20230359 Ver 1_ePCN Application_20230307

I I
1••l 1
DWR
Division of Water Resources
Initial Review
Pre -Construction Notification (PCN) Form
For Nationwide Permits and Regional General Permits
(along with corresponding Water Quality Certifications)
April 13, 2022 Ver 4.3
Has this project met the requirements for acceptance in to the review process? *
Yes
No
Is this project a public transportation project?*
Yes No
Change only If needed.
Pre -Filing Meeting Date Request was submitted on:
5/15/2021
BIMS # Assigned * Version#*
20230359 1
Is a payment required for this project? *
No payment required
Fee received
Fee needed - send electronic notification
What amout is owed?*
$240.00
$570.00
Reviewing Office* Select Project Reviewer*
Raleigh Regional Office - [phone] Zachary Thomas:[e-mail]
Information for Initial Review
la. Name of project:
Courtyards at Farrington
la. Who is the Primary Contact?*
Elias Ruhl
lb. Primary Contact Email: * lc. Primary Contact Phone: *
[e-mail] [phone]
Date Submitted
3/7/2023
Nearest Body of Water
New Hope Creek
Basin
Cape Fear
Water Classification
WS-IV;NSW
Site Coordinates
Latitude:
35.9249
A. Processing Information
Is this project connected with ARPA funding?
Yes No
County (or Counties) where the project is located:
Durham
Is this a NCDMS Project
Yes No
Longitude:
-78.9877
Is this project a public transportation project?*
Yes No

la. Type(s) of approval sought from the Corps:
Section 404 Permit (wetlands, streams and waters, Clean Water Act)
Section 10 Permit (navigable waters, tidal waters, Rivers and Harbors Act)
Has this PCN previously been submitted?*
Yes
No
1b. What type(s) of permit(s) do you wish to seek authorization?
Nationwide Permit (NWP)
Regional General Permit (RGP)
Standard (IP)
lc. Has the NWP or GP number been verified by the Corps?
Yes No
Nationwide Permit (NWP) Number: 29 - Residential Developments
NWP Numbers (for multiple NWPS):
ld. Type(s) of approval sought from the DWR:
401 Water Quality Certification - Regular
Non-404 Jurisdictional General Permit
Individual 401 Water Quality Certification
le. Is this notification solely for the record because written approval is not required?
For the record only for DWR 401 Certification:
For the record only for Corps Permit:
If. Is this an after -the -fact permit application?*
Yes No
lg. Is payment into a mitigation bank or in -lieu fee program proposed for mitigation of impacts?
Yes No
lg. Is payment into a mitigation bank or in -lieu fee program proposed for mitigation of impacts?
Yes No
lh. Is the project located in any of NC's twenty coastal counties?
Yes No
1j. Is the project located in a designated trout watershed?
Yes No
B. Applicant Information
Id. Who is applying for the permit?
Owner Applicant (other than owner)
le. Is there an Agent/Consultant for this project? *
Yes No
2. Owner Information
2a. Name(s) on recorded deed:
Patterson's Mill, LLC, Booker Curtis Richard
2b. Deed book and page no.:
006095/000847, 2017-E/000572, 006095/000843
2c. Contact Person:
Mark Stiglitz
2d. Address
Street Address
5109, 5117, 5251, and 5271 Farrington Road
Address Line 2
City
Durham
Postal / Zip Code
27707
401 Water Quality Certification - Express
Riparian Buffer Authorization
State / Province / Region
North Carolina
Country
USA
Yes No
Yes No

2e. Telephone Number: 2f. Fax Number:
[phone]
2g. Email Address:*
[e-mail]
3. Applicant Information (if different from owner)
3a. Name:
Mark Stiglitz
3b. Business Name:
Epcon Communities Carolinas, LLC
3c. Address
Street Address
119 Weston Parkway
Address Line 2
City State / Province / Region
Cary NC
Postal / Zip Code Country
27513 USA
3d. Telephone Number: 3e. Fax Number:
[phone]
3f. Email Address:*
[e-mail]
4. Agent/Consultant (if applicable)
4a. Name:
Elias Ruhl
4b. Business Name:
Froehling & Robertson, Inc.
4c. Address
Street Address
310 Hubert Street
Address Line 2
City
Raleigh
Postal / Zip Code
27603
4d. Telephone Number:
[phone]
4f. Email Address: *
[e-mail]
C. Project Information and Prior Project History
State / Province / Region
NC
Country
USA
4e. Fax Number:
1. Project Information
1b. Subdivision name:
Of appropriate)
Courtyards at Farrington
lc. Nearest municipality / town:
Durham
2. Project Identification
2a. Property Identification Number:
0709-31-47-3772, 0709-31-52-6652, 0709-31-
90-6186, 0709-40-06-2002
2b. Property size:
21.36

2c. Project Address
Street Address
5109, 5117, 5251, and 5271 Farrington Road
Address Line 2
City State / Province / Region
Durham NC
Postal / Zip Code Country
27707 USA
3. Surface Waters
3a. Name of the nearest body of water to proposed project: *
New Hope Creek
3b. Water Resources Classification of nearest receiving water: *
WS-IV;NSW
3c. What river basin(s) is your project located in?*
Cape Fear
3d. Please provide the 12-digit HUC in which the project is located.
030300020604
4. Project Description and History
4a. Describe the existing conditions on the site and the general land use in the vicinity of the project at the time of this application: *
Subject Property consists of four contiguous, polygonal -shaped parcels totaling 21.36-acres, including PINS 0709-31-47-3772 (3.83 acres), 0709-31-52-6652 (15.18 acres), 0709-31-90-
6186 (1.39 acres), and 0709-40-06-2002 (0.95 acres). The site is currently utilized as cleared/agricultural, wooded, and residential land. The northern parcel is 3.83 acres and is improved
with an approximate 6,080 square -foot (SF), one-story former residential structure that was constructed in 1972 and currently operates as Patterson's Mill Country Store, a garage building,
and an approximate 2,400 SF two-story dilapidated log cabin (relocated to the Property approximately 40 years ago). The central parcel is 15.18 acres and is developed with an
approximate 2,165
SF one-story single-family residential structure which was constructed in 1919, and six outbuildings including barn, garage, and shed structures. The eastern parcel (1.39 acres) and the
southeastern parcel (0.95 acres) are wooded land. The Property also contains grassed areas, a pond, wooded areas, landscaped areas, and asphalt -paved and unpaved access roads.
Tributaries of an unnamed stream transect the eastern portion, which flow to the east, as well as an unnamed open water (former pond). There are three wetland features (W1, LW1, and
LW2), one surface water pond (P1), one perennial stream (S1), and two intermittent stream (S2 and S3) within the site. The Property is situated within a suburban area of residential land
use and is bound to the north by residential and wooded land and a telecommunications tower; to the east by Interstate 40 and an associated wooded easement, beyond which is wooded
land; to the south by a residence and an apparent mulch business and residential and wooded land; and to the west by Farrington Road, beyond which is residential subdivision.
4b. Have Corps permits or DWR certifications been obtained for this project (including all prior phases) in the past? *
Yes No Unknown
4f. List the total estimated acreage of all existing wetlands on the property:
0.23 acres
4g. List the total estimated linear feet of all existing streams on the property:
764 linear feet
4h. Explain the purpose of the proposed project: *
The purpose of the proposed residential subdivision is to supply much needed residential homes to this area of Durham / Chapel Hill.
4i. Describe the overall project in detail, including indirect impacts and the type of equipment to be used: *
The proposed residential subdivision includes a total of 64 single family lots and includes the construction of roadway infrastructure, grading of residential lots, utilities, and SCMs.
Specifically, there is one (1) road crossing that impacts streams and buffers and three (3) grading area that impacts to wetlands. Additionally, one pond will be impacted. Other wetlands
and stream features are being avoided and will not be directly impacted by the proposed development. Equipment typically used for construction and earthwork such as backhoes,
bulldozers, excavators, graders, pavers etc. will be utilized for this project.
5. Jurisdictional Determinations
5a. Have the wetlands or streams been delineated on the property or proposed impact areas? *
Yes
Comments:
No
5b. If the Corps made a jurisdictional determination, what type of determination was made?*
Preliminary Approved Not Verified Unknown N/A
Corps AID Number:
SAW-2020-00669
5c. If 5a is yes, who delineated the jurisdictional areas?
Name (if known):
Agency/Consultant Company:
Other:
Alex Aycrigg
Froehling & Robertson, Inc
Elias Ruhl
G Unknown

5d. List the dates of the Corp jurisdiction determination or State determination if a determination was made by the Corps or DWR
Corps jurisdiction determination site visit completed on August 13, 2020; PJD issued on August 26, 2020.
Durham stream determination letter issued on April 8, 2021.
6. Future Project Plans
6a. Is this a phased project? *
Yes No
Are any other NWP(s), regional general permit(s), or individual permits(s) used, or intended to be used, to authorize any part of the proposed project or related activity?
It is F&R's understanding that there are no intended future phases beyond the property boundaries shown. Therefore, additional NWPs, Regional General Permits, or IPs are not
anticipated.
D. Proposed Impacts Inventory
1. Impacts Summary
la. Where are the impacts associated with your project? (check all that apply):
Wetlands Streams -tributaries
Open Waters Pond Construction
2. Wetland Impacts
O Buffers
2a. Site #* (?)
2a1 Reason (?)
2b. Impact type * (?)
2c. Type of W.*
2d. W. name
2e. Forested *
2f. Type of Jurisdicition *
(')
2g. Impact
area*
Impact #1
Utility Crossing
T
Small -Basin Wetland
Wetland 1
No
Corps
0.019
(acres)
Impact #2
Road Widening
P
Small -Basin Wetland
Wetland 1
No
Corps
0.020
(acres)
Impact #3
Construction Grading
P
Headwater Forest
Linear Wetland 1
No
Corps
0.002
(acres)
Impact #4
Lot Development
P
Headwater Forest
Linear Wetland 2
Yes
Corps
0.004
(acres)
Impact #4
Construction Grading
P
Headwater Forest
Linear Wetland 2
Yes
Corps
0.007
(acres)
2g. Total Temporary Wetland Impact
0.019
2g. Total Wetland Impact
0.052
2i. Comments:
Other wetland impacts are being avoided throughout the proposed development.
3. Stream Impacts
2g. Total Permanent Wetland Impact
0.033
3a. Reason for impact (?)
3b.Impact type*
3c. Type of impact*
3d. S. name*
3e. Stream Type*
(?)
3f. Type of
Jurisdiction*
3g. S. width
3h. Impact
length*
S1
Road Crossing
Permanent
Culvert
Stream 3
Intermittent
Corps
5
Average (feet)
46
(linear feet)
3i. Total jurisdictional ditch impact in square feet:
0
3i. Total permanent stream impacts:
46
3i. Total stream and ditch impacts:
46
3j. Comments:
Permanent stream impacts = 46 LF (247 SF; 0.006 acres)
4. Open Water Impacts
3i. Total temporary stream impacts:
0
4a. Site #
4a1. Impact Reason
4b. Impact type
4c. Name of waterbody
4d. Activity type
4e. Waterbody type
4f. Impact area
Impact #3
Lot Development
P
Pond 1
Fill
Pond
0.18

4g. Total temporary open water Impacts: 4g. Total permanent open water impacts:
0.00 0.18
4g. Total open water impacts:
0.18
4h. Comments:
E. Impact Justification and Mitigation
1. Avoidance and Minimization
la. Specifically describe measures taken to avoid or minimize the proposed impacts in designing the project:
In order to comply with specific requirements of the City of Durham, the subdivision is designed with one ingress/egress route connecting the site to
public roads, as required by local regulations. A number of steps were taken during the planning stages of this project in an effort to substantially reduce
and, in some cases, eliminate wetland, stream, and riparian buffer impacts to the maximum extent practicable. In an effort to avoid and minimize impacts
to the wetland area on the northwestern portion (W1), an offsite sewer run was designed east and parallel to the wetlands, and then heads north to tie in
to an existing manhole, impacting only a small portion of the wetlands. Due to design parameters, a road widening and an ingress/egress street and
sewer are needed in this area. Stormwater needs and an ingress/egress street constraints were considered and designed to minimally impact streams
and wetlands on the southeastern portion. Additionally, utilities are located within the street easements at wetland and stream crossing locations in an
effort to limit environmental impacts in those areas. Sewer easement widths are established by the Town based upon sewer depth. Sewer routing has
been kept as shallow as possible within wetland crossing areas to reduce maintained easement widths and impacts. The planning measures listed
above have been taken to effectively reduce the amount of wetland and stream impacts to the greatest extent practicable. These efforts include
realigning the roadways in the subdivision and changing the location and size of utilities.
1b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques:
Construction techniques will follow the City of Durham construction standards, specifications, and standard details, including:
• Sec. 70-738. Peak runoff control requirements (with 1-Year Peak Runoff Analysis);
• Sec. 70-741. On -site treatment requirements; offsite purchase and credit options, bacteria control;
• Sec. 70-740. Required reductions for nutrients and TSS; alternatives; calculations; and
• Wet Detention Basins
2. Compensatory Mitigation for Impacts to Waters of the U.S. or Waters of the State
2a. Does the project require Compensatory Mitigation for impacts to Waters of the U.S. or Waters of the State?
Yes No
2b. If this project DOES NOT require Compensatory Mitigation, explain why:
Impacts consist of a perpendicular road crossing and are below the mitigation thresholds for wetlands, streams, and buffers.
F. Stormwater Management and Diffuse Flow Plan (required by DWR)
1. Diffuse Flow Plan
la. Does the project include or is it adjacent to protected riparian buffers identified within one of the NC Riparian Buffer Protection Rules?
Yes No
What type of SCM are you providing?
Level Spreader
Vegetated Conveyance (lower SHWT)
Wetland Swale (higher SHWT)
Other SCM that removes minimum 30% nitrogen
Proposed project will not create concentrated stormwater flow through the buffer
2. Stormwater Management Plan
2a. Is this a NCDOT project subject to compliance with NCDOT's Individual NPDES permit NCS000250? *
Yes No
2b. Does this project meet the requirements for low density projects as defined in 15A NCAC 02H .1003(2)?
Yes No
2c. Does this project have a stormwater management plan (SMP) reviewed and approved under a state stormwater program or state -approved local government stormwater program?
Yes No
N/A - project disturbs < 1 acre
2d. Which of the following stormwater management program(s) apply:
Local Government State
Local Government Stormwater Programs
Phase II NSW USMP Water Supply
Please identify which local government stormwater program you are using.
Durham
Comments:
Please see the attached Stormwater Impact Analysis for additional details.

G. Supplementary Information
1. Environmental Documentation
la. Does the project involve an expenditure of public (federal/state/local) funds or the use of public (federal/state) land? *
Yes No
2. Violations (DWR Requirement)
2a. Is the site in violation of DWR Water Quality Certification Rules (15A NCAC 2H .0500), Isolated Wetland Rules (15A NCAC 2H .1300), or DWR Surface Water or Wetland Standards or
Riparian Buffer Rules (15A NCAC 2B .0200)? *
Yes No
3. Cumulative Impacts (DWR Requirement)
3a. Will this project result in additional development, which could impact nearby downstream water quality? *
Yes No
3b. If you answered "no," provide a short narrative description.
We have reviewed the " Draft Internal Policy, Cumulative impacts and the 401 Water Quality Certification and Isolated Wetlands Programs" document
prepared by the NC Division of Water Quality on April 10, 2004, version 2.1. The draft states that many private developments are unlikely to cause
cumulative impacts, including projects such as urban in -fill, most residential subdivisions and small commercial developments as well as agricultural and
silvicultural operations. The Courtyards at Farrington project is a residential development. Additionally, the project is located within the City of Durham
and the adjacent properties that have potential for development will have the following regulations to protect downstream waters: 1) the Jordan Lake
Riparian Buffer Protection regulations, which require limited development within the riparian buffer area; 2) the Phase II NPDES Stormwater Permit
Program, which includes permitting requirements for Municipal Separate Storm Sewer Systems (MS4s) in addition to post -construction stormwater
management requirements. We anticipate that the DWR will advise us if any additional information is needed.
4. Sewage Disposal (DWR Requirement)
4a. Is sewage disposal required by DWR for this project? *
Yes No N/A
5. Endangered Species and Designated Critical Habitat (Corps Requirement)
5a. Will this project occur in or near an area with federally protected species or habitat? *
Yes No
5b. Have you checked with the USFWS concerning Endangered Species Act impacts? *
Yes No
5d. Is another Federal agency involved?*
Yes
5e. Is this a DOT project located within Division's 1-8?
Yes No
No Unknown
5f. Will you cut any trees in order to conduct the work in waters of the U.S.?
Yes No
5g. Does this project involve bridge maintenance or removal?
Yes No
5h. Does this project involve the construction/installation of a wind turbine(s)?*
Yes No
5i. Does this project involve (1) blasting, and/or (2) other percussive activities that will be conducted by machines, such as jackhammers, mechanized pile drivers, etc.?
Yes No
5j. What data sources did you use to determine whether your site would impact Endangered Species or Designated Critical Habitat?
We have completed a Protected Resources Review, to include a review of on -site habitat, a query through the NC Natural Heritage Program database,
and an official Species List through the US Fish & Wildlife Service (USFWS) iPac.
6. Essential Fish Habitat (Corps Requirement)
6a. Will this project occur in or near an area designated as an Essential Fish Habitat?*
Yes No
6b. What data sources did you use to determine whether your site would impact an Essential Fish Habitat? *
The NOAA Habitat Conservation/ Habitat Protection: National Marine Fish Service; Essential Fish Habitat Mapper website was referenced. No Essential
Fish Habitat was identified near the project.
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 status? *
Yes No
7b. What data sources did you use to determine whether your site would impact historic or archeological resources? *
Several cultural sites mapped on and in the immediate area of the site. Initial SHPO response received on 10/26/2021 recommending additional
evaluation of site for archaeological evaluation. An archaeological survey was submitted to SHPO in December 2021 and an additional response from
SHPO dated 1/23/2023 indicated that further archaeological investigation was not warranted.
8. Flood Zone Designation (Corps Requirement)
8a. Will this project occur in a FEMA-designated 100-year floodplain? *
Yes No
8c. What source(s) did you use to make the floodplain determination?*
FEMA FIRM map dated October 19, 2018 (map Number 3720070900K, Panel 0709)
Miscellaneous
Please use the space below to attach all required documentation or any additional information you feel is helpful for application review. Documents should be combined into one file when
possible, with a Cover Letter, Table of Contents, and a Cover Sheet for each Section preferred.
Click the upload button or drag and drop files here to attach document
Courtyards at Farrington_PCN Attachments_3.7.23.pdf 50.17MB
Farrington_Construction Plan Set_2022.11.29.pdf 39.05MB
File must be PDF or KMZ
Comments
Signature
By checking the box and signing below, I certify that
• The project proponent hereby certifies that all information contained herein is true, accurate, and complete to the best of my knowledge and belief'; and
• The project proponent hereby requests that the certifying authority review and take action on this CWA 401 certification request within the applicable reasonable period of time.
• I have given true, accurate, and complete information on this form;
I agree that submission of this PCN form is a "transaction" subject to Chapter 66, Article 40 of the NC General Statutes (the "Uniform Electronic Transactions Act");
I agree to conduct this transaction by electronic means pursuant to Chapter 66, Article 40 of the NC General Statutes (the "Uniform Electronic Transactions Act");
I understand that an electronic signature has the same legal effect and can be enforced in the same way as a written signature; AND
I intend to electronically sign and submit the PCN form.
Full Name:
Elias Ruhl
Signature
Date
3/7/2023

& FROEHLING G'
ROBERTSON
® Assess. Manage. Consult.
March 7, 2023
United States Army Corps of Engineers NC Division of Water Resources
Raleigh Regulatory Field Office 401 and Buffer Permitting Branch
Via Online PCN Form Submittal Via Online PCN Form Submittal
Re: Nationwide Permit 29 Application and WQGC 4256
Courtyards at Farrington
Proposed Residential Subdivision
5109, 5117, 5251, and 5271 Farrington Road
Durham, Durham County, North Carolina
USACE Action ID No. SAW-2020-00669
F&R Project No. 59Y-0058
Please accept this application for a US Army Corps of Engineers (USACE) Nationwide Permit 29 and NC Division
of Water Resources (DWR) Water Quality Certification 4256 for the proposed jurisdictional waters impacts
associated with the Courtyards at Farrington residential subdivision project, which contains of four contiguous,
irregularly -shaped parcels totaling 21.36 acres, including Parcel ID Numbers 168 0709-31-47-3772, 0709-31-
52-6652, 0709-31-90-6186, and 0709-40-06-2002. The site is currently cleared and wooded land with several
structures and is located along the east side of Farrington Road near Durham in Durham County, NC.
A list of attachments is included below and the documents are attached to this letter. Please let us know if you
have any questions or if any additional information is required in order to process this request.
Sincerely,
Froehling & Robertson, Inc.
Elias N. Ruhl
Natural Resources Practice Leader
[phone]
[e-mail]
Attachments: Purpose and Need / Avoidance and Minimization Letter
DWR Pre -File Notice
Agent Authorization Letters
Preliminary Jurisdictional Determination (SAW-2020-00669)
Durham Stream Buffer Determination Letter
Courtyards at Farrington - Impact Maps
Stormwater Calculations Documentation
T&E / SHPO Report and Attachments
Construction Plans and Specification Details
A Minority -Owned Business

f&R
PURPOSE AND NEED
Epcon Communities is in the process of developing a residential development on a historically
agricultural and wooded property along Farrington Road in Durham, NC. The demand for
housing in the area is high and this project will add to the number of housing units available.
This Purpose and Need statement provides general project information and a list of the design
aspects utilized to reduce and eliminate wetland and stream impacts to the maximum extent
practicable.
The project site is located along the east side of Farrington Road, just across from the
intersection with Culp Hill Drive in Chapel Hill, Durham County, North Carolina. The Property
consists of four contiguous parcels totaling 21.36 acres in size, as well as an off -site proposed
sewer easement extending to the north of the project site.
The proposed project is considered a major residential subdivision and thus certain program
elements are required by the local jurisdiction (i.e., the City of Durham). These requirements
include stormwater management systems and structures, ingress and egress requirements for
the subdivision, water and sewer utilities, and other amenity requirements associated with the
development of a major subdivision.
A wetland and stream delineation for the Property was field -approved by the US Army Corps of
Engineers (USACE) on August 13, 2020 (SAW-2020-00669) and a confirmation letter from the
USACE was issued on August 26, 2020 indicating that the aquatic resources delineation was
accurate. The delineation efforts resulted in the identification of three wetlands, three streams,
and one pond within the assessment area. Additionally, a Riparian Buffer Determination was
issued on April 8, 2021 by Durham County (SD-2101). Durham County has been delegated
authority from the North Carolina Department of Environmental Quality (DEQ) to review and
approve riparian stream buffer calls. That authorization included a determination for three
stream features identified within the project site. Features identified during the USACE field -
approval and Durham Riparian Buffer Determination are shown on the attached project plans
and Impact Maps.
Additionally, an off -site sewer easement is proposed in order to tie the proposed subdivision
into the existing sewer infrastructure. This easement extends to the north of the project site
approximately 350 feet and terminates at an existing manhole. One small portion of a wetland
area (approximately 811 SF) will be impacted by this easement.
Corporate HQ: 3015 Dumbarton Road Richmond, Virginia 23228 T 804.264.2701 F 804.264.1202 www.fandr.com
VIRGINIA • NORTH CAROLINA • SOUTH CAROLINA • MARYLAND • DISTRICT OF COLUMBIA
A Minority -Owned Business

f&R
AVOIDANCE AND MINIMIZATION
In order to comply with specific requirements of the City of Durham, the subdivision is designed
with one ingress/egress route connecting the site to public roads, as required by local
regulations. A number of steps were taken during the planning stages of this project in an effort
to substantially reduce and, in some cases, eliminate wetland, stream, and riparian buffer
impacts to the maximum extent practicable. Some of the specific measures taken to avoid and
minimize impacts to the former pond area and other identified wetland and stream features
and buffers on the project site and adjacent areas are documented below:
• Impact #1 — off -site sewer easement needed to tie in the proposed subdivision to
existing sewer infrastructure. There's a large wetland area immediately north of our
required Street 1 road stub and located directly between the proposed sewer in Street 1
and the existing sewer outfall to the north. In an effort to avoid and minimize impacts to
this wetland area, we have proposed an offsite sewer run east and parallel to the
wetlands and then head north to tie in to an existing manhole while only impacting a
small portion of the wetlands. Total wetland impact area is 811 SF (0.019 ac).
• Impact #2 — Due to the required Farrington Road widening improvements and the
proximity of the existing wetland area to the road, impacts to the adjacent wetland are
nearly unavoidable. Fill from the required road will impact this wetland area. We were
able to pull back the storm drain and show a headwall at the outlet pipe in order to
minimize impacts to the wetland from the required storm sewer improvements. Total
wetland impact area is 877 SF (0.020 ac).
• Impact #3 — A small portion of impact to the wetlands (72 SF) is proposed in order to
convey runoff via a storm sewer system from the rear portion of the lots to the
proposed stormwater pond. This storm system is necessary so that runoff from the lots
does not enter the intermittent stream prior to stormwater treatment.
• Impact #4 — Due to a public road stub being required at the southern portion of the
property adjacent to the parcel owned by Dale Schneider, this stream crossing impact is
unavoidable and the only logical placement for the proposed public road in this
development.
• Utilities are located within the Street easements at wetland and stream crossing
locations in an effort to limit environmental impacts in those areas.
• Sewer easement widths are established by the Town based upon sewer depth. Sewer
routing has been kept as shallow as possible within wetland crossing areas to reduce
maintained easement widths and impacts.
Epcon 2 Courtyards at Farington
F&R Project Number: 59Y-0058 March 7, 2023

f&R
The planning measures listed above have been taken to effectively reduce the amount of
wetland and stream impacts to the greatest extent practicable. These efforts include realigning
the roadways in the subdivision and changing the location and size of utilities. Additionally, the
proposed wetland impact areas are generally lower quality systems. It is important to look at
the overall plan for the subdivision and note that almost all the lots for the neighborhood are
positioned so that they are away from the sensitive environmental features. Impacts to
wetlands, streams, and buffers are almost exclusively related to the installation of roadways
and utilities. The bulk of the impacts are concentrated at the road crossing, where impacts have
been reduced as much as possible while still constructing a road that meets design criteria. It is
our opinion that these efforts satisfy the requirement to avoid wetland and stream impacts
where possible and reduce impacts where necessary to the maximum extent practicable.
Sincerely,
FROEHLING & ROBERTSON, INC.
Epcon 3 Courtyards at Farington
F&R Project Number: 59Y-0058 March 7, 2023

Contact Name*
Alex Aycrigg
Contact Email Address*
[e-mail]
Project Owner*
Epcon Communities
Project Name*
Courtyards on Farrington
Project County*
Durham
Owner Address:*
Street Address
5117 Farrington Road
Address Line 2
City
Durham
Fbstal / Zip Code
27517
Is this a transportation project?*
(- Yes (-- No
Type(s) of approval sought from the DWR:
141 401 Water Quality Certification - 1— 401 Water Quality Certification -
Regular Express
I— Individual Permit I— Modification
I— Shoreline Stabilization
Does this project have an existing project ID#?*
(- Yes (-- No
State / Rovince / Fbgion
NC
Country
United States
Do you know the name of the staff member you would like to request a meeting with?
Please give a brief project description below and include location information.*
My understanding is that Durham County will handle the buffers for
this project.
Please give a couple of dates you are available for a meeting.
5/21 /2021
Please attach the documentation you would like to have the meeting about.
pdF only
By digitally signing below, I certify that I have read and understood that per the Federal Clean Water Act Section
401 Certification Rule the following statements:
• This form completes the requirement of the Pre -Filing Meeting Request in the Clean Water Act Section 401 Certification

Rule.
• I understand by signing this form that I cannot submit my application until 30 calendar days after this pre -filing
meeting request.
• I also understand that DWR is not required to respond or grant the meeting request.
Your project's thirty -day clock started upon receipt of this application. You will receive notification regarding meeting location
and time if a meeting is necessary. You will receive notification when the thirty -day clock has expired, and you can submit an
application.
Signature *
Submittal Date 5/5/2021

SINGE
FROEHLING & ROBERTSON, INC.
Engineering Stability Since 1881
310 Hubert Street
Raleigh, North Carolina 27603-2302
T 919.828.34411 F 919.828.5751
NC License #F-0266
March 25, 2020
United States Army Corps of Engineers
3331 Heritage Trade Drive, Suite 105
Wake Forest, NC 27587
Re: USACE Agent Authorization Letter
Farrington Road Site
5109, 5117, 5251, 5271 Farrington Road
Durham, Durham County, North Carolina
Parcel ID Nos. 0709-03-31-4737, 0709-03-31-5266, 0709-03-30-9979, 0709-03-40-0630
The undersigned, registered property owner(s) of the above -note property, do hereby authorize
Froehling & Robertson, Inc. (F&R) to act on behalf of the current property owner(s) as the agent for
all actions necessary for the processing, issuance, and acceptance of permits or certifications
pertaining to Waters of the United States at the above referenced project site. This agent
authorization letter supersedes all previous agent authorizations.
Owner Signature:
(required)
2nd Signature:
(optional)
Printed Name:
Mark Stiglitz
Printed Name:
Date:
3/11/20
Date:
Organization:
Epcon Communities, LLC
Organization:
Mailing Address:
500 Stonehenge Parkway
Dublin, Ohio 43019
Mailing Address:
Phone Number:
Phone Number:
Corporate HQ: 3015 Dumbarton Road Richmond, Virginia 23228 T 804.264.2701 F 804.264.1202 www.fandr.com
VIRGINIA • NORTH CAROLINA • SOUTH CAROLINA • MARYLAND • DISTRICT OF COLUMBIA
A Minority -Owned Business

Alex Aycrigg
From: Norton, April R CIV USARMY CESAW (USA) <[e-mail]>
Sent: Wednesday, August 26, 2020 1:17 PM
To: Alex Aycrigg
Subject: RE: SAW-2020-00669--(5109, 5117, 5251, 5271 Farrington Road / Chapel Hill NC /
Durham County)
Attachments: WDM_Corps 8_25_20 (002).pdf
Alex,
Reference is made to Corps Action ID: SAW-2020-00669. Please reference this number on any correspondence regarding
this action.
On August 13, 2020, the Corps met at 5109 Farrington Road, in Chapel Hill, Durham County, North Carolina to review the
boundaries of the aquatic resources delineation.
We have reviewed the information provided by you concerning the aquatic resources, and by copy of this e-mail, are
confirming that the aquatic resources delineation has been verified by the Corps to be a sufficiently accurate and
reliable representation of the location and extent of aquatic resources within the identified review area. The location
and extent of these aquatic resources are shown on the delineation map (Wetland Delineation Map) and dated March
2020 (initialed on 08/26/2020).
Regulatory Guidance Letter (RGL) 16-01 https://usace.contentdm.ocic.org/utils/getfile/collection/pl602lco119/id/1256
provides guidance for Jurisdictional Determinations (JD) and states "The Corps generally does not issue a JD of any type
where no JD has been requested". At this time we are only verifying the delineation. This delineation may be relied
upon for use in the permit evaluation process, including determining compensatory mitigation. This verification does not
address nor include any consideration for geographic jurisdiction on aquatic resources and shall not be interpreted as
such.
This delineation verification is not an Approved Jurisdictional Determination (AJD) and is not an appealable action under
the Regulatory Program Administrative Appeal Process (33 CFR Part 331). However, you may request an AJD, which is an
appealable action.
If you wish to receive a Preliminary Jurisdictional Determination (PJD), or an Approved Jurisdictional Determination (AJD)
please respond accordingly, otherwise nothing further is required and we will not provide any additional
documentation. It may take 90 —120 days for the issuance of a written jurisdictional determination.
Please let me know if you have any questions or concerns.
Thanks,
April
April R. Norton
Regulatory Division
US Army Corps of Engineers
CE-SAW-RG-R
3331 Heritage Trade Drive, Suite 105
Wake Forest, North Carolina 27587
Phone: [phone]

Fax: [phone]
Email: [e-mail]
From: Alex Aycrigg <[e-mail]>
Sent: Tuesday, August 25, 2020 4:13 PM
To: Norton, April R CIV USARMY CESAW (USA) <[e-mail]>
Subject: [Non-DoD Source] RE: SAW-2020-01010--(5109, 5117, 5251, 5271 Farrington Road / Chapel Hill NC / Durham
County)
Hey April,
Please find attached map of the subject site with the change to W1 as discussed.
Thanks!
Alex
Alex Aycrigg, PWS
Project Manager
Wetland Scientist
FROEHLING & ROBERTSON, INC.
310 Hubert Street Raleigh, NC 27603 1 USA
T 919.719.1088 1 F 919.582.0304 1 M 919.630.3330
Blockedwww.FandR.com
INTRODUCING the NEW FandR.com!
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Client: Epcon Communities Disclaimer.F&Rm,,,,no rantiesorgu..ntees regardingtheaccuracyor
® FR O E H L-111G & R O B E RTS O 11, 111r, project: Farrington Road Site completeness of geographic features shown on this ma Spatial accurac f
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Engineering Stability Since 1881 Location 1612 County Rd 690 measurement provided by source agencies can be obtained by contacting F&R.
VX•s 310 Hubert Street F&R Project No.: 59y-00SS
® Raleigh, North Carolina 27603-2302 1 USA Data: NC Southwest Durham, 2019 FIGURE ^�
i ee i T 919.828.3441 I F 919.828.5751 L
Date: March 2020 Scale: 1:3,OOOlinch =250 feet

•MiLuaLL&MEngineering and
[I • Environmental Services
April 8, 2021
JOB NUMBER: SD-2101
JOB NAME: 5117 Farrington Rd
Epcon Coummunities
119 Weston Pkwy
Cary, NC 27513
To Whom it May Concern:
On March 30, 2021, the Durham County Stormwater and Erosion Control Division was
contacted by Froehling & Robertson, Inc with a request for a stream delineation
performed by an outside consultant to be accepted on a property located at 5117
Farrington Road in Durham County. The final report, completed by Froehling &
Robertson, Inc, was submitted to Durham County on March 20, 2021, and as of the date
of this letter has been accepted, with modifications. This request will fall under the
stormwater ordinance prior to the amended ordinance on November 20, 2020, and the
report was completed by a consultant.
Per the Durham County Stormwater Ordinance, Section 14-153 (c)(7)(a):
"For streams, a stream delineation is performed by a person selected by the county
engineer from an approved list, which is to be compiled by the county engineer, to do
stream delineations and presented to the county engineer which, to the county engineer's
satisfaction, shows that the stream shown on the most recent version of either the USGS 7
minute quadrangle topographic map or the USDA Soil Survey of Durham County,
North Carolina does not exist. Any person requesting such a stream delineation to be
performed as provided in this subsection shall make application to the county engineer
for the stream delineations to be done and shall pay a fee to cover the cost of said
delineation in an amount as determined by the board of commissioners. "
The attached report dated 4/7/2020 from Froehling & Robertson, Inc was submitted to
Durham County on March 30, 2021. The attached report has been deemed acceptable by
the Durham County Stormwater and Erosion Control Division, and the conclusions
reached are now available for use on any plans to be submitted to the Durham
City/County Planning Department or the Durham County Stormwater and Erosion
Control Division, with modifications. This on -site determination shall expire five (5)
years from the date of determination in this letter.
201 E. Main Street, 5th Floor, Durham, North Carolina 27701
[phone] 1 Fax [phone] dconc.gov
Equal Employment/Affirmative Action Employer

The property is located within the F/J-B watershed overlay district and Suburban
Development Tier. Feature S 1 is approved as a perennial stream, with a 100' riparian
buffer. Features S2 and S3 are approved as intermittent streams, with 50' riparian buffers.
Feature S4 is approved as an ephemeral stream, with no required riparian buffers. This
report does not grant approval for any wetland or other environmental features, only the
stream features specifically identified.
Per 15A NCAC 02B .0267, any disputes over on -site determinations shall be referred to
the Director in writing. A determination of the Director as to the accuracy or application
of the maps is subject to review as provided in Articles 3 and 4 of G.S. 150B. An appeal
request must be made within sixty (60) calendar days of the date of this letter or from the
date the affected party (including downstream and/or adjacent owners) is notified of this
letter. A request for a determination by DWR shall be referred to them in writing c/o
Karen Higgins, 401 and Buffer Permitting Section, 1617 Mail Service Center, Raleigh,
NC 27699-1617. One copy of the request for a determination shall also be filed with
Durham County Stormwater Manager, 201 E. Main Street, Suite 561, Durham, NC
27701.
DWR's determination can be contested as provided in Articles 3 and 4 of General Statute
150B by filing a written petition for an administrative hearing to the Office of
Administrative Hearings (hereby known as OAH). A petition form may be obtained from
the OAH at http://www.ncoah.com/ or by calling the OAH Clerk's Office at (919) 431-
3000 for information. Within sixty (60) calendar days of receipt of DWR determination, a
petition must be filed with the OAH. A petition is considered filed when the original and
one (1) copy along with any applicable OAH filing fee is received in the OAH during
normal office hours (Monday through Friday between 8:00am and 5:00pm, excluding
official state holidays). The petition may be faxed to the OAH at [phone],
provided the original and one copy of the petition along with any applicable OAH filing
fee is received by the OAH within five (5) business days following the faxed
transmission.
Mailing address for the OAH:
If sending via US Postal Service: If sending via delivery service (UPS, FedEx, etc.):
Office of Administrative Hearings
6714 Mail Service Center
Raleigh, NC 27699-6714
Office of Administrative Hearings
1711 New Hope Church Road
Raleigh, NC 27609-6285
One (1) copy of the petition must also be served to DEQ:
William F. Lane, General Counsel
201 E. Main Street, 5th Floor, Durham, North Carolina 27701
[phone] 1 Fax [phone] dconc.gov
Equal Employment/Affirmative Action Employer

Department of Environmental Quality
1601 Mail Service Center
Raleigh, NC 27699-1601
This determination is final and binding unless, as detailed above, you ask for a hearing or
appeal within sixty (60) calendar days. The owner/future owners should notify the
County (including any other Local, State, and Federal Agencies) of this decision
concerning any future correspondences regarding the subject property (stated above).
This project may require a Section 404/401 Permit for the proposed activity or other
County of Durham permit(s). Any inquiries regarding section 404/401 permits should be
directed to DWR (Central Office) at [phone], and the USACE (Raleigh
Regulatory Field Office) at [phone].
If you have any questions regarding this determination, please feel free to contact me.
Sincerely,
M cKonke, Mye4-k
McKenzie Myers, PE
Stormwater Manager
Cc: Alex Aycrigg, [e-mail]
201 E. Main Street, 5th Floor, Durham, North Carolina 27701
[phone] 1 Fax [phone] dconc.gov
Equal Employment/Affirmative Action Employer

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Engineering Stability Since 1881 Location 1612 County Rd 690 measurement provided by source agencies can be obtained by contacting F&R.
VX•s 310 Hubert Street F&R Project No.: 59y-00SS
® Raleigh, North Carolina 27603-2302 1 USA Data: NC Southwest Durham, 2019 FIGURE ^�
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Drawn By: Checked By:
SCALE: 1" = 30' AMK JRR
Project Number:
20-0014-27
Drawing Number:
1/1

Stormwater Impact Analysis
Courtyards at Farrington
Durham, North Carolina
Prepared By:
ADVANCED
C I V I L D E 5 1 G N
ENGINEERS & SURVEYORS
51 KILMAYNE DRIVE
SUITE 102
CARY, NC 27511
Ph:919-481-6290
Prepared For:
Epcon Communities
November 17, 2022
CIA Rp
SS/o'<0,2�;
a SEAL
/ v �4511 5
. q NGINE�•
lllll
// 7/Za ZZ,

Table of Contents:
Stormwater Narrative
Appendixes
A. Pre & Post Development Drainage Area Maps
B. 1, 2, 10, & 100-yr Stormwater Routing Calculations
C. Water Quality Volume Calculations
D. BMP Sizing Calculations
E. Land Use Area Maps
F. FEMA Floodplain Map
G. Durham County Soils Map and Soils Report
H. USGS 7.5 Minute Quadrangle Map
Stream Determination Report

Stormwater Narrative
Project Data Summary:
Project Name: Courtyards at Farrington
PINS: 0709-31-52-6652
Parcel Address:
Zoning Case #:
Site Plan Case #:
Stormwater Regulatory Basin:
River Basin:
Existing Impervious Area:
Proposed Impervious Area:
Area of Land Disturbance:
TMDLs:
Watershed Protection Overlay:
0709-31-90-6186
0709-40-06-2002
0709-31-47-3772
5117 Farrington Road
Z2000038
D2200233
Jordan
Cape Fear
40,613 SF (0.93 Ac.)
402,470 SF (9.24 Ac.)
767,106 SF (17.61 Ac.)
Jordan Lake TMDL
F/J-B
Property Description:
The subject property is located west of I-40 and on the east side of Farrington Road
across from the intersection with Culp Hill Drive in Durham County. The proposed
development includes PIN's 0709-31-52-6652, 0709-31-90-6186, 0709-40-06-2002, and
0709-31-47-3772 totaling 21.14 acres. The project proposed 64 single family homes,
clubhouse with pool, and associated public infrastructure.
Existing Soils:
Existing site soil classifications range from PfE (Pinkston fine sandy loam, 10 to 25
percent slopes), WsB (White Store sandy loam, 2 to 6 percent slopes), WsC (White Store
sandy loam, 6 to 10 percent slopes), and WsE (White Store sandy loam, 10 to 25 percent
slopes). Detailed information for each of these soil types can be found in Appendix G.
Pre -developed Conditions:
The subject site currently consists of residential land with grassed and wooded areas
throughout. Existing buildings and drives have been located on site. Buffered streams
have been delineated near the southeastern portion of the site that run to the east.
Wetlands have been delineated near the interior of the site and at the northwest corner of
the site. Wetlands and streams await final determination by the USACE. The site is
located in the Upper Cape Fear River Basin in the F/J-B watershed. The site does not
contain floodplain per the most recent FIRM MAP dated October 19, 2018 and found in
Appendix F.
The site sits on a ridge splitting into two existing drainage areas out letting to the north
and south. Existing contours range in elevation from 325 to 264 feet. A pre -developed
weighted curve number based on wooded and grassed conditions of Class D has been

used to reflect the existing runoff conditions. Analysis Point #1 has a weighted pre -
developed runoff coefficient of 81 and Outlet #2 has a weighted pre -developed runoff
coefficient of 80. The time of concentration used for the pre -developed condition was
determined using TR-55 methodology using a combination of sheet, shallow
concentrated and channel flow. Reference the Pre -developed Drainage Area Map for the
lengths and flow route used to calculation the pre -developed time of concentration. The
time of concentration for Analysis Point #1 is 10.6 minutes, the time of concentration for
Outlet #2 is 8.8 minutes.
The following table shows the pre -development peak flow for all design storms at
Analysis Points #1 and #2:
Storm Event
( r)
Pre -Developed Peak Runoff Rate
(cfs)
Analysis Point #1
Analysis Point #2
1
21.79
28.14
2
29.28
38.19
10
51.30
67.65
100
86.19
114.57
*See Appendix B for detailed Pre -developed hydrographs
Post -developed Conditions:
Once developed, the site will be subdivided into 64 single family lots with a supporting
network of public streets, sidewalk, and parking for a clubhouse amenity. There is a
natural ravine along the southeastern portion side of the site that will be preserved. The
single family lots are assumed to contain 42'x87.33' building footprints and
approximately 16'x20' long concrete driveway. The overall drainage pattern will not
change from the pre -development condition. The project will contain two wet detention
ponds that have been designed for 85% TSS removal. Pond #2 has been designed in
conjunction with a level spreader and grass filter strip to achieve 85% TSS removal. The
wet ponds will be sized to accommodate drainage area from the single-family lots,
amenity site, and associated public infrastructure. A small impervious area on Street 1
(approximately 0.09 acres impervious) located on the northern portion of the site will not
be able to be routed to the ponds due to site constraints. Another small portion
(approximately 0.06 acres) of asphalt path located in the recreational area to the east of
the site will not be able to be treated either. However, this minimal amount of impervious
area that does not drain to the SCM is significantly less than the existing impervious area
on site currently (approximately 0.93 acres) that's not being treated. The basins will
collect drainage at the natural low points on the site. In compliance with City guidelines,
the basin will be designed per the North Carolina Division of Water Quality Best
Management Practices Guidelines. Good conditions were used for grass cover along
with proposed impervious area to develop a post -development composite curve number,
which can be found in Appendix B.
Durham Stormwater Regulations:
Per the Durham County stormwater regulations for the Jordan Lake Basin, the property
must comply with the following regulations.

1. Stormwater Quantity — The post -development runoff cannot be greater
than the pre -development runoff for the 1-year, 2-year, 10-year, and 100-
year storm.
2. Stormwater Quality — Total suspended solids (TSS) must be reduced by
85% with the use of stormwater BMPs.
Stormwater Quantity
The proposed site is graded so impervious areas are captured by a storm drainage network
system that then discharges to the proposed BMPs. Some undisturbed areas and proposed
areas will bypass the proposed BMP's. Since the runoff curve number for these areas is less
than or the same as the predeveloped curve numbers these areas meet the Durham County
stormwater post -to -pre requirement without going to a proposed BMP. The areas that
bypass the proposed BMPs have been included in the pre or post developed drainage areas.
The ponds have been sized and designed to meet or exceed Durham County stormwater
regulations. Refer to the table below for pre development and post development routing for
the site.
Analysis Point #1
Storm Event
(yr)
Pre -Developed
Peak Runoff Rate
(cfs)
Post -Development
Peak Run-off Rate w/ BMP
(cfs)
1
21.79
15.47
2
29.28
24.82
10
51.30
43.45
100
86.19
82.22
*The results in the tables above demonstrate that the proposed BMPs reduce the post
development runoff in accordance with Durham County standards
Analysis Point #2
Storm Event
(yr)
Pre -Developed
Peak Runoff Rate
(cfs)
Post -Development
Peak Run-off Rate w/ BMP
(cfs)
1
28.14
15.21
2
38.19
25.92
10
67.65
45.87
100
114.57
86.13
*The results in the tables above demonstrate that the proposed BMPs reduce the post
development runoff in accordance with Durham County standards
Stormwater Quality
Per Durham County stormwater requirements, new impervious areas shall be treated by Best
Management Practices (BMP) to have a minimum removal rate of 85% TSS.

In order to determine the water quality volume the 1" storm using the Schuelers Simple
method (refer to Appendix C for calculations). The wet pond was sized to hold the entire
water quality volume above the permanent water surface elevation (refer to stage -storage
calculations in Appendix B) and release the water quality volume over a period of
approximately 48-hours.

APPENDIX A
PRE & POST DEVELOPMENT DRAINAGE
AREA MAPS

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0 ■ • •

APPENDIX B
19 29 109 & 100-YEAR STORMWATER
ROUTING CALCULATIONS

By -Pass
P1A
o ed
E1
Pre-Dev
P1B
Post ev - Directly
Con cted Impervious
1P
�Ondl #1
1L
Analysis Point #1
Subcat Reach on Link
E2
Pre-Dev
B2 P2A P2B
By-P ss #2 Post-Dev loped Po Dev - Directly
C nected Impervious
2P
Pond #2
2L
Analysis Point #2

Courtyards at Farrington Type 1124-hr Durham 001 yr Rainfall=3.00"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCAD® 10.00-12 s/n 02822 ©2014 HydroCAD Software Solutions LLC Page 1
Summary for Subcatchment E1: Pre-Dev
Runoff = 21.79 cfs @ 12.03 hrs, Volume= 53,257 cf, Depth> 1.31"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr Durham 001 yr Rainfall=3.00"
Area (ac) CN Description
2.500
79 Woods, Fair, HSG D
0.900
98 Roofs, HSG D
7.800
80 >75% Grass cover, Good, HSG D
11.200
81 Weighted Average
10.300
91.96% Pervious Area
0.900
8.04% Impervious Area
Tc Length
Slope Velocity Capacity
Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
6.1
100
0.0560 0.27
Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.60"
1.0
290
0.0893 4.81
Shallow Concentrated Flow, Shallow Conc.
Unpaved Kv= 16.1 fps
0.1
29
0.0100 5.70 7.00
Pipe Channel, Pipe Channel
15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31'
n= 0.012 Concrete pipe, finished
0.2
32
0.0040 2.39 9.56
Channel Flow, Channel Flow
Area= 4.0 sf Perim= 6.0' r= 0.67'
n= 0.030 Earth, grassed & winding
2.9
343
0.0152 1.98
Shallow Concentrated Flow, Shallow Conc.
Unpaved Kv= 16.1 fps
0.3
99
0.0220 6.44 64.45
Channel Flow, Channel Flow
Area= 10.0 sf Perim= 16.0' r= 0.63'
n= 0.025 Earth, clean & winding

Courtyards at Farrington Type 1124-hr Durham 001 yr Rainfall=3.00"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCADO 10.00-12 s/n 02822 © 2014 HydroCAD Software Solutions LLC Page 2
Subcatchment E1: Pre-Dev
Hydrograph
I � -1 - - - 4 -1- L 1
1
-
1 � I
� 1
�
24
- I- rt - I - fi -1 - - - 1- rt - I - t -1-
-1
- rt -
I- t - I
- fi -1
-
■Runoff
23
- I I I I 1 21.79 cfs I
I I
I I
I I I
I 1
1
22
r I�124r-hr' - 1 -1
yP
1_ -
I_
-
21
_1 _ _1_
--- -- - --
- -
- _
_1_
_1
_
20
Diurharh -001 4yrRai11fbR=�3.®o-'1 -I
- �- -1
- -4 -
I- - -I
- 4- -1
-
I_ rt -I-
_I
_
18unA�il_"'�%'
17
RunloffMolurmew:;53i25T d 1- I I
L I
L
L I
L-1
L
16
-1I
15
I
Run'6ff+D-6pth>-1 ..3f" - I- - I -I
- + -1
- �- -4 -
1- 4 -1
- 4- -1
-
w 14
13
I -TI -r -SF- -1 I -T-1 1
F oj�VL-pfl�t�� 3r 1 I I
T- I
I I
L I
I I
-r I
I I I
T- I
I
F-
3 12
° 11
- - - - - - - - - - - -
TIC=toX MjnL 1 L -1I L I
- - -
_ L 1
- - - -
L -AI
- - -
L I
- - -
L-1
- -
L
LL 10
C!WJ31+ 1 1 --I1 + 1 -.
- 1
-4
I + I
+- 1
9
-1 - 1- 7 -1- r -1 - F- -1 - 1- 7 - 1 -1
- r -1
- r -i -
I- 7 -1-
r -1
- F-
8
- - - - - - - - - - - - - - - -
I I 1
- - -
- - - -
1
- - -
1
- - -
- -
1
7
6
J - I- L -I- L -I - L J - I- L - I -I-
L _I
- L J -
I- L -I-
L -I
- L
5
�-1-+-I-+--I- -1-I-+- I -I-
-I-�-4-I-+-1-4--I-�
4
- 1 7-1-L I F- 1 7 -1
T- 1
L-
1 T I
F 1
F
I_ _
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Courtyards at Farrington Type 1124-hr Durham 001 yr Rainfall=3.00"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCADO 10.00-12 s/n 02822 © 2014 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment E2: Pre-Dev
Runoff = 28.14 cfs @ 12.01 hrs, Volume= 64,290 cf, Depth> 1.25"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr Durham 001 yr Rainfall=3.00"
Area (ac)
CN
Description
6.200
79
Woods, Fair, HSG D
0.700
98
Roofs, HSG D
7.300
80
>75% Grass cover, Good, HSG D
14.200
80
Weighted Average
13.500
95.07% Pervious Area
0.700
4.93% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
5.8
100
0.0640
0.29
Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.60"
2.5
623
0.0677
4.19
Shallow Concentrated Flow, Shallow Conc.
Unpaved Kv= 16.1 fps
0.5
261
0.0460
8.03
64.25 Channel Flow, Channel Flow
Area= 8.0 sf Perim= 16.0' r= 0.50'
n= 0.025 Earth, clean & windinq
Subcatchment E2: Pre-Dev
Hydrograph
30
1— I— fi —I— t- I I ze.
28Type-IL24rbrL _I - - -
26 Durharh D0-14r Rainfalt=�3.00"I -
2a �LMoff-Arlea=14.2100- C—
22 RunoffrVolume=64,290-cf -t -
2o Runoff Depth>1.25"18
- I-
16 F�oW Lpng1�h=984'
3 TC=�8 min
LL 14
4 — 1— 4 — I — I -
10 -1 1 1 L J 1
8
4
L —1
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Runoff

Courtyards at Farrington Type 1124-hr Durham 002 yr Rainfall=3.57"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCAD® 10.00-12 s/n 02822 ©2014 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment E1: Pre-Dev
Runoff = 29.28 cfs @ 12.02 hrs, Volume= 71,593 cf, Depth> 1.76"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr Durham 002 yr Rainfall=3.57"
Area (ac) CN Description
2.500
79 Woods, Fair, HSG D
0.900
98 Roofs, HSG D
7.800
80 >75% Grass cover, Good, HSG D
11.200
81 Weighted Average
10.300
91.96% Pervious Area
0.900
8.04% Impervious Area
Tc Length
Slope Velocity Capacity
Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
6.1
100
0.0560 0.27
Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.60"
1.0
290
0.0893 4.81
Shallow Concentrated Flow, Shallow Conc.
Unpaved Kv= 16.1 fps
0.1
29
0.0100 5.70 7.00
Pipe Channel, Pipe Channel
15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31'
n= 0.012 Concrete pipe, finished
0.2
32
0.0040 2.39 9.56
Channel Flow, Channel Flow
Area= 4.0 sf Perim= 6.0' r= 0.67'
n= 0.030 Earth, grassed & winding
2.9
343
0.0152 1.98
Shallow Concentrated Flow, Shallow Conc.
Unpaved Kv= 16.1 fps
0.3
99
0.0220 6.44 64.45
Channel Flow, Channel Flow
Area= 10.0 sf Perim= 16.0' r= 0.63'
n= 0.025 Earth, clean & winding

Courtyards at Farrington Type 1124-hr Durham 002 yr Rainfall=3.57"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCADO 10.00-12 s/n 02822 © 2014 HydroCAD Software Solutions LLC Page 5
Subcatchment E1: Pre-Dev
Hydrograph
J _ L _I_ L -I-
L -1
- L - -I-
L -I-
L -1
- L
32
1 1 1 1 1 1 1 -1 1
1 1
1
1
1 1
■Runoff
30
1 1 1 1 1 1 129.28 cfs
TYPw11i24rhr, -1 - i - 1— - I -1
- -1
-F i -1-
-1
- -1
-
28
D1urlharh -002-1yr RaVnfhCC=�3.57'1 I
r 1
F-
1 T I
r 1
F
26
-t-1-fi--
24
unpff,Arlea�1.2 O�c1�1
22
Runloff_I Volurine:;7tM d
20
Run6ff-1)6pth>A .7W' 1 1 1 1
1
1
w
v18
F)��q0�
-1-r-1-F
16
��-1-7-1
Tc=10 -6 mTnfi -1 - r -1- 1- rt -1
1 1
1
LL 14
12
_ I_ L _I_ 1 _1 _ L J _ I_ L _1 _I_
L -1
_ L - _
I_ L _I_
L -1
_ L
10
8
6
1 7 1 F- 1 7 -1
T- 1
F-1
T I
F 1
F
4
1-��-I---1
-�--4-I
-+--1-�
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Courtyards at Farrington Type 1124-hr Durham 002 yr Rainfall=3.57"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCADO 10.00-12 s/n 02822 © 2014 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment E2: Pre-Dev
Runoff = 38.19 cfs @ 12.00 hrs, Volume= 87,040 cf, Depth> 1.69"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr Durham 002 yr Rainfall=3.57"
Area (ac)
CN
Description
6.200
79
Woods, Fair, HSG D
0.700
98
Roofs, HSG D
7.300
80
>75% Grass cover, Good, HSG D
14.200
80
Weighted Average
13.500
95.07% Pervious Area
0.700
4.93% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
5.8
100
0.0640
0.29
Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.60"
2.5
623
0.0677
4.19
Shallow Concentrated Flow, Shallow Conc.
Unpaved Kv= 16.1 fps
0.5
261
0.0460
8.03
64.25 Channel Flow, Channel Flow
Area= 8.0 sf Perim= 16.0' r= 0.50'
n= 0.025 Earth, clean & windinq
Subcatchment E2: Pre-Dev
Hydrograph
42
� 1 + 1 + I � 1 + 1 — -
40
38
- — I— t —I — t —1 — —1 — I— t 38.19 cfs
Type-IFr24rhrr -1 - r- -, — 1— -r - I
34
Durlharh-00' yr ffafin fbff=i3.57"1
32
�Unlof�Adrl at4.2 0 �c 1 1
30
28
1
RunlofF- ToFuM- 64TNQgf 1
26
Run6ff`-Ddpth>1 6V
w 24
11 L L— 1 —I
22
0 20
ow Ln�i �l`
Tc_8-.&11'n11v + — —
u_18
dYV-0rt-I-fi-1-1
16
14
T— 1— 7 —1— T —1 — 1 1
12
—
10
6—I—
a
--��—I—t—I—fi-1—t
_T_I_T_1_
F-
L —1
L-
1 1 1
L-1 L
T--�rt—I—t—I—fi-1—�
T—I—r-i-1-7-1—T-1—F-
TT
I
I
I
1
I — I —I
— I— I —
I— —I—
I —I — I
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Runoff

Courtyards at Farrington Type // 24-hr Durham 010 yr Rainfall=5.15"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCAD® 10.00-12 s/n 02822 ©2014 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment E1: Pre-Dev
Runoff = 51.30 cfs @ 12.02 hrs, Volume= 126,490 cf, Depth> 3.11"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr Durham 010 yr Rainfall=5.15"
Area (ac) CN Description
2.500
79 Woods, Fair, HSG D
0.900
98 Roofs, HSG D
7.800
80 >75% Grass cover, Good, HSG D
11.200
81 Weighted Average
10.300
91.96% Pervious Area
0.900
8.04% Impervious Area
Tc Length
Slope Velocity Capacity
Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
6.1
100
0.0560 0.27
Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.60"
1.0
290
0.0893 4.81
Shallow Concentrated Flow, Shallow Conc.
Unpaved Kv= 16.1 fps
0.1
29
0.0100 5.70 7.00
Pipe Channel, Pipe Channel
15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31'
n= 0.012 Concrete pipe, finished
0.2
32
0.0040 2.39 9.56
Channel Flow, Channel Flow
Area= 4.0 sf Perim= 6.0' r= 0.67'
n= 0.030 Earth, grassed & winding
2.9
343
0.0152 1.98
Shallow Concentrated Flow, Shallow Conc.
Unpaved Kv= 16.1 fps
0.3
99
0.0220 6.44 64.45
Channel Flow, Channel Flow
Area= 10.0 sf Perim= 16.0' r= 0.63'
n= 0.025 Earth, clean & winding

Courtyards at Farrington Type 1124-hr Durham 010 yr Rainfall=5.15"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCADO 10.00-12 s/n 02822 © 2014 HydroCAD Software Solutions LLC Page 8
Subcatchment E1: Pre-Dev
Hydrograph
55
I 1 I I —I— T I I 1 L
50Type 11124rhr I I I I
45 Durharh-011Qy�' r Rainfbli=5A I
�unllo11 II - I
40Runoff_i Volurmer126,4%0 cfl -
35 Run6ff1 D6ptlh>3.11" 1 1 I
30F)oW Length=8 3'
Tic=tO.6 min- I T-1 I T- I
LL 25
20
15
� I I
10
It I I
I
I I I
I I I
I I I
I I
I I
I
I I I
I
I I
I T I—
I I I
I
T I
I I
I I
T 1 T
I I I
I
I I I
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Runoff

Courtyards at Farrington Type 1124-hr Durham 010 yr Rainfall=5.15"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCAD® 10.00-12 s/n 02822 ©2014 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment E2: Pre-Dev
Runoff = 67.65 cfs @ 12.00 hrs, Volume= 155,596 cf, Depth> 3.02"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr Durham 010 yr Rainfall=5.15"
Area (ac)
CN
Description
6.200
79
Woods, Fair, HSG D
0.700
98
Roofs, HSG D
7.300
80
>75% Grass cover, Good, HSG D
14.200
80
Weighted Average
13.500
95.07% Pervious Area
0.700
4.93% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
5.8
100
0.0640
0.29
Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.60"
2.5
623
0.0677
4.19
Shallow Concentrated Flow, Shallow Conc.
Unpaved Kv= 16.1 fps
0.5
261
0.0460
8.03
64.25 Channel Flow, Channel Flow
Area= 8.0 sf Perim= 16.0' r= 0.50'
n= 0.025 Earth, clean & windinq
Subcatchment E2: Pre-Dev
Hydrograph
1 t 1 L 1-- .- -- - -I - 1 1 t- L 1
75
-1 I L I L 1 LJ 1 L 1 — — — — L 1 LA I L I L 1 L
70
67.65 cfs 1 1 1 1 1 1 1 1 1 1
rD/pe II-124r-hr' 1 I 1 1 I 1 -- I 1 1 1 1 I 1 1 1 I
65
60
Durham -01"-Fyr Ila lhnfbft==55.45-1 - r 1 F- 1 T I L 1 F
-4 t 4 1 - 1�-4 I+ I-k 1�
55
I unl1- r1- 2 O-aa
c T I I I 1 1 1 1 1 1 1 1 1 1
50
R_u_noff1 V ol_ur_me_r15_5,_59_61_cf1 1 1 1 1 1 1_
45
_ _ _1 _
Runoff' 1136pth>3.02" 1
40
F o 1-Lt n 1 tht 934,
gI_r__L-_1_1_1
_L_1_L
0 35
T1c=8.81min 1 1 1 1 1 1 1
u
30
NLJ$01 —1— —1 — — — — —_ 1_
—1— —
—1 — —I —
25
7 T F T F-
-4-1-4-1-4--1—I—I-4--1—�
20
15
10
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Runoff

Courtyards at Farrington Type 1124-hr Durham 100 yr Rainfall=7.58"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCAD® 10.00-12 s/n 02822 ©2014 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment E1: Pre-Dev
Runoff = 86.19 cfs @ 12.02 hrs, Volume= 216,945 cf, Depth> 5.34"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr Durham 100 yr Rainfall=7.58"
Area (ac) CN Description
2.500
79 Woods, Fair, HSG D
0.900
98 Roofs, HSG D
7.800
80 >75% Grass cover, Good, HSG D
11.200
81 Weighted Average
10.300
91.96% Pervious Area
0.900
8.04% Impervious Area
Tc Length
Slope Velocity Capacity
Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
6.1
100
0.0560 0.27
Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.60"
1.0
290
0.0893 4.81
Shallow Concentrated Flow, Shallow Conc.
Unpaved Kv= 16.1 fps
0.1
29
0.0100 5.70 7.00
Pipe Channel, Pipe Channel
15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31'
n= 0.012 Concrete pipe, finished
0.2
32
0.0040 2.39 9.56
Channel Flow, Channel Flow
Area= 4.0 sf Perim= 6.0' r= 0.67'
n= 0.030 Earth, grassed & winding
2.9
343
0.0152 1.98
Shallow Concentrated Flow, Shallow Conc.
Unpaved Kv= 16.1 fps
0.3
99
0.0220 6.44 64.45
Channel Flow, Channel Flow
Area= 10.0 sf Perim= 16.0' r= 0.63'
n= 0.025 Earth, clean & winding

Courtyards at Farrington Type 1124-hr Durham 100 yr Rainfall=7.58"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCAD® 10.00-12 s/n 02822 ©2014 HydroCAD Software Solutions LLC Page 11
Subcatchment E1: Pre-Dev
Hydrograph
- - -I- 4- - - + -1- + - I
- I 1
- -
1- + -1-
4- -1
- �
95
-4 - 1- 4 -1- 4- -1 - - 1- 4 -1- 4- -1-
4- -1
- k- - -
1- -1-
4- -1
-
■Runoff
90
A 1 4 1 -k 1 A 1 4 86.1s- 1
1
-
1 � I
� 1
85
Type-11+24rhrt- -1 - A - 1- 4 - 1 -1-
4- -1
- k- -4 -
I- -1-
4- -1
-
80
Diurharh I004/rRainfbH==7.5W'1 -1-
-1
- -4 -
I- -1-
4- -1
-
75
Ip � 1 4- I 1
1
-4
I � I
L 1
�
70
l ullpff �rP-P4- 3(0�c 1- 4 - 1 -1
- -1
- -4 -
I- -I
- -1
-
65
RunofUVolume=216,945-cU -1 -1-
-1
- -4 -1-
� -I
- 4- -1
-
60
RunoffD,6pth>5.34 ' - - I � I I
�- 1
�- -4
I � I
1- 1
�-
m 55
I- -� -1- 4- - - - I- -1 - I
- -1
- -4 -
I- -4--I-
4- -1
-
" 50
F)OW L
0 45
Tc=1-0 6 vn1w-
LL 40
dIV=�1�-
35
30
A l l -I- L -1 L I 1 1 1
L 1-4
I L I
L 1
25
�-1--1 1- -I--1 -1-
-1-
-4-I-
-I-L-1-�
20
A l l L 1- I I
L 1-4
I 1 I
L 1
15
_I_1 L-1 1-1 _I_L
1
L-1
11 I
L 1
L
10
1- -1 - 1- L -
L -1
- L -1 -
I- L - I
- L -1
-
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Courtyards at Farrington Type 1124-hr Durham 100 yr Rainfall=7.58"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCADO 10.00-12 s/n 02822 © 2014 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment E2: Pre-Dev
Runoff = 114.57 cfs @ 12.00 hrs, Volume= 269,263 cf, Depth> 5.22"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr Durham 100 yr Rainfall=7.58"
Area (ac)
CN
Description
6.200
79
Woods, Fair, HSG D
0.700
98
Roofs, HSG D
7.300
80
>75% Grass cover, Good, HSG D
14.200
80
Weighted Average
13.500
95.07% Pervious Area
0.700
4.93% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
5.8
100
0.0640
0.29
Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.60"
2.5
623
0.0677
4.19
Shallow Concentrated Flow, Shallow Conic.
Unpaved Kv= 16.1 fps
0.5
261
0.0460
8.03
64.25 Channel Flow, Channel Flow
Area= 8.0 sf Perim= 16.0' r= 0.50'
n= 0.025 Earth, clean & windinq
Subcatchment E2: Pre-Dev
Hydrograph
_I_L-1__L-I_
__L
_I_L-I___I_I_L_I_L_1_
125
-I
+
1 -
4
I+ 1 �--4
I+ I 4-- --1 4 1 4--1-
120
7-I-T-1-7--F7-I-T
114.57cfs
-1-I-T-I-T
7-1-7
110
--11
-
-
-
-
-_
- ill 24---
__
_I_I_
__
- __ _I_Ifiype
105
�
I +
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1 2
3 4
5 6 7
8 9
10 11 12 13
14
15 16 17 18 19 20 21 22 23 24
Time (hours)
❑ Runoff

Courtyards at Farrington Type 1124-hr Durham 001 yr Rainfall=3.00"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCAD® 10.00-12 s/n 02822 ©2014 HydroCAD Software Solutions LLC Page 1
Summary for Subcatchment 1131: By -Pass #1
Runoff = 10.90 cfs @ 12.03 hrs, Volume= 26,629 cf, Depth> 1.31"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr Durham 001 yr Rainfall=3.00"
Area (ac) CN Description
1.700
79 Woods, Fair, HSG D
0.500
98 Roofs, HSG D
3.400
80 >75% Grass cover, Good, HSG D
5.600
81 Weighted Average
5.100
91.07% Pervious Area
0.500
8.93% Impervious Area
Tc Length
Slope Velocity Capacity
Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
6.1
100
0.0560 0.27
Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.60"
1.0
290
0.0893 4.81
Shallow Concentrated Flow, Shallow Conc.
Unpaved Kv= 16.1 fps
0.1
29
0.0100 5.70 7.00
Pipe Channel, Pipe Channel
15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31'
n= 0.012 Concrete pipe, finished
0.2
32
0.0040 2.39 9.56
Channel Flow, Channel Flow
Area= 4.0 sf Perim= 6.0' r= 0.67'
n= 0.030 Earth, grassed & winding
2.9
343
0.0152 1.98
Shallow Concentrated Flow, Shallow Conc.
Unpaved Kv= 16.1 fps
0.3
99
0.0220 6.44 64.45
Channel Flow, Channel Flow
Area= 10.0 sf Perim= 16.0' r= 0.63'
n= 0.025 Earth, clean & winding

Courtyards at Farrington Type 1124-hr Durham 001 yr Rainfall=3.00"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCADO 10.00-12 s/n 02822 © 2014 HydroCAD Software Solutions LLC Page 2
f
It
I
N
3
0
LL
1
Subcatchment 1131: By -Pass #1
Hydrograph
I I I I I I I I I I I
— — — — — — — — — — — — —
I I I —
1I I I I I I
TYPe Il124rhr, _1 _ L i_ 1— i_ 1
Durharh 001 lyr Rainfb11=�3.00" 1
unloff,Arlea l 5. 0 arr
---------------
RunofflVolume=26,629 cf 1
Run6ff'04pth>1.31"
60,v -L-pngth=893' 1 - - - -1
Tic=tOXmn— L---L-1
CNJ811 1 1 1
1-1-7 I
I
i
0.90 cfs
I— t — — — —I r
----------------
I I I I I I I
— 4- —1 —
L —1 — — — — I— L — — — —I L
-�-1-7
I I I I I
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Runoff

Courtyards at Farrington Type 1124-hr Durham 001 yr Rainfall=3.00"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCADO 10.00-12 s/n 02822 © 2014 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment P1A: Post -Developed
[49] Hint: Tc<2dt may require smaller dt
Runoff = 19.06 cfs @ 11.95 hrs, Volume= 39,277 cf, Depth> 1.90"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr Durham 001 yr Rainfall=3.00"
Area (ac) CN
Description
2.700 80
>75% Grass cover, Good, HSG D
3.000 98
Impervious
5.700 89
Weighted Average
2.700
47.37% Pervious Area
3.000
52.63% Impervious Area
Tc Length
Slope Velocity Capacity
Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
5.0
Direct Entry, Direct From Pipe Calcs
Subcatchment P1A: Post -Developed
Hydrograph
- -
-I - + - - - - 1- 4 -
- 4-
-1- - - -4 - - -i- -1 -
21
-4 - I-
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-I- 4- -1 - - - 1- � -1- 4- -1 -
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20
1 I
t I fi 1 1 1 t
19.06 cfs
I t 1 1 I t I L 1
19
1 I
rt I L I r- I I 7-
1
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18
17
1
1 -1- 1 -1
1DdrhAm1001 r Rairifal!I=3.00"
15
I I
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I
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- - - - - - - - - - - -
1 1 1 1 1 1 1 1_
1
1
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- - - - - - -
1 Rlunoff1Voluumer-39L,277
14
-1
13
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�n 12
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1
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11
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-I- -1 - -4 - I- 1IC= .01minl
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- I-
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-I- -I - - I- -I- +C-N=89
LL 9L-I-t1-I-t
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1
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7
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-I - 7 -1 - F _ - 1- 7 -1 - T -1 -
6
5
- - -
- - - - - - - - - -
-
- - - - - - - - - - - - - - -
4
3
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Courtyards at Farrington Type 1124-hr Durham 001 yr Rainfall=3.00"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCADO 10.00-12 s/n 02822 © 2014 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment P1 B: Post Dev - Directly Connected Impervious
[49] Hint: Tc<2dt may require smaller dt
Runoff = 4.71 cfs @ 11.95 hrs, Volume= 11,047 cf, Depth> 2.77"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr Durham 001 yr Rainfall=3.00"
Area (ac) CN Description
1.100 98 Roads & Clubhouse
1.100 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Direct From Pipe Calcs
Subcatchment P1 B: Post Dev - Directly Connected Impervious
Hydrograph
7 I T 17 1 F 7 I T 1 - 1 7 I ■Runoff
5 1 4.71 ors 1 1 1 1 1 1 1 1 1
1 1 1 1 Type II 24-hr
1 1 I 1 IQulr"m 100" Yr-tainfaI1 3.00"
4 1 1 1 1 Runoff Area=11r101'i
0 1c
I I I I I I I I I I I I
1 1 1 1 RunofflVolume=11,047 cf
111 1��1
-RUn6ff Dept .T
w 3 I I I I I I I I I I I I I I
Tc=�.01 mien
o CN=98
LL
I fi I I rt I rt I I r rt I I rt I
2
I I I I I I I I I I I I I
I I I I I I I I I I I I
06
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Courtyards at Farrington Type 1124-hr Durham 001 yr Rainfall=3.00"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCAD® 10.00-12 s/n 02822 ©2014 HydroCAD Software Solutions LLC Page 5
Summary for Pond 1 P: Pond #1
Inflow Area =
296,208 sf,
60.29% Impervious,
Inflow Depth > 2.04" for Durham 001 yr event
Inflow =
23.77 cfs @
11.95 hrs, Volume=
50,324 cf
Outflow =
5.47 cfs @
12.11 hrs, Volume=
31,611 cf, Atten= 77%, Lag= 9.6 min
Primary =
5.47 cfs @
12.11 hrs, Volume=
31,611 cf
Secondary =
0.00 cfs @
0.00 hrs, Volume=
0 cf
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 295.85' @ 12.11 hrs Surf.Area= 12,353 sf Storage= 25,230 cf
Plug -Flow detention time= 201.2 min calculated for 31,611 cf (63% of inflow)
Center -of -Mass det. time= 94.9 min ( 891.7 - 796.7 )
Volume Invert
Avail.Storage Storage Description
#1 293.50'
70,612 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
293.50
7,928
0 0
294.00
10,087
4,504 4,504
295.00
11,296
10,692 15,195
296.00
12,542
11,919 27,114
297.00
13,826
13,184 40,298
298.00
15,148
14,487 54,785
299.00
16,506
15,827 70,612
Device Routing
Invert
Outlet Devices
#1 Primary
293.00'
24.0" Round Culvert
L= 55.5' RCP, groove end w/headwall, Ke= 0.200
Inlet / Outlet Invert= 293.00' / 292.50' S= 0.0090'/' Cc= 0.900
n= 0.013, Flow Area= 3.14 sf
#2 Device 1
293.50'
2.5" Vert. Orifice/Grate C= 0.600
#3 Device 1
295.30'
24.0" W x 9.0" H Vert. Orifice/Grate X 2.00 C= 0.600
#4 Device 1
297.50'
48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Secondary
298.00'
20.0' long x 10.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=5.38 cfs @ 12.11 hrs HW=295.84' (Free Discharge)
t-1=Culvert (Passes 5.38 cfs of 21.24 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.25 cfs @ 7.20 fps)
3=Orifice/Grate (Orifice Controls 5.14 cfs @ 2.37 fps)
4=Orifice/Grate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=293.50' (Free Discharge)
L5= Broad -Crested Rectangular Weir( Controls 0.00 cfs)

Courtyards at Farrington Type 1124-hr Durham 001 yr Rainfall=3.00"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCADO 10.00-12 s/n 02822 © 2014 HydroCAD Software Solutions LLC Page 6
Pond 1 P: Pond #1
Hydrograph
cis
I I I I I I I Ip�I Q� f
26
-- - - I I I 1 1 Pdak-Ete'v=295 18T
24
22
/
IStorage=F25,230 cf
20
/
18
16
14
�I
0 12
10
L — — 1— — L — 5.47 cfs — — — L — L — L
8
/ '
, '
5.47 cfs
a
�I
I I I I
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Inflow
■ Outflow
■ Primary
■ Secondary

Courtyards at Farrington Type 1124-hr Durham 001 yr Rainfall=3.00"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCADO 10.00-12 s/n 02822 © 2014 HydroCAD Software Solutions LLC Page 7
Summary for Link 1 L: Analysis Point #1
Inflow Area = 540,144 sf, 37.10% Impervious, Inflow Depth > 1.29" for Durham 001 yr event
Inflow = 15.47 cfs @ 12.05 hrs, Volume= 58,240 cf
Primary = 15.47 cfs @ 12.05 hrs, Volume= 58,240 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Link 1 L: Analysis Point #1
Hydrograph
—I—L-1-1-1—I—L�—I_ 1 _1
_1—L--1-1-1—I—L
1
17
1—I—L_I—I_1_I_L-� I M°fs
1
16
i InflQw �Area�540 4 1547cfs
—I—LJ_I-1_1-1
_1_
1 _1 _
1_ 1 _1
_ 1 1
15
— — — — — — — — — — — — — —
—
— — — —
— — —
— — —
14
— — — — — — — — — — — — — -
— —
— — — —
— — —
— — — —
13
12
11
10
I I I I I I I I I I I
I
I I I
I I I
I I I
9
-1 1 L I I -T I— L - —I— — I—
—I—
L - —1—
-F —I—
L - —1—
_0 8
u
—
7
6
5
L 1 I 1 I— —I—
— -a —
I — —I—
—I—
—I-
4
L 1 L 1 1 1 I— L L —1—
_1—
L J —1—
1 —1—
L L—-
3
i
2
1
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Inflow
❑ Primary

