = 15.55 cfs
At T2 Elev = 432.57 ft ---> Flow = 17.77 cfs
Structure ID = TW
5tructure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 40
Min. TW tolerance = .O1 ft
Max. TW tolerance = .O1 ft
Min. HW tolerance = .O1 ft
Max. HW tolerance = .O1 ft
Min. Q tolerance = .00 cfs
Max. Q tolerance = .00 cfs
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Composite Rating Curve
Name.... BMP 5 Out
Page 6.23
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q
Elev.
ft
434.00
434.10
434.20
434.30
434.40
434.50
434.60
434.70
434.80
434.90
435.00
435.10
435.20
435.30
435.40
435.50
435.60
435.70
435.80
435.90
436.00
436.10
436.20
436.25
436.30
436.40
436.50
436.60
436.70
436.80
436.90
437.00
437.10
437.20
437.30
437.40
437.50
437.60
Q
cfs
.00
.O1
.O1
.O1
.02
.02
.02
.02
.02
.02
.03
.12
.38
.78
1.29
1.92
2.27
2.57
2.84
3.08
3.31
3.52
3.72
3.82
4.23
5.74
7.81
10.30
13.13
16.28
19.72
23.40
27.26
29.94
32.21
33.05
33.31
33.56
Notes
-------- Converge ----- ---------------
TTnT Flov Frrnr
ft +/-ft
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Contributing Structures
(no Q: O1,RO,OO,CO)
OO,CO (no Q: O1,R0)
OO,CO (no Q: O1,R0)
OO,CO (no Q: O1,R0)
OO,CO (no Q: O1,R0)
OO,CO (no Q: O1,R0)
OO,CO (no Q: O1,R0)
OO,CO (no Q: O1,R0)
OO,CO (no Q: O1,R0)
OO,CO (no Q: O1,R0)
OO,CO (no Q: O1,R0)
01,OO,CO (no Q: RO)
O1,00,C0 (no Q: RO)
01,OO,CO (no Q: RO)
01,OO,CO (no Q: RO)
01,OO,CO (no Q: RO)
01,OO,CO (no Q: RO)
01,OO,CO (no Q: RO)
01,OO,CO (no Q: RO)
01,OO,CO (no Q: RO)
01,OO,CO (no Q: RO)
01,OO,CO (no Q: RO)
01,OO,CO (no Q: RO)
01,OO,CO (no Q: RO)
O1,RO,OO,CO
Ol,R0,00,C0
O1,RO,OO,CO
O1,RO,OO,CO
O1,RO,OO,CO
O1,RO,OO,CO
O1,RO,OO,CO
O1,RO,OO,CO
O1,RO,OO,CO
O1,RO,OO,CO
O1,RO,OO,CO
O1,RO,OO,CO
RO,CO (no Q: 01,00)
O1,RO,OO,CO
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Composite Rating Curve
Name.... BMP 5 Out
Page 6.24
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q
Elev. Q
ft cfs
-------- -------
437.70 33.81
437.80 34.05
437.90 34.29
438.00 34.54
Notes
-------- Converge ----- ---------------
TW Elev Error
ft +/-ft Contributing Structures
-------- ----- --------------------------
Free Outfall RO,CO (no Q: 01,00)
Free Outfall RO,CO (no Q: 01,00)
Free Outfall O1,RO,OO,CO
Free Outfall RO,CO (no Q: 01,00)
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Outlet Input Data
Name.... BMP 7 Out
Page 6.25
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
REQUESTED POND WS ELEVATION5:
Min. Elev.= 446.00 ft
Increment = .10 ft
Max. Elev.= 449.00 ft
***************�***************�**************
OUTLET CONNECTIVITY
******�********�******�********�******�*******
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only {DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
Orifice-Circular O1 ---> CO 447.000 449.000
Stand Pipe RO ---> CO 448.000 449.000
Orifice-Circular 00 ---> CO 446.000 449.000
Culvert-Circular CO ---> TW 444.000 449.000
TW SETUP, DS Channel
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Outlet Input Data
Name.... BMP 7 Out
Page 6.26
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = O1
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 2
Invert Elev. = 447.00 ft
Diameter = .5000 ft
Orifice Coeff. _ .600
Structure ID = RO
Structure Type = Stand Pipe
# of Openings = 1
Invert Elev. = 448.00 ft
Diameter = 2.0000 ft
Orifice Area = 3.1416 sq.ft
Orifice Coeff. _ .600
Weir Length = 6.28 ft
Weir Coeff. = 3.000
K, Reverse = 1.000
Mannings n = .0000
Kev,Charged Riser = .00Q
Weir Submergence = No
Structure ID = 00
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 446.OQ ft
Diameter = .0833 ft
Orifice Coeff. _ .600
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Outlet Input Data
Name.... BMP 7 Out
Page 6.27
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = CO
Structure Type = Culvert-Circular
------------------------------------
No. Barrels = 1
Barrel Diameter = 1.5000 ft
Upstream Invert = 444.00 ft
Dnstream Invert = 443.00 ft
Horiz. Length = 35.00 ft
Barrel Length = 35.01 ft
Barrel Slope = .02857 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0240
Ke = .5000
Kb = .062076
Kr = .5000
HW Convergence = .001
INLET CONTROL DATA...
Equation form =
Inlet Control K =
Inlet Control M =
Inlet Control c =
Inlet Control Y =
T1 ratio (HW/D) _
T2 ratio (HW/D) _
51ope Factor =
1
.0078
2.0000
.03790
.690Q
1.121
1.282
-.500
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 445.68 ft ---> Flow = 7.58 cfs
At T2 Elev = 445.92 ft ---> Flow = 8.66 cfs
Structure ID = TW
5tructure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 40
Min. TW tolerance = .O1 ft
Max. TW tolerance = .O1 ft
Min. HW tolerance = .O1 ft
Max. HW tolerance = .O1 ft
Min. Q tolerance = .00 cfs
Max. Q tolerance = .00 cfs
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Type.... Composite Rating Curve
Name.... BMP 7 Out
Page 6.28
File.... C:\Users\hfreeman\Desktop\Pondpack Temp\Chatham Parkway.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q
Elev.
ft
446.00
446.10
446.20
446.30
446.40
446.50
446.60
446.70
446.80
446.90
447.00
447.10
447.20
447.30
447.40
447.50
447.60
447.70
447.80
447.90
448.00
448.10
448.20
448.30
448.40
448.50
448.60
448.70
448.80
448.90
449.00
Q
cfs
.00
.O1
.O1
.O1
.02
.02
.02
.02
.02
.02
.03
.07
.21
.41
.66
.98
1.15
1.30
1.44
1.56
1.67
2.37
3.57
5.07
6.83
8.82
10.99
13.09
14.69
15.21
15.62
Notes
-------- Converge ----- ---------------
TTnT Flov Frrnr
ft +/-ft
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Contributing Structures
(no Q: O1,RO,OO,CO)
OO,CO (no Q: O1,R0)
OO,CO (no Q: O1,R0)
OO,CO (no Q: O1,R0)
OO,CO (no Q: O1,R0)
OO,CO (no Q: O1,R0)
OO,CO (no Q: O1,R0)
OO,CO (no Q: O1,R0)
OO,CO (no Q: O1,R0)
OO,CO (no Q: O1,R0)
OO,CO (no Q: O1,R0)
01,OO,CO (no Q: RO)
O1,00,C0 (no Q: RO)
01,OO,CO (no Q: RO)
01,OO,CO (no Q: RO)
01,OO,CO (no Q: RO)
01,OO,CO (no Q: RO)
01,OO,CO (no Q: RO)
01,OO,CO (no Q: RO)
01,OO,CO (no Q: RO)
01,OO,CO (no Q: RO)
O1,RO,OO,CO
O1,RO,OO,CO
O1,RO,OO,CO
O1,RO,OO,CO
Ol,R0,00,C0
O1,RO,OO,CO
O1,RO,OO,CO
O1,RO,OO,CO
O1,RO,OO,CO
O1,RO,OO,CO
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

Appendix A
Index of Starting Page Numbers fQr ID Names
----- B -----
BMP 1... 5.01
BMF 1 Alt... 6.01, 6.04
BMP 2... 5.02
BMP 2 Out... 6.06, 6.�9
BMP 3... 5.03
BMP 3 Alt... 6.11, 6.14
BMP 4... 5.04
BMP 4 Out... 6.16, 6.19
BMP 5... 5.05
BMP 5 Out... 6.20, 6.23
BMP 7... 5.06
BMP 7 Out... 6.25, 6.28
----- P -----
Pittsboro 24hr 5... 2.01
POST TO BMP 1... 3.01, 4.01
POST TO BMP 2... 3.03, 4.02
POST TO BMP 3... 3.05, 4.03
POST TO BMP 4... 3.Q7, 4.04
POST TO BMP 5... 3.09, 4.05
POST TO BMP 7... 3.11, 4.06
PRE TO AP 1... 3.13, 4.07
PRE TO AP 2... 3.15, 4.08
PRE TO AP 3... 3.17, 4.09
----- W -----
Watershed... 1.01
A-1
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:21 AM 3/23/2016