Courtyards at Farrington Type 1124-hr Durham 002 yr Rainfall=3.57"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCAD® 10.00-12 s/n 02822 ©2014 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 1131: By -Pass #1
Runoff = 14.64 cfs @ 12.02 hrs, Volume= 35,797 cf, Depth> 1.76"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr Durham 002 yr Rainfall=3.57"
Area (ac) CN Description
1.700
79 Woods, Fair, HSG D
0.500
98 Roofs, HSG D
3.400
80 >75% Grass cover, Good, HSG D
5.600
81 Weighted Average
5.100
91.07% Pervious Area
0.500
8.93% Impervious Area
Tc Length
Slope Velocity Capacity
Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
6.1
100
0.0560 0.27
Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.60"
1.0
290
0.0893 4.81
Shallow Concentrated Flow, Shallow Conc.
Unpaved Kv= 16.1 fps
0.1
29
0.0100 5.70 7.00
Pipe Channel, Pipe Channel
15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31'
n= 0.012 Concrete pipe, finished
0.2
32
0.0040 2.39 9.56
Channel Flow, Channel Flow
Area= 4.0 sf Perim= 6.0' r= 0.67'
n= 0.030 Earth, grassed & winding
2.9
343
0.0152 1.98
Shallow Concentrated Flow, Shallow Conc.
Unpaved Kv= 16.1 fps
0.3
99
0.0220 6.44 64.45
Channel Flow, Channel Flow
Area= 10.0 sf Perim= 16.0' r= 0.63'
n= 0.025 Earth, clean & winding

Courtyards at Farrington Type 1124-hr Durham 002 yr Rainfall=3.57"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCAD® 10.00-12 s/n 02822 ©2014 HydroCAD Software Solutions LLC Page 9
Subcatchment 1131: By -Pass #1
Hydrograph
J _ -1 _ L J _ I_ 1 _I_ L —I—
L —1
— L J —I_
1 —I—
L —1
— L
16
1 1 1 1 1 1 1 1 1 1 1 1 1
1 1
1 1
1 1 1
1 1
1
■Runoff
15
I I I I I I I I 1 1 14.64cfS I
TYPw1124r-hr -1 - 1 - 1- - I —1
I I
— -1
I I
-F i -1-
I I I
T-1
I I
— -1
I
-
14
Durharh _003-yr Rai-nfbCC�3.57"I I
T--1F-
1 T I
r 1
F
13
— t —I— _ — 1— fi —I —
— t —1
— f -1—
1— t —I—
t —1
—
12
unpff�Arpa=5. 0 air
11
Runloff_1 Volurine:;35a797 of _ 1
I -I
- I -I
_
10
Runloff_D6pth>A _7W" I I I
I I
I I
I
w
9
F)��q0�.7�-1-7-1
I I
—1—r-1-F
I I
$
Tic='F0.6minfi-1-r-1-1-rt-1
rt-1-1
-1-r
LL 7
Ci�rJ81�-1—� I A 1— 4 I —1—
I
-4
I � I
� I
�
6
1 _ I_ 1 _I_ 1 _1 _ L J _ I_ 1 _1 _1_
L —1
_ L J _
I_ 1 —I_
L —1
_ L
5
4
3
--1-7 1 F- 1 7 —1
T_ 1
F-1
T I
F 1
F
2
1—��-1—1
-4—I
—�—I—�
1
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Courtyards at Farrington Type 1124-hr Durham 002 yr Rainfall=3.57"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCAD® 10.00-12 s/n 02822 ©2014 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment P1A: Post -Developed
[49] Hint: Tc<2dt may require smaller dt
Runoff = 24.02 cfs @ 11.95 hrs, Volume= 50,073 cf, Depth> 2.42"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr Durham 002 yr Rainfall=3.57"
Area (ac) CN Description
2.700 80 >75% Grass cover, Good, HSG D
3.000 98 Impervious
5.700 89 Weighted Average
2.700 47.37% Pervious Area
3.000 52.63% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Direct From Pipe Calcs
Subcatchment P1A: Post -Developed
Hydrograph
26
■ Runoff
24.02ds
24
- 1- - - -I11 Type III 24-hr
22
1 1 1 1 1 1 1 IDdrhAm'002_yr Rairifalll=3.57"
20
I-1-T-I-r-1-7�-I-7-1 I�unoffArea=51.7010 c
a
J _ I- 1 - I - L -1 _ L J _ I- 1 -1
18
1 1 1 1 1 1 1 1 1 1 1 Runoff Volume=50,073 cf
16
" " Runoff'Depth>2.42"
m
14
-I- -- -I- -I- - -- -I----1-4--4--1-�
I ' IC=� min
LL12
- 1- -I- -1 - - I- -1 -I- - - - —
- I- - - t -I - - I- - - -I - - + - I --
10
8
l l
6
4
- I- 7 r - ,- 7 - -, - r -I - - -I - F
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Courtyards at Farrington Type 1124-hr Durham 002 yr Rainfall=3.57"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCAD® 10.00-12 s/n 02822 ©2014 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment P1 B: Post Dev - Directly Connected Impervious
[49] Hint: Tc<2dt may require smaller dt
Runoff = 5.62 cfs @ 11.95 hrs, Volume= 13,313 cf, Depth> 3.33"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr Durham 002 yr Rainfall=3.57"
Area (ac) CN Description
1.100 98 Roads & Clubhouse
1.100 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Direct From Pipe Calcs
Subcatchment P1 B: Post Dev - Directly Connected Impervious
Hydrograph
I
L
I I I
— T- I
-T
I I I
I I I
I I I
I I I
I
I I I
I I I
I
I
0
I—
I I I I I I I I I I
1 1 Type III 24-hr
'6ur"m 1002 ylr-Wainfal1F==3.57'
kunoflf Area=11,10110 ac
Run off Mo lti m e= 43; 34 3-cf
R%nbff Depth>3.33"
I I I I I
+ _ 1 Tc= O+miI ln
RCN=9s
I I
—1—-4—I—
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
� Runoff

Courtyards at Farrington Type 1124-hr Durham 002 yr Rainfall=3.57"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCAD® 10.00-12 s/n 02822 ©2014 HydroCAD Software Solutions LLC Page 12
Summary for Pond 1 P: Pond #1
Inflow Area =
296,208 sf,
60.29% Impervious,
Inflow Depth > 2.57" for Durham 002 yr event
Inflow =
29.64 cfs @
11.95 hrs, Volume=
63,386 cf
Outflow =
10.69 cfs @
12.07 hrs, Volume=
44,499 cf, Atten= 64%, Lag= 7.2 min
Primary =
10.69 cfs @
12.07 hrs, Volume=
44,499 cf
Secondary =
0.00 cfs @
0.00 hrs, Volume=
0 cf
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 296.22' @ 12.07 hrs Surf.Area= 12,820 sf Storage= 29,861 cf
Plug -Flow detention time=172.5 min calculated for 44,407 cf (70% of inflow)
Center -of -Mass det. time= 76.1 min ( 867.2 - 791.0 )
Volume Invert
Avail.Storage Storage Description
#1 293.50'
70,612 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
293.50
7,928
0 0
294.00
10,087
4,504 4,504
295.00
11,296
10,692 15,195
296.00
12,542
11,919 27,114
297.00
13,826
13,184 40,298
298.00
15,148
14,487 54,785
299.00
16,506
15,827 70,612
Device Routing
Invert
Outlet Devices
#1 Primary
293.00'
24.0" Round Culvert
L= 55.5' RCP, groove end w/headwall, Ke= 0.200
Inlet / Outlet Invert= 293.00' / 292.50' S= 0.0090'/' Cc= 0.900
n= 0.013, Flow Area= 3.14 sf
#2 Device 1
293.50'
2.5" Vert. Orifice/Grate C= 0.600
#3 Device 1
295.30'
24.0" W x 9.0" H Vert. Orifice/Grate X 2.00 C= 0.600
#4 Device 1
297.50'
48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Secondary
298.00'
20.0' long x 10.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=10.47 cfs @ 12.07 hrs HW=296.20' (Free Discharge)
t-1=Culvert (Passes 10.47 cfs of 23.89 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.26 cfs @ 7.76 fps)
3=Orifice/Grate (Orifice Controls 10.20 cfs @ 3.40 fps)
4=Orifice/Grate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=293.50' (Free Discharge)
L5= Broad -Crested Rectangular Weir( Controls 0.00 cfs)

Courtyards at Farrington Type 1124-hr Durham 002 yr Rainfall=3.57"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCADO 10.00-12 s/n 02822 © 2014 HydroCAD Software Solutions LLC Page 13
Pond 1 P: Pond #1
Hydrograph
�I
IIII
IIII II I I III IIII IIII
—I—I—
zs 34
cfs
—I—I—
A_I rpIO1lov
=1e�vQ��
�
32
1 1
PeakEI 9a6
30
.2TI
I I I I I I I I I I I
28
,
,
1
1 1 111 1 1 1 1 I 1Storage:Q9,-161 CIf
26
it
24
it
22
,I
20
i l
18
,I
c 16
,
10.69 cf.
ME 14
i l
10.69 ds
12
i t
1 1 I I I I 7 I I I I I I T
10
T 1
1 T- -T 1 1 T- 1 1 1 7 1 T- 7 1 T
8
——
—1— — 7 —1— 1 1 1 T —1-1— T- 7 —1— 1— T
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Inflow
■ Outflow
■ Primary
■ Secondary

Courtyards at Farrington Type 1124-hr Durham 002 yr Rainfall=3.57"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCADO 10.00-12 s/n 02822 © 2014 HydroCAD Software Solutions LLC Page 14
Summary for Link 1 L: Analysis Point #1
Inflow Area = 540,144 sf, 37.10% Impervious, Inflow Depth > 1.78" for Durham 002 yr event
Inflow = 24.82 cfs @ 12.04 hrs, Volume= 80,296 cf
Primary = 24.82 cfs @ 12.04 hrs, Volume= 80,296 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Link 1 L: Analysis Point #1
Hydrograph
■ Inflow
❑ Primary
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Courtyards at Farrington Type // 24-hr Durham 010 yr Rainfall=5.15"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCAD® 10.00-12 s/n 02822 ©2014 HydroCAD Software Solutions LLC Page 15
Summary for Subcatchment 1131: By -Pass #1
Runoff = 25.65 cfs @ 12.02 hrs, Volume= 63,245 cf, Depth> 3.11"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr Durham 010 yr Rainfall=5.15"
Area (ac) CN Description
1.700
79 Woods, Fair, HSG D
0.500
98 Roofs, HSG D
3.400
80 >75% Grass cover, Good, HSG D
5.600
81 Weighted Average
5.100
91.07% Pervious Area
0.500
8.93% Impervious Area
Tc Length
Slope Velocity Capacity
Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
6.1
100
0.0560 0.27
Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.60"
1.0
290
0.0893 4.81
Shallow Concentrated Flow, Shallow Conc.
Unpaved Kv= 16.1 fps
0.1
29
0.0100 5.70 7.00
Pipe Channel, Pipe Channel
15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31'
n= 0.012 Concrete pipe, finished
0.2
32
0.0040 2.39 9.56
Channel Flow, Channel Flow
Area= 4.0 sf Perim= 6.0' r= 0.67'
n= 0.030 Earth, grassed & winding
2.9
343
0.0152 1.98
Shallow Concentrated Flow, Shallow Conc.
Unpaved Kv= 16.1 fps
0.3
99
0.0220 6.44 64.45
Channel Flow, Channel Flow
Area= 10.0 sf Perim= 16.0' r= 0.63'
n= 0.025 Earth, clean & winding

Courtyards at Farrington Type 1124-hr Durham 010 yr Rainfall=5.15"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCADO 10.00-12 s/n 02822 © 2014 HydroCAD Software Solutions LLC Page 16
Subcatchment 1131: By -Pass #1
Hydrograph
28
26
Type- 11+241-hrt I - - -1
24 Durhai*i -01tOjyr—RainfbR=:5.45!'
22 unpffArl 1 560 1
I' I I�� -� — I— 1 1
20 Runoff+Vo1ume=63-,245 cf -1
18 RLtneff-D6yth>31 V' I - - -1
16 F�Lq 1 r
14 Tc=40 -6 m}n- -I -
a 12 J
CN-81---
10
- 1 T 1 T 1 F——-7—I
6
4
T I
I I I
I I I
I_
I
I I
I I
I I I
I —I—
4- —1 —
I
+IT1F
I I I
I I I
I
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Runoff

Courtyards at Farrington Type 1124-hr Durham 010 yr Rainfall=5.15"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCADO 10.00-12 s/n 02822 © 2014 HydroCAD Software Solutions LLC Page 17
Summary for Subcatchment P1A: Post -Developed
[49] Hint: Tc<2dt may require smaller dt
Runoff = 37.75 cfs @ 11.95 hrs, Volume= 80,961 cf, Depth> 3.91"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr Durham 010 yr Rainfall=5.15"
Area (ac) CN Description
2.700 80 >75% Grass cover, Good, HSG D
3.000 98 Impervious
5.700 89 Weighted Average
2.700 47.37% Pervious Area
3.000 52.63% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Direct From Pipe Calcs
Subcatchment P1A: Post -Developed
Hydrograph
- — 1— 7 —1— T —1 — 7 - — I— 7 — I — T
7 T 7 —1 F 7 37.75 cfs
_— I— 1 —I—
L —1
_ l
I I
7
T 1
7-1
7
001
T —I I — I— T I T
7 —I I— I— T —I — 7
T_ I + T 1 7
- - iTyp-efl 24-- hr
_ 1Du[rhAm1_OtO_Yr_ RaififaU=5.1 S7
ku1n ofi^re�=_&1,7010-�c
—1 - - Rulnoff-Molumer-$0,9f 1 d
1 `R1un6ff De'ptNr>3.9f"
+ —1 — L -AI + IC .
QI m1p
t C
t —1 — N=09
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Runoff

Courtyards at Farrington Type 1124-hr Durham 010 yr Rainfall=5.15"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCADO 10.00-12 s/n 02822 © 2014 HydroCAD Software Solutions LLC Page 18
Summary for Subcatchment P1 B: Post Dev - Directly Connected Impervious
[49] Hint: Tc<2dt may require smaller dt
Runoff = 8.15 cfs @ 11.95 hrs, Volume= 19,606 cf, Depth> 4.91"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr Durham 010 yr Rainfall=5.15"
Area (ac) CN Description
1.100 98 Roads & Clubhouse
1.100 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Direct From Pipe Calcs
7
5 '
3
0
LL 4
iu
Subcatchment P1 B: Post Dev - Directly Connected Impervious
Hydrograph
� —
I I I I
I I I I I
I I I I I
L
I I I
I I I I I I
I I I I I I
I I I I I
I I I I I
I I I I I
I I I I I
— — 7 —I— —
I I I I I I
I I I I
I I I
I I I
—I — I— 7
I I I
I I I
1 1 Type II 24-hr
-'Dul h-Am 101-0 yr Rainfall=5.11V
Runoff Area=11,10110 �c
I I Runoff 1Volume=19,606 cf
1 I I I -PL nbff - De ptli?4.9-11-
1I I I I I I I
I 1 Tc=�.01 mien
I 1-C N=98
— I—
i
0 1 2 3 4 5 6 7 8 9 1'0 11 12 1'3 14 1'5 1'6 1'7 18 1'9 20 21 22 23 24
Time (hours)
■ Runoff

Courtyards at Farrington Type/1 24-hr Durham 010 yr Rainfall=5.15"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCAD® 10.00-12 s/n 02822 ©2014 HydroCAD Software Solutions LLC Page 19
Summary for Pond 1 P: Pond #1
Inflow Area =
296,208 sf,
60.29% Impervious,
Inflow Depth > 4.07" for Durham 010 yr event
Inflow =
45.90 cfs @
11.95 hrs, Volume=
100,566 cf
Outflow =
18.17 cfs @
12.07 hrs, Volume=
81,302 cf, Atten= 60%, Lag= 6.9 min
Primary =
18.17 cfs @
12.07 hrs, Volume=
81,302 cf
Secondary =
0.00 cfs @
0.00 hrs, Volume=
0 cf
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 297.21' @ 12.07 hrs Surf.Area= 14,104 sf Storage= 43,239 cf
Plug -Flow detention time=137.6 min calculated for 81,302 cf (81 % of inflow)
Center -of -Mass det. time= 59.2 min ( 838.9 - 779.7 )
Volume Invert
Avail.Storage Storage Description
#1 293.50'
70,612 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
293.50
7,928
0 0
294.00
10,087
4,504 4,504
295.00
11,296
10,692 15,195
296.00
12,542
11,919 27,114
297.00
13,826
13,184 40,298
298.00
15,148
14,487 54,785
299.00
16,506
15,827 70,612
Device Routing
Invert
Outlet Devices
#1 Primary
293.00'
24.0" Round Culvert
L= 55.5' RCP, groove end w/headwall, Ke= 0.200
Inlet / Outlet Invert= 293.00' / 292.50' S= 0.0090'/' Cc= 0.900
n= 0.013, Flow Area= 3.14 sf
#2 Device 1
293.50'
2.5" Vert. Orifice/Grate C= 0.600
#3 Device 1
295.30'
24.0" W x 9.0" H Vert. Orifice/Grate X 2.00 C= 0.600
#4 Device 1
297.50'
48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Secondary
298.00'
20.0' long x 10.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=18.04 cfs @ 12.07 hrs HW=297.19' (Free Discharge)
t-1=Culvert (Passes 18.04 cfs of 30.06 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.31 cfs @ 9.12 fps)
3=Orifice/Grate (Orifice Controls 17.73 cfs @ 5.91 fps)
4=Orifice/Grate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=293.50' (Free Discharge)
L5= Broad -Crested Rectangular Weir( Controls 0.00 cfs)

Courtyards at Farrington Type 1124-hr Durham 010 yr Rainfall=5.15"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCADO 10.00-12 s/n 02822 © 2014 HydroCAD Software Solutions LLC Page 20
Pond 1 P: Pond #1
Hydrograph
1_I-1—L1-1-1—LJ—I-1—-1 1 1 L-1—I—I-1
'
■ Inflow
'
� ,
'
45.so cfs
rt I I r rt II fi� I I r rt II fi
1,1 pa C sf
Q►r�ecl= 9 0
■Outflow
■ Primary
50
flow ,
ary
■ Secondary
1 1 Peak Ele'v�297121'
45
—1 —1— L 1 I — I — 1 � —I — I— 1
Storage=43,239 cf
40 i
fi rt fi rt fi
35
H30
1-1-1—L1-1-1—L1-1-1—1-1—L1-1-1—L-1-1-1—L
i
325 '
�11r�11t 1a.ncrs IIrrtII�rtII�
a
18.17 cfs
20 i
15
— L —I—I— - —I — — —I—I— —I— 1— 4-
lot i
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Courtyards at Farrington Type 1124-hr Durham 010 yr Rainfall=5.15"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCADO 10.00-12 s/n 02822 © 2014 HydroCAD Software Solutions LLC Page 21
Summary for Link 1 L: Analysis Point #1
Inflow Area = 540,144 sf, 37.10% Impervious, Inflow Depth > 3.21" for Durham 010 yr event
Inflow = 43.45 cfs @ 12.03 hrs, Volume= 144,547 cf
Primary = 43.45 cfs @ 12.03 hrs, Volume= 144,547 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Link 1 L: Analysis Point #1
Hydrograph
7 -1-
T -1
- 1- 7 -1-
F 7 -1- T -1 -
I- 7 -1-
7 -1 -
1- 7 -1-
7 7 -I-
48
I I I
I I
1 1 43.45 cfs
I
I I 1 1
46
44
W 3 w M A^r
i HFFIowArea;*4q, 4Ll50f -�
4
1 � 4
1 4
1 �� 1
42
rtfiIrtI-ramI-
-rt-fi�-rt--��I
40
36
i -1-
-1
-I- -I-
-I -
- � -
I - -
I - -I-
-I-
34
1
1 fi 1
I--tI
t--1 1- -r-I
I fi-1
I I
I r-I I
32
30
i
- -
28
i -
- L -
-I- 1 -I-
L L -I _
L -i -I-
L J -I-
I -I-
L L -1-
26
i
t
I -f
I f-� I- -
-t
I +- --1
1 -+ -I-
I
324
7
1 T-
1 7
T- -7 1
77
7-1
7
1 77
LL20
L-I-L-1-I-1-I-LL_I
L-i-I-LJ_1-L-I-LL_1-
18
4
1 +- 1
1 4
I --t I-
-t
I -
1 4 -1-
1
16
i 7 -1-
T -1
-1- 7 -
I - T- 7 -1
- 7 -
I - 7 -1-
7 -1-
7 7 -1-
14
-
1
12
i - -
- - -
- - - -
- - - - -
- - - -
10
a
rt1fi11rt1rrt1
-�1
64
i --1-
-1-1-
-I--
---
9
i i
/
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Inflow
❑ Primary

Courtyards at Farrington Type 1124-hr Durham 100 yr Rainfall=7.58"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCAD® 10.00-12 s/n 02822 ©2014 HydroCAD Software Solutions LLC Page 22
Summary for Subcatchment 1131: By -Pass #1
Runoff = 43.10 cfs @ 12.02 hrs, Volume= 108,473 cf, Depth> 5.34"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr Durham 100 yr Rainfall=7.58"
Area (ac) CN Description
1.700
79 Woods, Fair, HSG D
0.500
98 Roofs, HSG D
3.400
80 >75% Grass cover, Good, HSG D
5.600
81 Weighted Average
5.100
91.07% Pervious Area
0.500
8.93% Impervious Area
Tc Length
Slope Velocity Capacity
Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
6.1
100
0.0560 0.27
Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.60"
1.0
290
0.0893 4.81
Shallow Concentrated Flow, Shallow Conc.
Unpaved Kv= 16.1 fps
0.1
29
0.0100 5.70 7.00
Pipe Channel, Pipe Channel
15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31'
n= 0.012 Concrete pipe, finished
0.2
32
0.0040 2.39 9.56
Channel Flow, Channel Flow
Area= 4.0 sf Perim= 6.0' r= 0.67'
n= 0.030 Earth, grassed & winding
2.9
343
0.0152 1.98
Shallow Concentrated Flow, Shallow Conc.
Unpaved Kv= 16.1 fps
0.3
99
0.0220 6.44 64.45
Channel Flow, Channel Flow
Area= 10.0 sf Perim= 16.0' r= 0.63'
n= 0.025 Earth, clean & winding

Courtyards at Farrington Type 1124-hr Durham 100 yr Rainfall=7.58"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCADO 10.00-12 s/n 02822 © 2014 HydroCAD Software Solutions LLC Page 23
Subcatchment 1131: By -Pass #1
Hydrograph
48
I T I
F I
T I
T 7■Runoff
46
44
- - - - - - - - - - - - - - - - - -
1 I 1 I L 1 L 1 1 L 43.10 ds 1
- - -
L 1
- - - -
L 1
- - -
I I I
- - -
L 1
- -
L
42
Type-1124rbrt- -1 - �- A - 1- 4 - I -1-
4- -1
- k- -4 -
I- -k -1-
4- -1
-
40
Diu?h-arh 1OOVr-Rainfblt�%.584'1 -I-
t- -1
- � 1 -I-
t -I-
t -1
- �
38
36
p� I I I I I I
I�unlI :
pfA1-1I
I I
I I
I I I
I I
I
34
32
_ I_ I - I _1
RunofUV-o1urne,7-1 Q$,473-cU - 1 -I
- 1 -1
- -1
- I- I -
- -4 -
I- I
I- -� -I
I 1 -1
- 4- -1
-
-
30
R�un6ff66pth>-5.34" 1_ I_ _tI --
1
1
I t I
L 1
w 28
u 26
��I }�hf - -
F)oV -L�. ngtnr-"`I'3
-1
- -
-1
- -1
-
3 24
2 22
I 1 1- I 1
- - - - - - - - - - - - - - -
Tac=1-O 6 vnN1L 1
-
1 1
- - - -
1
1- I
- - -
1
- - -
L
- -
LL 20
;ti t - I - t -I
18
5 1 7 -I- T -1 - 7 - - I- 7 -1 -1-
7 -1
- F - -
1- T -I-
T -1
- 7
16
14
- I- 1 -I - 1 -I - 1 1 - I- 1 - _I
- 1 -I
- I- 1 -
I- 1 -I
- 1 -I
-
12
� - I- -1- -1 - � - I- - I -1-
-1
- -4 -
I- -1-
-1
-
10
1 I -+ I L 1 1 _t -1 1
f- 1
1
I + I
L 1
8
1 1 7 1 L 1 F1 F 7-1 1
T_ 1
F1
1 T I
L 1
F
6
_I_ 1
_I
_ I_ _I
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Courtyards at Farrington Type 1124-hr Durham 100 yr Rainfall=7.58"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCADO 10.00-12 s/n 02822 © 2014 HydroCAD Software Solutions LLC Page 24
Summary for Subcatchment P1A: Post -Developed
[49] Hint: Tc<2dt may require smaller dt
Runoff = 58.66 cfs @ 11.95 hrs, Volume= 129,750 cf, Depth> 6.27"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr Durham 100 yr Rainfall=7.58"
Area (ac) CN Description
2.700 80 >75% Grass cover, Good, HSG D
3.000 98 Impervious
5.700 89 Weighted Average
2.700 47.37% Pervious Area
3.000 52.63% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Direct From Pipe Calcs
3
0
M
Subcatchment P1A: Post -Developed
Hydrograph
I I
I—
I I I I I I I I I I
- �_ -i - 1 Type4124-hr
1Ddrham1-1 00-1r-Rainfall 7.5V
- - � _1 unQ 1 e�-5fi7D1Q�c
- - Runoff Volumle=129,750 cf
RUnbff Depth>6.27"
—ram-1 1—r
Tc=-.0 mien
I CN=s9
_I _r—I_ 7
I I I I I I I I
7 —I — F L —I — 7
L —1 — L —1 — L
� I �
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Runoff

Courtyards at Farrington Type 1124-hr Durham 100 yr Rainfall=7.58"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCADO 10.00-12 s/n 02822 © 2014 HydroCAD Software Solutions LLC Page 25
Summary for Subcatchment P1 B: Post Dev - Directly Connected Impervious
[49] Hint: Tc<2dt may require smaller dt
Runoff = 12.03 cfs @ 11.95 hrs, Volume= 29,293 cf, Depth> 7.34"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr Durham 100 yr Rainfall=7.58"
Area (ac) CN Description
1.100 98 Roads & Clubhouse
1.100 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Direct From Pipe Calcs
Subcatchment P1 B: Post Dev - Directly Connected Impervious
Hydrograph
13 ■Runoff
rt fi 1 r--— 1— rt 12.03ds 1 fi 1 r--1 1 rt I -r 1 r-
12 1 - 1 1 1 1 iType ill 24-hr
11 1 1 1 1 1 1DdrhAm1100-Yr_Rairif_a111=_7r._58"
� - 1- 7 —1— r —1 — 7 - — 1- 7 - -1— 7 -1-12unoff Ale 1 1r1-110 ac
10 - 1 1 1 L 1 LJ 1 1—I ——L L 'T L 'L
9 I I I I I I I 11 1 1 1 Runoff lVolumer-29,293 cf
$ 1 1 1 1 1 1 R%nbff 1De1pth>7.34"
in -4 — 1— 4 — I — —1 — � — 1— 4 —I I 1 -4 — — — — 1 —'
7 1 1 1 1 1 1 1 1 1 1 1 1 ' Ic=.01 m�1n
-- - - - -- --- - - - - --
0 6 Cw=98
LL
+ —I—
4
3
2
1
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Courtyards at Farrington Type 1124-hr Durham 100 yr Rainfall=7.58"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCAD® 10.00-12 s/n 02822 ©2014 HydroCAD Software Solutions LLC Page 26
Summary for Pond 1 P: Pond #1
Inflow Area = 296,208 sf, 60.29% Impervious, Inflow Depth > 6.44" for Durham 100 yr event
Inflow =
70.69 cfs @
11.95 hrs, Volume=
159,043 cf
Outflow =
39.69 cfs @
12.04 hrs, Volume=
139,348 cf, Atten= 44%, Lag= 5.6 min
Primary =
35.26 cfs @
12.04 hrs, Volume=
138,149 cf
Secondary =
4.43 cfs @
12.04 hrs, Volume=
1,199 cf
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 298.20' @ 12.04 hrs Surf.Area= 15,419 sf Storage= 57,841 cf
Plug -Flow detention time=111.1 min calculated for 139,058 cf (87% of inflow)
Center -of -Mass det. time= 52.0 min ( 820.7 - 768.6 )
Volume Invert
Avail.Storage Storage Description
#1 293.50'
70,612 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
293.50
7,928
0 0
294.00
10,087
4,504 4,504
295.00
11,296
10,692 15,195
296.00
12,542
11,919 27,114
297.00
13,826
13,184 40,298
298.00
15,148
14,487 54,785
299.00
16,506
15,827 70,612
Device Routing
Invert
Outlet Devices
#1 Primary
293.00'
24.0" Round Culvert
L= 55.5' RCP, groove end w/headwall, Ke= 0.200
Inlet / Outlet Invert= 293.00' / 292.50' S= 0.0090'/' Cc= 0.900
n= 0.013, Flow Area= 3.14 sf
#2 Device 1
293.50'
2.5" Vert. Orifice/Grate C= 0.600
#3 Device 1
295.30'
24.0" W x 9.0" H Vert. Orifice/Grate X 2.00 C= 0.600
#4 Device 1
297.50'
48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Secondary
298.00'
20.0' long x 10.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=35.18 cfs @ 12.04 hrs HW=298.18' (Free Discharge)
t-1=Culvert (Barrel Controls 35.18 cfs @ 11.20 fps)
2=Orifice/Grate (Passes < 0.35 cfs potential flow)
3=Orifice/Grate (Passes < 22.86 cfs potential flow)
4=Orifice/Grate (Passes < 29.57 cfs potential flow)
Secondary OutFlow Max=4.03 cfs @ 12.04 hrs HW=298.19' (Free Discharge)
L5= Broad -Crested Rectangular Weir(Weir Controls 4.03 cfs @ 1.08 fps)

Courtyards at Farrington Type 1124-hr Durham 100 yr Rainfall=7.58"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCADO 10.00-12 s/n 02822 © 2014 HydroCAD Software Solutions LLC Page 27
Pond 1 P: Pond #1
Hydrograph
/
70.69
75
i
70
65
60
i
55
i
i
50
/ / /
39.6I cfs
N 45
/
r
u
35.26 cfs
40
L: 35-
30
25
i l
20
i
15
10
'r»
I I I I I I I
■ Inflow
p� �f ■Outflow
�1n1low 1��'=*04- ■Primary
■ Secondary
-1 —1— Pea-t-E1e1V--*98!2Q'
—1 -1- 1Storage:;,W,841-C1f
—1 —1— L L —I —I — L -1 —I— I—
L
—1— 1 1 —1-1— L 1 —1-1—
L
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Courtyards at Farrington Type 1124-hr Durham 100 yr Rainfall=7.58"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCADO 10.00-12 s/n 02822 © 2014 HydroCAD Software Solutions LLC Page 28
Summary for Link 1 L: Analysis Point #1
Inflow Area = 540,144 sf, 37.10% Impervious, Inflow Depth > 5.51" for Durham 100 yr event
Inflow = 82.22 cfs @ 12.03 hrs, Volume= 247,821 cf
Primary = 82.22 cfs @ 12.03 hrs, Volume= 247,821 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Link 1 L: Analysis Point #1
Hydrograph
- - - - 1- 1 - -
- �- -1
1-
- -
- -I
- I
I_ 1 _I- L 1 -
I - 1 -1 -
I- -1 -1-
L -1 -
1- 1 -1-
L _I
■Inflow
90
L J/�-.,I- 1 L 1
$z.zz °r5
A
I L
1- 1
L
❑ Primary
85
i
�1,,,-rI - -CI w- -
lnflow-AreC1tP�7C# 14-j
-
az.zz�rs
- -
A -I-
- -1 -
L -1-1-1
-
-1-
- -1 -
L -1 - -
80
i
1 _I_ L _I _1_ 1 _I_ L 1 _I_
- _I_
L J _I_
1 _I_
1 1
75
i
1 L 1 1 1 I L 1 -I-
-
A
L-1 -1-
1 -I-
L 1--
70
1 L 1 1 1 1 L 1 -I-
-
A -I-
L-1 -1-
1 -I
L 1--
65
60
1 L 1 1 1 L1
1_
-A
L-1
1 1
L-1--
55
i
50
_I
45
o-
LL 40
,
- - - - - - - -
I I I I I I I
_
- -
I_ I_
- - - -
I_ I _I _
- - -
I_ I_
- - - - -
I_ I I_ I_
35
30
25
20
10
5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Courtyards at Farrington Type 1124-hr Durham 001 yr Rainfall=3.00"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCAD® 10.00-12 s/n 02822 ©2014 HydroCAD Software Solutions LLC Page 1
Summary for Subcatchment 1132: By -Pass #2
Runoff = 7.96 cfs @ 12.01 hrs, Volume= 18,111 cf, Depth> 1.25"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr Durham 001 yr Rainfall=3.00"
Area (ac)
CN
Description
1.900
79
Woods, Fair, HSG D
0.040
98
Asphalt Path, HSG D
2.060
80
>75% Grass cover, Good, HSG D
4.000
80
Weighted Average
3.960
99.00% Pervious Area
0.040
1.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
5.8
100
0.0640
0.29
Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.60"
2.5
623
0.0677
4.19
Shallow Concentrated Flow, Shallow Conc.
Unpaved Kv= 16.1 fps
0.4
204
0.0540
8.70
69.61 Channel Flow, Channel Flow
Area= 8.0 sf Perim= 16.0' r= 0.50'
n= 0.025 Earth, clean & windinq
8.7 927 Total
7
6
w 5
3
° 4
LL
3
2
1
Subcatchment 1132: By -Pass #2
Hydrograph
I I I
7
Type 11124-hr 1 1 1 1
Darharh 001 yr-RalinM11=100" 1
unI 0- TIArea 4. 0 a�
RunlofflVolume=18,111 cf I 1
Kun1off-Depth>13V' I 1
Flow Lgngth=9�7'II
Tc=8.71 m i n I I I
CN 80 L - I
I
I — 7 7 — 1—
I I I
I I I I
—I—
I I I
I I I
I I I
I I I I
I—
I I I I I
I I I I I
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
❑ Runoff

Courtyards at Farrington Type 1124-hr Durham 001 yr Rainfall=3.00"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCADO 10.00-12 s/n 02822 © 2014 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment P2A: Post -Developed
Runoff = 24.77 cfs @ 11.98 hrs, Volume= 54,409 cf, Depth> 1.90"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr Durham 001 yr Rainfall=3.00"
Area (ac)
CN
Description
0.200
79
Woods, Fair, HSG D
3.500
80
>75% Grass cover, Good, HSG D
3.900
98
Impervious
0.300
91
Gravel roads, HSG D
7.900
89
Weighted Average
4.000
50.63% Pervious Area
3.900
49.37% Impervious Area
Tc Length
Slope Velocity Capacity Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
7.1
Direct Entry, Direct From Pipe Calcs
Subcatchment P2A: Post -Developed
Hydrograph
I I I
I I
26
24.77 cfs
1
pe Tl h r
24
22
— 1— 7 1 1 1
—ID�r"M10011 y1r RraFhfaR=3.00"
20
Area--01(YaC
111
1 1 1 1 1 1 1 1 1
1 1 1
-1 - - 1— - 1
Rlunoff-Morume=54,409 cf
18
-1 - 1-Agnf6fD-dpth>11.90"
16
w
I I_
min
14
o
— I— rt —I— —I — F I — I— rt —I
- r —1 — F - — 1— 7 —1— 1CN=89
LL 12
-1 — 1_ 1 —I— L _1 — L - — 1_ 1 —1
- L _I — L -1 — 1_ 1 —1— L _I — L
10
1 11 1 1 1
— — — — — — — — — — — — — — —
- — — — — — — — — — — — — — —
8
6
4
— 1— 7 - —
- r —I — — —I — F
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Runoff

Courtyards at Farrington Type 1124-hr Durham 001 yr Rainfall=3.00"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCADO 10.00-12 s/n 02822 © 2014 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment P2113: Post Dev - Directly Connected Impervious
[49] Hint: Tc<2dt may require smaller dt
Runoff = 4.71 cfs @ 11.95 hrs, Volume= 11,047 cf, Depth> 2.77"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr Durham 001 yr Rainfall=3.00"
Area (ac) CN Description
1.100 98 Impervious
1.100 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Direct From Pipe Calcs
Subcatchment P2113: Post Dev - Directly Connected Impervious
Hydrograph
■ Runoff
5 1 4.71 ors 1 1 1 1 1 1 1 1 1
1 1 1 1 Type II 24-hr
1 1 I 1 1Qulr"m 1001 Yr-RainfaI1 3.00"
4 1 1 1 1 Runoff Area=11r101'i
0 1c
I I I I I I I I I I I I
1 1 1 1 Runoff lVolume=11,047 cf
111 1��1
-RUn6ff Dept .T
w 3 I I I I I I I I I I I I k I I
Tc=Y.O1 mien
o CN=98
LL
I fi I I rt I rt I I r rt I I rt I
2
I I I I I I I I I I I I I
06
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Courtyards at Farrington Type 1124-hr Durham 001 yr Rainfall=3.00"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCAD® 10.00-12 s/n 02822 ©2014 HydroCAD Software Solutions LLC Page 4
Summary for Pond 2P: Pond #2
Inflow Area =
392,040 sf,
55.56% Impervious,
Inflow Depth > 2.00" for Durham 001 yr event
Inflow =
29.13 cfs @
11.98 hrs, Volume=
65,455 cf
Outflow =
9.77 cfs @
12.12 hrs, Volume=
43,783 cf, Atten= 66%, Lag= 8.5 min
Primary =
9.77 cfs @
12.12 hrs, Volume=
43,783 cf
Secondary =
0.00 cfs @
0.00 hrs, Volume=
0 cf
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 284.93' @ 12.12 hrs Surf.Area= 16,082 sf Storage= 30,893 cf
Plug -Flow detention time=181.8 min calculated for 43,692 cf (67% of inflow)
Center -of -Mass det. time= 80.6 min ( 881.6 - 801.0 )
Volume Invert
Avail.Storage Storage Description
#1 282.50'
85,820 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
282.50
8,417
0 0
283.00
11,103
4,880 4,880
284.00
13,524
12,314 17,194
285.00
16,288
14,906 32,100
286.00
17,386
16,837 48,937
287.00
18,442
17,914 66,851
288.00
19,497
18,970 85,820
Device Routing
Invert
Outlet Devices
#1 Primary
280.00'
30.0" Round Culvert
L= 243.7' RCP, groove end w/headwall, Ke= 0.200
Inlet / Outlet Invert= 280.00' / 278.00' S= 0.0082'/' Cc= 0.900
n= 0.013, Flow Area= 4.91 sf
#2 Device 1
282.50'
2.5" Vert. Orifice/Grate C= 0.600
#3 Device 1
284.30'
24.0" W x 10.0" H Vert. Orifice/Grate X 3.00 C= 0.600
#4 Device 1
286.00'
48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Secondary
287.50'
20.0' long x 10.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=9.55 cfs @ 12.12 hrs HW=284.92' (Free Discharge)
t-1=Culvert (Passes 9.55 cfs of 44.53 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.25 cfs @ 7.32 fps)
3=Orifice/Grate (Orifice Controls 9.30 cfs @ 2.52 fps)
4=Orifice/Grate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=282.50' (Free Discharge)
L5= Broad -Crested Rectangular Weir( Controls 0.00 cfs)

Courtyards at Farrington Type 1124-hr Durham 001 yr Rainfall=3.00"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCADO 10.00-12 s/n 02822 © 2014 HydroCAD Software Solutions LLC Page 5
Pond 2P: Pond #2
Hydrograph
4 1
-4 1
I � I 1 4-
1 1 1 1 I 11 I 1
---��---��--I-�--1-1-
-� -I - I - -t-I-1-4-
X
29.13 cfs
11n11_o�/,.ru�Cpw$�
32
' i
1 _1
_ 1_ L 1 _1 _
1_ L J _I _ _
30
'
1
L 1
1
Peat-E+�v�284193-!
i
� I
IIII
IIII
II
III 11II 11I1
Storacie=F30,8193 d
26
24
'
I
I I I
I_ I I I
I I I_ I I I_ I
22
�
i
it
I I
_ _ _I _
I I I I
_
I I I I
_ _ - _I _ _I _
I I I I I I I I I I
20
- -
- - - - - -
- - -
- - - - - - - - - - - - -
18
j
i
16
c
LL 14
i
',I
9.77ds
12
',I
_ _
_ _ _ _ _ _
_ _ 9.77 cfs
�
I I
I I I I
I I I
I I I I I I I I I I
10
it
1 7F
7 1
8
_ _.
—1— _ 7 _. _
1—
1 T —1 — T- 7 - 1— 1— T-
6
i
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Inflow
OUffIow
■ Primary
■ Secondary

Courtyards at Farrington Type 1124-hr Durham 001 yr Rainfall=3.00"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCADO 10.00-12 s/n 02822 © 2014 HydroCAD Software Solutions LLC Page 6
Summary for Link 2L: Analysis Point #2
Inflow Area = 566,280 sf, 38.77% Impervious, Inflow Depth > 1.31" for Durham 001 yr event
Inflow = 15.21 cfs @ 12.07 hrs, Volume= 61,894 cf
Primary = 15.21 cfs @ 12.07 hrs, Volume= 61,894 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Link 2L: Analysis Point #2
Hydrograph
■ Inflow
❑ Primary
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Courtyards at Farrington Type 1124-hr Durham 002 yr Rainfall=3.57"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCADO 10.00-12 s/n 02822 © 2014 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 1132: By -Pass #2
Runoff = 10.80 cfs @ 12.00 hrs, Volume= 24,519 cf, Depth> 1.69"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr Durham 002 yr Rainfall=3.57"
Area (ac)
CN
Description
1.900
79
Woods, Fair, HSG D
0.040
98
Asphalt Path, HSG D
2.060
80
>75% Grass cover, Good, HSG D
4.000
80
Weighted Average
3.960
99.00% Pervious Area
0.040
1.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
5.8
100
0.0640
0.29
Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.60"
2.5
623
0.0677
4.19
Shallow Concentrated Flow, Shallow Conc.
Unpaved Kv= 16.1 fps
0.4
204
0.0540
8.70
69.61 Channel Flow, Channel Flow
Area= 8.0 sf Perim= 16.0' r= 0.50'
n= 0.025 Earth, clean & windinq
8.7 927 Total
0
11
F
1
Subcatchment 1132: By -Pass #2
Hydrograph
N
El
TypO424rhr�--1-�- -�-1-4-1
Durham 002yr Rainf611=1:3.57" 1
I�unlpffllArea 4.000 ac
Runo mfolume=24,519 cf
Runoff D-6pth>-1.69"
o �iq 7 1
T-c=8-.71mirt t- -1 - i
V —I
— — —I — r
I I
I I
I I
I
I I I
L
T.- —I — I7
I I
I I I
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Runoff

Courtyards at Farrington Type 1124-hr Durham 002 yr Rainfall=3.57"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCADO 10.00-12 s/n 02822 © 2014 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment P2A: Post -Developed
Runoff = 31.21 cfs @ 11.98 hrs, Volume= 69,365 cf, Depth> 2.42"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr Durham 002 yr Rainfall=3.57"
Area (ac)
CN
Description
0.200
79
Woods, Fair, HSG D
3.500
80
>75% Grass cover, Good, HSG D
3.900
98
Impervious
0.300
91
Gravel roads, HSG D
7.900
89
Weighted Average
4.000
50.63% Pervious Area
3.900
49.37% Impervious Area
Tc Length
Slope Velocity Capacity Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
7.1
Direct Entry, Direct From Pipe Calcs
Subcatchment P2A: Post -Developed
Hydrograph
34
32
3121 ors
1 -
1- I -1-
I
1 I I -
I- I -I
-1- I -1 - I - 1- -TTy-2�hr
30
28
---------------
1
1 1
1
1
----------------
1Ddrh�m1002-Yr Rairifalll=3.57"
26
-
1- 7 -1
- T
-1 - 7 - -
I- 7 - 1
- T -I - T r �T_ -a1 _- T -1 -a7�
ll�uj?o �re" =7fi90Q�c
1
1- _
1 _r
-1 r -
1- 1
_1 If _4
24
- -1-
_ -
I - t
-1 - -1 -
I- 7 - I
- f- Runof jVolume=fi9-,36rY c#
22
-4_
1- 4 -1-
-1 - -4 -
1- 4 - 1
- - -1 Runoff 'De'ptNr>2.42"
20
-
1- _L
1 T
L -
1- 7 - 1
- L -I - - - I- -
�c=�.11 mien
18
1
1 1
1
1
_0 16
---------------
_
I_ _
_
_I _ _
I_ _
---------
_ _ 1 CN=8-9
lL 14
12
10
1 7
1 T
—1 — 7-1—
I— 7— 1
- 7 —1 — T —I — 7
s
4
-
I-
-
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Runoff

Courtyards at Farrington Type 1124-hr Durham 002 yr Rainfall=3.57"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCAD® 10.00-12 s/n 02822 ©2014 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment P2113: Post Dev - Directly Connected Impervious
[49] Hint: Tc<2dt may require smaller dt
Runoff = 5.62 cfs @ 11.95 hrs, Volume= 13,313 cf, Depth> 3.33"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr Durham 002 yr Rainfall=3.57"
Area (ac) CN Description
1.100 98 Impervious
1.100 100.00% Impervious Area
Tc
min
5.0
Length Slope Velocity Capacity Description
(feet) (ft/ft) (ft/sec) (cfs)
Direct Entry, Direct From Pipe Calcs
Subcatchment P2113: Post Dev - Directly Connected Impervious
Hydrograph
I
L
I I I
- T- I
-T
I I I
I I I
I I I
I I I
I
I I I
I I I
I
I
I-
I I I I I I I I I I
1 1 Type III 24-hr
'6ur"m 1002 ylr-Wainfal1F==3.57'
kunoflf Area=11,10110 ac
Run off Mo lti m e= 43; 34 3-cf
R%nbff Depth>3.33"
I I I I I
+ _ 1 Tc= O+miI ln
RCN=9s
I I
-1--4-I-
11 I I n -- I I- I
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
� Runoff

Courtyards at Farrington Type 1124-hr Durham 002 yr Rainfall=3.57"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCAD® 10.00-12 s/n 02822 ©2014 HydroCAD Software Solutions LLC Page 10
Summary for Pond 2P: Pond #2
Inflow Area =
392,040 sf,
55.56% Impervious,
Inflow Depth > 2.53" for Durham 002 yr event
Inflow =
36.44 cfs @
11.98 hrs, Volume=
82,679 cf
Outflow =
17.02 cfs @
12.09 hrs, Volume=
60,857 cf, Atten= 53%, Lag= 6.7 min
Primary =
17.02 cfs @
12.09 hrs, Volume=
60,857 cf
Secondary =
0.00 cfs @
0.00 hrs, Volume=
0 cf
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 285.23' @ 12.09 hrs Surf.Area= 16,544 sf Storage= 35,929 cf
Plug -Flow detention time=158.6 min calculated for 60,857 cf (74% of inflow)
Center -of -Mass det. time= 66.0 min ( 861.1 - 795.0 )
Volume Invert
Avail.Storage Storage Description
#1 282.50'
85,820 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
282.50
8,417
0 0
283.00
11,103
4,880 4,880
284.00
13,524
12,314 17,194
285.00
16,288
14,906 32,100
286.00
17,386
16,837 48,937
287.00
18,442
17,914 66,851
288.00
19,497
18,970 85,820
Device Routing
Invert
Outlet Devices
#1 Primary
280.00'
30.0" Round Culvert
L= 243.7' RCP, groove end w/headwall, Ke= 0.200
Inlet / Outlet Invert= 280.00' / 278.00' S= 0.0082'/' Cc= 0.900
n= 0.013, Flow Area= 4.91 sf
#2 Device 1
282.50'
2.5" Vert. Orifice/Grate C= 0.600
#3 Device 1
284.30'
24.0" W x 10.0" H Vert. Orifice/Grate X 3.00 C= 0.600
#4 Device 1
286.00'
48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Secondary
287.50'
20.0' long x 10.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=16.89 cfs @ 12.09 hrs HW=285.23' (Free Discharge)
t-1=Culvert (Passes 16.89 cfs of 46.07 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.27 cfs @ 7.80 fps)
3=Orifice/Grate (Orifice Controls 16.62 cfs @ 3.32 fps)
4=Orifice/Grate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=282.50' (Free Discharge)
L5= Broad -Crested Rectangular Weir( Controls 0.00 cfs)

Courtyards at Farrington Type 1124-hr Durham 002 yr Rainfall=3.57"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCAD® 10.00-12 s/n 02822 ©2014 HydroCAD Software Solutions LLC Page 11
Pond 2P: Pond #2
Hydrograph
4 1 -4
1 �1 I
fi I I
I t� 1 I
T —I —I— T- T —I —
I— T T —1 36.a4
T —I —I— T- T —I
I— T T —1
L I _I _
I_ I J _
17 02 cfs
t 17.02 cN
T 1 1 F T 1
I
1 — T—
I I I I I I
I I I
— — — 1 1 -4 1 I
T0i
�Irt#'Ibpv �41�,e�= ,, �
1 1 Peat-E1v::'285 I23'
I I k- 4 1 I �--4 1 I �
1 I IS to ra g e =FM, 9 29- cif
—I —I— F T —1—I— T T — I — 1— T
—
I_I — II 1 —1—I_ I I — I — I_ I
_I_I 1_1_I_L-1_I_I_I
11I A I I
1 1 F T 11 T T 1 1 T
I I I I I I I I I I I
I I I I I I I I I
—I— 1— 4-
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
LInflow
wrydary

Courtyards at Farrington Type 1124-hr Durham 002 yr Rainfall=3.57"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCADO 10.00-12 s/n 02822 © 2014 HydroCAD Software Solutions LLC Page 12
Summary for Link 2L: Analysis Point #2
Inflow Area = 566,280 sf, 38.77% Impervious, Inflow Depth > 1.81" for Durham 002 yr event
Inflow = 25.92 cfs @ 12.05 hrs, Volume= 85,376 cf
Primary = 25.92 cfs @ 12.05 hrs, Volume= 85,376 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Link 2L: Analysis Point #2
Hydrograph
■ Inflow
❑ Primary
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Courtyards at Farrington Type 1124-hr Durham 010 yr Rainfall=5.15"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCADO 10.00-12 s/n 02822 © 2014 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment 1132: By -Pass #2
Runoff = 19.13 cfs @ 12.00 hrs, Volume= 43,831 cf, Depth> 3.02"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr Durham 010 yr Rainfall=5.15"
Area (ac)
CN
Description
1.900
79
Woods, Fair, HSG D
0.040
98
Asphalt Path, HSG D
2.060
80
>75% Grass cover, Good, HSG D
4.000
80
Weighted Average
3.960
99.00% Pervious Area
0.040
1.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
5.8
100
0.0640
0.29
Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.60"
2.5
623
0.0677
4.19
Shallow Concentrated Flow, Shallow Conc.
Unpaved Kv= 16.1 fps
0.4
204
0.0540
8.70
69.61 Channel Flow, Channel Flow
Area= 8.0 sf Perim= 16.0' r= 0.50'
n= 0.025 Earth, clean & windinq
8.7 927 Total
Subcatchment 1132: By -Pass #2
Hydrograph
21
- — 1— 4 — I — 4- —1 — - — 1— 4 —1— 4- —1—
4- —1
— - — 1—
-k —1—
4- —1 —
20
- — I— � —I — +- —1 — � — 1— -+ 19.13 cfs —
— —I
— — —
+ — I
— +_ —1 —
19
Typw1Fr24rhrr—l-r1-r-I
r-1-r-I-r
1817
Durharm _O1TO1yr Ifai-nfbff=3 45"I
I I
I
r r
16
�p� I I I I
UnAff-�IpaI ���
I I
I
I I
I I I
15
Runloff-Volurmer-438M'�cf
14
— — — — — -
- —
— — — — —
13
Runloff-l�pth>3 ��"
_I
_
I
I I I
12
1 1 I Lp�j L-1 1 1 —1
OOW
_L-1
LA I
I I
L-1 L
" 11
L�n��707
010
Tc=�74rMrf 4--1— 1-4-1
—1—
-4—I-4—I-4--1—�
LL 9
CI�TJB�t —I— t —I — — I— —
—I
— f — I—
t-
8
7
6
5
4
II
I
I
1
3
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Runoff

Courtyards at Farrington Type 1124-hr Durham 010 yr Rainfall=5.15"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCADO 10.00-12 s/n 02822 © 2014 HydroCAD Software Solutions LLC Page 14
Summary for Subcatchment P2A: Post -Developed
Runoff = 49.08 cfs @ 11.98 hrs, Volume= 112,158 cf, Depth> 3.91"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr Durham 010 yr Rainfall=5.15"
Area (ac)
CN
Description
0.200
79
Woods, Fair, HSG D
3.500
80
>75% Grass cover, Good, HSG D
3.900
98
Impervious
0.300
91
Gravel roads, HSG D
7.900
89
Weighted Average
4.000
50.63% Pervious Area
3.900
49.37% Impervious Area
Tc Length
Slope Velocity Capacity Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
7.1
Direct Entry, Direct From Pipe Calcs
Subcatchment P2A: Post -Developed
Hydrograph
50 1 49.08 cfs
Type II 24-hr
45 I 1 1 I I I I IDdrhAm1010 y1r Rainfall=5.15"
40 1 1 1 Runoff Area=7�9010 ac
Runoff Volume=19a-j5aaf
35 I I I I I I I I I I ��
_Runoff De�tti>.91_
30
1 1 1 1 1 Tc=�.11 mien
25 CN=89
LL —I— — — —I— —I— — — —1— —i- — 4- —1-
20
fi — I — t —1 — r 1 — I— fi — I — t —1 — — fi —1 —
15 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
10
r
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Runoff

Courtyards at Farrington Type 1124-hr Durham 010 yr Rainfall=5.15"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCADO 10.00-12 s/n 02822 © 2014 HydroCAD Software Solutions LLC Page 15
Summary for Subcatchment P2113: Post Dev - Directly Connected Impervious
[49] Hint: Tc<2dt may require smaller dt
Runoff = 8.15 cfs @ 11.95 hrs, Volume= 19,606 cf, Depth> 4.91"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr Durham 010 yr Rainfall=5.15"
Area (ac) CN Description
1.100 98 Impervious
1.100 100.00% Impervious Area
Tc
min
5.0
7
5 '
3
0
LL 4
u
Length Slope Velocity Capacity Description
(feet) (ft/ft) (ft/sec) (cfs)
Direct Entry, Direct From Pipe Calcs
Subcatchment P2113: Post Dev - Directly Connected Impervious
Hydrograph
� —
I I I I
I I I I I
I I I I I
L
I I I
I I I I I I
I I I I I I
I I I I I
I I I I I
I I I I I
I I I I I
— — 7 —I— —
I I I I I I
I I I I
I I I
I I I
—I — I— 7
I I I
I I I
1 1 Type II 24-hr
-'Dul h-Am 101-0 yr Rainfall=5.11V
Runoff AIrea=11,10110 �c
I I Runoff 1Volume=19,606 cf
1 I I I -PL nbff - De ptli?4.9-11-
1I I I I I I I
I 1 Tc=�.01 mien
I 1-C N=98
— I—
i
0 1 2 3 4 5 6 7 8 9 1'0 11 12 1'3 14 1'5 1'6 1'7 18 1'9 20 21 22 23 24
Time (hours)
■ Runoff

Courtyards at Farrington Type/1 24-hr Durham 010 yr Rainfall=5.15"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCAD® 10.00-12 s/n 02822 ©2014 HydroCAD Software Solutions LLC Page 16
Summary for Pond 2P: Pond #2
Inflow Area =
392,040 sf,
55.56% Impervious,
Inflow Depth > 4.03" for Durham 010 yr event
Inflow =
56.69 cfs @
11.98 hrs, Volume=
131,763 cf
Outflow =
29.18 cfs @
12.08 hrs, Volume=
109,530 cf, Atten= 49%, Lag= 6.2 min
Primary =
29.18 cfs @
12.08 hrs, Volume=
109,530 cf
Secondary =
0.00 cfs @
0.00 hrs, Volume=
0 cf
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 286.07' @ 12.08 hrs Surf.Area= 17,465 sf Storage= 50,237 cf
Plug -Flow detention time=123.9 min calculated for 109,302 cf (83% of inflow)
Center -of -Mass det. time= 52.1 min ( 835.3 - 783.2 )
Volume Invert
Avail.Storage Storage Description
#1 282.50'
85,820 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
282.50
8,417
0 0
283.00
11,103
4,880 4,880
284.00
13,524
12,314 17,194
285.00
16,288
14,906 32,100
286.00
17,386
16,837 48,937
287.00
18,442
17,914 66,851
288.00
19,497
18,970 85,820
Device Routing
Invert
Outlet Devices
#1 Primary
280.00'
30.0" Round Culvert
L= 243.7' RCP, groove end w/headwall, Ke= 0.200
Inlet / Outlet Invert= 280.00' / 278.00' S= 0.0082'/' Cc= 0.900
n= 0.013, Flow Area= 4.91 sf
#2 Device 1
282.50'
2.5" Vert. Orifice/Grate C= 0.600
#3 Device 1
284.30'
24.0" W x 10.0" H Vert. Orifice/Grate X 3.00 C= 0.600
#4 Device 1
286.00'
48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Secondary
287.50'
20.0' long x 10.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=28.85 cfs @ 12.08 hrs HW=286.06' (Free Discharge)
t-1=Culvert (Passes 28.85 cfs of 49.96 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.31 cfs @ 8.95 fps)
3=Orifice/Grate (Orifice Controls 27.79 cfs @ 5.56 fps)
4=Orifice/Grate (Weir Controls 0.76 cfs @ 0.80 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=282.50' (Free Discharge)
L5= Broad -Crested Rectangular Weir( Controls 0.00 cfs)

Courtyards at Farrington Type 1124-hr Durham 010 yr Rainfall=5.15"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCADO 10.00-12 s/n 02822 © 2014 HydroCAD Software Solutions LLC Page 17
Pond 2P: Pond #2
Hydrograph
it
I I
I I I I
I I I I I I
I I I I I I
4 1
1 -4 1
1— 1 56.ss crs
� 4 I w
Ilnilow' kpci=
60
1
1 1
1 1 1 1
1 1 1 1 1
a
1 1 Peak Ele1v�286107r'
55
i l
-------------
4 —1
— I — 4 —1 —
1— 4- -4 —1 — I
--------------
I —I C nI
—I — I — Storage:;,W,237-cf
50
�'
�'I
45
�I
40
i
T
7
T
7 T- T
35
i
' '
1
1 -4 1
1 2s.1scfs
1 1 —
i
29.18 ors
c 30
LL 25
T
T--T 1
T 7
20
' 'I
15
10
MRF
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Inflow
■ Outflow
■ Primary
■ Secondary

Courtyards at Farrington Type 1124-hr Durham 010 yr Rainfall=5.15"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCADO 10.00-12 s/n 02822 © 2014 HydroCAD Software Solutions LLC Page 18
Summary for Link 2L: Analysis Point #2
Inflow Area = 566,280 sf, 38.77% Impervious, Inflow Depth > 3.25" for Durham 010 yr event
Inflow = 45.87 cfs @ 12.03 hrs, Volume= 153,361 cf
Primary = 45.87 cfs @ 12.03 hrs, Volume= 153,361 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Link 2L: Analysis Point #2
Hydrograph
■ Inflow
❑ Primary
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Courtyards at Farrington Type 1124-hr Durham 100 yr Rainfall=7.58"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCAD® 10.00-12 s/n 02822 ©2014 HydroCAD Software Solutions LLC Page 19
Summary for Subcatchment 1132: By -Pass #2
Runoff = 32.39 cfs @ 12.00 hrs, Volume= 75,851 cf, Depth> 5.22"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr Durham 100 yr Rainfall=7.58"
Area (ac)
CN
Description
1.900
79
Woods, Fair, HSG D
0.040
98
Asphalt Path, HSG D
2.060
80
>75% Grass cover, Good, HSG D
4.000
80
Weighted Average
3.960
99.00% Pervious Area
0.040
1.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
5.8
100
0.0640
0.29
Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.60"
2.5
623
0.0677
4.19
Shallow Concentrated Flow, Shallow Conc.
Unpaved Kv= 16.1 fps
0.4
204
0.0540
8.70
69.61 Channel Flow, Channel Flow
Area= 8.0 sf Perim= 16.0' r= 0.50'
n= 0.025 Earth, clean & windinq
8.7 927 Total
Subcatchment 1132: By -Pass #2
Hydrograph
—
1—
I L —1
— r - —
,— —1— —
— — r —1 f 1 — 1— t I L 1 —
36
—
I—
1 L —I
—
—I— —
—I— +_ —1 - — 1 + I L 1 —
34
� —
1— 4
I —1
—
1 4 32.39 cfs
—1 — —1 - — I I L —I —
32
__Typieill24-hr
30
-—
1_ 1
1 L _1
— L J
1 1_ 1
—IDdrhbmL1OO-yrRahifaW=7.58"
28
I— 1
1 —I
— — 1
1 _ I
I _ _I _
Are4=4r001(Y4C
26
—
I— —I—
—I
— —
I— —1
1 —1 — 1—ullo 1
24
1 _
1_ _
1 _ 1 _1
_ 1 _
1_ _ 1
1 RunofflVolumer-75.851 cf
22
_
1_ 1 _
1 _ _1
1_ _
R n6ff Depth>S.2r
w 20
I
Figw Length=193 '
3 18
0
—
— —
— —
— —
— —
n
16
14
CN=�
P
12
—
I— rt —
I — _r —I
— I —
I—
- rt — I — T- —1 — r-
10
—
1— fi —I—
t —1
— 1 —
1— fi
— t —1 — r — 1— t —I— t —1 — r
8
—1—_+-1-4--1—
-1—I—_+—I
-I— —1— -i—I—+-1-4--1-
6
1 4
1 —1
—
1 4 — I
-' — —I -A — 1— 4 — I —1 —
4
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Runoff

Courtyards at Farrington Type 1124-hr Durham 100 yr Rainfall=7.58"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCADO 10.00-12 s/n 02822 © 2014 HydroCAD Software Solutions LLC Page 20
Summary for Subcatchment P2A: Post -Developed
Runoff = 76.28 cfs @ 11.98 hrs, Volume= 179,753 cf, Depth> 6.27"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr Durham 100 yr Rainfall=7.58"
Area (ac)
CN
Description
0.200
79
Woods, Fair, HSG D
3.500
80
>75% Grass cover, Good, HSG D
3.900
98
Impervious
0.300
91
Gravel roads, HSG D
7.900
89
Weighted Average
4.000
50.63% Pervious Area
3.900
49.37% Impervious Area
Tc Length
Slope Velocity Capacity Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
7.1
Direct Entry, Direct From Pipe Calcs
Subcatchment P2A: Post -Developed
Hydrograph
—
— —
— T
—1 — -1 —
I— —1— _r
—I— —1 — F_ -1 — — t —I— —1 —
85
--1---1-4--1
1——1-4--1-4--1—
--1——1-4--1—�
80
1
1
7628 cfs
1 1
75
1
1
1
1 1
1 1 1 1 Type ill 24-hr
70
_
1_ 1 _1_
1
_1 _ 1 _
1_ 1 _I
_1DLtrhAm1_1010_r_Rainfal 7.5&!'
65
I
I I
I I
I I I
—1
I I I
I —I —I —kunI fIVAIrea=7�I J91I 0-aI c
60
—
I— —
I
—
1
I-1
—1 — 1 1 —
1
1— 1 — 1
1
-Run-off Vo1u1we=179-753 of
55
-1
7
1
1 7-1
F 7 1
7 1 FRTUnbffTD4ptK>G.2r
._ 50
45
min
-4—
1— 4 —1
— 4-
—1 — --A—
1— 4 — 1
1 1 — -4 — I— — IC= .11
_0 40
J _
I— L _
I _ L
—1 _ L J _
I— L _ I
_ L -i — I— L —I — JCN=89
a 35
30
25
l
l
20
-
1 7
1—-
7-
F 7 1
—T—I- -—I—T I T 1 7
1510
1t——
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Runoff

Courtyards at Farrington Type 1124-hr Durham 100 yr Rainfall=7.58"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCADO 10.00-12 s/n 02822 © 2014 HydroCAD Software Solutions LLC Page 21
Summary for Subcatchment P2113: Post Dev - Directly Connected Impervious
[49] Hint: Tc<2dt may require smaller dt
Runoff = 12.03 cfs @ 11.95 hrs, Volume= 29,293 cf, Depth> 7.34"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr Durham 100 yr Rainfall=7.58"
Area (ac) CN Description
1.100 98 Impervious
1.100 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Direct From Pipe Calcs
Subcatchment P2113: Post Dev - Directly Connected Impervious
Hydrograph
13 ■Runoff
rt L—— rt 12.03 cfs fi rt L
12 1 -1 1 1 1 1 1 iType ill 24-hr
11 1Ddrh�m1100_Yr_Rairif_all1=_7r._58"
-1-1-7-1—r-1-7-1-1-7-1-1-7-1-12unoffk 1 1r1010ac
10 -1 I- L-I-L 1 LJ I- L-1 ——L 1 Ln I�' L 1 zL
9 1 1 1 1 1 1 1 1 1 1 1 1 RunoflVolumer-29,293 cf
$ 1 1 1 1 1 1 Runoff 1De1pth>7.34"
in -4 — 1— 4 — I — —1 — � — 1— 4 —I I 1 -4 — — — — 1 —
7 1 1 1 1 1 1 1 1 1 1 1 1 1' Ic=.01 m�1n
0 6 1 1 1 Cw=98
LL
+ —I—
4
3
1
2
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Courtyards at Farrington Type 1124-hr Durham 100 yr Rainfall=7.58"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCAD® 10.00-12 s/n 02822 ©2014 HydroCAD Software Solutions LLC Page 22
Summary for Pond 2P: Pond #2
Inflow Area =
392,040 sf,
55.56% Impervious,
Inflow Depth > 6.40" for Durham 100 yr event
Inflow =
86.65 cfs @
11.97 hrs, Volume=
209,046 cf
Outflow =
53.49 cfs @
12.06 hrs, Volume=
186,359 cf, Atten= 38%, Lag= 5.1 min
Primary =
53.49 cfs @
12.06 hrs, Volume=
186,359 cf
Secondary =
0.00 cfs @
0.00 hrs, Volume=
0 cf
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 286.87' @ 12.06 hrs Surf.Area= 18,307 sf Storage= 64,502 cf
Plug -Flow detention time= 99.7 min calculated for 186,359 cf (89% of inflow)
Center -of -Mass det. time= 45.4 min ( 817.2 - 771.8 )
Volume Invert
Avail.Storage Storage Description
#1 282.50'
85,820 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
282.50
8,417
0 0
283.00
11,103
4,880 4,880
284.00
13,524
12,314 17,194
285.00
16,288
14,906 32,100
286.00
17,386
16,837 48,937
287.00
18,442
17,914 66,851
288.00
19,497
18,970 85,820
Device Routing
Invert
Outlet Devices
#1 Primary
280.00'
30.0" Round Culvert
L= 243.7' RCP, groove end w/headwall, Ke= 0.200
Inlet / Outlet Invert= 280.00' / 278.00' S= 0.0082'/' Cc= 0.900
n= 0.013, Flow Area= 4.91 sf
#2 Device 1
282.50'
2.5" Vert. Orifice/Grate C= 0.600
#3 Device 1
284.30'
24.0" W x 10.0" H Vert. Orifice/Grate X 3.00 C= 0.600
#4 Device 1
286.00'
48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Secondary
287.50'
20.0' long x 10.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=53.41 cfs @ 12.06 hrs HW=286.85' (Free Discharge)
t-1=Culvert (Barrel Controls 53.41 cfs @ 10.88 fps)
2=Orifice/Grate (Passes < 0.34 cfs potential flow)
3=Orifice/Grate (Passes < 35.12 cfs potential flow)
4=Orifice/Grate (Passes < 41.12 cfs potential flow)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=282.50' (Free Discharge)
L5= Broad -Crested Rectangular Weir( Controls 0.00 cfs)

Courtyards at Farrington Type 1124-hr Durham 100 yr Rainfall=7.58"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCADO 10.00-12 s/n 02822 © 2014 HydroCAD Software Solutions LLC Page 23
N
3
0
M
I
Pond 2P: Pond #2
Hydrograph
+ 1 1 -4 1
1 1 I
rt 1 1 t- rt I
1 fi 1 86.65
T -1 - 1- >- 7 -1 -
1- T 7 -1 - I
1 _I _ 1_ L 1 _1 _
I
1_ L 1 _1 _ 1
I
53499 df
I I I I I I
I_ L 1 _1 _
I I I
I_ 11
1 I L L 1
I L L
4 1 11 -4 1
I
I I I I 4 1 I �
rt/� ....Ipp��I Q
fi
0
IMInflow
utflow
I10)NAr �`�1— `���4
Secondary
Peal EWV�48618T
I I _I _ I I I I I I
Store#-645G2:d
--L-L-1-I-1---1-I-L
--�4-1-1-
--1-1-4-
-I- F 7 -1-1-
7 7 -1 -1- 7
III I I
1_1_1_L-1_1_I_I
I I I II I
- -I- L 11
L A II L
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Courtyards at Farrington Type 1124-hr Durham 100 yr Rainfall=7.58"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCADO 10.00-12 s/n 02822 © 2014 HydroCAD Software Solutions LLC Page 24
Summary for Link 2L: Analysis Point #2
Inflow Area = 566,280 sf, 38.77% Impervious, Inflow Depth > 5.56" for Durham 100 yr event
Inflow = 86.13 cfs @ 12.02 hrs, Volume= 262,210 cf
Primary = 86.13 cfs @ 12.02 hrs, Volume= 262,210 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Link 2L: Analysis Point #2
Hydrograph
—1— t- —1 1— 4 — —
— I — + —I
1— -4 —1—
� —
— 4 —1
— -
-4 —1— —1 — 1— 4 —1— -
—1— + —1 —
— - —1—
4-
1— —I—
■Inflow
95
i
— — t —I — I— — —
— 86.13 crs
— —
❑ Primary
90
I- lnflowArear-55C>~,�
86.13cfs
85
i
t -I- t--1 - I- -t -I- t---i
-I-
- I -I-t-
-1 -1-fi
-1-
-1 - -
80
i
rt -I- 1 -I - I- rt -I- fi
rt -I-
fi - -
1- rt -1-
- - -
75
i
rt-1-fi-11rt1r
-rt1fi�1rt1-ram1-
70
rt —I— r —I — I— rt —I— t-rt
—I—
7-1 —
I— rt
—I—I— 1— —
65
i
-T I —T —I —I rt I r
—-
I T--
1 rt
——
1 F-155
60
-
50
0
45
40
35
30
i
25
20
15
i
10
5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

APPENDIX C
WATER QUALITY VOLUME
CALCULATIONS

Courtyards at Farrington - BMP #1 Wet Pond
Water Quality Volume
Drainage Area Data
A = 6.80 ac Drainage Area
Ai = 4.10 ac Impervious Area
Ap = 2.70 sf Remaning Pervious Area
%imp = 60.3 % Percent Impervious
CN = 83 Composite Runoff Curve Number
base on Ai CN of 98 and Ap CN of 70
First Flush - Simple Method
Rv=0.05+0.9*la
V=3630*Rd*Rv*A
la =
0.603
Rv =
0.593
Rd =
1 <-1 for first flush
A =
6.80
V =
14,629 cu ft

Courtyards at Farrington - BMP #2 Wet Pond
Water Quality Volume
Drainage Area Data
A =
9.00 ac Drainage Area
Ai =
5.30 ac Impervious Area
Ap =
3.70 sf Remaning Pervious Area
%imp =
58.9 % Percent Impervious
CN = 83 Composite Runoff Curve Number
base on Ai CN of 98 and Ap CN of 70
First Flush - Simple Method
Rv=0.05+0.9*la
V=3630*Rd*Rv*A
la =
0.589
Rv =
0.580
Rd =
1 <-1 for first flush
A =
9.00
V =
18,949 cu ft

Courtyards at Farrington Type 1124-hr Durham 001 yr Rainfall=3.00"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCAD® 10.00-12 s/n 02822 ©2014 HydroCAD Software Solutions LLC Page 1
Hydrograph for Pond 1 P: Pond #1
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
0.00
0.00
12
293.50
0.00
0.00
0.00
5.00
0.04
343
293.54
0.00
0.00
0.00
10.00
1.75
14,693
294.96
0.19
0.19
0.00
15.00
0.67
21,171
295.51
1.51
1.51
0.00
20.00
0.27
14,345
294.92
0.19
0.19
0.00
25.00
0.07
14,006
294.89
0.19
0.19
0.00
30.00
0.00
11,422
294.66
0.17
0.17
0.00
35.00
0.00
8,590
294.40
0.15
0.15
0.00
40.00
0.00
6,171
294.16
0.12
0.12
0.00
45.00
0.00
4,177
293.97
0.10
0.10
0.00
50.00
0.00
2,626
293.81
0.07
0.07
0.00
55.00
0.00
1,550
293.69
0.05
0.05
0.00
60.00
0.00
936
293.61
0.02
0.02
0.00
65.00
0.00
630
293.58
0.01
0.01
0.00
70.00
0.00
465
293.56
0.01
0.01
0.00
75.00
0.00
364
293.55
0.00
0.00
0.00
80.00
0.00
288
293.54
0.00
0.00
0.00
85.00
0.00
228
293.53
0.00
0.00
0.00
90.00
0.00
180
293.52
0.00
0.00
0.00
95.00
0.00
142
293.52
0.00
0.00
0.00
100.00
0.00
113
293.51
0.00
0.00
0.00
105.00
0.00
89
293.51
0.00
0.00
0.00
110.00
0.00
70
293.51
0.00
0.00
0.00
115.00
0.00
56
293.51
0.00
0.00
0.00
120.00
0.00
44
293.51
0.00
0.00
0.00
125.00
0.00
35
293.50
0.00
0.00
0.00
130.00
0.00
28
293.50
0.00
0.00
0.00
135.00
0.00
22
293.50
0.00
0.00
0.00
140.00
0.00
17
293.50
0.00
0.00
0.00
145.00
0.00
14
293.50
0.00
0.00
0.00
150.00
0.00
11
293.50
0.00
0.00
0.00
155.00
0.00
9
293.50
0.00
0.00
0.00
160.00
0.00
7
293.50
0.00
0.00
0.00
165.00
0.00
5
293.50
0.00
0.00
0.00
170.00
0.00
4
293.50
0.00
0.00
0.00
175.00
0.00
3
293.50
0.00
0.00
0.00
180.00
0.00
3
293.50
0.00
0.00
0.00

Courtyards at Farrington Type 1124-hr Durham 001 yr Rainfall=3.00"
Prepared by Advanced Civil Design, Inc. Printed 11/18/2022
HydroCAD® 10.00-12 s/n 02822 ©2014 HydroCAD Software Solutions LLC Page 1
Hydrograph for Pond 2P: Pond #2
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
0.00
0.00
12
282.50
0.00
0.00
0.00
5.00
0.04
358
282.54
0.00
0.00
0.00
10.00
2.26
19,174
284.14
0.20
0.20
0.00
15.00
0.89
24,721
284.53
2.33
2.33
0.00
20.00
0.36
13,434
283.71
0.17
0.17
0.00
25.00
0.09
14,300
283.78
0.18
0.18
0.00
30.00
0.00
12,039
283.60
0.16
0.16
0.00
35.00
0.00
9,261
283.38
0.14
0.14
0.00
40.00
0.00
6,846
283.17
0.12
0.12
0.00
45.00
0.00
4,810
282.99
0.10
0.10
0.00
50.00
0.00
3,171
282.84
0.08
0.08
0.00
55.00
0.00
1,959
282.72
0.06
0.06
0.00
60.00
0.00
1,195
282.64
0.03
0.03
0.00
65.00
0.00
788
282.59
0.02
0.02
0.00
70.00
0.00
570
282.57
0.01
0.01
0.00
75.00
0.00
443
282.55
0.01
0.01
0.00
80.00
0.00
355
282.54
0.00
0.00
0.00
85.00
0.00
285
282.53
0.00
0.00
0.00
90.00
0.00
229
282.53
0.00
0.00
0.00
95.00
0.00
183
282.52
0.00
0.00
0.00
100.00
0.00
147
282.52
0.00
0.00
0.00
105.00
0.00
118
282.51
0.00
0.00
0.00
110.00
0.00
95
282.51
0.00
0.00
0.00
115.00
0.00
76
282.51
0.00
0.00
0.00
120.00
0.00
61
282.51
0.00
0.00
0.00
125.00
0.00
49
282.51
0.00
0.00
0.00
130.00
0.00
39
282.50
0.00
0.00
0.00
135.00
0.00
31
282.50
0.00
0.00
0.00
140.00
0.00
25
282.50
0.00
0.00
0.00
145.00
0.00
20
282.50
0.00
0.00
0.00
150.00
0.00
16
282.50
0.00
0.00
0.00
155.00
0.00
13
282.50
0.00
0.00
0.00
160.00
0.00
10
282.50
0.00
0.00
0.00
165.00
0.00
8
282.50
0.00
0.00
0.00
170.00
0.00
7
282.50
0.00
0.00
0.00
175.00
0.00
5
282.50
0.00
0.00
0.00
180.00
0.00
4
282.50
0.00
0.00
0.00