CHATHAM PARK WAY
STORMWATER MANAGEMENT REPORT
PITTSBORO, NORTH CAROLINA
NITROGEN LOADING
CALCULATIONS
Chatham Park Way WR Project ozizoq69.7o
Stormwater Management Report Revised September 2oi6

lordan Lake Developer Nutrient Reporting Form
(Note: A separate form is available for Neuse, Tar-Pamlico, and Falls Lake reporting.)
Please complete and submit the following information to the local government permitting your development project to
characterize it and assess the need to purchase nutrient offsets. Contact and rule implementation information can be
found online at http://portal.ncdenr.or�/web/wq/ps/nps/nutrientoffsetintro.
PROJECT INFORMATION (for.lordan
Applicant Name:
Pittsboro Infrastructure LLC
Project Name:
Chatham Park Way
ProjeCt Address (if available): Street: Chatham Park Way
Date: (mo/d/yr)
3/23/16
Is this Redevelopment? ❑ - Yes
�-No
Impervious Cover (%): 0%
(Pre-Construction)
Impervious Cover (%): 38.25%
(Post-Construction)
City/Town: Pittsboro
Project Lat: (decimal degrees)
Location : : 35.7277
Gounty: Chatham
Long: (decimal degrees)
-79.1523
Development Type (Please check all that apply)
� Commercial
❑ ; Industrial
❑ Institutional
� : Transportation
Mixed-Use
Duplex Residential
Single Fam. Residential
Multi-Fam. Residential
JORDAN WATERSHED INFORMATION
Small Watershed ID (6 digits): (See next page or online map.) : New Development Load Requirements (See individual rules
060020 for a full description of nutrient requirements.)
Jordan Subwatershed (Please check one) Loading Rate Targets Offsite Thresholds
Nitrogen (N) & Phosphorus (P)
� Haw River 3.8 N Ib/ac/yr
1.43 P Ib/ac/yr
6 N Ibs/ac Residential;
❑ Upper New Hope 2.2 N Ib/ac/yr 10 N Ibs/ac Commercial
0.82 P Ib/ac/yr (must meet all onsite treatment
4.4 N Ib/ac/yr requirements)
❑ Lower New Hope 0.78 P Ib/ac/yr
NUTRIENT OFFSET REQUEST(Must meet the offsite thresholds — see above)
Nitrogen Loading / Offset Needs
(A) (B) I
Untreated Treated Loading Rate
Loading Rate € Loading Rate € Target
(Ibs/ac/yr) s (Ibs/ac/yr) s (Ibs/ac/yr)
6.21 4.15 3.80
Phosphorus Loading / Offset Needs
�A) �B) �C)
Untreated Treated = Loading Rate €
Load Rate Load Rate = Target
(Ibs/ac/yr) s (Ibs/ac/yr) _ (Ibs/ac/yr)
2.13 0.79 1.43
Authorizing Local Government Name:
Staff Name: � Fred Royal
Staff Email: ; [e-mail]
(D) I (F) _ (G) (H) _ (I) (Where Applicable)
Reduction Need : Project : Offset = Delivery s State Buy Down = Local Gov't Buy Down
(Ibs/ac/yr) Size (ac) s Duration (yrs) = Factor (%) s Amount (Ibs) = Amount (Ibs)
B—C = D*E*F*G =
0.35 15.40 30 = 95 161.70 =
(D) (E)
Reduction Need € Project €
(Ibs/ac/yr) Size (ac) ;
B-C
0.00 : 15.40 :
: Town of Pittsboro
(F) (G) (H) � (I) (Where Applicable)
Offset = Delivery s State Buy Down = Local Gov't Buy Down
Duration (yrs) = Factor (%) ; Amount (Ibs) = Amount (Ibs)
= D*E'F*G =
30 97 0.00
` Phone: ` 919-542-2063
Jordan Nutrient Load Reporting Form. September 12, 2012

I �
Jord�n L�k� N� utr�ent Strate��T I �
Nonpoint 5c�urce Delivery Factors j '�`�- � �
. �_�-� I
sr��ces + Roc�c�ncGH�. � caswe�� ! Map Extent
i %'law River , �3�n, -- �
U14U1Q �n�ao�o� Up�er IVew H+ape
� �utawatershed i
,- � --- — -_-��� f SubwatersFred Legencf
� ,�
' ` — — `� �— — — ��-�""{ ,� , ` , _ 41D�140 � 43Q030 � � Jardan Lake Watershed
� . -� i�,i� U10024 - 61D0500 � y — — — — �- � I Couu�ty Bound�ry
� �>_ nrr:;,,;�;�, � U3U42G 1 � Jordan 5ubwatershed gaundary
� 034949 �
,;,,� 02U030 ��a�7a � � River Basin Boundary
FC�RSYTH - fl20U20 � ., .
� 430060 � � ��a�l W�tershed �oundary
02{l014 03D074
02UOs0 � p3U010 � Major Rfvers
ken�:-�.��i_ � I ;�:,.;- ._ I Municipalities �
Q2DQ40 � �-� 03005fl � ��^���ar�
" ,� _ Interstates
.� :;sn� GU1k�F�apfl U46450 t� ,t�:.;, �� ,- � i.
� �� s�ta { D4QU60 UA0116 L!S Highav�ys ;/ ...
� 640�20 " `-' d3DD80
�r ,��rr, � pR�4NGE 1ti'Illl2s �e
.._.,�g: I 0 6 1_'
+ ' D20050 4d{1SI36 '->r=p=�-' 1e {M5001Q �
U4G046 a Q401d0 _,u, .
+� j
f Ir,i,� ° '.^ 94001fl I , � O�QQ�� 06d110
��' , ��.,. aaoo7n I ! + Q5012I7 DURHA'M
U4dD90. �:�rr r::;
3�rden � 060100
' T 04fla80 U50U2U 05U646 _,..: r r� I
;`'`� �=' i ~ ~ ~ � T, ,�' ' � ALAMANCE DSDOfi{I U6�iD70 ' � 1
� Q6U08D 080130
-._. _� ir� � \`� RAN��LPf-8 � +
05Q056 — � _ � _
Sma9i Small Small + fl500$p sr 0 014a F;_d;,;:ii,
Watershed ID TM TP Watersiied 14 TN TP LNatershed ID TN TP Small '�� f
O1f3010 2596 1�'Y 030040 4Z% 30% 63U11.D 56��. �� Q3qp7�, �
OSOOZO 37Y 3G% 413005� GA:� 62% OSftCi10 7qa� �,gf �aEershedlb TN 7P �$0,��� �` 1 I:WT�svill=
OfiL�D50 9�`Yu 95 0 46409U' f
Q1IX130 44a- 4U% 0300E+0 39� 19:� OSOt720 81°k 7�?G - � �� . �
01C1040 d9'� 41ry. 030070 3G°�, 18�m O�f3030 42 0 17ry ��� ��% 9�'`�' � ..
f O6D150
Olf]f150 55� 48� � 0317080 73yo 6450 059040 8m3: 733a ��61 g$�� ��' d5009Q � �- 660fl 14 �� � i .-. ,
o��o aa� ��o asoazo � t,,� �
OZ0010 15iSo 4Yc� D4Q010 30-�U 14:F, OSf10i0 71% 67% i
020020 22`Y.�. 12v� Q7C�020 28 /0 14% �59�66 797'� 73� '��� 5'}Yo 45 Y LJ"k� � 46E1U 6f3�
�60040 � s��r�- /'� !`^-�
o6csp90 s2'Y 4ar -a� CHATHAM ��"` � �� G J an��
02i1030 481. 43Y�. G40030 71'� G3:w 059U70 78^��� 7Z'3; Ciry FBi€I»ru l �`�
05DxD0 69'Yo 63 Yo ��'� ��r � 1 WA
020040 3�2! 33%. 64(767D 32�, 1��k �SIX730 8U`!e. 73� l d6aU3d p60082�T'�� � 060i6Q)
02f1050 32Y 32hr. fW0050 �n, 0� OSt7Ll40 793. 73ry 06C7i1f� 61`Yo 58:a y�' �,R������ �
020i]60 A7Y a29c 04D0G0 4� '�lY 0�41Q0 81`Y, 7�3� a51J12s G4'F`o 63% .. '.- � �. � .
02�70 5�3'y 47ry MOQ70 67Yo 60% QG9910 81Y. 74.�'a '�7130 Ci9`l6 63"Y 060�150� . � Lovuer �lew Ho�e
., JW :F, ,
03IX710 5UY ��Y 440G80 53:X 51'X, �G9CiZ0 95�F 97�.�, ��`� g$`�+ �� Sauree: �vi.Herrmann �'�'j��� � � 5ubwatershed
034020 4�ik 31'Y 4!40090 4`� 51% OE9030 88'ti� 91?� Ob'J1.5U E3$`SU 41 o August 3, 2f}�11 ��•��.w,V`,- � J.^ �-- -
o3aei3o �sry, a°Y ealoiaa � ;� ���;, e+�a�iao ��� �s� [u�bz� �53ti � � L�� � !
Jordan Nutrient Load Reporting Form. September 12, 2012

Watershed Characteristics Ver2.0 Clear All Values 1 Return to Instructions I � Proceed to BMP Charecteristics J Skip to Development Summary �I
�
Instructions
1. Select your physiographic/geologic region. (see map on'instructions' page)
2. Enter the area of the entire development in square feet (f['�.
3. Select the location that is most representative of the site's precipitation characteristics. (see map on'instructions' page)
4. For each applicable land use, enter the total area of that land use that lies within the development under pre-development mnditions.
5. For each applicable land use, enter the total area of that land use that lies within the development under posUdevelopment mnditions, before BMP implementation.
6. Ensure thai the sum of pre- and post-development areas entered equal the orginal development area.
7. Continue to "BMP Characteristid' tab.
Additionol Guidelines
- For nomresidential watersheds, indicate acreages of each land use type in Column 1 for both pre- and post-development conditions.
- For residential watersheds, complete the required information in Column 2 for both pre- and post-development conditions.
- If a given land use is not present in the given watershed, leave the cell blank or enter a zero.
- Ensure that land use areas entered for both pre- and poshdevelopment conditions match the total development area entered in cell 021.
- Residential areas may 6e entered by average lot size (mlumn, part A�, or may be separated into individual land uses (mlumn 2, pari B) -- do NOT list out individual land uses within an
area already described by lot size.
- Unless runoff flowing onm the development from offsite is routed separately around or through the site, the offsite catchment area draining in musi be induded in the acreage
values of the appropria[e land use(s) and [reated.
Physiographic/Geologic Region: Triassic Basin Total Development Area (ft ): 670,762
Soil Hydrologic Group B Development Name: Chatham Park Way
Precipitation location: Raleigh Model Prepared By: HCF
COMMERCIAL
Parking lot
Roof
Open/Landscaped
INDUSTRIAL
Parking lot
Root
Open/Landscaped
TRANSPORTATION
High Density (interstate, main)
Low Density (secondary, feeder)
Rural
Sidewalk
PERVIOUS
Managed pervious
Unmanaged (pasture)
Forest
JURISDICTIONAL LANDS*
Natural wetland
Riparian buffer
Open water
LAND TAKEN UP BY BMPs
I�6L�G1
Pre- Post-
TN EMC TP EMC Development Development
(mg/L� (mg/L)
(ft') (ft')
1.44
1.08
2.24
1.44
1.08
2.24
3.67
1.4
1.14
1.4
3.06
3.61
1.47
0.16
0.15
0.44
0.39
0.15
0.44
0.43
0.52
0.47
1.16
0.59
1.56
0.25
1.08 0.15
calculations.
�
T
23,130 256,598
414,164
647,632
Custam
Lot Size
(ac)
PART A
%-ac lots
%-ac lots
%-ac lots
1-ac lots
2-ac lots
Multi-tamily
Townhomes
Custom Lot Size
PART 6
Roadway
Driveway
Parking lot
Roof
Sidewalk/Patio
Lawn
Managed pervious
Forest
Natural wetland`
Riparian buffer*
Open water*
LAND TAKEN UP BY BMPs
Pre- Post-
Age TN EMC TP EMC Development Development
(yrs) (mg/L) (mg/L� (ft�) (ft')
1.4
1.44
1.44
1.08
1.4
2.24
3.06
1.47
1.08
LAND USE AREA CHECK
Tatal Development Area Entered (ft'):
Tatal Pre-Development Calculated Area (ft��:
Total Post-Development Calculated Area (ft��:
0.52
0.39
0.39
0.15
1.16
0.44
0.59
0.25
0.15
670,762
670,762
670,762