APPENDIX D
BMP SIZING CALCULATIONS

Permit No.
(to be provided by DWQ)
OF WATER
NCDENR p r
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name Courtyards at Farrington
Contact person Jack R. Royal Jr., PE
Phone number 919-481-6290
Date 17-Nov-22
Drainage area number Northern Wet Pond - BMP #1
II. DESIGN INFORMATION
Site Characteristics
Drainage area
296,208 ft2
Impervious area, post -development
178,596 ft2
% impervious
60.29 %
Design rainfall depth
1.0 in
Storage Volume: Non -SA Waters
Minimum volume required
14,629 ft3
Volume provided
18,640 ftt3
OK, volume provided is equal to or in excess of volume required.
Storage Volume: SA Waters
1.5" runoff volume
ft3
Pre -development 1-yr, 24-hr runoff
ft3
Post -development 1-yr, 24-hr runoff
ft3
Minimum volume required
ft3
Volume provided
ft3
Peak Flow Calculations
Is the pre/post control of the 1 yr 24hr storm peak flow required?
Y (Y or N)
1-yr, 24-hr rainfall depth
3.0 in
Rational C, pre -development
(unitless)
Rational C, post -development
(unitless)
Rainfall intensity: 1-yr, 24-hr storm
in/hr
Pre -development 1-yr, 24-hr peak flow
ft3/sec
Post -development 1-yr, 24-hr peak flow
ft3/sec
Pre/Post 1-yr, 24-hr peak flow control
ft3/sec
Elevations
Temporary pool elevation
295.30 fmsl
Permanent pool elevation
293.50 fmsl
SHWT elevation (approx. at the perm. pool elevation)
293.50 fmsl
Top of 1 Oft vegetated shelf elevation
294.00 fmsl
Bottom of 1 Oft vegetated shelf elevation
293.00 fmsl
Sediment cleanout, top elevation (bottom of pond)
285.00 fmsl
Sediment cleanout, bottom elevation
284.00 fmsl
Sediment storage provided
1.00 ft
Is there additional volume stored above the state -required temp. pool?
Y (Y or N)
Elevation of the top of the additional volume
295.3 fmsl OK
Form SW401-Wet Detention Basin-Rev.9-4/18/12 Parts I. & II. Design Summary, Page 1 of 2

Permit No.
(to be provided by DWQ)
II. DESIGN INFORMATION
Surface Areas
Area, temporary pool
11,670 ft2
Area REQUIRED, permanent pool
7,139 ft2
SA/DA ratio
2.41 (unitless)
Area PROVIDED, permanent pool, Aperm_pool
7,576 ft2
OK
Area, bottom of 1 Oft vegetated shelf, Abot shelf
5,640 ft2
Area, sediment cleanout, top elevation (bottom of pond), Abot_pond
886 ft2
Volumes
Volume, temporary pool
18,640 ft 3
OK
Volume, permanent pool, Vperm_pool
24,690 ft 3
Volume, forebay (sum of forebays if more than one forebay)
4,872 ft 3
Forebay % of permanent pool volume
19.7% %
OK
SA/DA Table Data
Design TSS removal
90 %
Coastal SA/DA Table Used?
N
(Y or N)
Mountain/Piedmont SA/DA Table Used?
Y
(Y or N)
SA/DA ratio
2.41 (unitless)
Average depth (used in SA/DA table):
Calculation option 1 used? (See Figure 10-2b)
N
(Y or N)
Volume, permanent pool, Vperm_pool
24,690 ft3
Area provided, permanent pool, Aperm_pool
7,576 ft2
Average depth calculated
ft
Need 3 ft min.
Average depth used in SA/DA, da,, (Round to nearest 0.5ft)
ft
Calculation option 2 used? (See Figure 10-2b)
Y
(Y or N)
Area provided, permanent pool, Aperm_pool
7,576 ft2
Area, bottom of 1 Oft vegetated shelf, Abot shelf
5,640 ft2
Area, sediment cleanout, top elevation (bottom of pond), Abot-pond
886 ft2
"Depth" (distance b/w bottom of 1 Oft shelf and top of sediment)
8.00 ft
Average depth calculated
5.30 ft
OK
Average depth used in SA/DA, day, (Round to down to nearest 0.5ft)
5.5 ft
OK
Drawdown Calculations
Drawdown through orifice?
Y
(Y or N)
Diameter of orifice (if circular)
2.50 in
Area of orifice (if -non -circular)
in
Coefficient of discharge (CD)
0.60 (unitless)
Driving head (Ho)
0.53 ft
Drawdown through weir?
N
(Y or N)
Weir type
(unitless)
Coefficient of discharge (CW)
(unitless)
Length of weir (L)
ft
Driving head (H)
ft
Pre -development 1-yr, 24-hr peak flow
ft3/sec
Post -development 1-yr, 24-hr peak flow
ft3/sec
Storage volume discharge rate (through discharge orifice or weir)
ft3/sec
Storage volume drawdown time
2.30 days
OK, draws down in 2-5 days.
Additional Information
Vegetated side slopes
3 :1
OK
Vegetated shelf slope
10 :1
OK
Vegetated shelf width
10.0 ft
OK
Length of flowpath to width ratio
3 :1
OK
Length to width ratio
3.0 :1
OK
Trash rack for overflow & orifice?
Y
(Y or N)
OK
Freeboard provided
1.3 ft
OK
Vegetated filter provided?
N
(Y or N)
OK
Recorded drainage easement provided?
Y
(Y or N)
OK
Capures all runoff at ultimate build -out?
Y
(Y or N)
OK
Drain mechanism for maintenance or emergencies is:
pump
Form SW401-Wet Detention Basin-Rev.9-4/18/12 Parts I. & II. Design Summary, Page 2 of 2

Permit No.
(to be provided by DWQ)
OF WATER
NCDENR p r
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name Courtyards at Farrington
Contact person Jack R. Royal Jr., PE
Phone number 919-481-6290
Date 17-Nov-22
Drainage area number Southern Wet Pond - BMP #2
II. DESIGN INFORMATION
Site Characteristics
Drainage area
392,040 ft2
Impervious area, post -development
230,868 ft2
% impervious
58.89 %
Design rainfall depth
1.0 in
Storage Volume: Non -SA Waters
Minimum volume required
18,949 ft3
Volume provided
21,375 ftt3
OK, volume provided is equal to or in excess of volume required.
Storage Volume: SA Waters
1.5" runoff volume
ft3
Pre -development 1-yr, 24-hr runoff
ft3
Post -development 1-yr, 24-hr runoff
ft3
Minimum volume required
ft3
Volume provided
ft3
Peak Flow Calculations
Is the pre/post control of the 1 yr 24hr storm peak flow required?
Y (Y or N)
1-yr, 24-hr rainfall depth
3.0 in
Rational C, pre -development
(unitless)
Rational C, post -development
(unitless)
Rainfall intensity: 1-yr, 24-hr storm
in/hr
Pre -development 1-yr, 24-hr peak flow
ft3/sec
Post -development 1-yr, 24-hr peak flow
ft3/sec
Pre/Post 1-yr, 24-hr peak flow control
ft3/sec
Elevations
Temporary pool elevation
284.30 fmsl
Permanent pool elevation
282.50 fmsl
SHWT elevation (approx. at the perm. pool elevation)
282.50 fmsl
Top of 1 Oft vegetated shelf elevation
283.00 fmsl
Bottom of 1 Oft vegetated shelf elevation
282.00 fmsl
Sediment cleanout, top elevation (bottom of pond)
277.00 fmsl
Sediment cleanout, bottom elevation
276.00 fmsl
Sediment storage provided
1.00 ft
Is there additional volume stored above the state -required temp. pool?
Y (Y or N)
Elevation of the top of the additional volume
284.3 fmsl OK
Form SW401-Wet Detention Basin-Rev.9-4/18/12 Parts I. & II. Design Summary, Page 1 of 2

Permit No.
(to be provided by DWQ)
II. DESIGN INFORMATION
Surface Areas
Area, temporary pool
14,353 ft2
Area REQUIRED, permanent pool
7,841 ft2
SA/DA ratio
2.00 (unitless)
Area PROVIDED, permanent pool, Aperm_pool
8,417 ft2
OK
Area, bottom of 1 Oft vegetated shelf, Abot shelf
5,287 ft2
Area, sediment cleanout, top elevation (bottom of pond), Abot_pond
1,995 ft2
Volumes
Volume, temporary pool
21,375 ft 3
OK
Volume, permanent pool, Vperm_pool
22,023 ft 3
Volume, forebay (sum of forebays if more than one forebay)
4,371 ft 3
Forebay % of permanent pool volume
19.8% %
OK
SA/DA Table Data
Design TSS removal
85 %
Coastal SA/DA Table Used?
N
(Y or N)
Mountain/Piedmont SA/DA Table Used?
Y
(Y or N)
SA/DA ratio
2.00 (unitless)
Average depth (used in SA/DA table):
Calculation option 1 used? (See Figure 10-2b)
N
(Y or N)
Volume, permanent pool, Vperm_pool
22,023 ft3
Area provided, permanent pool, Aperm_pool
8,417 ft2
Average depth calculated
ft
Need 3 ft min.
Average depth used in SA/DA, da,, (Round to nearest 0.5ft)
ft
Calculation option 2 used? (See Figure 10-2b)
Y
(Y or N)
Area provided, permanent pool, Aperm_pool
8,417 ft2
Area, bottom of 1 Oft vegetated shelf, Abot shelf
5,287 ft2
Area, sediment cleanout, top elevation (bottom of pond), Abot-pond
1,995 ft2
"Depth" (distance b/w bottom of 1 Oft shelf and top of sediment)
5.00 ft
Average depth calculated
3.85 ft
OK
Average depth used in SA/DA, day, (Round to down to nearest 0.5ft)
4.0 ft
OK
Drawdown Calculations
Drawdown through orifice?
Y
(Y or N)
Diameter of orifice (if circular)
2.50 in
Area of orifice (if -non -circular)
in
Coefficient of discharge (CD)
0.60 (unitless)
Driving head (Ho)
0.53 ft
Drawdown through weir?
N
(Y or N)
Weir type
(unitless)
Coefficient of discharge (CW)
(unitless)
Length of weir (L)
ft
Driving head (H)
ft
Pre -development 1-yr, 24-hr peak flow
ft3/sec
Post -development 1-yr, 24-hr peak flow
ft3/sec
Storage volume discharge rate (through discharge orifice or weir)
ft3/sec
Storage volume drawdown time
2.50 days
OK, draws down in 2-5 days.
Additional Information
Vegetated side slopes
3 :1
OK
Vegetated shelf slope
10 :1
OK
Vegetated shelf width
10.0 ft
OK
Length of flowpath to width ratio
3 :1
OK
Length to width ratio
3.0 :1
OK
Trash rack for overflow & orifice?
Y
(Y or N)
OK
Freeboard provided
1.3 ft
OK
Vegetated filter provided?
Y
(Y or N)
OK
Recorded drainage easement provided?
Y
(Y or N)
OK
Capures all runoff at ultimate build -out?
Y
(Y or N)
OK
Drain mechanism for maintenance or emergencies is:
Partial gravity then pump
Form SW401-Wet Detention Basin-Rev.9-4/18/12 Parts I. & II. Design Summary, Page 2 of 2

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Water Quality Bypass #1 - 4-inch PVC
Circular
Diameter (ft) = 0.33
Invert Elev (ft) = 277.95
Slope (%) = 2.00
N-Value = 0.013
Calculations
Compute by: Known Q
Known Q (cfs) = 0.18
Elev (ft)
279.00
278.50
278.00
277.50
277.00
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Section
0 1 2
Friday, Nov 18 2022
= 0.21
= 0.180
= 0.06
= 3.13
= 0.61
= 0.24
= 0.32
= 0.36
Reach (ft)

APPENDIX E
STORM SEWER CALCULATIONS

ADVANCED
C i V i L D E 5 1 c N 10 Yr Design Storm n= 0.013
Storm Sewer Design Sheet
Project: Courtyards at Farrington Date: 10/28/2022
Job No.: 20-0014-27 Revised:
By: JRR Revised:
Revised:
Page: 1
Struc.
Struc.
Index
Sta.
Drainage Area
Time
Intensity
in/hr
Des Q
CFS
Length
ft.
n'
In
Slope%
Vel
Cap.
Flowing
Full
Status
Drop
Default 0.1 or
Match Tops
Out
In
TC
Cover
Trib Cumu1. C
Cumul
CA
Delta t
Min.
Sum t
Min.
14
DI
8+63.06
0.22
0.22
0.60
5.00
5.00
7.22
0.95
315.50
2.06
0.13
162.00
15
2.00%
7.45
9.14
OK
312.00
312.00
13
DI
7+01.06
0.23
0.45
0.60
0.36
5.36
7.13
1.92
312.27
2.07
0.27
111.00
15
2.00%
7.45
9.14
OK
308.66
308.76
12
DI
5+90.06
0.15
0.60
1 0.60
0.25
5.61
7.06
2.54
310.00
2.12
0.36
38.53
15
2.89%
8.96
10.99
OK
2.35
304.09
306.44
11
Cl
5+51.53
0.11
0.88
0.60
0.07
5.68
7.04
3.84
307.21
2.30
0.17
0.70
0.55
95.23
15
1.00%
5.27
6.46
OK
302.87
302.97
10
Cl
4+56.30
0.05
0.93
0.80
0.30
5.98
6.97
4.08
308.93
5.07
0.59
43.33
15
1.00%
5.28
6.48
OK
301.82
301.92
9
Cl
4+12.97
0.19
1.12
0.75
1 0.14
6.12
6.93
5.04
1
310.13
6.81
0.73
25.00
15
1.00%
5.27
6.46
OK
301.28
301.38
8
Cl
3+87.97
0.08
2.04
0.70
0.08
6.20
6.91
9.55
310.13
7.14
O.R4
0.71
1.38
45.25
18
1.00%
5.95
10.51
OK
300.78
301.03
7
Cl
3+42.72
0.20
2.24
0.80
0.13
6.33
6.88
1 10.61
310.43
7.85
1.54
25.00
1 24
1.00%
7.20
22.63
OK
299.83
300.33
6
Cl
3+17.72
0.20
2.44
0.80
0.06
6.38
6.87
11.69
310.43
8.10
1.70
45.25
24
1.00%
7.20
22.63
OK
299.48
299.58
5
Cl
2+72.47
0.00
2.44
1 0.00
0.10
6.49
6.84
11.64
308.81
7.03
1.70
100.50
24
1.00%
7.19
22.60
OK
298.93
299.03
4
Cl
1+71.97
0.09
3.52
0.70
0.23
6.72
6.79
16.68
307.04
6.36
0.99
0.70
2.46
90.50
24
1.00%
7.19
22.58
OK
297.83
297.93
3
Cl
0+81.47
0.07
5.78
0.70
0.21
6.93
6.74
27.74
305.16
5.48
?.19
0.74
4.12
25.00
24
2.11%
10.47
32.88
OK
296.83
296.93
2
Cl
0+56.47
1 0.07
6.10
0.70
0.04
6.97
6.73
29.21
305.16
6.11
0.25
0.70
4.34
56.47
24
3.03%
12.54
39.40
OK
0.59
295.71
296.30
1
HW
0+00.00
0.00
6.10
0.00
0.08
7.05
6.71
29.14
4.34
56.47
24
3.03%
12.54
39.40
OK
0.00
294.00
294.00
ST 1-14 11/18/20221:22 PM

ADVANCED
C I V I L D E S I G N 10 Yr Design Storm JI
Storm Sewer Check Sheet
Project: Courtyards at Farrington Date: 10/28/2022
Job No.: 20-0014-27 Revised:
By: JRR Revised:
Revised:
Struc.
Station
Sum CA
Sum t
Intensity
in/hr
Des Q
CFS
Pipe
Length
Pipe
Dia.
Des @
Slope %
Sf
%
Sf L
ft.
HGL
OR
0.8D
HW Elev
Crit Elev
14
863.06
0.13
5.00
7.22
0.95
309.80
/
313.00
313.00
315.50
162.00
15
2.000%
0.02%
0.04
13
701.06
0.27
5.36
7.13
1.92
307.54
/
309.76
309.76
312.27
111.00
15
2.000%
0.09%
0.10
12
590.06
0.36
5.61
7.06
2.54
304.03
/
307.44
307.44
310.00
38.53
15
2.894%
0.16%
0.06
11
551.53
0.55
5.68
7.04
3.84
303.26
/
303.97
303.97
306.71
95.23
15
1.000%
0.35%
0.34
10
456.30
0.59
5.98
6.97
4.08
302.55
/
302.92
302.92
308.43
43.33
15
1.004%
0.40%
0.17
9
412.97
0.73
6.12
6.93
5.04
302.18
/
302.38
302.38
309.63
25.00
15
1.000%
0.61 %
0.15
8
387.97
1.38
6.20
6.91
9.55
301.90
/
302.03
302.03
309.63
45.25
18
1.000%
0.83%
0.37
7
342.72
1.54
6.33
6.88
10.61
301.23
/
301.53
301.53
309.93
25.00
24
1.000%
0.22%
0.05
6
317.72
1.70
6.38
6.87
11.69
300.75
/
301.18
301.18
309.93
45.25
24
1.000%
0.27%
0.12
5
272.47
1.70
6.49
6.84
11.64
299.80
/
300.63
300.63
308.31
100.50
24
0.997%
0.26%
0.27
4
171.97
2.46
6.72
6.79
16.68
299.02
/
299.53
299.53
306.54
90.50
24
0.995%
0.54%
0.49
3
81.47
4.12
6.93
6.74
27.74
298.28
/
298.53
298.53
304.66
25.00
24
2.110%
1.50%
0.38
2
56.47
4.34
6.97
6.73
29.21
296.54
/
297.90
297.90
304.66
56.47
24
3.030%
1.67%
0.94
1
0.00
4.34
7.05
6.71
29.14
293.50
/
295.60
295.60
-
56.47
24
3.030%
1.66%
0.94
Page
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
ST 1-14 11/18/20221:23 PM

ADVANCED
I Yr Design Storm n= 0.013
StormDesign
Project:• • •10/28/2022
Job No.: 11
By: JRR Revised:
Revised:
Struc.
Struc.
Index
Sta.
Drainage Area
Time
Intensity
in/hr
Des Q
CFS
Length
Dia.
Slope%
Vel
Cap.
Flowing
Full
Status
Drop
Default 0.1 or
Match
Out
In
TC
Cover
C
Cumul
CA
Delta
Min.
Sum t
Min.
ST 2-16 11/18/20221:25 PM

Page
OK
OK
OK
ST 2-16 11/18/20221:25 PM

ADVANCED
C i v i c D E 5 1 C N 10 Yr Design Storm n= 0.013
Storm Sewer Design Sheet
Project: Courtyards at Farrington Date: 10/28/2022
Job No.: 20-0014-27 Revised:
By: JRR Revised:
Revised:
Page: 1
Struc.
Strua
Index
Sta.
Drainage Area
Time
Intensity
in/hr
Des Q
CFS
Length
ft.
n'
In
Slope%
Vel
Cap.
Flowing
Full
Status
Drop
Default 0.1 or
Match Tops
Out
In
TC
Cover
Trib Cumul. C
Cumul
CA
Delta t
Min.
Sum t
Min.
23
DI
6+09.40
0.29
0.29
0.60
5.00
5.00
7.22
1.26
307.12
1.42
0.17
131.65
15
1.00%
5.27
6.46
OK
304.26
304.26
22
DI
4+77.75
0.05
0.34
0.60
0.42
5.42
7.11
1.45
308.50
4.12
0.20
73.43
15
1.00%
5.27
6.46
OK
302.84
302.94
21
DI
4+04.32
0.09
1 0.43
1 0.60
0.23
5.65
7.05
1.82
306.50
2.95
0.26
180.07
15
1.00%
5.27
6.46
OK
302.01
302.11
20
DI
2+24.25
0.28
0.71
0.70
0.57
6.22
6.91
3.14
304.00
2.35
0.45
1
111.00
1 15
1.00%
1 5.27
6.46
OK
300.11
300.21
19
Cl
1+13.25
1 0.20
0.91
0.80
0.35
6.57
6.83
4.19
304.78
3.84
0.61
25.50
15
1.00%
5.26
6.45
OK
298.90
299.00
18
Cl
0+87.75
0.20
2.10
0.80
0.08
6.65
6.81
10.47
304.71
4.06
9
0.-
1.54
1
42.50
24
1.00%
7.19
22.59
OK
297.90
298.65
17
Cl
0+45.25
0.09
2.19
0.80
0.10
6.75
6.78
10.92
304.13
3.90
1.61
45.25
24
1.00%
7.20
22.63
OK
297.38
297.48
3
Cl
0+00.00
0.00
1 2.19
1 0.00
0.10
6.85
6.76
10.88
305.16
5.48
1.61
1
25.00
1_4
'_.II",,
10.47
32.88
OK
296.83
296.93
ST 3-23 11/18/20221:26 PM

ADVANCED
C I V I L D E S I G N 10 Yr Design Storm
Storm Sewer Check Sheet
Project: Courtyards at Farrington Date: 10/28/2022
Job No.: 20-0014-27 Revised:
By: JRR Revised:
I Revised:
Page 1
Struc.
Station
Sum CA
Sum t
Intensity
in/hr
Des Q
CFS
Pipe
Length
Pipe
Dia.
Des @
Slope %
Sf
%
Sf L
ft.
HGL
OR
0.8D
HW Elev
Crit Elev
23
609.40
0.17
5.00
7.22
1.26
303.99
/
305.26
305.26
307.12
131.65
15
1.000%
0.04%
0.05
OK
22
477.75
0.20
5.42
7.11
1.45
303.15
/
303.94
303.94
308.50
73.43
15
1.000%
0.05%
0.04
OK
21
404.32
0.26
5.65
7.05
1.82
301.35
/
303.11
303.11
306.50
180.07
15
1.000%
0.08%
0.14
OK
20
224.25
0.45
6.22
6.91
3.14
300.26
/
301.21
301.21
303.50
111.00
15
1.000%
0.24%
0.26
OK
19
113.25
0.61
6.57
6.83
4.19
299.76
/
300.00
300.00
304.28
25.50
15
0.996%
0.42%
0.11
OK
18
87.75
1.54
6.65
6.81
10.47
299.17
/
299.65
299.65
304.21
42.50
24
0.996%
0.21%
0.09
OK
17
45.25
1.61
6.75
6.78
10.92
298.64
/
299.08
299.08
303.63
45.25
24
1.000%
0.23%
0.11
OK
3
0.00
1.61
6.85
6.76
10.88
298.28
/
298.53
298.53
304.66
25.00
24
2.110%
0.23%
0.06
OK
ST 3-23 11/18/20221:26 PM

ADVANCED
C I V I L D e 5 1 c N 10 Yr Design Storm n= 0.013
Storm Sewer Design Sheet
Project: Courtyards at Farrington Date: 10/28/2022
Job No.: 20-0014-27 Revised:
By: JRR Revised:
Revised:
Page: 1
Struc.
Struc.
Index
Sta.
Drainage Area
Time
Intensity
in/hr
Des Q
CFS
Length
ft.
Dia.
In
Slope%
Vel
Cap.
Flowing
Full
Status
Drop
Default 0.1 or
Match Tops
Out
In
TC
Cover
Trib Cumul. C
Cumul
CA
Delta t
Min.
Sum t
Min.
29
DI
1+27.50
0.38
0.38
0.60
5.00
5.00
7.22
1.65
306.04
2.01
0.23
97.48
15
1.60%
6.65
8.16
OK
302.59
302.59
28
DI
0+30.02
0.27
0.65
0.60
0.24
524
7.16
2.79
304.50
2.02
0.39
30.02
15
1.60%
6.66
8.18
OK
300.94
301.04
4
Cl
0+00.00
0.00
1 0.65
1 0.00
0.08
5.32
7.14
2.78
307.04
4.64
0.39
90.50
24
1.00%
7.19
22.58
OK
2.63
297.83
300.46
ST 4-29 11/18/20221:27 PM

ADVANCED
C I V I L D E S I G N 10 Yr Design Storm JI
Storm Sewer Check Sheet
Project: Courtyards at Farrington Date: 10/28/2022
Job No.: 20-0014-27 Revised:
By: JRR Revised:
Revised:
Struc.
Station
Sum CA
Sum t
Intensity
in/hr
Des Q
CFS
Pipe
Length
Pipe
Dia.
Des @
Slope %
Sf
%
Sf L
ft.
HGL
OR
0.8D
HW Elev
Crit Elev
29
127.50
0.23
5.00
7.22
1.65
302.10
/
303.59
303.59
306.04
97.48
15
1.595%
0.07%
0.06
28
30.02
0.39
5.24
7.16
2.79
301.52
/
302.04
302.04
304.50
30.02
15
1.6001X,
0.19%
0.06
4
0.00
0.39
5.32
7.14
2.78
299.02
/
301.46
301.46
306.54
90.50
24
0.995%
0.02%
0.01
ST 4-29 11/18/20221:28 PM

II '
ADVANCED
C I V I L D E S I G N 10 Yr Design Storm n= 0.013
Storm Sewer Design Sheet
Project: Courtyards at Farrington Date: 10/28/2022
Job No.: 20-0014-27 Revised:
By: JRR Revised:
Revised:
Page: 1
Struc.
Struc.
Index
Sta.
Drainage Area
Time
Intensity
in/hr
Des Q
CFS
Length
ft.
Dia.
In
Slope%
Vel
Cap.
Flowing
Full
Status
Drop
Default 0.1 or
Match Tops
Out
In
TC
Cover
Trib Cumul. C
Cumul
CA
Delta t
Min.
Sum t
Min.
31
Cl
0+73.68
0.18
0.18
0.80
5.00
5.00
7.22
1.04
307.52
2.01
0.14
23.00
15
1.00%
5.27
6.46
OK
303.57
303.57
30
Cl
0+50.68
0.16
0.34
0.80
0.07
5.07
7.20
1.96
307.75
2.47
0.27
50.68
15
1.00%
5.27
6.46
OK
303.24
303.34
4
Cl
0+00.00
0.00
0.34
0.00
1 0.16
523
7.16
1.95
307.04
2.37
0.27
90.50
24
1.00%
7.19
22.58
OK
4.90
297.83
302.73
ST 4-31 11/18/20221:28 PM

ADVANCED
C I V I L D E S I G N 10 Yr Design Storm J1
Storm Sewer Check Sheet
Project: Courtyards at Farrington Date: 10/28/2022
Job No.: 20-0014-27 Revised:
By: JRR Revised:
Revised:
Page 1
Struc.
Station
Sum CA
Sum t
Intensity
in/hr
Des Q
CFS
Pipe
Length
Pipe
Dia.
Des @
Slope %
Sf
%
Sf L
ft.
HGL
OR
0.8D
HW Elev
Crit Elev
31
73.68
0.14
5.00
7.22
1.04
304.35
/
304.57
304.57
307.02
23.00
15
1.000%
0.03%
0.01
OK
30
50.68
0.27
5.07
7.20
1.96
303.78
/
304.34
304.34
307.25
50.68
15
1.000%
0.09%
0.05
OK
4
0.00
0.27
5.23
7.16
1.95
299.02
/
303.73
303.73
306.54
90.50
24
0.995%
0.01%
0.01
OK
ST 4-31 11/18/20221:28 PM

u-
ADVANCED
C I V I L D e 5 1 c N 10 Yr Design Storm n= 0.013
Storm Sewer Design Sheet
Project: Courtyards at Farrington Date: 10/28/2022
Job No.: 20-0014-27 Revised:
By: JRR Revised:
Revised:
Page: 1
Struc.
Struc.
Index
Sta.
Drainage Area
Time
Intensity
in/hr
Des Q
CFS
Length
ft.
Dia.
In
Slope%
Vel
Cap.
Flowing
Full
Status
Drop
Default 0.1 or
Match Tops
Out
In
TC
Cover
Trib Cumul. C
Cumul
CA
Delta t
Min.
Sum t
Min.
33
DI
1+17.50
0.18
0.18
0.60
5.00
5.00
7.22
0.78
311.00
1.52
0.11
27.00
15
1.00%
5.27
6.46
OK
308.04
308.04
32
Cl
0+90.50
0.11
0.84
0.70
0.09
5.09
7.20
4.30
312.08
2.37
0.55
0.75
0.60
90.50
15
2.20%
7.81
9.59
OK
307.67
307.77
8
Cl
0+00.00
0.00
1 0.84
1 0.00
0.19
5.28
7.15
4.27
310.13
2.51
0.60
45.25
8
1.00%
5.95
10.51
OK
4.90
300.78
305.68
ST 8-33 11/18/20221:29 PM

ADVANCED
C I V I L D E S I G N 10 Yr Design Storm J1
Storm Sewer Check Sheet
Project: Courtyards at Farrington Date: 10/28/2022
Job No.: 20-0014-27 Revised:
By: JRR Revised:
Revised:
Page 1
Struc.
Station
Sum CA
Sum t
Intensity
in/hr
Des Q
CFS
Pipe
Length
Pipe
Dia.
Des @
Slope %
Sf
%
Sf L
ft.
HGL
OR
0.8D
HW Elev
Crit Elev
33
117.50
0.11
5.00
7.22
0.78
308.77
/
309.04
309.04
311.00
27.00
15
1.000%
0.01 %
0.00
OK
32
90.50
0.60
5.09
7.20
4.30
307.08
/
308.77
308.77
311.58
90.50
15
2.200%
0.441%,
0.40
OK
8
0.00
0.60
5.28
7.15
4.27
301.90
/
306.68
306.68
309.63
45.25
18
1.000%
0.171%,
0.07
OK
ST 8-33 11/18/20221:29 PM

u-
ADVANCED
C I V I L D e 5 1 c N 10 Yr Design Storm n= 0.013
Storm Sewer Design Sheet
Project: Courtyards at Farrington Date: 10/28/2022
Job No.: 20-0014-27 Revised:
By: JRR Revised:
Revised:
Page: 1
Struc.
Struc.
Index
Sta.
Drainage Area
Time
Intensity
in/hr
Des Q
CFS
Length
ft.
Dia.
In
Slope%
Vel
Cap.
Flowing
Full
Status
Drop
Default 0.1 or
Match Tops
Out
In
TC
Cover
Trib Cumul. C
Cumul
CA
Delta t
Min.
Sum t
Min.
34
CI
0+25.00
0.17
0.17
0.70
5.00
5.00
7.22
0.86
307.20
2.14
0.12
25.00
15
1.00%
5.27
6.46
OK
303.12
303.12
11
Cl
0+00.00
0.00
0.17
0.00
0.08
5.08
7.20
0.86
307.20
2.39
0.12
95.23
15
1.00%
527
6.46
OK
0.00
302.87
302.87
ST 11-34 11/18/20221:30 PM

ADVANCED
C I V I L D E S I G N 10 Yr Design Storm J1
Storm Sewer Check Sheet
Project: Courtyards at Farrington Date: 10/28/2022
Job No.: 20-0014-27 Revised:
By: JRR Revised:
Revised:
Page 1
Struc.
Station
Sum CA
Sum t
Intensity
in/hr
Des Q
CFS
Pipe
Length
Pipe
Dia.
Des @
Slope %
Sf
%
Sf L
ft.
HGL
OR
0.8D
HW Elev
Crit Elev
34
25.00
0.12
5.00
7.22
0.86
303.87
/
304.12
304.12
306.70
25.00
15
1.000%
0.02%
0.00
OK
11
0.00
0.12
5.08
7.20
0.86
0.02
/
303.87
303.87
306.70
95.23
15
1.000%
0.02%
0.02
OK
ST 11-34 11/18/20221:30 PM

AStorm
a
ADVANCED
C I V I L D E S IG N 10 Yr Design Storm n= 0.013
Sewer Design Sheet
Project: Courtyards at Farrington Date: 10/28/2022
Job No.: 20-0014-27 Revised:
By: JRR Revised:
Revised:
Page: 1
Struc.
Struc.
Index
Sta.
Drainage Area
Time
Intensity
in/hr
Des Q
CFS
Length
ft.
Dia.
In
Slope%
Vel
Cap.
Flowing
Full
Status
Drop
Default 0.1 or
Match Tops
Out
In
IC
Cover
Trib Cumul. C
Cumul
CA
Delta t
Min.
Sum t
Min.
26
DI
2+79.11
0.14
0.14
0.60
5.00
5.00
7.22
0.61
307.50
1.30
0.08
44.74
15
1.00%
5.27
6.46
OK
304.76
304.76
25
Cl
2+34.37
0.06
0.38
0.80
0.14
5.14
7.18
1.98
308.11
1.86
0.18
0.80
1 0.28
1 131.32
15
1.62%
6.70
8.23
OK
304.21
304.31
24
Cl
1+03.05
0.21
0.99
0.80
0.33
5.47
7.10
5.42
306.13
2.11
0.40
0.80
0.76
103.05
15
1.46%
6.36
7.81
OK
301.98
302.08
18
Cl
0+00.00
0.00
0.99
0.00
0.27
5.74
7.03
5.37
304.71
2.29
0.76
1
42.50
24
1.00%
7.19
1 22.59
OK
2.58
297.90
300.48
ST 18-26 11/18/20221:30 PM

ADVANCED
C I V I L D E S I G N 10 Yr Design Storm J1
Storm Sewer Check Sheet
Project: Courtyards at Farrington Date: 10/28/2022
Job No.: 20-0014-27 Revised:
By: JRR Revised:
Revised:
Page 1
Struc.
Station
Sum CA
Sum t
Intensity
in/hr
Des Q
CFS
Pipe
Length
Pipe
Dia.
Des @
Slope %
Sf
%
Sf L
ft.
HGL
OR
0.8D
HW Elev
Crit Elev
26
279.11
0.08
5.00
7.22
0.61
305.31
/
305.76
305.76
307.50
44.74
15
1.000%
0.01 %
0.00
OK
25
234.37
0.28
5.14
7.18
1.98
303.20
/
305.31
305.31
307.61
131.32
15
1.620%
0.09%
0.12
OK
24
103.05
0.76
5.47
7.10
5.42
302.21
/
303.08
303.08
305.63
103.05
15
1.460%
0.71%
0.73
OK
18
0.00
0.76
5.74
7.03
5.37
299.17
/
301.48
301.48
304.21
42.50
24
0.996%
0.06%
0.02
OK
ST 18-26 11/18/20221:31 PM

ADVANCED
C I V I L D e 5 1 c N 10 Yr Design Storm n= 0.013
Storm Sewer Design Sheet
Project: Courtyards at Farrington Date: 10/28/2022
Job No.: 20-0014-27 Revised:
By: JRR Revised:
Revised:
Page: 1
Struc.
Struc.
Index
Sta.
Drainage Area
Time
Intensity
in/hr
Des Q
CFS
Length
ft.
In
hi
Slope%
Vel
Cap.
Flowing
Full
Status
Drop
Default 0.1 or
Match Tops
Out
In
TC
Cover
Trib Cumul. C
Cumul
CA
Delta t
Min.
Sum t
Min.
27
Cl
0+28.71
0.40
0.40
0.80
5.00
5.00
7.22
2.31
306.32
2.01
0.32
28.71
15
1.00%
5.27
6.46
OK
302.37
302.37
24
Cl
0+00.00
0.00
0.40
0.00
j
0.09
5.09
1 7.20
1 2.30
j
I
i
I
i
I
1
1 306.13
j 2.11
1
0.32
1
1
103.05
15
1.46%
6.36
7.81
OK
301.98
302.08
1
ST 24-27 11/18/20221:31 PM

ADVANCED
C I V I L D E S I G N 10 Yr Design Storm J1
Storm Sewer Check Sheet
Project: Courtyards at Farrington Date: 10/28/2022
Job No.: 20-0014-27 Revised:
By: JRR Revised:
Revised:
Page 1
Struc.
Station
Sum CA
Sum t
Intensity
in/hr
Des Q
CFS
Pipe
Length
Pipe
Dia.
Des @
Slope %
Sf
%
Sf L
ft.
HGL
OR
0.8D
HW Elev
Crit Elev
27
28.71
0.32
5.00
7.22
2.31
303.12
/
303.37
303.37
305.82
28.71
15
1.000%
0.13%
0.04
OK
24
0.00
0.32
5.09
7.20
2.30
302.21
/
303.08
303.08
305.63
103.05
15
1.460%
0.13%
0.13
OK
ST 24-27 11/18/20221:31 PM

u-
ADVANCED
C I V I L D e 5 1 c N 10 Yr Design Storm n= 0.013
Storm Sewer Design Sheet
Project: Courtyards at Farrington Date: 10/28/2022
Job No.: 20-0014-27 Revised:
By: JRR Revised:
Revised:
Page: 1
Struc.
Struc.
Index
Sta.
Drainage Area
Time
Intensity
in/hr
Des Q
CFS
Length
ft.
Dia.
In
Slope%
Vel
Cap.
Flowing
Full
Status
Drop
Default 0.1 or
Match Tops
Out
In
TC
Cover
Trib Cumul. C
Cumul
CA
Delta t
Min.
Sum t
Min.
25a
CI
0+33.49
0.18
0.18
0.80
5.00
5.00
7.22
1.04
308.41
1.66
0.14
33.49
15
1.50%
6.45
7.92
OK
304.81
304.81
25
Cl
0+00.00
0.00
0.18
0.00
0.09
5.09
7.20
1.04
308.11
1.86
0.14
131.32
15
1.62%
6.70
8.23
OK
304.21
304.31
ST 25-25a 11/18/20221:32 PM

ADVANCED
C I V I L D E S I G N 10 Yr Design Storm
Storm Sewer Check Sheet
Project: Courtyards at Farrington Date: 10/28/2022
Job No.: 20-0014-27 Revised:
By: JRR Revised:
Revised:
Page 1
Struc.
Station
Sum CA
Sum t
Intensity
in/hr
Des Q
CFS
Pipe
Length
Pipe
Dia.
Des @
Slope %
Sf
%
Sf L
ft.
HGL
OR
0.8D
HW Elev
Crit Elev
25a
33.49
0.14
5.00
7.22
1.04
305.32
/
305.81
305.81
307.91
33.49
15
1.500%
0.03%
0.01
OK
25
0.00
0.14
5.09
7.20
1.04
303.20
/
305.31
305.31
307.61
131.32
15
1.620%
0.03%
0.03
OK
ST 25-25a 11/18/20221:32 PM

u-
ADVANCED
C I V I L D e 5 1 c N 10 Yr Design Storm n= 0.013
Storm Sewer Design Sheet
Project: Courtyards at Farrington Date: 10/28/2022
Job No.: 20-0014-27 Revised:
By: JRR Revised:
Revised:
Page: 1
Struc.
Struc.
Index
Sta.
Drainage Area
Time
Intensity
in/hr
Des Q
CFS
Length
ft.
Dia.
In
Slope%
Vel
Cap.
Flowing
Full
Status
Drop
Default 0.1 or
Match Tops
Out
In
TC
Cover
Trib Cumul. C
Cumul
CA
Delta t
Min.
Sum t
Min.
32a
CI
0+26.56
0.55
0.55
0.75
5.00
5.00
7.22
2.98
312.27
2.16
0.41
26.56
15
1.50%
6.45
7.92
OK
308.17
308.17
32
Cl
0+00.00
0.00
0.55
0.00
0.07
5.07
7.20
2.97
312.08
2.37
0.41
90.50
15
2.20%
7.81
9.59
OK
307.67
307.77
ST 32-32a 11/18/20221:33 PM

ADVANCED
C I V I L D E S I G N 10 Yr Design Storm
Storm Sewer Check Sheet
Project: Courtyards at Farrington Date: 10/28/2022
Job No.: 20-0014-27 Revised:
By: JRR Revised:
Revised:
Page 1
Struc.
Station
Sum CA
Sum t
Intensity
in/hr
Des Q
CFS
Pipe
Lcngth
Pipe
Dia.
Des @
Slope %
Sf
%
Sf L
ft.
HGL
OR
0.8D
HW Elev
Crit Elev
32a
26.56
0.41
5.00
7.22
2.98
308.83
/
309.17
309.17
311.77
26.56
15
1.500%
0.21%
0.06
OK
32
0.00
0.41
5.07
7.20
2.97
307.08
/
308.77
308.77
311.58
90.50
15
2.200%
0.21 IN,
0.19
OK
ST 32-32a 11/18/20221:33 PM

u
ADVANCED
C i v i c D E 5 1 C N 10 Yr Design Storm n= 0.013
Storm Sewer Design Sheet
Project: Courtyards at Farrington Date: 10/28/2022
Job No.: 20-0014-27 Revised:
By: JRR Revised:
Revised:
Page: 1
Struc.
Strua
Index
Sta.
Drainage Area
Time
Intensity
in/hr
Des Q
CFS
Length
ft.
n'
In
Slope%
Vel
Cap.
Flowing
Full
Status
Drop
Default 0.1 or
Match Tops
Out
In
TC
Cover
Trib Cumul. C
Cumul
CA
Delta t
Min.
Sum t
Min.
43
DI
7+09.83
1.38
1.38
0.50
5.00
5.00
7.22
4.98
300.50
1.56
0.69
81.57
15
1.23%
5.84
7.17
OK
297.50
297.50
42
DI
6+28.26
0.13
1.51
0.60
0.23
5.23
7.16
5.50
299.50
1.56
0.77
106.05
15
1.32%
6.05
7.43
OK
296.40
296.50
41
DI
5+22.21
0.12
1 1.63
0.60
0.29
5.52
7.08
5.95
298.00
1.56
0.84
115.00
15
1.00%
5.27
6.46
OK
294.90
295.00
40
DI
1 4+07.21
0.18
1.81
0.60
0.36
5.89
1 6.99
6.63
1
297.00
1.79
0.95
122.68
18
1.00%
5.94
10.50
OK
293.50
293.75
39
Cl
2+84.53
1 0.45
2.26
0.80
0.34
6.23
6.91
9.03
296.59
2.10
1.31
25.43
18
1.00%
5.96
10.53
OK
292.18
292.28
38
Cl
2+59.10
0.33
2.59
0.80
0.07
6.30
6.89
10.83
1
296.60
1 2.47
1.57
1
116.13
24
1.10%
7.56
23.74
OK
2.52
289.40
291.92
37
Cl
1+42.97
0.26
3.06
0.60
0.26
6.56
6.83
12.95
298.36
7.49
O.SO
1.90
86.60
24
1.10%
7.56
23.74
OK
288.02
288.12
36
CI
0+56.37
0.09
9.44
1 0.70
1 0.19
6.75
6.78
41.34
1
1
1
299.56
9.74
?9
0.7V
6.10
56.37
24
4.44%
15.18
47.69
OK
2.07
285.00
287.07
35
HW
0+00.00
0.00
8.44
0.00
0.06
6.81
6.77
41.25
6.10
56.37
24
4.44%
15.18
47.69
OK
0.00
282.50
282.50
ST 35-43 11/18/20221:33 PM

ADVANCED
C I V I L D E S I G N 10 Yr Design Storm J1
Storm Sewer Check Sheet
Project: Courtyards at Farrington Date: 10/28/2022
Job No.: 20-0014-27 Revised:
By: JRR Revised:
Revised:
Page 1
Struc.
Station
Sum CA
Sum t
Intensity
in/hr
Des Q
CFS
Pipe
Length
Pipe
Dia.
Des @
Slope %
Sf
%
Sf L
ft.
HGL
OR
0.8D
HW Elev
Crit Elev
43
709.83
0.69
5.00
7.22
4.98
297.99
/
298.50
298.50
300.50
81.57
15
1.230%
0.60%
0.49
OK
42
628.26
0.77
5.23
7.16
5.50
296.77
/
297.50
297.50
299.50
106.05
15
1.320%
0.73%
0.77
OK
41
522.21
0.84
5.52
7.08
5.95
295.73
/
296.00
296.00
298.00
115.00
15
1.000%
0.85%
0.98
OK
40
407.21
0.95
5.89
6.99
6.63
293.97
/
294.75
294.75
297.00
122.68
18
0.998%
0.40%
0.49
OK
39
284.53
1.31
6.23
6.91
9.03
293.31
/
293.48
293.48
296.09
25.43
18
1.004%
0.74%
0.19
OK
38
259.10
1.57
6.30
6.89
10.83
289.99
/
293.12
293.12
296.10
116.13
24
1.100%
0.23%
0.27
OK
37
142.97
1.90
6.56
6.83
12.95
288.95
/
289.72
289.72
297.86
86.60
24
1.100%
0.33%
0.28
OK
36
56.37
6.10
6.75
6.78
41.34
285.98
/
288.67
288.67
299.06
56.37
24
4.440%
3.34%
1.88
OK
35
0.00
6.10
6.81
6.77
41.25
282.50
/
284.10
284.10
-
56.37
24
4.440%
3.33%
1.88
OK
P4
ST 35-43 11/18/20221:34 PM

AStorm
ADVANCED
C I V I L D E 5 1 C N 10 Yr Design Storm n= 0.013
Sewer Design Sheet
Project: Courtyards at Farrington Date: 10/28/2022
Job No.: 20-0014-27 Revised:
By: JRR Revised:
Revised:
Page: 1
Struc.
Struc.
Index
Sta.
Drainage Area
Time
Intensity
in/hr
Des Q
CFS
Length
ft.
DIn ia.
Slope%
Vet
Cap.
Flowing
Full
Status
Drop
Default 0.1 or
Match Tops
Out
In
TC
Cover
Trib Cumul. C
Cumul
CA
Delta t
Min.
Sum t
Min.
53
CI
6+01.42
0.56
0.56
0.80
5.00
5.00
7.22
3.24
307.55
1.72
0.45
25.00
15
1.00%
5.27
6.46
OK
303.89
303.89
52
CI
5+76.42
0.49
1.05
0.80
0.08
5.08
7.20
6.05
307.55
1.97
0.84
47.79
15
2.09%
7.61
9.34
OK
303.54
303.64
51
CI
5+28.63
0.00
1.49
0.00
0.10
5.18
7.17
8.55
306.48
1 1.98
0.80
1.19
97.00
18
1.89%
8.18
14.45
OK
302.29
302.54
50
CI
4+31.63
0.06
2.03
0.80
1
0.20
5.38
7.12
10.88
305.04
2.37
OA,S
0.60
1.53
90.50
18
1.26%
6.68
11.80
OK
300.36
300.46
49
CI
3+41.13
0.05
2.43
0.80
0.23
5.61
7.06
13.05
303.75
2.28
0.15
0.80
1.85
45.25
24
1.24%
8.02
25.20
OK
298.72
299.22
48
CI
2+95.88
1 0.61
3.04
0.80
0.09
5.70
7.04
16.44
303.56
2.65
2.34
25.00
24
1.24%
8.02
25.20
1 OK
298.06
298.16
47
CI
2+70.89
0.70
4.49
0.80
0.05
5.75
7.03
24.56
303.56
3.06
0.75
0.80
3.50
45.25
24
1.30%
8.21
25.81
OK
297.65
297.75
46
CI
2+25.63
0.11
4.60
0.80
0.09
5.85
7.00
25.10
302.47
2.66
3.58
1
79.53
24
1.30%
8.21
25.81
OK
296.96
297.06
45
CI
1+46.10
0.06
4.99
0.80
0.16
6.01
6.96
27.07
301.32
2.64
3.89
121.10
24
1.50%
8.82
27.72
OK
295.83
295.93
44
CI
0+25.00
0.31
5.29
0.80
0.23
6.24
6.91
28.56
299.56
2.80
4.14
25.00
24
1.65%
9.25
29.07
OK
293.91
294.01
36
Cl
0+00.00
0.00
5.29
0.00
0.05
6.28
6.90
28.52
299.56
3.31
4.14
56.37
24
4.4411 ,
15.18
47.69
OK
8.50
?S5.110
293.50
ST 36-53 11/18/20221:34 PM

ADVANCED
C I V I L D E S I G N 10 Yr Design Storm J1
Storm Sewer Check Sheet
Project: Courtyards at Farrington Date: 10/28/2022
Job No.: 20-0014-27 Revised:
By: JRR Revised:
Revised:
Page 1
Struc.
Station
Sum CA
Sum t
Intensity
in/hr
Des Q
CFS
Pipe
Length
Pipe
Dia.
Des @
Slope %
Sf
%
Sf L
ft.
HGL
OR
0.8D
HW Elev
Crit Elev
53
601.42
0.45
5.00
7.22
3.24
304.70
/
304.89
304.89
307.05
25.00
15
1.000%
0.25%
0.06
OK
52
576.42
0.84
5.08
7.20
6.05
303.96
/
304.64
304.64
307.05
47.79
15
2.090%
0.88%
0.42
OK
51
528.63
1.19
5.18
7.17
8.55
302.30
/
303.54
303.54
305.98
97.00
18
1.890%
0.66%
0.64
OK
50
431.63
1.53
5.38
7.12
10.88
301.39
/
301.66
301.66
304.54
90.50
18
1.260%
1.07%
0.97
OK
49
341.13
1.85
5.61
7.06
13.05
299.91
/
300.42
300.42
303.25
45.25
24
1.240%
0.33%
0.15
OK
48
295.88
2.34
5.70
7.04
16.44
299.48
/
299.76
299.76
303.06
25.00
24
1.240%
0.53%
0.13
OK
47
270.88
3.50
5.75
7.03
24.56
299.19
/
299.35
299.35
303.06
45.25
24
1.300%
1.18%
0.53
OK
46
225.63
3.58
5.85
7.00
25.10
298.51
/
298.66
298.66
301.97
79.53
24
1.300%
1.23%
0.98
OK
45
146.10
3.89
6.01
6.96
27.07
297.34
/
297.53
297.53
300.82
121.10
24
1.500%
1.43%
1.73
OK
44
25.00
4.14
6.24
6.91
28.56
295.50
/
295.61
295.61
299.06
25.00
24
1.650%
1.60%
0.40
OK
36
0.00
4.14
6.28
6.90
28.52
285.98
/
295.10
295.10
299.06
56.37
24
4.440%
1.59%
0.90
OK
ST 36-53 11/18/20221:34 PM

u-
ADVANCED
C I V I L D e 5 1 c N 10 Yr Design Storm n= 0.013
Storm Sewer Design Sheet
Project: Courtyards at Farrington Date: 10/28/2022
Job No.: 20-0014-27 Revised:
By: JRR Revised:
Revised:
Page: 1
Struc.
Struc.
Index
Sta.
Drainage Area
Time
Intensity
in/hr
Des Q
CFS
Length
ft.
Dia.
In
Slope%
Vel
Cap.
Flowing
Full
Status
Drop
Default 0.1 or
Match Tops
Out
In
TC
Cover
Trib Cumul. C
Cumul
CA
Delta t
Min.
Sum t
Min.
37a
CI
0+31.30
0.21
0.21
0.80
5.00
5.00
7.22
1.21
298.11
1.78
0.17
31.30
15
1.20%
5.77
7.08
OK
294.39
294.39
37
Cl
0+00.00
0.00
0.21
0.00
0.09
5.09
720
1.21
298.36
2.41
0.17
86.60
24
1.10%
7.56
23.74
OK
5.99
288.02
294.01
ST 37-37a 11/18/20221:37 PM

ADVANCED
C I V I L D E S I G N 10 Yr Design Storm J1
Storm Sewer Check Sheet
Project: Courtyards at Farrington Date: 10/28/2022
Job No.: 20-0014-27 Revised:
By: JRR Revised:
Revised:
Page 1
Struc.
Station
Sum CA
Sum t
Intensity
in/hr
Des Q
CFS
Pipe
Length
Pipe
Dia.
Des @
Slope %
Sf
%
Sf L
ft.
HGL
OR
0.8D
HW Elev
Crit Elev
37a
31.30
0.17
5.00
7.22
1.21
295.02
/
295.39
295.39
297.61
31.30
15
1.200%
0.04%
0.01
OK
37
0.00
0.17
5.09
7.20
1.21
288.95
/
295.01
295.01
297.86
86.60
24
1.100%
0.00%
0.00
OK
ST 37-37a 11/18/20221:37 PM

u-
ADVANCED
C I V I L D e 5 1 c N 10 Yr Design Storm n= 0.013
Storm Sewer Design Sheet
Project: Courtyards at Farrington Date: 10/28/2022
Job No.: 20-0014-27 Revised:
By: JRR Revised:
Revised:
Page: 1
Struc.
Struc.
Index
Sta.
Drainage Area
Time
Intensity
in/hr
Des Q
CFS
Length
ft.
Dia.
In
Slope%
Vel
Cap.
Flowing
Full
Status
Drop
Default 0.1 or
Match Tops
Out
In
TC
Cover
Trib Cumul. C
Cumul
CA
Delta t
Min.
Sum t
Min.
45a
CI
0+28.21
0.32
0.32
0.80
5.00
5.00
7.22
1.85
301.50
1.95
0.26
28.21
15
1.00%
5.27
6.46
OK
297.61
297.61
45
Cl
0+00.00
0.00
0.32
0.00
0.09
5.09
7.20
1.84
301.32
2.05
0.26
121.10
24
1.50%
8.82
27.72
OK
1.50
295.83
297.33
ST 45-45a 11/18/20221:39 PM

ADVANCED
C I V I L D E S I G N 10 Yr Design Storm
Storm Sewer Check Sheet
Project: Courtyards at Farrington Date: 10/28/2022
Job No.: 20-0014-27 Revised:
By: JRR Revised:
Revised:
Page 1
Struc.
Station
Sum CA
Sum t
Intensity
in/hr
Des Q
CFS
Pipe
Length
Pipe
Dia.
Des @
Slope %
Sf
%
Sf L
ft.
HGL
OR
0.8D
HW Elev
Crit Elev
45a
28.21
0.26
5.00
7.22
1.85
298.35
/
298.61
298.61
301.00
28.21
15
1.000%
0.08%
0.02
OK
45
0.00
0.26
5.09
7.20
1.84
297.34
/
298.33
298.33
300.82
121.10
24
1.500%
0.01'V
0.01
OK
ST 45-45a 11/18/20221:39 PM

II '
ADVANCED
C I V I L D E S IG N 10 Yr Design Storm n= 0.013
Storm Sewer Design Sheet
Project: Courtyards at Farrington Date: 10/28/2022
Job No.: 20-0014-27 Revised:
By: JRR Revised:
Revised:
Page: 1
Struc.
Struc.
Index
Sta.
Drainage Area
Time
Intensity
in/hr
Des Q
CFS
Length
ft.
Dia.
In
Slope%
Vel
Cap.
Flowing
Full
Status
Drop
Default 0.1 or
Match Tops
Out
In
TC
Cover
Trib Cumul. C
Cumul
CA
Delta t
Min.
Sum t
Min.
47b
Cl
1+70.00
0.32
0.32
0.80
5.00
5.00
7.22
1.85
309.04
0.26
25.00
15
1.00%
5.27
6.46
OK
305.13
305.13
47a
Cl
1+45.00
0.43
0.75
0.80
0.08
5.08
7.20
4.32
309.04
2.22
0.60
145.00
15
4.40%
11.05
13.56
OK
304.78
304.88
47
Cl
0+00.00
0.00
0.75
0.00
1 0.22
5.30
7.14
4.29
303.56
3.16
0.60
45.25
24
1.30%
8.21
25.81
OK
297.65
298.40
ST 47-47b 11/18/20221:40 PM

ADVANCED
C I V I L D E S I G N 10 Yr Design Storm J1
Storm Sewer Check Sheet
Project: Courtyards at Farrington Date: 10/28/2022
Job No.: 20-0014-27 Revised:
By: JRR Revised:
Revised:
Page 1
Struc.
Station
Sum CA
Sum t
Intensity
in/hr
Des Q
CFS
Pipe
Length
Pipe
Dia.
Des @
Slope %
Sf
%
Sf L
ft.
HGL
OR
0.8D
HW Elev
Crit Elev
47b
170.00
0.26
5.00
7.22
1.85
305.90
/
306.13
306.13
308.54
25.00
15
1.000%
0.08%
0.02
OK
47a
145.00
0.60
5.08
7.20
4.32
300.05
/
305.88
305.88
308.54
145.00
15
4.400%
0.45'%,
0.65
OK
47
0.00
0.60
5.30
7.14
4.29
299.19
/
299.40
299.40
303.06
45.25
24
1.300%
0.04'%,
0.02
OK
ST 47-47b 11/18/20221:40 PM

ADVANCED
C I V I L D e 5 1 c N 10 Yr Design Storm n= 0.013
Storm Sewer Design Sheet
Project: Courtyards at Farrington Date: 10/28/2022
Job No.: 20-0014-27 Revised:
By: JRR Revised:
Revised:
Page: 1
Struc.
Strut.
Index
Sta.
Drainage Area
Time
Intensity
in/hr
Des Q
CFS
Length
ft.
hi
In
Slope%
Vel
Cap.
Flowing
Full
Status
Drop
Default 0.1 or
Match Tops
Out
In
TC
Cover
Trib Cumul. C
Cumul
CA
Delta t
Min.
Sum t
Min.
54
Cl
0+29.15
0.35
0.35
0.80
5.00
5.00
7.22
2.02
303.96
1.76
0.28
29.15
15
1.00%
5.27
6.46
OK
300.26
300.26
49
Cl
0+00.00
0.00
0.35
0.00
0.09
5.09
7.20
2.02
303.75
1.84
0.28
1
1
45.25
24
1.24%
8.02
2520
OK
125
298.72
299.97
ST 49-54 11/18/20221:40 PM

ADVANCED
C I V I L D E S I G N 10 Yr Design Storm
Storm Sewer Check Sheet
Project: Courtyards at Farrington Date: 10/28/2022
Job No.: 20-0014-27 Revised:
By: JRR Revised:
Revised:
Page 1
Struc.
Station
Sum CA
Sum t
Intensity
in/hr
Des Q
CFS
Pipe
Length
Pipe
Dia.
Des @
Slope %
Sf
%
Sf L
ft.
HGL
OR
0.8D
HW Elev
Crit Elev
54
29.15
0.28
5.00
7.22
2.02
301.00
/
301.26
301.26
303.46
29.15
15
1.000%
0.10%
0.03
OK
49
0.00
0.28
5.09
7.20
2.02
299.91
/
300.97
300.97
303.25
45.25
24
1.240%
0.01'V
0.00
OK
ST 49-54 11/18/20221:41 PM

II '
ADVANCED
C I V I L D E S I G N 10 Yr Design Storm n= 0.013
Storm Sewer Design Sheet
Project: Courtyards at Farrington Date: 10/28/2022
Job No.: 20-0014-27 Revised:
By: JRR Revised:
Revised:
Page: 1
Struc.
Struc.
Index
Sta.
Drainage Area
Time
Intensity
in/hr
Des Q
CFS
Length
ft.
Dia.
In
Slope%
Vel
Cap.
Flowing
Full
Status
Drop
Default 0.1 or
Match Tops
Out
In
TC
Cover
Trib Cumul. C
Cumul
CA
Delta t
Min.
Sum t
Min.
56
DI
1+27.00
0.36
0.36
0.60
5.00
5.00
7.22
1.56
306.00
1.51
0.22
103.00
15
1.94%
7.34
9.00
OK
303.05
303.05
55
DI
0+24.00
0.28
0.64
0.60
0.23
5.23
7.16
2.75
304.00
1.51
0.38
24.00
15
1.42%
6.28
7.70
OK
300.95
301.05
50
Cl
0+00.00
0.00
0.64
0.00
0.06
5.30
7.14
2.74
305.04
2.97
0.38
90.50
18
1.26%
6.68
11.80
OK
300.36
300.61
ST 50-56 11/18/20221:43 PM

ADVANCED
C I V I L D E S I G N 10 Yr Design Storm J1
Storm Sewer Check Sheet
Project: Courtyards at Farrington Date: 10/28/2022
Job No.: 20-0014-27 Revised:
By: JRR Revised:
Revised:
Page 1
Struc.
Station
Sum CA
Sum t
Intensity
in/hr
Des Q
CFS
Pipe
Length
Pipe
Dia.
Des @
Slope %
Sf
%
Sf L
ft.
HGL
OR
0.8D
HW Elev
Crit Elev
56
127.00
0.22
5.00
7.22
1.56
302.11
/
304.05
304.05
306.00
103.00
15
1.940%
0.06%
0.06
OK
55
24.00
0.38
5.23
7.16
2.75
301.65
/
302.05
302.05
304.00
24.00
15
1.420%
0.18%
0.04
OK
50
0.00
0.38
5.30
7.14
2.74
0.06
/
301.61
301.61
304.54
90.50
18
1.260%
0.07%
0.06
OK
ST 50-56 11/18/20221:43 PM

ADVANCED
C I V I L D e 5 1 c N 10 Yr Design Storm n= 0.013
Storm Sewer Design Sheet
Project: Courtyards at Farrington Date: 10/28/2022
Job No.: 20-0014-27 Revised:
By: JRR Revised:
Revised:
Page: 1
Struc.
Strut.
Index
Sta.
Drainage Area
Time
Intensity
in/hr
Des Q
CFS
Length
ft.
hi
In
Slope%
Vel
Cap.
Flowing
Full
Status
Drop
Default 0.1 or
Match Tops
Out
In
TC
Cover
Trib Cumul. C
Cumul
CA
Delta t
Min.
Sum t
Min.
51a
Cl
0+25.00
0.44
0.44
0.80
5.00
5.00
7.22
2.54
306.43
1.70
0.35
25.00
15
1.00%
5.27
6.46
OK
302.79
302.79
51
Cl
0+00.00
0.00
0.44
0.00
0.08
5.08
7.20
2.53
306.43
1.93
0.35
1
1
97.00
18
1.89%
8.18
14.45
OK
302.29
302.54
ST 51-51a 11/18/20221:43 PM

ADVANCED
C I V I L D E S I G N 10 Yr Design Storm J1
Storm Sewer Check Sheet
Project: Courtyards at Farrington Date: 10/28/2022
Job No.: 20-0014-27 Revised:
By: JRR Revised:
Revised:
Page 1
Struc.
Station
Sum CA
Sum t
Intensity
in/hr
Des Q
CFS
Pipe
Length
Pipe
Dia.
Des @
Slope %
Sf
%
Sf L
ft.
HGL
OR
0.8D
HW Elev
Crit Elev
51a
25.00
0.35
5.00
7.22
2.54
303.58
/
303.79
303.79
305.93
25.00
15
1.000%
0.15%
0.04
OK
51
0.00
0.35
5.08
7.20
2.53
302.30
/
303.54
303.54
305.93
97.00
18
1.890%
0.06%
0.06
OK
ST 51-51a 11/18/20221:43 PM

ADVANCED
C I V I L D e 5 1 c N 10 Yr Design Storm n= 0.013
Storm Sewer Design Sheet
Project: Courtyards at Farrington Date: 10/28/2022
Job No.: 20-0014-27 Revised:
By: JRR Revised:
Revised:
Page: 1
Struc.
Struc.
Index
Sta.
Drainage Area
Time
Intensity
in/hr
Des Q
CFS
Length
ft.
Dia.
In
Slope%
Vel
Cap.
Flowing
Full
Status
Drop
Default 0.1 or
Match Tops
Out
In
TC
Cover
Trib Cumul. C
Cumul
CA
Delta t
Min.
Sum t
Min.
59
DI
2+25.99
0.00
0.00
0.00
5.00
5.00
7.22
0.00
304.88
2.51
0.00
180.74
15
1.81%
7.09
8.69
OK
300.93
300.93
58
DI
0+45.25
0.00
0.00
0.00
0.43
5.43
7.11
0.00
301.61
2.51
0.00
45.25
15
2.00%
7.45
9.14
OK
14.26
283.40
297.66
57
HW
0+00.00
0.00
1 0.00
1 0.00
0.10
5.53
7.08
0.00
-
0.00
45.25
15
2.00%
7.45
9.14
OK
0.00
282.50
282.50
ST 57-59 11/18/20221:44 PM

ADVANCED
C I V I L D E S I G N 10 Yr Design Storm J1
Storm Sewer Check Sheet
Project: Courtyards at Farrington Date: 10/28/2022
Job No.: 20-0014-27 Revised:
By: JRR Revised:
Revised:
Page 1
Struc.
Station
Sum CA
Sum t
Intensity
in/hr
Des Q
CFS
Pipe
Length
Pipe
Dia.
Des @
Slope %
Sf
%
Sf L
ft.
HGL
OR
0.8D
HW Elev
Crit Elev
59
225.99
0.00
5.00
7.22
0.00
298.66
/
301.93
301.93
304.88
180.74
15
1.810%
0.00%
0.00
OK
58
45.25
0.00
5.43
7.11
0.00
283.50
/
298.66
298.66
301.61
45.25
15
1.999%
0.00%
0.00
OK
57
0.00
0.00
5.53
7.08
0.00
282.50
/
283.50
283.50
-
45.25
15
1.999%
0.00%
0.00
OK
ST 57-59 11/18/20221:44 PM

ADVANCED
C i v i c D E 5 1 C N 10 Yr Design Storm n= 0.013
Storm Sewer Design Sheet
Project: Courtyards at Farrington Date: 10/28/2022
Job No.: 20-0014-27 Revised:
By: JRR Revised:
Revised:
Page: 1
Struc.
Struc.
Index
Sta.
Drainage Area
Time
Intensity
in/hr
Des Q
CFS
Length
ft.
n'
In
Slope%
Vel
Cap.
Flowing
Full
Status
Drop
Default 0.1 or
Match Tops
Out
In
TC
Cover
Trib Cumul. C
Cumul
CA
Delta t
Min.
Sum t
Min.
66
EP
8+92.76
0.24
0.24
0.50
5.00
5.00
7.22
0.87
-
-
0.12
57.30
15
4.90%
11.66
14.31
OK
317.50
317.50
65
Cl
8+35.46
0.00
0.24
0.00
0.08
5.08
7.20
0.86
319.19
256
0.12
186.18
15
2.63%
8.54
10.48
OK
314.59
314.69
64
Cl
6+49.28
0.24
0.48
1 0.70
0.36
5.45
7.11
2.05
314.20
2.57
0.29
201.85
15
2.95%
9.05
11.10
OK
309.59
309.69
63
Cl
4+47.43
0.24
0.72
0.70
0.37
5.82
7.01
3.20
1
308.14
256
0.46
200.00
15
2.67%
8.61
10.56
OK
303.54
303.64
62
Cl
2+47.43
0.28
1.00
0.70
0.39
6.20
6.91
4.51
302.70
2.56
0.65
176.61
15
1.02%
5.32
6.53
OK
298.10
298.20
61
Cl
0+70.82
1 0.27
1.27
0.70
0.55
6.76
6.78
5.70
258
0.84
70.82
15
3.09%
9.26
11.36
OK
296.20
296.30
60
HW
0+00.00
0.00
1.27
0.00
0.13
6.89
6.75
5.68
M300.82
0.84
70.82
15
3.09%
9.26
11.36
OK
0.00
294.01
294.01
ST 60-66 11/18/20221:44 PM

ADVANCED
C I V I L D E S I G N 10 Yr Design Storm J1
Storm Sewer Check Sheet
Project: Courtyards at Farrington Date: 10/28/2022
Job No.: 20-0014-27 Revised:
By: JRR Revised:
Revised:
Page 1
Struc.
Station
Sum CA
Sum t
Intensity
in/hr
Des Q
CFS
Pipe
Length
Pipe
Dia.
Des @
Slope %
Sf
%
Sf L
ft.
HGL
OR
0.8D
HW Elev
Crit Elev
66
892.76
0.12
5.00
7.22
0.87
315.70
/
318.50
318.50
-
57.30
15
4.900%
0.02%
0.01
OK
65
835.46
0.12
5.08
7.20
0.86
310.72
/
315.69
315.69
318.69
186.18
15
2.630%
0.02%
0.03
OK
64
649.28
0.29
5.45
7.11
2.05
304.84
/
310.69
310.69
313.70
201.85
15
2.950%
0.10%
0.20
OK
63
447.43
0.46
5.82
7.01
3.20
299.69
/
304.64
304.64
307.64
200.00
15
2.670%
0.25%
0.49
OK
62
247.43
0.65
6.20
6.91
4.51
298.16
/
299.20
299.20
302.20
176.61
15
1.020%
0.49%
0.86
OK
61
70.82
0.84
6.76
6.78
5.70
295.56
/
297.30
297.30
300.32
70.82
15
3.090%
0.78%
0.55
OK
60
0.00
0.84
6.89
6.75
5.68
294.01
/
295.01
295.01
-
70.82
15
3.090%
0.77%
0.55
OK
r4
ST 60-66 11/18/20221:45 PM

APPENDIX F
GUTTER SPREAD CALCULATIONS

Roadway Gutter Spread Calculations / Inlet Spacing Calculations
Eei2,tter Discharge
Inlet Freauencv
Date 18-Nov-22 Plan # Road Culp Hill Drive
By: 1RR Sheet 1 Allowable Spread = 7.5'
Inlet Discharge
No.
Station
Drainage
Area
(Ac.)
Runoff
Coeff.
Time
of
tc
(min)
Rainfall
Intensity
(in/hr)
•
K�
Slope, SL
(ft/ft)
Slope, Sw
(ft/ft)
Flow
(ft3/sec)
Gutter
(ft3/sec)
Depth,
(ft)
Gutter Width,
(ft)
Spread,
(ft)
Flow, •
(ft3/sec)
• b
(ft3/sec)
pass/fail
High Pt
13+21
0.00
0
10
4
0.00
0.019
0.021
0.00
0.00
0.00
2.0
0.00
0.00
COMB
0.00
0.00
n/a
7
12+46
0.20
0.75
10
4
0.60
0.019
0.021
0.00
0.60
0.10
2.0
5.02
0.40
COMB
0.49
0.11
pass
High Pt
13+21
0.00
0
10
4
0.00
0.019
0.021
0.00
0.00
0.00
2.0
0.00
0.00
COMB
0.00
0.00
n/a
6
12+46
0.20
0.75
10
4
0.60
0.019
0.021
0.00
0.60
0.10
2.0
4.99
0.40
COMB
0.49
0.11
pass
High Pt
13+21
0.00
0.00
10
4
0.00
0.020
0.021
0.00
0.00
0.00
2.0
0.00
0.00
COMB
0.00
0.00
n/a
52
15+42
0.49
0.75
10
4
1.47
0.020
0.021
0.00
1.47
0.15
2.0
6.94
0.29
COMB
1.01
0.46
pass
High Pt 12+02 0.00 0.00 10 4 0.00 0.019 0.021 0.00 0.00 0.00 2.0 0.00 0.00 COMB 0.00 0.00 n/a
10 11+61 0.05 0.80 10 4 0.16 0.019 0.021 0.29 0.45 0.09 2.0 4.48 0.45 COMB 0.39 0.06 pass
High Pt 12+02 0.00 0.00 10 4 0.00 0.019 0.021 0.00 0.00 0.00 2.0 0.00 0.00 COMB 0.00 0.00 n/a
34 10+65 0.17 0.70 10 4 0.48 0.019 0.021 0.00 0.48 0.10 2.0 4.57 0.44 COMB 0.41 0.07 pass
0:\20-0014-27NC\EXCEL\STORMWATER\Gutter Spread Calcs (Farrington)

Roadway Gutter Spread Calculations / Inlet Spacing Calculations
Gutter Discharge
Inlet Design Frequency
Date 18-Nov-22
By: JRR
Plan #
Sheet
Road Street 1
Allowable Spread = 7.5'
Inlet Discharge
No.
Station
Drainage
(Ac.)
Runoff
Coeff.
Time
of
tc
(min)
Rainfall
Intensity
(in/hr)
•
K�
Slope, S,
(ft/ft)
Slope, Sw
(ft/ft)
Flow
(ft3/sec)
Gutter
(ft3/sec)
Depth,Area
(ft)
Gutter Width,
(ft)
Spread,
(ft)
Flow, •
(ft3/sec)
Flow, • b
(ft3/sec)
pass/fail
High Pt
10+00
0.00
0
10
4
0.00
0.026
0.021
0
0.00
0.00
2.0
0.00
0.00
COMB
0.00
0.00
n/a
32
13+01
0.11
0.70
10
4
0.31
0.026
0.021
0.00
0.31
0.08
2.0
3.68
0.54
COMB
0.28
0.03
pass
High Pt
10+00
0.00
0.00
10
4
0.00
0.026
0.021
0
0.00
0.00
2.0
0.00
0.00
COMB
0.00
0.00
n/a
32a
12+92
0.55
0.75
10
4
1.65
0.026
0.021
0.00
1.65
0.14
2.0
6.90
0.29
COMB
1.11
0.54
pass
9
13+91
0.19
0.75
10
4
0.57
0.026
0.021
0.54
1.11
0.12
2.0
5.94
0.34
COMB
0.82
0.29
pass
High Pt
14+36
0.00
0.00
10
4
0.00
0.020
0.021
0
0.00
0.00
2.0
0.00
0.00
COMB
0.00
0.00
n/a
5
14+80
0.00
0.00
10
4
0.00
0.018
0.021
0.11
0.11
0.06
2.0
2.64
0.76
COMB
0.10
0.00
pass
4
1581
0.090
0.70
10
4
0.25
0.018
0.021
0.00
0.25
0.08
2.0
3.67
0.55
COMB
0.23
0.02
pass
3
16+71
0.07
0.70
10
4
0.20
0.018
0.021
0.02
0.21
0.07
2.0
3.44
0.58
COMB
0.20
0.01
pass
High Pt
14+36
0.00
0.00
10
4
0.00
0.018
0.021
0
0.00
0.00
2.0
0.00
0.00
COMB
0.00
0.00
n/a
2
16+71
0.23
0.70
10
4
0.64
0.018
0.021
0.00
0.64
0.11
2.0
5.20
0.38
COMB
0.52
0.12
pass
15
17+60
0.06
0.70
10
4
0.17
0.054
0.021
0.12
0.29
0.07
2.0
3.12
0.64
COMB
0.27
0.01
pass
High Pt
17+16
0.00
0.00
10
4
0.00
0.018
0.021
0
0.00
0.00
2.0
0.00
0.00
COMB
0.00
0.00
n/a
16
17+60
0.19
0.80
10
4
0.61
0.054
0.021
0.25
0.86
0.10
2.0
4.69
0.43
COMB
0.69
0.16
pass
0:\20-0014-27NC\EXCEL\STORMWATER\Gutter Spread Calcs (Farrington)

Date 18-Nov-22 Plan # Road
Roadway Gutter Spread Calculations / Inlet Spacing Calculations By: JRR Sheet 3
Gutter Discharge
Inlet Design Frequency
Street 2
Allowable Spread = 7.5'
Inlet Discharge
No.
Station
Drainage
Area
(Ac.)
Runoff
Coeff.
Time
of
tc
(min)
Rainfall
Intensity
(in/hr)
Q=CIA /
K�
Long.
Slope, SL
(ft/ft)
Cross
Slope,
(ft/ft)
Prev. Bypass
Flow
(ft'/sec)
Total
Gutter
(ft'/sec)
(ft)
Gutter Width,
(ft)
Spread,
(ft)
Flow, Qj
(ft'/sec)
Flow, Q,
(ft'/sec)
pass/fail
High Pt
19+08
0.00
0
10
4
0.00
0.014
0.021
0
0.00
0.00
2.0
0.00
0.00
COMB
0.00
0.00
n/a
25a
19+79
0.18
0.75
10
4
0.54
0.014
0.021
0.00
0.54
0.11
2.0
5.10
0.39
COMB
0.45
0.09
pass
27
21+31
0.40
0.75
10
4
1.20
0.014
0.021
0.09
1.29
0.15
2.0
7.07
0.28
COMB
0.91
0.38
pass
19
22+43
0.20
0.75
10
4
0.60
0.014
0.021
0.38
0.98
0.13
2.0
6.38
0.31
COMB
0.73
0.25
pass
High Pt
19+08
0.00
0.00
10
4
0.00
0.014
0.021
0
0.00
0.00
2.0
0.00
0.00
COMB
0.00
0.00
n/a
25
20+01
0.06
0.75
10
4
0.18
0.014
0.021
0
0.18
0.07
2.0
3.38
0.00
COMB
0.09
0.09
pass
24
21+45
0.21
0.75
10
4
0.63
0.014
0.021
0.09
0.72
0.12
2.0
5.69
0.35
COMB
0.57
0.15
pass
18
22+48
0.20
0.75
10
4
0.60
0.014
0.021
0.15
0.75
0.12
2.0
5.77
0.35
COMB
0.59
0.16
pass
High Pt
19+08
0.00
0.00
10
4
0.00
0.014
0.021
0
0.00
0.00
2.0
0.00
0.00
COMB
0.00
0.00
n/a
51
17+03
0.00
0.00
10
4
0.00
0.014
0.021
0.46
0.46
0.10
2.0
4.77
0.42
COMB
0.39
0.07
pass
50
16+02
0.06
0.70
10
4
0.17
0.014
0.021
0.07
0.23
0.08
2.0
3.71
0.54
COMB
0.22
0.02
pass
49
1512
0.05
0.70
10
4
0.14
0.014
0.021
0.02
0.16
0.07
2.0
3.18
0.63
COMB
0.15
0.01
pass
High Pt
19+08
0.00
0.00
10
4
0.00
0.014
0.021
0
0.00
0.00
2.0
0.00
0.00
COMB
0.00
0.00
n/a
51a
16+99
0.44
0.75
10
4
1.32
0.014
0.021
0.00
1.32
0.15
2.0
7.08
0.28
COMB
0.93
0.39
pass
54
15+27
0.35
0.75
10
4
1.05
0.014
0.021
0.39
1.44
0.15
2.0
7.32
0.27
COMB
0.99
0.45
pass
45a
13+55
0.32
0.75
10
4
0.96
0.014
0.021
0.45
1.41
0.15
2.0
7.26
0.28
COMB
0.98
0.44
pass
36
12+19
0.09
0.75
10
4
0.27
0.014
0.021
0.39
0.66
0.11
2.0
5.47
0.37
COMB
0.53
0.13
pass
37
11+30
0.13
0.75
10
4
0.39
0.014
0.021
0.13
0.52
0.10
2.0
4.99
0.40
COMB
0.44
0.08
pass
38
10+13
0.33
0.80
10
4
1.06
0.014
0.021
0.08
1.14
0.14
2.0
6.70
0.30
COMB
0.83
0.31
pass
High Pt
14+67
0.00
0.00
10
4
0.00
0.014
0.021
0
0.00
0.00
2.0
0.00
0.00
COMB
0.00
0.00
n/a
46
14+23
0.11
0.80
10
4
0.35
0.014
0.021
0.30
0.65
0.11
2.0
5.44
0.37
COMB
0.53
0.13
pass
45
13+42
0.06
0.70
10
4
0.17
0.014
0.021
0.13
0.29
0.08
2.0
4.03
0.50
COMB
0.27
0.03
pass
44
12+19
0.31
0.75
10
4
0.93
0.014
0.021
0.03
0.96
0.13
2.0
6.28
0.32
COMB
0.72
0.24
pass
37a
11+18
0.21
0.75
10
4
0.63
0.014
0.021
0.24
0.87
0.13
2.0
6.05
0.33
COMB
0.66
0.20
pass
39
10+12
0.24
0.75
10
4
0.72
0.014
0.021
0.24
0.96
0.13
2.0
6.28
0.32
COMB
0.72
0.24
pass
0:\20-0014-27NC\EXCEL\STORMWATER\Gutter Spread Calcs (Farrington)