BMP Characteristics Ver2.0
Clear All Values
Instructions
1. Select the type of BMP for each catchment.
2. Enter the area of each land use type in the contributing drainage area for each BMP
3. Continue to "Development Summary" tab.
Return to Instructions I Return to Watershed
Charecteristics
Proceed to Dev
Summa
Additional Guidelines
- This spreadsheet allows the development to be divided into as many as 6 smaller catchments.
- BMPs 1, 2, and 3 for a given catchment are assumed to operate in series, with the outflow from 1 serving as the inflow to 2, etc.
- If the outflow from an entire catchment (including outflow from selected BMPs) drains to another BMP, indicate this in the drop down menu below the BMP type and leave all cells for individual land uses blank.
- Not all BMP or catchments must be utilized. Simply leave fields blank in the columns not needed.
- Leave cells blank or insert zeroes if a land use is not present in the area draining to the BMP.
- For water harvesting BMPs, be sure to enter the percent volume reduction that will be achieved by your system. Volume detention (catch-and-release mechanisms) will not be considered - only proven volume red�
- The BMP undersizing option should only be used for existing development or retrofit sites.
- Volume reduction efficiencies for undersized BMPs are calculated based on a 1:1 ratio (a BMP that is 60% smaller than the required design size is assigned a removal efficiency equal to 60% of the standard efficienc
value). Effluent concentrations remain the same as full-sized BMPs.
- IMPORTANT: for the land area calculation checks to occur, you MUST press enter after entering a value for area to be treated by a BMP (not just click on the next cell).
- See User's Manual for instructions on modeling oversized BMPs.
Type of BMP
If BMP is undersized, indicate the BMP's size
relative to the design size required to
capture the designated water quality depth
(i.e. 0.75 = BMP is 75% of required design
size):
*For water harvesting BMP, enter percent
volume reduction in decimal form.
Catchment 1:
Catchment 2:
Catchment 3:
Catchment 4:
Catchment 5:
Catchment 6:
Drainage Area Land Use
COMMERCIAL
Parking lot
Roof
Open/Landscaped
INDUSTRIAL
Parking lot
Roof
Open/Landscaped
TRANSPORTATION
High Density (interstate, main)
Low Density (secondary, feeder)
Rural
Sidewalk
MISC. PERVIOUS
Managed pervious
Unmanaged (pasture)
Forest
RESIDENTIAL
2-ac lots (New)
2-ac lots (Built after 1995)
2-ac lots (Built before 1995)
1-ac lots (New)
1-ac lots (Built after 1995)
1-ac lots (Built before 1995)
%-ac lots (New)
'/:-ac lots (Built after 1995)
%-ac lots (Built before 1995)
%-aclots(New)
%-ac lots (Built after 1995)
%-ac lots (Built before 1995)
%-aclots�New)
%-ac lots (Built after 1995)
%-ac lots (Built before 1995)
Townhomes (New)
Townhomes (Built after 1995)
Townhomes (Built before 1995)
Multi-family (New)
Multi-family (Built after 1995)
Multi-family (Built before 1995)
Custom Lot Size (New)
Custom Lot Size (Built after 1995)
Custom Lot Size (Built before 1995)
Roadway
Driveway
Parking lot
Roof
Sidewalk
Lawn
Managed pervious
Forest
LAND TAKEN UP BY BMP
TOTAL AREA TREATED BY BMP (ftZ):
TOTAL AREA TREATED BV SERIES (ftZ):
•--------------------- CATCHMENT 1 ---------------------•
BMP #1 BMP #2 BMP #3
Sand Filter Wetland
no no
no no
no no
no no
no no
no
no
no
no
no
Area treated Area treated
Area Treated by BMP #3 that is not
by BMP by BMP #2 that is not treated by BMPs #1
treated by BMP #1 ar #2
(ftZ) (ftZ)
(ftZ)
I
78,934 130,856
147,592 216,735
226,526 347,591 0
574,117
�------------------- CATCHMENT 2 ----------------------
BMP #1 BMP #2 BMP tf3
no
no
no
no
no
Does BMP accept the outflow fr
no no
no no
no no
no no
no no
Area treated Area treated
Area Treated by BMP #3 that is not
by BMP by BMP #2 that is not treated by BMPs #1
2 treated by BMP #1
(ft � Z or #2
(ft � (ftZ)
0
BMP #1
�m another Catchmen
no
no
no
no
no �
Area Treated
by BMP
(ft2)

3. Development Summary
Development: Chatham Park Way
Prepared By: HCF
Date: September 27, 2016
WATERSHED SUMMARY Ver2.0 BMP VOLUME REDUCTIONS/EFFLUENT CONCENTRATIONS
REGION: Triassic Basin
TOTAL DEVELOPMENT AREA (ft�): 670,762
� - Volume Reduction TN Effluent Concen. TP Effluent Concen.
Pre-Development Conditions Post-Development Conditions Post-Development w/ BMPs (�) (mg/L) (mg/L)
Percent Impervious � 3.4% 383% 383% Bioretention with 35% 0.95 012
(%) IWS
Annual Runoff Volume 205,689 1,000,822 864,105 Bioretention 15% 1.00 0.12
(c.f.) - without IWS
Total Nitrogen EMC
(mg��) 1.44 1.53 1.19 Dry Detention Pond 0% 1.20 0.20
Total Nitrogen Loading
L20 6.21 4.15 Gressed Swale 0% 111 0.26
(Ib/ac/yr)
Total Phosphorus EMC �
(mg��) 036 0.60 0.23 Green Roof 50% 1.08 0.15
Total Phosphorus Loading i Level Spdr, Pilter
(Ib/ac/yr) 0.30 2.13 0.79 Strip 20% 1.20 0.15
i Permeable 0% 1.44 039
Percent Difference Between: Pavement*
Pre-Dev. & Pre-Development & Post-Dev without BMPs &
Post-Dev. without BMPs Post-Development with BMPs Post-Dev with BMPs Sand Filter 5% 0.92 0.14
Percentlmpervious(%) 35% 35% 0%
Annual Runoff Volume (c.f.) 387% 320% _14� Water Harvesting user defined 1.08 0.15
Total Nitrogen EMC (mg/L) 6% -18% -23%
Wet Detention Pond 5% 1.01 0.11
Total Nitrogen Loading (Ib/ac/yr� 416% 245% -33%
Total Phosphorus EMC (mg/L) 67% -37% -w- -62%
Total Phosphorus Loading (Ib/ac/yr) 612% 164% -63% Wetland 15% 1.08 0.12
*Negative percent difference values indicate a decrease in runoff volume, pollutant concentration or pollutant loading. Positive values indicate an inuease. *if tfeating CommefCial pafking lot, TP efflUent ConCent�ation = 0.16 mg/L
� Return to Instructions �
LReturn to Watershed Characteristics �
Return to BMP Characteristics ]
` Print Summary �

BMP SUMMARY Ver2.0
Total Area Treated
(ac)
Total Inflow Volume
(t.f.)
Percent Volume Reduced
(%)
Inflow Nitrogen EMC
� ImB/�)
Total Inflow Nitrogen
(Ib/ac/yr)
Inflow Phosphorus EMC
(mg/L)
Totallnflow Phosphorus
(Ib/ac/yr)
� BMP Outflow
Nitrogen (Ibs/ac/yr)
BMP Outflow
Phosphorus (Ibs/ac/yr)
Catchment Outflow Nitrogen EMC (mg/L)
Catchment Outflow
Total Nitrogen (Ib/ac/yr)
Percent Reduction in Nitrogen Load (%)
Catchment Outflow Phosphorus EMC
(mg/L)
Catchment Outflow
Total Phosphorus (Ib/ac/yr)
Percent Reduction in Phosphorus Load (%)
BMP1
Sand Filter
5.20
311,690
5%
� 1.55
5.80
0.526
1.97
��
� 3.50
0.64
�
CATCHMENT 1
BMP2
Wetland
13.18
807,536
15%
131
5.09
0.386
1.53
3.59
0.45
1.11
3.59
32%
0.149
0.482
71%
3. Development Summary
Development: Chatham Park Way
Prepared By: HCF
Date: September 27, 2016
CATGHMENT 2 CATCHMENT 3 CATCHMENT 4
8MP3 BMP1 BMP2 BMP3 BMP1 BMP2 BMP3 BMP1 BMP2 BMP3 BMP1
-- -- -- -- -- -- -- -- -- -- --
-- -- -- � -- -- -- -- -- -- -- --
-- -- -- -- -- -- -- -- -- -- --
-- -- -- -- -- -- -- -- -- -- --
-- -- — -- -- -- -- -- — — --
-- -- -- -- -- -- -- -- -- -- --
-- -- -- -- -- -- -- -- -- -- --
� ! � � �
'- -- '- �
CATCHMENT 5
BMP2
BMP3 BMP1
�
CATCHMENT 6
BMP2 BMP3
-- --

CHATHAM PARK WAY
STORMWATER MANAGEMENT REPORT
PITTSBORO, NORTH CAROLINA
DRAFT MAINTENANCE AGREEMENTS
Chatham Park Way WR Project ozizoq69.7o
Stormwater Management Report Revised September 2oi6