Date
Roadway Gutter Spread Calculations / Inlet Spacing Calculations By:
Gutter Discharge
Inlet Design Frequency
18-Nov-22 Plan # Road Street 3
1RR Sheet 4 Allowable Spread = 7.5'
Inlet Discharge
No.
Station
Drainage
Area
(Ac.)
Runoff
Coeff.
Time
of
tc
(min)
Rainfall
Intensity
(in/hr)
Q=CIA /
Ku
Long.
Slope, SL
(ft/ft)
Cross
Slope, Sw
(ft/ft)
Prev. Bypass
Flow
(ft'/sec)
Total
Gutter
(ft3/sec)
Depth, d
(ft)
Grate, or
Gutter Width,
(ft)
Calculated
Spread,
(ft)
W/T
Inlet Type
Intercept
Flow, •
(ft3/sec)
Bypass
Flow, • b
(ft3/sec)
Comment,
pass/fail
High Pt
10+28
0.00
0
10
4
0.00
0.043
0.021
0
0.00
0.00
2.0
0.00
0.00
COMB
0.00
0.00
n/a
47a
11+94
0.43
0.75
10
4
1.29
0.043
0.021
0.00
1.29
0.12
2.0
5.71
0.35
COMB
0.94
0.35
pass
47
11+94
0.28
0.75
10
4
0.84
0.043
0.021
0.35
1.19
0.12
2.0
5.53
0.36
COMB
0.88
0.30
pass
High Pt
10+28
0.00
0
10
4
0.00
0.043
0.021
0
0.00
0.00
2.0
0.00
0.00
COMB
0.00
0.00
n/a
47b
11+94
0.32
0.75
10
4
0.96
0.043
0.021
0.00
0.96
0.11
2.0
5.11
0.39
COMB
0.75
0.21
pass
0:\20-0014-27NC\EXCEL\STORMWATER\Gutter Spread Calcs (Farrington)

Date
Roadway Gutter Spread Calculations / Inlet Spacing Calculations By:
Gutter Discharge
Inlet Design Frequency
18-Nov-22 Plan # Road Farrington Rd
1RR Sheet 4 Allowable Spread = 7.5'
Inlet Discharge
No.
Station
Drainage
Area
(Ac.)
Runoff
Coeff.
Time
of
tc
(min)
Rainfall
Intensity
(in/hr)
Q=CIA /
Ku
Long.
Slope, SL
(ft/ft)
Cross
Slope, Sw
(ft/ft)
Prev. Bypass
Flow
(ft'/sec)
Total
Gutter
(ft3/sec)
Depth, d
(ft)
Grate, or
Gutter Width,
(ft)
Calculated
Spread,
(ft)
W/T
Inlet Type
Intercept
Flow, •
(ft3/sec)
Bypass
Flow, • b
(ft3/sec)
Comment,
pass/fail
High Pt
48+00
0.00
0
10
4
0.00
0.022
0.021
0
0.00
0.00
2.0
0.00
0.00
COMB
0.00
0.00
n/a
65
49+07
0.00
0.00
10
4
0.00
0.017
0.021
0.00
0.00
0.00
2.0
0.00
0.00
COMB
0.00
0.00
pass
64
50+93
0.24
0.70
10
4
0.67
0.029
0.021
0.00
0.67
0.10
2.0
4.82
0.42
COMB
0.55
0.12
pass
63
52+95
0.24
0.70
10
4
0.67
0.034
0.021
0.12
0.79
0.10
2.0
4.97
0.40
COMB
0.63
0.16
pass
High Pt
53+47
0.00
0
10
4
0.00
0.022
0.021
0
0.00
0.00
2.0
0.00
0.00
COMB
0.00
0.00
n/a
62
54+95
0.28
0.70
10
4
0.78
0.020
0.021
0.07
0.85
0.12
2.0
5.64
0.35
COMB
0.61
0.25
pass
61
56+72
0.27
0.70
10
4
0.76
0.010
0.021
0.25
1.00
0.14
2.0
6.83
0.29
COMB
0.75
0.26
pass
0:\20-0014-27NC\EXCEL\STORMWATER\Gutter Spread Calcs (Farrington)

(ft)
1
Date 18-Nov-22 Plan #
By: JRR Sheet 6
(ft) I (ft)
3 5
Roadway Gutter Spread Calculations / Sag Point Calculations
Ca 10 Grate Discharge (Weir)
I (Ac.) I (in./hr) I (cfs) I (cfs) I (cfs) (ft)
61 56+72 0.27 4 0.81 1.06 2
Sag Inlet I Curb Opening Discharge (Weir)
Road Farrington Rd
Inlet Discharge
(ft) I (ft/ft) I (ft/ft) I (ft) I (ft) I (cfs) I
7.5 0.042 0.021 0.20 0.16 0.93
Total Inlet Discharge Req'd Discharge
61 56+72 0.27 4 0.81 0.25 1.06 2 3 6.6 0.20 0.16 0.94
1.87
1.06
O:\20-0014-27NC\EXCEL\STORMWATER\Gutter Spread Calcs (Farrington)

1
3
Date 18-Nov-22 Plan #
By: JRR Sheet 6
5
'Sag Point Calculations
53 15+42 0.56 4 1.68 0.00 1.68 2
Sag Inlet I Curb Opening Discharge (Weir)
Road Culp Hill Drive
Inlet Discharge
7.5 0.042 0.020 0.19 0.15 0.88
Total Inlet Discharge Req'd Discharge
53 15+42 0.56 4 1.68 0.00 1.68 2 3 6.6 0.19 0.15 0.89
1.77
1.68
O:\20-0014-27NC\EXCEL\STORMWATER\Gutter Spread Calcs (Farrington)

11 10+65 0.11 4 0.31
Sag Inlet I Curb Opening Dig
' Sa,g Point Calculations
0.53 2 1
3
Date 18-Nov-22 Plan #
By: JRR Sheet 6
5
Road Culp Hill Dr
Inlet Discharge
7.5 0.042 0.020 0.19 0.15 0.88
Total Inlet Discharge Req'd Discharge
11 10+65 0.11 4 0.31 0.22 0.53 2 3 6.6 0.19 0.15 0.89
1.77
0.53
O:\20-0014-27NC\EXCEL\STORMWATER\Gutter Spread Calcs (Farrington)

8 13+91 0.08 4 0.22
Sag Inlet I Curb Opening Dig
' Sa,g Point Calculations
0.36 2 1
3
Date 18-Nov-22 Plan #
By: JRR Sheet 6
5
Road Street 1
Inlet Discharge
7.5 0.042 0.020 0.19 0.15 0.88
Total Inlet Discharge Req'd Discharge
8 13+91 0.08 4 0.22 0.13 0.36 2 3 6.6 0.19 0.15 0.89
1.77
0.36
O:\20-0014-27NC\EXCEL\STORMWATER\Gutter Spread Calcs (Farrington)

17 22+90 0.09 4 0.27
Sag Inlet I Curb Opening Dig
' Sa,g Point Calculations
0.44 2 1
3
Date 18-Nov-22 Plan #
By: JRR Sheet 6
5
Road Street 2
Inlet Discharge
7.5 0.042 0.020 0.19 0.15 0.88
Total Inlet Discharge Req'd Discharge
17 22+90 0.09 4 0.27 0.17 0.44 2 3 6.6 0.19 0.15 0.89
1.77
0.44
O:\20-0014-27NC\EXCEL\STORMWATER\Gutter Spread Calcs (Farrington)

48 13+39 0.29 4 0.87
Sag Inlet I Curb Opening Dig
' Sa,g Point Calculations
1.09 2 1
3
Date 18-Nov-22 Plan #
By: JRR Sheet 6
5
Road Street 3
Inlet Discharge
7.5 0.042 0.020 0.19 0.15 0.88
Total Inlet Discharge Req'd Discharge
48 13+39 0.29 4 0.87 0.22 1.09 2 3 6.6 0.19 0.15 0.89
1.77
1.09
O:\20-0014-27NC\EXCEL\STORMWATER\Gutter Spread Calcs (Farrington)

APPENDIX G
LAND USE AREA MAPS

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LEGEND I JAM G. KING l A-3; A�2 I ---- ------ - - - WA. WA �. � -
, ---
0.52 AC. BENJAMIN CHEEK PALMER �- N�I`'- ----- ~I - - - -
� PD PD I'1 -_II I I I —'� �� �-,
PDR - SA
JtJNE P. KING I - -
)J 11 /I, / I " - MEGHAN ELIZABETH PALMER �UI61NG____ _ __ �`'} ---- _ --- SA SAS--�--SA ,SA S�\, SA
DB 428, PG 788 I -" --- \\\ - I �� - - SA _'
0.57 AC. ,I 133 f,"
-__,-I I - _ -__ . �r�
�� - � � � Ste - . -
PB 85, PG 68 DB 9203, PG 776 I 1 I-- - - - / I ��� tS
PAULA; K. R�ISSPLL --1 _ VIOR AT CUtP--_ - � I �� � -J , L �, ,I
DRIVEWAY - 19,951 SF I,' / PIN: 0709-20-99-3895 PB 41, PG 87 AC BU ING--______ _ - - - I-
5304 FARRINGTON RD �105 I3a,-- N -L� - u_ - ARBOR CONDOMINIlJM I vi ,
PIN: 0709-21-91-3107 . I , 3 ,PG --------- --- I- - - -- ----__ 0.5� 7kG. _ _ _ S'AT I
ZONED:RS-20 5212 FARRINGTON RD L, 9 7 __I_�___ DB 8�35; PG 879' VILLAS Q L �I DB 79 L dUP
SUBURBAN TIER I PB Cp001j', PG 31$ ,1 ' ��I� -- _ _ � ARBQR C ND0�11NI11M
ROOF - 19,123 SF ZONED: RS-20 _ -� PB O[30012, PG'3fi9 _ "
I FJ B WATERSHED I ' PQA-4' I 70 CU -82 9.014% 3 I !- 11__1------ _,-' ----- 0.3 AC.'.
/ SUBURBAN TIER I ,'PIN:,' 0 21 ,
` ,�� � 101; L, HILL D � 4I (?DA- I"- _ _ iJ:-�07 9-�'1= -114$ '_ ____ ---, -'"�" DBE 8164 PG'�38d I '" � �. �I
USE: RESIDENTIAL/1-FAMILY i FJ/B WATERSHM' I -' r-; ; ZQNED+ PDR 4.5 FDA 1 1 __ � �___ _ I.100_COULP-HILL DR--- -` � -� / PB'CD001� , P(; 356 ,EX SSMH , r� I
r i P I r ',', ,'� I\
w 3 USE: RESIDENTIAL/k FAMILY �, I �' r SUBURBAN' TIER', �� II L I ��� ZONEU: PQR 4� __ '------i`l i PIN: 0709J31-0$-5610 1 1�IM`= 307.2�' �! I`
I.
8 2p I I L 1 SUBURBAN TIER__ I � 1 121 I''INOT CT I %`1V.',IN ' 288; 20' (W)
SIDEWALK/PATIO - 1,539 SF I, FJ/B,WATE SHEDI -I� p " _ h I i � �`= �`,
``_ �` -� USR: RESIDENTIAL%00ND0(v11NIUM I'� FJ/B WATERSHED ZONEq: PDR; 4.5 -NV. ',OUT = 2$5.99' (E) o LI .
. `
\ -
\ I ( , - ! -_-- --- I =6\
__
_ _--------------e WATER MFJ- EEC. INV:' IN=308.38',' t_
r USE: VACANT � Sll6�J'RBAN ,TIER
�� `- II _`, REBIDENTIA_ I FJ/B WATERSHED % I N I
MANAGED PERVIOUS - 537,505 SF _Ll �� - - - �X. ItyV. OUT=30 X. INV. IN=304.24' HOMEOWNERS ASSaC`- ' I Ir , I I, I y
v �, _ I _ c_ USE: VACANT R( SIDENTIAL z
%� _ - - - -- —EX. `ItlV. OUT�303:86' �� J I HWNER�=SSdC.� Imo` �_%
/r.� -- �- =i a- ' EX, 12" DIP EX. INV. IN=299-.�T ` -- �r y ` I,
_ �IN TO - - _ - _ �OIEX. 15" RCP - - - �_ =�� O PU�lIC WL _ EX: JNV. IN=297.38 - - - - - - _
FOREST - 343,639 SF -bi
--(S.-R. 1910 .Fxg AV -- = -�� - _ _ - -'EX. 15" p - - �/� �Oo NV. 0 - - - - - ;_ --1 EX. I UT 29 .89'., E% INV OUT-2�718-'
-s,s- - " k`iG - VARIES Ex INV. OUT=311.99', - - T� - - - -__ — `` EX.AV. ,k=294.$6'
- 3t9 - 9, py'-= - _ - - 0 - - i�X' 15" RCP - �_ -L EX. INV.-IN=295.94. -
'�- --ER- INV,' OUf=29,4.66
...........320- """ ",----__-'__-` '���-� _ - - --- yE - - �,�_ X. 1NV__OUT=295.74' ' I
��,' - - l� �` EX. SIGN' - �= M .D - _X. 15" RCP. -- - - WETLAND - 1,871 SF -,`� -- _= -_ - - - - - - T_ _ - __
�ti _ - A - - --- - - _ - �-F _ � \ f 18" RCP _ _ s - ---------- X
EX. FH & EX. POLE P FN\ --_ -- - --- qX. 2.. GRIP PUBLIC'WL \ �,- - :� 1, -sue_ �X_18" RCP- - - -EX. 15„ - _'D " "
_ ELEC. TEL.
OPEN WATER - 8,644 SF N-'VALVE �- _ - _ __ _ WA - -- ---- _ ---_ " CP = - —
\ _ - -� - . ---- --- `EX._CABLE BOXES - - - -�a7 - -
,7 , - —' - -
MN EX. INV. IN= 31,6.49 1 ------ -_ - ` - - _ WA-- _ - - _EX. ,p2 PUB" _ �—N3 46`36"-E - -- ------ ---- I Ili --------��,-� I s -
M`� EX. 15 , RCP _ ---- - -- _. _ '- " VYA- WA ---I -WfA/ I� - ---- -- 210�� �- - ---- _=__ ------ ........z
, _
----- ca
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Ek, WM N3•4'19"E --_EX.-POLE-ELEC. TEL. fia 8E- - - Wq_MK-300-------- - T- - - _
EX. INV. IN= 315.47' _VALVE - �, _ X._ -
_ �a _ - --- RELOCATED AS Nf�ESSA_RY y��'� IP b - -- -- -----� w__ --X;"P6LE EtE€ -
379.6O _ __ EX. POLE ELEC: TEL. _ - --- __ --- --- -
EX. MAILBOX - -�__ `T0 B€,RELOCATED�2 �\ \ z 2, ----- WA Q WA\ ` ~s
' _ AS NECESSARYi3 X. PS31�E - -- _-
-
'I m�_ ------------- . \`N3.46'36"E',` ' �,EPHEMERAL�-- y`,
_ --__ v, k I __EX-1NV. OUT= STREAM
'---- __---_ - `*&• 264.35 % EX. ASPHALT DRIVE _ ,I 292.82' -- �Illc EX. SSMH/ , \
,
3 _
- ----- _11 X. GATE
_
------
F�
--- -
------ -
O ------ -3 9,, I `,II -p `\\
?pAz -
----' ------ ---- --3 _
I-- m ---- �_,
11
`. �`� � ` EX: JNV.'JN 293.1'1; �` "_'�
I - - - EX. DIR IVE ----- --3�� 5 WE AN
DR _ _ EX. \1 RCI� �11�
I \ i` /O� ____-- - _ _ _ _ ___---___3 WALTER`CURTIS HUDSON FARM `, `, /p/` `%I`` ` EX WE
TL ,D / // X
- - EX•', R'I � , I I �� 3�2 ----"--"--- _-----__ ,DURHAM COUNTY HISTORIC II `\\\ EX: 70 WIDE x
I I , --- i - - ARCHITECTURE INVENTORY ---
I I 1I �o - -"- - -- --- -- * - 3------------- /
, --- - - -- - ---- ►7 __----- 1 \ (DBAINGR6519E PG 868GRESS �ASEMENT .
I ' ' �' _ r - - _ _ HANDICAP RAMP ` ` I ` , ,
` w ------ _-" - �� ��' - \, EX. `WELL F \ � � /�ul� y
`I I , ', ```� `, `\ `ice' , tT - , - _ - 3� ,"4 ; - - 3i5 `\ ', ,I \ f Z
_ - G�
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0` o,-� _--- --=j� _ - -, - ��2 EX: ,POLE ELEC. 1EL. V fib. \, !� 3 - .
,I I(S� EX. POLE
, W ROBERT BRIAN, POPP,- , t - --- _ _ - \� ��
w \`---------- --� \� ------ - EECI
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P- "22, PG 37 ---- - --- m SEX. gU c
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'3 t - "521� FARRINN R{7' ___ _ � - d`` - EX. 30' CITY OF DURHAM N
I -- PIN: 07-09=30-8=3558, ---___ _ _ _ S, - EX.`BUILDING / wEI ____ / SANITARY SEWER EASEMENT,,, ,�
- -
_ - - - _ 1\ -
,
_ _ „ I , \ -_ -- -\"' - - -- ----- __ EX. STAIRS .O LLC ` �(DB 6250, PG 814) , I
.3 20N � �L"0
op. ---------------- SUBURBAiI TIER' _ - -- - - ----- "-- - \' �'` �Iltc \
-� -PATTERSONS-M1�L`, �` I
1, I
-„ t _ - - --_ ��, � O _ __ _ RARCEL_2`, / I\I'
,2g9 _ FJ/B,WATERS}1ED' - -- -- `3���\ -_ EX, STONE W(AL /� _ --_ - .3.83_AC: I ,--- �` V
;; - \
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_ --- { PB`,1981, PG 2` 9'` :. -f w�pl, �\ASH
- - - _ _ - - -3e / 3 ---- O
-- - 3 ,X - - - "- --- 51b9 VARRINGTON, RD T, \ c�
- 06 - - - - ---- ,` \
IR N �TK'.FNb` _ PIN: 070J-31L47-'3�72' cVI \ ,
- / ' - _
N4• -- - EX. ILDING- - ---__ ZO ED R - 0` -'
06 , _-- \k _ BII - _ - N 2 _
I 36 -- - - - \
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' , - --30$- %Z', _ _ Q y , I , \, i , ]III[
-- --- - -- 'DISTURB€ISI -- -- `� FX` _ -_ \E9C. BRICK`�STRUCTURE `, / � II ',\ ,
\`, \ \ \
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I
- EX.` BUILDING`, - / `
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-- - _ AJ'PROX. LZJGATION ,OF E ,
, `,
30' -D KE f ER�Y
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--- -- - I''- EX. GARDEN. CANOPY - _ 'n
- - - _ (DB Fa703;,PG'895), c Oi \, \
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cn m
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-- -- ?� - -
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\
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- 51.17 FA RIN N RD, > ( \
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- - - - -- -- - `PIN: ` 0709 31 521\6652`.
1 I 4x5, CONCRETE PAq' _
--_ '-_ _ - - W L ,� ZONED: RS,20 E - \ \
-- -- - FUSE: \R SIDEI\fTAL 1-FAfaN,Y _ / --
, _ _ l / ,-\-,, \
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_ _ _ _ __
,
V I 1, \I Ek.. PORCH - - ---__ \
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T T �\ - ------
N - _ \ �,
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-- --- T E \ \ 'E- GATE - -----
,; I \ E DISH SATELLITE ( -----
II \ I I 11 \\ \1, I J' EX" IL'INQ RES FiR6H ,TRIANULE'RE'IONF{C-PUBLIC
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5103 PP RRI ON R15 , '
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NC
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-- 9 I NM//� i PIN: ,0709--3 -51=59 I
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DALE` E.\ $ - b, ' -
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D�.8270; PG 54$ - _ -- - - \ - - - ;'EX. TQP O,F BANK'' - -- - "- _ _ ,
9 - - - ; /,, - GE `. -- - - _ --- FJ B WA,TERSHE¢'' ,
`` 5307, FARRINGTON. RD \ `-- _ -- -- " - -- -- -- - `, r� 4�a \ - _ __-- 11SE:' COkf`CELL'TOWER SITE
\ \ - - - - - - f F 'I EX,_R HEREBY -
P1N; 0709-30 65 G652 -- - 8� ✓ - _ - _ - _ - _ - _ - _ - \, \ \�- ', = EX. P 1 11E I\ %•� REMOVE&-- _"_-- I
`. ZONED:. RR(I?� -- �2$�, i r - - - - - - - - ``�\ -\- -- -
` SUBURBAN`TIER - 5' - - _ _11,
F� WAT RSFIED - - - -�� '� / f' / I,- - - - - - - - \ EX: pIRT DRIVE - -- - -- - -- - - ------
%� - - - - " �� / I- A ; 10' NO-BUILD-Y--_-_-_-_-_ I -- ___-
USE: I 1,`FZESIDEfyTIAL�1-FAMILY _ �� y ; - - - - -
O
--- -- - - -- _ �$� .6% SETBACK - �, EX. POND - _ - _ - _ ----------- ------------- __-------
2$; - L-----\0.187 AC.-----_ \ � yam'\ - --- ----
- - -- --- _ II`ITERMtTTENT ST' - - --- ---------- I ^-------
' (NOT_SUBJECT T9 "' - '' I I I - - � - - - - EX. BUILdM1GVpi -------- IP FND
>_ \_ `------ - - -- -- STATE BUFFER RULES - ��� 1 �';'' , ' , ,, �� - - j - - - - - ', I,I - - `-- _u ^------ -- 24 48 34 W
----------- - �. o_ I - - `� _ - --- - _ _------___
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��� ;
I 1,
___
10' NO_ Blfltb '- _ _ II - - _ - I \ - ---- - ,
fl \?', \',
SETBACK K o `. EX. SHED - ---
\ JORDAN.LAK� BUFFE __ - _
�`, 1.346, Acres - F`. -LINEAR WETLAND EX. POLE I ELEC. TEL. N
\,
- - -- -- '
k�
---- -
\ Fes\```\ I
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-- - ,
t \ \ i � x9'I ^EX:\ R�W
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(NOT SUBJEOT TO - _ o o11
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'---- - 1
`--- - -- -- - - - ,, ° II%/ IP FND
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\, 11 „ - _ --------- __--- _ -----
NJ0'1''61 Vly, 911.81 -,--� 86.
�. ----- - _ — _-------- --- ---------------== - --_ -- _ ,- ,
`e `PER�IJNIAL\ \ - I 20 E _ - - --------- _ -- _--_"_----__ -- "___--_----_=',,- _ _';_,
;,
�`` \' STREAM \ --- -- - -- S ----------- _ --_ - -- ---- ------ --- -" - -- -- ---------- -- - - _ ;-
-- - �� - - - - --- -- - - - - -
-- �r - ------- --- -- "-------- - ---- --- - -- - - - -- ---""_ '
/•�+a7 - - - - - - - -
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- - --- -- --- -- - - - - - - -
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--
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_ - - PARCEL 3 - -__ - w _--- --------"-"--------- -: --- --------------- --- ------ - __ -__ _--- --- -----_ - "_-_---
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--- _
---- - - _ -' - ------------ - -- - -- __ "--------"- ---- -
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\' P w a - - - - - - - _ - - ----- --- _ _ - - -
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PIN: 0709\ 31 -90 61$6 _ - --- -- ____- -_ - - ----_ -_- c----- - -- 05 ------ - ----------- - --------_-- - .-- _ - _-- -- --
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E-------------------------- _-- - ---- - - -------------
o % ---- - - -"--- ----- ----- ----- ---------- - --- -- -
PIN: 0709 30 9 -6� 9 w - 8 I _ -----_ - -" ---- ---- ---- --' --- --- -" - - "
$ Q - USE: VACANT RESIDENTIAL' _ 2 -__- ---------- - ----- ------ ------ ------ ----- - ----------- - ---- ---
`� PERENNIAL?- - - - - S9 --- --- ----- ------ "--------_------ ------ - _ ---
ZONED: RS ZO O �\ - - - - CE - - ------------------------------------- --- ----- -
'1 STREAM - - - - X. F) `--- --- ------------------------------ -- __--- _ - —
SUBURBAN TIER rL1 PATTERSONS`MILJ<IJiLC w -- - - - - k ____ _______________________________________--__-______ _---------- - - _------ - "
, \
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-d-SE RESIDENTIAL 1 FAMILY O:p5`AC. : . �; - --------------------------------------------------------------------------------------
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Drawing Number:
1/1
0 • I

\
\
O
/ TYLER A. HOLT
1.23 AC.
DB 9034, PG 730
5505 FARRINGTON RD \
PIN: 0709-30-92-6609 \
ZONED: RS-20 \\
SUBURBAN TIER
FJ/B WATERSHED
\\ USE: RESIDENTIAL/1—FAMILY
LEGEND
<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<
<<<<<<<<<<<<<<<< ROADWAY -
86,479 SF
DRIVEWAY -
31,284 SF
PARKING LOT
- 4,891 SF
ROOF - 184,573 SF
' SIDEWALK/PATIO - 123,230 SF
LAWN - 252,908 SF
MANAGED PERVIOUS - 85,187 SF
FOREST - 133,753 SF
------------ OPEN WATER - 833 SF
DALE E. SCHNEIDER
5.91 AC.
DB 8270, PG 648
PB 58, PG 81
5307 FARRINGTON RD
PIN: 0709-30-65-0652
ZONED: RR(D)
SUBURBAN TIER
FJ/B WATERSHED
USE: RESIDENTIAL/1—FAMILY
10' BUILDING -
SETBACK
100' BUFFER —
I`\
PERENNIAL
STREAM
O
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BMP AREA - 17,559 SF
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Drawn By: Checked By:
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Project Number:
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Drawing Number:
1/1

APPENDIX H
FEMA FLOODPLAIN MAP

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FLOOD HAZARD HAZARD INFORMATION
SEE RS REPORT
FOR LANE DESCRIPTIONS AND INDEX MAP
THE INFORMATION
DEPICTED ONTH5 MAP ANDSUPPORTING
DOCU M €NTATI
O N ARE ALSO AVAI LAB LE IN DIGITAL FOR MAT AT
HTTP://FRIS.NC.GO V/ FR I S
base Rood Elevation (BFE)
-Without
z, •,L•.a.v. a•�3
With BFE or Depth rare AE. AO, AN. UF, AR
SPECIAL FLOOD
— Regulatory Floodway
HAIARO AREAS
— U.ZIA Annual cnance rl000 naxaro, Areas
of 1%Annuat Chance Flood with Average
Depth Less Than One Foot or With Drainage
Area sofLess ThanOne SquareMile7or x
— FutUFUConditions 1%AnnuaI
Chance Flood Hazard Z,'„ v
OTHER AREAS OF
— Area with Reduced Flood Risk due to Levee
FLOOD HAZARD
See Notes 7o l: x
OTHER
Areas Determined to he Outside the
AREAS
0.2%Annual ChanceFloodpla!n z,i: x
---_ Channel,CulverGorStorrn5ewer
Accredited or PmVisianaIly Accredited
GENERAL
Levee, Dike, orFlocdwall
STRUC IJRES
r r e 1 e 1 e 111 r r r Non-aceredited Levee, Dike, or Flcodwall
Bn15510 K North Carolina Geodetic Survey bench mark
BM55100 National Geodetic Survey bench mark
BM 6100 Contrac[UrEst. NCFMPSurvey bench mark
Crass Sections with I%Ann uat Chance
Water Surface Elevation [BFE}
Q-- - -- Coastal Tra nse ct
---- Coastal TrameaBaseline
— - Profile Baseline
Hydrograph i c Feature
OTHER
Limit of Study
FEATURES
Jurisdiction Boundary
NOTES TO USERS
For nlpmalun and 0uesaam, aboA o,e map. Rral6hle plopuds aeeudabd vain N. FIRM Iwmakq
he[apc—liona of INa FIRM, how to elver Wo clB a IM RalonalF Im mnw Pr Srn In generel
pbaee cal M FEW Mop lMernv n e1[dange R 18'r'1-FEW Mh 11-MT 3B2a2T1d nu M FEW Map
Senile Canrcrxe —M Mps:lkne[.nlm g"An•---mpinying"Z Invranri Shier letwrl, Lehr& Map
Re —nJI-WR).Loner Iy An MAn,.ntILOMA)rerisn-oF ee paw g pniol, aid digpa.nsi. of ere FIRM
may a awlabr v tIn, 1qm [arPlne PIop— Mappnm Provran-"He PI hpp:rpaxw ncMmrPps can. a
—Wd the FEMA Map Serwz Cretr.
Cpmna.npee annesiq lend en egeevnl FIRM venele — Wain a current espy or he edjarem panel ae net At
ne— FIRM nix These mar he w Eam 4ft. the lop sere- Cenmr An me nvnberlueepabwe.
Fora Nty Bred wun"o nlap Aalap mW W ale Flood Inauenta SIuc� mW Nr this Wed!Mn
To deenme iF M1aod-nmran- u.rnlebk in It. canmunny, cmlxx p.r I... Agent or ill tM Hnnnd
Frood Irmaae-Program al 1-NG6]F-6aN.
rnepeere aeeeirrWO nlp en FlS. i
ip inAwneeen Haan„ pre lhie FIRM
FtAOp daY W m alp n tti T cMicat 9ippon LW NIXaaooA [i»N)
P.CCPEpTED LEVEE ROTES TO lI5ER5: Ren ac AI-Ie Wvae redo appears cn l�c' elcecack vaac e e
eorn'uniry m obMln mete inrurmellon, dude ae Ne eaemela0level of vroleclivn poHHee [nlrc!• aay exoeee the
1 •percennemiaHphanpe letup eM E-Vane, Aden Ran, o.i ea levee syexm[el -- as pmvidng CtlMipn. Te
rehab• noed nek n retidm! Hek Awl. prcprlq arenas and residents ae en¢uruged ro —7derlbpe nvranu and
Awgroafing oroN pmleceve meawes F^m idvrnaeon �NAmd in—n nine s
PRCV 10NALLY ACCREDITED LEVEE NME3 TO USERS: Ira Pror6iirA eelad Lavae lPALj nele
appears An nis pa -I, deck rah yourlod wmmudrya oMen mole inkmwc E sucMd h-Ne eecnaMvela
pmxmm Romed [•aleh mry ea«ep me 1peroeKennuaLWnce lerell and Emege�y/neon Ran, m ee
I¢.¢a ara1mrn'Q Ywrn I padpngipl Pa Vm. To aew•aain—.dAanpn. Ny IpypF pmyp camrnily. iF
rcyAlrp rowwrw ml IWa ono pxwrrcWWn Iraanarc Nwnpry wch Salon ae tpproy r+TE Iapl4aana
Ifshe—n.raowner does netvraiee an n--, eels end dde-nl np1 R the d-end epwmenleeen
pn u dindk . ea levee spkm rbes nN-replygirt Scrim 85. 10 mquinneraa, FEW Bill Toone It. Idol
heard end ask nrmracion krthis area m 2acn de•acneetyun df Ic a span To nape. Rood n,k in re j0.I
np anus, RnprtywnarsaM ma—ts.—tagr, to mnsaa}cood inrrrrnw one eo-pooF^d
or ~ prolecivl mwaurce. Fvr more MtemMlon on Mad In-- cnlenele0 Mrs. M.11 eWt /ee FEMA
m ila at hllpe:l rtorna gomneuwael•eoebn—_Pragrarl
LIMB Cf MODERATE WAVE ACTION ANTES iO IISEli6 Formme cwldlldobm mneathe
wIrh�s ambya Lk PlM M AanlnMwa) the LiMwe r s hqW Rkna
pN lmt pr .1 Vowkino eIhgktmnnar the 7—e adruM
lmllle(obwNnak— UMMfor emae in VE i an roldenaoco WI MW
k, Wl Im
Limit of Moderate Wave Action [LiMWA]
COASTAL BARRIER RESOURCES SYSTEM ICER S) NOTE
Tnie mevmernuAee mppaimele ewneeriee er Me cells mriMttmLedul prppeeF only. F1ppe nwsuee iwL
l.•a4Ma mein CBRS areas M1r.n..,as,hatan naMl WiN or whauehally imprnnd m rc War ea deeya)
induced m ea uF Fornwre inbnetdn see hnpurer.An.gpwmrA, Me FIS Report, real Me N.S. Fish
anA WWW Semis Cualolner 5erera Cern at1-000.3iq-VNLD.
® CBRSArea . Otherwise Protected Area
SCALE
01�r4PP,
rlorlh QNd Cardila SFaE6 PIan6 ProjBkian F661 Rena 320oj
DHhlm: HAD 19a3 (Hmmnlel), NAVD 19R8(Vamml)
1 inch = 500 feet 1:6,000
0 250 5Do 1,000
Feet
Meters
0 75 150 300
(PANEL LOCATOR
1
--- -------- uy:u ono to
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NORTH CAROLINA FLOODPLAIN MAPPING PROGRAM
NATIONAL FLOOD INSURANCE PROGRAM
FLOOD INSURANCE RATF MAP
ato NORTH CAROLINA
� e
imi 0709 �
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Panel Cunta Ins:
rram`' L COMMUNITY CID PANEL SUFFIX
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VERSION N UM BER
2.3.3.2
MAP NU MB ER
} 3720070900K
MAP REVISED
�e October 19. 2018

APPENDIX
DURHAM COUNTY SOILS MAP

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-ni iNTV NORTH CAROLINA - SHEET NUMBER 30
9

APPENDIX J
USGS 7.5 MINUTE QUADRANGLE MAP

U
SGS U.S. DEPARTMENTU S. GEOLOGICAL GIICAL SURV YERIOR
science for a changing world
-79.0000'
36.0000 ° 681000m E 82 83
3985000-N
84
83
82
81
80
79
78
77
76
75
74
73
72
35.8750' 81
-79.0000'
The National Map
USTop o
84 85 86
87
88
89
SOUTHWEST DURHAM QUADRANGLE
NORTH CAROLINA
7.5-MINUTE SERIES
-78.8750'
90 91 36.0000 ° 86
82 83 84 85 86 87 88 89 90 691000ME
Produced by the United States Geological Survey
SCALE 1:24 000
North American Datum of 1983 (NAD83)
MN.
World Geodetic System of 1984 (WGS84). Projection and
1
0.5 0 KILOMETERS 1 2
1 000-meter grid: Universal Transverse Mercator, Zone 17S
N
9010'
1000
500 0 METERS 1000 2000
This map is not a legal document. Boundaries may be
163 MILS
1
0.5 0 1
generalized for this map scale. Private lands within government
1°13"
reservations may not be shown. Obtain permission before
22 MILS
MILES
entering private lands.
1000 0
1000 2000 3000 4000 5000 6000 7000 8000 9000 10000
Imagery.....................................................NAIP, May 2016 - November 2016
FEET
Roads ......................................... U.S. Census Bureau, 2016
Names............................................................................GNIS, 1980 - 2017
UTM GRID AND 2019 MAGNETIC NORTH
Hydrography...............................National Hydrography Dataset, 1899 - 2018
DECLINATION AT CENTER OF SHEET
Contours............................................National Elevation Dataset, 2008
CONTOUR INTERVAL 10 FEET
Boundaries ..............Multiple sources; see metadata file 2017 - 2018
U.S. National Grid
NORTH AMERICAN VERTICAL DATUM OF 1988
100,000-rn Square lD
Wetlands.................FWS National Wetlands Inventory 1983
This map was produced to conform with the
PV
National Geospatial Program US Topo Product Standard, 2011.
A metadata file associated with this product is draft version 0.6.18
Grid Zone Designation
17S
NOI�H
AROLINA
QUADRANGLE LOCATION
1 Hillsborough
1 2 3 2 Northwest Durham
3 Northeast Durham
4 5 4 Chapel Hill
5 Southeast Durham
6 Farrington
6 7 8 7 Green Level
8 Cary
ADJOINING QUADRANGLES
85
84
83
82
E:i
80
79
78
77
76
75
74
3973000-N
35.8750'
78.8750'
ROAD CLASSIFICATION
� M
Expressway Local Connector
1')
Secondary Hwy Local Road
M
N N
Ramp 4WD
0) 1-
• Interstate Route US Route O State Route
r.-Y
Cl) It
N
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0(D
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v
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W
SOUTHWEST DURHAM, NC
2019
zz

APPENDIX K
STREAM DETERMINATION REPORT

•MiLuaLL&MEngineering and
[I • Environmental Services
April 8, 2021
JOB NUMBER: SD-2101
JOB NAME: 5117 Farrington Rd
Epcon Coummunities
119 Weston Pkwy
Cary, NC 27513
To Whom it May Concern:
On March 30, 2021, the Durham County Stormwater and Erosion Control Division was
contacted by Froehling & Robertson, Inc with a request for a stream delineation
performed by an outside consultant to be accepted on a property located at 5117
Farrington Road in Durham County. The final report, completed by Froehling &
Robertson, Inc, was submitted to Durham County on March 20, 2021, and as of the date
of this letter has been accepted, with modifications. This request will fall under the
stormwater ordinance prior to the amended ordinance on November 20, 2020, and the
report was completed by a consultant.
Per the Durham County Stormwater Ordinance, Section 14-153 (c)(7)(a):
"For streams, a stream delineation is performed by a person selected by the county
engineer from an approved list, which is to be compiled by the county engineer, to do
stream delineations and presented to the county engineer which, to the county engineer's
satisfaction, shows that the stream shown on the most recent version of either the USGS 7
minute quadrangle topographic map or the USDA Soil Survey of Durham County,
North Carolina does not exist. Any person requesting such a stream delineation to be
performed as provided in this subsection shall make application to the county engineer
for the stream delineations to be done and shall pay a fee to cover the cost of said
delineation in an amount as determined by the board of commissioners. "
The attached report dated 4/7/2020 from Froehling & Robertson, Inc was submitted to
Durham County on March 30, 2021. The attached report has been deemed acceptable by
the Durham County Stormwater and Erosion Control Division, and the conclusions
reached are now available for use on any plans to be submitted to the Durham
City/County Planning Department or the Durham County Stormwater and Erosion
Control Division, with modifications. This on -site determination shall expire five (5)
years from the date of determination in this letter.
201 E. Main Street, 5th Floor, Durham, North Carolina 27701
[phone] 1 Fax [phone] dconc.gov
Equal Employment/Affirmative Action Employer

The property is located within the F/J-B watershed overlay district and Suburban
Development Tier. Feature S 1 is approved as a perennial stream, with a 100' riparian
buffer. Features S2 and S3 are approved as intermittent streams, with 50' riparian buffers.
Feature S4 is approved as an ephemeral stream, with no required riparian buffers. This
report does not grant approval for any wetland or other environmental features, only the
stream features specifically identified.
Per 15A NCAC 02B .0267, any disputes over on -site determinations shall be referred to
the Director in writing. A determination of the Director as to the accuracy or application
of the maps is subject to review as provided in Articles 3 and 4 of G.S. 150B. An appeal
request must be made within sixty (60) calendar days of the date of this letter or from the
date the affected party (including downstream and/or adjacent owners) is notified of this
letter. A request for a determination by DWR shall be referred to them in writing c/o
Karen Higgins, 401 and Buffer Permitting Section, 1617 Mail Service Center, Raleigh,
NC 27699-1617. One copy of the request for a determination shall also be filed with
Durham County Stormwater Manager, 201 E. Main Street, Suite 561, Durham, NC
27701.
DWR's determination can be contested as provided in Articles 3 and 4 of General Statute
150B by filing a written petition for an administrative hearing to the Office of
Administrative Hearings (hereby known as OAH). A petition form may be obtained from
the OAH at http://www.ncoah.com/ or by calling the OAH Clerk's Office at (919) 431-
3000 for information. Within sixty (60) calendar days of receipt of DWR determination, a
petition must be filed with the OAH. A petition is considered filed when the original and
one (1) copy along with any applicable OAH filing fee is received in the OAH during
normal office hours (Monday through Friday between 8:00am and 5:00pm, excluding
official state holidays). The petition may be faxed to the OAH at [phone],
provided the original and one copy of the petition along with any applicable OAH filing
fee is received by the OAH within five (5) business days following the faxed
transmission.
Mailing address for the OAH:
If sending via US Postal Service: If sending via delivery service (UPS, FedEx, etc.):
Office of Administrative Hearings
6714 Mail Service Center
Raleigh, NC 27699-6714
Office of Administrative Hearings
1711 New Hope Church Road
Raleigh, NC 27609-6285
One (1) copy of the petition must also be served to DEQ:
William F. Lane, General Counsel
201 E. Main Street, 5th Floor, Durham, North Carolina 27701
[phone] 1 Fax [phone] dconc.gov
Equal Employment/Affirmative Action Employer

Department of Environmental Quality
1601 Mail Service Center
Raleigh, NC 27699-1601
This determination is final and binding unless, as detailed above, you ask for a hearing or
appeal within sixty (60) calendar days. The owner/future owners should notify the
County (including any other Local, State, and Federal Agencies) of this decision
concerning any future correspondences regarding the subject property (stated above).
This project may require a Section 404/401 Permit for the proposed activity or other
County of Durham permit(s). Any inquiries regarding section 404/401 permits should be
directed to DWR (Central Office) at [phone], and the USACE (Raleigh
Regulatory Field Office) at [phone].
If you have any questions regarding this determination, please feel free to contact me.
Sincerely,
M cKonke, Mye4-k
McKenzie Myers, PE
Stormwater Manager
Cc: Alex Aycrigg, [e-mail]
201 E. Main Street, 5th Floor, Durham, North Carolina 27701
[phone] 1 Fax [phone] dconc.gov
Equal Employment/Affirmative Action Employer

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® Raleigh, North Carolina 27603-2302 1 USA Data: NC Southwest Durham, 2019 FIGURE ^�
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North Carolina Department of Natural and Cultural Resources
State Historic Preservation Office
Ramona M. Bartos, Administrator
Governor Roy Cooper
Secretary D. Reid Wilson
January 23, 2023
Jean Gibby
U.S. Army Corps of Engineers
Wilmington District
Raleigh Regulatory Office
3331 Heritage Trade Drive, Suite 105
Wake Forest, NC 27587
Office of Archives and History
Deputy Secretary, Darin J. Waters, Ph.D.
[e-mail]
Re: Construct residential development, 5109 Farrington Road, Chapel Hill, Durham County,
SAW-2020-00669, ER 21-2303
Dear Ms. Gibby:
On January 12, 2023, we received an email from April Norton of your office regarding the above -
referenced undertaking. We have since been made aware that she will be leaving the agency and have been
instructed to send our response to you. We have reviewed the submission and offer the following
comments.
We concur that the proposed project will have an adverse effect on the National Register -eligible Walter
Curtis Hudson Farm (DH2373). We note that the Office of State Archaeology requested an archaeological
survey which was completed in December 2021. Based on the results, we have determined that it is
unlikely that any archaeological resources that may be eligible for inclusion in the National Register of
Historic Places will be affected by the project. We do not recommend further archaeological investigation.
We are prepared to enter into a Memorandum of Agreement with USACE, the applicant, and other
interested parties to resolve the adverse effects to the historic property. Please copy us on your
correspondence with the Advisory Council on Historic Preservation when providing them notice of the
adverse effect and an invitation to participate in the agreement consultation.
The above comments are made pursuant to Section 106 of the National Historic Preservation Act and the
Advisory Council on Historic Preservation's Regulations for Compliance with Section 106 codified at 36
CFR Part 800.
Thank you for your cooperation and consideration. If you have questions concerning the above comment,
contact Renee Gledhill -Earley, environmental review coordinator, at 919-814-6579
Location: 109 East Jones Street, Raleigh NC 27601 Mailing Address: 4617 Mail Service Center, Raleigh NC 27699-4617 Telephone/Fax: [phone]-6598

ER 21-2303, January 23, Page 2 of 2
or environmental.reviewAncdcr.gov. In all future communication concerning this project, please cite the
above -referenced tracking number.
Sincerely,
,(,or Ramona Bartos, Deputy
(� State Historic Preservation Officer
cc Debbie Bevin, RGA
Mike Kemp, Epcon Communities
April Norton, USACE
[e-mail]
[e-mail]
[e-mail]
Location: 109 East Jones Street, Raleigh NC 27601 Mailing Address: 4617 Mail Service Center, Raleigh NC 27699-4617 Telephone/Fax: [phone]-6598

North Carolina Department of Natural and Cultural Resources
State Historic Preservation Office
Ramona M. Bartos, Administrator
Governor Roy Cooper
Secretary D. Reid Wilson
October 26, 2021
Hillary Battle
Froehling & Robertson
3015 Dumbarton Road
Richmond, VA 23228
Office of Archives and History
Deputy Secretary, Darin J. Waters, Ph.D.
hbattle&fandr.com
Re: Construct residential development, 5109 Farrington Road, Chapel Hill, Durham, ER 21-2303
Dear Ms. Battle:
Thank you for your letter of September 20, 2021, regarding the above -referenced undertaking. We have
reviewed the submittal and offer the following comments.
The proposed area of disturbance has never been systematically surveyed for archaeological resources.
There are several archaeological sites in the surrounding area that have not been assessed for eligibility for
the National Register of Historic Places. Given the presence of the Walter Curtis Hudson Farm and Store
and the proximity of known archaeological resources, there is a high probability that archaeological
resources may be present within the proposed area of disturbance.
Prior to the initiation of any ground disturbing activities within the project area, we recommend a
comprehensive archaeological survey of the area be conducted by an experienced archaeologist. The
purpose of this survey is to identify archaeological sites and make recommendations regarding their
eligibility status in terms of the NRHP.
This work should be conducted by an experienced archaeologist who meets the Secretary of the Interior
Professional Qualifications standards. A list of archaeological consultants who have conducted or
expressed an interest in contract work in North Carolina is available at
https:Harchaeolog_y.ncdcr.gov/archaeological-consultant-list. The archaeologists listed, or any other
experienced archaeologist, may be contacted to conduct the recommended survey.
Please note that our office requests consultation with the Office of State Archaeology Review
Archaeologist to discuss appropriate field methodologies prior to the archaeological field investigation.
You can find the Review Archaeologist for your region at https://archaeologyy.ncdcr.gov/about/contact.
One paper copy and one digital copy (PDF) of all resulting archaeological reports, as well as a digital copy
(PDF) of the North Carolina Site Form for each site recorded, should be forwarded to the Office of State
Archaeology (OSA) through this office, for review and comment as soon as they are available and in
advance of any construction or ground disturbance activities.
Location: 109 East Jones Street, Raleigh NC 27601 Mailing Address: 4617 Mail Service Center, Raleigh NC 27699-4617 Telephone/Fax: [phone]-6898

ER 21-2303, October 26, Page 2 of 2
OSA's Archaeological Standards and Guidelines for Background Research, Field Methodologies,
Technical Reports, and Curation can be found online at: https:Hfiles.nc.gov/dncr-
arch/OSA Guidelines Dec20l7.ndf
The proposed project will have an adverse effect on the Walter Curtis Hudson Farm and Store (DH2373),
which was place on the State Study List in 1990 and determine eligible for listing in the National Register
of Historic Places in 2015. The property is eligible under Criterion C as an excellent and intact example of
a small Durham County farmstead of the early twentieth century. We recommend that the effect be avoided
or minimized. If such an alternative is not feasible, and funding, permitting, or approval are being requested
from a federal agency, then resolution of the effect must occur and a memorandum of agreement between
the federal agency, NC SHPO, and developer/applicant must be developed.
The above comments are made pursuant to Section 106 of the National Historic Preservation Act and the
Advisory Council on Historic Preservation's Regulations for Compliance with Section 106 codified at 36
CFR Part 800.
Thank you for your cooperation and consideration. If you have questions concerning the above comment,
contact Renee Gledhill -Earley, environmental review coordinator, at 919-814-6579 or
[e-mail]. In all future communication concerning this project, please cite the
above referenced tracking number.
Sincerely,
Ramona Bartos, Deputy
(� State Historic Preservation Officer
cc Anya Grahn, Town of Chapel Hill, Planner agrahnktownofchapelhill.org
Location: 109 East Jones Street, Raleigh NC 27601 Mailing Address: 4617 Mail Service Center, Raleigh NC 27699-4617 Telephone/Fax: [phone]-6898

FROEHLING 4+
ROBERTSON
® Assess. Manage. Consult.
September 20, 2021
Renee Gledhill -Earley
Environmental Review Coordinator
NC State Historic Preservation Office
4617 Mail Service Center
Raleigh, NC 27699-4617
Re: Request for Comments
Farrington Road Site
5109 Farrington Road
Chapel Hill, Durham County, NC
F&R Project: 59y-0058
Dear Ms. Gledhill -Earley:
Froehling & Robertson, Inc. (F&R) was retained by Epcon Communities to request your comments concerning
the above -referenced project site as a proposed residential development and its potential to affect protected
Historic and Cultural Resources. Please accept this letter as F&R's written request for comments.
The project site is located along the east side of Farrinton Road, west of the intersection with Culp Hill Drive
in Chapel Hill, Durham County, NC. The project site consists of four contiguous, irregular -shaped parcels of
land totaling 21.361 acres. The northern parcel is 3.83 acres and is improved with an approximate 6,080
square -foot (SF), one-story former residential structure that was constructed in 1972 and currently operates
as Patterson's Mill Country Store, a garage building, and an approximate 2,400 SF two-story dilapidated log
cabin (relocated to the Property approximately 40 years ago). The central parcel is 15.18 acres and is
developed with an approximate 2,165 SF one-story single-family residential structure which was constructed
in 1919, and six outbuildings including barn, garage, and shed structures. The eastern parcel (1.39 acres) and
the southeastern parcel (0.95 acres) are wooded land. The Property is situated within a suburban area of
residential land use. The Property also contains grassed areas, a pond, wooded areas, landscaped areas, and
asphalt -paved and unpaved access roads. The proposed review area is identified as Durham County Parcel
Numbers 0709-03-31-4737 (northern parcel), 0709-03-31-5266 (central parcel), 0709-03-30-9979 (eastern
parcel), and 0709-03-40-0630 (southeastern parcel). F&R presumes the site will be developed with
residences, utilities, storm water ponds, and associated roads. The project site is depicted in the attached
Figures.
F&R reviewed the available information concerning known historic properties in the area of the project site
on the NC State Historic Preservation Office GIS Website. A copy of the map is attached. The Walter Curtis
Hudson Farm (DH2373) is located within the project area and was identified on the study list and DOE entry.
Leigh Farm (DH0006) located east across Interstate-40 is listed on the National Register (NR). In addition,
three houses (DH3699, DH3700, and DH3701) and the J.W. King Farm (DH2397) were identified on the
surveyed only list within 1,000 feet of the project area.
A Minority -Owned Business

F&R requests your comments regarding the potential effect of the project on the above identified resources,
and any other properties listed on the NR, the SL for the NR, or potentially eligible for listing on the NR.
Thank you for your assistance with this request. If you have questions, or if we can be of additional service,
please contact F&R at [phone].
Respectfully Submitted,
FROEHLING & ROBERTSON, INC
Hillary Battle
Project Manager
Elias N. Ruhl
Regional Environmental Manager
Attachments: Figure 1: Property Location Map
Figure 2: Property Topographic Map
Figure 3: Aerial Site Plan
Figure 4: SHPO GIS Map
Figures 5 & 6: Surveyed Property Information
Site Photographs
Epcon Communities Farrington Road Site
F&R Project No. 59Y-0058 2 September 20, 2021

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Property Location Map
Client: Epcon Communities
Project: Farrington Road Site
Location: Chapel Hill, Durham County, NC
Project Number: 59Y-0058 FIGURE
Data Source: NC Historic Preservation Office GIS No 1
Date: September 2021 IScaleNotShown

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Property Topographic Map
Client: Epcon Communities
Froehling & Robertson, Inc. Project: Farrington Road Site
F4 310 Hubert Street Location: Chapel Hill, Durham County, NC
�C Raleigh, North Carolina 27603 Project Number: 59Y-0058
FIGURE
T 919.828.3441 Data Source: NC Historic Preservation Office GIS No. 2
Date: September 2021 1 Scale Not Shown

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M.
Aerial Site Plan
Client: Epcon Communities
Project: Farrington Road Site
Location: Chapel Hill, Durham County, NC
Project Number: 59Y-0058
Data Source: NC Historic Preservation Office
DH0006 Leigh Farm
DH3701 House
D H I'. -I
FIGURE 3
No.

DH3699 House
DH3700 House
DH2373 Vtr,.ifter CI_Ilr
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DH2397 J.W. King Farm
Froehling & Robertson, Inc.
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�C Raleigh, North Carolina 27603
T 919.828.3441
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DH2373 Walter Curtis
Hudson Farm and Store
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SHPO GIS Map
Epcon Communities
Farrington Road Site
n: Chapel Hill, Durham
Number: 59Y-0058
Data Source:
Date:
NC
DH0006 Leigh Farm
•I:191Fill aM.rOMM
MAP
FIGURE 4
No.

DH2373I Walter Curtis Hudson Farm and Store ]DOE:2015)
Site JD DH2373
Status SLDOE
Site Name Walter Curtis Hudson Farm and Store
Description c- 1913 1 1/2-story sidegableframe house w/c. 1918 milkhouse and garage & c. 1935 playhouse
Notes Crit C; ER 12-0738, Multi Co Rat M94
YearSL 1990
Year DOE 2015
Year Designated
Local Status None
Year Surveyed
HD status None
DOE report or Local Link More info
County Durham
Quad Name Southwest Durham
Township Triangle
Density L
Location 5117 Farrington Rdr Durham
Photo Link
Spatia l Accuracy [Report]
Latitude 35.924-484
Longitude-78.988753
Year Survey Update
'sternal Boundary does not include the early 1970s Patterson's Mill Store
DH0006 I Leigh Farm (NR: 1975)
ite iD DH0006
Status NR
Site Name Leigh Farm
Description c- 1835 and later farm complex, slave dwelling with log chimney
Notes Eligibility under Cris A and Crit C reconfirmed 2017; ER 17-1313; Multi Co Rpt 4869; U-5774
`ear NR 1975
'ear SL
`ear DOE
'ear Designated
-ocaI Status None
'ear Surveyed
-Dstatus None
AR nomination More info
DOE report or Local Link https:/ffiles.nc.gov/ncdcr/historic-prerervation-affcelPDFs/ER 17-1313.pdf#page=49
:�ounty Durham
Duad Name Southwest Durham
-ownship Triangle
Density L
-ocation E side SR 1110, 0.2 mi S. of SR 1276 Chapel H'II u'cini*
'hats Link More info
Spatial Accuracy [NRnom]
-atitude 35.922769
-ongitude-7$-993095
'ear Survey Update
me rnal
Surveyed Property Information
Client: Epcon Communities
Froehling & Robertson, Inc. Project: Farrington Road Site
F4 310 Hubert Street Location: Chapel Hill, Durham County, NC
�C Raleigh, North Carolina 27603 Project Number: 59Y-0058
FIGURE
T 919.828.3441 Data Source: NC Historic Preservation Office GIS No 5
Date: September 2021 1 Scale Not Shown

DH3699 1 House
DH3701 I House
Site ID
DH3699
Site ID DH3701
Status
SO
Status so
Site Name
House
Site Name House
Description
Description
Notes
Ineligible2015, ER 12-0738; Multi Co Rpt4694/ Inventory413,
LacalStatus None Notes Inelig-ble 2015, ER 12-0739; Multi Co Rptd694f Inventory'l144
LocaI Status None
Year Survey
Year Survey Updated
Year Survey
HD status
None
Year Survey Updated
DOE report or Local Link
HD status
None
County
Durham
DOE report or Local Link
Quad Name
Southwest Durham
County
Durham
Township
Triangle
Quad Name
Southwest Durham
Density
H
Township
Triangle
Location
5015 Farrington Rdr Durham
Photo Link
Density
H
Spatial Accuracy
[Report]
Location
5505 Farrington Rd, Durham
Latitude
35.927328
Photo Link
Longitude
-78.989063
Spatial Accuracy
[Report]
Internal
Latitude
35.921333
Longitude
-78.986565
Internal
DH37©0IHouse
Site ID
DH3700
Status
SO
Site Name
House
Description
Notes
Ineligible 2015; ER 12-0738; Multi Co Rpt#694/ InvemoryV37
Local Status
None
Year Survey
Year Survey Updated
HD status
None
DOE report or Local Link
County
Durham
Quad Name
Southwest Durham
Township
Triangle
Density
H
Location
5017 Farrington Rdr Durham
Photo Link
Spatial Accuracy
[Report]
Latitude
35.926637
Longitude
-78.989077
Internal
DH2397 I J. W. Icing Farm
Site ID
DH2397
Status
SO
Site Name
J. W_ ICng Farm
Description
Notes
Local Status
None
Year Survey
1988
Year Survey U pdated
1997
HD status
None
DOE report or Local Link
County
Durham
Quad Name
Southwest Durham
Township
Triangle
Density
L
Location
E side SR 1110 -5 mi S of SR 1113
Photo Link
Spatial Accuracy
Latitude
35.923208
Longitude
-78-989383
Internal
I Surveved Property Information M
urent: tpcon t.ommunities
Froehling & Robertson, Inc. Project: Farrington Road Site
F4 310 Hubert Street Location: Chapel Hill, Durham County, NC
�C Raleigh, North Carolina 27603 Project Number: 59Y-0058 FIGURE
T 919.828.3441 Data Source: INC Historic Preservation Office GIS No 6
Date: Sentember 2021 1 Scale Not Shown

'Z2 r "
View of the store on the northern portion of the Property facing
east.
' y.
R
View of the barn on the northeast portion of the Property.
Site Photographs
Client: Epcon Communities
Froehling & Robertson, Inc. Project: Farrington Road Site
F4 310 Hubert Street Location: Chapel Hill, Durham County, NC
�C Raleigh, North Carolina 27603 Project Number: 59Y-0058 FIGURE
T 919.828.3441 Data Source: NC Historic Preservation Office GIS No. 7
Date: September 2021 Scale Not Shown

y
NINO
.Ne -
View of the residence of the west -central portion of the
Property, facing east.
View of the southwest portion of the Property, facing northeast.
Site Photographs
Client: Epcon Communities
Froehling & Robertson, Inc. Project: Farrington Road Site
F4 310 Hubert Street Location: Chapel Hill, Durham County, NC
�C Raleigh, North Carolina 27603 Project Number: 59Y-0058 FIGURE
T 919.828.3441 Data Source: NC Historic Preservation Office GIS No. 8
Date: September 2021 Scale Not Shown

F7#i&Wlusurr
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United States Department of the Interior
FISH AND WILDLIFE SERVICE
Raleigh Ecological Services Field Office
Post Office Box 33726
Raleigh, NC 27636-3726
Phone: [phone] Fax: [phone]
In Reply Refer To: September 20, 2021
Consultation Code: 04EN2000-2021-SLI-2255
Event Code: 04EN2000-2021-E-04633
Project Name: Farrington Road Site
Subject: List of threatened and endangered species that may occur in your proposed project
location or may be affected by your proposed project
To Whom It May Concern:
The species list generated pursuant to the information you provided identifies threatened,
endangered, proposed and candidate species, as well as proposed and final designated critical
habitat, that may occur within the boundary of your proposed project and/or may be affected by
your proposed project. The species list fulfills the requirements of the U.S. Fish and Wildlife
Service (Service) under section 7(c) of the Endangered Species Act (Act) of 1973, as amended
(16 U.S.C. 1531 et seq.).
New information based on updated surveys, changes in the abundance and distribution of
species, changed habitat conditions, or other factors could change this list. Please feel free to
contact us if you need more current information or assistance regarding the potential impacts to
federally proposed, listed, and candidate species and federally designated and proposed critical
habitat. Please note that under 50 CFR 402.12(e) of the regulations implementing section 7 of the
Act, the accuracy of this species list should be verified after 90 days. This verification can be
completed formally or informally as desired. The Service recommends that verification be
completed by visiting the ECOS-IPaC website at regular intervals during project planning and
implementation for updates to species lists and information. An updated list may be requested
through the ECOS-IPaC system by completing the same process used to receive the enclosed list.
Section 7 of the Act requires that all federal agencies (or their designated non-federal
representative), in consultation with the Service, insure that any action federally authorized,
funded, or carried out by such agencies is not likely to jeopardize the continued existence of any
federally -listed endangered or threatened species. A biological assessment or evaluation may be
prepared to fulfill that requirement and in determining whether additional consultation with the
Service is necessary. In addition to the federally -protected species list, information on the
species' life histories and habitats and information on completing a biological assessment or

09/20/2021 Event Code: 04EN2000-2021-E-04633
evaluation and can be found on our web page at http://www.fws.gov/raleigh. Please check the
web site often for updated information or changes
If your project contains suitable habitat for any of the federally -listed species known to be
present within the county where your project occurs, the proposed action has the potential to
adversely affect those species. As such, we recommend that surveys be conducted to determine
the species' presence or absence within the project area. The use of North Carolina Natural
Heritage program data should not be substituted for actual field surveys.
If you determine that the proposed action may affect (i.e., likely to adversely affect or not likely
to adversely affect) a federally -protected species, you should notify this office with your
determination, the results of your surveys, survey methodologies, and an analysis of the effects
of the action on listed species, including consideration of direct, indirect, and cumulative effects,
before conducting any activities that might affect the species. If you determine that the proposed
action will have no effect (i.e., no beneficial or adverse, direct or indirect effect) on federally
listed species, then you are not required to contact our office for concurrence (unless an
Environmental Impact Statement is prepared). However, you should maintain a complete record
of the assessment, including steps leading to your determination of effect, the qualified personnel
conducting the assessment, habitat conditions, site photographs, and any other related articles.
Please be aware that bald and golden eagles are protected under the Bald and Golden Eagle
Protection Act (16 U.S.C. 668 et seq.), and projects affecting these species may require
development of an eagle conservation plan (http://www.fws.gov/windenergy/
eagle_guidance.html). Additionally, wind energy projects should follow the wind energy
guidelines (http://www.fws.gov/windenergy/) for minimizing impacts to migratory birds and
bats.
Guidance for minimizing impacts to migratory birds for projects including communications
towers (e.g., cellular, digital television, radio, and emergency broadcast) can be found at: http://
www.fws.gov/migratorybirds/CurrentBirdlssues/Hazards/towers/towers.htm; http://
www.towerkill.com; and http://www.fws.gov/migratorybirds/CurrentBirdIssues/Hazards/
towers/comtow.html.
Not all Threatened and Endangered Species that occur in North Carolina are subject to section 7
consultation with the U.S Fish and Wildlife Service. Atlantic and shortnose sturgeon, sea
turtles,when in the water, and certain marine mammals are under purview of the National Marine
Fisheries Service. If your project occurs in marine, estuarine, or coastal river systems you should
also contact the National Marine Fisheries Service, http://www.nmfs.noaa.gov/
We appreciate your concern for threatened and endangered species. The Service encourages
Federal agencies to include conservation of threatened and endangered species into their project
planning to further the purposes of the Act. Please include the Consultation Tracking Number in
the header of this letter with any request for consultation or correspondence about your project
that you submit to our office. If you have any questions or comments, please contact John Ellis
of this office at [e-mail].

09/20/2021 Event Code: 04EN2000-2021-E-04633
Attachment(s):
• Official Species List

09/20/2021 Event Code: 04EN2000-2021-E-04633
Official Species List
This list is provided pursuant to Section 7 of the Endangered Species Act, and fulfills the
requirement for Federal agencies to "request of the Secretary of the Interior information whether
any species which is listed or proposed to be listed may be present in the area of a proposed
action".
This species list is provided by:
Raleigh Ecological Services Field Office
Post Office Box 33726
Raleigh, NC 27636-3726
[phone]

09/20/2021 Event Code: 04EN2000-2021-E-04633
Project Summary
Consultation Code: 04EN2000-2021-SLI-2255
Event Code: Some(04EN2000-2021-E-04633)
Project Name: Farrington Road Site
Project Type: DEVELOPMENT
Project Description: Project is proposed to be redeveloped into a residential community.
Project Location:
Approximate location of the project can be viewed in Google Maps: https://
www.google.com/maps/035.9236784,-78.98801235016575,14z
Counties: Durham County, North Carolina

09/20/2021 Event Code: 04EN2000-2021-E-04633 3
Endangered Species Act Species
There is a total of 4 threatened, endangered, or candidate species on this species list.
Species on this list should be considered in an effects analysis for your project and could include
species that exist in another geographic area. For example, certain fish may appear on the species
list because a project could affect downstream species.
IPaC does not display listed species or critical habitats under the sole jurisdiction of NOAA
Fisheries1, as USFWS does not have the authority to speak on behalf of NOAA and the
Department of Commerce.
See the "Critical habitats" section below for those critical habitats that lie wholly or partially
within your project area under this office's jurisdiction. Please contact the designated FWS office
if you have questions.
NOAA Fisheries, also known as the National Marine Fisheries Service (NMFS), is an
office of the National Oceanic and Atmospheric Administration within the Department of
Commerce.
Clams
NAME
STATUS
Atlantic Pigtoe Fusconaia masoni
Proposed
There is proposed critical habitat for this species. The location of the critical habitat is not
Threatened
available.
Species profile: https://ecos.fws.gov/ecp/species/5164
Insects
NAME
STATUS
Monarch Butterfly Danaus plexippus
Candidate
No critical habitat has been designated for this species.
Species profile: https:Hecos.fws.gov/ecp/species/9743
Flowering Plants
NAME
STATUS
Michaux's Sumac Rhus michauxii
Endangered
No critical habitat has been designated for this species.
Species profile: https:Hecos.fws.gov/ecp/species/5217
Smooth Coneflower Echinacea laevigata
Endangered
No critical habitat has been designated for this species.
Species profile: https:Hecos.fws.gov/ecp/species/3473

09/20/2021 Event Code: 04EN2000-2021-E-04633
Critical habitats
THERE ARE NO CRITICAL HABITATS WITHIN YOUR PROJECT AREA UNDER THIS OFFICE'S
JURISDICTION.

Roy Cooper, Governor
■'■1111111■
■! 0 RUC DEPARTMENT OF
■ami■■ NATURAL AND CULTURAL RESOURCES
■ENNN
September 20, 2021
Elias Ruhl
F&R
310 Hubert Street
Raleigh, NC 27603
RE: Farrington Road Site; 59Y-0058
Dear Elias Ruhl:
D. Reid Wilson, Secretary
Wafter Clark
Director, Division of Land and Water Stewardship
NCNHDE-15783
The North Carolina Natural Heritage Program (NCNHP) appreciates the opportunity to provide
information about natural heritage resources for the project referenced above.
Based on the project area mapped with your request, a query of the NCNHP database indicates that
there are no records for rare species, important natural communities, natural areas, and/or
conservation/managed areas within the proposed project boundary. Please note that although there
may be no documentation of natural heritage elements within the project boundary, it does not
imply or confirm their absence; the area may not have been surveyed. The results of this query
should not be substituted for field surveys where suitable habitat exists. In the event that rare
species are found within the project area, please contact the NCNHP so that we may update our
records.
The attached 'Potential Occurrences' table summarizes rare species and natural communities that
have been documented within a one -mile radius of the property boundary. The proximity of these
records suggests that these natural heritage elements may potentially be present in the project area
if suitable habitat exists. Tables of natural areas and conservation/managed areas within a one -mile
radius of the project area, if any, are also included in this report.
If a Federally -listed species is found within the project area or is indicated within a one -mile radius of
the project area, the NCNHP recommends contacting the US Fish and Wildlife Service (USFWS) for
guidance. Contact information for USFWS offices in North Carolina is found here:
https://www.fws.gov/offices/Di rectory_/ListOffices.cfm?statecode=37.
Please note that natural heritage element data are maintained for the purposes of conservation
planning, project review, and scientific research, and are not intended for use as the primary criteria
for regulatory decisions. Information provided by the NCNHP database may not be published
without prior written notification to the NCNHP, and the NCNHP must be credited as an information
source in these publications. Maps of NCNHP data may not be redistributed without permission.
The NC Natural Heritage Program may follow this letter with additional correspondence if a
Dedicated Nature Preserve, Registered Heritage Area, Land and Water Fund easement, or Federally -
listed species are documented near the project area.
If you have questions regarding the information provided in this letter or need additional assistance,
please contact Rodney A. Butler at rod ney.butler(a)ncdcr.clov or 919-707-8603.
Sincerely,
NC Natural Heritage Program
DEPAR7MEN7 OF NATURAL AND CULTURAL RESOURCES
fl 121 W. JONES STREET, RALEIGH. NC 27603 • 1GS1 MAIL SERVICE CENTER, RALEIGH. NC 27699
OFC 919.707.9120 • FAX 919.707,9121

Natural Heritage Element Occurrences, Natural Areas, and Managed Areas Within a One -mile Radius of the Project Area
Farrington Road Site
Project No. 59Y-0058
September 20, 2021
NCNHDE-15783
Element Occurrences
Documented
Within a One -mile Radius of the Project Area
Taxonomic
EO ID
Scientific Name
Common NameLast Element
Accuracy Federal
State
Global
State
Group
Observation Occurrence
Status
Status
Rank
Rank
ALDate
Rank
�`
Amphibian
38040
Hemidactylium
Four -toed Salamander 2018-03-16
F
3-Medium ---
Special
G5
S3
scutatum
Concern
Animal
23795
Waterbird Colony
Waterbird Colony 2008-07-01
C
2-High ---
---
G N R
S3
Assemblage
Bird
32268
Nyctanassa violacea
Yellow -crowned Night- 2012-05-12
C
2-High ---
Significantly
G5
S2B
Heron
Rare
Butterfly
34564
Erynnis martialis
Mottled Duskywing 1952-07-01
H
5-Very ---
Significantly
G3
S2
Low
Rare
Dragonfly or
33764
Somatochlora
Coppery Emerald 2004-Pre
H?
5-Very ---
Significantly
G3G4
Sl?
Damselfly
georgiana
Low
Rare
Dragonfly or
33330
Somatochlora
Coppery Emerald 1996-08-01
H?
4-Low ---
Significantly
G3G4
Sl?
Damselfly
georgiana
Rare
Natural
13427
Floodplain Pool
--- 2010-04-02
B
3-Medium ---
---
G3
S2
Community
Natural
19625
Mesic Mixed Hardwood---
2010-02-11
B
3-Medium ---
---
G3G4
S4
Community
Forest (Piedmont
Subtype)
Natural
3655
Mesic Mixed Hardwood---
2010
C
2-High ---
---
G3G4
S4
Community
Forest (Piedmont
Subtype)
Natural
14132
Piedmont Bottomland
--- 2017-09-22
A
2-High ---
---
G2?
S2
Community
Forest (Typic Low
Subtype)
Natural
8322
Piedmont Bottomland
--- 2013
B
2-High ---
---
G2?
S2
Community
Forest (Typic Low
Subtype)
Natural
15450
Piedmont Bottomland
--- 2010-02-04
B
3-Medium ---
---
G2?
S2
Community
Forest (Typic Low
Subtype)
Natural
30518
Piedmont Levee Forest---
2010
A
4-Low ---
---
G3?
S2
Community
(Beech Subtype)
Page 2 of 5

Element Occurrences Documented Within a One -mile Radius of the Project Area
Taxonomic
EO ID
Scientific Name Common Name
Element
Accuracy
Group
Observation
Occurrence
Date
Rank
Natural
_
17259
Piedmont Levee Forest---
2010
A
3-Medium
Community
(Typic Subtype)
Natural
15698
Piedmont Levee Forest---
2013
A
2-High
Community
(Typic Subtype)
Natural
1381
Piedmont Swamp ---
2013
BC
2-High
Community
Forest
Natural
13206
Piedmont/Mountain ---
2010-04-02
C
3-Medium
Community
Semipermanent
Impoundment (Open
Water Subtype)
Natural
30595
Piedmont/Mountain ---
2010-04-02
C
3-Medium
Community
Semipermanent
Impoundment (Shrub
Subtype)
Federal State Glo910�tate
Status Status 4iW&
--- --- G3G4 S3S4
--- --- G3G4 S3S4
--- --- G3G4 S2
--- --- G4G5 S4
--- --- G4 S4
Vascular Plant
9143
Carex bushii
Bush's Sedge
1968-05-29
H
3-Medium ---
Significantly
G4
S1
Rare
Peripheral
Vascular Plant
26981
Echinacea laevigata
Smooth Coneflower
1992
X
3-Medium Endangered
Endangered
G2G3
S1S2
Vascular Plant
5778
Enemion biternatum
Eastern Isopyrum
1993?
F
4-Low ---
Special
G5
S2
Concern
Vulnerable
Vascular Plant
36779
Orbexilum
Sampson's Snakeroot
1898-07
H
5-Very ---
Endangered
G5T5?
Sl
pedunculatum
Low
Vascular Plant
22304
Tridens chapmanii
Chapman's Redtop
1894-08-21
H
5-Very ---
Threatened
G5T3
S1S2
Low
Natural Areas Documented Within a One -mile Radius of the Project Area
Site Nam Representational Rating
Lower New Hope Creek Floodplain Forest and R2 (Very High)
Slopes
Little Creek Bottomlands and Slopes R5 (General)
New Hope Creek Bottomland Forest Rl (Exceptional)
Collective Rating
C3 (High)
C5 (General)
C3 (High)
Page 3 of 5

Managed Areas Documented Within a One -mile Radius of the Project Area
Managed Area Na §1111W Owner -
New Hope Creek Bottomland Forest Registered US Army Corps of Engineers Federal
Heritage Area
Leigh Farm State Historic Site NC DNCR, Division of State Historic Sites State
Lower New Hope Creek Floodplain Forest and
Slopes Registered Heritage Area
Little Creek Bottomlands and Slopes Registered
Heritage Area
City of Durham Easement
B. Everett Jordan Dam and Lake
City of Durham - Leigh Farm Park
Durham County Open Space
Town of Chapel Hill Open Space
and Properties
US Army Corps of Engineers
US Army Corps of Engineers
City of Durham
US Army Corps of Engineers
City of Durham
Durham County
Town of Chapel Hill
Federal
Federal
Local Government
Federal
Local Government
Local Government
Local Government
Definitions and an explanation of status designations and codes can be found at https://ncnhde.natureserve.org/help. Data query generated on September 20, 2021; source: NCNHP, Q2 July 2021. Please
resubmit your information request if more than one year elapses before project initiation as new information is continually added to the NCNHP database.
Page 4 of 5

NCNHDE-15783: Farrington Road Site
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COMMITTED DEVELOPMENT PLAN ELEMENTS
1. ALL LOTS WILL BE SINGLE FAMILY DETACHED INCLUDING PRINCIPAL AND ACCESSORY USES.
2. PRIOR TO ISSUANCE OF A CERTIFICATE OF OCCUPANCY, A MINIMUM OF FIVE (5) FEET ADDITIONAL ASPHALT WILL BE PROVIDED FOR THE
FRONTAGE OF THE SITE ALONG FARRINGTON ROAD. THE ADDITIONAL ASPHALT WIDENING WILL BE PROVIDED TO ALLOW FOR A BICYCLE LANE.
3. PRIOR TO ISSUANCE OF A CERTIFICATE OF OCCUPANCY, CONSTRUCT AN EXCLUSIVE SOUTHBOUND LEFT -TURN LANE WITH ADEQUATE STORAGE
AND APPROPRIATE TAPER ON FARRINGTON ROAD AT SITE ACCESS POINT #1.
4. PRIOR TO THE ISSUANCE OF A BUILDING PERMIT, DEDICATE TEN (10) FEET OF ADDITIONAL RIGHT-OF-WAY FOR THE FRONTAGE OF THE SITE
ALONG FARRINGTON ROAD.
5. NO MORE THAN 67 DWELLING UNITS SHALL BE ESTABLISHED ON THE PROPERTY.
6. THE PROPOSED ONSITE STORMWATER CONTROL MEASURES (SCM) SHALL BE DESIGNED TO MEET THE 100-YEAR STORM EVENT.
7. THE EXISTING CIVIL WAR TRAILS SIGNAGE SHALL BE PRESERVED IN SUBSTANTIALLY THE SAME PROMINENT LOCATION, VISIBLE FROM FARRINGTON
ROAD RIGHT-OF-WAY.
DESIGN GUIDELINES
ARCHITECTURAL STYLE
1. RESIDENTIAL BUILDINGS WITHIN THE PROPOSED DEVELOPMENT WILL HAVE COMPATIBLE ARCHITECTURAL ELEVATIONS WITH RESPECT TO MATERIALS,
COLORS, AND OVERALL DESIGN ELEMENTS. THE COMMUNITY WILL FEATURE BOTH SINGLE STORY HOMES AND STORY AND ONE-HALF SINGLE FAMILY
HOMES. ADDITIONALLY ALL HOMES WILL FEATURE ONE BEDROOM AND FULL BATHROOM ON THE FIRST FLOOR. ALL HOMES WILL HAVE AT LEAST ONE
ON -GRADE ENTRANCE TO THE MAIN LEVEL.
DISTINCTIVE ARCHITECTURAL FEATURES
2. NO HOME SHALL BE CONSTRUCTED WITH A FRONT EXTERIOR ELEVATION (FRONT FACADE) OR COLOR PALETTE THAT IS IDENTICAL TO THE HOME ON
EITHER SIDE OR DIRECTLY ACROSS THE STREET FROM IT.
3. A MINIMUM OF THREE COLORS SHALL BE UTILIZED PER RESIDENTIAL BUILDING.
4. RESIDENTIAL BUILDINGS SHALL HAVE A COMBINATION OF HIPPED, GABLED, OR SHED ROOFS
5. HOMES WILL HAVE COVERED MAIN ENTRYWAYS AND SIDE COURTYARDS THAT OFFER PRIVACY IN AN OUTDOOR SPACE.
BUILDING MATERIALS
6. VINYL SIDING SHALL BE PROHIBITED.
7. AT LEAST 15% OF ALL RESIDENTIAL FRONT FACADES SHALL BE CLAD IN STONE, BRICK, OR OTHER MASONRY.
8. RESIDENTIAL BUILDINGS LOCATED ON CORNER LOTS SHALL FEATURE A MINIMUM OF 4 WINDOWS ON THE BUILDING ELEVATIONS FRONTING THE SIDE
STREETS.
9. RESIDENTIAL BUILDING ROOFS SHALL HAVE COMPOSITE SHINGLES.
DEVELOPMENT COMMUNITY DESIGN AND CONNECTIVITY
10. THE DEVELOPMENT SHALL INCLUDE A POOL AND CLUBHOUSE WITH EXERCISE EQUIPMENT.
SITE DATA
PINS: 0709-31-52-6652, 0709-31-47-3772,
0709-31-90-6186 & 0709-40-06-2002
EXISTING ZONING: RS-20
PROPOSED ZONING: PDR-3.785
TIER: SUBURBAN & LEIGH VILLAGE CN
RIVER BASIN: CAPE FEAR
WATERSHED: B EVERETT JORDAN LAKE -NEW HOPE RIVER
WATERSHED PROTECTION OVERLAY DISTRICT: F/J-B
OVERLAY DISTRICTS: MAJOR TRANSPORTATION CORRIDOR 1-40 (MTC 1-40)
TOTAL SITE AREA: 21.135 ACRES
PROPOSED R/W DEDICATION: 0.196 ACRES
ADJUSTED GROSS SITE AREA: 20.939 ACRES
SITE AREA IN STREAM BUFFER: 3.239 ACRES
SITE AREA USED FOR RESIDENTIAL DENSITY CALCULATIONS: 17.70 ACRES
PROPOSED NUMBER OF UNITS: 63 UNITS
PROPOSED RESIDENTIAL DENSITY: 3.559 UNITS/ACRE
SETBACKS: REQUIRED PROPOSED
STREET 8' 8' (20' MIN. DRIVEWAY)
REAR 0' 10'
SIDE 0' 5'
BUILDING SEPARATION: 1O'
BUILDING HEIGHT/STORIES: 35' MAX./2 STORIES
PROJECT BOUNDARY BUFFERS: PER LIDO SECTION 9.4.3C.6, FOR RESIDENTIAL
DEVELOPMENT UTILIZING MASS GRADING IN THE SUBURBAN TIER A MINIMUM OPACITY
OF 0.4 SHALL BE REQUIRED, UNLESS A GREATER OPACITY IS OTHERWISE REQUIRED.
SURROUNDING ZONING: RS-20 = 0.4 OPACITY
RR(D) = 0.4 OPACITY
RS-M = 0.4 OPACITY
CURRENT USE: RESIDENTIAL, VACANT
PROPOSED USE: 63 SINGLE FAMILY LOTS
PARKING REQUIRED: 2/UNIT x 63 UNITS = 126 SPACES (RESIDENTIAL)
CLUBHOUSE AND POOL = NO MINIMUM REQUIRED
PARKING PROVIDED: 126 SPACES (DRIVEWAYS & GARAGES)
9 SPACES (CLUBHOUSE & POOL)
135 SPACES (TOTAL)
ACCESSIBLE PARKING REQUIRED: 1 SPACES
ACCESSIBLE PARKING PROVIDED: 1 SPACES
ACCESSIBLE VAN PARKING REQUIRED: 1 PER 6 ACCESSIBLE SPACES = 1 SPACE
ACCESSIBLE VAN PARKING PROVIDED: 1 SPACE
BICYCLE PARKING REQUIRED: 4 SPACES
BICYCLE PARKING PROVIDED: 4 SPACES
TREE COVERAGE AREA REQUIRED: 24% OF ADJUSTED GROSS SITE AREA
TREE COVERAGE REQUIRED: 24% x 20.939 AC = 5.03 AC
TREE SAVE AREA PROVIDED: 3.02 AC (14.4%)
TREE REPLACEMENT AREA: 2.01 AC (9.6%)
TOTAL TREE COVERAGE AREA PROVIDED: 5.03 AC (24.0%)
OPEN SPACE REQUIRED: 3.35 ACRES (16.0% OF GROSS SITE AREA)
OPEN SPACE PROPOSED: 7.90 ACRES (37.7% OF GROSS SITE AREA)
RECREATIONAL OPEN SPACE REQUIRED: 1.12 ACRES (33.33% OF REQUIRED OPEN SPACE)
RECREATIONAL OPEN SPACE PROVIDED: 1.15 ACRES TRAIL AREA
0.23 ACRES CLUBHOUSE AND POOL
1.38 ACRES TOTAL
STEEP SLOPES (EXISTING): NONE
LIMITS OF DISTURBANCE: 767,106 SF (17.61 AC.)
IMPERVIOUS EXISTING: 40,613 SF (0.93 AC.)
IMPERVIOUS PROPOSED: 93,214 SF ROADS
33,454 SF SIDEWALKS
3,765 SF ASPHALT TRAIL
5,519 SF CLUBHOUSE WITH POOL
4,818 SF CLUBHOUSE PARKING
261,700 SF LOTS
402,470 SF TOTAL (44.13%)
GENERAL CONDITIONS OF APPROVAL
COURTYARDS AT FARRINGTON
CONSTRUCTION PLAN
51093 51173 52513 5271 FARRINGTON ROAD
DURHAM, NORTH CAROLINA
APPLICANT
EPCON COMMUNITIES
119 WESTON PARKWAY
CARY, NC 27513
919.367.6179
JASON COFFEE
[e-mail]
1. NC DWR BUFFER AUTHORIZATION NOTE: BUFFER AUTHORIZATION BY THE NORTH CAROLINA DIVISION OF WATER RESOURCES (NC DWR) IS REQUIRED PRIOR TO CONSTRUCTION DRAWING APPROVAL. SITE PLAN CHANGES OCCURRING AS A RESULT OF ALTERATIONS NEEDED
TO RECEIVE BUFFER AUTHORIZATION MAY RESULT IN THE NEED FOR A SITE PLAN AMENDMENT OR A NEW SITE PLAN BASED ON THE SCOPE OF THE REQUIRED CHANGES. IF A SITE PLAN AMENDMENT OR NEW SITE PLAN IS REQUIRED, IT MUST BE APPROVED PRIOR TO
CONSTRUCTION DRAWING APPROVAL. CONTACT THE DURHAM CITY -COUNTY PLANNING DEPARTMENT AT 919-560-4137 TO DETERMINE IF A SITE PLAN AMENDMENT OR A NEW SITE PLAN WILL BE REQUIRED.
2. STREAM BUFFERS: 100 FOOT WIDE UNDISTURBED STREAM BUFFER, MEASURED FROM TOP OF BANK, EACH SIDE OF STREAM. NO CLEARING OR GRADING OTHER THAN SELECTIVE THINNING AND ORDINARY MAINTENANCE OF EXISTING VEGETATION PERMITTED, EXCEPT IN
ACCORDANCE WITH 15A NCAC 02B.0714(11), VEGETATION MANAGEMENT. NO STRUCTURES OR FEATURES REQUIRING GRADING OR CONSTRUCTION MAY BE BUILT WITHIN THE 10-FOOT STREAM BUFFER SETBACK. ANY USE ALLOWED BY SECTION 8.5.5 OF THE LIDO SHALL
BE DESIGNED AND CONSTRUCTED TO MINIMIZE THE AMOUNT OF INTRUSION INTO THE STREAM BUFFER AND TO MINIMIZE CLEARING, GRADING, EROSION AND WATER QUALITY DEGRADATION. (UDO SECTION 8.5)
3. FOR SITES CONTAINING WETLANDS: STATE AND FEDERAL PERMIT AUTHORIZATION MAY BE REQUIRED FROM THE NC DEQ, NC DWR, AND THE U.S. ARMY CORPS OF ENGINEERS PRIOR TO THE COMMENCEMENT OF ANY LAND DISTURBING ACTIVITIES IN OR NEAR A LAKE,
STREAM, CREEK, TRIBUTARY, OR ANY UNNAMED BODY OF WATER AND ITS ADJACENT WETLANDS. (UDO SECTION 8.9) 4. LANDSCAPE MULCH: PINE STRAW SHALL NOT BE USED AS MULCH OR GROUNDCOVER WITHIN TEN FEET OF ANY STRUCTURES CONSISTING OF EXTERIOR COMBUSTIBLE CONSTRUCTION AS SPECIFIED BY DURHAM CITY CODE SECTION 46-
87.
5. LANDSCAPE SITE COMPLIANCE INSPECTION: ALL SITE IMPROVEMENTS INCLUDING LANDSCAPING MUST BE IN PLACE PRIOR TO THE ISSUANCE OF A CERTIFICATE OF COMPLIANCE. CONTACT THE DURHAM CITY -COUNTY PLANNING DEPARTMENT SITE COMPLIANCE STAFF TO
SCHEDULE AN INSPECTION. SITE COMPLIANCE INSPECTION FEES MUST BE RECEIVED BY THE DURHAM CITY -COUNTY PLANNING DEPARTMENT PRIOR TO SCHEDULING AN INSPECTION. IF A RE -INSPECTION IS REQUIRED, AN ADDITIONAL INSPECTION FEE MUST BE RECEIVED
BY THIS OFFICE PRIOR TO THE RE -INSPECTION.
6. UDO LANDSCAPE COMPLIANCE CERTIFICATION NOTE UDO SECTION 9.2.5D : CERTIFICATION BY A LICENSED LANDSCAPE ARCHITECT OR LICENSED LANDSCAPE CONTRACTOR VERIFYING THAT ALL PLANTS HAVE BEEN INSTALLED PER ALL UDO AND LANDSCAPE MANUAL
REQUIREMENTS SHALL BE SUBMITTED BEFORE A CERTIFICATE OF COMPLIANCE WILL BE ISSUED.
7. STREET TREE NOTE FOR ALL SITE PLANS/PRELIMINARY PLATS AND FINAL PLATS WHERE TREES WILL BE PLANTED: STREET TREES MEETING THE REQUIREMENTS OF LIDO SECTION 9.6 SHALL BE PLANTED PRIOR TO THE ISSUANCE OF A CERTIFICATE OF COMPLIANCE,
UNLESS THE PLANTING HAS BEEN POSTPONED IN ACCORDANCE WITH THE REQUIREMENTS OF UDO SECTION 9.11.
8. UNDISTURBED LANDSCAPE BUFFERS:20 FOOT WIDE UNDISTURBED LANDSCAPE BUFFER. NO CLEARING OR GRADING OTHER THAN SELECTIVE THINNING AND ORDINARY MAINTENANCE OF EXISTING VEGETATION PERMITTED.
9. CONSTRUCTION IN PRESERVED TREE COVERAGE AREAS (UDO SECTION 8.3):
A. PRESERVED TREE COVERAGE AREAS SHALL NOT BE USED FOR ACTIVE RECREATIONAL PURPOSES EXCEPT FOR UNPAVED WALKING PATHS AND FOOT TRAILS CONSTRUCTED WITH MINIMAL DISTURBANCE OF TREE ROOTS AND EXISTING VEGETATION. NO TREE EIGHT
INCHES OR GREATER SHALL BE REMOVED FOR THE CONSTRUCTION OF TRAILS. SITE PLAN APPROVAL IS REQUIRED FOR CONSTRUCTION OF TRAILS IN PRESERVED TREE COVERAGE AREAS.
B. ALL BUILDINGS, UTILITIES, AND STORMWATER FACILITIES SHALL BE SET BACK AT LEAST 10 FEET FROM THE EDGE OF ANY PRESERVED TREE COVERAGE AREA. NO EASEMENTS, EXCEPT CONSERVATION, GREENWAY, AND LANDSCAPE EASEMENTS, SHALL BE INCLUDED
WITHIN A TREE COVERAGE AREA.
10. TREE PROTECTION NOTE (UDO SECTION 8.3): TREE PROTECTION FENCE CONSTRUCTED OF A MATERIAL RESISTANT TO DEGRADATION BY SUN, WIND, AND MOISTURE FOR THE DURATION OF THE CONSTRUCTION, MUST BE IN PLACE PRIOR TO ANY DEMOLITION, LAND
DISTURBANCE, OR ISSUANCE OF A GRADING PERMIT. SUCH FENCING SHALL BE MOUNTED ON METAL POSTS PLACED NO FURTHER THAN 10 FEET APART. SILT FENCING SHALL NOT SERVE AS TREE PROTECTION FENCING. WARNING SIGNS SHALL BE POSTED AT EACH END
OF THE TREE PROTECTION FENCE WITH PERIMETER SIGNS SPACED A MAXIMUM OF 100 FEET ON CENTER THEREAFTER. EACH SIGN SHALL READ: 'NO TRESPASSING/TREE PROTECTION AREA"AND 'PROHIBIDO ENTRAR / ZONA PROTECTORA PARA LOS ARBOLES."
11. ROOT PROTECTION ZONE (UDO SECTION 8.3): SHALL BE ESTABLISHED AROUND ALL TREES TO BE PRESERVED. THE ROOT PROTECTION ZONE SHALL EITHER BE A SIX-FOOT RADIUS AROUND A TREE OR ONE FOOT OF RADIUS FOR EVERY INCH OF DIAMETER AT BREAST
HEIGHT (DBH) OF EXISTING TREES, WHICHEVER IS GREATER.
12. PROTECTION OF EXISTING VEGETATION (UDO SECTION 8.3): AT THE START OF GRADING INVOLVING THE LOWERING OF EXISTING GRADE AROUND A TREE OR STRIPPING OF TOPSOIL, A CLEAN, SHARP, VERTICAL CUT SHALL BE MADE AT THE EDGE OF THE TREE SAVE
AREA PRIOR TO OR AT THE SAME TIME AS OTHER EROSION CONTROL MEASURES ARE INSTALLED. THE TREE PROTECTION FENCING SHALL BE INSTALLED ON THE SIDE OF THIS CUT FARTHEST AWAY FROM THE TREE TRUNK AND SHALL REMAIN IN PLACE UNTIL ALL
CONSTRUCTION IN THE VICINITY OF THE TREES IS COMPLETE. NO STORAGE OF MATERIALS, DUMPING OF WASTE, FILL, OR PARKING OF EQUIPMENT SHALL BE ALLOWED WITHIN THE ROOT PROTECTION ZONE AND NO TRESPASSING SHALL BE ALLOWED WITHIN THE
BOUNDARY OF THE ROOT PROTECTION ZONE.
13. UDO SITE LIGHTING NOTE (UDO SECTION 7.4):
C. THE MAXIMUM ILLUMINATION PERMITTED AT THE END OF A PROPERTY LINE SHALL BE AS SET FORTH BELOW. WHERE A DEVELOPMENT IS UNIFIED WITH SHARED PARKING OR OTHER MEASURE SHOWN ON A SITE PLAN, THE MAXIMUM ILLUMINATION LEVELS SHALL APPLY
ONLY TO THE EXTERIOR LOT LINES OF THE PROJECT (ANY INTERIOR LOT LINES SHALL BE EXEMPT FROM THIS PARAGRAPH).
1) THE MAXIMUM ILLUMINATION AT THE EDGE OF THE PROPERTY LINE ADJACENT TO A RESIDENTIAL ZONING DISTRICT IS 0.5 FOOT-CANDLES.
2) THE MAXIMUM ILLUMINATION AT THE EDGE OF THE PROPERTY LINE ADJACENT TO A NONRESIDENTIAL ZONING DISTRICT IS 5.0 FOOTCANDLES.
3) THE MAXIMUM ILLUMINATION AT THE EDGE OF THE PROPERTY LINE ADJACENT TO A STREET IS 5.0 FOOT-CANDLES.
D. THE LEVEL OF ILLUMINATION AS MEASURED IN FOOT-CANDLES AT ANY ONE POINT SHALL MEET THE STANDARDS IN THE TABLE IN UDO SECTION WITH MINIMUM AND MAXIMUM LEVELS MEASURED ON THE PAVEMENT WITHIN THE LIGHTED AREA.
E. THE MAXIMUM HEIGHT FOR DIRECTIONAL OR FULL CUT-OFF LIGHTING FIXTURES (FIXTURES DESIGNED TO INSURE THAT NO LIGHT IS EMITTED ABOVE A HORIZONTAL LINE PARALLEL TO THE GROUND) SHALL BE 30 FEET ABOVE GRADE.
F. THE MAXIMUM HEIGHT FOR NON -DIRECTIONAL LIGHTING FIXTURES, WHICH ARE DEFINED AS FIXTURES DESIGNED TO ALLOW LIGHT TO BE EMITTED ABOVE A HORIZONTAL LINE PARALLEL TO THE GROUND, SHALL BE 15 FEET ABOVE GRADE. NON -DIRECTIONAL LIGHTING
FIXTURES SHALL BE TRANSLUCENT OR HAVE BAFFLES TO PREVENT VIEWS OF THE LIGHT SOURCE.
G. UNDER -CANOPY LIGHTING SHALL BE RESTRICTED TO LIGHTING FIXTURES (INCLUDING LENSES) THAT DO NOT PROJECT BELOW THE BOTTOM OF THE CANOPY.
H. LIGHTING SHALL BE ORIENTED NOT TO DIRECT GLARE OR EXCESSIVE ILLUMINATION ONTO STREETS IN A MANNER THAT MAY DISTRACT OR INTERFERE WITH THE VISION OF DRIVERS ON SUCH STREETS.
I. THESE STANDARDS MUST BE VERIFIED BY FIELD SURVEY (BY USE OF PHOTOMETRIC SURVEY) PRIOR TO THE CERTIFICATE OF COMPLIANCE BEING ISSUED. ALL OF THIS INFORMATION, INCLUDING DETAILS, WILL BE REQUIRED ON BUILDING PLANS PRIOR TO ISSUANCE OF
A BUILDING PERMIT.
14. FOR RESIDENTIAL DEVELOPMENTS USING CURBSIDE COLLECTION: AN AUTOMATED SOLID WASTE COLLECTION VEHICLE HAS AN 18-FOOT WHEELBASE AND A TURNING RADIUS OF 45 FEET WALL-TO-WALL AND 43 FEET CURB -TO -CURB. THE DEPARTMENT OF SOLID WASTE
MANAGEMENT RESERVES THE RIGHT TO MODIFY COLLECTION OF GARBAGE AND RECYCLABLES FOR ANY ROADWAY OR CUL-DE-SAC NOT CONSTRUCTED TO ACCOMMODATE THOSE SPECIFICATIONS.
15. FIRE NOTES TO BE INCLUDED ON COVER SHEET: SAFEGUARDS DURING THE CONSTRUCTION, ALTERATION, OR DEMOLITION OF STRUCTURES SHOWN ON THIS SITE PLAN SHALL BE IN ACCORDANCE WITH CHAPTER 33 OF THE 2018 NORTH CAROLINA FIRE CODE AND
NFPA241 (2013 EDITION).
16. FOR COUNTY SOIL AND EROSION CONTROL:
J. A SEDIMENTATION AND EROSION CONTROL PLAN MUST BE SUBMITTED AND APPROVED PRIOR TO THE ISSUANCE OF A LAND -DISTURBANCE PERMIT.
K. IF AN OFFSITE SOIL SPOIL OR BORROW SITE IS UTILIZED, THEN THE DISTURBED AREA FOR THE SPOIL/BORROW SITE MUST BE INCLUDED IN THE LAND -DISTURBANCE PLAN AND PERMIT UNLESS THE SPOIL/BORROW SITE ALREADY HAS A LAND -DISTURBANCE PERMIT.
SPECIAL CONDITIONS OF APPROVAL
PRIOR TO ISSUANCE OF A CERTIFICATE OF OCCUPANCY:
1. A MINIMUM OF FIVE (5) FEET ADDITIONAL ASPHALT WILL BE PROVIDED FOR THE FRONTAGE OF THE SITE ALONG FARRINGTON ROAD. THE ADDITIONAL ASPHALT WIDENING WILL
BE PROVIDED TO ALLOW FOR A BICYCLE LANE.
2. CONSTRUCT AN EXCLUSIVE SOUTHBOUND LEFT -TURN LANE WITH ADEQUATE STORAGE AND APPROPRIATE TAPER ON FARRINGTON ROAD AT SITE ACCESS POINT #1.
3. AN APPROVED AND EXECUTED DUKE ENERGY STREET LIGHT SERVICE AGREEMENT MUST BE PROVIDED TO THE CITY OF DURHAM. FOR ADDITIONAL DETAILS CONCERNING
LIGHTING REQUIREMENTS AND DESIGN PROCESS, CONTACT THE CITY DEPARTMENT OF TRANSPORTATION (TERRY THOMPSON AT 919-560-4366).
PRIOR TO ISSUANCE OF A BUILDING PERMIT:
1. DEDICATE TEN (10) FEET OF ADDITIONAL RIGHT-OF-WAY FOR THE FRONTAGE OF THE SITE ALONG FARRINGTON ROAD.
VICINITY MAP
SCALE: 1" = 500'
ENGINEER
ADVANCED CIVIL DESIGN INC.
51 KILMAYNE DRIVE, SUITE 102
CARY, NC 27511
919.481.6290
JACK R. ROYAL JR., PE
jroyal®advancedcivildesign.com
OWNER
CURTIS R. BOOKER
5117 FARRINGTON ROAD
CHAPEL HILL, NC 27517
INDEX OF DRAWINGS
CITY PIN NO: 0709-31-52-6652
DURHAM SITE PLAN #D2200233
STANDARD NOTES
1. AT A MINIMUM, THE STORMWATER DESIGN DETAILS FOR THIS PROJECT SHALL BE GOVERNED BY THE MINIMUM STANDARDS OF THE MOST RECENT EDITION OF THE CITY
OF DURHAM (CITY) REFERENCE GUIDE FOR DEVELOPMENT (RGD) AND ANY LETTERS TO INDUSTRY (POSTED ON THE CITYS WEBSITE) THAT ARE IN EFFECT THE DATE
CONSTRUCTION DRAWINGS ARE FIRST RECEIVED FOR REVIEW BY THE CITY.
2. FINAL DESIGN CALCULATIONS FOR THE STORMWATER CONTROL MEASURE(S) (SCM[S]) REQUIRE THE USE OF STORAGE INDICATION ROUTING METHODOLOGY SUCH AS
TR-20 OR HEC-1 MODELS. FOR EACH SCM, AS APPLICABLE, STAGE -STORAGE RELATIONSHIP AND INFLOW AND OUTFLOW HYDROGRAPHS ARE REQUIRED. ALL TABULATED
DATA INCLUDING CALCULATIONS SHOWING THE LIMITING DISCHARGE, WHETHER ORIFICE, WEIR, BARREL, OR OUTLET CONTROL, AS APPROPRIATE IS REQUIRED. HYDROCAD,
HYDRAFLOW HYDROGRAPHS, AND PONDPACK ARE COMMONLY USED AND RECOGNIZED SOFTWARE PROGRAMS WHICH INCORPORATE ROUTING METHODOLOGY ACCEPTED BY
THE CITY.
3. STORMWATER CONTROL MEASURE(S) (SCM[S]) PERMIT FEE(S) AND EITHER PAYMENT INTO THE STORMWATER REPLACEMENT FUND OR THE PROVISION OF AN ALTERNATE
SECURITY IS REQUIRED FOR ALL SCMS ASSOCIATED WITH THIS DEVELOPMENT. CONSTRUCTION OF THE DEVELOPMENT IS NOT ALLOWED TO COMMENCE UNTIL THESE ITEMS
ARE PROVIDED IN ACCORDANCE WITH CITY STORMWATER STANDARDS. THE DESIGNER SHALL SUBMIT A SEALED ENGINEERS CONSTRUCTION COST ESTIMATE FOR EACH
SCM PROPOSED IN THE DEVELOPMENT PRIOR TO APPROVAL OF THE CONSTRUCTION DRAWINGS. NOTE THAT THE STORMWATER REPLACEMENT FUND IS THE ONLY
FINANCIAL GUARANTEE OPTION FOR RESIDENTIAL DEVELOPMENTS WITH A HOMEOWNERS ASSOCIATION.
4. AN AS -BUILT CERTIFICATION FOR THE STORMWATER CONTROL MEASURE(S) (SCM[S]), PROVIDED BY THE CERTIFYING ENGINEER, IS REQUIRED. THE AS -BUILT
CERTIFICATION SHALL BE SUBMITTED IN ACCORDANCE WITH THE CITY OF DURHAM SCM AS -BUILT PROGRAM, REFER TO SECTION 8.6, AS -BUILT CERTIFICATION
REQUIREMENTS FOR SCMS IN THE CITY OF DURHAM, OF THE REFERENCE GUIDE FOR DEVELOPMENT. THE SCM AS -BUILT CERTIFICATION(S) SHALL BE APPROVED BY THE
STORMWATER DEVELOPMENT REVIEW SECTION PRIOR TO ISSUANCE OF ANY FINAL CERTIFICATES OF OCCUPANCY COMPLIANCE FOR DEVELOPMENT WITH THE EXCEPTION
OF WHEN AN APPROPRIATE CONSTRUCTION SECURITY HAS BEEN PROVIDED FOR SINGLE FAMILY OR TOWNHOME DEVELOPMENT. WITH THIS PROVIDED CONSTRUCTION
SECURITY, CERTIFICATES OF OCCUPANCY/COMPLIANCE CAN BE ISSUED FOR A PERCENTAGE OF SINGLE FAMILY LOTS IN ACCORDANCE WITH CITY REQUIREMENTS.
5. THE DEVELOPER/CONTRACTOR SHALL SCHEDULE A PRE -CONSTRUCTION MEETING WITH THE STORMWATER DEVELOPMENT REVIEW SECTION PRIOR TO COMMENCING WORK
ON ANY STORMWATER CONTROL MEASURE (SCM). IF THE SCM WILL BE CONSTRUCTED INITIALLY AS A SEDIMENTATION AND EROSION CONTROL (S&EC) DEVICE, TO BE
CONVERTED TO A PERMANENT SCM AT A LATER TIME, THE PRE -CONSTRUCTION MEETING SHOULD BE SCHEDULED PRIOR TO CONSTRUCTION OF THE S&EC DEVICE. CALL
919-560-4326 EXT. 30238 TO SCHEDULE THE REQUIRED MEETING A MINIMUM OF THREE (3) BUSINESS DAYS PRIOR TO THE DESIRED MEETING DATE. THIS IS IN
ADDITION TO OTHER PRE -CONSTRUCTION MEETING REQUIREMENTS FOR EROSION CONTROL, ENGINEERING INSPECTIONS, ETC.
6. BY REFERENCING ROADWAY IMPROVEMENTS ON THE PLAN, THE APPLICANT AGREES TO CONSTRUCT SAID IMPROVEMENTS ON THE PLAN, THE APPLICANT AGREES TO
CONSTRUCT SAID IMPROVEMENTS PRIOR TO THE ISSUANCE OF ANY CERTIFICATE OF OCCUPANCY IN A MANNER THAT WILL ALLOW THEM TO FUNCTION AS NOTED ON THE
PLAN AND IN ACCORDANCE WITH NCDOT AND CITY OF DURHAM STANDARDS AND POLICIES. THIS INCLUDES (WHERE APPROPRIATE) BUT IS NOT LIMITED TO: ADEQUATE
TRANSITION TAPERS, ALIGNMENT OF LANES THROUGH INTERSECTIONS, ASSOCIATED SIGNAGE, CURB AND GUTTER, COORDINATION WITH OTHER PROPOSED ROADWAY
IMPROVEMENTS AND BIKE LANES. THE APPLICANT ALSO ACCEPTS THE FINANCIAL RESPONSIBILITY FOR ACQUISITION OF ANY ADDITIONAL RIGHT-OF-WAY NECESSARY TO
ACCOMMODATE THESE IMPROVEMENTS AND ANY REQUIRED SIDEWALK CONSTRUCTION.
PUBLIC WORKS CONDITIONS OF APPROVAL
1. THE DESIGNING PROFESSIONAL (A NCPE, NCPLS OR NCRLA/NCPLA -AS REQUIRED) SHALL SUBMIT THREE (3) SETS OF CONSTRUCTION DRAWINGS TO THE PUBLIC WORKS
DEPARTMENT -DEVELOPMENT REVIEW FOR REVIEW AND APPROVAL. CONSTRUCTION DRAWING APPROVAL IS REQUIRED PRIOR TO COMMENCING CONSTRUCTION (SEE CONSTRUCTION PLAN APPROVAL
PROCESS). THE APPROVAL OF CONSTRUCTION DRAWINGS IS SEPARATE FROM SITE PLAN APPROVAL. CITY OFFICIALS SHALL REVIEW ALL SIZES, MATERIALS, SLOPES, LOCATIONS, EXTENSIONS AND
DEPTHS FOR ALL PROPOSED UTILITIES (WATERLINES, SANITARY SEWER LINES AND STORM DRAINAGE CONVEYANCE SYSTEMS) FOR COMPLIANCE WITH ALL APPLICABLE REGULATORY STANDARDS,
SPECIFICATIONS, AND BEST MANAGEMENT PRACTICES.
2. THE DESIGNING PROFESSIONAL (A NCPE, NCPLS OR NCRLA/NCPLA -AS REQUIRED) SHALL SUBMIT ONE (1) SET OF AS -BUILT DRAWINGS TO THE PUBLIC WORKS DEPARTMENT -DEVELOPMENT REVIEW
FOR REVIEW AND APPROVAL. AS -BUILT DRAWING APPROVAL IS REQUIRED PRIOR TO WATER METER INSTALLATION AND/OR SANITARY SEWER SERVICE CONNECTION AND PRIOR TO ISSUANCE OF A
CERTIFICATE OF OCCUPANCY.
3. FIRE FLOW ANALYSIS REQUIRED FOR REVIEW AND APPROVAL AS PART OF THE CONSTRUCTION DRAWING APPROVAL PROCESS. TO SCHEDULE A FLOW TEST COMPLETE THE ONLINE APPLICATION
(HTTPS: [/WWW.DURHAMNC.GOV/4801/FIRE-FLOW).
4. IF A METER 2"OR LARGER IS PROPOSED, CONTACT WATER MANAGEMENT AT 919-560-4381 PRIOR TO THE CONSTRUCTION OF THE METER VAULT TO VERIFY THE TYPE AND DIMENSIONS OF THE
METER.
5. WATER PERMIT REQUIRED AFTER CONSTRUCTION DRAWING APPROVAL AND PRIOR TO COMMENCING WATER MAIN INSTALLATION.
6. SEWER PERMIT REQUIRED AFTER CONSTRUCTION DRAWING APPROVAL AND PRIOR TO COMMENCING SANITARY SEWER MAIN INSTALLATION.
7. AN NCDOT OR A CITY OF DURHAM DRIVEWAY PERMIT IS REQUIRED.
8. PROWAG STANDARDS ARE TO BE USED. SEE CITY OF DURHAM CURB CUTS DETAILS.
9. SANITARY SEWER EASEMENT NOTE: CENTERLINE OF 30 FOOT WIDE CITY OF DURHAM SANITARY SEWER EASEMENT. SUBJECT TO TERMS STATED IN THE DECLARATION IN REAL ESTATE BOOK 1510.
PAGE 958. NO STRUCTURES, FILL, EMBANKMENTS, TREES OR OBSTRUCTIONS PERMITTED WITHIN THE EASEMENT EXCEPT ACCORDING TO THOSE TERMS.
10. SIDEWALK NOTE: THE LOCATION OF THE SIDEWALKS SHOWN ON THIS PLAN IS SCHEMATIC. A CITY OF DURHAM AND/OR NCDOT ENCROACHMENT PERMIT IS REQUIRED PRIOR TO ANY CONSTRUCTION.
AFTER OBTAINING THE REQUIRED PERMITS, PLEASE CONTACT THE CITY OF DURHAM ENGINEERING CONSTRUCTION INSPECTION OFFICE AT 919-560-4326 FOR A PRE -CONSTRUCTION CONFERENCE AND
FIELD VISIT PRIOR TO ANY WORK ON THE PROPOSED SIDEWALK.
11. UTILITY NOTES: A UTILITY MAINLINE CONSTRUCTION PERMIT IS REQUIRED PRIOR TO THE INSTALLATION OF EACH UTILITY. ALL UTILITIES SHALL SUBMIT PLAN DRAWINGS AND APPLICATIONS TO THE
CITY ENGINEERING DIVISION.
12. WATER SERVICE ABANDONMENT: ABANDONMENT OF WATER SERVICES SHALL INCLUDE EXCAVATING DOWN TO CORPORATION STOP, TURNING IT OFF, AND CUTTING SERVICE LINE FREE FROM
CORPORATION STOP. THE METER, IF PRESENT, SHALL BE RETURNED TO CITY OF DURHAM. PRIOR TO ANY CREDIT OR REFUND BEING PROCESSED THE METER MUST BE RETURNED TO WATER
MANAGEMENT DEPARTMENT AND THE METER NUMBER VERIFIED AND CODED PROPERLY AS RETURNED. UTILITY SERVICE ABANDONMENTS WILL TAKE PLACE PRIOR TO BEGINNING UTILITY CONSTRUCTION
WORK FOR A PROJECT. ANY EXCAVATION AS PART OF ABANDONING UTILITIES WILL REQUIRE BACKFILLING PER CITY OF DURHAM STANDARDS.
13. SANITARY SEWER SERVICE ABANDONMENT: ABANDONMENT OF SANITARY SEWER SERVICE LINES SHALL CONSIST OF EXCAVATING DOWN TO THE SERVICE CONNECTION TO THE MAIN, CUTTING THIS
CONNECTION, AND INSTALLING A WATERTIGHT PLUG IN THE MAIN. THE SERVICE LINE AND ALL CLEAN -OUT RISERS ON THE SERVICE LINE SHALL BE REMOVED. UTILITY SERVICE ABANDONMENTS WILL
TAKE PLACE PRIOR TO BEGINNING UTILITY CONSTRUCTION WORK FOR A PROJECT. ANY EXCAVATION AS PART OF ABANDONING UTILITIES WILL REQUIRE BACKFILLING PER CITY OF DURHAM
STANDARDS.
14. WATER, SANITARY SEWER AND STORM SEWER SEPARATION NOTES:
1. HORIZONTAL AND VERTICAL SEPARATION
A. SANITARY SEWERS SHALL BE LAID AT LEAST 10 FEET HORIZONTALLY FROM ANY EXISTING OR PROPOSED WATER MAIN. THE DISTANCE SHALL BE MEASURED EDGE TO EDGE. IN CASES WHERE IT
IS NOT PRACTICAL TO MAINTAIN A 10-FOOT SEPARATION, THE CITY OF DURHAM MAY ALLOW DEVIATION ON A CASE -BY -CASE BASIS, IF SUPPORTED BY DATA FROM THE DESIGN ENGINEER. SUCH
DEVIATION MAY ALLOW THE INSTALLATION OF THE SANITARY SEWER CLOSER TO A WATER MAIN, PROVIDED THAT THE WATER MAIN IS IN A SEPARATE TRENCH OR ON AN UNDISTURBED EARTH SHELF
LOCATED ON ONE SIDE OF THE SANITARY SEWER AND AT AN ELEVATION SO THE BOTTOM OF THE WATER MAIN IS AT LEAST 18 INCHES ABOVE THE TOP OF THE SEWER.
B. IF IT IS IMPOSSIBLE TO OBTAIN PROPER HORIZONTAL AND VERTICAL SEPARATION AS DESCRIBED ABOVE OR ANYTIME THE SANITARY SEWER IS OVER THE WATER MAIN, BOTH THE WATER MAIN
AND SANITARY SEWER MUST BE CONSTRUCTED OF FERROUS PIPE COMPLYING WITH THE PUBLIC WATER SUPPLY DESIGN STANDARDS AND BE PRESSURE TESTED TO 150 PSI TO ASSURE
WATER -TIGHTNESS BEFORE BACKFILUNG.
C. A 24-INCH VERTICAL SEPARATION SHALL BE PROVIDED BETWEEN STORM SEWER AND SANITARY SEWER LINES OR FERROUS PIPE SPECIFIED. A 121NCH VERTICAL SEPARATION SHALL BE PROVIDED
BETWEEN TO SEWER AND WATER MAINS.
D. IF A 12-INCH VERTICAL SEPARATION IS NOT MAINTAINED AT A CROSSING BETWEEN STORM SEWER AND WATER MAINS (OR PRESSURE SEWERS), THE WATER MAIN SHALL BE CONSTRUCTED OF
FERROUS PIPE AND A CONCRETE COLLAR SHALL BE POURED AROUND WATER MAINS AND STORM SEWER TO IMMOBILIZE THE CROSSING.
15. CROSSINGS
A. SANITARY SEWER CROSSING WATER MAINS SHALL BE LAID TO PROVIDE A MINIMUM VERTICAL DISTANCE OF 18 INCHES BETWEEN THE OUTSIDE OF THE WATER MAIN AND THE OUTSIDE OF THE
SANITARY SEWER. THE CROSSING SHALL BE ARRANGED SO THAT THE SANITARY SEWER JOINTS WILL BE EQUIDISTANT AND AS FAR AS POSSIBLE FROM THE WATER MAIN JOINTS.
B. WHEN IT IS IMPOSSIBLE TO OBTAIN PROPER HORIZONTAL AND VERTICAL SEPARATION AS STIPULATED ABOVE, ONE OF THE FOLLOWING METHODS MUST BE SPECIFIED.
L THE SANITARY SEWER SHALL BE DESIGNED AND CONSTRUCTED OF FERROUS PIPE AND SHALL BE PRESSURE TESTED AT 150 PSI TO ASSURE WATER -TIGHTNESS PRIOR TO BACKFILLING, OR
ii. EITHER THE WATER MAIN OR THE SANITARY SEWER LINE MAY BE ENCASED IN A WATERTIGHT CARRIER PIPE, WHICH EXTENDS 10-FEET ON
BOTH SIDES OF THE CROSSING, MEASURED PERPENDICULAR TO THE WATER MAIN. THE CARRIER PIPE SHALL BE OF MATERIALS APPROVED BY THE CITY OF DURHAM FOR USE IN WATER MAIN
CONSTRUCTION.
16. AT A MINIMUM, THE STORMWATER DESIGN DETAILS FOR THIS PROJECT SHALL BE GOVERNED BY THE MINIMUM STANDARDS OF THE MOST RECENT EDITION OF THE CITY OF DURHAM REFERENCE GUIDE
FOR DEVELOPMENT (RGD) AND ANY LETTERS TO INDUSTRY POSTED ON THE CITY'S WESSITE THAT ARE IN EFFECT THE DATE CONSTRUCTION DRAWINGS ARE FIRST RECEIVED FOR REVIEW BY THE
CITY.
17. FINAL DESIGN CALCULATIONS FOR THE STORMWATER CONTROL MEASURE(S) (SCM(S)) REQUIRE THE USE OF STORAGE INDICATION ROUTING METHODOLOGY SUCH AS TR-20 OR HEC-1 MODELS. FOR
EACH SCM, AS APPLICABLE, STAGE -STORAGE RELATIONSHIP AND INFLOW AND OUTFLOW HYDROGRAPHS ARE REQUIRED. ALL TABULATED DATA INCLUDING CALCULATIONS SHOWING THE LIMITING
DISCHARGE, WHETHER ORIFICE, WEIR, BARREL, OR OUTLET CONTROL, AS APPROPRIATE IS REQUIRED. HYDROCAD, HYDRAFLOW HYDROGRAPHS, AND PONDPACK ARE COMMONLY USED AND RECOGNIZED
SOFTWARE PROGRAMS WHICH INCORPORATE ROUTING METHODOLOGY ACCEPTED BY THE CITY.
18. USE FOR RESIDENTIAL DEVELOPMENTS WITH A HOMEOWNERS ASSOCIATION: STORMWATER CONTROL MEASURE(S) (SCM(S)) PERMIT FEE(S) AND A PAYMENT INTO THE STORMWATER REPLACEMENT
FUND ARE REQUIRED FOR ALL SCM(S) ASSOCIATED WITH THIS DEVELOPMENT. CONSTRUCTION OF THE DEVELOPMENT IS NOT ALLOWED TO COMMENCE UNTIL THESE ITEMS ARE PROVIDED IN
ACCORDANCE WITH CITY STORMWATER STANDARDS OR IN ACCORDANCE WITH WRITTEN POLICY. THE DESIGNER SHALL SUBMIT A SEALED ENGINEERS CONSTRUCTION COST ESTIMATE FOR EVERY SCM
PROPOSED IN THE DEVELOPMENT PRIOR TO APPROVAL OF THE CONSTRUCTION DRAWINGS.
19. TO RECEIVE CONSTRUCTION DRAWINGS APPROVAL FOR SINGLE-FAMILY DETACHED, TOWNHOME, AND DUPLEX RESIDENTIAL DEVELOPMENTS THAT ARE MAKING USE OF NUTRIENT BANKS AND/OR THE
NCEEP, THE APPROVAL OF THE CONSTRUCTION DRAWINGS IS CONTINGENT UPON THE PURCHASE OF NUTRIENT CREDITS. IF A REVISED SITE PLAN/PRELIMINARY PLAT IS SUBMITTED FOR THIS SITE,
THE REVISED SITE PLAN/PRELIMINARY PLAT WILL BE SUBJECT TO ANY ORDINANCES IN PLACE AT THE TIME OF THE REVISED SITE PLAN/PRELIMINARY PLAT SUBMISSION. PRIOR TO THE APPROVAL
OF ANY CONSTRUCTION DRAWINGS OR PRIOR TO THE RELEASE OF ANY BUILDING PERMITS PERTAINING TO THIS DEVELOPMENT'WHICHEVER COMES FIRST A LETTER RECEIPT SHOWING THE PURCHASE
OF THE NUTRIENT CREDITS FOR THIS DEVELOPMENT AND A COPY OF THE NUTRIENT BANK LEDGER, IF APPLICABLE, SHOWING THE TOTAL NUTRIENT CREDITS AVAILABLE MINUS ANY AND ALL
DEDUCTIONS, IS TO BE PROVIDED TO THE STORMWATER DEVELOPMENT REVIEW SECTION. HOWEVER, IF INSUFFICIENT CREDITS ARE AVAILABLE FROM NUTRIENT BANKS AND NCEEP WILL NOT ACCEPT
PAYMENT, THEN THE APPLICANT SHALL SUBMIT A REVISED SITE PLAN/PRELIMINARY PLAT TO THE DURHAM CITY -COUNTY PLANNING DEPARTMENT AND SHALL COMPLY WITH THE CURRENT
STORMWATER PERFORMANCE STANDARDS IN PLACE AT THE TIME OF THE REVISED SITE PLAN/PRELIMINARY PLAT SUBMISSION.
20. AT A MINIMUM, THE STORMWATER DESIGN DETAILS FOR THIS PROJECT SHALL BE GOVERNED BY THE MINIMUM STANDARDS OF THE MOST RECENT EDITION OF THE CITY OF DURHAM (CITY) REFERENCE
GUIDE FOR DEVELOPMENT (RGD) AND ANY LETTERS TO INDUSTRY (POSTED ON THE CITYS WESSITE) THAT ARE IN EFFECT THE DATE CONSTRUCTION DRAWINGS ARE FIRST RECEIVED FOR REVIEW BY
THE CITY.
21. FINAL DESIGN CALCULATIONS FOR THE STORMWATER CONTROL MEASURE(S) (SCM(SI) REQUIRE THE USE OF STORAGE INDICATION ROUTING METHODOLOGY SUCH AS TR-20 OR HEC-1 MODELS. FOR
EACH SCM, AS APPLICABLE, STAGE -STORAGE RELATIONSHIP AND INFLOW AND OUTFLOW HYDROGRAPHS ARE REQUIRED. ALL TABULATED DATA INCLUDING CALCULATIONS SHOWING THE LIMITING
DISCHARGE, WHETHER ORIFICE, WEIR, BARREL, OR OUTLET CONTROL, AS APPROPRIATE IS REQUIRED. HYDROCAD, HYDRAFLOW HYDROGRAPH, AND PONDPACK ARE COMMONLY USED AND RECOGNIZED
SOFTWARE PROGRAMS WHICH INCORPORATE ROUTING METHODOLOGY ACCEPTED BY THE CITY.
22. STORMWATER CONTROL MEASURE(S) (SCM(SI) PERMIT FEE(S) AND A PAYMENT INTO THE STORMWATER REPLACEMENT FUND ARE REQUIRED FOR ALL SCM(S) ASSOCIATED WITH THIS DEVELOPMENT.
CONSTRUCTION OF THE DEVELOPMENT IS NOT ALLOWED TO COMMENCE UNTIL THESE ITEMS ARE PROVIDED IN ACCORDANCE WITH CITY STORMWATER STANDARDS OR IN ACCORDANCE WITH WRITTEN
POLICY. THE DESIGNER SHALL SUBMIT A SEALED ENGINEER'S CONSTRUCTION COST ESTIMATE FOR EVERY SCM PROPOSED IN THE DEVELOPMENT PRIOR TO APPROVAL OF THE CONSTRUCTION
DRAWINGS.
23. AN AS -BUILT CERTIFICATION FOR THE STORMWATER CONTROL MEASURE(S) (SCM(SI), PROVIDED BY THE CERTIFYING ENGINEER, IS REQUIRED. THE AS -BUILT CERTIFICATION SHALL BE SUBMITTED IN
ACCORDANCE WITH THE CITY OF DURHAM SCM AS -BUILT PROGRAM, REFER TO SECTION 8.6. AS -BUILT CERTIFICATION REQUIREMENTS FOR SCMS IN THE CITY OF DURHAM, OF THE REFERENCE GUIDE
FOR DEVELOPMENT. THE SCM AS -BUILT CERTIFICATION(S) SHALL BE APPROVED BY THE STORMWATER DEVELOPMENT REVIEW SECTION PRIOR TO ISSUANCE OF ANY FINAL CERTIFICATES OF
OCCUPANCY/COMPLIANCE FOR DEVELOPMENT, WITH THE EXCEPTION OF WHEN AN APPROPRIATE CONSTRUCTION SECURITY HAS BEEN PROVIDED FOR SINGLE FAMILY OR TOWNHOME DEVELOPMENT.
WITH THIS PROVIDED CONSTRUCTION SECURITY, CERTIFICATES OF OCCUPANCY/COMPLIANCE CAN BE ISSUED FOR A PERCENTAGE OF SINGLE FAMILY LOTS IN ACCORDANCE WITH CITY REQUIREMENTS.
24. STORMWATER CONTROL MEASURE(S) (SCM(SI) DESIGN CALCULATIONS WILL NOT BE REVIEWED OR APPROVED WITH THE SITE PLAN/PREUMINARY PLAT SUBMITTAL. ALL SCM DESIGNS WILL BE
REVIEWED AND APPROVED DURING THE CONSTRUCTION DRAWING SUBMITTAL PROCESS. IF, AT THE TIME OF CONSTRUCTION DRAWING SUBMITTAL, IT IS FOUND THAT THE PROPOSED SCM(S) IS
UNDERSIZED NOT PROPERLY ACCESSIBLE OR OTHERWISE INSUFFICIENT OR UNSUITABLE FOR THE SITE IT IS THE RESPONDIBILITY OF THE APPLICANT TO ENSURE THAT THE APPLICABLE STORMWATER
ORDINANCE REQUIREMENTS ARE MET. A REVISED SITE PLAN OR PRELIMINARY PLAT MAY BE REQUIRED IF THE ORIGINALLY PROPOSED SCM(S) ARE FOUND INSUFFICIENT, NOT PROPERLY ACCESSIBLE,
OR UNSUITABLE AND ALTERNATIVE SCM(S) WITH ASSOCIATED EASEMENTS ARE REQUIRED.
25.THE DEVELOPER/CONTRACTOR SHALL SCHEDULE A PRE CONSTRUCTION MEETING WITH THE STORMWATER DEVELOPMENT REVIEW SECTION PRIOR TO COMMENCING WORK ON ANY STORMWATER
CONTROL MEASURE (SCM). IF THE SCM WILL BE CONSTRUCTED INITIALLY AS A SEDIMENTATION AND EROSION CONTROL (S&EC) DEVICE, TO BE CONVERTED TO A PERMANENT SCM AT A LATER TIME,
THE PRE -CONSTRUCTION MEETING SHOULD BE SCHEDULED PRIOR TO CONSTRUCTION OF THE S&EC DEVICE. CALL 919-560-4326 EXT. 30238 TO SCHEDULE THE REQUIRED MEETING A MINIMUM OF
THREE BUSINESS DAYS PRIOR TO THE DESIRED MEETING DATE. THIS IS IN ADDITION TO OTHER PRE -CONSTRUCTION MEETING REQUIREMENTS FOR EROSION CONTROL, ENGINEERING INSPECTIONS, ETC.
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COVER SHEET
C.1.0
EXISTING CONDITIONS AND DEMOLITION PLAN
C.2.0
ZONING CASE # Z2000038
SITE PLAN
C.3.0
APPROVAL STAMP - DURHAM CASE NUMBER #D2200233
EROSION CONTROL PLAN - PHASE 1
C.4.0
EROSION CONTROL PLAN - PHASE 2
C.4.1
0
EROSION CONTROL DETAILS
C.4.2 -
C.4.3
E
OVERALL GRADING PLAN
C.5.0
GRADING PLAN
C.5.1
C
GRADING PLAN
C.5.2
ii
CULP HILL DRIVE PLAN AND PROFILE
C.6.0
00
STREET 1 PLAN AND PROFILE
C.6.1
3
L.
STREET 1 PLAN AND PROFILE
C.6.2
V)
STREET 2 PLAN AND PROFILE
C.6.3
0
STREET 2 PLAN AND PROFILE
C.6.4
12
STREET 3 PLAN AND PROFILE
C.6.5
1
UTILITY PLAN
C.7.0
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SANITARY PLAN AND PROFILE
C.7.1
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STORM PROFILES
C.8.0 -
C. 8.3
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INTERSECTION DETAILS
C.9.0 -
C.9.1
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WET POND #1 PLAN
C.10.0
Date: 11 /22/2022
WET POND #2 PLAN
C.10.1
Scale:
LANDSCAPE PLAN
C.11.0
Drawn By:
Checked By:
LANDSCAPE DETAILS C.11.1
FARRINGTON ROAD WIDENING PLAN
C.12.0
AMK
JRR
Project Number:
FARRINGTON ROAD GRADING AND EROSION CONTROL PLAN C.13.0
FARRINGTON ROAD SIGNAGE AND MARKING PLAN
C.14.0
20-0014-27
FARRINGTON ROAD CROSS SECTIONS
C.15.0
- C.15.2
Drawing Number:
DETAILS C.16.0 - C.16.4
C.1.0

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MISCELLANEO US NOTES GENERAL NOTES �3_ 1 r 11 1 1 I 1 I— ~ I I I I I I A I It I
". ) �= JAMES G. KING I -1 I . 1 ( I PDA-3 PDA-2 I ) I � L � '-1 . LII II I
Dimensions on this plat are expressed in feet and decimal arts thereof JUNE P. KING BENJAMIN CHEEK PALMER & 1 L I PDA-2 PDA-1
p p p o.52 AC. BUILDING —�
unless otherwise noted. Monuments were found at points where indicated. 1) Areas calculated by coordinate geometry. I MEGHAN ELIZABETH PALMER I 1 33 I L-1 I I I
DB 485, PG 788 0.57 AC. II I
There was no observable evidence of this site being used as a solid waste 2) All distances are horizontal ground distances. 1 PB 9- - 68 DB 9203, PG 776 1 VILLAS AT AS ARBOR
I PIN: 0709-20-99-3895 PB 41, PG 87 CONDOMINIUM ASSOCIATION BUILDING I I
dump, pump or any kind of sanitary land fill. 5304 FARRINGTON RD I PIN: 0709-21-91-3107 I 1 3.05 AC. I 31 N I �,i II
3) Basis of Bearing NC GRID 1983 (2011 Adjustment) ZONED: RS-20 5212 FARRINGTON RD L �— DB 6793, PG 779 Q ,I
SUBURBAN TIER 1 PB CD0011, PG 318
There was no observable evidence of earth moving work, building construction Horizontal Datum. r ZONED: RS-20 J I
F/J-B WATERSHED 1 I PDA-4 PIN: 0709-03-21-8239 I i -,11 I
or building additions at the time of this survey. SUBURBAN TIER 1 101 CULP HILL DR PDA-3 IL I J
USE: RESIDENTIAL/1-FAMILY F J-B WATERSHED 1 I r— PDA-4— I p ��
4) Boundary information shown hereon was prepared / ZONED: PDR 4.5
There was no observable evidence of proposed rights -of -way changes, or from an actual field survey and from existing records USE: RESIDENTIAL/1-FAMILY i � I SUBURBAN TIER N — L) \\
street or sidewalk construction or re airs at the time of this curve I I F/J-B WATERSHED r -,�
CITY PIN NO: 0709-31-52-6652
I
II
\ I
DURHAM SITE PLAN #D2200233
--- -
WA
\� \
WA P/ —CIA---- I�---
SA SA SA —SA —SA SA
— --- WA,=
SA SA
VILLAS AT CULP -
—
-- �� — — ��
�ll
ST Sfi — —
—-
— —\_
ARBOR CONDOMINIUM
— L — — /
1 _J \ L
—
ASSOCIATION
VILLAS CULP
I
0.59 AC.
I
N
ARBOR CONDOMINIUM
—
> —
DB 8235, PG 879
ASSOCIATION
. PB CD0012, PG 369
PIN: 48
�r 0.33 AC.
8164,
I I r— l r- I
I
�
I
I
X I
1007CULP'HILL DR
I ZONED: PDR 4.5
1[ r PBBCD0012,PPG3356
PIN: 0709-31-08-5610
RI = 3
RIM = 307.25'
1
SUBURBAN TIER
1 1 I '
1 1 121 PINOT CT
INV. IN = 286.20' (W)
�� I
I
P Y• as referenced hereon. '—I _J 2 -= I I INV. OUT = 285.99' E o_
__/ USE: RESIDENTIAL/CONDOMINIUM F/J-B WATERSHED 1 ZONED: PDR 4.5 - . () L
An locations of underground utilities shown hereon are based upon visible ' � EX. WATER MH EX. INV. IN=308.38' L_ I pl m USE: VACANT 1 ( SUBURBAN TIER °
Y 9 P 5) Coordinates shown on this plat were derived by Real —� 1 I J I L I I I I I ➢ I
above ground structures and/or record drawings provided to the surveyor. Time Network (RTN) Global Positioning System GPS). L --EX. INV. OUT=308.18' EX. INV. IN=304.24' � _- RESIDENTIAL F/J-B WATERSHED
( — _ U� I J a HOMEOWNERS ASSOC. USE: VACANT RESIDENTIAL Z
Locations of underground utility lines and structures may vary from locations /j �� — =EX. INV. OUT_303_86' �� N
This results in NAD 1983, 2011 Adjustment (CORS p — — � — _ J EX. 12" DIP 1 ��HO _0 R�SSOC.
shown hereon. Additional buried utility lines and structures may be ) FgRR�NGT - — L — — — — = Q Q Q EX. 15" RCP - — — — — — M �� I PUBLIC WL EX. INV. IN=299.2T EX. INV. IN=297.38' v
encountered. No excavations were made during the progress of this survey 96 and North American Vertical Datum of 1988 � O — — OI,�_ _ _ _ _ _ _ _ _ _ _ _
N Rpgp �� — -� / (p _ EX. INV. OUT=298.89'
9 P 9 Y (S.R. 1110 - _ � — —� — _ RCP � — ♦ ♦ �O EX. INV. OUT=297.18' LJ
(NAVD 88) elevations using the continually operating — PUBLIC EX. INV. OUT=311.91' — v
to locate buried utilities/structures. RAW VARIES — —= = — — — _ I \ �^ �� ° EX. INV. IN=294.86'
reference stations (CORS) maintained by the North � � �— — — — — — — ) ��T— — — /�+` EX. INV. IN=295.94'
0 — — %5" RCP � — EX. INV. OUT=294.66'
Carolina Geodetic Survey. Class A Survey, 0.033 feet — — --- — — —EX. INV. OUT=295.74' . _
The subject site is located within the Eastern Durham Open Space Plan the �� ry�?� — — — — EX. SIGN' ^ D — _ — EX. 15" RC
positional accuracy, VRS Field Procedure, Geoid 12A. — — - — � M T�—
adopted plan applies to this site. � _ — — — "-� — — — — _ �, — —
A 7 — — v -' `� — — _ EX. 18" RCP - —cn x
6) Topographic information shown hereon is from a EX. FH & EX. POLE I _ _ ___________ _ - _ - A — — .EX. 12" DIP PUBLIC IWL — T _ _ — — -EX. 18" RCP _ ➢ cD
The Durham -Chapel Hill-Carrboro Metropolitan Planning Organization's ELEC. TEL. - —� — — s
Comprehensive Transportation Plana lies to this site including Amendment survey prepared by Advanced Civil Design. Field Work VALVE r-- -- ____ WA — " — �— � — — EX. 15" RCP — _ _
P P PP 9 I 1 _ —� ___ WAS_ -o' - - - _ .T, —N3 46 36 E_ EX. CABLE BOXES -- - o_-_
�' - ---- _ ---- - — _ 210.41' EX. CIVIL WAR - 0 ") — -
Completed on August 17, 2021. EX. INV. IN= 316.49' _-_ ____ -__ --_ M - WA__-", — _EX, 12" DIP PUBLIC WL � a_ N
#1 which addresses Farrington Road. �- \ _ _ _
8__SETBACK _ '"__ ----- - - - _ ----- ------ — --- A —------------ - -
_ EX. 15" RCP a'; _➢
O I __\. ``EX. POLETELEC. TEL. -EX. FH &_ —`-__- - WA� w ---- - ''�--ypa-- -- EX FH u—T�? ��Z
WA-
I I TO BE REMOV - ' CONTRAC OR TO COORDINATE VALVE — GNAG
f TRAILS SI E
I \'\EX. WM TO = - n - ��-----300 - ---- -- �_- - _ _ — —
I EX. INV. IN= 315.47' , \ \BE REMOVED N3 44 19 E - WITH UTILITY OWNER AND `J _ " `/� �EX. WATER MHH `7 IP D _ X — — "' EX. POLE ELEC.
1(FLOOD NOTE _ r -- RELOCATE AS NECESSARY - _ �7 .2 2 -- _ _ ------____ —w `_ __ WA WA
L EX. MAILBOX \ 379.60 -_- - -WA-
--- - EX. POLE ELEC`TEL. 3?IN \ EX. POLE - _ -- OHE
\ \ f TO BE REMOVE \ _ —CONTRACTOR TO COORDINATE' 3 - - I FND - ---- — —
\ m WITH UTILITY OWNER AND �` ' " EX. DOUBLE POST SIGN - ELEC. TEL. -- -
THIS DEVELOPMENT WITHIN THIS SITE IS NOT LOCATED IN ANY SPECIAL FLOOD \ \ _ 34 N3'46 36 E` EX. INV. OUT= 292.82' --
1 1_ --RELOCATE AS NECESSARY (TO BE REMOVED)
HAZARD AREAS OR FUTURE CONDITIONS FLOOD HAZARD AREAS, AS SHOWN ON: I � `,\ \ ----__ - 3/s. 264.35'` os Y EPHEMERAL'' EX. SSMH
FIRM PANEL: 3720070900K �� - - ------ ------ 3�,- / /
\ I I \ _ s / ` EX. ASPHALT DRIVE \ STREAM I
EFFECTIVE DATE: OCTOBER 19, 2018 O I> `� \ --___ - 3>> EX. POLETELEC. TEL. RDIN T �/
a------
r I I
I / SARY G ETLA D ARE
�- --- \ �,---------------- --_, 9_ � `'` 1,
' E �� � �,; - TO BEREMOVED
�CONTRAC OR TO C00 A
WITH UTILITY OWNER AND 55
\ - --- \ RELOCATE AS NECES
__ \
w \---------- `
_ 3 ;
EX. RESIDENTIAL -- __
`, 'EX. ATE
EX. DIRT DRIVE � \ ------ _ -3 1 .11 ,dL I�dL
"EX. IN IN OUT 292.0
BUILDING ------ \ -- 22% , , \,\ \ EX. WETLAND / // X
O Y TO BE REMOVED \ _ \ -- - -__
LEGEND EXIS _ _ _ _ _ I 2-STORY 0 ( ) ______-_ _ WALTER CURTIS HUDSON FARM _ EX. 15" RCP \ O [ \
\- - - \-�- - - - -' 323 - \ AIL / �IAL� W
TING SITE INFORMATION. EX. I 2,263 SF I ,_---- - \ _ ---- - DURHAM COUNTY HISTORIC EX. IL' HEREBY' . ' (� _
EX. GARAGES _ --- _m- —_� ____.3 ARCHITECTURE INVENTORY `,REMOVED - \ \ 6 \ _ / Np
_ w � 24- ___ EX. INV. IN= 292.9.- '� � \ o
PIN NUMBER (PARCEL NUMBER): r — — — M "' _ � - -_ — HANDICAP ROMP` \ , �
• Iron Pin Found O Iron Pin Set 0709-31-52-6652 (141555) Z0 - 1� k —_ — _ (To BE REMOVED)`, ,� v
-
_ - �2 ?` �� - 325� � `EX. WELL (TO BE REMOVED), f� Z
0709 31 90 6186 (141557) _ ,� ,'
2, /
)1( PK Nail Found PK Nail Set 0709-40-06-2002 (141563) I O - �2� --- - `� �'{ ��' 1 3
EX. POLE ELEC. TEL. �� EX. DIRT DRIVE U EX. 20' WIDE + 9l� 0'
0709-31-47-3772 (179527) I EX. GRAVEL M - __ �� ; \ \
_--- o, (TO BE REMOVED) I J— \\ (TO BE REMOVED)', m ^ INGRESS/EGRESS EASEMENT`, \'\ �, i
RR Spike Found 0 Calculated Point \ �- __- �� — — \ DB 6519, PG 868 vo�� ,EX. POLE
SITE ADDRESS: ROBERT BRIAN POPP s --- I �� ( ) I
M M 5117 FARRINGTON RD. CHAPEL HILL, NC 1 3.14 AC. _ ---___ �'8 \EX. RESIDENTIAL BUILDING I \ \ (TO BE REMOVED) \ ELEC;
Monument Box Monument DB 7751, PG 81 �, 2-STORY = I EX. WELL `O' \ \` ,
O \ 1 PB 22 PG 37 _ z --__ m I (TO BE REMOVED) roc/`` \11 ,
1 ". `& 2,165 SF _ _ 1 \ \, -EX. 10' UTILITY EASEMENT, \ �'` (-. ^', N
EXISTING ZONING: PDR-3.785 I 5217 FARRINGTON RD _ --- _ -- --- `� s. (TO BE REMOVED) `-'' ) I - EX. 30' CITY OF DURHAM
Concrete Post O PIN: 0709-30-28-3559 - ______________ ____ 's\ EX. STAIRS \ \ ,N PATTERSONS MILL LLC DB 6519, PG 868 ,l v
Electric Manhole DEVELOPMENT TIER: SUBURBAN & LEIGH VILLAGE CN , �, / , \ \ / ^ ( ) /
EX. RESIDENTIAL PARCEL 2 SANITARY SEWER EASEMENT, ,�
ZONED: RS-20 _ - \�j'R __----
\ (TO BE REMOVED)��--� " \ _, BUILDING - \(DB 6250, PG 814)
WATERSHED PROTECTION OVERLAY DISTRICTS: F/J-B 1 L — — -- -- `� �.----___ i `,1-STORY ` .O 3.83 AC.
0 Tacked Hub / Trav Pt �f Electric Transformer OVERLAY DISTRICT: MTC I-40 SUBURBAN TIER y-______________ '`.3 �2- � �, O DB 6095, PG 847 `\ - \ �\ ` �
F/J-B WATERSHED __ ------ -- /�o�. EX. POLE ELEC. TEL.___ -- \ \ 564 SF ^ PB 198, PG 239 _ -� \
�- TO BE REMOVED � I -
TREE PROTECTION FENCE - /'�1USE: RESIDENTIAL/1-FAMILY - -- o TO BE REMOVED - \ \ ( ) - 5109 FARRINGTON RD I \ ,
0 Post Sin Lam THE SITE IS LOCATED IN THE CAPE FEAR RIVER BASIN --- s ( ) ---_ _J__ ,! \- -
9 / P © Comm Manhole ------ ° ---- t _ p� �! Im \ ;\\ EX. SSMH -
SEE DETAIL ON SHEET C.6.0 ' - �o�a �, \ \ PIN: 0709-31-47-3772
\ - __-------- 3as - - ---_------ v ZONED: RS-20 �\
EXISTING LAND USE: RESIDENTIAL, VACANT _- EX. SHED EX. STONE WALL ( - _ o
-� Sign T Tel Pedestal \ IRON STVC FND _ _ - -� -- J Q / y. -;` o (V \; \
N4 ,. '-305 TO BE REMOVED - --__ ( ) % _ USE: COM HISTORICAL \
06 36"E ,_- ( ) --- - -- TO BE REMOVED ✓ _ �` C ,\ \ .Ulk
EXISTING IMPERVIOUS SURFACE: 40,613 SF (0.93 AC) \ _ w� 319.13 REBAR FNO; _____ 30 j" - --___- - - \` \ �� - \\
Billboard / OH Sign IP _ _ _ 4 - \� _ _ -- _ _ _ APPROX. LOCATION OF EX. r ;
Pole Elec \ F-_�z DI�RJR D; \, F EX. BRICK STRUCTURE / \\ \
�f lSE - _ -3 _ r y _ TO BE REMOVED \ ' `O 30' DUKE ENERGY �;; W \�
STREAM BUFFERS: _'� "—t - - p3` ---- FNO ---____ -- \ ` CAROLINAS RIGHT OF WAY`, Z� ` % a
1F' - - - F 1
- - I / w
Deciduous Tree �j Pole Elec Tel WETLANDS AND JURISDICTIONAL WATERS SHOWN \ - ---_ '`?'?�.1PF ---_ ' \ (p --_ EX. SHEDS \`, f DB 6703, PG 895 �'` o I �' \\
___ -_---- ', 9 --__ (TO BE REMOVED) -- TO BE REMOVED
HEREON ARE BASED ON A STREAM AND WETLAND _--_- I- _ F I ( ) \
_ _ �o _ R --_ - - 00'
- _- -- F -- �.
\'�`
DELINEATION REPORT PREPARED BY FROEHLING & - M
Pole Elec Tel Light � �A Pine Tree \ _ ____ - � � o - - � ,\
EX. GARDEN CANOPY`
.\ �� EX. SIDEWALK ,
ROBERTSON INC. DATED MARCH 20 2020. - -- �' FO - / w
_ _ 0 0) I
' _ - (TO BE REMOVED) / �, TO BE REMOVED in o
i Shrub Pole Tel _ - - \ /
�j 1 _ (n I
7' FL00 1 _ _ _ _ - .< \'
DPLAIN PROTECTION: - / - EX. SIGN ------------ -- - -- -- X I ,
THE SITE IS NOT AFFECTED BY A MAPPED FL -
� ,EX. POLE ELEC.
OODPLAIN _ _
TO BE REMOVED
- WOODED AREA
Pole Tel Light o I ' Sanitary Manhole cn
® y T g ACCORDING TO FIRM MAP 3720070900K (OCTOBER 19, I ----- "� _ _ i---__ (TO BE REMOVED) �,
r— '(TO BE REMOVED) _ k _ '!I \ EX. GATE
CO 2018 - - _ - � /�
�� EX. POLE ELEC. 9` I /
O Sanitary Cleanout �--❑ Pole Light - _ o'\ X I \ /I ' ? \
m - �`
D ___ ---- _____- ti� �,. _ . '� \\� (TO BE REMOVED)'`, ti �_J EX. RETAIL BUILDING ',— _ _ / \ \
STEEP SLOPE PROTECTION: I I > `.� \ \ / — — — — �`,
�'' CURTIS R.`BOOKER ' / 2-STORY — — — — /
Storm Manhole Pole Si nal THERE ARE NO STEEP SLOPES EVIDENT ON SITE. --____ ____-- ' t EX. GRAVEL\DRIVE To' BE REMOVED \ \
© 9-_____- �% PARCEL 1 EX. GARDEN/ /; 7,880 SF — — — ) / \ \
EX. GARAGES7 — \
- ______ ___--- LINEAR WETLAND AREA \\ `'� 15.19 AC. l (TO BE REMOVED) \
99 Catch Basin ® Traffic Box TOTAL SITE AREA: 21.135 ACRES �a DB 2017-E, PG 572 'EX. MOBILE HOME, (TO BE REMOVED) \ \
_ ti (186 SF) TO BE REMOVED / / � \\
N _ --- --- ---"" 5117 FARRINGTON RD y` 1,237 SF / r(/ r \
-- "- - - \" PIN: 0709-31-52-6652 '� TO BE REMOVED I �,/�,
AREA IN STREAM BUFFER 3.239 ACRES I l \ ( ) .T 4'x5' CONCRETE PAD' \ \
Curb In W /Grate CB Cable Box >c ZONED RS-20 b
G EXISTING STRUCTURES SHALL BE DEMOLISHED ---------- -- _- / �' c�' R L/1- I / - y, BE R (1. \ \
y '�/ �` � USE• ESIDENTIA FAM LY �\ , � /'1 {! 0 EMOVE
lxl Gas Valve � Guy Pole INCLUDING BUILDINGS, POWER POLES, DRIVES, SEPTIC N ,<'' o , . \`, EX. SHED �. % I // EX. POLE ELEC. m
EX. BARN
I
AND WELLS. 00 --- ----- ,
�g6 ' ,
\, (TO BE REMOVED)®�/ % ,
I \ f %' (TO BE REMOVED) I w _
GAS Gas Tank Guy Wire \v �k \ ` �` ;� \ EX:. PORCH - = / I _--- W.
\�
- ,
o Y i,,:
CONTOURS OUTSIDE BOUNDARY PROVIDED BY DURHAM -_-------- "- e� �,-�' ------ --- m `, I� ,, I I `� _' %' \
1p ti �/ \ EX STAIFfS ) ;EX FENCE r
COUNTY GIS, CONTOURS WITHIN THE PROPOSED N �o I r� T I(TO BE REMOVED) }
A C Unit Fire H rant --_____ I, __- _ - 1 ,"-' - I
® / BOUNDARY PROVIDED BY FIELD SURVEY. - �' INTERMITTENT STREAM I I �� - EX. GATE
JNy ° ----- _ - T� (TO BE REMOVED) _-At`\ U I \ - , \ 10, , ' I (TO BE REMOVED) 1 I 1 2os
Underground Line Marker IXJ Water Valve ---------- 100' RIPARIAN BUFFER I,, - z 1- BARN � S 1 , ,
9 ------- TO BE REMOVED $0' - - �` \I 1-STORY \ --- FTg - ;
N ---- -- --------( y,- ) 50;,', �` `4,172 SF qC/f ' EX. SHED I` RESEARCH TRIANGLE REGIONAL PUBLIC
- 10', J
%' _ (TO BE REMOVED)', ",\, TRANSPORTATION AUTHORITY
Mi Sprinkler Valve Box Q Private Water Meter -- ` I I (TO BE REMOVED) `EX. BRICK PATIO- 7.846 AC.
-,
- --- -
w
-- r MOVE --- 1
\
c0 - -_ 10 NO -BUILD SETBACK" -t (TO BE RE D) I /1 ; oo DB 18-CVS, PG 201
Electric Tower
® MB Mailbox _ - _ --
(TO BE REMOVED) I
,
,
'M
` k\\ f'� `�`, � - PB 198, PG 239
-- / I -- ,, - 5103 FARRINGTON RD
' /
_ _ 1' _ —
PIN - 84
- - _ - 9 �`, 0709 32 51 59
Cell Tower DALE E. SCHNEIDER ----------------- l� \` ,
\ \ / ¢
Water Well EA, DISH E -----` - -
5.91 AC. --- - -- -
\ ,
, ZONED: RS M
DB 8270 PG 648 ---- ., ------ X. _ __----- ---- _ __ `''-------------- 290
¢ SUBURBAN TIER
_ ', ��, � ,- \`EX � SAT LLITE\\ \` �\ � 1 �' \ �`'� / / � 3 y I�
%E TOP OF BANKa / F , ' �Q
PB 58, PG 81 --289--"' ''�>' �' `\ %/'% (TO BE REMOVED) �G� �O \ ',�% 3 __-tj}=----___-- F/J-B WATERSHED
-__
\
,
, ---- F� \Ez� J. - USE: COM CELL TOWER SITE
5307 FARRINGTON RD------___--------- 8' %,,'' ~ ------ --- ( f / __ -- /
_ \ �I 1 -EX. HEREBY '
- .28 \ ��.\ 0� EX. POLE ELEC. %•� ' �' -
OHE Overhead Electric PIN: 0709-30-65-0652------------- - a�'` ✓; /, �O �, -REMOVED
I __---. 22 LINEAR WETLAND AREA 'y / (TO BE REMOVED)\\ = --=_I- -
ST Storm Sewer � ZONED: RR(D)1 -10' NO -BUILD —� '� a6 I \\ -
fff
SUBURBAN TIER _ SETBACK ---- / 2g5' (2 F) D ``e I j ` I I ---
91 S TO BE REMOVE 1/ `I; EX:\DIRT DRIVE l _____ IP_;FN
SA Sanitary Sewer F/J-B WATERSHED — --- -- - ----_____ ___---- ak - �; %�; I (TO B REMOVED) `--
--
USE: RESIDENTIAL/1-FAMILY ""� / -' 1�a� _ — \ B - ILD EX. POND Oy I
WA Waterline --- ati -- -_ - --
10' NO BU
------�-"" ;SET "SETBACK EJC. BARN\` _ _
0.187 AC.% /
G Gas line \ rt_ __-- - ---- - ----- ��a1 `� ., ,'�'100' RIPARIAN (TO BE REMOVED) ', l 1,STORY ^ ---- -
-� --- __
X X FENCE LINE \ ------ 29°, i '% I BUFFER 11" �� I (TO1�F REMOV�D) - --- M-__ ---- a
_ _ IP FND
- -- - _- � ; �5/fi' --- - _, ------ S24 48 34 W
\ -----" - INTERMITTENT STREAM - ,IL ` ' '
— — — — — — — —EDGE OF PAVEMENT cn _-- _ i I �. o. I �
\ -------------' _ 1 - Lea.-' % ,10 $ -- -- -
_ _ - 4.47
DENSE VEGETATION ____-- ; '4' X -__ gi(TP�� __ -
J
_ _----- --- -' ---' 50'% � — SHED - ---------
LINEAR WETLAND 1IAREA W
\ _ _ 10' NO -BUILD _.-- -- I \' ��$ EX. SH ------
-I cr `, (72 SF) TO BE REMOVED
--- - . SETBACK - --- o. ---- 1 �7_
(TO BE REMOVED) V KE BUFFER------- ___, , ;/ TREE PROTECTION FENCE - I -- -00 ---------
� I 1.346 Acres ____----- \ F� �, . LINEAR WETLAND '\ ;�_$/�EX. POLE ELEC. TEL. N
\------- - 100' RIPARIAN' -'� ''� I %( -- F $/TP I SEE DETAIL ON SHEET C.6.0 (TO BE REMOVED) -- ---___ _-- * -- _____
\ \ o--------- BUFFER __ -
I ��---------
\ I I %
\ �• ---- ------ (Tp 6F i1 � J ro �' �L -7 — EX. R/W —
d _ _ _
6 U I` i\ a u M v ai M N.
\ '-------------------�- -' - ---- _ _ \ _ , i i---------- \ I,, , i i , 1 , , i i
�,` \ i , , h 0 O O O
t0 i M O O
\• \ _ $ /Tp RF190 '? N • p O o ,o M " r o� N M FND
\ - ----- �T' ; � T ,�- , . / - - Fri\+ -% 10' SETBACK +\
I 1.IP
\ IP FND --- - ;' Ill6'15"W --- ! �— , i-I r , — _
f \ __ 911.81 -- ---- - — — 186.49
& PERENNIAL \ \ ----- --- -- _ - ;'� �� „ -- I ' 0*22'07"E
\ STREAM \ = - _/ - ---- --'` 10' SET AB CK 111!1T— —"'N — ------ ''--_� -}- ; -L . � I �� Si
`� , INTERMITTENT REAM— -.,' —` �`
0 \ \ - _ `___ _ __------- __ h - P4TTERSONS MILL LLC _ ----- - -'5 S10.22 07 E
- ti, \ �� �E
- �-_ -___ - _ �_ --___ ------ '% ' . PARCEL 3 - - _� - - _ -_--__ _/" I I , . N . I EX. FEN 55.77'
TYLER A. HOLT \ TOP OF BANK' - - �, /,,''`'39 �% ro �; rn N w p�
DB 6095, PG 843 � , m �'v
1.23 AC. \ + \\ - �_ /, ,�, ' i 5251 FARRINGTON RD '�/ cv N �- �_ —
DB 9034 PG 730 �8 /. 'l- ? -� %' PIN: 0709-31-90-6186 -- ' �/ i��
5505 FARRINGTON RD �4 \ -__ �;' , � , ' _ -'�� �; " 73.05 �
PIN: 5 FARRINGTON D W ZONED: RS 20 / , ,,' ' 7 E � __ �
'�j1" / �100' RIPARIAN \' PERENNIAL TI ' I 2j, r -- USE: VACANT RESIDENTIAL _ >�% 0�_ - 59.28 0 5
ZONED: RS-20 1.10 . / BUFFE_ R �\ \ STREAM �n ; S' , - - ti EX. FENCE � —
\� SUBURBAN TIER NZ ---- -
PATTERSONS MILL LLC ' " . \', N �'cOi No _ - _ i �' —
\ F/J-B WATERSHED PARCEL 4 `� S74 41 52 W o I , __- - , � _
USE: RESIDENTIAL/1-FAMILY / 0.95 AC. 8S' _ `'moo ' Al° �`.\ I \ ,
�� 139.68 ;
9� / DB 6095, PG 843 p; I' ' 20' - —
6g / 5271 FARRINGTON RD SETBACK\ '14"E 257• % = _ —
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'29 ZONED: RS-20 _ . — " + / � —
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__--- _�-� _— ___--- GRAPHIC SCALE
— — — _ — — — 0 30 60 120
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Date: 11 /22/2022
Scale: 1" = 60'
I Drawn By: I Checked By: I
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Project Number:
20- 0014- 27
Drawing Number:
C.2.0