Pettnit Number:
(!o he pi:m�rded hr Di1'O)
Draihage Area Number:
Stormwater Wetland Operation and Maintenance Agreement
I wi11 keep a maintenartce record on this BMP. This mainlenance record will be kept in a log u1 a
known set location. Any defirient BMP elements noted u� t�1e inspection will be corrected, repaired or
replaced immediately. These deficiencies can affect the integrity of sh uctures, safety of the public, and
the removal efficiency of the BMP.
Important mauitenance procedures:
- Inunediately followuzg const7•uction of the stormw�ter wetl��nd, Ui-weekly ulspections will be
conducted and wetland plants will lie �vatered bi-weekly until vegetatian beeomes established
(coinmonly six weeks).
- No portion of the storm��ater wetland will be fertilized �fter the first iiutial fertiliz�tion tliat is
required to establish the wetl�u-id plants.
- Stable groundcover will be maintained ui d1e draixla�;e area to reduce the sediment Ioad t� i11e
wetland.
- Once a year, a dam safety expert should inspect the emUankment.
After the stormwater wetland is establishea, I will inspect it montl�ly and within 24 hours after every
storin event greaier Ehan 1.0 inches (or 1.5 inches if in a Coasial Couniy). Records of operation and
inau�tenance will be ke�t in a known set location anci will Ue availaUle upon request.
Inspection activities shall be perforzned as EoIlows. Any problems that are found sh�ll be repaired
immediately.
BMI' elemenh Poten4ial roblem: How I will remediate the toblem:
�ntire BMP Trash/deUris is resent�. Remove the trasIi/debris.
Perimeter of wetland '� Areas of bare soil and/ox erosive Regrade tlie soil if necessary to remove the
gul[ies have formed. gully, aiid then plant a growld cover and
' water until it is established. Provide lime
and a one-time fertilizer a lication,
Vegetalion is too short or too long. Maintain vegetation at an appropriate
hei ht.
Inlet device: pipe or The pipe is cIogged (if applicable). Unclog hhe pipe. Dispose of the sediment
swale offsite.
The pipe is cracked or otherwise Replace the pipe.
dama ed (if a licaUle).
Erosion is occurrulg ui the swale (if Regrade fhe swale if necessary to smootli
applicable). it over and provide erosion conirol
devices such as reinfnrced iurf nlatting or .
ripra�i to avoid future problems with
erosion.
Form SW401-Wetland O&M-Rev.4 Page 1 of 3

Pcrmit Number:
(!o he prorided ��� DI►'O)
BMP elemenh Potential roblem: How I will remediate the roblem:'
Parel�ay Sedinient llas accumuIated in Ehe Search f�r the source of the sediinenE and
forebay to a depth that inhiUits the remedy the problem if possible. Remove
forebay from functioning well. lhe sediment and dispose of it in a location
where it will not �ause impacts to streatns
or tl�e BMP:
Erosion has occw•red:: Provicie adciitional erosioii protection such
as reinforced turf matting or riprap if
needed to prevent future. erosion
problems.
Weeds are present. Remove the weeds; preferably by hand. If
a pesti�ide is used, wipe it on tl�e plants
rather than spra ing.
Deep pool, shallow waEer Aig1I growth covers over 50% of the Consult a professionai to remove and
and shallow land areas dee �ool and shalIo�� K�ater areas. contz•ol tlie al ;al ,rowth.
ClttaiIs, phragmites or other invasive Remove invasives Uy physical remaval or
plants cover 50% of the deep pool and by wiping hhem with pesticide {do noi
shallow water areas. s ra )- consult a rofessional,
Shallow laiid remains flooded more Unclo� the outlet device immediately.
t�lan � cia s after a storm event.
Plants are dead, diseased or dyulg. Determine the source of the problem:
soils, hydrology, disease, etc. Remedy the
problem and replace plants. Provide a
one-tisne fertilizer applicaHon to estabIish
the round.cover if necessaiy.
Best professional pracdces show that Prune accorciing to best proEessional
pruning is needed to maintain optimaI practices.
planf liealth.
Sediment has accumulated �nci Searrh for the source of the sediment and
reduced the de�th to 75% of ti�e , remedy the problem if.possiUle. Recnove
original design dephh of the deep the sedinient and dispose of it in a locatian
pools. where it will not cause impacts to streams
or the BMP.
Cmbankment A h•ee has st�rted to grow on tlie Consult a dam safety specialist to remove
embankment. the tree.
An aiulual inspection Uy appropriate Make all needed repairs.
professi�nal sho�vs ihat the
embankment needs repair.
L"vidence of muskrat or beaver activity Consult a professional tp remove muskrats
is resent. or Ueavers. .
Mieropool Sediinent has accuinulated and Search foi' the source of the sediment and
reduced the depth to 75% of the remedy tlie problem if possible. Remove
originaI design depth. the sediment anci dispose of it in a location
where it will not cause iulpacts to streams
or the BMP,
Outlet device Gogging has occurred. Clean out tlie outlet device. Dispose of the
sediment off-site.
Z'he outlet device is dama eci Re air or re lace the outlet device.
Receiving water Erosion or other signs of damage have Contact the NC Division of Water Quality
. occurred at the outlet. 401 Oversight Unit at 919-733-178G.
Foro� SW401-Wetland O&M-Rev.4 Page 2 oi3

Perniit Number:
-- (Iv be pro��iderlbt' Uil'O)
I acicnowledge and agree by my signature below that I am responsible for filie performance of the
mainienance procedures listed above. i agree to notify DWQ o�any problems with tl�.e system or prior
io any changes to the system or responsible party:
Project name:
BMP di•ctinage ar.ea nurixlic,�i :_
Print na.me:
Title:
Address:
Yhone:
Signature:
Date:
NOte: The legally responsible party shotild not be a homeowners association unless moi�e than SA% nf khe lofs I�ave been
sold and a resident oFthe subdivision has been nam'ed the president.
I, , a Notary Public for the State of
. County of . do hereby certify ihat
personally appeared before me this day of
, and acknowledge the due executian of the forgoing stormwater wetland
maintenance requirements. Witness my hand and official seal,
SEAL
My commission e�pires
Form S:W401-Wetland L)�iM-Rev.4 Pag� 3 of' 3

Permit Number:
(ro be provided by 7'otivn)
Drainage Area Numbet:
Biofltration Area Operation and Maintenance Agreement
I ti�ill keep a maintenance record on this BMP. This maintenance record will l�e kepL in a
log in a kno��n set location. Any deficient.BMP elements noted in the inspection will be
corrected, repaired or repIaced iminediately. These �ieficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BIVIP.
Important operation anci maintenance procedures:
- Immediately after the roadside swal� and bio#iltraHon area aTe established, the
grass wilI be watered twice weekly if needed untiI t•he grass becoitte established
(corninonly six weeks).
- Heavy equipment will NEVER Ue driven over the biofiltration area.
- Special care will be taken to prevent sediment from construction sites hom
entering the roadside swale.
- Once a year, an infiltration test of the soil media will be conducted.
After fhe biofilf�ration area is,estaUlished, I will inspect it once a mvnth and within 24
hours after eve .ry storm evenfi greater than 1.0 inches. Records of operation and
maintenance �nTill Ue kept in a known set location and will be available upon request.
Inspection activilies sliall Ue perfarmed as follows. Any problems that are found shall
be repairecl immediately.
I3MP element: Potential roblems: How I will remediate the roblem:
The entire BMP Trash/ debris is resent. Remove the trash/ debris.
The perimeter of the Areas of bare soil and/or Regrade the soil iE necessary to
biofiIfrafion area erosive gullies have formed. remove the �ully, and then plant a
ground cover and water until it is
established, PrQvide lime and a
on�-time fertilizer a lication.
The roadside swale � Sedimerit is present Remove the sedimerit. Dispose of
the sediment ofE-site. Reestablish
,round cover.
Erosion is occurring in the Regrade the et�gineered inedia if
biofiltration area necessary to smooth it over and
provide erosion control devices
such as a check dam, to avoid future
roblems with erosion.
Bioiilt�ation area Maintenance Pa�e 1 of 4

BMP element: Potential roblems: How I wili remediate the problein:
The pretreatment area
Sediment i�as accunlulated to Search for Elle source of the
a depth greaier than three sediment and remedy the proUlem if
inches, possible. lZemove the sedinient and
restabilize the retreahnent area.
�rosion has occurrec�. Provide additional erosion
proteciion such as reinforced turf
mattin� or riprap if needed to
revent fuEure erosion rol�lems.
Weeds are present. Remove the weeds, preEerably by
hand.
The biofiItratiori area: I3est professional practices Prune or mow lccording to best
vegetation show that pruning or professional praci�ices.
mowing is needed to
maintain optimal plant
health.
Grass is �ead, diseased or Determine the source of the
dying. problem: soils, hydrolagy, disease,
etc. Remedy the problem and
replace grass, New sod should
aecommodate infiltration through
the medil. Provide a one-time
fertiIizer lpplication to esEablish the
ground cover if a soil test indicates
it is necessai• .
The biofiltration area: Soils are clagged with Determine lhe extent of the dogging
soils seciiment. - remove anei replace either just the
top layers or khe entire tnedia as
needed. Dispose of the spoil u� an
appropriate �ff-sit� ]ocation. Search
for the source of the sediment and
remed the roblem if ossible.
An aru�ual soil test sho.ws that Doiomitic linle shall be appIied as
pI-I has dropped or heavy recomcnended per the soil test anci
met�zls have accumulated in toxic soils shall be removed,
the soil inedia. disposed of properly and replaced
with new lanting media.
Biofiltration area iviaitttenance Paae 2 of 4

BMP element: Potential roblems: I-Iow I will remediate the roblem:
The underdrain system Clogging has occurred. Wash out t�ie underdrain system.
(if a licable)
The graEe inlet or Clogging has occurred. Clean out the grate. Dispose of the
drownstream storm sediment off site.
drainage system
Ti�e stormwaEer system is Consult a professional engineer.
datnlged Repair or replace the stormK�ater
i es..
The receiviztg waker Erosion or ot}ier signs of Contact the Town of Pittsboro
dama�;e have occurred at the
outlet.
Biofiltration area Maintenance Page 3 oi4

Permit Nuntber:
(ro be p�•ovrded bv Toinn)
I acknowledge and agree tiy my signature below that I am responsible for the
performance of the maintenarice procedures listed above. I agree io notify the Town of
Pittsboro of any problems with the system or prior to any changes to the system or
responsible party.
Project nrnne:
BMP drainuge a�•ea number:
Print name:
Title:
Address:
Yhone:
Signature:
Date:
Note; 1'he legally responsible party should not be a homeownet•s association unless moce than 50% of
the lots have been sold and a resi�ient of the subdivision has been named the president.
1, , a Notary Public fox the State of
. County of . do hereby certify that
personally appeared before me this _
day of , and acicnowledge tlae due execution of the
forgoing bioretention maintenance requirements. Witness Iny hand and ofiicial seal,
�
SEAL
My commission expi
Biofiltration area Page 4 of 4