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SITE DATA
PINS: 0709-31-52-6652, 0709-31-47-3772,
0709-31-90-6186 & 0709-40-06-2002
EXISTING ZONING: RS-20
PROPOSED ZONING: PDR-3.785
TIER: SUBURBAN & LEIGH VILLAGE CN
RIVER BASIN: CAPE FEAR
WATERSHED: B EVERETT JORDAN LAKE -NEW HOPE RIVER
WATERSHED PROTECTION OVERLAY DISTRICT: F/J-B
OVERLAY DISTRICTS: MAJOR TRANSPORTATION CORRIDOR 1-40 (MTC 1-40)
TOTAL SITE AREA: 21.135 ACRES
PROPOSED R/W DEDICATION: 0.196 ACRES
ADJUSTED GROSS SITE AREA: 20.939 ACRES
SITE AREA IN STREAM BUFFER: 3.239 ACRES
SITE AREA USED FOR RESIDENTIAL DENSITY CALCULATIONS: 17.70 ACRES
PROPOSED NUMBER OF UNITS: 63 UNITS
PROPOSED RESIDENTIAL DENSITY: 3.559 UNITS/ACRE
SETBACKS: REQUIRED PROPOSED
STREET 8' 8' (20' MIN. DRIVEWAY)
REAR 0' 10'
SIDE 0' 5'
BUILDING SEPARATION: 10'
BUILDING HEIGHT/STORIES: 35' MAX./2 STORIES
PROJECT BOUNDARY BUFFERS: PER UDO SECTION 9.4.3C.6, FOR RESIDENTIAL
DEVELOPMENT UTILIZING MASS GRADING IN THE SUBURBAN TIER, A MINIMUM OPACITY
OF 0.4 SHALL BE REQUIRED, UNLESS A GREATER OPACITY IS OTHERWISE REQUIRED.
SURROUNDING ZONING: RS-20 = 0.4 OPACITY
RR(D) = 0.4 OPACITY
RS-M = 0.4 OPACITY
CURRENT USE: RESIDENTIAL, VACANT
PROPOSED USE: 63 SINGLE FAMILY LOTS
GENERAL NOTES:
1. CITY OF DURHAM STANDARDS AND SPECIFICATIONS ARE TO BE USED.
2. BICYCLE PARKING LOCATED INSIDE GARAGES, REFER TO DESIGN
STANDARDS FOR BICYCLE PARKING STANDARDS (UDO 10.4.4)
3. REFER TO DETAIL SHEET FOR BENCH DETAIL.
4. TRASH TO BE COLLECTED AT CURB VIA ROLL -OUT CONTAINERS
5. THE SITE WILL BE FULLY COMPLIANT WITH THE NORTH CAROLINA
ACCESSIBILITY CODES (ANSI 117.1-2009 AND CHAPTER 11 OF THE
NCBC) UNLESS AND EXCEPT IN AREAS WHERE AN APPROVED
STATEMENT FROM A SITE ENGINEER, SURVEYOR OR ARCHITECT
VERIFIES THAT SITE CONDITIONS EXIST WHERE THE TOPOGRAPHY OF
THE SITE IS EXTREME AND ONLY ALTERNATE METHODS OF
COMPLIANCE ARE POSSIBLE.
6. OPEN SPACE WILL BE DEDICATED TO THE HOMEOWNERS' ASSOCIATION
(OR OTHER APPROVED ENTITY PER SECTION 7.2.5)
7. ALL SIGNS WILL INCLUDE PRISMATIC SHEETING AND WILL CONFORM TO
THE LATEST RETROREFLECTIVITY STANDARDS FOUND IN THE LATEST
EDITION OF THE MUTCD.
8. ALL SIGNS MUST MEET MUTCD GUIDELINES FOR LETTER HEIGHT,
LETTER CASE AND SIGN COLOR.
LEGEND CITY PIN NO: 0709-31-52-6652
RAW 56' RIGHT OF WAY RAW DURHAM SITE PLAN #D2200233
PARKING REQUIRED: 2/UNIT x 63 UNITS = 126 SPACES (RESIDENTIAL) ---- EX. PROPERTY LINE EX. TREELINE
CLUBHOUSE AND POOL = NO MINIMUM REQUIRED - - EX. RIGHT OF WAY PR. TREELINE 27' ROADWAY SECTION
�
PARKING PROVIDED: 126 SPACES (DRIVEWAYS & GARAGES)
PROP. PROPERTY LINE TREE SAVE AREA (TSA) I 5' 9.5' 9.5' 5' I CITY OF DURHAM
I TYP. TYP. TYP. I APPROVED
9 SPACES (CLUBHOUSE & POOL) i' -(TYP.)_ ( ) 2.5' 11, 11, 2.5' (TYP-) ( ) i'
PROP. STORMWATER BASIN (TYP.) SIDEWALK GRASS GRASS SIDEWALK (TYP.) ENGINEERING DATE
135 SPACES (TOTAL) TREE REPLACEMENT AREA (TRA) STRIP STRIP STORMWATER DATE
ACCESSIBLE PARKING REQUIRED: 1 SPACES - - PROP. RIGHT OF WAY 3:1 MAXIMUM FICA 002_ 2%, 2% 0.02 31 MAXIMUM TRANSPORTATION DATE
ACCESSIBLE PARKING PROVIDED: 1 SPACES RECREATIONAL OPEN SPACE SLOPE TYPICAL r .••,;,,,;,,,,,,;�;- :::.».....h:.-::-.,,:;;.;:::.::-,.,rµ_,y. .. LOPE TYPICAL WATER MANAGEMENT DATE
PROP. LOT LINE ( ) (TYPICAL)
ACCESSIBLE VAN PARKING REQUIRED: 1 PER 6 ACCESSIBLE SPACES = 1 SPACE oUj 30" STANDARD CUT FLOODPLAIN DATE
ACCESSIBLE VAN PARKING PROVIDED: 1 SPACE PROP. SETBACK CURB & GUTTER OR
30' VALLEY CURB
BICYCLE PARKING REQUIRED: 4 SPACES - PROP. ROAD CENTERLINE
BICYCLE PARKING PROVIDED: 4 SPACES
TREE COVERAGE AREA REQUIRED: 24% OF ADJUSTED GROSS SITE AREA I I I i -� l )I I� I TYPICAL ROADWAY CROSS-SECTION
JAMES G. KING & JUNE P. KING I BENJAMIN CHEEK PALMER & I j� I NOT TO SCALE
TREE COVERAGE REQUIRED: 24% x 20.939 AC = 5.03 AC 0.52 AC. Ir-LMEGHAN ELIZABETH PALMER � 0.57 AC.I _ _ _
TREE SAVE AREA PROVIDED: 3.02 AC (14.4%) DB 428, PG 788 DB 9203, PG 776 I VILLAS AT CULP ARBOR I �i � ` ` - � - - \ � -i L - \- L - \ s -
VILLAS AT CULP
TREE REPLACEMENT AREA: 2.01 AC (9.6%) PB 85, PG 68 PB 41, PG 87 I CONDOMINIUM ASSOCIATION LJJ
PIN: 0709-20-99-3895 I I I ARBOR CONDOMINIUM _ VILLAS AT CULP I
5304 FARRINGTON RD PIN: 0709-21-91-3107 L f�- 111 3.05 AC. �� ASSOCIATION ARBOR CONDOMINIUM -
TOTAL TREE COVERAGE AREA PROVIDED: 5.03 AC (24.0%) ZONED: RS-20 I r 5212 FARRINGTON RD I �� DB 6793, PG 779 �I a/ 0.59 AC. ASSOCIATION _
SUBURBAN TIER I I r PB CD0011, PG 318 I Q I� + DB 8235, PG 879 0.33 AC. I F I �� �� F L
ZONED: RS-20 I I I r I I �I II I I PB CD0012, PG 369 F I DB 8164, PG 380 1 L I I
OPEN SPACE REQUIRED: 3.35 ACRES (16.0% OF GROSS SITE AREA) SUBURBAN TIER I PIN: 0709-03-21-8239 L
F/J-B WATERSHED r - 101 CULP HILL DR (� I I I
OPEN SPACE PROPOSED: 7.90 ACRES 37.7% OF GROSS SITE AREA USE: RESIDENTIAL/1-FAMILY F/J-B WATERSHED I Z J _J_ PIN: 0709-21-96-1148 / PB CD0012, 0 356 /
( )ZONED: PDR 4.5 J � I rI ` I I
USE: RESIDENTIAL/1-FAMILY I � 100 CULP HILL DR I PIN: 0709-31-08-5610
RECREATIONAL OPEN SPACE REQUIRED: 1.12 ACRES (33.33% OF REQUIRED OPEN SPACE) -I L I SUBURBAN TIER _ Jj "I - ZONED: PDR 4.5 121 PINOT CT I I I I L \ I L
_ / �� F/J-B WATERSHED I =a SUBURBAN TIER , RECREATIONAL ZONED: PDR 4.5
RECREATIONAL OPEN SPACE PROVIDED: 1.15 ACRES TRAIL AREA _ N3 4419E LFARRiN USE: RESIDENTIAL/CONDOMINIUM �I II F/J-B WATERSHED I SUBURBAN TIER II 1 I 1
0.23 ACRES CLUBHOUSE AND POOL I �EX. R/W $ GTON ROAp_ ItL I USE: VACANT OPEN SPACE _ F/J-B WATERSHED r I I I I J
_ _ 379.60 ( R• 1110 - PUBLIC R - _ �I J II RESIDENTIAL I (CLUBHOUSE &POOL) USE: VACANT RESIDENTIAL r
1.38 ACRES TOTAL - - - - - - - _ _ - - - - - - /$) �� �` I I I I HOMEOWNERS ASSOC. 0.23 AC. - HOMEOWNERS ASSOC. L
STEEP SLOPES (EXISTING): NONE - = = = = = - - - / _ _ _ _ _ _ _ _ _ _ _ _ _ _
-- EX. STRIPING-------------�-- ,
LIMITS OF DISTURBANCE: 767,106 SF (17.61 AC.) �- Q - - - - = - N3'46'36"E
��------- _ 10' R/W DEDICATION --- ��
EXISTING: 40,613 SF (0.93 AC.) ------------
IMPERVIOUS ------- _ - - - _ _ _ 264.35'
EX. R/W _ o --- -- - 5' BIKE LANE- - _ =100' - = _ _ _ - - _ - EX. R/W - ,N3'46'36"E
IMPERVIOUS PROPOSED: 93,214 SF ROADS - - \ / f -
STORAGE = =100'= -
33,454 SF SIDEWALKS PROP. TEMPORARY 5' SIDEWALK iv - -------
CONSTRUCTION - - - _
3,765 SF ASPHALT TRAIL I I EASEMENT N o - - _ TAPER - -=210.41 -- - - - - -- - - - -
' i i -
5,519 SF CLUBHOUSE WITH POOL OPEN SPACE 0.24 AC. O _ - EX. CIVIL WAR PROP. 20' STORM
�r --N86_15'03"W 56.18_N TRA4 = 0.13 AC. - TRAILS SIGNAGE - -
4,818 SF CLUBHOUSE PARKING I I TRA3 = 0.23 AC. _ 4> _ - DRAINAGE EASEMENT
261,700 SF LOTS I I > I I - - - -N _ - S ��20' BUFFER r
r' (0.4 OPACITY)_
402,470 SF TOTAL (44.13%) I I I I o _ - - - - � - - - -- - - - - - - _ - _ _ _ _ _ _ - _ EX_ STRIPING - - - -
L -' PROP, 16' I I TRA5 = 0.01 AC.
a STORM--10'x70' NCDOT SIGHT
I I I DRAINAGE EASEMENT I TRIANGLE, TYP.-
\ \ 2' BUILDING SETBACK, TYP. - - -
20' BUFFER I X 7 I SPEED LIMIT POOL 0' •. �`' OPEN SPACE = 1.16 AC. ,
(0.4 OPACITY) w
6 5 I I (25) R2-1 00 18 24 `� 'm` /i Al
1 20' I I I I I I 4 3 2 I PROP. TEMPORARY
O END OF ROAD MARKER I I 54' I I 1 SCM ACCESS AND CONSTRUCTION EASEMENT _
I I I MAINTENANCE EASEMENT / 1 i I r -\
I (OM4-3), 3 EACH N73'57 08"W 29.43' 9 \\
CLUBHOUSE I I I WET POND #1 PROP. 5' WIDE �\
J LPROP. PROP. 5' 30" STANDARD CURB _ ASPHALT PATH 1 I
PROP. TEMPORARY R L SI I I MAIL KIOSK -
/W J DEWgLK 5 TRANSITION FROM VALLEY '�
CONSTRUCTION EASEMENT -� STOP SIGN BIKE RACK 4 SPACES
I TO STANDARD CURB, TYP. v ( ) 1 1 \ \ \ f /
111
ycMUTCD R1-1 VAN AC ESIBLE HANDICAP SIGN
TRA6 = 0.02 AC.
TEMPORARY HAMMERHEAD 25'x25' CLEAR SIGHT ,�� ,� APPROX. LOCATION \ I
TURNAROUND - - _ - Ti TYP - S1' L'OL
F- Ts• 48" VALLEY GUTTER 1OF EX. 30' DUKE
ROBERT BRIAN POPP o (56' PUBLIC R W - PRNDICAP RAMP, TYP ��O �`�� ti0 PR 3p.� R GHT OF WAY NERGY INAS
3.14 AC. �p o O / ) � I r'o- PROP- R/W DB 6703, PG 895) RESEARCH TRIANGLE
DB 7751, PG 81 5
PB 22, PG 37 - �cfl 3 n m / 30" STANDARD I REGIONAL PUBLIC
" a0 \- \ 1 TRANSPORTATION
310ACAUTHORITY
5217 FARRINGTON RD N8618 30 W � -� �''� .per o � N m � PROP. STORM 'CURB
- PIN: 0709-30-28-3559 �
�� 16' �� DRAINAGE EASEMENT N3'44'57"E 865.64' �\ 1 I DB 8359, PG 708
346.90 3 STOP sI N
ZONED: RS-20 � I -
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SUBURBAN TIER OI MUTCD R1_1 I STOP SIGN EASEMENT PIN: 0709-32-21-4977 Z
F/J-B WATERSHED EX. GRAVEL MUTCD R1-1 / f� k S ZONED: RS-M
USE: RESIDENTIAL/1-FAMILY - J - PROP. 64 53 I r- - o. \ \(DB 6�19, PG 868) 1 O z
I L_ �I END OF ROAD MARKER J
20' BUFFER aD 16' STORM 2' BUILDING I 52 1 2' BUILDING \ o I �� \ (OM4-3), 3 EACH ~ O Z
DRAINAGE EASEMENT L SETBACK, II I� SETBACK, TYP. 1 STOP SIGN \ Of
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30" VALLEY CURB SETBACK, -J I 1 N MUTCD R1-1 \F�\ \ �\ Z
TRA2 = 0.07 AC. L TRIANGLE, TYP. I 1 42 Q
OPEN SPACE = 0.28 AC. I 20' I 9 -- 11s' 41 \\c, \ PROP. TEMPORARY C7 = J
PROP. 16' STORM - - - - J J I 63 o �� 3 \ �\ \ CONSTRUCTION EASEMENT
R � a LU
TSA = 0.08 AC. ,� L = \ !� LL o H Z
DRAINAGE EASEMENT 3 L 54 1 -_ _ _ \ <\ p� Z
IN,- - -- - - - --- - N4'06'36" �-- L 30" VALLEY CURB J Z I PROP. 16' S STORM I I 6 0\\ \\ \
_ \ E 319.13 c, - - 1 I PROP 1
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\ 1 - - - 1 O LIJ m I -EASEMENT 43
1 �f -- - - - - _ L I �-- 62 116' 20' EASEMENT \\ \ O V I� O
I r5 W 2' BUILDING I 20' BUFFER \ Q U I.I.I
PROP. 5' SIDEWALK J 55 5' TRANSITION FROM Q SETBACK, TYP. I \ Z LU
SETBACK LINE, TYP. 20' BU \ R 1 II r- - _ �� 56' L 3 VALLEY TO STANDA o ``' -� (0.4 OPACITY) \ ♦^ Q O
( ) I 2' BUILDING SETBACK, TYP. I I - _ _ 7 J J \ 5O CURB, RD A I \ r, �/♦ U
0.4 OPACITY I �� R f J m L TYP. N
o ' 20' li 19 I 18 I I 53' 11 �W =I-J J L 44 alZ I PROP. 50' CITY OF \ I �' 0 0 (/� LU
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NOT TO SCALE
B m m x¢ 39 ") �I C4 SEWER EASEMENT \ Z
1 17 /B 61
I I I 16 I I I _ 1 56 J a PROP. 5' SIDEWALK tl o I/ / \ \\ / Q Q O
TRA1 = 0.02 AC. II I 1 15 I I f I �� I L LOi SPEED LIMIT �/ UJ 2a \ V
L I I I 12 I SPEED - -� (25) R2-1 49 45
EX. J I_ 30" VALLEY CURB EED LIMIT I , I L I
�� 14 I SPEED LIMIT 16 PROP. 16' STORM - J �" VALLEY CURB r II ou EX. 20' WIDE PROP. TEMPORARY �
BARN I (25) R2-1 60 1 _
/I I (25) R2-1 1 I DRAINAGE EASEMENT' -
56' 38 CONSTRUCTION EASEMENT �f I � INGRESS/EGRESS �
N5'01'47"E PROP. 5' HANDICAP RAMP 1 1 57 R/W �, L 1 � EASEMENT \ L
- 1 - 105.50' SIDEWALK 5' TRANSITION FROM VALLEY - II I1 L L P 48 � / � 1I N (DB 6519, PG 868) \ \ \ O U
END OF ROAD MARKER - C1 P I I TO STANDARD CURB, TYP. J P. 20' STORM 46 I \ \ V
2' BUILDING I DRAINAGE EASEMENT SPEED LIMIT %' -1 TRA7 = 0.15 AC.
(OM4-3), 3 EACH ems- RO? 13 SETBACK, TYP. �-II I1 STOP SIGN �2' BUILDING \
PROP. TEMPORARY 20' S`L �Q ��6 \ , -IV7B. R�W� STOP SIGN I 1 MUTCD R1-1 27' (25) R2-1 SETBACK, TYWP \\ \ \
�E\24. MUTCD R1-1 59 SPEED LIMIT ---� yy \ \
CONSTRUCTION EASEMENT �1� FA S' �3'E �� II II 58 B/B (25) R2-1 47 1 ' 37 /`
I 2' BUILDING I I o /� / / RESEARCH TRIANGLE
R36. y° �'w \ PROP. R/W-1 1 SETBACK, TYPI/- 25'x25' CLEAR SIGHT N / \ REGIONAL PUBLIC \ \ \\
20' BUFFER 5' o �j \ / / TRANSPORTATION AUTHORITY
(0.4 OPACITY) � � C2 � TRIANGLE, TYP.
7.846 AC.
PROP. STORM ��PROP. R/W 36 \ / / DB 18-CVS, PG 2011 �
DRAINAG ESAEE MENT 3 yo p� / PB 198, PG 239
DALE E. SCHNEIDER I I (56' PUBLIC RAW v`Oi \ '� \ N '57"E 468.0 o. PROP. 10' PATH / 5103 FARRINGTON RD �\ -
5.91 AC. Vl /) `\' m - PROP. STORM EASEMENT / PIN: 0709-32-51-5984\�
DB 8270, PG 648 21 22 I / ZONED: RS-M \` _
PB 58, PG 81 �! I I PROP. DRAINAGE EASEMENT - j // SUBURBAN TIER
5307 FARRINGTON RD 20 53' ' R/W '\
PIN: 0709-30-65-0652 I \ / / F/J-B WATERSHED
I WET POND #2 PROP. HANDICAP 3 \ / // USE: COM/CELL TOWER SITE
ZONED: RR(D) \ /
SUBURBAN TIER I I RAMP 5
F/J-B WATERSHED
USE: RESIDENTIAL/1-FAMILY I \\ SCM ACCESS AND LI 23I I II I I I PROP. SIDEWALK I II \\3424L MAINTENANCE 25I2r EASEMENT/ 27 33 ,
PROP. 16' STORM
oo DRAINAGE EASEME
NT
10' NO-BULD 306 I I
CURVE TABLE
NO.
DELTA
RADIUS
LENGTH
CHORD BEARING
CHORD DIST.
C1
013*22'26"
500.00'
116.71'
N11'43'00"E
116.44'
C2
014*39'16"
300.00'
76.73'
N11'04'35"E
76.52'
C3
090'00'00"
181.00'
284.31'
N41 *15'03"W
255.97'
C4
012*17`56"
200.00'
42.93'
N80'06'05"W
42.85'
C5
012*17'56"
200.00'
42.93'
N80'06'05"W
42.85'
\
TYLER A. HOLT
1.23 AC.
DB 9034, PG 730
5505 FARRINGTON RD
PIN: 0709-30-92-6609
ZONED: RS-20
SUBURBAN TIER
F/J-B WATERSHED
USE: RESIDENTIAL/1-FAMILY
S7'41'48"E
122.80'
•1
JSETBACK PROP. 20' STORM 31 32 PROP. BUILDING
J L DRAINAGE EASEMENT I I I SETBACK LINE, TYP. �\
-► L 53' I I I I _
---- ---__ _ I
-- - ------ �N
I o_ 2' BUILDING SETBACK, TYP. 11 H GHWAY
'
I
00 K
FENCE
OPEN SPACE = 6.22 AC.
5' WIDE
_T PATF
\\ S10022' 07„E 186'4y
S10'22'07"E
RECREATIONAL
OPEN SPACE
(TRAIL)
1.15 AC.
JV JV -
INTERMITTENT -
257.20' / STREAM _
S7'44'14"E I i - - 40 -
"E 50' __- ----_STATE- - --.
EX. R/W 57'4414 142. INTER
S3'07'40"E 251.07' R AR►ES) -
- - - - �pUB1 IC
----- -� ___-- GRAPHIC SCALE
0 30 60 120
NC GRID NAD 83
1 inch = 60 fcct
TSA = 0.15 AC.
1M� S24'48'34"W
74.47'
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Date: 11 /22/2022
® Scale: 1" = 60'
I I 0 Drawn By: Checked By:
AMK JRR
®� © Project Number:
20- 0014- 27
CONNECTIVITY RATIO ANALYSIS: Drawing Number:
0 LINKS = 11 ®NODES = 7 C.3.0
RATIO = 1.57
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CONSTRUCTION SEQUENCE: (EROSION & SEDIMENT CONTROL) NC GRID NAD 83 DCITY PIN NO: 0709-31-52-6652
URHAM SITE PLAN #D2200233
ENFORT NOTE 1, FAILURE TO EXPLICITLY
IS
TION
ENCE MAY 11. IF A
E IS
RY
TO
RESULTTINELOCAL ENFORCEMENT ACTIONS, NCLUDINGOBUTHNOT MIITEDCTO CIVILPENALTIES TO PLACE A DOUBLELROW OF SISTAFENCEE10 FEET APART
AT THEELMITS OFTTHEASTOCKPILE TOTAL DISTURBED AREA = 17.6 ACRES EROSION AND SEDIMENT CONTROL NARRATIVE GRAPHIC SCALE
S5000 PER VIOLATION PER DAY, INJUNCTIVE RELIEF, CRIMINAL PENALTIES, AND PERMIT AREA SHOWN ON THIS PLAN. TREES AND GROUNDCOVER MAY BE REMOVED ONLY AS
REVOCATION. ADDITIONALLY, OFF -SITE SEDIMENTATION MAY RESULT IN RESTORATION NECESSARY FOR THIS STOCKPILE. 0 30 60 120
REQUIREMENTS. BEYOND THESE LOCAL ENFORCEMENT REMEDIES, VIOLATION OF PLAN 12. INSTALL ALL EROSION CONTROL MEASURES PRIOR TO THE REMOVAL OF ANY ADDITIONAL PLAN ENGINEERS: ADVANCED CIVIL DESIGN, INC. ADJACENT AREAS: NORTH: CELL TOWER SITE
REQUIREMENTS IS SUBJECT TO ENFORCEMENT BY THE NCDENR AND USEPA. 13. EEPROVIDEGROUND
TEMPORARY GROUNDCOVER ININLETS
THE DINE SIONTO ALL
DITC ES, AND TRAPS
S SEDIMENT BASINS. 51 PH (9 9)Y481 O6 0 SUITE
FAX (919)R336 5127511 OUTH:FARRINGTON
ROAD FAMILY LOT
ENFORCEMENT NOTE 2. IF THE DURHAM COUNTY S&E STAFF DETERMINE EXCESSIVE SEDIMENT TRAPS/BASINS WITHIN 3 DAYS OF COMPLETING EXCAVATION. EAST: INTERSTATE-40
MAY BE LEAVING THE SITE BASED UPON EITHER OFF -SITE SEDIMENTATION, EXCESSIVE TURBIDITY 14. INSPECT EROSION CONTROL MEASURES, INCLUDING THE TEMPORARY COVER, AND PROPERTY OWNER: CURTIS R. BOOKER 1 inch = 60 feet
IN THE DISCHARGE. OR ANY POTENTIAL RISK FACTORS, A REVISED SEDIMENTATION AND EROSION SUBMIT "CERTIFICATE OF S&E INSTALLATION" TO DURHAM COUNTY S&E OFFICE, FAX: CRITICAL AREAS: BUFFERED STREAMS, WETLANDS, TREE SAVE AREAS. PROJECT NOTES
CONTROL PLAN MAY BE REQUIRED, WITH ASSOCIATED REQUIREMENTS FOR ADDITIONAL S&E [phone]. 1. EXISTING VEGETATION AND NATURAL AREAS SHALL BE PROTECTED TO THE
MEASURES. 15. CALL DURHAM COUNTY S&E OFFICE FOR INSPECTION OF EROSION CONTROL MEASURES, DEVELOPER: EPCON COMMUNITIES ALL BE
[phone]. IF A RE -INSPECTION IS NECESSARY DUE TO INCORRECT INSTALLATION, THE 119 WESTON PARKWAY GREATEST EXTENT POSSIBLE AND THAT MINIMUM CLEARING OF LAND UNDERTAKEN DURING DEVELOPMENT. EXISTING TREES GREATER THAN SHALL
DIAMETER
INITIAL MEASURES, CLEARING, GRUBBING AND GRADING. PROJECT IS SUBJECT TO RE -INSPECTION FEES AND ENFORCEMENT ACTION. CARY, INC 27513 EROSION & SEDIMENT EROSION AND SEDIMENT RUNOFF WILL BE T EXTENT POSSIBLE OUTSIDE OF THE LIMITS OF
1. OBTAIN AN APPROVED EROSION CONTROL PLAN. THIS PLAN WILL BE STAMPED ON THE 16. AFTER INSPECTION, POST THE CERTIFICATE OF S&E INSTALLATION IN THE S&E CONTROL MEASURES: CONTROLLED BY THE USE OF DIVERSION DITCHES GRADING FOR PROPOSED RIGHTTO BE PROTECTED TO THE GREATESATES WAY.
LOWER LEFT CORNER OF THE COVER SHEET, "APPROVED -DURHAM COUNTY EROSION INSPECTION BOX. EXISTING SITE THE SUBJECT SITE CONSISTS OF RESIDENTIAL LAND WITH ALONG THE LIMITS OF THE DISTURBED AREA ROUTING 2• ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH CITY OF DURHAM STANDARDS
CONTROL" WITH AN APPROVAL DATE. 17 BEGIN CLEARING, GRUBBING AND GRADING OF SITE IN ACCORDANCE WITH THE APPROVED 1DESCRIPTION: GRASSED AND WOODED AREAS THROUGHOUT. EXISTING RUNOFF TO TEMPORARY SEDIMENT BASINS AS AND SPECIFICATIONS, LATEST EDITIONS.
CONTROL PLAN AND APPROVED SITE PLAN. 8.
2, INSTALL TREE PROTECTION FENCING IN ACCORDANCE WITH THE APPROVED EROSION 8. PLAN. PROVIDE ALL DISTURBED AREAS WITH GROUND COVER WITHIN 21 CALENDAR DAYS AFTER BUILDINGS AND DRIVES LOCATED ON THE SITE. BUFFERED SHOWN. SILT FENCE WILL BE USED TO TREAT 3. CONTRACTOR SHALL VERIFY LOCATIONS, ELEVATIONS, AND SIZES OF EXISTING 3. INSPECT TREE FENCE AND SUBMIT A "TREE PROTECTION FENCING CERTIFICATION" FORM TO COMPLETION OF ANY PHASE OF CLEARING, GRUBBING OR GRADING. THE SEEDING, SEEDBED STREAMS HAVE BEEN LOCATED NEAR THE SOUTHEASTERN RUNOFF BETWEEN DITCHES AND LIMITS OF PUBLIC UTILITIES PRIOR TO ANY EXCAVATIONS, GRADING, OR INSTALLATION OF
DURHAM COUNTY S & E OFFICE, FAX: [phone]. PREPARATION, MULCH AND/OR ROLLED EROSION CONTROL PRODUCT INSTALLATION MUST BE PORTION OF THE SITE. CONSTRUCTION. UNDERGROUND UTILITIES ON OR ADJACENT TO THE PROJECT.
4. CALL DURHAM COUNTY S&E OFFICE FOR INSPECTION OF TREE FENCE INSTALLATION, IN ACCORDANCE WITH THE SEEDING SCHEDULE PROVIDED IN THIS S&E PLAN. SEED TAGS 4. NO CLEARING IN TREE SAVE AREAS, I.E. RIPARIAN BUFFERS OR ANY OTHER
[phone]. IF A RE -INSPECTION IS NECESSARY DUE TO INCORRECT INSTALLATION, A FROM ALL SEEDING OPERATIONS MUST BE RETAINED AND PLACED IN THE INSPECTION BOX. DISTURBED AREA = 17.6 AC. DESIGNATED AREAS.
RE -INSPECTION FEE WILL BE ASSESSED. INFRASTRUCTURE INSTALLATION DRAINAGE EXISTING SITE DRAINS TO THE EAST AND NORTH. 5. ACCESS TO EXISTING EASEMENTS MUST BE MAINTAINED AT ALL TIMES.
5. INSTALL S&E INSPECTION BOX. PLACE APPROVED S&E PLAN, NPDES NCGO10000 PERMIT, 19 INSTALL STORMWATER PIPING. ENSURE ALL STORMWATER INLETS ARE PROTECTED PRIOR CONDITION: 6. CONTRACTOR SHALL PERFORM A SLOPE STABILITY ANALYSIS FOR ALL FILL SLOPES.
AND INSPECTION NOTEBOOK IN THE BOX. INSTALL THE RAIN GAUGE ON THE BACK OF THE TO RAIN EVENTS AND AT THE END OF EACH WORK DAY. MAINTENANCE: MAINTENANCE OF THE EROSION & SEDIMENT 7. SILT FENCE OUTLET PROTECTION SHALL BE PLACED AT ALL LOW POINTS ALONG
POST HOLDING THE S&E INSPECTION BOX. S&E INSPECTIONS ARE REQUIRED AT LEAST WEEKLY 20. ENSURE ALL STORMWATER PIPING VELOCITY DISSIPATER PADS ARE INSTALLED CONTROL ITEMS SHALL BE IN ACCORDANCE WITH THE SILT FENCE TO KEEP WATER FILTER AND PASS THROUGH.
AND AFTER EACH 1/t" RAINFALL. THE S&E INSPECTIONS SHALL BE RECORDED AND MAINTAINED IMMEDIATELY FOLLOWING INSTALLATION OF A DISCHARGING SECTION OF PIPE. NOTES LISTED ON THIS SHEET. 8. THE CONTRACTOR SHALL VERITY LOCATIONS, ELEVATIONS, AND SIZES OF EXISTING
IN THE INSPECTION NOTEBOOK. IF A SEDIMENTATION AND EROSION CONTROL MEASURE HAS 21. AT THE CONCLUSION OF INFRASTRUCTURE INSTALLATION, PERMANENT GROUNDCOVER IN , _ - LJIVLIV 11f1L� l VI.VV......IVI.I. , / _ PUBLIC UTILITIES PRIOR TO ANY EXCAVATIONS, GRADING, OR INSTALLATION OF
FAILED, REPAIR IMMEDIATELY AND CONTACT THE DURHAM COUNTY S&E OFFICE BY PHONE WITHIN ACCORDANCE WITH THE SEEDING SCHEDULE IN THE S&E PLAN MUST BE PROVIDED. ALL _ I { - " "" UNDERGROUND UTILITIES ON OR ADJACENT TO THE PROJECT. ANY DIFFERENCES
-' USE: VACANT SUBURBAN TIER
___ �-- I SHALL BE REPORTED TO THE OWNER, ENGINEER.
- I
24 HOURS, AND IN WRITING WITHIN 5 DAYS. RECORDS OF THESE NOTIFICATIONS MUST BE MADE SEED TAGS MUST BE RETAINED IN THE S&E INSPECTION BOX. 1 --- --- -- ;� _FgRR�NG Q RESIDENTIAL F/J-B WATERSHED ',
�7 �I l�
AND MAINTAINED IN THE INSPECTION NOTEBOOK. IT IS STONGLY RECOMMENDED THAT THE S&E BUILDouT AND CITY ACCEPTANCE OHE TON ROAD I HOMEOWNERS ASSOC. t I' USE: VACANT RESIDENTIAL I 9• CONTRACTOR SHALL CONTACT EACH UTILITY COMPANY TO COORDINATE ANY
THE_ �[ _ (S.R. 1110 - AD- �J 0:: , J c I RELOCATIONS AND ADJUSTMENTS THAT MAY BE REQUIRED FOR THE CONSTRUCTION
22. AFTER MEASURES BE INSPECTED EVERY WORKDAY. INFRASTRUCTURE, SUBDIVISION NSPECBUTHE SITE TOILD-OUT IS ENSUREFINAOMPLETE DL EROSION STABILIZATION THE CITY HAS ACCEPTED
COMPLETE. L �L - �E�' - -,- �?UBLIC R/W VgRIE -' °'� J_() f •MHO HOMEOWNERS R�SSOC. � OF THE PROJECT.
6. SCHEDULE AND HOLD APRE-CONSTRUCTION CONFERENCE PRIOR TO BEGINNING ANY - - - 1�OHE� - - - - -�.��� ` - I _ _ 10. DESIGN, INSTALLATION, AND COORDINATION OF ELECTRIC SERVICE, NATURAL GAS,
LAND -DISTURBING ACTIVITIES. THIS CONFERENCE SHOULD BE ATTENDED BY A REPRESENTATIVE IF FINAL EROSION STABILIZATION HAS BEEN ACHIEVED, SUBMIT A CERTIFICATE OF S&E _______� -` ' - - - _ ;� y - -__
OF THE FINANCIALLY RESPONSIBLE PARTY, THE GENERAL CONTRACTOR, GRADING COMPLETION TO THE DURHAM COUNTY S&E OFFICE, FAX NUMBER [phone], AND _ -se - - - - - - / _ `m `� `--------- -1-�1
_ _ AND COMMUNICATIONS CABLE BY RESPECTIVE UTILITY COMPANIES.
_ _ �' __ - 11. CONTRACTOR TO EVALUATE IF BUILDING PAD REQUIRES ADDITIONAL FILL ABOVE PAD
SUB -CONTRACTOR, EROSION CONTROL SUB -CONTRACTOR, AND THE DURHAM COUNTY S&E CONTACT THE DURHAM COUNTY S&E OFFICE FOR A FINAL INSPECTION. _ T- _ �- _ = ,, - -
- Looms 0 - _ i�a-d �, - -------- ELEVATION TO DIVERT WATER.
OFFICE. CONTACT THE DURHAM COUNTY S&E OFFICE [phone] TO ENSURE 23. AFTER THE DURHAM COUNTY S&E OFFICE APPROVES THE PERMANENT STABILIZATION ____;__ - - - Loo �- - - _ _ - 12. SILT FENCE AND TREE PROTECTION FENCE SHALL BE PLACED AT THE LIMITS OF
REPRESENTATION BY THE TECHNICIAN FOR THAT PROJECT. REMOVE ALL SEDIMENTATION EROSION CONTROL MEASURES AND INSTALL VEGETATIVE COVER - �� W , �' - ROD= Lo -� o D - _-�- _
__(=____ _ - IN ccT� - 1 - - '" DISTURBANCE LINE. SILT FENCE AND TREE PROTECTION FENCE SHOWN OFFSET
7. OBTAIN LAND -DISTURBING PERMIT, AND POST THE PERMIT IN THE S&E INSPECTION BOX. IN THESE AREAS IMMEDIATELY. IF A RE -INSPECTION IS NECESSARY DUE TO INCOMPLETE OR --==4 i ---= "- - -,- _ LOD f- - - -
L - `
------
OD LOD �= -,� FROM LIMITS OF DISTURBANCE LINE ON THIS PLAN FOR CLARITY PURPOSES ONLY.
8. INSTALL CONSTRUCTION EGRESS/EXIT. INCORRECT PERMANENT MEASURES, THE PROJECT IS SUBJECT TO RE -INSPECTION FEES AND -- _______________ by.(' - -- - - L0D _ LOry _Loo Loo 1 C) ` '- -�T --�_ - - ---__ -
9. INSTALL OFF -SITE WATER DIVERSION PIPES, DIVERSION DITCHES WITH REINFORCEMENT ENFORCEMENT ACTIONA-�- _ - - _ __
MATTING AS SPECIFIED, AND OUTLET VELOCITY DISSIPATORS. REMOVE ONLY THE TREES AND I r - - --_ - -_=NMI-__A Wp - L� =- LOD �"own_ Loo f� - _ _ ____-�-
f,
GROUNDCOVER NECESSARY TO INSTALL THE OFF -SITE DIVERSION PIPES, DITCHES AND BERMS. ; i .-- I �WA - _____ yyA_ - = 10p -~- LOD �toD �� ���� 1♦-----_I--- -- --- - -� - --�
10. INSTALL SEDIMENT TRAPS BASINS, DIVERSION DITCHES, SILT FENCES, CHECK DAMS, AND II 4�J CONCRETE - __ _ _ _ - _ _ _ LOD L---------,____ � --�
OTHER INITIAL EROSION CONTROL MEASURES AS SPECIFIED IN THE PLAN. REMOVE ONLY TREES % I I ��� EX. 15:', RCP `,WASHOUT _ ------- - - _ --____ WA =10D - LooT LOD �- LOD -
_ _ _ _
AND GROUND COVER NECESSARY TO INSTALL THESE DEVICES. % rJ . F AREA -_ROCK CHECK DAM, TYP. ---,__ 33---372-`-_ -----------------�y�730 - LT= -----------
Lob
AREA �� F
- - - 3, WA rcn
L\ CONSTRUCTION - 31s-___ 370,' 300 - _ - - --___ -WA' - - _�' =r ;-\- _
_
. \ WA
ENTRANCE -Q ---__ U SKIMMER ,�- 2ss - -- ___ - _ a'�H WA - - -
\ _ 317-_-____ PROP. TEMPORARY _ �, - - - _ E
\ ' r' -- --- 30 - 'Ae 30 --_ T -N I�u�
31s---- -- DIVERSION DITCH 0 ti� 0-------- _ I �, �, I �L1kiE�
I %I� o
. \ --- s 294 -295 297 295`,\
I `� \ - 319 --- _
II t" 24" SLOPE DRAIN•, 294IN
f------ I ----__ - o _
IN NI
` L I , - _ •. \ ��,_ ---321----------------- `,
' r- I \ \ O ---- ` `��\2 6 • AIllt Olt / ➢ 1 `� I',``, 1` `� �',
--' _ . \--------- -- --- / J 1,
II
- - \ ----- 322-_
- - _ .`RESEARCH TRIANGLE PRISE
G6IO6
N
AL PUBLIC
` ,
-- \ \ \ --------- TEMPORARY SEDIMENT BASIN #1 `, ^1
- �` � O` T L L � ��-TRANSPORTATION AUTHORITY =-
v� -- \-� �-------- ------ 323 --- DRAINAGE AREA 6.7 AC. 241S EX��WEu LLAND 1 `'`, 1.03 AC. --
. _----__ - �INc' 1 DB 8359, PG 708
\ ` Ur ,
__ --� ._ _ ; - --- _ ♦ -"- - 324--------------- ``TEMPORARY 295 294 ''I'` ''� PIN: 0709-32-21-4977 -
- -'- - - --- ♦ �- --- I 1 ZONED: RS-MIN IN INAI
-
----
_" _ �� ♦�' - - �-----__ SEDIMENT BASIN #1 299� EX. 10' UTILITY EASEMENT ",-
.. --------�" - _"- - �2 �`l,I - -325� - � ..30 \ (DB 6519, PG 868) '3
IN
COIR BAFFLES, TYP. o _ dY�/ , os--
- -- -
2 \ 1'
•
- _ � '�24" SLOPE DRAIN \
3
9 • - - EX. 30' CITY OF DURHAM
ROBERT BRIAN POPP - _ - \�` �`. ��
-- --
--- - - 1
-
3.14 AC. -I - ___ � - \ \` _ SANITARY SEWER EASEMENT'` p. ,
O
IN
DB 7751, PG 81 - _ It
DB 6250 PG 814
--- PB 22 PG 37 1 --- --- r`' 32S 1 'o, `` �`
- --- - Z
` __ - ''--- --- -- 3,6• - - 1 \, `� _ \ `,�. �Illc In
5217 FARRINGTON RD - 4 _ _
EROSION CONTROL LEGEND - PIN: 0709 30 28 3559 _"----__- `,� S, -__ � , �� `, `, - -__ -__ �'`' \, l ➢ so
_�-_ - ZONED: RS-20 ''' ,.-,`�-� ---------------- `�� R-------- -- _-_ \ .__. `• �, -'-___ '-__ `• � � - -`�
SUBURBAN TIER - _ � `. -
SF SF SILT FENCE / LOD '' ', `, � �'`. �` '` _ '�------------ -'� -,` f ------ -- � ---� --_ -___ _ � ♦ \ � � � ---- ---__ -_
F/J-B WATERSHED _"------------- 3���, - - \ \` - SAS,
S SILT &TREE PROTECTION FENCE LOD - -- 'o. - - _______ --_ - �` o
/Log= '`�, USE: RESIDENTIAL AL/1-FAMILY, '� _---- - �30 -_ -- ---' \ � -_ --__ - - '` `` S
--------- / --- 3 9 - -- _ \ -
�'` TREE PROTECTION FENCE _ o - - ----__ PROP. TEMPORARY - EX. SSMH
TP TREE PROTECTION FENCE LOD - - - _--- 3o a - - \ '� o�
r-� / - \
- - -
SEE DETAIL ON SHEET C.4.2 _ _______ __ _ - - DIVERSION DITCH
SIP INLET PROTECTION 3os - _ \ - _ o
-� _ -- o ` \
LIMITS OF DISTURBANCE - - - _ -
o _ LOD - - - �
0
� ROCK CHECK DAM =�.. _ - 7PF __ -3 _ -
PROP. DIVERSION DITCH � -
TPF� -- 3 �- ---_ \ 4S
TP _ F 30- -
12" ST
7PF - - DIVERSION BERM PROP. STORM SEWER - �LA /pg\ o � ,
- 261 EX. MINOR CONTOUR
CONCRETE --_ - - -_ -
CWA - - -o� `
WASHOUT AREA EX. MAJOR CONTOUR - - '
,
,
� � � - � - -
0
-------- � - _ - ` 1,
5
` PROP. TEMPORARY __ - - -
PROP. MINOR CONTOUR
261 __ � � � - I ,
I SILT & TREE PROTECTION
SILT FENCE - _ _ _ _ _ -
OUTLET PROTECTION DIVERSION_ DITCH _ / (-; \
WOODEO AREA FENCE LIMITS OF DISTURBANCE'`
PROP. MAJOR CONTOUR ,
I �
260
_ _ 1,
TO BE REMOVED
� _- ) oo -__ � I f'-� �`,/ � ; \ SEE SHEET C.4.2 FOR DETAIL
TREE SAVE AREA TSA /'' _ o /; W �, \
TREE PROTECTION FENCE
� � ', .SEE DETAIL ON SHEET C.4;2
TEMP. SEDIMENT BASIN #1 TEMP. SEDIMENT BASIN #2 \, ♦/ N
I � _
DRAINAGE AREA = 6.7 ACRES DRAINAGE AREA = 10.7 ACRES �A _ _ _- / � `, `� M
DISTURBED AREA 6.7 ACRES DISTURBED AREA 9.3 ACRES ____ ____ - - ♦ (( \ ___ -
\ -
I s s61,920/ -
STORAGE VOL. RED 6.7 1 800 12 O60 CF STORAGE VOL. RED 10.7 1 800 CF
J _
TEMPORARY SEDIMENT BASIN #2 � _
( ) ( )� - ROCK CHECK DAM TYP I _ I
'
sILT &TREE PROTECTION -''2 % __ DRAINAGE AREA = 10.7 AC. >s � � ' ' - -
"BASIN IS SIZED FOR ANNUAL CLEANOUT*• •*BASIN IS SIZED FOR ANNUAL CLEANOUT*• / , ` ______-- -- - - ♦' / _-' -- \
_-- � `� `, `, _ -_ % � I , , �% ' ;PROP. SILT FENCE � \`,_ FENCE/LIMITS OF DISTURBANCE, TYP. _ , `� _ �'� ,
_ _ \ `. ` , OUTLET PROTECTION, TYP '
STORAGE DIMENSIONS STORAGE DIMENSIONS -_ .- .- .- - ,' ,' _____ - `, ,_ _ I __
\\\ o / --- -- \ \ `
INTERIOR SIDE SLOPES: 3:1 INTERIOR SIDE SLOPES: 3:1
EXTERIOR SIDE SLOPES: 3:1 EXTERIOR SIDE SLOPES: 3:1
-- -
TEMPORARY -
-------------
',PROP.
BOTTOM ELEVATION: 294 FT BOTTOM ELEVATION: 282.5 FT --
- DIVERSION DITCH
BOTTOM WIDTH: 65 FT BOTTOM WIDTH: 53 FT - '. DALE E. SCHNEIDER
2 - -
s I
r o� -
BOTTOM LENGTH: 155 FT BOTTOM LENGTH: 220 FT _ 5.91 AC.
I
--------
Lill"
BOTTOM AREA: 10 075 SF BOTTOM AREA: 11660 SF DB 8270 PG 648 _ -
295 _
1
TOP ELEVATION: 297 FT TOP ELEVATION: 286.5 FT PB 58 PG 81 -_ - �
-__ �`, - M `RESEARCH TRIANGLE REGIONAL
TOP WIDTH: 83 FT TOP WIDTH: 70 FT 5307 FARRINGTON RD -
PUBLIC TRANSPORTATION
2 _ I
TOP LENGTH: 173 FT TOP LENGTH: 280 FT PIN: 0709-30-65-0652 --_ . � - `- AUTHORITY
_ - - I w ---- _ -
TOP AREA: 14,359 SF TOP AREA: 19,612 SF - - _ -- � , h
ZONED: RR D - _____ - ,v
DEPTH OF STORAGE: 3 FT DEPTH OF STORAGE: 4.0 FT 28 / M o , --
SUBURBAN TIER - --_ 3 - � �P. I � ____♦'' _ DB 18-CVS, PG 2011
o -
I
VOLUME PROVIDED: 23,151 CF VOLUME PROVIDED: 62,424 CF - _ _ _ I ' -
F J B WATERSHED - PB 198 PG 239
-292- - � J' _ TEMP RARY
BERM ELEVATION: 299�FT BERM ELEVATION: 288�FT
- - I - 5103 FARRINGTON RD
USE: RESIDENTIAL/1 FAMILY 24" SLOPE DRAIN'
290.
BERM WIDTH: 16 FT BERM WIDTH: 10 FT - ----------------"
29,- SEDIMENT BASIN #2 PIN: 0709-32-51-5984
I ,
- I
SPILLWAY ELEV: 298.0 FT SPILLWAY ELEV: 287.5 FT - '
I I
- ZONED: RS M
,
\, I � /% �' - � ,� '� SUBURBAN TIER
Z F J B WATERSHED
TRAP EFFICIENCY TRAP EFFICIENCY _ _ "-- `l - - /
I
----
s s /,' - -- - --- ; -- �_ / ♦ - ---- "-- USE: COM CELL TOWER SITE
SURFACE AREA, AC (435) Q25, CFS SURFACE AREA, AC (435) Q25, CFS /
---- - \ '
a - - -
25 CIA 25 CIA ---
0.50 8.19 6.7 = 0.50 8.19 10.7 �� --2 y I "�- - a\`
_ _ __ -- 6% I. cC
I
27.4 CFS - 43.8 CFS _ „-------_ _
11► '---- / 285 / i - ----- ----' ---- �O
SURFACE AREA REQUIRED: 435 27.4 SURFACE AREA REQUIRED: 435 43.8 ___ r,a ;SKIMMER � '�� .___
11,919 SF 19,053 SF ___------__ _ tia 2 �p'` y
SURFACE AREA PROVIDED: 14,359 SF SURFACE AREA PROVIDED: 19,612 SF Sao ;S �100' RIPARIAN EX. POND F -
J` - - - - - -
® ELEV. 297.0 ®ELEV. 286.5 .,�' ����'�_ --------- - -- - _ - ` R K , - _ -- ------ -- ----- I
---- - COIR BAFFLES, TYP.' BUFFER ROCK' CHECK DAM TYP.
EMERGENCY SPILLWAY CALCULATIONS EMERGENCY SPILLWAY CALCULATIONS ---------- - - �9 ; /�p - - - ----_ ____-- -
'tg IP FND
Q25 (0.50)(8.19)(6.7) 27.4 CFS Q25 (0.50)(8.19)(10.7) -43.8 CFS - �- --------------- P283 \', --- ----_ ---------------- --____
PROP TEMPORARY
WEIR: 3(0 0)( 1.)( FPS WEIR: 50'; VEL: 1.8 FPS _- - 2�$ % _ DIVERSION DITCH S ----- --f ------ ;
SPILLWAY FLOW DEPTH: 0.45 FEET SPILLWAY FLOW DEPTH: 0.48 FEET ------ --- -' ___--' �-------
'`24" SLOPE DRAIN g�TP
SKIMMER SPECIFICATIONS: SKIMMER SPECIFICATIONS: _% j SO: ---- S/
VOLUME PROVIDED = 23,151 CF VOLUME PROVIDED = 62,424 CF--------_ __ -------- 'l✓'-/ - --- S/� -_
SKIMMER SIZE = 3 INCHES SKIMMER SIZE = 5 INCHES �'� _ -- - -'% >` '' ip SILT & TREE PROTECTION - -- ---
S
ORIFICE DIAMETER = 2.7 INCHES ORIFICE DIAMETER = 4.0 INCHES _ ------ \ ,-' , ',�"', 283� ----- - S/� FENCE LIMITS OF DISTURBANCE -- ---__ -- ------ --__ Y
DRAW DOWN TIME = 3 DAYS DRAW DOWN TIME = 3 DAYS ------------ -'' ' INTERMITTENT' SO' SSEE- -�_
------ - - �J-
�_ s ,-' , �, STREAM 288 ----- --- sFo I 1 S T C F �, -----------
SHEET 4.2 OR
,- JORDAN LAKE BUFFER 100 RIPARIAN____ f I :\ % � SEEDING SCHEDULE
--- =` ----BUFFER - --
------------------ `
f (% Loo m. m o0 0 0 0 0 0 0 0 0 0 % M ^i MIXTURE
j
�--------- IN CLAY SOIL
__ - WETLAND AL LIMESTONE )
--- -10-10-10
\` ---------IP FND `----------- ,'' -' � � S �--______-_ - '. � ; BS/AC
`
LINEAR AGRICULTURAL 2 T NS TON /ACRE
SFO 3 E W``ITL P FND SUPERPHOSPHATE 5000LBS ACRE - 20%SANALYSIS
TOP OF BANK --------------- �' % S _ - ! I 0 A L320-- /
R, ,4N I �I S
\ -
----- ------- - __________ MULCH 2 TONS/ACRE - SM ALL GRAIN STRAW
'
-------------- d„ - -- -- ASPHALT EMULSION AT 300 GALS/ACRE
- -- -- -- -- ------
;_;;> -------------- - --1':;,' ' INTERMITTENT STREAM Sp _--------------__ ---- ----- --" ---_
- -------------'-
�'l", ,• � _, __, -- _____-_----- _____________________________:310_==__: FOR SHOULDERS. SIDE DITCHES. SLOPES (MAX 3:1i:
h T C ---------- SCE ----- ---- - ---- ---- _ -
- - ---,, PAT LL _--� - -- __ FE ----- ---- -- --- -------- -- -- - - ---' _ _ - ---- ---
;�, ERSONS MILL '
------- -' PARCEL 3 - __"--------- _____________ -- DATE TYPE PLANTING RATE
_"- -�,�; '' N N i EX - --------- ------ ------- --------- ---- -------305- ;;j AUG 15-NOV 1 TALL FESCUE 300 LBS ACRE
PERENNIAL / N ° �� ----- --------------------- ---------- ---_-- -- --- /
39
- STREAM $V' .- �I rn u _ -- --- --------------- -------------- -------------- - NOV 1-MAR 1 TALL FESCUE &ABRUZZI RYE 300 LBS/ACRE
1 DB 6095 PG 843 ^1,0- --- -- -- "-"--- -------- ------------_ -- ----
ro m -- --- ------- --- --=-- ---------------------- __-- __- _ _-__ -- MAR 1-APR 15 TALL FESCUE 300 LBS/ACRE
- - ` 5251 FARRINGTON RD _ _ -� N N f _----------------- - _----- --- _-"------_-- __----_ --- ___--_- -- 295_ __
--- -- -
-� ------ ------ ----------------- -- -- -"" _____-- ------ - ---- ___-__--- _ _- ---- - SS
PIN: 0709-31-90-6186 �� - ---_ _ - __ ---- '_ -_ _ _-'_ ---- --- - ------ -- --- -- - - -
- /I I ------------------ ---------_ -'-_- "----' ---- - ---- - -_---__- --- - -may
APR 15-JUN 30 HULLED COMMON BERMUDAGRA 25 LBS/ACRE
`• I ZONED: RS-20 ------- _-______________ __ ______________= JUL 1-AUG 15 TALL FESCUE AND BROWNTOP 125 LBS/ACRE (TALL FESCUE)
USE: VACANT RESIDENTIAL ______------------ - - - --------------------- MILLET OR SORGHUM SUDAN HYBRIDS 35 LBS/ACRE (BROWNTOP MILLET);
------ --- --- ---- --- -- ---� _----=------------__=--___====______=________ SEEDBED PREPARATION
____--_______________ --- 1. 1. CHISEL COMPACTED AREAS AND SPREAD TOPSOIL THREE INCHES 30 LBS/ACRE (SORGHUM-SUDAN HYBRIDS)
` a PERENNIAL N; N� -__ " - _ __________________ _"- _- __ _ ---- - FOR SHOULDERS. SIDE DITCHES. SLOPES (3:1 TO 2:1)
o --___-------------------------------------------------------------------------------- DEEP OVER ADVERSE SOIL CONDITIONS, IF AVAILABLE.
o , �o STREAM - ----------------------------------------------------------------------------- DATE TYPE PLANTING RATE
_ _ _ _
I
------------ --- --- ----- r, ,tn ', � � _ --_--________- ____- 2. RIP THE ENTIRE AREA TO SIX INCHES DEEP.
"�' _ -- ----------- -------------- __________ MAR 1-JUN 1 SERICEA LESPEDEZA (SCARIFIED)
o no ---------------------------------------------- ________________-- 3. REMOVE ALL LOOSE ROCK, ROOTS AND OTHER OBSTRUCTIONS,
____________________________________ LEAVING SURFACE REASONABLY SMOOTH AND UNIFORM. & USE THE FOLLOWING COMBINATIONS 50 LBS/ACRE (SERICEA LESPEDEZA);
N
`--------------- T _ 4. APPLY AGRICULTURAL LIME, FERTILIZER AND SUPERPHOSPHATE MAR 1-APR 15 AD TALL FESCUE12 LBS/ACR
UNIFORMLY AND MIX WITH SOIL SEE MIXTURE BELOW). MAR 1-JUN 30 ORDADD LWEEPING LOVE GRASS 100LBS/AGREE
- - - _ _-' - --- . CONTINUE TILLAGE UNTIL A WELL -PULVERIZED, FIRM, MAR 1 JUN 30 OR ADD HULLED COMMON BERMUDAGRASS 25 LBS/ACRE
' ;,;;;.'__- _`- _ ___--"_:___ ---__ REASONABLY UNIFORM SEEDBED IS PREPARED FOUR TO SIX JUN 1-SEPT 1 TALL FESCUE AND BROWNTOP MULLET OR 120 LBS/ACRE (TALL FESCUE)
100' RIPARIAN , _ _____ -- --"_ __-- - _,- ,_ --- � 40 - INCHES DEEP. SORGHUM-SUDAN HYBRIDS*** 35 LBS/ACRE (BROWNTOP MULLET);
BUFFER _ ________ ________________ _ _"__- _ .- ::____- - _- _� T pT E _ _ 6. SEED ON A FRESHLY PREPARED SEEDBED AND COVER SEED 30 LBS ACRE SORGHUM -SUDAN HYBRIDS
TERS LIGHTLY WITH SEEDING EQUIPMENT OR CULTIPACK AFTER / ( )
- IN ES SEPT 1-MAR 1 SERICEA LESPEDEZA (UNHULLED - 70 LBS/ACRE (SERICEA LESPEDEZA)
_ ------------- _--__-__-_______-_-_---__--_- - -- --- -"- _ -- - _ I _
-- -- ----�_-_- _--__-__ --- - _---- __- "- --- - _- -- - VAR SEEDING.
_"-___---_____________ __ _-______--___________----,_-----" _-- -- �_ _ �� UBLIC �� - 7. MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH. UNSCARIFIED) AND TALL FESCUE 120 LBS/ACRE (TALL FESCUE)
---``_`` ----------------------- ------ -- ---- ------ - _L _ -- _ _-_--" �p ----------, 8. OR NOV 1-MAR 1 AND ABRUZZI RYE 25 LBS/ACRE
r INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS
RESEEDINGS WITHIN THE PLANTING SEASON, IF POSSIBLE. IF THE ABOVE VEGETATION RATES ARE THOSE THAT DO WELL UNDER LOCAL CONDITIONS; OTHER SEEDING RATE
ORIGINAL LIME, FERTILIZER AND SEEDING RATES.
STAND SHOULD MORE THAN 60% DAMAGED, RE-ESTABLISH COMBINATIONS ARE POSSIBLE. *** TEMPORARY: RESEED ACCORDING TO OPTIMUM SEASON FOR DESIRED
FOLLOWING THE O
9. CONSULT S&EC ENVIRONMENTAL ENGINEERS ON MAINTENANCE PERMANENT VEGETATION. DO NOT ALLOW TEMPORARY COVER TO GROW MORE THAN 12" IN HEIGHT BEFORE
TREATMENT AND FERTILIZATION AFTER PERMANENT COVER IS MOWING; OTHERWISE, FESCUE MAY BE SHADED OUT.
ESTABLISHED.
NEW STABILIZATION TIMEFRAMES
(EifeativeAua, 3 7011)
SITE AREA DESCRIPTION STABILIZATION TIMEFRAME EXCEPTIONS
Perimeter dikes, swales, ditches,: slopes
7 days
None
High Quality Water (HOW) Zones
7 days
None
Slopessteeper than 3:1
7ldays
If slopes are 10 or less in length and are
not steeper than 2:1, 14 days are allowed.
Slopes 3:1 or flatter
14 days
7 days for slopes greater than 50' in length..
All other areas with slopes flatter than 4:1
14 days
None, except for perimeters and HQW Zones.
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Date: 11 /22/2022
Scale: 1" = 60'
I Drawn By: I Checked By: I
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Project Number:
20- 0014- 27
Drawing Number:
C.4.0