ATTA C H M E N T 1.10
CONSTRUCTION DRAWINGS
IMPACTMAPEXHIBITS

WETLANU PERMIT IIu�ACT SUMMARY
� WETLAN� IhAPACFS Sl1RFACE SNATEF21W1PPiCTS '
�� � and Permanent Ezisling Epsting �
PermartBnt
€'ermanent 7emp. Ewcair<atronh�echenice�l Cleanng swimpacts 7emp. cnannea Cnannei Naturai
site StatiCn SlruoWre Fal In Fill In in Cl4aring in $W Impacls ���anne{ SW Impatts ImpeCS5 stream �
{PipglFlilj
Na. [FraNToJ 3ize! 7ype YS�eilands Wetlands LVe9Yands in W�eilands Weaands Imprqsqqm2nt5) impacts Permanent 7emp. �esign
e
f� 6C dC 4C 9� dC BC 04 Ef ft. (f17 �
�. ,s•es.ss I i
� 1 �L�zal+r�.sr o.t2 o.Os I
SITE l (cont'd)
BUFFER ZONE 2
IMPACTS
EST 4401.4 SF
O BUFFER ZONE 1
N IMPACTS
EST 5430.9 SF
PERMANENT FILL ln
IN WETLANDS CV
EST 0.03 ACRES
�
BUFFER ZONE 1 �
NIM1RATY6RIPRAP
�T F1,�v1A71pN 377', TYP � � �
(SEE STRUCTURAL PLANS) r �
r
/ ZONE 1 JORDAN LAKE RIPARIAN BUFFER (TYP) �
ZONE 2 IORDAN LAKE RIPARIAN BUFFER (TYP)
�
ZONE 3 100' TOWN OF PITT580R0 RIPARIAN BUFFER (TYP) ///��� STORMWATER WETL4ND BMP I
AND 100'TOWN OF PITfSBORO VEGETATIVE BUFFER �NP� �/x,7,�� �SEE SHEET BMP-3 �
— � �
BUFFER ZONE 3 �
IMPACTS �
� EST 9510.6 SF (SOUTH BANK)
E5T 9047.7 SF (NORTH BANK) �
-L- PT Sta.22+67.75 �
i
OFF �rA _+0/90 0 /50' U TURN LANE
� q� o l00' L7 TURN TAP�R �
� , � or�.�nnR�; ����`'�i� m o g
y � '`E97 tl3�,} SF * � � �
i i� j'-r✓n rr�v� � saiNc � I
� - � A ?l+7/?.85 � ,a
r- �., ��. 1--.64g l_7"/ � y O �
m F � _ F F O m CLASS 'B' RIP RAP I
- � 24" RCP-III E5T 3 TONS RR �
i - �� -- — „ � — — — _ F E5T 11 SY GFD
�' e � :i is� acr-iv - — ' - - F - - — - � I -L- PC Sto. 27+82.46 �
——— � F R � \ I FALSE SUMP (TVP) I
� �� 0515 S'P.S. 15" RCP-IV O50
n C '. GRAU 350 0570 F� SHEDE2DL14 FI
O 8_77 � 0:l /'-'C&G� CB N CB �g � 2G1 � _ 050 I R
p 2GI
p��. d GRAU 350 0513 0 � O �5'R 24" RCP-III � 2GI ��
O _% � 052
p../ �--- `�.Q:/ r_ M 0514 6 R 55' N 18" RCP-III
� �''S�i �g O -- � _ � _ 15" RCP-III 18" RCP-IV
� � �y. ;� 18" RCP-IV N O
m � �� :� zc� o -- 22' 2' /55" E 5' a � ,c —
Y3� � 15" RC - � 0517
� ' � . \ � 0518 � 0516 2Gi ��� __..�„.-..._..._.---..__.,_. 5'`�R p
mr � I as�z_ __i � � /r 75'R � � o ce o cs o ce
y �. __— -.� � rv , � � � I O50 m�
a- 15" R•I� mw F ��1� 24" RCP-III 2G1 050 050 15" RCP-IV O50
50 ' ' � � I -L- STA22+6298 - m — BIO-FILTRATION BMP /e � 15" RCP-IV
� i-' OFF. 27.50' Ri �52 F — — — — _ _ _ SEE SHEET 8MP-7, TYP � — — — — F — — —, R
� P 15" RCP-III F _ ' _ _ _ _ _ — _ � — _ _ — _ _ _ _ Y _ ' _
CLA55 '6' RIP RAP F �
GlN 2'"'S�C&G EST 5 TONS RR I I � �
�I _� STA.2/`kf/9.18 EST 14 SY GFD �
/ I
/
� r 1 o v
7 ��'(1C,�JC&G 18" RCP�II o N �
� .70'RT00.00 CLP,55'B'RIP RAP I � o +� 50'lNC r,Nj
�� - �Q � - E57 2 TONS RR �00' UkN � � �
�( B ci' B�b�,�G I EST 7 SY GPD LT T !APER +� o
-�s7 � +oa.000 isacr ruRro cqNE �
+
PROIECT REFERENCE NO. SHEET NO.
KI��V����■ ■Or� ��RhV�HETNO �
ROADWAY OESIGN HYDRAULICS
P.O. BOX 33068 • RALEIGH, N.C. 27636�068 ENGINEER ENGINEER
1�1[$]E]LII�d][N 1[3� 1�1L.a�iti�
11.5��5 DO NOT USE FO CONSTRUCTTON
i���i
PLANS
�
�o��
DO�.1�'��T�FOT CONSIDERED FINAL
NI.��/�t�� $���TURES COMPLETED
RADII DIMENSlON5 ARE TO THE EDGE OF PAVEMENT
UNLESS OTNERWISE NOTED lAPPL/ES TO ACL SHEET51
��
�
�\\\\\ _ .�._� � .�., . .' _
���',i� ALLOWABLE IM'r;.... ... .�. �.
� DENOTES FILL IN
W ETLAND
,,I� DENOTCS TEN.. .
ru�iN w�i�..�.
� DENOTE$ IMPACT$ IN $URFACE
WATER (PIPF/FILL)
� DENOTES IMPACiS I� S f
WATER �CHANNEI. '�Mt � � �iSl
�
�
n
_
BI0.FlLTRATION BMP r
SEE SHEET BMP-7, TYP rn
O50 r-
�
2GI y
18" RCP-III m� 5' P• n
18" RCP-IV �._('C w
O
P K Y �,_ �c�G = m
CH T H �e , s. m
15" RCP-IV R in
0501 2
rn
_ — — — — — �
� � F F
. — — _ F _ _ _ � m
CURB CUT AT -L- STA'S:
29+30, 29+70, 30+10, 30+50,
30+90, 31+30, 31+80, 32+20,
32+60, 33+00
SEE BMP-7, TYP
.�\ �-� ��� '� �' ZONE 1 JORDAN LAKE RIPARIAN BUFFER �TVP) WETLAND� Ihl BUF�ERS IMPACTS SUMhi'VARY
�\ .` ZONE 2 JORDAN LAKE RIPARIAN BUFFER (TYP)
�` I '{��\ ZONE 3 100'TOWN OF PITTSBORO RIPARIAN BUFFER (NP)
AND 100'TOWN OF PITTSBORO VEGETATIVE BUFFER (TYP)
k
STORMWATER WETLAND BMP WETLAN�S IfV BLIFFERS
y W�� ��. SEE SHEET BMP-2
B FE Z NE3 �
� S 53RTiO�t 20�lE � Z�N€ 2 . ZORI� 3
ES 3.0 SF SiT€rycJ. lFRciM;iul (n'� �n�� {tt'�
-L- t9+89.55
NAD BY
NSRs zao� 1 �L- 21+77 21 -03-0.4 909.7 214f1 9
�� �
BUFFER IhAPACTS SUMMARY
�
� IMPACT
� 4 � 6p, rv�� a�t�wa6�E MFiIG,4BLE BLJFF�R REPLAGE1w'lENT
i
6 J�J Sn2llC�JRE Slh. r STpnOM ROAO PARALLEL �NE 9 �pNE 2' ZONf 3 iqTAL ICNE 1' ZQM1'E 2� 20h'E 3 TpTAL ZONE 1 ZONE 2 ZC]NE 3
StTENO T`fPE (FROM!TO) CR45SIh1� E3�'�Gk IMpA�;7 ir�4 i��1 (h"Y [R`1 fn�l I��] i��] [rt`i I��l fh�l IR�]
� pRK ,�AY
� CNA�NA �.,wse.ss
TO FEARINGTON—' ' � z�•»z� x ay3asu: �az5a �zz��rz a5ir,ya
� . ,Ea . . . . _ . � . i
w �Q J
� red

z
0
>
�
� �� � � � I PROIECT REFERENCE NO.
Pl Sta 35+33.60
p= 45' l8' 063' �LT 1
D = 3' /0' 59.2'
L = 1,42320'
T = 75/✓4'
R = I.SOOAO'
e = 03
NAD 8Y
NSRS l00]
-� �
Vi
W
J
� 4 � 6p,
C�`/ATy,� J5
s
� � y'AY
�
J
� TO FEAR/NGTON y
fq T TEOI �
W `^
Q J,
� red
SHEET NO.
b
HYDRAUUCS
ENGINEER
�U..'��i�
UCTTON
ERED FINAL
COMPLETED
)F PAVEMENT
) ALL SHEET51
,cE
ce