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EROSION CONTROL
LEGEND
SILT FENCE / LOD
SF SF
S/TP
SILT &TREE PROTECTION FENCE / LOD
TP
TREE PROTECTION FENCE / LOD
r SIP
INLET PROTECTION
LOD
LIMITS OF DISTURBANCE
O
ROCK CHECK DAM
>>-
PROP. DIVERSION DITCH
`DB>
DIVERSION BERM
M 12" ST
PROP. STORM SEWER
FCONCRETE
--261 --
EX. MINOR CONTOUR
WA
WASHOUT AREA
--------- 260----------
EX. MAJOR CONTOUR
SILT FENCE
261
PROP. MINOR CONTOUR
SFo
OUTLET PROTECTION
260
PROP. MAJOR CONTOUR
TREE SAVE AREA (TSA)
NPDESStormwater Discharge Permit for Construchan Actlttties (NCG01)
NCDENR/D v,sion of Water Quality
NEW STABILIZATION TIMEFRAMES
tMotiV5 Aug, 1 7011)
SITE AREA DESCRIPTION STABILIZATION TIMEFRAME EXCEPTIONS
''..,
t I I 1 Perimeter dikes, swales, ditches, : slopes
7 days
None
High Quality Water (HQW) Zones
7 days
None
:Slopessteeper than 3:1
[��,
7 days:
If slopes are 10' or less in length and are
not steeper than 2:1, 14 days are allowed.
Slopes 3:1 or flatter
14 days
7 days for slopes greater than 50' in length..
All other areas with slopes flatter: than 4:1
14 days
None, except for perimeters and HQW Zones.
TOTAL DISTURBED AREA = 17.6 ACRES
EROSION AND SEDIMENT CONTROL NARRATIVE
PLAN ENGINEERS: ADVANCED CIVIL DESIGN, INC.
51 KILMAYNE DRIVE, SUITE 102 CARY, NC 27511
PH [phone] FAX [phone]
PROPERTY OWNER• CURTIS R BOOKER
NC GRID NAD 83
ADJACENT AREAS: NORTH: CELL TOWER SITE
WEST: FARRINGTON ROAD
SOUTH: SINGLE FAMILY LOT
EAST: INTERSTATE-40
CITY PIN NO: 0709-31-52-6652
DURHAM SITE PLAN #D2200233
GRAPHIC SCALE
0 30 60 120 >-
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1 inch = 60 feet W cl)
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CRITICAL AREAS: BUFFERED STREAMS, WETLANDS, TREE SAVE AREAS.
PROJECT
NOTES
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DEVELOPER:
EPCON COMMUNITIES
1.
EXISTING VEGETATION AND NATURAL AREAS SHALL BE PROTECTED TO THE
� W
119 WESTON PARKWAY
GREATEST EXTENT POSSIBLE AND THAT MINIMUM CLEARING OF LAND SHALL BE
a a
Z
CARY, NC 27513
EROSION &SEDIMENT EROSION AND SEDIMENT RUNOFF WILL BE
UNDERTAKEN DURING DEVELOPMENT. EXISTING TREES GREATER THAN 24" DIAMETER
CONTROL MEASURES: CONTROLLED BY THE USE OF DIVERSION DITCHES
TO BE PROTECTED TO THE GREATEST EXTENT POSSIBLE OUTSIDE OF THE LIMITS OF
^
�
EXISTING SITE
THE SUBJECT SITE CONSISTS OF RESIDENTIAL LAND WITH
ALONG THE LIMITS OF THE DISTURBED AREA ROUTING
2.
GRADING FOR PROPOSED RIGHT-OF-WAY.
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH CITY OF DURHAM STANDARDS
I --I
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DESCRIPTION:
GRASSED AND WOODED AREAS THROUGHOUT. EXISTING
RUNOFF TO TEMPORARY SEDIMENT BASINS AS
AND SPECIFICATIONS, LATEST EDITIONS.
rr l�
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�
BUILDINGS AND DRIVES LOCATED ON THE SITE. BUFFERED
SHOWN. SILT FENCE WILL BE USED TO TREAT
3.
CONTRACTOR SHALL VERIFY LOCATIONS, ELEVATIONS, AND SIZES OF EXISTING
W
STREAMS HAVE BEEN LOCATED NEAR THE SOUTHEASTERN
RUNOFF BETWEEN DITCHES AND LIMITS OF
PUBLIC UTILITIES PRIOR TO ANY EXCAVATIONS, GRADING, OR INSTALLATION OF
L](
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PORTION OF THE SITE.
CONSTRUCTION.
4.
UNDERGROUND UTILITIES ON OR ADJACENT TO THE PROJECT.
NO CLEARING IN TREE SAVE AREAS, I.E. RIPARIAN BUFFERS OR ANY OTHER
-t�
<u
DRAINAGE
EXISTING SITE DRAINS TO THE EAST AND NORTH
DISTURBED AREA = 17.6 AC.
5
DESIGNATED AREAS.
ACCESS TO EXISTING EASEMENTS MUST BE MAINTAINED AT ALL TIMES
.4
. . .
CONSTRUCTION SEQUENCE: (EROSION & SEDIMENT CONTROL) CONDITION: 6. CONTRACTOR SHALL PERFORM A SLOPE STABILITY ANALYSIS FOR ALL FILL SLOPES. Q �
MAINTENANCE: MAINTENANCE OF THE EROSION &SEDIMENT 7. SILT FENCE OUTLET PROTECTION SHALL BE PLACED AT ALL LOW POINTS ALONG
CONTROL ITEMS SHALL BE IN ACCORDANCE WITH THE SILT FENCE TO KEEP WATER FILTER AND PASS THROUGH.
NOTES LISTED ON THIS SHEET. 8. THE CONTRACTOR SHALL VERITY LOCATIONS, ELEVATIONS, AND SIZES OF EXISTING U
11. IF A STOCKPILE IS NECESSARY DUE TO EXCAVATION OF THE SEDIMENT PUBLIC UTILITIES PRIOR TO ANY EXCAVATIONS, GRADING, OR INSTALLATION OF
ENFORCEMENT NOTE 1. FAILURE TO EXPLICITLY FOLLOW THIS CONSTRUCTION ---' - " 1'I --- i --i 1__--,% I UNDERGROUND UTILITIES ON OR ADJACENT TO THE PROJECT. ANY DIFFERENCES
SEQUENCE MAY RESULT IN LOCAL ENFORCEMENT ACTIONS, INCLUDING BUT NOT TRAP/BASIN, PLACE A DOUBLE ROW OF SILT FENCE 10 FEET APART AT THE il
__ _ --"-- '
�-- -. p 1SHALL BE REPORTED TO THE OWNER, ENGINEER.
LIMITS OF THE STOCKPILE AREA SHOWN ON THIS PLAN. TREES AND ----- FARRINGTO `CONCRETE �,� - - � J I �,,,,
I ',UNITED TO CIVIL PENALTIES TO =5000 PER VIOLATION PER DAY, INJUNCTIVE RELIEF, '`�9. CONTRACTOR SHALL CONTACT EACH UTILITY COMPANY TO COORDINATE ANY
II il-
__ N ROAD WASHOUT �J ``` ��. ____t ,' RELOCATIONS AND ADJUSTMENTS THAT MAY BE REQUIRED FOR THE CONSTRUCTION
--- -t .
CRIMINAL PENALTIES, AND PERMIT REVOCATION. ADDITIONALLY, OFF -SITE GROUNDCOVER MAY BE REMOVED ONLY AS NECESSARY FOR THIS STOCKPILE. - --'= (S•R. 1110 -PUBLIC R/W VARIES . AREA J •(�
SEDIMENTATION MAY RESULT IN RESTORATION REQUIREMENTS. BEYOND THESE 12. INSTALL ALL EROSION CONTROL MEASURES PRIOR TO THE REMOVAL OF ANY - _L- _ _ % -� -r OF THE PROJECT. - - -
- = � ,'��� % � J CONSTRUCTION _ _ _ _ _ 1 10. DESIGN, INSTALLATION, AND COORDINATION OF ELECTRIC SERVICE, NATURAL GAS,
LOCAL ENFORCEMENT REMEDIES, VIOLATION OF PLAN REQUIREMENTS IS SUBJECT TO ADDITIONAL TREES OR GROUND COVER. STABILIZE THE INLETS INTO ALL __- - - - % = AND COMMUNICATIONS CABLE BY RESPECTIVE UTILITY COMPANIES.
ENFORCEMENT BY THE NCDENR AND USEPA. SEDIMENT TRAPS AND BASINS. - _ -_ - - - ;j ENTRANCE - 11. CONTRACTOR TO EVALUATE IF BUILDING PAD REQUIRES ADDITIONAL FILL ABOVE PAD
13. PROVIDE TEMPORARY GROUNDCOVER IN THE DIVERSION DITCHES, AND - - �� -C - ^ �a-a `� - --------- ELEVATION TO DIVERT WATER. z UJ
ENFORCEMENT NOTE 2. IF THE DURHAM COUNTY SdtE STAFF DETERMINE EXCESSIVE SEDIMENT TRAPS/BASINS WITHIN 3 DAYS OF COMPLETING EXCAVATION. _ 66 - 15" 10 ��I ^(1) -a! - `,Jao =�- - _ - =- -- _7 12. SILT FENCE AND TREE PROTECTION FENCE SHALL BE PLACED AT THE LIMITS OF ""
ST - -- , c� - - -- DISTURBANCE LINE. SILT FENCE AND TREE PROTECTION FENCE SHOWN OFFSET _ -_ -
SEDIMENT MAY BE LEAVING THE SITE BASED UPON EITHER OFF -SITE SEDIMENTATION, 14. INSPECT EROSION CONTROL MEASURES, INCLUDING THE TEMPORARY __-t- = 7 \. „ -- 65 __ , ' M ��� Nam_ -� - -- - - �;
EXCESSIVE TURBIDITY IN THE DISCHARGE, OR ANY POTENTIAL RISK FACTORS, A COVER, AND SUBMIT "CERTIFICATE OF S&E INSTALLATION" TO DURHAM COUNTY _ - --- 15 ST ,�h _ � n 0 - _ - - - -` - I FROM LIMITS OF DISTURBANCE LINE ON THIS PLAN FOR CLARITY PURPOSES ONLY.
- - -_ --- _ M O - -n �` ' -
0
REVISED SEDIMENTATION AND EROSION CONTROL PLAN MAY BE REQUIRED, WITH S&E OFFICE, FAX: [phone]. �2�__ _SIP _ �, -- 64 -- - __ M a o r. . _ _ _ - 'I-\, - _ _ _ - - _ _-______ -1 -
� r - 320 . 15" ST' o �o � - - I _ - - - - o
ASSOCIATED REQUIREMENTS FOR ADDITIONAL S&E MEASURES. 15. CALL DURHAM COUNTY S&E OFFICE FOR INSPECTION OF EROSION CONTROL oo ' t� „, o -�„, _ 1 - - -IT - - �� �_� - - Z� L,
� --- - -- 7-:---!-!-.T.!�
- MEASURES, [phone]. IF A RE -INSPECTION IS NECESSARY DUE TO �- `SIP -- 63 L a _COIR_ BAFFLES, TYP. 7 - - - -__ _ - WINITIAL MEASURES, CLEARING, GRUBBING AND GRADING. INCORRECT INSTALLATION, THE PROJECT IS SUBJECT TO RE -INSPECTION FEES �`, I I &�-36_ ---=__ SIP - ------ 15" ST' _ ' -- -_____ _ _ a X
1. OBTAIN AN APPROVED EROSION CONTROL PLAN. THIS PLAN WILL BE STAMPED AND ENFORCEMENT ACTION. �� -- --- �- -- _ � _ 06;_ �- ____ -- _-- 301-------- --__ - _ � __
F 14 1 315:-� 313i 312-311. 310 - - p -------- - - w
ON THE LOWER LEFT CORNER OF THE COVER SHEET, "APPROVED - DURHAM 16. AFTER INSPECTION, POST THE CERTIFICATE OF S&E INSTALLATION IN THE 315� 5 ST` 13 CWA 310 '` S -------- ___ �o - �` a z
COUNTY EROSION CONTROL" WITH AN APPROVAL DATE. S&E INSPECTION BOX. SIP ---�_- 15" ST' SIP - 62 _ ___- _ 61 SIP -------_ _ _ -`-
2, INSTALL TREE PROTECTION FENCING IN ACCORDANCE WITH THE APPROVED 17 BEGIN CLEARING, GRUBBING AND GRADING OF SITE IN ACCORDANCE WITH , N ---_- -` - -_ -- 1C, �306-` - - 1 --`- -1, a 0
-- SIP -- Sr 307.-----0� �S - ---- ==-300-===-= --
EROSION CONTROL PLAN AND APPROVED SITE PLAN. THE APPROVED S&E PLAN. - -- 12 11 34 303 __ ___ `_�; - _--- aW 0
3. INSPECT TREE FENCE AND SUBMIT A "TREE PROTECTION FENCING 18. PROVIDE ALL DISTURBED AREAS WITH GROUND COVER WITHIN 21 CALENDAR �1 k NI I - _ '1 309 30 - `sT------___ ` -- ,
N - - - - _ - - 15" ST �° 0 0 300 295 -- I`, CERTIFICATION" FORM TO DURHAM COUNTY S & E OFFICE, FAX: [phone]. DAYS AFTER COMPLETION OF ANY PHASE OF CLEARING, GRUBBING OR GRADING. 7 -- ___ 'SIP IP POOL __ I
4. CALL DURHAM COUNTY S&E OFFICE FOR INSPECTION OF TREE FENCE THE SEEDING, SEEDBED PREPARATION, MULCH AND/OR ROLLED EROSION CONTROL Pqp=3 6 `` 5 - --- - - - ° 295 - 295 2s
NECESSARY DUE TO ti� r 20.50 'Pqp=318.5 l - - -- - 60 R /.I`,
INSTALLATION, [phone]. IF A RE INSPECTION IS NE PRODUCT INSTALLATION MUST BE IN ACCORDANCE WITH THE SEEDING SCHEDULE .� I' - 0 PAD=316 _ s� 294 -- -IJ
INCORRECT INSTALLATION, A RE -INSPECTION FEE WILL BE ASSESSED. PROVIDED IN THIS S&E PLAN. SEED TAGS FROM ALL SEEDING OPERATIONS MUST - I -'-- __ ;60 PAD=315.40 -_3 --- _ � - _ s ulnl r+ni►` l� o '�` - --- ,
PAD_314.20 ' 1_ !`, g 293 co �' S� / 1, , / ,
5. INSTALL S&E INSPECTION BOX. PLACE APPROVED S&E PLAN, NPDES BE RETAINED AND PLACED IN THE INSPECTION BOX. 22", - ----------_ PAD=313.00 - _ O TEMPORARY 2so Ln � Au ,III , `, r =c``
P '
,
NCG010000 PERMIT, AND INSPECTION NOTEBOOK IN THE BOX. INSTALL THE RAIN INFRASTRUCTURE INSTALLATION ,'' ',, - � - _ - ------___-__ -, 12 00- ,, '_0$,' `. �` �`, ', � `, `, `, -- SKIMMER 293--_ - `, `, `,��',
I -- _ SEDIMENT 284 � � I / f- 1� \', ``, ` ' \ \ `
GAUGE ON THE BACK OF THE POST HOLDING THE S&E INSPECTION BOX. S&E 19 INSTALL STORMWATER PIPING. ENSURE ALL STORMWATER INLETS ARE S _ __ _ _ --- - __-_ CLUBHOUSE - ;, 1 67 SILT & TREE PROTECTION �` 1 0� \, -"
INSPECTIONS ARE REQUIRED AT LEAST WEEKLY AND AFTER EACH %" RAINFALL. THE PROTECTED PRIOR TO RAIN EVENTS AND AT THE END OF EACH WORK DAY. �_ _ __-- TREET 1 - -- _ $IP PAD=3p � BASIN #1 T �ul� FENCE/LIMITS OF DISTURBANCE l - ''`, , /,"`,-=,�JT-
S&E INSPECTIONS SHALL BE RECORDED AND MAINTAINED IN THE INSPECTION 20. ENSURE ALL STORMWATER PIPING VELOCITY DISSIPATER PADS ARE - ----- -__ g•30 ` 24 S N �` ,
^ SEE SHEET C.4.2 FOR DETAIL 's `,' �' / `\
NOTEBOOK. IF A SEDIMENTATION AND EROSION CONTROL MEASURE HAS FAILED, INSTALLED IMMEDIATELY FOLLOWING INSTALLATION OF A DISCHARGING SECTION OF --- --- ----- -- --- --=__ 10 �III� ,mL 'lI - ,°o �` `,�`'�- . J
2
2 a �
REPAIR IMMEDIATELY AND CONTACT THE DURHAM COUNTY S&E OFFICE BY PHONE PIPE. '321i -- - _ SIP SIP ! �,� �2 1 29 s3 VVQ1 /2 � `�, ` --__
WITHIN 24 HOURS AND IN WRITING WITHIN 5 DAYS. RECORDS OF THESE 21. AT THE CONCLUSION OF INFRASTRUCTURE INSTALLATION, PERMANENT - �` -I\ :�``� - 32a --______ \h o. \ 15" ST, $IP 3p0 5 2g4 ''�` ''�` '�` EX. WETLANDS- 2-, ` ~
NOTIFICATIONS MUST BE MADE AND MAINTAINED IN THE INSPECTION NOTEBOOK. IT GROUNDCOVER IN ACCORDANCE WITH THE SEEDING SCHEDULE IN THE S&E PLAN _ _ ^o - ���� - �� %yo 30p'11 / 1 ;,; -:,\ ,-=�`,;_-
IS STONGLY RECOMMENDED THAT THE S&E MEASURES BE INSPECTED EVERY MUST BE PROVIDED. ALL SEED TAGS MUST BE RETAINED IN THE S&E 320 - - - - �� - - 325 - �`' 15" ST --_32 l- d �,\ 31 305 dy,1 SIP +' a, - - -__ ` �--� -
�.� S_�� �, � �/ RESEARCH TRIANGLE REGIONAL PUBLIC ---
WORKDAY.
INSPECTION BOX. _ _-_ 32 SIP 15" ST tij�0 `-�'`�9�`�O � �- SIP "" 1 I TRANSPORTATION AUTHORITY N
6. SCHEDULE AND HOLD A PRE -CONSTRUCTION CONFERENCE PRIOR TO BEGINNING BUILDOUT AND CITY ACCEPTANCE 3�s - I � 0 .6 u) ,� 2 15" ST _ 1.03 AC.
ANY LAND -DISTURBING ACTIVITIES. THIS CONFERENCE SHOULD BE ATTENDED BY A 22. AFTER SUBDIVISION BUILD -OUT IS COMPLETE AND THE CITY HAS ACCEPTED --,, 78- - _ - - ' 8 �� . T24 �1� �6 `�o _� 5 STREET 1 I DB 8359, PG 708 W
REPRESENTATIVE OF THE FINANCIALLY RESPONSIBLE PARTY, THE GENERAL THE INFRASTRUCTURE, INSPECT THE SITE TO ENSURE FINAL EROSION SIP �'' ' ST 4 0,- =s ��' c+' �' w y 1 I PB 122, PG 66 ♦^
; , `, 37, - ✓o --- "> \ `. 5 24" ST �` o - S o °o � ` 1
CONTRACTOR, GRADING SUB -CONTRACTOR, EROSION CONTROL SUB -CONTRACTOR, STABILIZATION IS COMPLETE. IF FINAL EROSION STABILIZATION HAS BEEN - - `I %'3�g- _ M p - ---- - _ sj `' l- P N, , 1� v+ I, ti .-,00 ``� - , , N _ PIN: 0709-32-21-4977 U)
-p C- cr cn SI cfl ---- - ZONED: RS-M Z
AND THE DURHAM COUNTY S&E OFFICE. CONTACT THE DURHAM COUNTY S&E OFFICE ACHIEVED, SUBMIT A CERTIFICATE OF S&E COMPLETION TO THE DURHAM COUNTY , ,31rj _ .��� SIP 7�` SIP � 3 �'� - 3os. `, ^>' 0i \\ zi , / \�' ----___ Q
[phone] TO ENSURE REPRESENTATION BY THE TECHNICIAN FOR THAT S&E OFFICE, FAX NUMBER [phone], AND CONTACT THE DURHAM COUNTY 3;4 ,`PAD=316.00. V 320 --_0 33 -� SIP P 16 o ,,I� ¢
PROJECT. -----_ 313 ----------- AD=315.10 - _ 53 '` . 6 28 SIP SIP ��� O z
S&E OFFICE FOR A FINAL INSPECTION. P N SIP 24I ST -'� s� - 9
7. OBTAIN LAND -DISTURBING PERMIT, AND POST THE PERMIT IN THE S&E 23. AFTER THE DURHAM COUNTY S&E OFFICE APPROVES THE PERMANENT ---,`, 312 _ - - --- ___-- - - _ a
INSPECTION BOX. STABILIZATION REMOVE ALL SEDIMENTATION EROSION CONTROL MEASURES AND -- --__ M 3 f _ ,h PAD=312.50 SIP o' 1 SIP `'-,s Q, 'TILE`, 'III` _ O Z
3i1 - v'> _ - --- 7� 314 �2``, M - _ �`. -- \\ ; �Ilit �IIIc -- - v O 1
8. INSTALL CONSTRUCTION EGRESS EXIT. INSTALL VEGETATIVE COVER IN THESE AREAS IMMEDIATELY. IF A RE -INSPECTION _ _ f --__ c,+ 'I- ° -- - ---_ ¢ Q
/ 1310- -- - - PAD=311.90 `. 41z------_ o ; cn "�, - o Z U
9. INSTALL OFF -SITE WATER DIVERSION PIPES, DIVERSION DITCHES WITH IS NECESSARY DUE TO INCOMPLETE OR INCORRECT PERMANENT MEASURES, THE -' 9_ - _ __ _- _ -_cn 370 _- o \ _
30 ` 9' LL.I I ` - PAD-3 - h \ ` S = Z
REINFORCEMENT MATTING AS SPECIFIED, AND OUTLET VELOCITY DISSIPATORS. PROJECT IS SUBJECT TO RE -INSPECTION FEES AND ENFORCEMENT ACTION >- - - - _--_pAp= �3j - - - -- ____ 06.50 -ice p , , --4- - "�` `\\' , S+ _i _ U)
�'- ��, - 313.50, LLJ ?. -- to N f '� PAD= \ a
REMOVE ONLY THE TREES AND GROUNDCOVER NECESSARY TO INSTALL THE OFF -SITE �o �o _ _, o l s �.3 '`-____ __ _ 305.50' ;\ �` ` '`` LL W Q
DIVERSION PIPES, DITCHES AND BERMS. �o s s o� os '�09 '` 3�0, �� `.3 �;- --- 's PAD=313.50 __ 5� . _ W -- -- - I I` 1s ST - \; \ �\ -- \ ��// J
--------- `TREE PROTECTION FENCE - - - `�„� -Pqp= _ _ _ 1 18 15" ST_ -_ \ �\ W z Z -
10. INSTALL SEDIMENT TRAPS BASINS DIVERSION DITCHES SILT FENCES CHECK o _ w �3 _ 312.90 - 20 f \ Z
- - -----SEE SHEET C.4.2 FOR DETAIL, o O �
DAMS, AND OTHER INITIAL EROSION CONTROL MEASURES AS SPECIFIED IN THE PLAN. o�� _ _ ---, , - cn ---_____ __ - - -_ _� _ M pqD= I co I pAp 30 SIP 19 - "-\ 6, \ I �O Q - a
REMOVE ONLY TREES AND GROUND COVER NECESSARY TO INSTALL THESE DEVICES. �0 40 - - 310 - Q 312.40' I o I 306.70 I SIP � \\ �\ g ,� `, LL � 2
;��;, , 15" ST - y --- _ fi� �i� '�`� ---_ M� - _ SIP \ 9 \ \� I ,' z J
�9�. SIP 2s8 _ 41 3 - - �° PAD=311.10 0 ^° �,, ..I SIP I -- _ l- �,°`3 6 I,� \ \ o (,) o O
TEMPORARY SEDIMENT BASIN_a
DRAINAGE AREA: 17.80 AC
DISTURBED AREA: 7.64 AC
STORAGE VOL. REQUIRED (7.64*3600): 27,504 CF
**BASIN IS SIZED FOR ANNUAL CLEANOUT**
STORAGE DIMENSIONS
SIDE SLOPES: VARIES FROM 3:1
BOTTOM AREA AT EL. 285.00: 15,768 SF
TOP AREA AT EL. 290.00: 32,775 SF
DEPTH OF STORAGE: 5'
VOLUME PROVIDED: 121,358 CF
TRAP EFFICIENCY
SURFACE AREA, AC > (435)*Q25, CFS
Q25 = CIA
TIME OF CONCENTRATION = 5 MIN.
125 = 8.19 IN/HR
= (0.50)(8.19)(17.80)
= 72.89 CFS
SURFACE AREA REQUIRED: (435)*(72.89)
: 31,707 SF
SURFACE AREA PROVIDED: 32,775 SF 0 290'
EMERGENCY SPILLWAY CALCULATIONS
Q25 = (0.50)(8.19)(17.80) = 72.89 CFS
WEIR: 50', VEL: 2.14 FPS
SPILLWAY FLOW DEPTH: 0.68'
SKIMMER SPECIFICATIONS:
VOLUME REQ'D = 27,504 CF
SKIMMER SIZE = 4"
DRAW DRAWDOWN TIME = 2 DAYS
ORIFICE RADIUS = 1.7 INCHES
ORIFICE DIAMETER = 3.4 INCHES
TEMPORARY SEDIMENT BASIN #2
DRAINAGE AREA: 17.80 AC
DISTURBED AREA: 7.64 AC
STORAGE VOL. REQUIRED (7.64*3600): 27,504 CF
**BASIN IS SIZED FOR ANNUAL CLEANOUT**
STORAGE DIMENSIONS
SIDE SLOPES: VARIES FROM 3:1
BOTTOM AREA AT EL. 285.00: 15,768 SF
TOP AREA AT EL. 290.00: 32,775 SF
DEPTH OF STORAGE: 5'
VOLUME PROVIDED: 121,358 CF
TRAP EFFICIENCY
SURFACE AREA, AC > (435)*Q25, CFS
Q25 = CIA
TIME OF CONCENTRATION = 5 MIN.
125 = 8.19 IN/HR
= (0.50)(8.19)(17.80)
= 72.89 CFS
SURFACE AREA REQUIRED: (435)*(72.89)
: 31,707 SF
SURFACE AREA PROVIDED: 32,775 SF 0 290'
EMERGENCY SPILLWAY CALCULATIONS
25 = (0.50)(8.19)(17.80) = 72.89 CFS
WEIR: 50', VEL: 2.14 FPS
SPILLWAY FLOW DEPTH: 0.68'
SKIMMER SPECIFICATIONS:
VOLUME REQ'D = 27,504 CF
SKIMMER SIZE = 4"
DRAW DRAWDOWN TIME = 2 DAYS
ORIFICE RADIUS = 1.7 INCHES
ORIFICE DIAMETER = 3.4 INCHES
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\ --- -- 7 -- 69 - rJ7` 15„ S 15 ST - SIP --- ---__ ------------------------ ` JIO ^& N
SETBACK -- -- ---- -� .\\ tt-\\J\-,IOUI 316 ,__ ---f' ----- S ^a
------ ---- -- ` - - _ - - -- - - '
- 280 _ --- -- - - - 30 ST�9 - - _ 301. - 3p - 59 i ------------ -- --- o
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------- - z�9 --- ---7 • - IL �a - - -- C� � � I - - ------------ E
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-- -- - SFO M _. 1 .2 2 m -
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M F _ S O 57
pp N SEEDING SCHEDULE
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SILT &TREE PROTECTION C
.� - - 8 5 _ _ ��`. N 1 i:i:::,e: ;:::x:<:::<.:1::;:„?;zii i<li:'i=
_-2� INTERMITTENT 288 -- 290 - m 1 FENCE LIMITS OF DISTURBANCE MIXTURE
\ 275 - - - - - - - N 28 _ / -
\;. �n " STREAM 9 - - _ SEE SHEET C 4.2 FOR DETAIL AGRICULTURAL LIMESTONE 2 TONS/ACRE (3 TONS/ACRE IN CLAY SOILS)
1 ` -SILT FENCE OUTLET - 2\ 285.��� _ 288 50' S0' 10' ' 10' NO -BUILD FERTILIZER 1,000 LBS/ACRE - 10-10-10
�` o ----- PROTECTION, TYP. �3 2s - - I _
--- - - - _ _ 2 SFO �286 7 ` - SETBACK ', '-__- 320 SUPERPHOSPHATE 500 LBS/ACRE - 20% ANALYSIS C
_ ----- - - 2 �B -- ------ ------- ---- MULCH 2 TONS/ACRE - SMALL GRAIN STRAW O
_-- -- -- 2� 28 s- _------ ------ - ---------- -- ANCHOR ASPHALT EMULSION AT 300 GA RE U
'`\ =!_� _ PERENNIAL �Y283 4 - - - k' ' ��`, -- '------__- --__-----==315 LS/AC ,
;_;;> _ _ -- -- STREAM - z�� - �� 100 BUFFER -- - __ ---------- - ------------ ---------------- v,
-- -
- - - -
' ', - - - - 1 RIw I`------------- '--_ -- _--___________________====-10== FOR SHOUL)ERS. SIDE DITCHES. SLOPES (MAX 3:1
2s INTERMITTENT _ EX -------- --------------------====--------- 3__-__
1 , , , o. - - -- - , 1 , I , C `----- - --- ---- _--- - TYPE TING RATE 270 '
'
_ - - - - - FF� _ -- --- - -- _ --- ------ ---- -- _ - - DATE PLAN
I '
-- ---- -- ---- -- --- ---- --- - ; '
2B9' - STREAM - - - : - ---- -------------- ====- =_=====__--___ --__--__.
305 ;.
EX _-_ _ _ - _ - - AUG 15-NOV 1 TALL FESCUE 300 LBS/ACRE y N
�` _ ----7 ____________ ________ __ _ _ _____ _______ 300===_ NOV 1-MAR 1 TALL FESCUE &ABRUZZI RYE 300 LBS ACRE °� N
- _-- - = _______ ___________ ____ _____ ________ __ MAR 1-APR 15 TALL FESCUE 300 LBS/ACRE N
- _ ____________________ ____ ________- __- -__- __;_________ _-- ____---- ___ __ ____ __ _295 __= APR 15 JUN 30 HULLED COMMON BERMUDAGRASS 25 LBS ACRE o N _ _
----- 05 =_---------=- ----- --- ------- -- ---- __--__- __-- __ -- -- -^ �`' JUL 1 AUG 15 ____________ ___________ _______________- TALL FESCUE AND BROWNTOP 125 LBS/ACRE (TALL FESCUE) y
PERENNIAL '2> - _ _ t ___________________________ _______________________= SEEDBED PREPARATION MILLET OR SORGHUM-SUDAN HYBRIDS*** 35 LBS/ACRE (BROWNTOP MILLET); fn
_s S - - - -- - - - rJCE i - ----------------- --- -------_ __===__ -
I� -=-300___________________30 LBS/ACRE (SORGHUM-SUDAN HYBRIDS)
STREAM - - - E t ._____-_ -- ________________ __ _________________ _____= 1. CHISEL COMPACTED AREAS AND SPREAD TOPSOIL THREE INCHES
2 - - _ --------- _ _- __" _ ------ -
so- ---------------- ------------------- =295 ______________--------- _--------- DEEP OVER ADVERSE SOIL CONDITIONS, IF AVAILABLE. FOR SHOULDERS. SIDE DITCHES. SLOPES (3:1 TO 2:1)
--------------------------- - -------------------------- - ------ DATE TYPE PLANTING RATE
.' ,' ,---___---------------------------------------------------------------------- 2. RIP THE ENTIRE AREA TO SIX INCHES DEEP. Date: 11/22/2022
1•NT�RMIT,Tf=NT , ___, 3. REMOVE ALL LOOSE ROCK, ROOTS AND OTHER OBSTRUCTIONS, MAR 1-JUN 1 SERICEA LESPEDEZA (SCARIFIED) -
- STREAIbI -------------- ___ _________-------290 - &USE THE FOLLOWING COMBINATIONS 50 LBS ACRE SERICEA LESPEDEZA ; Scale: 1" 60'
LEAVING SURFACE REASONABLY SMOOTH AND UNIFORM. / ( )
I I I I I -- -' I ------------ T - 4. APPLY AGRICULTURAL LIME, FERTILIZER AND SUPERPHOSPHATE MAR 1-APR 15 ADD TALL FESCUE 120 LBS/ACRE
I
,� , In, - UNIFORMLY AND MIX WITH SOIL (SEE MIXTURE BELOW). MAR 1 JUN 30 OR ADD WEEPING LOVE GRASS 10 LBS/ACRE
, ---
Drawn By Checked By
_ ------ 5 -
,ti
, ,, , _ _ - - TE 41� CONTINUE TILLAGE UNTIL A WELL PULVERIZED, FIRM, MAR 1 JUN 30 OR ADD HULLED COMMON BERMUDAGRASS 25 LBS/ACRE
RSTA REASONABLY UNIFORM SEEDBED IS PREPARED FOUR TO SIX AMK JRR
'„%,';;;'____________________ - __---------_ -- -__ -- --__ TE - JUN 1-SEPT 1 TALL FESCUE AND BROWNTOP MULLET OR 120 LBS/ACRE (TALL FESCUE)
--#:;� `= ______ _ ____________ _-____-____- - --- --__ '� - 'ES INCHES DEEP. SORGHUM-SUDAN HYBRIDS*** 35 LBS ACRE BROWNTOP MULLET
----------- --------- - -- - -------------- ----- ---- 2g° == -= -- - - - - VAR i / ( ),
-___-- _ _ ____ ______ _ _______ - -_______--_ ___- _- __--- - '`' RN _-- - 6. SEED ON A FRESHLY PREPARED SEEDBED AND COVER SEED 30 LBS/ACRE (SORGHUM-SUDAN HYBRIDS) Project Number:
` ---- - -------- - - ____ -- -_ ___-_--_ "-- - ----: -- ------ -- _----- _ IPUBL LIGHTLY WITH SEEDING EQUIPMENT OR CULTIPACK AFTER
, ---- ___--dy _ __________________ _____ ____________________ --- -- \ SEPT 1-MAR 1 SERICEA LESPEDEZA (UNHULLED - 70 LBS/ACRE (SERICEA LESPEDEZA)
I _---- ----- -------------__ - - - _--285 _____-- -- --� - SEEDING.
'--- ___________________________ ___ _-______- _____-___-------__-- - �_ -_ -­ - - 7. MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH. UNSCARIFIED) AND TALL FESCUE 120 LBS/ACRE (TALL FESCUE) 20-0014-27
` , ` ` `, _ _
>,. � - _ .-' I I ` ------------------------ "---_----- ------------L------------- - -_` ---- -----------, 8. OR NOV 1-MAR 1 AND ABRUZZI RYE 25 LBS/ACRE
' --- --- INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS
RESEEDINGS WITHIN THE PLANTING SEASON, IF POSSIBLE. IF THE ABOVE VEGETATION RATES ARE THOSE THAT DO WELL UNDER LOCAL CONDITIONS; OTHER SEEDING RATE
STAND SHOULD ORIGINAL LIME, FERTILIZER AND SEEDING RATES. MORE THAN 60% DAMAGED, RE-ESTABLISH COMBINATIONS ARE POSSIBLE. *** TEMPORARY: RESEED ACCORDING TO OPTIMUM SEASON FOR DESIRED Drawing Number:
FOLLOWING THE O
9. CONSULT FROEHLING & ROBERTSON ENVIRONMENTAL ENGINEERS PERMANENT VEGETATION. DO NOT ALLOW TEMPORARY COVER TO GROW MORE THAN 12" IN HEIGHT BEFORE
ON MAINTENANCE TREATMENT AND FERTILIZATION AFTER MOWING; OTHERWISE, FESCUE MAY BE SHADED OUT. C.4.1
PERMANENT COVER IS ESTABLISHED.

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WATER LEVEL DURING STORM
SIDE VIEW
JUTE NETTING (TYPICAL)
SEE NOTES
FE �;Ilmwlmlwo
i
4" SKIMMER
(SEE DETAIL)
RETRIEVAL
ROPE
I
12" RISER
11' MIN. FREEBOARD
5" ORIFICE �l
PAINTED RED CLEANOUT MARK
LOCATED HALFWAY UP RISER PIPE
ANTI -FLOATATION DEVICE ANTI -SEEP COLLAR 7'0
RCP OUTLET PIPE
CROSS SECTION SEE WET POND DETAIL
`JUTE NETTING (TYPICAL)
(SEE NOTES)
PLAN VIEW
TOP OF DAM
EMERGENCY SPILLWAY ELEV.
MINIMUM FORESLOPE 2 1/2 : 1
MINIMUM BACKSLOPE 3 : 1
—EARTH DAM
REFER TO WET POND
OUTLET PIPE
EARTH DAM
JUTE NETTING INSTALLATION NOTES
USE STEEL POST ONLY AND DRIVE INTO GROUND 16"
JUTE SUPPORTE NETING WITH TOP WIRE
BETWEEN STEEL POSTS
BOTTOM ANCHORED WITH STAPLES
BASIN NAME
1SURFACE AREA
VOLUME
SKIMMER SIZE
NORTH BASINI
32,775 S.F.
1121,355 CFI
4 in.
PERMANENT RISER NOTES
USE PERMANENT RISER FOR THE WEST AND NORTH
WET PONDS AS THE RISER FOR THE TEMPORARY
SEDIMENT BASINS. AT THE TIME THE TEMPORARY
SEDIMENT BASINS ARE CONVERTED TO WET PONDS,
THE 5" ORIFICE AT THE BOTTOM OF THE RISER
SHALL BE FILLED.
STANDARD RISER -BARREL SEDIMENT BASIN
IIII IIII
IIII,■■■■r -1■■■■IIIII
Ili• WiiO•�i OOii'O�•ii o
STEEL WOEN°WIRE FABRIC -IIIII-IILII IIIIIIIIII=IIIII=IIIII IIIII -IIIII-IIIII=IIIII=_IIIII-IIIII=IIIII-IIIII IIIII=IIJII-IIIII=IIIII IIIII IIIII=_1111i IIIII
WARNING SIGN /
ORANGE, UV RESISTANT
HIGH -TENSILE STRENGTH ORANGE, UY RESISTANT
POLY BARRICADE FABRIC (TYPICAL) HIGH - TENSILE STRENGTH I�)InR III
HI IIII POLY BARRICADE FABRIC (TYPICAL) Y� lii
FRONT VIEW
T�R-TEC'ION
AREA
DO N)T ENTER
WARNING SIGN DETAIL
NOTES:
WARNING SIGNS TO BE MADE OF DURABLE, WEATHERPROOF Al
LETTERS TO BE 3'HIGH MIMMUM CLEARLY LEGIBLE AND SPACED AS DETAILED.
SIGNS SHALL BE PLACED AT 50 MAXIMUM INTERVALS.
PLACE A SIGN AT EACH END OF LINEAR TREE PROTECTION AND 50.ON CENTER THEREAFTER.
FOR TREE PROTECTION AREAS LESS THAN 200•IN PERIMETER,PROVIDE NO LESS THAN ONE SIGN PER PROTECTION AREA.
ATTACH SIGNS SECURELY TO FENCE POSTS AND FABRIC.
MAINTAIN TREE PROTECTION FENCE THROUGHOUT DURATION OF PROJECT.
ADDITIONAL SIGNS NAY BE REOUIREO BASED ON ACTUAL FIELD CONDITIONS.
PLACE A SIGN AT EACH END OF LINEAR TREE PROTECTION AM SOON CENTER THEREAFTER.
qO•
Area Para Pron
—y—
1
de los Arholes
oles
Prohihido Entrar
WARNING SIGN DETAIL
0" �h. EROSION CONTROL DETAIL
°( DURCOUNTY, NC
uo�
ENGINEERING DEPARTMENT
NOTES:
0, RAILROAD BALLAST OR SURGE STONE SHALL
BE USED. PAD TO BE 50'L X 20'W X 6"
D AT A MINIMUM.
b. TURNING RADIUS SUFFICIENT TO
ACCOMMODATE LARGE TRUCKS IS TO BE
PROVIDED.
c. ENTRANCE(S) SHOULD BE LOCATED TO
PROVIDE FOR MAXIMUM UTILITY BY ALL
CONSTRUCTION VEHICLES.
d. MUST BE MAINTAINED IN A CONDITION
WHICH WILL PREVENT TRACKING OR
DIRECT FLOW OF MUD ONTO STREETS.
PERIODIC TOPDRESSING WITH STONE
SILL BE NECESSARY; KEEP SOME HANDY.
e. ANY MATERIAL WHICH STILL MAKES IT
ONTO THE ROAD MUST BE CLEANED UP
IMMEDIATELY.
tL�11 eI tZek117:1
a EROSION CONTROL DETAIL
A, DURHAM COUNTY, NC
' ENGINEERING DEPARTMENT
Rr.� A REV:
B, OC MAX
"I
f
FENCE
51U
FLOW OF WATER
)(IIII
PIT
\ STORAGE
��ONI SEDIMENT 1
\
1 3I
0
TO INCREASE STORAGE CAPACITY AND
PROLONG THE LIFE OF THE SILT FENCE, IT
IS GENERALLY ADVISABLE TO DIG A
SEDIMENT PIT IN FRONT OF THE SILT
FENCE WHENEVER POSSIBLE.
EROSION CONTROL DETAIL
DURHAM COUNTY, NC
oq�ENGINEERING DEPARTMENT
TREE PROTECTION DETAIL
NOTES: APPLICABLE AT ALL POINTS OF
INGRESS & EGRESS UNTIL SITE IS
STABILIZED, FREQUENT CHECKS OF
THE DEVICE AND TIMELY
MAINTENANCE MUST BE PROVIDED.
CONSTRUCTION ENTRANCE
NOT TO SCALE
02 09 I CE I
12 GAUGE 4"X4' OR 2"X4' WELDED WIRE
HOOKED ONTD PREFORMED CHANNELS ON
NETA- POSTS
- ULTRAVIOLET RESISTANT (BLACK) MIRIFI
FABRIC OR EQUIVALENT SECURED TO WIRE
W1 METAL CLIPS OR WIRE AT 8" OFF
CENTER.
MAX. SEDIMENT STORAGE LEVEL, REMOVE
SEDIMENT WHEN THIS LEVEL IS REACHED OR
AS DIRECTED
TRENCH, COVER W/ SOIL & TAMP BACKFILL.
SHEET DRAINAGE (ONLY)
- _.-- --
---
NATURAL GRADE.
-
z I I
CARRY APPROX,12- OF FABRIC INTO TRENCH,
CARRY C OF WIRE INTO TRENCH.
METAL POSTS AT 10'0.C. MAX..
NOT TO SCALE
TEMPORARY SILT FENCE
PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN DAYS AFTER FINAL PROPOSED GRADE IS REACHED
ON ANY PORTION OF THE SITE. ALL DENUDED AREAS SHALL BE CONSTRUCTED TO FINAL PROPOSED GRADE AS QUICKLY AS POSSIBLE AND SHOULD
NOT BE LEFT DORMANT UNLESS SITE CONDITIONS DO NOT ALLOW FINAL GRADING TO BE COMPLETED. SOIL STABILIZATION SHALL ALSO BE APPLIED
WITHIN SEVEN DAYS TO DENUDED AREAS WHERE GRADING MAY NOT BE COMPLETE, BUT WILL REMAIN DORMANT (UNDISTURBED) FOR LONGER THAN
TWENTY—ONE DAYS.
SHEET FLOW RUNOFF FROM DENUDED AREAS SHALL BE FILTERED OR DIVERTED TO A SETTLING FACILITY.
SEDIMENT BARRIERS SUCH AS SEDIMENT FENCE OR DIVERSIONS TO SETTLING FACILITIES SHALL PROTECT ADJACENT PROPERTIES AND WATER RESOURCES
FROM SEDIMENT TRANSPORTED BY SHEET FLOW.
PRIOR TO CONSTRUCTION OPERATIONS IN A PARTICULAR AREA, ALL SEDIMENTATION AND EROSION CONTROL FEATURES SHALL BE IN PLACE. FIELD
ADJUSTMENTS WITH RESPECT TO LOCATIONS AND DIMENSIONS MAY BE MADE BY THE ENGINEER.
THE LIMITS OF SEEDING AND MULCHING WILL EXTEND OVER THE PROJECT AREA IN ACCORDANCE WITH THE LEVEL OF DISTURBANCE ASSOCIATED WITH
THE ACTUAL CONSTRUCTION SEQUENCE. ALL AREAS NOT DESIGNATED TO BE SEEDED SHALL REMAIN UNDER NATURAL GROUND COVER. THOSE AREAS
DISTURBED OUTSIDE THE SEEDING LIMITS SHALL BE SEEDED AND MULCHED AT THE CONTRACTOR'S EXPENSE.
"TEMPORARY SEEDING" NO AREA FOR WHICH GRADING HAS BEEN COMPLETED SHALL BE LEFT UNSEEDED OR UNMULCHED FOR LONGER THAN 7 DAYS.
IF PERMANENT SEED IS NOT APPLIED AT THIS TIME, TEMPORARY SEEDING SHALL BE DONE AT THE FOLLOWING RATES:
JANUARY 1 TO MAY 1
SEED: RYE GRAIN
120 LBS ACRE
ANNUAL LESPEDEZA — KOBE 50 LBS/ACRE
SOIL AMENDMENTS LIMESTONE 2,000 LBS/ACRE
FERTILIZER (10:10:10) 750 LBS/ACRE
MULCH (STRAW): 4,000 LBS/ACRE
MAY 1 TO AUGUST 15
SEED: GERMAN MILLET 40 LBS/ACRE
SUDANGRASS (ALTERNATE) 50 LBS/ACRE
SOIL AMENDMENTS LIMESTONE 2,000 LBS/ACRE
FERTILIZER (10:10:10) 750 LBS/ACRE
MULCH (STRAW): 4,000 LBS/ACRE
AUGUST 15 TO DECEMBER 30
SEED: RYE (GRAIN) 120 LBS/ACRE
SOIL AMENDMENTS LIMESTONE 2,000 LBS/ACRE
FERTILIZER (10:10:10) 1,000 LBS/ACRE
MULCH (STRAW): 4,000 LBS/ACRE
TEMPORARY SEEDING SCHEDULE
GRATE
1" REBAR FOR
REMOVAL FROM INLET
FILTER BAG DEFLECTOR
DUMP LOOPS
CATCH BASF
OUTLET
SECTION INSTALLATION
NOT TO SCALE
EROSION CONTROL DETAIL.
ENG COUNTY,
CATCH BASIN INLET PROTECTION
\ e
GENERAL NOTES:
1. RIPRAP SIZE TO BE DESIGNED BY ENGINEER.
2. CHECK DAMS MAY BE USED IN SLOPING DITCHES
OR CHANNELS TO SLOW VELOCITY OR TO CREATE
SEDIMENT TRAPS.
3. ENSURE THAT MAXIMUM SPACING BETWEEN DAMS PLACES THE
TOE OF THE UPSTREAM DAM AT THE SAME ELEVATION AS THE
DOWNSTREAM DAM (SEE DIAGRAM BELOW).
CLASS B RIP
1 al _11�1�1!`I q MAXIMUM SPACING B
=llllll�111=lllsllhlll 1-=�f(� I_ -tlh ll_II!_I f_
A AND B ARE AT EQUAL ELEVATIONS
EROSION CONTROL DETAIL
DURHAM COUNTY, NC
ENGINEERING DEPARTMENT
CROSS SECTION
H
PLAN
DI -`
LAX
NIER
NOT TO SCALE
TEMPORARY ROCK CHECK DAM CD L
NOTES: ARM ASSEMBLY
1. SKIMMER IS TO BE A SURFACE
DEWATERING DEVICE SUCH AS
BMP SKIMMER OR APPROVED "C" ENCLOSURE
DEVICE.
° WATER ENTRY UNIT
PERSPECTIVE VIEW
PVC VENT
PVC END CAPS `PVC ELBOW PIPE
WATER SURFACE
PVC END CAP
PVC PIPE SCHEDULE 40
1/2' HOLES IN PVC PIPE
p TEE
UNDERSIDE
/
FLEXIBLE
HOSE
END VIEW
A
FRONT VIEW
PVC TEE
SCHEMATIC OF SKIMMER TAKEN FROM PENNSYLVANIA EROSION AND SEDIMENT POLLUTION CONTROL MANUAL, MARCH 2000.
EROSION CONTROL DETAIL
DURHAM COUNTY, NC
ro ENGINEERING DEPARTMENT
SF-1g(
RF.V
1
SCHEDULE 40
PVC PIPE
ORIFICE
PLATE
NOT TO SCALE
02109 I SB -I
CITY PIN NO: 0709-31-52-6652
DURHAM SITE PLAN #D2200233
Steel Fence Post
a. MACHINE COMPACTION OF ALL FILL IS REQUIRED. DIVERSIONS
Mrs Fence SUFFICIENT TO DIRECT ALL SEDIMENT- LADEN STORMWATER
Filter Fabric INTO A SEDIMENT CONTROL DEVICE MUST BE INSTALLED PRIOR TO
Hardware Cloth On Ground CLEARING AND GRUBBING OF THE AREA (OR IN CONJUNCTION
WITH THIS OPERATION IF SEDIMENT CONTROLS AND DIVERSIONS
ARE INSTALLED IS EACH CRITICAL POINT IS REACHED).
Filter of 1" Diameter b. DIVERSIONS SHOULD BE LOCATED TO MINIMIZE DAMAGES BY
Washed Stone CONSTRUCTION OPERATIONS.
c. DIVERSIONS SHOULD BE SEEDED AND MULCHED IF THEY ARE TO REMAIN
II IN PLACED OVER 30 DAYS.
Bury Wire Fence and Hardware Cloth II
'I d. CHECK DEVICE AFTER EACH RAIN, BUT ONCE A WEEK REGARDLESS.
II SECTION REPAIR AS NECESSARY.
6C Qo�(B0rv60 000 o60i;60o60 o60 060 ob0 oeob$oo 6- 12" MIN
' E,
60 060 ob Oy1
o gg,- V SLOPE 2:1 Fv
0 6 z
O ob
MAX
m -
8 8 0
0 ob
g NATURAL GROUND
06 OR FILL OR CUT �� IE
60 060 060 b SLOPES
COMPACTED FILL
o o 00 0 o O 86
.60P.60o600 00 obO obOo Oo Oo c� o po o. BERM
w
F
Q
15" MIN
1 .;
Silt Fence III III IIII I. I
PLAN
III, I=11�-(TfiTr-
4' Min. —
DITCH
18" MIN
. ... .... . ...... . .........
.. .... -. - 12 MIN
ill - II-
s::::1 III III
rr— —
'�
—"
...... .
BERM/DITCH
Top of SiIC Fence Must FRONT VIEW
Be at Least 1' Above NOTES:
the Top of the Washed POSITIVE GRADE MUST BE PROVIDED TO ASSURE DRAINAGE.
Stone Bury Wire Fence, IF SLOPE EXCEEDS 2%, SEED AND MULCH DIVERSION. TRY
Filter Fabric NOT TO EXCEED 5% .
and Hardware
Steel Fence Post Set Max. 2" Apart Cloth in Trench MAX. DRAINAGE AREA = 5 ACRES WITHOUT SUPPORTING CALCS..
IPES MUST EMPTY INTO AN
/DITCH IS MOST COMMONLY USED.
4,'�'pM CQL NOT TO SCkE
EROSION CONTROL DETAIL
i . DURHAM COUNTY, NC SILT FENCE OUTLET
EROSION CONTROL DETAIL
ENGINEERING DEPARTMENT iQ3f '.��. DIVERSION DITCH DETAIL
Zo,,,_„.••'2e I `:• DURHAM COUNTY, NC
'F^rrQAxo� DATE ID••,_.:..� ENGINEERING DEPARTMENT DATE ro
02/09 SF-2a 02/09 DD -L
REV:
PLACE GRAVEL BAGS SUCH THAT
. all°SXIB NO GAPS ARE EVIDENT
CATCH BASIN PONDING AREA FOR
SEDIMENT SEPARATION
BACK OF CURB
CURB INLET
a Woo 0
FLOW FLOW
�e�ylrs'+aW+rlr'�a+'+art�Wal,s«w�!�Ir
�2x6e
PLAN VIEW
�rA Ax
NOTES: NOTE: GRAVEL BAG SHOULD NOT
WIN <, E HIGHER THAN TOP OF CURB
- $ 1. PLACE GRAVEL BAG BARRIER ON GENTLY SLOPING STREET, WHERE WATER CAN POND CURB INLET
At AND ALLOW SEDIMENT TO SEPARATE FROM RUNNOFF.
2. USE SAND BAGS OF WOVEN GEOTEXTILE FABRIC (NOT BURLAP) AND FILL WITH j INCH SIDEWALK
(OR SMALLER) GRAVEL. BAGS MUST BE LAYERED SUCH THAT NO GAPS ARE EVIDENT.
3. INSPECT BARRIERS AND REMOVE SEDIMENT AFTER EACH STORM EVENT, SEDIMENT \ �/
AND GRAVEL MUST BE REMOVED FROM THE TRAVELED WAY IMMEDIATELY. +r;,;s;;;• / T
4. WHEN INSTALLING CURB INLET PROTECTION DEVICES, NEVER BLOCK THE CURB INLET.
IP-WOQ
APPUM";
CATCH BASIN
71" METHOD OF' INLET PRQ=nON I$ APPITCM Haw� �
FI ARE" EXPEND ANO MEW OY MLOW CAPI IS
�! To PRAI 1� �PT N"i; �1 I>1I V"WOW �''
NOT T LE SECTION VIEW
�• �s Ian BLOCK AND GRAVEL
E11iI�T'I�TEPG'f)�AR'i'h1'I'�+IE INLET I� �OTE'TIt�1�' �- � �R � .STANDARD GRAVEL BAG CURB INLET PROTECTION
eevi Wlx"m` ra r'
NPDES Stormwater Discharge Permit for Construction Activities (NCGO1)
NCDENRIDivision of Energy, Mineral and Land Resources
STABILIZATION TIMEFRAMES
(Effective Aug. 3, 2011)
SITE AREA DESCRIPTION
STABILIZATION
TIMEFRAME EXCEPTIONS
Perimeter dikes, swales, ditches, slopes
maw
7 days
None
High Quality Water (HQW) Zones
7 days
None
Slopes steeper than 3:1
7 days
If slopes are 10' or less in length and are
not steeper than 2:1, 14 days are allowed.
u
Slopes 3:1 or flatter
14 days
7 days for slopes greater than 50' in length.
All other areas with slopes flatter than 4:1
14 days
None, except for perimeters and HQW Zones..
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Date: 11 /22/2022
Scale:
Drawn By: Checked By:
AMK JRR
Project Number:
20— 0014— 27
Drawing Number:
C.4.2

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GROUND STABILIZATION AND MATERIALS HANDLING PRACTICES FOR COMPLIANCE WITH
THE NCG01 CONSTRUCTION GENERAL PERMIT
Implementing the details and specifications on this Ian sheet will result in the construction
p g p p
activity being considered compliant with the Ground Stabilization and Materials Handling
sections of the NCG01 Construction General Permit (Sections E and F, respectively). The
permittee shall comply with the Erosion and Sediment Control plan approved by the
delegated authority having jurisdiction. All details and specifications shown on this sheet
may not apply depending on site conditions and the delegated authority having jurisdiction.
SECTION E: GROUND STABILIZATION
Required Ground Stabilization
Timeframes
Stabilize within this
Site Area Description
many calendar
Timeframe variations
days after ceasing
g
land disturbance
(a) Perimeter dikes,
swales, ditches, and
7
None
perimeter slopes
(b) High Quality Water
7
None
(HOW) Zones
c Slopes steeper than
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I
If slopes are 10 or less in length and are
p g
3:1
7
not steeper than 2:1, 14 days are
allowed
-7 days for slopes greater than 50' in
length and with slopes steeper than 4:1
-7 days for perimeter dikes, swales,
(d) Slopes 3:1 to 4:1
14
ditches, perimeter slopes and HOW
Zones
-10 days for Falls Lake Watershed
-7 days for perimeter dikes swales
(e) Areas with slopes
ditches, perimeter slopes and HOW Zones
flatter than 4:1
14
-10 days for Falls Lake Watershed unless
there is zero slope
Note: After the permanent cessation of construction activities an areas with temporary
p Y p Y
ground stabilization shall be converted to permanent ground stabilization as soon as
practicable but in no case longer than 90 calendar days after the last land disturbing
activity. Temporary ground stabilization shall be maintained in a manner to render the
surface stable against accelerated erosion until permanent ground stabilization is achieved.
GROUND STABILIZATION SPECIFICATION
Stabilize the ground sufficiently so that rain will not dislodge the soil. Use one of the
techniques in the table below:
Temporary Stabilization
Permanent Stabilization
III Temporary grass seed covered with straw or
P Yg
Permanent grass seed covered with straw or
other mulches and tackifiers
other mulches and tackifiers
• Hydroseeding
• Geotextile fabrics such as permanent soil
• Rolled erosion control products with or
reinforcement matting
without temporary grass seed
•Hydroseeding
• Appropriately applied straw or other mulch
• Shrubs or other permanent plantings covered
• Plastic sheeting
with mulch
• Uniform and evenly distributed ground cover
sufficient to restrain erosion
• Structural methods such as concrete, asphalt or
retaining walls
• Rolled erosion control products with grass seed
POLYACRYLAMIDES (PAMS) AND FLOCCULANTS
1. Select flocculants that are appropriate for the soils being exposed during
construction, selecting from the NC DWR List of Approved PAMS/Flocculants.
2. Apply flocculants at or before the inlets to Erosion and Sediment Control Measures.
3. Apply flocculants at the concentrations specified in the NC DWR List of Approved
PAMS/Flocculants and in accordance with the manufacturer's instructions.
4. Provide ponding area for containment of treated Stormwater before discharging
offsite.
5. Store flocculants in leak -proof containers that are kept under storm -resistant cover
or surrounded by secondary containment structures.
EQUIPMENT AND VEHICLE MAINTENANCE
1. Maintain vehicles and equipment to prevent discharge of fluids.
2. Provide drip pans under any stored equipment.
3. Identify leaks and repair as soon as feasible, or remove leaking equipment from the
project.
4. Collect all spent fluids, store in separate containers and properly dispose as
hazardous waste (recycle when possible).
5. Remove leaking vehicles and construction equipment from service until the problem
has been corrected.
6. Bring used fuels, lubricants, coolants, hydraulic fluids and other petroleum products
to a recycling or disposal center that handles these materials.
LITTER, BUILDING MATERIAL AND LAND CLEARING WASTE
1. Never bury or burn waste. Place litter and debris in approved waste containers.
2. Provide a sufficient number and size of waste containers (e.g dumpster, trash
receptacle) on site to contain construction and domestic wastes.
3. Locate waste containers at least 50 feet away from storm drain inlets and surface
waters unless no other alternatives are reasonably available.
4. Locate waste containers on areas that do not receive substantial amounts of runoff
from upland areas and does not drain directly to a storm drain, stream or wetland.
5. Cover waste containers at the end of each workday and before storm events or
provide secondary containment. Repair or replace damaged waste containers.
6. Anchor all lightweight items in waste containers during times of high winds.
g g
7. Empty waste containers as needed to prevent overflow. Clean up immediately if
containers overflow.
8. Dispose waste off -site at an approved disposal facility.
9. On business days, clean up and dispose of waste in designated waste containers.
PAINT AND OTHER LIQUID WASTE
1. Do not dump paint and other liquid waste into storm drains, streams or wetlands.
2. Locate paint washouts at least 50 feet away from storm drain inlets and surface
waters unless no other alternatives are reasonably available.
3. Contain liquid wastes in a controlled area.
4. Containment must be labeled sized and laced appropriately for the needs of site.
p
5. Prevent the discharge of soaps, solvents, detergents and other liquid wastes from
construction sites.
PORTABLE TOILETS
1. Install portable toilets on level ground, at least 50 feet away from storm drains,
streams or wetlands unless there is no alternative reasonably available. If 50 foot
offset is not attainable, provide relocation of portable toilet behind silt fence or place
on a gravel pad and surround with sand bags.
2. Provide staking or anchoring of portable toilets during periods of high winds or in high
foot traffic areas.
3. Monitor portable toilets for leaking and properly dispose of an leaked material.
p g p p Y p Y
Utilize a licensed sanitary waste hauler to remove leaking portable toilets and replace
with properly operating unit.
EARTHEN STOCKPILE MANAGEMENT
1. Show stockpile locations on plans. Locate earthen -material stockpile areas at least
50 feet away from storm drain inlets, sediment basins, perimeter sediment controls
and surface waters unless it can be shown no other alternatives are reasonably
available.
2. Protect stockpile with silt fence installed along toe of slope with a minimum offset of
five feet from the toe of stockpile.
3. Provide stable stone access point when feasible.
4. Stabilize stockpile within the timeframes provided on this sheet and in accordance
with the approved plan and any additional requirements. Soil stabilization is defined
as vegetative, physical or chemical coverage techniques that will restrain accelerated
erosion on disturbed soils for temporary or permanent control needs.
ONSITE CONCRETE WASHOUT
STRUCTURE WITH LINER
_ 7
l V
YAPo® SIaIADE
aECTON A -A
sANoews(mm)
OR STARER
xQ=
1. ACNAL LOCATION DEIENMINFD IN
ND1N0 OEMDE n3i@{• MNJ
�r�y
�,
1. ACIUAL LOCATON OEIEIUflFD N rEln
CLFMLY MARNID SSNUCE
NO1N0 DENCE (1Cx2Y YN.)
�"'
E TIE c103 wK
2 TIE WN RVIE WASNOYT SINIJC S SHALL
S[ YAMANFD TIE apw �,�R
WASHWT
M NIDD
S1rN1 M U SHALL BE YNNT .
wEN TIE ualD AND/OR San
REACIES rsx OF TIE S1RUC1URE4
75% CIIIRES
San Nr. Tsx pr TIE 9TRI
C1➢ACnY.
I I
CADAan M mOnn[ ADMAT[
IIDIDNID DM 1 - A YNYYY
ELAN
SaxICREIE wASHWr STWn1 M NErn3 TD 3[
aupn• YIND¢D " SIDNM[ NDIND DEWCE
PLAN
12 INa16 W rAFmDAAO.
10ONONnII W !INDOT S1RO0IORE
N 1D S[ aLNrr YANWD NIH
sNNr<r IaINa uWcr.
ABOVE GRADE WASHOUT STRUCTURE
ar .. SDAAr
CONCRETE WASHOUTS
1. Do not discharge concrete or cement slurry from the site.
2. Dispose of, or recycle settled, hardened concrete residue in accordance with local
and state solid waste regulations and at an approved facility.
3. Manage washout from mortar mixers in accordance with the above item and in
addition place the mixer and associated materials on impervious barrier and within
lot perimeter silt fence.
4. Install temporary concrete washouts per local requirements, where applicable. If an
alternate method or product is to be used contact your approval authority for
review and approval. If local standard details are not available, use one ofthe two
types of temporary concrete washouts provided on this detail.
5. Do not use concrete washouts for dewatering or storing defective curb or sidewalk
sections. Stormwater accumulated within the washout may not be pumped into or
discharged to the storm drain system or receiving surface waters. Liquid waste must
be pumped out and removed from project.
6. Locate washouts at least 50 feet from storm drain inlets and surface waters unless it
can be shown that no other alternatives are reasonably available. At a minimum,
install protection of storm drain inlet(s) closest to the washout which could receive
spills or overflow.
7. Locate washouts in an easily accessible area, on level ground and install a stone
entrance ad in front ofthe washout. Additional controls may be required b the
p Y q Y
approving authority.
8. Install at least one sign directing concrete trucks to the washout within the project
limits. Post signage on the washout itself to identify this location.
9. Remove leavings from the washout when at approximately 75% capacity to limit
overflow events. Replace the tarp, sand bags or other temporary structural
components when no longer functional. When utilizing alternative or proprietary
products, follow manufacturer's instructions.
10. At the completion of the concrete work remove remaining leavings and dispose of
p g g p
in an approved disposal facility. Fill pit if applicable and stabilize any disturbance
caused by removal of washout.
HERBICIDES, PESTICIDES AND RODENTICIDES
1. Store and apply herbicides, pesticides and rodenticides in accordance with label
restrictions.
2. Store herbicides, pesticides and rodenticides in their original containers with the
label, which lists directions for use, ingredients and first aid steps in case of
accidental poisoning.
3. Do not store herbicides, pesticides and rodenticides in areas where flooding is
possible or where they may spill or leak into wells, stormwater drains, ground water
or surface water. If a spill occurs, clean area immediately.
4. Do not stockpile these materials onsite.
HAZARDOUS AND TOXIC WASTE
1. Create designated hazardous waste collection areas on -site.
2. Place hazardous waste containers under cover or in secondary containment.
3. Do not store hazardous chemicals, drums or bagged materials directly on the ground.
NCGOI GROUND STABILIZATION AND MATERIALS HANDLING
PART III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION A: SELF -INSPECTION
Self -inspections are required during normal business hours in accordance with the table
below. When adverse weather or site conditions would cause the safety of the inspection
personnel to be in jeopardy,the ins inspection may be delayed until the next business day on
p p Y Y Y
which it is safe to perform the inspection. In addition, when a storm event of equal to or
greater than 1.0 inch occurs outside of normal business hours, the self -inspection shall be
performed upon the commencement of the next business day. Any time when inspections
were delayed shall be noted in the Inspection Record.
Frequency
Inspect (during normal Inspection records must include:
business hours)
(1) Rain gauge
Daily
Daily rainfall amounts.
maintained in
If no daily rain gauge observations are made during weekend or
good working
holiday periods, and no individual -day rainfall information is
order
available, record the cumulative rain measurement for those un-
attended days (and this will determine if a site inspection is
needed). Days on which no rainfall occurred shall be recorded as
"zero." The permittee may use another rain -monitoring device
approved by the Division.
(2) E&SC
At least once per
1. Identification of the measures inspected,
Measures
7 calendar days
2. Date and time of the inspection,
and within 24
3. Name ofthe person performing the inspection,
hours of a rain
4. Indication of whether the measures were operating
event > 1.0 inch in
properly,
24 hours
5. Description of maintenance needs for the measure,
6. Description, evidence, and date of corrective actions taken.
(3) Stormwater
At least once per
1. Identification of the discharge outfalls inspected,
discharge
7 calendar days
2. Date and time of the inspection,
outfalls (SDOs)
and within 24
3. Name ofthe person performing the inspection,
hours of a rain
4. Evidence of indicators of Stormwater pollution such as oil
event > 1.0 inch in
sheen, floating or suspended solids or discoloration,
24 hours
S. Indication of visible sediment leaving the site,
6. Description, evidence, and date of corrective actions taken.
(4) Perimeter of
At least once per
If visible sedimentation is found outside site limits, then a record
site
7 calendar days
of the following shall he made:
and within 24
1. Actions taken to clean up or stabilize the sediment that has left
hours of a rain
the site limits,
event > 1.0 inch in
2. Description, evidence, and date of corrective actions taken, and
24 hours
3. An explanation as to the actions taken to control future
releases.
5 Streams or
()
At least once per
If the stream or wetland has increased visible sedimentation or a
wetlands onsite
7 calendar days
stream has visible increased turbidity from the construction
or offsite
and within 24
activity, then a record of the following shall be made:
(where
hours of a rain
1. Description, evidence and date of corrective actions taken, and
accessible)
event > 1.0 inch in
2. Records ofthe required reports to the appropriate Division
24 hours
Regional Office per Part III, Section C, Item (2)(a) of this permit.
(6) Ground
After each phase
1. The phase of grading (installation of perimeter E&SC
stabilization
of grading
measures, clearing and grubbing, installation of storm
measures
drainage facilities, completion of all land -disturbing
activity, construction or redevelopment, permanent
ground cover).
2. Documentation thatthe required ground stabilization
measures have been provided within the required
timeframe or an assurance that they will be provided as
soon as possible.
NOTE: The rain inspection resets the required 7 calendar day inspection requirement.
PART III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION B: RECORDKEEPING
1. E&SC Plan Documentation
The approved E&SC plan as well as any approved deviation shall be kept on the site. The
approved E&SC plan must be kept up-to-date throughout the coverage under this permit
The following items pertaining to the E&SC plan shall be kept on site and available for
inspection at all times during normal business hours.
Item to Document
Documentation Requirements
(a) Each E&SC measure has been installed
Initial and date each E&SC measure on a copy
and does not significantly deviate from the
of the approved E&SC plan or complete, date
locations, dimensions and relative elevations
and sign an inspection report that lists each
shown on the approved E&SC plan.
E&SC measure shown on the approved E&SC
plan. This documentation is required upon the
initial installation of the E&SC measures or if
the E&SC measures are modified after initial
installation.
(b) A phase of grading has been completed.
Initial and date a copy of the approved E&SC
plan or complete, date and sign an inspection
report to indicate completion of the
construction phase.
(c) Ground cover is located and installed
Initial and date a copy of the approved E&SC
in accordance with the approved E&SC
plan or complete, date and sign an inspection
plan.
report to indicate compliance with approved
ground cover specifications.
(d) The maintenance and repair
Complete, date and sign an inspection report.
requirements for all E&SC measures
have been performed.
(e) Corrective actions have been taken
Initial and date a copy of the approved E&SC
to E&SC measures.
plan or complete, date and sign an inspection
report to indicate the completion of the
corrective action.
2. Additional Documentation to be Kept on Site
In addition to the E&SC plan documents above, the following items shall be kept on the
site and available for inspectors at all times during normal business hours, unless the
Division provides a site -specific exemption based on unique site conditions that make
this requirement not practical:
(a) This General Permit as well as the Certificate of Coverage, after it is received.
(b) Records of inspections made during the previous twelve months. The permittee shall
record the required observations on the Inspection Record Form provided by the
Division or a similar inspection form that includes all the required elements. Use of
electronically -available records in lieu of the required paper copies will be allowed if
shown to provide equal access and utility as the hard -copy records.
3. Documentation to be Retained for Three Years
All data used to complete the a-NOI and all inspection records shall be maintained for a period
of three years after project completion and made available upon request. [40 CFR 122.41]
PART II, SECTION G, ITEM (4)
DRAW DOWN OF SEDIMENT BASINS FOR MAINTENANCE OR CLOSE OUT
Sediment basins and traps that receive runoff from drainage areas of one acre or more shall use outlet structures that withdraw water from the surface when these devices need to be drawn down
for maintenance or close out unless this is infeasible. The circumstances in which it is not feasible to withdraw water from the surface shall be rare (for example, times with extended cold weather).
Non -surface withdrawals from sediment basins shall be allowed only when all of the following criteria have been met:
(a) The E&SC plan authority has been provided with documentation of the non -surface withdrawal and the specific time periods or conditions in which it will occur. The non -surface withdrawal
shall not commence until the E&SC plan authority has approved these items,
(b) The non -surface withdrawal has been reported as an anticipated bypass in accordance with Part III, Section C, Item (2)(c) and (d) of this permit,
(c) Dewatering discharges are treated with controls to minimize discharges of pollutants from stormwater that is removed from the sediment basin. Examples of appropriate controls include
properly sited, designed and maintained dewatering tanks, weir tanks, and filtration systems,
(d) Vegetated, upland areas of the sites or a properly designed stone pad is used to the extent feasible at the outlet of the dewatering treatment devices described in Item (c) above,
(e) Velocity dissipation devices such as check dams, sediment traps, and riprap are provided at the discharge points of all dewatering devices, and
(f) Sediment removed from the dewatering treatment devices described in Item (c) above is disposed of in a manner that does not cause deposition of sediment into waters ofthe United States.
EFFECTIVE: 04/01 / 19
PART III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION C: REPORTING
1. Occurrences that Must be Reported
Permittees shall report the following occurrences:
(a) Visible sediment deposition in a stream or wetland.
(b) Oil spills if:
• They are 25 gallons or more,
• They are less than 25 gallons but cannot be cleaned up within 24 hours,
• They cause sheen on surface waters (regardless of volume), or
• They are within 100 feet of surface waters (regardless of volume).
(c) Releases of hazardous substances in excess of reportable quantities under Section 311
of the Clean Water Act (Ref: 40 CFR 110.3 and 40 CFR 117.3) or Section 102 of CERCLA
(Ref: 40 CFR 302.4) or G.S. 143-215.85.
(d) Anticipated bypasses and unanticipated bypasses.
(e) Noncompliance with the conditions of this permit that may endanger health or the
environment.
2. Reporting Timeframes and Other Requirements
After a permittee becomes aware of an occurrence that must be reported, he shall contact
the appropriate Division regional office within the timeframes and in accordance with the
other requirements listed below. Occurrences outside normal business hours may also be
reported to the Department's Environmental Emergency Center personnel at (800)
858-0368.
Occurrence
Reporting Timeframes (After Discovery) and Other Requirements
(a) Visible sediment
• Within 24 hours, an oral or electronic notification.
deposition in a
• Within7calendardays, a report that contains a description ofthe
stream or wetland
sediment and actions taken to address the cause of the deposition.
Division staff may waive the requirement for a written report on a
case -by -case basis.
• If the stream is named on the NC 303(d) list as impaired for sediment -
related causes, the permittee may be required to perform additional
monitoring, inspections or apply more stringent practices if staff
determine that additional requirements are needed to assure compliance
with the federal or state impaired -waters conditions.
(b) Oil spills and
• Within 24 hours, an oral or electronic notification. The notification
release of
shall include information about the date, time, nature, volume and
hazardous
location of the spill or release.
substances per Item
1(b)-(c) above
(c) Anticipated
• A report at least ten days before the date of the bypass, if possible.
bypasses [40 CFR
The report shall include an evaluation of the anticipated quality and
122.41(m)(3)]
effect ofthe bypass.
(d) Unanticipated
• Within 24 hours, an oral or electronic notification.
bypasses [40 CFR
• Within7calendardays, a report that includes an evaluation ofthe
122.41(m)(3)]
quality and effect of the bypass.
(e) Noncompliance
• Within 24 hours, an oral or electronic notification.
With the conditions
e Within 7 calendar days, a report that contains a description ofthe
of this permit that
noncompliance, and its causes; the period of noncompliance,
may endanger
including exact dates and times, and if the noncompliance has not
health or the
been corrected, the anticipated time noncompliance is expected to
environment[40
continue; and steps taken or planned to reduce, eliminate, and
CFR 122.41(I)(7)]
prevent reoccurrence of the noncompliance. [40 CFR 122.41(I)(6).
• Division staff may waive the requirement for a written report on a
case -by -case basis.
NCGOI SELF -INSPECTION, RECORDKEEPING AND REPORTING
EFFECTIVE: 04/01 / 19
ROLLMAXr"
ROLLED EROSION CONTROL
4 10-0
Specification Sheet
Erill S750 Erosion Control Blanket
DESCRIPTION
The short-term single net erosion control blanket shall be a machine -
produced mat of 1009'n agricultural straw with a functionat longevity
of up to 12 months. (NOTE: functional longevity mayvary depending
upon climatic conditions, soil, geographical location, and elevation)
The blanket shall he of consistent thickness with the straw evenly
distributed over the entire area of the mat -The blanket shall be
covered on the Yap side with a lightweight ph oto degrad ah le
polypropylene netting having an approximate U.5u x u.5U in. 0.z7 x
T 1.27cm mewl. he hlankeF shall he sewn to ether on 1.50 inch 3.;31
) g (
cm) centers with degradable thread. The blanket shall he manufac-
tured with a colored thread stitched along both outer edges (approxi-
mately 2-5 inches [S-72.5 cm] from the edge) as an overlap guide for
adjacent mats.
The S75 shall meet Type 2.0 spedfication requirements establlshed by
the Erosion Control TechnologyCouncil ECTC and Federal Highway
{ ) g Y
Administrations (FHWA) FP-03 Section 713.17
Matrix 100%5trawFiber
0-5lbslsgyd
Q.27 sm
Top side only. lightweight
1.5Ib11000 sq ft
Netting photadegmd.lde
[0.73 kgnoD sm]
Th ad re Degradable
Thickness
ASTM OS525
0.28 in.
(7 mm)
Resiliency
ECTC Guidelines
79-8%
Water Ahwrhenry
ASTM O1717
3 14ir
MasslUnit Area
ASTM 05475
176 a2lsy
(332 glsm)
Swell
ECTC Guidelines
15
Smolder Resistance
ECTC Guidelines
Yes
stiffness
ASTM 01388
I oz-in
Light penetration
ASTM D6567
6.0%
122.4 Ibslft
Tensile Strength- MD
ASTM 116818
(1.81 kNlm)
Elongation - MD
ASTM D9878
36.1%
73.2 Ibsift
Tensile Strength - To
ASTM D681a
(1.17 kNlm)
Elongation - TO
ASTM 09818
26.8%
Biomass Improvement
ASTM 07327
301°%
1-
U nveget aced 5h ear Stress
T-55 psf (74 Pal
Unvegetated Velorky
SOO fps (1.52 mIs)
Slope Gradients (5)
Width
Ift(2.03 m) 8.0ft(2A m)
16 ft(4.97 m)
S l op. Length(L)
<3rt 3I-2:1
r2:1
s 20 it (6 m)
Od129 NIA
N/A
Length
108 It (32.92 m) 112 it t34.14 m)
112 ft (34,14 m)
20-50 ft
4.11 NIA
NiA
Wei hl ±1095
3
4❑ Ihs 18.14 k 501hs 2L68 k
3 g
]00 Ihs 46.36 k 6
z Soh 15.2 m
I )
0.19 N
N A
!
Area
8U sq Yd (66.9 sm) {83 51 Sri)
057.22 srtl)
NTPEP Large-Sca to Slope Testing
ASTM D6459 - L-fa Cron = D. B12
Flew Depth
Manning's n
1� 0.50 ft 10.15 m)
OASIS
0.511- 2. D fr
0.055-0421
a2.13 ft(❑.ED m)
0.071
NORTH Westem Green e72Q19, N,ro ARreneen Gasp n a ragi:t-d tad rk hum wesaa Caen rartaln
4609 E- Bocevide-New Harmony Rd. p Md sandlurapplkarnns 1- mW Or leusnat ed hero are protected under one el more
AMERICAN Ewnsvilte, IN 47725 us Pate,hiha.ft5r-TDTaaare11ding.and scam lInkgTeohenlandyatea
applkariuns may ilSeiAlsr.Tradeaalk dents alSO apply iS Mkliite6 hreln Final
dataim'vntion of die suiWhiS[y &any inrmmaricn a mural fur the use nntemplared. and
GREENnagreen-cam Ir; romp Df use, 15 the We-pGinnillty ur1hP OSW NDtPp In the J 5 A
8DD-772-2D43
EI_RMX ,MP❑5_S75_7.20
12"(30eni)
C H A N N E L
4"(l0eln)
INSTALLATION
__�
6" - I
T46"
611
DETAIL
(15cm) -1
I 1.
4" 10cm
IScm ( )
1. Prepare soli before Installing rolled
Pa 9I
I
erasion control produces (aECPs),
Including any necessary application of
5
0I
lime, fertilizer, and seed.
c-
2. Begin al the top of the channel by
anchoring the RECPs In a a"(lscm)
deep X 6"(15cm) wide bench with
approximately 12•(30cm) of R£CPs
2„_5T,extended
beyond the up -slope portion
-___
• - F.�.-.�
�• .
r ' (5-12.5em)
vP the trench, use Shcre"x mat at the
channepculvert outlet as supplemental
• • .
' 11 -
(10-15cm)
i
jjj ' } 1 \
I I- L11 )
-
_
- H
approximately 12•(3Ocm) apart In ft
bottom of the trench. B,wkfll and
compact We trench after stapling. Apply
-
• t 1 _� �
_ ,� ®
remaining 12"(30cm) portion of RECPs
'1 I I - ' J- -_.-. --n -
Lr �Y
k r the n m
back over a seed and compacted sal.
_
-I 1 r .
Secure RECPs over compacted soli
- I 1 -
with a row of stapleslstakes spaced
I I-
'�
appaArnaleiy 12" apart across the
I r
=E -
J ,•
wlditi of the RECPs.
3. Roll ce n[er REC Ps In direction of water
..i _'
U.
flow In bottom of channel. RECPs wll
,
unroll with appropriate side against III
•12 -
(_1
-
©
soil surface. At RECPs must be
fastened to by
-I ,
I �
_
• I
t-! • I
securely soil surface
placing stapieslslakes In appropriate
-
�r]--I
-1-1
I I
I
-�-! !
locat6m as shoxrn In tits staple pattern
guide.
4. Place consecutive RECPs end -over -end
61I
=1 I I-
-�
----�-
_ -1-1 I I
-.--- ---
Use
style] of a pies staggered
u hingkdouble
a double row of staples staggered
(15cm] --I I J -
+�
- I- I !-
T�
I -III 1-1
-
�T_ -���T�I I I
!II
re
open and 4^ on center to secure
RECP..
-
_
-�-1
- -
® rl..l €--I.Ll�1C-J1L=�_IJ-LI_ -LL�IJ
- -
J� �I ! 1=1 � �-�.1.1-1 I. ��.1. JJLi11
n Ft 5. Full
length top side
9 9 P
a of Ered
t
slopes must be anchored with a row of
a i row
9raplesrstakes apprmdmately 12"(30cm)
apart In a V(15cm) deep x 6"(75cm)
CRITICAL
POINTS
NOTES:
wide trench. Backtil and compact the
trench after stapling.
A. Overlaps and Seams
`Horizontal staple spadng should be
6. Adjacent RECPs must be overlapped
B. Projected Water tine
altered If necessary to allow staples to
appmximarelly 2^�" (5-12.5,,)
C. Channel BottemlSlde SlopeVertices
secure the critical olnls along the channel
P g
D R m
( e ndin ❑rr ECPs e and
PB 9 type)
B
A
B
C - C
surface.
"In loose soil conditions, the use of staple
stapled.
7.In high flaw channel applications a
staple check slot is recommended at 30
or stake lengths greater than fi"[15cm] may
w qp fool [9 -12m] Intervals. Use a
double row of staples staggered
be necessary to properly secure the
4"(1Van) apart and 4"(1Ocm) on center
Drawing Not To Scale
RECP's,
over entire width of the channel.
8, The terminal end of lire RECPs must he
anchwed with a row of staplesrstakes
e roAmatel 12" 3Ocm apart In a
pp v { } p
T
NORTH
lli lei r-
sc me
AMERICAN
The information resented
P
herein is general design information only. specific applications,
9 9 Y P PP
" 15 de 8" 15c wide tree 6 crn e X m id trench.
I 1 p
GREEN
consult an Inds pendent
P
professional for further desi n guidance.
P 9 9
Back81 and corn act the trench after
p
stapling.
5401 5f. Wendel - Cynthiana Rd.
P11: St111-722-2(w
Postyville, IN 47633
Inww-nagreen.ca m
Craven on: 5-0-77
SLOPE
INSTALLATION
12"(30cm)
DETAIL
t
.r::. .;:. .• 2r, Sn 1 6"
.'�'�•;:":*.1-,--.-­-- •�{ �... \
1. Prepare sol before Installing rolled
erosion control products (RECPs).
{15cm
;.(5-I2.5cmj -III- hr: I )
e
IL-
Including arly necessa
appllcatton of Ilme, fertlllzer, and
seed.
_
L��
2. Begin at the top of the slope by
anchoring the RECPs in a
I I I 6"
6"(15cm) deep x 6"(15cm) wide
(15cm)
trench with approximately 12"
$B
(30cm) of REII extended beyond
the up -slope portion of the trench.
Anchor the RECPs with a row of
staples/stakes approximately 12"
(30cm) apart in the bottom of the
trench. Sackfill and compact the
_ _
-- _
•• �•
trench after stapling. Apply seed to
the compacted soil and fold the
• • -- ---
'
remaining 12•(30cm) portion or
�� � -,. • .. '�'T_ .
•,�
RECPs back over the seed and
- ^ ; , - �Ll_1
=� ^ �_' I �
' '
compacted soil. Secure R€CPS
- -
over compacted soil with a row
r' - lr 1- i-i I
r
4 f ' ;' I III -III -III
1-111-TI-f�
of stapleslstakes spaced
approximately 12"(30cm) apart
across the width of the RECPs.
II-
K 1 -I I -I I I-I1 1=
ly r -, r _ _ _
3. Roll the RECPs (A) down or (B)
horizontally arxoss the slope.
-I � �. I-1 I I -I I I -I I I -I 11-I I
x
RECPs will unroll vat appropriate
side against the soil surface. All
r^+ _=1=1=III-III-III-'
' �. rI T
Imo,
RECPs must he securely fastened
' .-I
r� 1� ^ ' '�I
771% ^ `i I I}T-1 l l�-rl l M I I � j�j 1 I I Imo^
to soil surface by placing
staplesfstakes In appropriate
3A �,;. I! -I 1=f I 1-t i --1! I--1 I •
I I I I I I I I�I I I-
loeallons as shown In the staple
-I -I -III -I
l ' ;y ' i , •1f I=11 I I, -III -I I I I -I I I I-Ili-1•I. I-
� 7 ] (1=� L III- I 1
I
pattern guide,
4. The edges of parallel RECPs must
be stapled with approximately 2" -
`. - III=III= IIr-
5` {5-12.5cm] overlap depending
the RECPs type.
'
on
.� -I
-III-
5. Consecutive RECPs spliced down
, .. ill LI I l-
-) I "{7.5cm�
the slope must be end over end
(Shingle style] with an approximate
`� 311
i
3"(7.5cm) overlap. Staple through
overlapped area approximately
12'(3Dcm) apart across entire
-- I I -
RE CPS width.
I -
Crawling Not To Scale
'NOTE:
In loose sot conditions, the use of
PNORTHDisclaimer:
AMERICAN
The information presented herein is general design information only. For specific applications,
staple or stake lengths greater than
GREEN
consult an Independent professional for further design guidance.
6"(15cm) may he necessary to
54111 5t, Wendel-Cynthtana Rd. PH: R1*472-2(1411
property secure the RECP's.
Poseyville, IN 47633 HThW.naAreen.L'arnl
Drawn on: 5-4-17
STAPLE
®
®
PATTERN GUIDE
21I_51I
21I_511 21I_S,I
21I_S,I
[5-12.5cm]
[512.5cm) [5-12Scm]
[512.5cm)
I 3'
! (0.4no)
I
3'
[0.9m] I
1
IV
I
[1.8m}
(I.8m)
• 4:1 Slopes (A)
I 3.3'
1 (Im)
-
I
3 3'
LI,1 m
[ ]
(0.5m)
03;1 Slopes (8)
I
I
(tro)
0 2:1 Slopes (C)
i
I 1
I
0 1:1 & Steeper Slopes (D)
0.7 Staples per SQ.YD_
1.15 Staples per SQ.YD.
hlediumiHigh Flaw Channel (D)
High Flow Channel And
zIT_5n 2"-5" 101
2,I_SR 21r_�Ir
X
Shoreline (E)
(5-12.5cn1} (5-12.5cm) (5-12.5cm)
x' l z'
r•, �(S.12.5cm)
L ��ilTr.
1 nrI
(O.dm) i
(1.2n)
{0-bm)
(l.zm; d o- 0 0 0
0
[0.5m} (25cm)
(I.2m) 0 o- a a a
I (0. nl)
0. III �
20("((O.5m)
ti �. . 2-9
1 20"(O.Sm)
T D ❑ D
3
. �
.3 1.
3 .
"
� 10 25rm
• (ail' l
❑ ❑ ❑ (I 1) 0
❑ ❑ [ ❑ Q
1
!
3.3'
•
D D❑ O 13,
D D D D(Im'D O
i
0
0 0 0---G- 0
1.7 Staples per Sum
3.4 Staples per SQ.YD,
:3.75 Staples per SQ.YD.
NOTES:
' Use ECMDS® for more aocurate
staple pattern selection.
NORTH
Disclaimer:
AMERICAN
The information presented herein is general design information only. For specific applications,
GREEN
consult an Independent professional for further design guidance.
5401 5[, Wendel- Cynthiana Rd. PH: 110111-722-20MI
Poseyville, IN 47633 HT1tv.nagreen.carn
r Drawn on: 54-17
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I Drawn By: I Checked By: I
AMK JRR
Project Number:
20- 0014- 27
Drawing Number:
C.4.3