INFORMATION TO BE SHOWN ON PLANS
WS EL Token @ R ver Sfat on 2804.8
Design: Discharge __600 _,�.fs. Frequency zs ...yr. Elev.....__ 3�S.I p,
BaseFlood: Discharge.......���........�{.s. Frequenq......100_______yr. Elev._______3�5:94______H,
OvertoPP��9: Dischorge """"""" 5000"""'""c.f.s. Fre9uencY ......>SOO.......Yr. Elev. """"""" 389"0""""""" N.
ADDITIONAL INFORMATION AND COMPUTATIONS
FOBESO�yCFEEa_TRIBUTARY 21S_PdFi OF iHE_FLOOp I!{$l1RdNCE_STUpY_FOR CHdTHdI� COIIyiY�OdiE�_EFFECiIyE__
FEBRUdFr 2�2008_ <Fi5'_ 3iO3TCy000A _LiM�iEQ.OETdiL.STypYi_ THE_ DdTA RE[EiyEQ.FROl�_ FEMA_ f(AS_ �ly HEC_RAS___.
FORMA?_(ROBESON_CFEEK iFIBUTARY 2 AOJ.PRJI. pt1PLICATE�CORRECTEO EFFECTIyE�AN9.PROPOSE�_�IOOELS.�'EFE__.
CREAiE� FROM.���S__MOOEL. EFFEC?iyE FE�IA OiSCNARGES.Akp_USGS_piSCNAFGES_J�ERE. SiMULdiE�_.�'iTxiK_iHESE___.
_�100ELS._USGS_ �i5[MAAGES_ J�EFE_ CALCULOiEO_ BASED_01{ SiR_20i9:5030_ A�yO ASSOCiATED SPFEApSNEEi _i00L_____._
.�'C?5.�9K!•�..?.EGiQN.!?�4?E55!Oh.�RUAii4�'14.i1�?�.LLS�P..�A$�Q_9.�i.A, 29%, PERC�NiA�iE. Q�.IM?�Ry�Q4$. AREA.........
iHI.S PLRCEp1TAGC.'dAS.$E.i.BA.4EP..QN. THE.F.ViURE.LANQUSL.ISINE.9F.1�i%EO.VSL AND..TH� PES.iRICTI.QN"S!F'A""'"""'
.MA%iMJlM.R�.29:.RUIL.i.UPQN. AREA. F9R.N9K:RESiDE.KiiAI.DLI'ELDP�CNi.1LIiNik TNF..WS:IY.PA.I�lATLPSHEI2 APLA."""
iNl_4 R�TRI(T(ply l$_J�qLSlMEKLED..�'ITNiK_iN�_�ryAiHA�I_SQV�ITY_�'(Ai[R$NER PROiECiIQ.y_9RJ�IKANCL �JI�NE.2Q.2Q15.�.
ii00%.HYpFOLOGC EGi�yri"°o�. � o°i�5ES0.A�,.iA ...... ...............................................................
010 = 4i8 CFS _ E80 CFS
.."""' '"""'""' "'"""""' "'"_'""" """""__'" ""'"_"' """"'""'"
025 = 5)0 CFS -> 600 Cf5 FE4A Oi00 FROM NEC-RAS 40�EL AN�
"'"""""""""""'"""'"""'""""""""""'"""'""""""""""""""""' """""'"""'"""""""""""'"""'"""'""""""'""""'"""""""""""'"""'
O50 = 633 CFS -> 650 CFS Fi5 REPORT tFiS• 3T03iCV000A1
0100 = TOICFS => 100 CFS 0100 ='155 CFS
0500 = 849 CFS -> 850 CFS
_$[OUP_ COMPU?dT10N5_ _ IPERFORMEO_ tISIyG_ HEC_ RAS� BASED _OK HEC_ IB SCOUF CALCULdiION_ MEiH0U5l
100_TP_ C91yTRACT10y_SCOUli ���5[MdpGE_Ayp_�(iDTH_yALUES FOF_APPFOdLN_SECTiON_ idxEN.FR0A1_ RS_2892_91:
6/i 1(I
w2.:.yi oz 9 ....flMl�@z ......... ......... ......... ......... .........
""""'
v2.`.4.49 t5i5.25i3i3.3]i6/i �i5.6/21.40.69'""6.1""""""""'""'___"'"""""""'""'_"'"'"""""""""___"'"""""""""'_"'
:!5.:. ?:2..-. rG...... Y9. -_ 6.5.:.5:� .................................."_..............................._..................
7s' �Cxi"'i,3. Fr""""""""""""""""""""""""""""""""""""""""""""""""""""'
8/I/2016
K:\RAL.Roodway\01232s030 - CPW Extenslon\Hydraullcs\CADD\BRG.CUL.REPOFTS\BSR.Robeson.Crk.Trib2.d9n
SITE DATA
o.re so A�i cxerNeM couN*r uoea coN*ouas
Drainage Area ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, $o�rce AN� I15G5 SiREAMSiATS VERSIO_y_3_0 .,.
RrverBosin CAPEFEAR � E�%STNL:Rt1RG�
_________________ Characler uTURE. Mi%E� lISE DEVELOPMEyT _. _._
UNCLASSiFiEO STpEAy LpCATEO 'NiiNIN
$iream CIa55ifitation (SUCh OS TrOUi, High Q�Olity Woter, ett.) 1YAiER Sl1PPLY ryAiERSHE� �'S-ly' PA
Data on Existing Sfr�cNre """"N/A"""""""""'""""""""""""'""""""""""""'"""'"""'""""""""'"""'"""'""""""""'""""""""'"
'"""'"""'""""""""""'""""""""'"""'"""'"""""""'"""'"""""""'""""'"""'""""'"".. TotalWaferway Openin9"'""N/A"'"""'.-s.{.
Woterway Opening Below 100yr. WS EL.... N�A....... s.f.
Debris Pofenfial: Low....... Moderafe ...x._..High.._...
Data on $ir�ct�res Up and Down $fream „�5 .> NONEiDS -> 36;RCP IINUER PRiyAiE UNPdyEO ROdp
. . ............ ........ ............
I'pg yE EXiSiiNG
Design Conirol Elev. _FEM� i00-xR: 3�5.6 H.
Gage Starion No ._.___._ k/A .... Period of Records N/e
""""' """"' """"' """'Yrs
Max. Dischar N/d'""""""'"" c.fs. Dote .."""'-N/A""'"'""""" Frequency .""'"""' Nid"""'""
9e. """""'"_'
Historical Flood Informafion:
Date N/A__, /A q_ e � � Period of
....._ Elev.""y'"k.Es1.Fre .Ni Y.So�rte""""""""""'/A""""""".Knowledge..N/A...yrs.
Period of
Date ..""' Elev """ k Est. Fre9. "" Yr So�rce "' """"' """". Knowledge """yrs.
Per od of
Dafe.......Elev ......REst.Freq.N.... yr5o�rte... N.N........ ....N...N.....Knowledge_ ___.___yrs.
Hislorical Sco�rinfo. : Generol.08�ERyEp_ft. Coniraction. OBSERyE�_ft. LocaI.O85ER�E�._f�.
Ghannel Slope......0;008,,, Wfr $ource,,,,CHANk,EL_SII.RYEY Normal Wafer $urfoce Elev.E....,..,369.T ft.
Manning's n: LeN O.B. "' �""'Chonnel a_oa5 RigM O B . 0:�� . So�rce _. � EiO� V��IFFLAi qy"""_
Fi5 • 3'I031CVOOOA LIMITED DETAIL STUDY Non-Encroochment
Flood Study/Status _._EFfECTiyE FEBRl1ARv 2,200] Esta6lished? .___.rES
'"""'""""""""""'"" """"
Flood Stvdy 100yr. Discharge....�ss.. c.f.s. WS Elev.: With Wiihout
Non-Encroochment., 3845 ry Non-Encroachment „ je4:o �
@ River $falion 3556
DESIGN DATA
Hydrological Method SIR 20i4:5030 AND ASSOCiAiED SPFEdOSNEEi TOOL yEFSiON �.�
............ ....... ......................... ....................................
Hydroulic Design Method ___HEC:RAS 5.0
Floods Eval�afed: Freq. Q Elev. Backwater Bridge Opening Velocity
Ivr.l I�.I.sl Ili.l Ih.l If.p.s.l
Oi0 E00 3i5_i i.0 6.6
"""" """"' "' """ """' """"""""
r�i River Station
2804.8 "'"" 025"'"""' '""'""'600'"""'"" ""'"" 3T5"I"'"""' '" 0.8""'" 6.8
""'""""""'""""'""""""
"'"" O50"'"""' '""'"""650'"""'"" ""'"" 3i5"2'"""' "" 0"9""'" 6.9
.... Oi00 .......100 ..... 315.94.... ..�:4T.... ........6:9
0500 850 3i6_5
Waterway Opening Provided Below:Design W.S. Elev...!49____s.f.,t00yr W.S. Elev.. �83....s.f.,Total.. 563____s.f.,
" """ L.O.B. = 0.9
Average Channel Velocity (Designj_...4•.'3. f.p.s. Average Overbonk Velocity �Design).___ R:O:B._=_i.4__ f.ps.
Compufed Scour : Generai _______________ N. Coniracfion ........t•3.........H. Lo<al ._____y_.____._______ fl.
Is a FloodwaY Revision Re9uiredi ..... rES ........................................................................
Z
O
Z
¢ '
�
�: Designed 6y: ""
�:
i Ass�sied by: ._.
E Projecf Engineer
� Re��ewed by: ._.
BASiN� CAPE FEAR
FEAIA�uMiiEO DEtAiL
BRIDGE SURVEY & HYDRAULIC DESIGN REPORT
N.C.DEPARTMENT OF TRANSPORTATION
DIVISION OF HIGHWAYS
HYDRAUlICS UNIT
RALEIGH, N. C.
NBL� 20+5i.35
I.D. No......N/A........, Proiect No . ............ N/A.............., Proj, Slafion . SBL; 20y8.4o..............
County ,,,,,,,,.,��ATxd�l g�idge Over,AOBESON CREEK TRiBllidFv 2 gridge Inv. No.,,,,N!e_,,,
................ ......
On Highway �HATHdM PORN �'dT Be�ween . �5_64 �BIlSiNESS� a�d SlliiLES ROA�
. . . ." ....."".. ..."..."..."
Rewmmended $huctu�e PdFALLEL BFiDGES�NBL:ic 60'- 2<'COFEO SLdBo�SE REiAiN�NG �'dLLS�
"""'""" ""'"""""" ""'"""""" """'""""" """""'""" ""'"""_"""""
SBL:iO 60'- 24' COFE� SLAB; 45E RETAINiNG �'ALLS
'"""""""'"""'""""""""""'""""""""" """"'"""'"""'""""""'""""'""""""'""""""""""'"""'""""'""' '""'"""'""""'"""'"""'
NBL: 33' 011i i0 OIIT� 30'-8' FA[E i0 FdCE �4•-59'-i8'
Recommended Widih of Roadway.SBL _36:OlIT i0_ OIli;33__8_FACE_ �0 FACE_______ $kew. idkGEryi_ i0_ CyF_�E
Recommended Locotion is ( Up, At, Down) Sfream from Ezisting Crossing.,N/A ME�' LOCAiiON AOA�i
...... .. ........ ............
Stalewide Tier ❑ RegionalTier ❑ 5�6-RegionalTier �
Bench Mork is _____ L_ STATiON <0�00:55_i4i_20 Fi, TBM 8 CONTROL POiNT.N� GR�O 83/20n
. . . . . . . . . . . ..........................................................
Elev. ____ 450_5� H. Dof�m:____._ NAyO 88
Temporory Crossing ..NONE cNE�' LOCATiON_ROAD/BRipGE�
' """ "'...... ."""" """""'
TOA) GRAY,PE
" _ """"". _ ... ""' _ _ "' """"' ""'
VANCE BLANiON. PE .......... Da1e ""_""""""""""""
.. _..""_'"'_'__ _'"
yON�E BLdN�ON.PE ___ �f�l^�)��uo��
"""""""'_'__""""' aroieC No.: oin5030
Oate Prini�ed: B/I/2016

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SITE DATA BASIN: CAPE FEAR
INFORMATION TO BE SHOWN ON PLAN$ : STREAMSiATS AND : a; FEMA:N/A
WS EL. Token @ River Station 511 � Drainage Area ,,,,,,,,?�•?, A�,,,,,,,,,,,,,,,,,,,,, Source ,,,.._,ROA�}�,AY. DESiGN. FiLES,_______,____,.____„ '
Desi Dischar e .'_'....��0 25 """ Elev. __.. 438_3 {�. ; River Basin _"' . CAPE iEAR """""" Choracter .._' ' ' ' -.Rl1RAL .. . .... . .... BRIDGE REPORT
; � SURVEY & HYDRAULIC DESIGN
9n: g .. .... ..c.f.s. Frequency ______ _ Yr. ' a:
N. C. DEPARTMENT OF TRANSPORTATION
Base Flood: Dischorge ........!20........c.f.z. Frequency ..._...100_______yr. Elev. ,,,,,_„?38.35 ft. ; Stream Classificaiion (Such as Trout, High qualiry Water, etc.) NONE ; a: DIVISION OF HIGHWAYS
.......
'-"-""-""" -"""'-"-""-"""'_"' HYDRAULICS UNIT
Overtopping: Dischar9e ........�2000.....c.f.s. Frequency ...... >500______Yr. Elev. <59.7....... ft. ; Data on Existing Siructure .'N�A"""""'....."'....."'....."'....."' ......................"""""........ ; <: RALEIGH, N. C.
x.
� ....................................."""""".................. . . .....To}al Waterway Opening ...r1!A........s.f. ;
...' m:
; Waterway Opening Below 100yr. WS EL. ...Wd__..... s.f. • -
ADDITIONAL INFORMATION AND COMPUTATIONS � Debris PotentioL Low._..... Moderate .._X....High,..... � �; �.D. No.___NiA projec} No. ____N/A proj. S}otion ___ Si+73_74 _ L_
�.
' Doto on Siructures Up and Down Stream US => N�A; ' w; Counry ____ CHATHAM ge Over __ �T 70 ROBESON CREEK 7RiB2 9 iA
; "___......___"'___...'___...'__'...""'...'__'..."'_'...'__'.. : W __________. Brid ............................... Brid e Inv. No...._N......_
�NNA�ED TRiBIITARv TO ROBESON CREEK TRiBl1TARv 2 i5 A NON-FEMA REGULA7ED STREA�) FE4Tl1RE. THE ; �S => N�A.CONFLUENCE {�iTH ROBESON CREEK 7RiBllTARr 2 450'OO�NSTREAM ; z; On Highway__.4HATHA�1_PARK_�AY____ Beiween _5l5=541&U$IyESSL__ and.......SS1Tt��4_ROAp_______________
.......................................................................................................................... ......._......._......._......._......._..._..._......._......._......._......._......._......._......._......._.......... o.
DRAiNOGE dREd CLIRRENTLv CONSiSTS OF �OODLAN� FORES7 �iTH SOA1E OPEN A�EdDO�j. THE FL1Tl1RE PROJECT ; : a; Recommended S}ructure ____________________________________________________________________________________________
Io50' 21' CORED SLAB; {�/ yERTICdL RETAINMG '�dLLS
............................................. ............................ . .. .. .... ............ ; ......................................"'....."'....................................""....""""""""""....""' : a.
Bl1ILD OUT IN«��ES A DRAINAGE AREA OF 37.7 ACRES,INCWDING SEVERAL ACRES OF �NTERCHANGE AREA TNAT I Design CoMrol Elev. ._..CL!? ................... ff. : -------------------------------------------------------------------------------------------------------------------------
�.
"""' _"""' _"""' _"""_"""' _"""' _"""' _ _""' _"""' _"""' _"""' _"""' _"""' _'...." �:
CURRENTLY FLO TO ANOiHER LOCATiON. THE RATiONAL METHOD AS USED TO CALCULAtE PEAK FLO 5. A•C• � Ga /A Period of Records N�A Y � �; Recommended Width of Roadwoy.__ 54_6' FACE 70 FACE Skew .....90� .............
.................�1..... ....... ....................... ....... .....�1....................................�.......... ; 9e Station No.."'K"""""""""""""' """"""""""""""""""""" rs ' ~�
yALUE OF 0.5 AS USED FOR THE BASIN AND A TIME 0: CONCENTRATION EOl/AL TO 15 MIN�TES TO COMPUTE ; y /A c.f.s. Da}e ___. N!A Fre y,_..�?_____________ � Recommended Locahon is � Up, At, Down� Sfream from Exisiing Gossing, �NE�' LOCATiON_RaADI
�_.
o;
... ....... .... .... .... .... ........................................................... .
............................. , Max. Dischar e."""""y """""""' quenc N : �v.
INTENSITIES FOR THE DIFFERENT STORM EVENTS. THE FUTURE PROJECT BUILD OUT CONDITIONS OF THE DRAiNAGE : Historiml flood Informa}ion: ; LL $fafewitJe Tier ❑ Regional Tier ❑ $Ub-Regional Tier �
.......................................................................................................................
BASIN,}�',ERE ACCOUN?EO FOR IN,BOTH ;C. yALl1E AND TI�IE OF CONCEN?RATION;,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, : Date,N!?... Elev.. N!A.,,ft. Est. Fre ...N/A__ $ource N�A Period of N/A ; g 8ench Mark is ____ ABC. _L_ STATION 57.29_27 3_31RT, TBA) & CONTROL POINT. NC GRI� NAO 83/201I
_ "'
. . . . . . . . , 9 Yr. .. ......... ......... .......Knowled9e__________yrs. . .
: Period of : :................................................................. Elev. ____ 474.28___fr. Datum: ...NAVD 88
.......................................................................................................................... j Date________ Elev......... ff.Est. Freq. .......yr.Source ....................................... Knowledge__________ � _......._...
Period of Yrs. ; ;
� . Knowled � � Temporary Crossing __NaNE �NE�J LOCATiON ROAD/BRIDGE7
................................"........................................................................................ � Dafe________ Elev......... fi. Esf. Freq. .......yr.5ource ..._..........'..'_..'..'_..'."_ . 9e._._.__._yrs. • � . . ..........................................................
RATIONAL METHOp� TO CALCl1LATE PEAK Rl1NOFF : NONE NONE NONE ' a'
C=0.50, Tc = 15 MM. DA = 3T.7 AC � ��
.......................................................................................................................... ; Hisforical Scour Info. : Genera1..085ERVED.R. Conlracfion.OBSERyED. h. LocaI..OBSERVEO.}t. : r,
010 = 96.ICF5 => 95 CFS _,__,__ , ; Channel Slope ,,0.0346 kN Source,.__.... SURyEY Normal Water Surface Eev 436.1 j� Z ' . � ��+-. '.�
.... .. . .. . . . . . . . . . . . . . . . _ � r
. . .......... . .. ... ..................... ; Manning's n. Lef1 0 6 .... ... ChanneL """"' R ght 0.6. _._ _ .__. Source " I """"""""""" � ��� � � ! � ., � y' � X Y f .� ��
. . . . "" ` .
J �` �
0.06 4 i I .
0 0 0.06 i T v
025 - 105.6 CFS -> IIO Ci5 FIEL� I EST G4 lo
................ .. ......................................................... ........ • ' "" ""Nv N _ �� i i
° y" ' �
050 ' In.2 CFS '> IIO ci5 ........................................................................................ . Flood Sfudy/Status N/d... ....... ... ... ....... ....... ... ... .......... Floodway Esfablished?... N/A _.. d . .., _ 1 �..:'/ '�
.................................. . � .. �.
• w rh w rho�f : ._. r.
� 'M1 : 3
oiao I16.9 CFS '> 20 CFS ....... .. .... .. .... .. .... ....... .. .... .. .... .. .... ....... .. .... .. .... ; Flood $iudy 100yr Discharge N�A c f s WS Elev Floodwoy N�A ft. Floodwoy "' NiA"""'.ft. : ; ,, . � � ,�' � ,;-; � i ,� �
. .
.................. ....... .. .... �
@ River Stafion piA } - E
0500 - 127.8 CFS -> 130 CFS � �
... ....... ... .. ... .. ... .. ... .. ... .. ... .. .... .. ... .. ... .. ... .. ... .. ... .. ... .. ... . . . - _
a� i :J 6
..... ... . ..... . ... ...... . ... ...... . ... ... ... . ...... ... . .... . ... ....... . ... ...... • Z _ � .
DESIGN DATA ; ' '. " ��. ~ � � - -� �
' RATIONAL I�ETHOD TO CALCl1LATE PEAK Rl1NOFF IC-O.SO,Tc 15 (AIN.DA - 37.7 ACI ' ' ; �� �`�1� �.
.......................................................................................................................... ; Hydrological Method ......... ......... ........ ......... ..... ...... ........ : 0 1' :'_ . . .�"`k�% ��% � � � F. �' ,.i
�:
. : - �i' . _ �"`' ' .�.G'» - -
.......................................................................................................................... : Hydroulic Design Method ___HEC-RAS VERSION 5.0.0 IFlLE�uNNAMEDTRiBU74Rv70ROBE50NCRKTRiB2.PRd� _________ __ : Q; . �� _ - -->. � ��°.y ..f '
� Floods Evaluated: Freq. Q Elev. 8ackwafer Bridge Opening Vebc fy � ' �� - ��' �
....... . . "_"'" ' '""'""_".. . . "'""_ ' "_"'"""" ' '""_"'""' ' "'""_"' ' "'""'""_ ' ' "'""'"" ' • br.l Icfsl Ik.l IN.I (f.ps.� ; ' �•♦ -'�-��i+� ;
: @ River Stafion OIO""" "'95"' "' "" 438'2' "' '0.0 3.4 : ' r � - � �% �
z�
Z � . - . "S`�`'�` t _
............... ............................... ....... . ... .......................................................... • 11 :��.. � F
___ ________ _________ • \' � � - ,� - ,r� Y �.�' .''' �_ ♦
SCOUR COI�PUTATIONS WEC-19.APRIL 2012,fROM HEC RASI ; 025 IIO 4383 0.0 3.6 - - �,-��y�y
5 � "� �;' � �. �L� ! f�94,�"J _ } �.,T� �
............... .......................................................................................................... " """" " """ "" "" `3 � %
11 . . . . . . . . .... ......... .. ...... '��� � �` ��r e j � .
100 YEdR CONTRACTION SCOUR cDiSCHARGE AN� �DTH yALUES FOR APPROACH SELTION TAKEN FROA� RS 58<�. I O50 n0 a383 0.0 36 �-..y '.g
.............................................................. ............. .... . .... .......... . . . ____ ___ l i _
c
�
... . N
� : •rs� ��ar�', _+� ..-�
Y2 :YI(02/OI16/7(�I/'�21K� ............................................................................................ ' O100 120_" ""'438_35'_" 0.0 ""'3 8 : .....
...................... • ' '_""" "' "" """"' '
Y2 = 1.77120.56/71.3116/7(6.7/4.410.69 _ O.BI ' ""0500""' """'130"""" _""438_4 "'0.0"' 3.9 :
..............""'...""'...........................""'...""'...""'...""""""""""'...""'........... , , . ,
og�
Ys = Y2 - vo .______"______"______"______"______"______"______"______"______"______"______"______"______" ; Wa}erway Opening Provided Belowflesign W.S. Elev..__5P____s.f.,l00yr W.S. Elev. "??"'_s.f.,Total.. 990...s.f., j �`� Designed 6y:.......�ANCE BIAN ON PE ... ..............
................ .... �x: .. .
� L.O.B. = 4.6 : �w. EpNIFHp vEpA�iNE. Ei..
T ,
Ys eCN� = 0.0 FT � Avera Channel Velocii Desi 3•34 f. Avero e Overbank Veloci Desi n R:9:@;' �•� f. � �-�I Assis}ed b �oK1 GRAv, PE Date I
.......................................................................................................................... ; 9e Y � 9n�__.__ ____.__ P.s. 9 N( 9 I... ....... P.s. : ��. Y� ,
"""""'. _ _. _ _.. _...""""""_"_'....
.......................................................................................................................... : Computed Scour : General .._.__.._._.__.. ft. Coniraction ._______�.9________F. Local ......h/A............ fi. : a Projeci Engineer : VANCE BLANTON. PE„"....."""
� Kimley»>Horn `����
8/I/2016 : Is a Floodway Revision Required? _____N/A________________________________________________________________________ : � Reviewed by: """"__"__"_____"__"""""""""" Kr+a Prolect No.: 0R325030 ''•...-...--.. .
K:ARALRoodwcy�012325030 - CPW Extens'on�Hydraul4cs�CADD�BRG_CGLREPORT5�6SR_U1_+o_Roboson_Crk_Trib2.d'gn Date Printed: BiV20i6

Statement af Mitig�tion Credit Availability
Chatham Umi�rella Mitigatian Bank [SAW-2p10-Q09$�)
Stinking Creek Streaut & Wefland iVIitigafion Site
1Vav�mber 21, 201 fi
CJ.S. Army Cor�s of Engineets {iJSACE)
Raleigh Regeilatory Pield Qffice
3331 Heritage Trade Driwe, Suite 105
Wake Forest, NC 27587
Attachment 1.11
N.C. Division of Wat�r Rescsurces (DWR}
40i & Buffer Permittiag Unit
Arehdale Building— 9�' Fl[x�r
512 Ncrrth Salis�ury Street
Raleigh, NC 276Q4
Project: �hatham Park Way {US-f4 Business to US-64 By�aass Bridge} Cnunty: Chatham
River Basin; Ca e�ear CU Location 8-di it HUC : 430300Q�
Dear USACE & DWR Agents,
Cn accordance with 33 CFR §332.$(r), we are providing this letter as canfirmatian that the following
aredits (Credits) from the Chatham UmbreTla Mitigatian Bank (Bank) are currently aVailable. If a
permit is iss�ed, and the credits are still a�aitable, these credits �(or portiQn Qf these credits requi��d to
satisfy perrmit mitigatian requirements) will be allacated to Chatham Park Inrestars LLC (Applicant),
anee transferred, tn satisfy a portion or all of the cumpensatory rriitigation permit conditions required For
the C�rathar�t Park Way project.
• 0.36 Riparian Wetland Mitigatio�n Credits, and
A Camp�nsatory Mitigation Respansibilrly Transfer Form �Tran�fer Form) wifl be completed and
executed per�ding permit issuance and receipt in fult 4f any applicable payment for the Credits. We will
send cvpies af #he completed and executed Transfer Form ta the AppliGant, the USACE Pr+aject Manager
assigned ta the Bar�k (currently 1W-. Andrew Willia.ms) and, if needed, ather regulatory agencies (e.g.,
QWR}, An updaCed oopy ofthe Bank's Ledger, reflecting the transaction, will be pro�ided to the USACE.
Shuuld yaur office har+e any questitrns, ptease aantact me at (9I9) 645-43�D.
5incereiy,
Chatham Fark Investars, LLC (SpQnsor�
�7
� ��f� �� Z �
� �"f �" " �.
Timothy R. 5mith,
Manager

5���q Nearest Town Pittshdr�r
Ro6eso tinkin GreeklJardan Lake Ri�er Basir� eaL �'�xr
Cane Fesr Goardinates AI 35.71254 W-74.2154
site is narth �nd sn�th of 64 at Pitts�ora Ch t am Caunt N�C and cxt nds soati� ad acent ta
.Iordao Lake.
B�sod on prelirninary informatit�n, �here m�y b�e wetlands an the abo�e described praperty, We sVongly sug,�est you haas
lhis praperty inspected to determine the extent af Dapart�nent af the Army (DA) jurisdict�a�t. Ta be considereci fulal, a
juris�iiciional decermination must be v�rified by the Cpr�as. 'This preliminflry determinatian is nQt �n appealable actian
under tl�e RegulaWry Progr�m .A.d�ninistrative Appeal Process i Ref�s'snce 33 CF� Part 33l}.
Tl�ere are N�vig�hle Waters af thc llnited States within the abave desce�bed property subje tfl d�e p�rmit reyuireme�sts af
Section IO of the Rivers ane! hlarb�ors Aet and Section 40�4 af the Cleari Water Act. Ilnless ere is a change in the lmw ar
nur pubtished regulalians, this decer►nination may be rclicd uppn For a period nnl to excaed ve years fram the date of this
ect area subject to dte �iex�nit requiremenis
is a cliAnge in the law nr our publisltes�
d�ve years �ram the date oFthis nvtificaticr
We strvngly suggest yau hav� the w�tlands nn your property delineated. L7ue
sent wcrrkload, th� �arps may nal be able to aCcomplisf� this watfand delineat
ineation, you anay wisla tc� ohtain a consult�.nt, Ta be considered final, any de
sir.e of your property andlor aur
a timely manner. ['or a more ti�n
4n it�ust be veritied by th� +Gorps.
X The waters af the U.S. including wetland on yaur �rrc�ject arca have be$n delineated and tlYe delinea�iot� has
vere�ed 6y dic Corps. We 'sa'ongly suggest you have thi� delineation surv�y�d. Upon campletion, tifis survey
reviewed and veriFed by the Corps. �nce veri�ed, this survey w.ili provide an accurate depic�ion of all �reas s
CWA jurisdictian on yaur praperty which, provided �ilere is no c[zan�;e u� the law or our published regulatians,
reIied u}�an far a per�ad n�t to exceed five ycars.
The wetlands have n delineated and surveyed and are accural�eiy depicted
F�egulatory Offieisl id fied l�elvw on . Unless th�re �s a change in the 1
deker�ni�alion m�y be �d upan far a period noc to exce�d five years Fro1n ihe

Evidenee of an c�rdi��arv hi�h rwater mark and use af !he 1987 Wetlands �elineatiun Manual on waters +�f tihe US with
surfaee connectio� to Jor�ian Lak� a TN'VS+: This cnan�eti�n as either ciirec ar throu h Stinkin Creek or Rabest►n

= Chatham Park -
� �............ ._ n......r January 19.2009
. �'� 5&ECProject#9948
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YA
aax r�$ sss �m
SB�R�, .C.2731
20
E?5 Army Cnrps af Engir��rs
Raleigh ltegulat�ry. I�fe}.d Of�l
At�nc Andreva Wiliiams
3331 erit�age'Frade �3rtve,
Wake ares� N� 2758T
rm ittin
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ign
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+.�, � � �, C'
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cc. �� $���`��
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CC3
4Mf.S�?M FD�EY
J�HN BC1Ni7�
re�e nced above is cnr�sisiered a art the
n's Comprehensf '!�-atesps�rtati�nn P (�TF) ay min ed as the Nr�rth-5outh Conn cta n th
dateci j�iy 8. 21�5 aS adopted i�y the r,�n raf Fitts
was alsca adapted y Chatham Co ntp nr� Septemb 19, 2�1i anct 1�C�0 on Nc�vetr� r 3. 2a
�crrthertnore t-�ls rnject �s with� ti�e "i'awr�'s ETJ d we concur ttsat th �i�rrient th� pr
1t is onc unders�nding thax G�ati►am Park I�n�restors LLC is appiying to permit the Empa+�ts under a
NaYonwide Permlt {24] far a Llttear Transport�ticsn �raject Th� Tawn anticipates �that NGDQT �will acce
tt►is right-uf-way #'�nr maintenas�ce u�ran �am�letinn. HQw�ver, uve la�k fnrtEvard to working in partnersh
wit:it F�CDOT and Cl�atha�n �at`i� because ithe prc��ect w
dl�ec onnectan fram U5 Hw� 54 Buseness to Su'�es Raad �cur ntiy a dead e�
Hwy -SEII. W antic paCe th�t i�tts�ora and Chath�m �ounty siden�. as we
t�cerely�
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ad� a�d ntua
other tr lers
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