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IMPERVIOUS AREAS
ROADS 93,214 SQ FT
LOTS 261,700 SQ FT
SIDEWALKS 33,454 SQ FT
ASPHALT TRAIL 3,765 SQ FT
CLUBHOUSE & POOL 5,519 SQ FT
CLUBHOUSE PARKING 4.818 SQ FT
TOTAL 402,470 SQ FT
GRADING PLAN NOTES:
SITE ADDRESS: 5117 FARRINGTON RD., CHAPEL HILL, NC
EXISTING ZONING: RS-20
DEVELOPMENT TIER: SUBURBAN
OVERLAY DISTRICS: F/J-B, MTC
THE SITE IS LOCATED IN THE CAPE FEAR RIVER BASIN
EXISTING IMPERVIOUS SURFACE: 40,613 SF (0.93 ACRES)
PROPOSED IMPERVIOUS SURFACE: 402,470 (9.24 ACRES)
TOTAL LAND AREA: 21.135 ACRES
DISTURBED AREA: 17.61 ACRES
FLOOD NOTE
LEGEND
- - - - Ex. Property Line PR. Curb and Gutter
Ex. Right of Way ---------- 916 -------- EX. Contour - 1'
PR. Property Line --------- 915-------- EX. Contour - 5'
- PR. Stormwater Basin 916 PR. Contour - 1' ST ST
-
PR. Right of Way 915 PR. Contour - 5' I D
PR. Lot Line i
PR. Treeline i
PR. Road Centerline JAMES G. KING it l I L Cn
THIS DEVELOPMENT WITHIN THIS SITE IS NOT LOCATED IN ANY SPECIAL FLOOD
HAZARD AREAS OR FUTURE CONDITIONS FLOOD HAZARD AREAS, AS SHOWN ON:
FIRM PANEL: 3720070900K
EFFECTIVE DATE: OCTOBER 19, 2018
1
1
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FFE= 313,67
FFE=312.37
PPS=312.70
PAD=312.90
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PUBLIC STRE
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SA
TYPICAL LOT GRADING DETAIL
SCALE: 1" = 20'
i
O
/ TYLER A. HOLT
1.23 AC.
DB 9034, PG 730
5505 FARRINGTON RD
PIN: 0709-30-92-6609
ZONED: RS-20 �\
\� SUBURBAN TIER
F/J-B WATERSHED
\ USE: RESIDENTIAL/1-FAMILY
EX. R
TPF Tree Protection Fence
JUNE P. KING BENJAMIN CHEEK PALMER &
LOD Limits of Disturbance 1 0.52 AC. I MEGHAN ELIZABETH PALMER
i DB 428, PG 788 I, - L 0.57 AC.
i PB 85, PG 68 DB 9203, PG 776 VILLAS AT CULP ARBOR
i PIN: 0709-20-99-3895 I PB 41, PG 87 I I I CONDOMINIUM
ASSOCIATION I
5304 FARRINGTON RD PIN: 0709-21-91-3107
ZONED: RS-20 5212 FARRINGTON RD L DB 6793, PG 779 LLI
SUBURBAN TIER I ZONED: RS-20 PB CD0011, PG 318 - _j I > I
F/J-B WATERSHED I SUBURBAN TIER i PIN: 0709-03-21-8239
USE: RESIDENTIAL/1-FAMILY F/J-B WATERSHED it r- 101 CULP HILL DR p,�3
USE: RESIDENTIAL/1-FAMILY I I� ZONED: PDR 4.5 L I Q
L F/J BB WATERSHED _j J V
- - I -- USE: RESIDENTIAL/CONDOMINIUM_ _j I q = m
_ Y o
_MW(- S=R�NGTO ROAD
10- CR/WVARIES) -
ar �,
51. - Loy�M
- EX. R/ r
1 $ - - _ �oD - LC OD ^^h
66 0 - L -OD r
I I PROP. TEMPORARY 65 -- - --- - $r ro
�--- M-
CONSTRUCTION EASEMENT
F--� - 320-�
- 315-� 313�312_31 �3 63 --
I I 315-15" ST - - - - 1- 10 aj
I � PROP. 15" ���_- � _ o
14 � _ sr'- 15 �_ S`
0 16' STORM 15 r
L I M DRAINAGE EASEMENT 13 -- --
_2'` BUILDING
P- SETBACK, TYP..
7 s
AL'-318.50AD=3311660 3PAD=31_-
---- _-------- ---
'
2
PAD-314.20 PAD=313.00' PAD=312 /
I � L PROP. TEMPORARY -- _ - ----------- ---------- _ � �
_ -CONSTRUCTION - - -PROP. STORM -
r - LEASEMENT PROP R/W - -= _ ___ -- - ---__ DRAIN_A_GE EASEMENT
I_ �--STREET
r - _j-s _v'
ROBERT BRIAN POPP ---_wry° - -- 325=,, WA
3.14 AC. - - ��� 'S� -15" $T� �O : .�I� A - -
DB 7751, PG 81
PB 22 PG 37 -9 - _ N 32 W?
8
5217 FARRINGTON RD - '
PIN: 0709-30-28-3559 3j� '--- U j
ZONED: RS-20 3�6
SUBURBAN TIER 315 _ _ PAD-
F/J-B WATERSHED -314PROP
-.00 A 32O PAD=315.10 __
USE: RESIDENTIAL/1-FAMILY 31j ------ DRAIN 24"I Sr
L _ IL - - - -I 312 - - - ---- _--- .3 AGE EASEMENT Q 6
-
TREE PROTECTION FENCE - 3 pqp= DRAINAGE EAS
-----_ 313.5 �32 --- --_L-
SEE SHEET C.4.2 FOR DETAIL- a __ _ 0 7 �3,, Nr
\ �° �` °9 �o. ,3 �- � PROP. 16' STORM `I. �s PAD=313.50 r7__ rj4` W-
�o�AINAGE EASEMENT - o - --- W .�jj `� _ pqD=312.90
DRA
299.
o, r298 --- - �30p_15" 3 _PAD=311.10`
-PA ID 311.40 ---
\
1 2' BUILDING SETBACK, TYP.
CITY PIN NO: 0709-31-52-6652 N o
DURHAM SITE PLAN #D2200233 r- 04 N
N LO
N �
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CITY OF DURHAM V) •0_ m
APPROVED 0 °'
ENGINEERING DATE m v 0. ° w
STORMWATER DATE WCO L
I1 L_ J / / \ • i I I TRANSPORTATION DATE aN E z°
I I I WATER MANAGEMENT DATE
I I ST, 1 �� FLOODPLAIN DATE Q
I � Sr �. - - L - - - - - - - aM z
I I \ ♦- SA SA SA -SA -SA SA SA SA-
\k.
I I VILLAS AT CULP �- �� Q
ARBOR CONDOMINIUM 1 _j L
I I ASSOCIATION VILLAS AT CULP
0.59 AC.
I I ARBOR CONDOMINIUM a
DB 8235, PG 879 ASSOCIATION
:0 PB CD0012, PG 369 _j r
I I PIN: 0709-21-96-1148 I r DB 8164, PG 380 I I L-
100 CULP HILL DR i I i
PB CD0012, PG 356 ,
ZONED: PDR 4.5 i 1 PIN: 0709-31-08-5610 I ch I `
_ SUBURBAN TIER I i 121 PINOT CT I I I L U
F/J-B WATERSHED I) ZONED: PDR 4.5
USE: VACANT SUBURBAN TIER I I 1
RESIDENTIAL I I F/J-B WATERSHED
HOMEOWNERS ASSOC. L USE: VACANT RESIDENTIAL r
IHOMEOWNERS ASSOC. L_ L L0 I
Uj
o� �- - - - - �----- O
_� O -0
WA 15° -MJD 62 _M LOD - PROP. 20' STORMLd
ST --A� L` OD LOD 301 _ L--- DRAINAGE EASEMENT - a.
C) - _
3p6.30 3 5 ---- `�01 �S+ ----- __ _- = ;-300 _WA WAS a O
295
`294 R -PROP. TEMPORARY VAI,
60 CONSTRUCTION EASEMENT
llf / 1
0 _ ';` �293� -�
CLUBHOUSE - nunnLSILT & TREE PROTECTION
SCM ACCESS AND
PAD=309.30 ` i ST � ,FENCEAIMITS OF DISTURBANCE
MAINTENANCE EASEMENT 241 SEE SHEET C.4.2 FOR DETAIL
a 30 1 2s3 N` A AV /
295 7 294 Q c`an 67 29i�2 f N
3 ` ,
t: 1
APPROX. LOCATION
N 2 ;€/�, 3 !� OF EX. 30' DUKE
�_�T� 15 $T 15 ENERGY CAROLINASI i
'- - �6' �A �O r j STREET 1 RIGHT OF WAY ➢ 1 i _�
24" z =� 0' 0- SA Cr�iP° i -'- (DB 6703, PG 895) 1 1
5 E- ST NJNA �_ �' _ N ' -° OO �c0` �1�N A ` O EX. 10' UTILITY
' \ EASEMENT 30'
�- '�n 3 �_ (DB 6519, PG 868) Z
' -
` 28 ,� PROP. STORM 17 - PROP. TEMPORARY O Z J
_ CONSTRUCTION Of
62 MDRAINAGE EASEMENTc,+ �- o- W/ Q
PAD=311.90 'y o EASEMENT v Q a
J
= PAD=306.50 ` `t t o� - - M' IN 30 CITY OF DURHAM
'n N �``� M - _- \ SANITARY SEWER EASEMENT W V
IN\!16' I 18 1S. $T pAD-305.50 _ 20 (DB \6250, PG 814) �O H Z
PAD h 43 ` 15" sT__ - "\�f\\` s z Z Z
312,40 y�
16' STORM oCO I pAD=306.70 '- j 19 - PROP. 16 �'\ Q O
AGE M�I Z 16' STORM V,9\`
EASEMENT z O t�
DRAINAGE `
�'` o
`EASEMENT`,�\ < \ \
0 0, oWLO`Pqp=306.50 �'N\t4` �/ _7a I °2 °°� I� (� = o J
■ PAD=312. )0 ^� pAD=367.40 a Z � I `� �-�,. I � C U J
N Ir 1.9 --- ---- �. _ o I PROP. 50' CITY OF 0 D (/� a
IPAD= _PAD=308.70 1 °s `b = O a o I i "' DURHAM SANITARY LU
�I ,M I 298.80 .PAD=299.30 '--17-- - - - - 3`�s P _�1` ^�� V Q, 3 - - 24 ls,! 39 ci SEWER EASEMENT \ Z
PAD-300.1 -'1 O) AD-309.00 <
PAD-311.30, O`O ST`, pAD=307.00 , In PROP. TEMPORARY
'--PAD \ \ = V LLI
_---------- - -' `' 49415 � ,'CONSTRUCTION 20 \
o PAD=308. >
I 301.70' N O PAD_ "� 40 27 c,+ ,
6 56 PROP. -311.30 ; o EASEMENT o O
EX. , 298 � 16' p9 ,� � o I
BARN I I '' 1 12. \ `,� (DRAINAGE ASEMENT �', Q I J I� EX. 20' WIDE \ �
2g9 ___ PAD=302.50 PAD=306.90 '6(�
39 7 .3 3pS� P ` _ `C 6' I INGRESS EGRESS \ \\ M
¢ � qD-306.80 I - / � r
/' PAD=308.00 I EASEMENT \ L L
-ti9 SA $ - `'O�, DRAINAGE EASEM ° N I PAD=310.00 ��I PAD-310.30` rn 46 /� I� (DB 6519, PG 868) \ \ O U
ENT'PROP. 2 %pAD= - \�
24" Sr- WA- ' ,q - pROp ----- - ---- 'F3 SOR P STORM I O DRAINAGO' M 309.50 'I' \ OP. u' STORM �� -�- `lj I O N N N rn ( '
PAD=305.50. �`i DRAINAGE EA,SEM
\\
t- w c,, DRAINAGE
5 EASEMENT�o° _ \ 15" r = -
2 47 s - _-
s --- - 36 ° -24" r `��'. �' PR ��` 55 p=309.20 5"I $ ? D=3 g N 25 PAO 309.30 �, \
---- IW:299.5 N Wq rya �sq - S 46 sr•. OP. R/yy�'� 1 T' q 09. ,,`` ,
BW: 299.5 tii!I 49
50 -- 15" ST ` p`L ,��i_\
CARP/���i
DALE E. SCHNEIDER `'m _ _ W6°�- �J� ` �- S - 1-�2 6 ��,0��$$%
5.91 AC. _ - P - Z 295 300 5 '� �- - O = `�.
qD- 35 s� 50 0� � ys� 5 �3� 22 Mod, :.�.;
DB 8270, PG 648 PAD 10.00' �pp ; Q
PB 58 PG 81 ------------ Ooo' _RE /�-�
5307 FARRINGTON RD s, P - ET _
a , AD1 20qD=29.9.30_ /�' 28 WA _ / I �p2 _ RREGAONALTPUBLCLE
PIN: 0709-30-65-0652 �8B PAD=298.50 AD2 A03 WET POND #2 PROP. R/yy, 1 309 �10. /�' / _, loy TRANSPORTATION AUTHORITY
- 29 - . . ZONED: RR(D) 0 3i5 '� - - --- - - . vim,'
SUBURBAN TIER 2 -- --- ---------- -304 7.846 AC. �i HG C 0.-
e - _ _ -- / PAD=310.30 _ - sos ___ __ - DB 18-CVS, PG 2011 .. L�'F IN �.
F/J-B WATERSHED �' - --- - - .'1// i ---- - -� h _ 3 06 - - ---- PB 198, PG 239 •• �.�,�/
USE: RESIDENTIAL/1-FAMILY 2 - --_ _ % -SCM ACCESS AND 23 A o� --____ - �� R, R
8s- ------ _ MAIN'rNANTE ESASEMENT PAD_ p �F �?p8 5103 FARRINGTON 9 �����WW"
- 70 30" $ -303.5 qD-3 215j' ----- - PIN: 0709-32-51-5984
04.5 Pqp=30 P ,128', PAD=310.50' \` G• -_370s 11 22 2022
- 0 5.30 AD=30 27 -- _-L ZONED: RS-M / /
--�I ---
295 6.0[.Pk D= -311 --_____ SUBURBAN TIER
306.70 PAD2 `'33 23 / F J-B WATERSHED
�\� I 1 -308;30 ,pA _1'`, 32 310.60 --312- - USE: Co
307.50 PAD- U PAD �'' / M/CELL TOWER SITE
\ 290_ _ _ o �ti, 2' BUILDING SETBACK, TYP. 0-309.00 IN AD \ '. ------ -
` _ � � t 309.80
PROP. LEVEL SPREADER _ 4 - - -
& FILTER STRIP 2831 �285 - NAGE EASEMENT---__-----
. � 10' NO `BUILD \ - -�__ 22_ - ----- - 280_ 69 - ; N � 15 ST 1.5 ST -- � - S9 � ` -- 3�s-:E ------------
__
SETBACK a,. - - _ _ o -3�s
2 ---- --- -- - - 30 ST�a ' __---' 301.- 3p ' N 309 ------------
O ep' � `J-'' - ---- -- 57 2--- - W
i ^ - ---- 2
- - --
2 � W c,+ I _
- -3 W 100' BUFFER 2 - - - -- -
- � 6 - 0 N - 7 3
2 4
0 8
" 0 68 N 3 N
- - S
- o
S _ _
a. 280 I -
- 3 -
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0 0 1
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- 291 --o
\ ' - ----------- - ,-' ''� ,'" '' ', � I ,' �� ,' I , 288 , N N� �, 1 ;}i €:::.. ' €�€€ €€€€s€€€ SILT &TREE PROTECTION
\ / 1 ___ ^�� N N (D I?iiii:i%ii'`:i:.I:::�:::::�:�;::.::::c.- , -
\ \ --- ------ ----- ', 2INTERMITTENT 288 - -2so -- I I 1 0
,' - � ,� , � - �, m ; 1.:. `� FENCE LIMITS OF DISTURBANCE
--- 'STREAM s------- IL
-_ _ 28 50' to, SEE SHEET C.4 2 FOR DETAIL
I
I '
o ,. I _ 1 I I
50 ,� 10' NO -BUILD
-�--- --- ---__ "
/ � SETBACK
- ------------
AM
2 .
IN IN
'I
­94
PERENNIAL __ -- _ ___---- -- --- -"2�' %%''' % ' N /l - L 100' BUFFER f y
STRE__ ---- - �\
INTERMITTENT -''
\ 269' STREAM - r!' �! 'I rIN EX FEN
PERENNIAL --- - _
1--- -
\ STREAM ------- -------
f �. EX. FENCE _
IN IN N
;� ry ---- - - - Date: 11 /22/2022
' I INTERMITTENT
�'' - Scale: 1" = 60'
_ �._ , STREAM -
- _ �C - _ Drawn By: Checked By:
G_ -
- - - - IN40
TERS R�EsI - - - - AMK JRR
Project Number:
.,_ �\ I _------_--- ------ �- GRAPHIC SCALE 20-0014-27
0 30 60 120
1 inch = 60 feet
Drawing Number:
C.5.0

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LEGEND
J - V \- STORM WATER DATE
FARRINGTON ROAD - - ` - - _
0
-_- - - _ _ TRANSPORTATION DATE
_ - (S.R. 1110 - PUBLIC R/W VARIES) - V - - WATER MANAGEMENT DATE
-
LOD -, -WL M n ST-S _
_- � � sr � - FLOODPLAIN DATE
i
LOD - - LOD -M LOD A;h -
__,
LOQ,
_TC 319.19 - ----------WA - LOD,'o -------- -
- _
-- 65 --- - ----- - -
Lo Loo M - �
WA-
L� r
OD
ST TC `� o a
- 15" _ ------ 314.15 WA
320 --- --- WF15" ST WFo = LOD � LOD -_ OD Lod
------ 64 -- ------ _ - WA-TC 308.14 WA - - _ - _ _ L6DWA
TC 315.50 ------ its=_ ----------- 313.__ 31�3 _- ` 63 15" ST -
_ 10.
�.- 14 " ST TC 312.27
o 7p\k, _ 1__ 15" ST15" SN16' STORM - _-----__ I I _ `15,.
DRAINAGE EASEMENT �- - - 12 ST 34
I- - 2' BUILDING SETBACK, TYP.
7 I 6 -- - -- 11---- 4 = P
5 _
.Pqp=320.50 PAD=318.50 I PAD=316.60 I I ' � _ ----- - - - -- ----
I--P= --3__ ---'.40
- PAD=314
------------ -.20 PAD
-------- PAD=
-------
312-
.06
-
'
s
----- - �O$ i
PROP. ' '� PADBHQ.
CONSTRUCTION ___--- -- R/W � - -�------- --
EASEMENT I ------ ------.--_ _3 c
_ --- - --------- -
SA -- --- 1 0
�1 - I TW: 0-- �- --- -�A-STREET 1_sA A' _ ----- --- 2 ---- - �� ��'
----------JBW:315.5 WA 5'. - WA�-Wq-'��O TC ---- -- -- TC 3 9 O°�
,WA SA 312.2 U,=- - 10.12 'y
320 - "�-�j'�,�j------------- - - S
7 --S
TW:316.5.__ _ - - 325--- W _ 0, a'�� 32s. A-5A
BW: 316.0 _ --- TW: 316.0 ` _ -- WA-
BW: 312. '`� -�- �� ` SA'
- - B W: 315. 5 _ 08 'y - WA �� .5�0_ `to � -�
38 TW:317.5 TC 310.A
\ I 32 N 15" ST 12-WA 5 �-
-I I BW:315.8 TW: 317.0. 2A
_ in
ROBERT BRIAN POPP 3�>% ---____ -'BW 315.5 / TC 311.1 III
$ �d1 TC 308.81
3.14 AC. 16- �'� ----- 00 _ _16'
I DB 7751, PG 81 3 --_
PB 22, PG 37 _ 3�5 - _ -- -- PAD=316.00 .�, 33 \ I 6 �` TW: 311.5
\ 5217 FARRINGTON RD , - A` 3 64l yam,
II PI71
N: 0709-30-28-3559 gla I �o PAD=315. I - 'a LO 24 /
I - ----------- BW:309.0�
ZONED: RS-20 ` 10- 2S, ST `r TW: 31 0
1 SUBURBAN TIER - --- -- - -- ------------
1 TREE PROTECTION FENCE - 313 - I ` c PROP. 16' STORM M o BW 307.7�
1 SEE SHEET C.4.2 FOR DETAIL I� F/J-B WATERSHED I 1 _- ___ DRAINAGE EASE ^c� - --
i I - -USE: RESIDENTIAL/1-FAMILY 3112 ---- _ EASEMENT "o - -_ PAD=312•50 � 0 Z
I' 311-- - ti _ - - ---- V�J� 314 - - ¢ �- TW:311.0 52'� O
_ -- -- ¢ PAD=31
309-_ __- ---------P ` ' I - -- ----- PROP. STORM 1
-�°°' �° �° �, -.3j2 PROP. 16' STORM f _ - ---- AD-313.50, 3� - ------------- --- DRAINAGE EA EMENT' Z
\ oS s ° >>, DRAINAGE EASEMENT L - - - - - - v __ - ------ ? 63 - S -
� TW: 306.6 -TW: 310.9 _ M� - -- �¢i I ` �'s Pqp_ - -_ ---- -- - �� Z
° __- =313.50 -- o
\ B W: 301.0 B W: 301.0 TW: 311.5 Jr4 I O
BW: 301.0 - ---- TW: 310.5 - TW: 309.5 - - -- --- ,I _ - �'� -- _ --- ----
°�.�------ BW:303.0 BW:302.0 TW:303.0 �,, �3j� 320 -PAD -- 2.90 -- --- `o - Pq J31 40 U
Tor- - ------ - ---- BW: 303.0 -- �` - - - -- M Q - -- •PROP.116' STC O
\ TW:305.0 - - - - - - ""- �-- cn Q - _ - DRAINAGE EASELL
\ BW:302.0
---------- -
.1,0 .¢
04
r 30o41 PAD=3i.10 LJ
40 c2'62
299 - \ -----------_ _- - - ¢ PAD=311.40- C 299.50\TW: 302.1 W
LU
BW:302.0' \ \ I ----------- - � Sr .- PAD 12
•2' BUILDING SETBAC70
J 50 '
I I ------ _ _ 43 -} - _ - � 7 -�- 'y0 - �_� PAD=312.00 �W/�
LU
I PAD=298.80' 8 - _ TW.307.3 PAD=308.70, °s aw ', J LU
ao PAD=2 ----- - - - - BW 302.5 Z
r f -
Iqp-300.10-- ---- 1 �' b 309.o0 56 cn J
--- PAD=300.90 TW:306.5 r J PAD=311.30 U
------ -- " " - B , _
302 5� �, TC 306.00 c'. I � '', 49,''� r-
} _ _ ------ , PAD=301.70 , 306i. 307 ¢ , PAD=3fi-30 1
BARN I 298 PAD=306.61\ in c�. I DROP. 16' STORM I o.0�
2g -- _ AINAGE EASEMENT },
-- 9' _------- .� PAD=302.5o BW 302.5.
I 39 _ _ _ - _ '"� ,'' ,'� '` cos � 16, I I ° I ,
-- -- 7 ,'TW:305.0 I PAD=30 I 57 I
N 296.59 A� ,I -soo - ° BW 302.5- --- - - - ROP. ¢ 6.80 , f I P 31 .
298.11 .� P STORM oo AD= 0.00
Eao wA. �$ Oj DRAINAGE EASEMENT I I N I I �; ,PAD=310.30 1
PROP. TEMPORARY TC 296.56 WA --- cn 29 - --- .i ;n ` s
CONSTRUCTION 24" Sr-n - s 44 R0 -------- - - -------PAD �3 OA' PROP. STORM i �° PROP. 20'`
�\ R/i1, 30 I 305.50 `, �,� ' { DRAINAGE EAS I� I DRAINAGE
E
37 Wta Zg929 - -- o NT ro I o ` PROP. STORM E
EASEMENT j 38 _ -� 5' 2 EME I E
o \59 I , 10 0 DRAINAGE EASEMENT
TW:305.0 'TW:305.0 "� 1 o
-- C 298.2 �� 08. 24• BW:301.& BW 304.5 PAD=305.80 �o C3�`�
SEM
�
------ ---- -- 24" Sr TC S Tp -- - -------?�. =� !- I o' PAD=30
2 TW:295.0 2g9S6 300 47 48 }!'TW:306.0 TW:309.0 0
4
9 _
S ' o
_ 45 _
U
_1 _ 36 q BW 308.5 BW.295.0 -
- r 2 I E- BW:305.5 U "� Pqp=309.60
ti ,v¢i srz\ PROP. ��1 55 TW:308.5`
-- �� TW: 296.0 ` '� \� 1 3j TC 302.47 -BW 307. - l✓ F- \
299 Nam. BW: 285.0q �01 -A SA TW 305.0 TC
ant '�°fir 46 303.75 \181, ST in,
�9 --- Q TW:293.0 BW: „y0'SA 49 1 �, PROP.
- BW 285.0 TC 8 Lss 18" Sr'
' A Z>KTC 305.04 TC 306.43
�� Ate- SA .
o BW:293.5 --__ I 2g 5 TW:297.0 �A
29 I q WA o "5 . TW: 308.5 51 0l
2g9 3p0 -BW: 285.0 `- �� ' BW 305.5� -s yOrO cn A
DALE E. SCHNEIDER - PAD=300.
5.91 AC. 0 C 303.96 in' his S
DB 8270, PG 648 28 _--__2 __ _ _ oA04 " '" 2 10' VEGETATIVE SHELF 54 T WA=-TC 306.43 -� j A ST-�-1 ` - SA
PB 58 PG 81 s, - p 84- BEET 2',
5307 FARRINGTON RD - __AD1 20 PAD=299.30 TW:288.0 Co I28 WA-08
PIN: 0709-30-65-0652 p ----------------- - -----BW:288.0 I11PROP. 1
ZONED: RR(D) WET POND #2
�Sg qp=298.50 A02 AD3 290 \o T R/W
SUBURBAN TIER _ -
,
�
,
F/J-B WATERSHED --------. - - TW' 300 0 �� _
2e>, - S -TW: 282.0 �BW 285 0,
USE: RESIDENTIAL/1-FAMILY BW:288.5 _ B_W 2gg 0-
_ ----- - •
,
_- 3j,
PAD��BW 276 0 �'� SCM ACCESS AND 03.50 PAD= 5 -
es BW:295.0-______ - - TW:296.0 TC 288.01 'MAINTENANCE EASEMENT ,304.50 P �0 26
qp- 5.30 / '
BW: 296.0 • - �� \ Q PAD=306.00 27
JW:296.0 - - 30 Sr. PAD- 2g'`,
\ BW: 286.0 - - 70 TW: P ee
295 TW:283.0� 288" �8 BW:285.0 AD=307.50 PAD Og.30 36 1
' TW: 302.0 1 PAD=309.00 ,31 I 32
\ PROP. LEVEL SPREADER - - - - S� ' r'�p BW: 285.0 TW: 302.0
& FILTER STRIP 290 --- TW: 302.0 ; PAD =309.60 PAD=31
,y0 \.'; \ T_ BW: 285.0 2' BUILDING SETBACK, TYP.
BW: 285.0 ', I
__ '2a3. __ BW:_283.0•''� ;' \ % ,' / '�,_ � � PROP. 20' STORM
w: 2s�.o
DRAINAGE EASEMENT
T�' -' � . 58 - _ _ 1 1
10' NO -BUILD \ 28 - BW:2, TW:287.0
SETBACK 28 ____ ----- ----- - TC 279.02 BW:277.0 57 1 15" ST♦ 59
O�
100' BUFFER �O ' 28p ------ ---- -- _ 2�9. TW:287.0 301----- 302 _-- - N
68 _--------� - � BW:280.0 TW:293.0
` -- -- '
"
276 BW: 285.0 ------ 304 30 308 '
----=- ---- f / W.
%' % U) B • 281 0 S TW 309.0 ;
- / ; N �s w BW: 307.2
I -
so-
TW: .7
S w w
TW: 287.0 2s2 X o o 309.0
\ _ _
216 ;INTERMITTENT 285 - ---- -291 - :� o M BW:304.1
B W: 28
I
1 rn o
O - ,
_ 2 8 m
---------------- .STREAM � � � ,
M ,
1---- �{, N N TW:303.0' r::::: 1
- '' `'_� -___-- --2so -- y - N N N SILT & TREE PROTECTION
\ 5---- ` e 288 - --- J BW:303.0 1
\---------------------- 21 2�
�� - 89---------- TW: 288 0'' I ; FENCE/LIMITS OF DISTURBANCE
-- / 28 - _BW SEE I SEE SHEET C.4.2 FOR DETAIL
�n 5=� _
\ PERENNIAL------------------------------.2 �r�> --- 28a-- --- 50' 50 10 , 10' NO -BUILD
\ STREAM I ��e 2a� A
-
----------- 73 // , \ 2 1
I
TW 286 0 SETBACK
I
I
\ \--------------- 2�2 ,"/ ; 6 1BUFFER
I
0
--/�� N n 2d 283,
00'
- - - - Ex.
Property Line
- - Ex.
Right of Way
PR.
Property Line
- - PR.
Stormwater Basin
- - PR.
Right of Way
PR.
Lot Line
- PR.
Road Centerline
X337.29 PR.
Spot Elevation
X TC 337.29 PR.
Top of Casting
PR.
Curb and Gutter
--------- 316--------
EX.
Contour -
1'
--------- 915--------
EX.
Contour -
5'
916
PR.
Contour -
1'
915
PR.
Contour -
5'
PR.
Treeline
1PF
Tree Protection
Fence
LOD -
Limits
of Disturbance
CITY PIN NO: 0709-31-52-6652
DURHAM SITE PLAN #D2200233
CITY OF DURHAM
APPROVED
0. a TI \ ENGINEERING DATE
I
LvoLclZ
166 '�-15" s
IPROP. TEMPORARY
ICONSTRUCTION EASEMENT
I I I I
O II I
I r
PROP. TEMPORARY
GRAPHIC SCALE
0 20 40 80
1 inch = 40 feet
O ,n
N N
N
N
N O
M
0
C; m
�, m
D}p
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U
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LEGEND
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Date: 11 /22/2022
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V: 1" = 4'
CITY PIN NO: 0709-31-52-6652
DURHAM SITE PLAN #D2200233
CITY OF DURHAM
APPROVED
ENGINEERING DATE
STORMWATER DATE
TRANSPORTATION DATE
WATER MANAGEMENT DATE
FLOODPLAIN DATE
BENCHMARK DATA - GPS OPUS
NAME
ELEVATION
NORTHING
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36 - MAG NAIL SET
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791,453.086
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791,453.086
2,003,050.389
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30
CITY PIN NO: 0709-31-52-6652
DURHAM SITE PLAN #D2200233
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Project Number:
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Drawing Number:
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C.6.1

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CITY PIN NO: 0709-31-52-6652
DURHAM SITE PLAN #D2200233
CITY OF DURHAM
APPROVED
ENGINEERING
DATE
STORMWATER
DATE
TRANSPORTATION
DATE
WATER MANAGEMENT
DATE
FLOODPLAIN
DATE
BENCHMARK DATA - GPS OPUS
NAME
ELEVATION
NORTHING
EASTING
36 - MAG NAIL SET
308.63'
791,453.086
2,003,050.389
37 - MAG NAIL SET
305.11'
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STREET 2 PROFILE
H: 1"=40'
V: 1" = 4'
CITY PIN NO: 0709-31-52-6652
DURHAM SITE PLAN #D2200233
CITY OF DURHAM
APPROVED
ENGINEERING
DATE
STORMWATER
DATE
TRANSPORTATION
DATE
WATER MANAGEMENT
DATE
FLOODPLAIN
DATE
BENCHMARK DATA - GPS OPUS
NAME
ELEVATION
NORTHING
EASTING
36 - MAG NAIL SET
308.63'
791,453.086
2,003,050.389
37 - MAG NAIL SET
305.11'
791,547.385
2,003,049.768
38 - MAG NAIL SET
301.52'
791,758.821
2,003,074.963
LEGEND
X Ex. Fence Line
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WA
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11/22/2022
8
Date: 11 /22/2022
Scale: H: 1" = 40'
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Drawn By: Checked By:
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Project Number:
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Drawing Number:
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NAME
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NORTHING
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36 - MAG NAIL SET
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791,453.086
2,003,050.389
37 - MAG NAIL SET
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STREET 3 PROFILE
1 inch = 40 feet (H)
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1 inch = 4 feet (V)
V: 1" = 4'
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Date: 11 /22/2022
Scale: H: 1" = 40'
V: 1" = 4'
Drawn By: Checked By:
AMK JRR
4
Project Number:
20— 0014— 27
Drawing Number:
0
80 C.6.5

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MH 15" STM CB
PROPOSED STORM SEWER
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g/7 COMBINATION SILT AND
TREE PROTECTION FENCE
LOD - LIMITS OF DISTURBANCE
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WITH CLEANOUT, TYP.
R W 40
3/4" TYPE K
SERVICE WITH
COPf
5/8'
S 8" SEWER MAIN SA
WA_ 8" WATER MAIN WA
SA
A
b
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1
TYPICAL SERVICE CONNECTION DETAIL
NOT TO SCALE
'ER WATER
METER
2" BLOW OFF
ASSEMBLY
DALE E. SCHNEIDER
5.91 AC.
DB 8270, PG 648
PB 58, PG 81
5307 FARRINGTON RD
PIN: 0709-30-65-0652
ZONED: RR(D)
SUBURBAN TIER
F/J-B WATERSHED
USE: RESIDENTIAL/1-FAMILY
J CITY PIN NO: 0709-31-52-6652 0 0 N
ST �� STD ��% t`` . I I I� I I� I I I DURHAM SITE PLAN #D2200233 N
ST �. CITY OF DURHAM N � O1
APPROVED } � t o
JAMES G. KING I -I—.--—� —•_ -�.--- m o U a
I
JUNE P. KING BENJAMIN CHEEK PALMER & I / I WA WA �� — ENGINEERING DATE CIO L
I STORMWATER DATE W� o
i 0.52 AC. MEGHAN ELIZABETH PALMER \ I I �— SA SA SA —SA —SA SA4 a N E z
i DB 428, PG 788 0.57 AC. 1 ��� TRANSPORTATION DATE W , Y
i PB 9- - 68 ST
DB 9203, PG 776 11�
I VILLAS AT GULP ARBOR I ® �' — L — \ � . 1 _J . �� — WATER MANAGEMENT DATE a" L
i -31
PIN: 0709-20-99-3895 PB 41, PG 87 CONDOMINIUM ASSOCIATION I I I VILLAS AT CULP I qh F) 0
5304 FARRINGTON RD PIN: 0709-21-91-3107 I 3.05 AC. N ARBOR CONDOMINIUM VILLAS AT CULP FLOODPLAIN DATE z g U
ZONED: RS-20 DB 6793, PG 779 w 0 I ASSOCIATION ARBOR CONDOMINIUM a W
SUBURBAN TIER i 5212 FARRINGTON RD L �T_
ZONED: RS-20 PB CD0011, PG 318 _J ¢ } 0.59 AC. ASSOCIATION
F/J-B WATERSHED SUBURBAN TIER i PIN: 0709-03-21-8239 .� I + DB 8235, PG 879 0.33 AC. 1 r I Z
USE: RESIDENTIAL/1-FAMILY I 101 CULP HILL DR r p �_� I I I PB CD0012, PG 369 I I DB 8164, PG 380 I I ` 1 F L I I II I > I I I I ^
USE: �RESIDENTIALL/1H FAMILY I r r— L I L i ZONED: PDR 4.5 PIN: 0709-21-96-1148 PB CD0012, PG 356
i I I SUBURBAN TIER cn I 100 CULP HILL DR i PIN: 0709-31-08-5610 ch
I L F/J-B WATERSHED _J J ZONED: PDR 4.5 I 121 PINOT CT I I I I I L I USE: RESIDENTIAL/CONDOMINIUMr
BOR`•J
OHE� �HE— O _ _ _j I _ inF/J B WATERSHED 1 SUBURBAN TIER 1 I 1 I
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PROP. TEMPORARY EX. 12" DIP PUBLIC WL�e T2"x PING
CONSTRUCTION EASEMENT � � SLEEVE &VALVE
FH WA Wq E PUBLIC WL - PROP. 20' STORM - -
1 _--- AND VALVE _ _ \ _ Wq� yyq� EX. FHUJ
DRAINAGE EASEMENT
L AND VALVE -
PROP. 16' STORM _ _ U OH WA OHE WAS WA
DRAINAGE EASEMENT 2' BUILDING SETBACK, TYP. co ' - T E- - W= WA
I 7 6 3 POOL 110C EX. SSMH
5 q 3 / I U
PROP. TEMPORARY I 2 1 a _ a
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WITH CLEANOUT, TYP. 3-8' GV CLUBHOUSEIF
WET POND #1 '�` '`SILT &TREE PROTECTION \� - _ a O
15 PROP. R/Wy PROP. STORM (3) 1" WATER SERVICES I � ,FENCEAIMITS OF DISTURBANCE a
1 HPTi� IV I SEE SHEET C.4.2 FOR DETAIL
_ DRAINAGE EASEMENT 1 I RESEARCH TRIANGLE REGIONAL PUBLIC
ASSEMBLY BLOW-OFF�� A= SAN 14 \ 2 1" RPZ BACKFLOW
( ) � � �jCc. / �c TRANSPORTATION AUTHORITY
_ — — — — — WA 88 DIP SA $ SA 8" SAN FH & PREVENTERS
■ 8"x8" TEE— '�` ➢ co DB 8359, PG 708
r WA SA $ 13 VALVE U 2-8" GV ,p PB 122, PG 66 -
A�SA y APPROX. LOCATION o 1 PIN: 0709-32-21-4977
ROBERT BRIAN POPP SA 3 1" WATER METERS PROP. / 8"x8" TEE WA 8" DIP WL SA ( ) R W �� 3 =0F EX. 30' DUKE cn ZONED: RS-M
3.14 AC. FH & 1'1 A A � S O �
DB 7751, PG 81 2-8" GV VA SA 8" SAN 3 Z
\ VALVE WA 8" DIP SA SA RIGHT OF WAY INASI N j
PB 22, PG 37 � / f' WAS WA $A DB 6703, PG 895 ➢ � — 5217 FARRINGTON RD \ Q / STREET 1 1 16' Q WA SA Sq� 8„ SAN ( )1 i
PIN: 0709-30S-20 59 8 3 (PROP. STORM \� N Q WA WA WA8„ DAP �- CONSTR PROP.TEMPORARY
EASEMENT
ZONED: RS-20 I IDRAINAGE EASEMENT z 3 FH &
SUBURBAN TIER I 17 N PROP. STORM 2 O EX. 10' UTILITY
F/J-B WATERSHED 64 DRAINAGE I 'PROP. \ Vl VALVE EASEMENT N
USE: RESIDENTIAL/1 -FAMILY PROP. 53 J�sEMENT I STORM \
°0 / \ \ \ (DB 6519, PG 868) EX. SSMH
16' STORM II I1 DRAINAGE EASEMENT D
L _ _ _ IL - _ - -1 DRAINAGE EASEMENT N 1 / 2" BLOW OFF, N\ EX. 8" DIP SAN -
FENCE ASSEMBLY SA
SEE ESHEETEC 4ION FOR DETAIL 9 9 I I 42 \ F lk E SSMH
1 Q I i6' 1 41 �\f \,\,P\
PROP. 16' STORM J M63 54 I D — _— — —\9�� 5P 9 �' Z
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vq 8" o\S� 58 a0 Q — — — — VALVE 37 // 7.846 AC. \ \
bf2 FH & \ 1 I 47 1 p Q�Q, / / DB 18-CVS, PG 2011 \ \ a
PROP. N / PB 198, PG 239
. 5103 FARRINGTON RD
Wq Sq 8„ SSA VALVE S 9 R/W 1 1 \ \ — 6 I PIN: 0709-32-51-5984 \ \ \ �\\ / \ 1 O -
I 10 SA 8" SAN PROP. R/WV P /� / I ZONED: RS-M ` c�
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WA WA WA A� $ � SA SA $ 8, FH & g" SPN "5�\Q \ 36 / F/J-B WATERSHED \ V
WA DIP WL $A SAN VALVE 7 8 / / USE: COM/CELL TOWER SITE
21 22 W SA A SA SP \ ; \ / /� / � )
I A
20 / 8"xs" TEE) W WA 35 ::/� r/ WATER SANITARY SEWER AND
WET POND #2 2-8" Gv ST EET 2 PROP. R/W ,/ STORM SEWER SEPARATION NOTES:
� � \/ /
1. HORIZONTAL AND VERTICAL SEPARATION N�CAR
23 8%8" TEE // // A. SANITARY SEWERS SHALL BE LAID AT LEAST 10 FEET �OC�L� 0�����,
\� 24 25 3-8" GV 34 / I HORIZONTALLY FROM ANY EXISTING OR PROPOSED WATER MAIN. THE �:'FESS%p••.�i'.,
27 / G- �I DISTANCE SHALL BE MEASURED EDGE TO EDGE. IN CASES WHERE IT ?QQ�9C'9
28 29 33 // // IS NOT PRACTICAL TO MAINTAIN A 10-FOOT SEPARATION, THE CITY [gyp /�
2' BUILDING SETBACK, TYP. 30 31 32 // / OF DURHAM MAY ALLOW DEVIATION ON A CASE -BY -CASE BASIS, IF F REL#A!N '�F Y
SUPPORTED BY DATA FROM THE DESIGN ENGINEER. SUCH DEVIATION
S PROP. 20' STORM ON MAY ALLOW THE INSTALLATION OF THE SANITARY SEWER CLOSER
10' NO -BUILD �' \ - ----� _ DRAINAGE EASEMENT TO A WATER MAIN, PROVIDED THAT THE WATER MAIN IS IN A '.��•'.N�Ir4t. a
SETBACK SCM SEPARATE TRENCH OR ON AN UNDISTURBED EARTH SHELF LOCATED ���� /4(P.
MAINTENANCE I ON ONE SIDE OF THE SANITARY SEWER AND AT AN ELEVATION SO i„��.����`
\ o / EASEMENT I N 1 THE BOTTOM OF THE WATER MAIN IS AT LEAST 18 INCHES ABOVE 1 1// 22 2022
THE TOP OF THE SEWER.
100' BUFFER / - - -
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VERTICAL SEPARATION AS DESCRIBED ABOVE OR ANYTIME THE
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AND SANITARY SEWER MUST BE CONSTRUCTED OF FERROUS PIPE
SILT &TREE PROTECTION
- -
COMPLYING WITH THE PUBLIC WATER SUPPLY DESIGN STANDARDS AND
b- FENCE/LIMITS OF DISTURBANCE
\ INTERMITTENT STREAM \ I / I SEE SHEET C.4.2 FOR DETAIL BE PRESSURE TESTED TO 150 PSI TO ASSURE WATER TIGHTNESS _
� 50, I o BEFORE BACKFILLING. °
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\ \ j 50, o C. A 24-INCH VERTICAL SEPARATION SHALL BE PROVIDED BETWEEN
10, STORM SEWER AND SANITARY SEWER LINES OR FERROUS PIPE
SPECIFIED. A 12-INCH VERTICAL SEPARATION SHALL BE PROVIDED
E C BETWEEN STORM SEWER AND WATER MAINS.
\ PERENNIAL c �\ / �i D. IF A 12 INCH VERTICAL SEPARATION IS NOT MAINTAINED AT A 0
' / / j i CROSSING BETWEEN STORM SEWER AND WATER MAINS (OR PRESSURE
\ \ STREAM \ \ ` \/ / / / / j 10' NO -BUILD GENERAL NOTES: PI ESEWERS). THE WATER MAIN SHALL BE AND A CONCRETE COLLAR SHALL CBE POURED AROUND WA ER
/ I r /� ONSTRUCTED OF FERROUS
SETBACK ca
\PERENNIAL \ / ALL WATERLINE BENDS ARE 45' UNLESS NOTED OTHERWISE. MAINS AND STORM SEWER TO IMMOBILIZE THE CROSSING. c0
\ STREAM 1 - - % � F FENCE
ALL FIRE HYDRANTS AND FIRE DEPARTMENT CONNECTIONS SHALL BE 2. CROSSINGS:
INTERMITTENT PROVIDED WITH 5" STORZ CONNECTIONS. THE FIRE DEPARTMENT A. SANITARY SEWER CROSSING WATER MAINS SHALL BE LAID TO I
\ STREAM CONNECTIONS MUST BE ORIENTED 45 DEGREES TOWARDS GRADE. PROVIDE A MINIMUM VERTICAL DISTANCE OF 18 INCHES BETWEEN THE N
PROVIDE FIRE PLANS EXAMINER ONE COPY OF UTILITY CONSTRUCTION OUTSIDE OF THE WATER MAIN AND THE OUTSIDE OF THE SANITARY o N
40 SEWER. THE CROSSING SHALL BE ARRANGED SO THAT THE SANITARY o
^ �� A'TE
/—� -
DRAWINGS SHOWING UNDERGROUND PIPING LAYOUT AND ALL FIRE
APPURTENANCES.
SEWER JOINTS WILL BE EQUIDISTANT AND AS FAR AS POSSIBLE FROM
a�
N
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THE WATER MAIN JOINTS.
N
_ R 1W VAR►ESA
IF PROVIDED LAWN IRRIGATION WILL HAVE AN ASSE 1013 REDUCED
(PUBL'C
PRESSURE BACKFLOW ASSEMBLY (RPZ) SHALL BE INSTALLED ABOVE
B. WHEN IT IS IMPOSSIBLE TO OBTAIN PROPER HORIZONTAL AND
GROUND, WITH A "WYE" STRAINER AND WITHIN 50' OF THE DOMESTIC
VERTICAL SEPARATION AS STIPULATED ABOVE, ONE OF THE
Date: 11 /22/2022
_
TEE. RPZ SHALL BE INSTALLED ABOVE GROUND IN AN ASSE 1060
#
FOLLOWING METHODS MUST BE SPECIFIED.
Scale: 1" = 60'
ENCLOSURE WITH UNIONS.
1. THE SANITARY SEWER SHALL BE DESIGNED AND
Drawn By:
Checked By:
IF THE POOL IS TIED DIRECTLY TO THE CITY OF DURHAM'S WATER CONSTRUCTED OF FERROUS PIPE AND SHALL BE PRESSURE
DISTRIBUTION SYSTEM, IT WILL BE PROVIDED WITH AN ASSE #1013
TESTED AT 150 PSI TO ASSURE WATER TIGHTNESS PRIOR TO
AMK
JRR
REDUCED PRESSURE BACKFLOW ASSEMBLY (RPZ) SHALL BE
BACKFILLING, OR
Project Number:
INSTALLED ABOVE GROUND, WITH A "WYE" STRAINER AND WITHIN 50' 2• EITHER THE WATER MAIN OR THE SANITARY SEWER LINE
OF THE DOMESTIC TEE. RPZ SHALL BE INSTALLED DIRECTLY INSIDE
MAY BE ENCASED IN A WATERTIGHT CARRIER PIPE, WHICH
GRAPHIC SCALE
BUILDING OR OUTSIDE, ABOVE GROUND IN AN ASSE #1060
EXTENDS 10 FEET ON BOTH SIDES OF THE CROSSING,
20-0014-27
ENCLOSURE WITH UNIONS AS LONG AS IT IS 50' FROM DOMESTIC TEE
MEASURED PERPENDICULAR TO THE WATER MAIN. THE CARRIER
0 30 60 120
IF THE POOL IS DIRECTLY TIED TO CITY OF DURHAM'S DISTRIBUTION
PIPE SHALL BE OF MATERIALS APPROVED BY THE CITY OF
NC GRID NAD
83
SYSTEM.
DURHAM FOR USE IN WATER MAIN CONSTRUCTION.
Drawing Number:
C.7.0
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SANITARY SEWER PROFILE
H: 1"=40'
V: 1" = 4'
CITY PIN NO: 0709-31-52-6652
DURHAM SITE PLAN #D2200233
CITY OF DURHAM
APPROVED
ENGINEERING
DATE
STORMWATER
DATE
TRANSPORTATION
DATE
WATER MANAGEMENT
DATE
FLOODPLAIN
DATE
BENCHMARK DATA - GPS OPUS
NAME
ELEVATION
NORTHING
EASTING
36 - MAG NAIL SET
308.63'
791,453.086
2,003,050.389
37 - MAG NAIL SET
305.11'
791,547.385
2,003,049.768
38 - MAG NAIL SET
301.52'
791,758.821
1 2,003,074.963
LEGEND
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Iron Pipe Found
X
Ex. Fence Line
— —
Right of Way
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WA
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s WA 8" WA
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- - - -
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Prop. Treeline
— —
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TPF
Tree Protection Fence
— LOD LOD —
Limits of Disturbance
FLOOD NOTE
THIS DEVELOPMENT WITHIN THIS SITE IS NOT LOCATED IN ANY SPECIAL FLOOD
HAZARD AREAS OR FUTURE CONDITIONS FLOOD HAZARD AREAS, AS SHOWN ON:
FIRM PANEL: 3720070900K
EFFECTIVE DATE: OCTOBER 19, 2018
PROJECT NOTES
1. THE CONTRACTOR SHALL VERIFY LOCATIONS, ELEVATIONS, AND SIZES OF
EXISTING PUBLIC UTILITIES PRIOR TO ANY EXCAVATIONS, GRADING, OR
INSTALLATION OF UNDERGROUND UTILITIES ON OR ADJACENT TO THE
PROJECT. ANY DIFFERENCES SHALL BE REPORTED TO THE OWNER,
ENGINEER.
2. CONSTRUCTION OF ALL WATER, SEWER, AND STREETS SHALL BE IN
ACCORDANCE WITH THE CITY OF DURHAM STANDARDS AND SPECIFICATIONS,
INCLUDING THE N.C. BUILDING CODE, FIRE CODE, AND PLUMBING CODE, AND
ACCESSIBILITY CODE, LATEST EDITIONS.
3. CONTRACTOR SHALL CONTACT EACH UTILITY COMPANY TO COORDINATE ANY
RELOCATIONS AND ADJUSTMENTS THAT MAY BE REQUIRED FOR THE
CONSTRUCTION OF THE PROJECT.
4. DESIGN, INSTALLATION, AND COORDINATION OF ELECTRIC SERVICE, NATURAL
GAS, AND COMMUNICATIONS CABLE BY RESPECTIVE UTILITY COMPANIES.
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Drawing Number:
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DURHAM SITE PLAN #D2200233
CITY OF DURHAM
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FLOODPLAIN
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Scale: H: 1" = 40'
V: 1"=4'
Drawn By: Checked By:
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4
Project Number:
20- 0014- 27
Drawing Number:
0
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306• 67
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FACE f CURB DATA:
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PROP. 30" STANDARD
CURB AND
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- -
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- - - -
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FARRINGTON ROAD
(S.R. 1110 - PUBUC R/W VARIES)
FARRINGTON RD INTERSECTION
FACE f CURB DATA:
A=7'38'42" - --T_310.50 - -
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STREET 1
LJ
FACE (CURB DATA:
A=90'00'00"
R=30.00' 1
ArcL=47.12'
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FACE f CURB DATA:
A=13*03'00"
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STREET 1 AND STREET 2 INTERSECTION
I C J � U FACE/CURB DATA:
FACE/CURB DATA: I COO0 o o I A=19'10'13"
A=19'38'24" o (L- (.) Q -io o R=29.89'
R=29.18' _ _ _ T 307.32 r� w _ _ 30- - o N - - - T 307.32 ArcL=10.00'
r _ T 307 -- --- - 2.0% 2.0% - �+--*------ ° r rr
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ADVANCED
CULP HILL DRIVE AND STREET 2 INTERSECTION
1" = lo'
CITY PIN NO: 0709-31-52-6652
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Project Number:
20- 0014- 27
Drawing Number:
C.9.0

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FACE f CURB DATA:
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_ T 314.72
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STREET 1 AND STREET 3 INTERSECTION
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FACE f CURB DATA:
0=90'00'00"
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ArcL=47.12'
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Date: 11 /22/2022
Scale: 1" = 10'
Drawn By: Checked By:
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Project Number:
20- 0014- 27
Drawing Number:
C.9.1
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HIGH SIDE OF SHELF
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TYPICAL AQUATIC SHELF PLANTING LAYOUT
SCALE: NTS
CODE
QTY.
BOT. NAME / COMMON NAME
I SIZE
COND
SPACING
MIX A
EMERGENT DEEP (6"-3" BELOW WATER LEVEL)
PE VI
51
Peltandra virginica
18"
plug
18" o.c.
Arrow Arum
Field Locate
SA LA
64
Sagittaria latifolia
9..
plug
18" o.c.
Broad -Leaf Arrowhead
Field Locate
PO CO
51
Pontederia cordata
9"
plug
18" o.c.
Pickerel Weed
Field Locate
MIX B
EMERGENT SHALLOW (3"-0" BELOW WATER LEVEL)
IR VI
51
Iris virginica
18"
plug
18" o.c.
Blue Flag Iris
Field Locate
JU EF
51
Juncus effusus
9..
plug
18" o.c.
Common Rush
Field Locate
SA LA
51
Sagittaria Iatifolia
9"
plug
18" o.c.
Broad -Leaf Arrowhead
Field Locate
MIX C
EDGE (0"-3" ABOVE WATER LEVEL)
AS IN
51
Asclepias incarnata
24"
plug
18" o.c.
Swamp Milkweed
Field Locate
CA ST
64
Carex stricta
18"
plug
18" o.c.
Common Tussock Sedge
Field Locate
CA VU
51
Carex vulpinoidea
18"
plug
18" o.c.
Brown fox Sedge
Field Locate
MIX D
SATURATED (3"-6" ABOVE WATER LEVEL)
CA ST
51
Carex stricta
18"
plug
18" o.c.
Common Tussock Sedge
Field Locate
LO CA
51
Lobelia cardinalis
18"
plug
18" o.c.
Cardinal Flower
Field Locate
LO SI
51
Lobelia siphilitica
24"
plug
18" o.c.
Great Blue Lobelia
Field Locate
NOTES: SIZE INDICATED AT TIME OF PLANTING.
WET DETENTION POND #1: BASIN SIZING, CALCULATIONS, AND REQUIREMENTS
REQUIRED SURFACE AREA FOR PERMANENT POOL
TOTAL DRAINAGE AREA TO BASIN: 6.8 AC
IMPERVIOUS AREA DRAINING TO BASIN: 4.1 AC
PERCENT IMPERVIOUS COVER: 60.3%
MAIN POOL AVG. DEPTH (NOT SUBMERGED - TABLE 1): 5.5 FT
SURFACE AREA/DRAINAGE AREA RATIO (SA/DA): 2.41
REQUIRED SURFACE AREA: SA = (2.41 /100)*(6.8 AC)*(43,560 SF/AC)
= 7,139 SF
PROVIDED SURFACE AREA: SA = 7,576 SF
MAIN POOL SURFACE AREA ELEV: 293.5
SURFACE AREA PROVIDED > SURFACE AREA REQUIRED
7,576 SF > 7,139 SF
SIMPLE METHOD FOR RUNOFF VOLUME
Rv = RUNOFF COEFFICIENT (UNITLESS)
la = IMPERVIOUS FRACTION (UNITLESS)
Dv = DESIGN VOLUME (CF)
Rd = DESIGN STORM DEPTH (IN)
A = DRAINAGE AREA (AC)
Rv = 0.05 + 0.9 * (la)
Rv = 0.05 + 0.9 * (.603)
Rv = 0.593
Dv = 3630 * Rd * Rv * A
Dv = 3630*1 *0.593*6.8
Dv = 14,629 CF
VOLUME FROM 1-INCH PROVIDED BETWEEN ELEVATIONS 293.5 AND 295.3
PROVIDED VOLUME FROM 1" OF RUNOFF = 18,640 CF
VOLUME PROVIDED > VOLUME REQUIRED
18,640 CF > 14,629 CF
DURHAM VOLUME REQUIREMENT CALCULATIONS
REQUIREMENT: PROVIDE STORMWATER DETENTION SUCH THAT THE
POST -DEVELOPED FLOWS ARE LESS THAN THE PRE -DEVELOPED FLOWS FOR
THE 1, 2, 10, & 100-YEAR STORMS. RUNOFF VOLUME DRAWDOWN TIME SHALL
BE BETWEEN 48 AND 120 HOURS.
-15"ST 62------------------------------ LOD - LOD - - EARRING \\
LUIJ TON ROAD
------ -----15"ST------ LOD - LOD
\ \ \ TW:303.0
\ \ BW:303.0 \-------------- 61 - -- ---
-
_---
` \ \ \ \ \ 304307
305 300-
303
Sl _
\\ \ \ 38 302 \ 302---
` `fl \ 301
` \ 309 1 \ 300 \ / 30 301 300
� 1
\ ® \ \TW: 307.0 \ \ \ 1 I 299 ' \ \ \ \ I I 299 1 \ -
` BW:296.0 \ \ 298 O 298 -295 -
\ \ \ \ 1 \ PROP. 20' STORM - �, 1
` \ ` \ \ \ \ \ \ \ \ 297 296 10' VEGETATIVE SHELF ` DRAINAGE EASEMENT 296
L0 ` ` _ %295 \ _
SEDIMENT LEVEL ELEV: 284.00 N 2s5 \ _ 60 294 20,
29 \
\ 4 °
BOT. POND ELEV: 285.00 \ 00 �293,50 °a T P,III
\ MAIN POOL ELEV: 293.50 ` N \ \ N \ o ,293.50 \ I - 300
T 100 YEAR ELEV: 298.20
\ \ \ \ \ y \ \ 293 292 / / \ \ \ 293,50+ I ° PROP. TEMPORARY
\\ TOP BERM ELEV: VARIES 299.00 TO 301\00 \ NC1q \ \ \ \ 291 �,, I CONSTRUCTION EASEMENT
° to N L \
\ \ \ \ 0) m i 289 rn-
\ \ N 293.50 288 N \
\ \ LLI av 293.50 287• \ \ 00 \ - 293 -
N 0 oU 0 286 \ -
\ \ \ \ RIP -RAP 00
293.50 285 \ \ o' \
\ \ \ N LL 0 293.50 284 \ y. N
\ ` \ WET POND #1 \ \ 2ss-� N rnN Ln II
N � � RIP -RAP
04 V SCM ACCESS AND 10, \ \ / N N 0)
\ \ \ \ \ \ \ \ \ MAINTENANCE EASEMENT ` \ \ \ N
285 284 \ \ \ \ \ 67 \ I� EX. WETLANDS
287 286 \ \ \III / suLL
CIDrn 29 290 289`288
N \ 293 292 1 \ \ , S \
1293.50 \ (� \ \ 24�
TW:307.0 \ \ \ \ 298.00: 298.0o \
BW:296.0, PROP. TEMPORARY
\ \ \ \ \ \ \ 294 \ \ �293,50 \ \ \ CONSTRUCTION EASEMENT
\ I \ \°"� \ ` \ \ \ 296 295 o \ 1293.50 \ -292
\ \ 297 \ i \ -
\ 309 \ \ \ \ ` \ \ 298
\ \ \ ` 299 1 298.00 �� \-APPROX. LOCATION.
15.. ST 31 \ \ 3pp ` \ 298 I r',�s \ OF EX. 30' DUKE
\ \ \ p \ 302 301 ENERGY CAROLINAS
\ g ^ 303 P \ \ \ \ \ RIGHT OF WAY
30 \ \ \ „�O \ 304 N ` \ \ ` \ \ \ PROP. 5' \ (DB 6703, PG 895)/
\ \ \ 305 ASPHALT PATH
\ \ \ 306
\ \ 10' VEGETATIVE SHELF \ 1 \
1 \ \ \ \ \ \ \ TW: 307.0 \ ` \ \ \ \ \ \ \ \ \ 299
\ BW:3.07.0 \ `\ \ \ \ \ \ PROP. R/W
2
\ \ \ \ \ \ fps \ \ \ 15"--ST
\ \ \ \ \ \ \ STREET 1 \ \11
s \ \ \ \ \ \ \ \
o ` \ ` PROP. 50' CITY OF
24" ST ` \ ` \ \ \ N \ 11 \ \ N \ p \o w \ \ \ \ DURHAM SANITARY \
w\ 4 \ \
\ \
NOTES
BASIN REQUIREMENTS
MAIN POND BOTTOM ELEV: 285.00
MAIN POND BOTTOM SEDIMENT ELEV.: 284.00
FOREBAY BOTTOM ELEVATIONS: 289.00
FOREBAY BOTTOM SEDIMENT ELEV: 288.00
MAIN POND PERMANENT POOL ELEV: 293.50
TEMPORARY POOL ELEV: 295.30
LOWER VEGETATIVE SHELF ELEV: 293.00
UPPER VEGETATIVE SHELF ELEV: 294.00
MAIN POND BERM ELEVATION: 299.50
MAIN POND EMERGENCY SPILLWAY ELEV: 298.00
FOREBAY BERM ELEVATION: 296.00
FOREBAY SPILLWAY ELEV: 293.50
MAIN POND VOLUME: 24,690 CF (285.0 TO 293.5)
FOREBAY VOLUME: 4,872 CF (289.0 TO 293.5)
FOREBAY VOLUME PERCENTAGE = 4,872 / 24,690 = 19.7%
TEMPORARY POOL VOLUME: 18,640 CF
INTERIOR MAIN POOL SIDE SLOPES BELOW PERMANENT POOL: 2:1
INTERIOR BASIN SIDE SLOPES ABOVE PERMANENT POOL: 3:1
INTERIOR FOREBAY SLOPES: 2:1
EXTERIOR BASIN SIDE SLOPES: 3:1
BUOYANCY CALCULATIONS
RISER: (2(4'xO.67') + 2(5.33xO.67')) x 5.5' = 69 CF
FOOTING: 1' X 9.33' X 9.33' = 87 CF
GROUT: 1'X4'X4'=16CF
CONCRETE VOLUME X CONCRETE DENSITY =
= (69 CF + 87 CF + 16 CF) X 150 LBS./CF
= 25,800 LBS.
WEIGHT OF WATER DISPLACED (UPWARD FORCE
RISER: 5.33' X 5.33' X 5.5' = 156 CF
FOOTING: 1' X 9.33' X 9.33' = 87 CF
WATER VOLUME X WATER DENSITY
= (156 CF + 87 CF) X 62.4 LBS./CF
= 15,163 LBS. < 25,800 LBS.
STRUCTURE WILL NOT FLOAT
\ 24"\ \ \ \ \ \ �\ ` \ zo \ �, \ SEWER EASEMENT, \
\ \ \ \ \ \ \ \`96,� EX. 10' UTILITY
\ F \ ` �� EASEMENT
\ \ \ \ \ \ \ \ \ \ \ \ \ \ (DB 6519, PG 868'
\\ \ O �R., , \ \ �3os \ \ 16 \ \ \1 I \ \\ \\ / \\ \ \\ i\
WET POND #1 PLAN
1. PLACEMENT OF ANY FILL MATERIAL MUST BE CONDUCTED UNDER THE OBSERVATION OF
A QUALIFIED LICENSED GEOTECHNICAL ENGINEER AND UPON COMPLETION OF THE
EARTHWORK ACTIVITIES THE CITY OF DURHAM STORMWATER MANAGEMENT OFFICE MUST BE
PROVIDED WITH A FINAL GRADING REPORT THAT INCLUDES THE CORRESPONDING
COMPACTION TEST RESULTS AND CERTIFIES THE TYPE OF FILL MATERIAL AND ITS PROPER
PLACEMENT WITH AS -BUILT.
2. ALL FILL MATERIAL TO BE USED FOR DAM EMBANKMENT SHALL BE TAKEN FROM
BORROW AREAS APPROVED BY THE ON -SITE GEOTECHNICAL ENGINEER. FILL MATERIAL
SHALL BE CONSTRUCTED OF CLEAN STRUCTURAL SOIL, FREE OF ROOTS, STUMPS, WOODS,
STONES GREATER THAN 6" AND OTHER OBJECTIONABLE MATERIAL. SCARIFY SURFACES
BEFORE PLACING FILL. PLACE FILL IN 6-8 INCH LOOSE LIFTS. COMPACT TO AT LEAST 95%
OF THE STANDARD PROCTOR DENSITY.
3. 6-12 INCHES OF CLAY SOIL (MINIMUM 15% PASSING THE #200 SIEVE AND A MAXIMUM
PERMEABILITY OF (1 X 10"-5 CM/SEC) SHALL BE PLACED ALONG THE DAM EMBANKMENT
AT AND BELOW THE NORMAL POOL OF 293.5 TO SUSTAIN A PERMANENT POOL.
4. SLOPES ABOVE PERMANENT POOL SHALL BE SEEDED AND STABILIZED WITH GRASS.
5. PRINCIPAL SPILLWAY PIPE INSTALLATION SHALL BE CERTIFIED BY THE ON -SITE
GEOTECHNICAL ENGINEER.
2'-0" 8" 4'-0" 8" 2'-0"
PROVIDE STANDARD MANHOLE
STEPS ON INSIDE WALL OF
N RISER AS SHOWN
00 ° 3000 PSI REINF.
a CONCRETE FOOTING
3" PVC W/
2.5" ID ORIFICE
FOR 48-HOUR
DRAWDOWN 24" RCP
Xz
sP . (1) 9"Hx24"W
ORIFICE
n ° .
00
(1) 9"Hx24"W
0 3000 PSI REINF.. ORIFICE
iv CONCRETE RISER
STRUCTURE
PLAN VIEW OF RISER STRUCTURE
TOP RISER = 297.50'
(2) 9"Hx24"W ORIFICE
INV. ELEV. = 295.30' BERM
2.5" DIAMETER ORIFICE ELEV = 293.50'
1.30' FREE BOARD
ELEVATION 299.50 10'
100-YEAR ELEVATION = 298.20'
24" RCP PIPE
10-YEAR ELEVATION = 297.21'
3
1 3
W/ FLARED
END SECTION
TEMPORARY POOL ELEVATION = 295.30'
BERM ELEVATION 296.00'
3
17 PERMANENT POOL ELEVATION = 293.50'
110
1
2
- 2 - -
10' AQUATIC SHELF
11
1 FOREBAY WEIR 2 3" I.D. PVC PIPE 2
SEE PLANTING
ELEV: 293.50 �1 WITH 2.5" ORIFICE 1
DETAIL, THIS SHEET
WITH 90` BEND
CONC RISER
BOTTOM OF POND - 285.00 f
ANTI -SEEP COLLAR
.::.'.:.
COMPACTED EARTH SEDIMENT LEVEL - 284.00
INVERT = 293.00'
7' SQ x 12" THICK
CONCRETE
BOTTOM OF FOREBAY
= 289.00
BAFFLE
PRE -CAST CONC. BASE
(POURED -IN -PLACE)
(SEDIMENT LEVEL =
288.00)
SEE OUTLET STRUCTURE DETAIL
55.5 LF OF 24" DIA. WATER
TIGHT JOINT RCP CAD 0.90%
WET POND #1 SECTION
NOT TO SCALE
NOT TO SCALE
FLARED END SECTION
INV: 292.50'
SCALE: 1" = 20' NOTE:
PROVIDE KEYED IN FILTER FABRIC
UNDERNEATH RIP RAP RIPRAP APRON
CLASS 1 STONE
D50 = 4.8"
DMAX = 7.2"
APRON THICKNESS = 10
OUTLET PIPE
10.8"
0 0 0 0 0
RIP RAP SECTION VIEW (#67)
NOT TO SCALE
RIP RAP PLAN VIEW (#67)
NOT TO SCALE
NOTES:
THE HATCH SHALL LINE UP DIRECTLY ABOVE STEPS WHICH SHALL
BE INSTALLED ON THE INSIDE AND OUTSIDE OF RISER.
THE HATCH SHALL BE SECURED WITH A CHAIN AND A LOCK.
THE KEY SHALL BE HELD IN POSSESSION OF THE PARTY
RESPONSIBLE FOR MAINTENANCE OF THE POND.
ACCESS HATCH WITH FABRICATED
HINGES. (ACCESS HATCH SHALL
PROVIDE A MIN. 2'x3' CLEAR
SPACE OPENING FOR ACCESS)
NC GRID NAD 83
CITY PIN NO: 0709-31-52-6652
DURHAM SITE PLAN #D2200233
NOTE: RISER STRUCTURES WITH MULTIPLE BARREL SECTIONS
SHALL HAVE GASKETTED JOINTS.
TOP OF BERM ELEV. = 299.50
100-YEAR ELEVATION = 298.20
EMERGENCY SPILLWAY ELEV. = 298.00
TC: 297.50
10 YR. STORM ELEV. = 297.21
0
16"
1 YR. STORM ELEV. = 295.85 TYP.
(1) 9"Hx24"W ORIFICE INV. ELEV. = 295.30------. 1------------
3" I.D. PVC PIPE W/ 2.5" ORIFICE & 90° BEND o
INV. ELEV. = 293.50
PERMANENT POOL = 293.50 t
LF0
VERTICAL REINFORCING
#8 BARS @ 8" O.C.E.W. o
GROUT
_
111-111-1 I M I
II
_I III III -III
-III-III Y
BOTTOM OF POND ELEV. = 285.00
SEDIMENT LEVEL = 284.00 -11 1-1 1 1-11 1-1 1 1-11 i-i i i i i i--i i 11 i-TF111 -i -
#4 BARS - WELDED IKI
SYMMETRICAL PATTER
(WITH HATCH FOR AC
RISER STRUCTURE----.,
NOTE: TRASH RACK SHALL BE BOLTED TO THE RISER STRUCTURE.
THE BOLTS SHALL BE STAINLESS STEEL AND THE TRASH RACK
SHALL BE GALVANIZED OR PAINTED.
COMPACTED
°.
1
3
Z-1
3
3000 PSI REINF.
CONCRETE RISER
STRUCTURE
_� (1) 9"Hx24"W ORIFICE INV. ELEV. = 295.30
PROVIDE STANDARD MANHOLE
STEPS ON INSIDE WALL OF
RISER AS SHOWN
55.5 LF OF 24" DIA. WATER TIGHT
JOINT RCP OUTLET PIPE @ 0.907
- 293.00
3000 PSI REINF.
CONCRETE FOOTING
SUBGRADE HORIZONTAL REINFORCING
#4 BARS @ 8" O.C.E.W.
WET DETENTION POND #1 OUTLET STRUCTURE SECTION
TRASH GUARD
NOT TO SCALE
NOT TO SCALE
GRAPHIC SCALE
0 10 20 40
1 inch = 20 feet
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Date: 11 /22/2022
Scale: 1" = 20'
Drawn By: Checked By:
AMK JRR
Project Number:
20- 0014- 27
Drawing Number:
C.10.0

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MIX A (4) PE
MIX 8 (4) IR VI
MIX C (4) JU E
MIX D (4) AS I
(4) CA T
NOTES
20'
(5) SA LA (4) PO CO
1. PLACEMENT OF ANY FILL MATERIAL MUST BE CONDUCTED UNDER THE OBSERVATION
LOW SIDE OF SHELF
OF A QUALIFIED LICENSED GEOTECHNICAL ENGINEER AND UPON COMPLETION OF THE
282.0
EARTHWORK ACTIVITIES THE CITY OF DURHAM STORMWATER MANAGEMENT OFFICE MUST BE
(4) SA LA
PROVIDED WITH A FINAL GRADING REPORT THAT INCLUDES THE CORRESPONDING
(4 ) CA TE 10' AQUATIC SHELF
COMPACTION TEST RESULTS AND CERTIFIES THE TYPE OF FILL MATERIAL AND ITS PROPER
PLACEMENT WITH AS -BUILT.
HIGH SIDE OF SHELF
2. ALL FILL MATERIAL TO BE USED FOR DAM EMBANKMENT SHALL BE TAKEN FROM
283.0
BORROW AREAS APPROVED BY THE ON -SITE GEOTECHNICAL ENGINEER. FILL MATERIAL
(4) LO CA (4) LO SI
SHALL BE CONSTRUCTED OF CLEAN STRUCTURAL SOIL, FREE OF ROOTS, STUMPS, WOODS,
STONES GREATER THAN 6" AND OTHER OBJECTIONABLE MATERIAL. SCARIFY SURFACES
(5) LO EL
BEFORE PLACING FILL. PLACE FILL IN 6-8 INCH LOOSE LIFTS. COMPACT TO AT LEAST 95%
OF THE STANDARD PROCTOR DENSITY.
TYPICAL AQUATIC SHELF PLANTING LAYOUT
3. 6-12 INCHES OF CLAY SOIL (MINIMUM 15% PASSING THE #200 SIEVE AND A MAXIMUM
SCALE: NTS
PERMEABILITY OF (1 X 10"-5 CM/SEC) SHALL BE PLACED ALONG THE DAM EMBANKMENT
AT AND BELOW THE NORMAL POOL OF 282.5 TO SUSTAIN A PERMANENT POOL.
4. SLOPES ABOVE PERMANENT POOL SHALL BE SEEDED AND STABILIZED WITH GRASS.
5 PRINCIPAL SPILLWAY PIPE INSTALLATION SHALL BE CERTIFIED BY THE ON -SITE
CODE
QTY.
BOT. NAME / COMMON NAME
I SIZE
COND
SPACING
MIX A
EMERGENT DEEP (6"-3" BELOW WATER LEVEL)
PE VI
88
Peltandro virginica
18"
plug
18" o.c.
Arrow Arum
Field Locate
SA LA
110
Sagittaria latifolia
91,
plug
18" o.c.
Broad -Leaf Arrowhead
Field Locate
PO CO
88
Pontederia cordata
9"
plug
18" o.c.
Pickerel Weed
Field Locate
MIX B
EMERGENT SHALLOW (3"-0" BELOW WATER LEVEL)
IR VI
88
Iris virginica
18"
plug
18" o.c.
Blue Flag Iris
Field Locate
JU EF
88
Juncus effusus
9"
plug
18" o.c.
Common Rush
Field Locate
SA LA
88
Sagittaria latifolia
9"
plug
18" o.c.
Broad -Leaf Arrowhead
Field Locate
MIX C
EDGE (0"-3" ABOVE WATER LEVEL)
AS IN
88
Asclepias incarnata
24"
plug
18" o.c.
Swamp Milkweed
Field Locate
CA ST
110
Carex stricta
18"
plug
18" o.c.
Common Tussock Sedge
Field Locate
CA VU
88
Carex vulpinoidea
18"
plug
18" o.c.
Brown fox Sedge
Field Locate
MIX D
SATURATED (3"-6" ABOVE WATER LEVEL)
CA ST
88
Carex stricto
18"
plug
18" o.c.
Common Tussock Sedge
Field Locate
LO CA
88
Lobelia cardinalis
18"
plug
18" o.c.
Cardinal Flower
Field Locate
LO SI
88
Lobelia siphilitica
24"
plug
18" o.c.
Great Blue Lobelia
Field Locate
NOTES: SIZE INDICATED AT TIME OF PLANTING.
GEOTECHNICAL ENGINEER.
WET DETENTION POND #2: BASIN SIZING, CALCULATIONS, AND REQUIREMENTS
REQUIRED SURFACE AREA FOR PERMANENT POOL
TOTAL DRAINAGE AREA TO BASIN: 9.0 AC
IMPERVIOUS AREA DRAINING TO BASIN: 5.3 AC
PERCENT IMPERVIOUS COVER: 58.9%
MAIN POOL AVG. DEPTH (NOT SUBMERGED - TABLE 1):
4.0 FT
SURFACE AREA/DRAINAGE AREA RATIO (SA/DA): 2.00
REQUIRED SURFACE AREA: SA = (2.00/100)*(9.0
AC)*(43,560 SF/AC)
= 7,841 SF
PROVIDED SURFACE AREA: SA = 8,417 SF
MAIN POOL SURFACE AREA ELEV: 282.5
SURFACE AREA PROVIDED > SURFACE AREA REQUIRED
8,417 SF > 7,841 SF
SIMPLE METHOD FOR RUNOFF VOLUME
Rv = RUNOFF COEFFICIENT (UNITLESS)
la = IMPERVIOUS FRACTION (UNITLESS)
Dv = DESIGN VOLUME (CF)
Rd = DESIGN STORM DEPTH (IN)
A = DRAINAGE AREA (AC)
Rv = 0.05 + 0.9 * (la)
Rv = 0.05 + 0.9 * (.589)
Rv = 0.580
Dv = 3630 * Rd * Rv * A
Dv = 3630*1 *0.580*9.0
Dv = 18,949 CF
VOLUME FROM 1-INCH PROVIDED BETWEEN ELEVATIONS
282.5 AND 284.3
PROVIDED VOLUME FROM 1" OF RUNOFF = 21,375 CF
VOLUME PROVIDED > VOLUME REQUIRED
21,375 CF > 18,949 CF
DURHAM VOLUME REQUIREMENT CALCULATIONS
REQUIREMENT: PROVIDE STORMWATER DETENTION SUCH
THAT THE
POST -DEVELOPED FLOWS ARE LESS THAN THE PRE -DEVELOPED FLOWS FOR
THE 1, 2, 10, & 100-YEAR STORMS. RUNOFF VOLUME
DRAWDOWN TIME SHALL
BE BETWEEN 48 AND 120 HOURS.
ANDARD 4' DIA MANHOLE,
JG AND COVER
=284.00
° 1j0
30" RCP_ 30" RCP_
INV=278.16' INV=278.16(J) 7A 7
30" RCP
0.21' SUMP
4" PVC
EQUALS
PIPE
'
DEPTH
INVERT'
REQUIRED
277.95'
FOR 1"
WATER
QUALITY
RELEASE
FLOW
SPLITTER
(#69)
NOT TO SCALE
/B W:
BASIN REQUIREMENTS
/`�
TW: 293.0
MAIN POND BOTTOM ELEV.: 277.00
MAIN POND BOTTOM SEDIMENT ELEV.: 276.00
IBW:285;0 i 1
1
FOREBAY BOTTOM ELEVATIONS: 278.00
FOREBAY
FOREBAY BOTTOM SEDIMENT ELEV.: 277.00
,
MAIN POND PERMANENT POOL ELEV.: 282.50
' 22
TEMPORARY POOL ELEV.: 284.30
BW:
LOWER VEGETATIVE SHELF ELEV.: 282.00
UPPER VEGETATIVE SHELF ELEV.: 283.00
MAIN POND BERM ELEVATION: 288.00
' TW- Ann'
MAIN POND EMERGENCY SPILLWAY ELEV.: 287.00
FOREBAY BERM ELEVATION: 284.00
'
'
FOREBAY SPILLWAY ELEV.: 282.50
MAIN POND VOLUME: 22,023 CF (277.00 TO 282.5)
'
FOREBAY VOLUME: 4,371 CF (277.0 TO 282.5)
,
FOREBAY VOLUME PERCENTAGE = 4,371 / 22,023 = 19.8%
'
TEMPORARY POOL VOLUME: 21,375 CF
21 / /
INTERIOR MAIN POOL SIDE SLOPES BELOW PERMANENT POOL: 2:1
INTERIOR BASIN SIDE SLOPES ABOVE PERMANENT POOL: 3:1
INTERIOR FOREBAY SLOPES: 2:1
'
EXTERIOR BASIN SIDE SLOPES: 3:1
'
BUOYANCY CALCULATIONS
WEIGHT OF CONCRETE (,DOWNWARD FORA
'
RISER: (2(4'xO.67') + 2(5.33xO.67')) x 6' = 75 CF
FOOTING: 1' X 9.33' X 9.33' = 87 CF
GROUT: 1' X 4' X 4' = 16 CF
'
CONCRETE VOLUME X CONCRETE DENSITY =
20 /'
= (75 CF + 87 CF + 16 CF) X 150 LBS./CF
= 26,700 LBS.
WEIGHT OF WATER DISPLACED (UPWARD FORCE)
RISER: 5.33' X 5.33' X 6' = 171 CF
'
FOOTING: 1' X 9.33' X 9.33' = 87 CF
'
WATER VOLUME X WATER DENSITY
= (171 CF + 87 CF) X 62.4 LBS./CF
= 16,099 LBS. < 26,700 LBS.
/
STRUCTURE WILL NOT FLOAT
2'-0" 8"
4'-0" 8" 2'-0"
z'
DIRECTION OF FLOW
FOR 4" PVC
o
1 10"i Ix24"'W
()
PROVIDE STANDARD MANHOLE
A
ORIFICE
STEPS ON INSIDE WALL OF
N
RISER AS SHOWN
4
PLAN VIEW
-
°
00
3000 PSI REINF.
to FEET
CONCRETE FOOTING
3" PVC W/
z 5 z.o
_INFLOW PIPE EXISTING
2.5' ID ORIFICE
INV. = 277.75' GROUND
FOR 48-HOUR
DRAWDOWN
30" RCP
FINISHED GRADE
FRONT VIEW\-4"
UNDERDRAIN
(1) 10"Hx24"W
#4 BARS - WELDED IN
ORIFICE
SYMMETRICAL PATTERN
LIP OF LEVEL SPREADER
(WITH HATCH FOR ACC
STRAIGHT CURB
4" PVC
00
ELEV: 277.50 I�.If.I 4'
INV. 277.75'
(1) 10"Hx24"W
o.ze
v
0
3000 PSI REINF.
ORIFICE
ENGINEERED FILTER STRIP,
EXISTING GROUND
I
CONCRETE RISER
USE PROPOSED GRADES, ?� `
N
STRUCTURE .
SEED W/ TALL FESCUE, ,.
NOTES:
BOTTOM
OF SWALE: 275.50
1. ENGINEERED FILTER STRIP SHALL CONTAIN 6" OF TOPSOIL WITH
RISER STRUCTURE
#57K 4" UNDERDRAIN
STONE ON FILTER FABRIC 3 FEET
TO OULET AT END
APPROPRIATE SOIL AMENDMENTS TO THE AREA FOR TALL FESCUE.
PLAN
VIEW
0 F RISER STRUCTURE
FROM LEVEL SPREADER LIP INTO THE OF LEVEL SPREADER
FRO
GRASSED FILTER STRIP SECTION A -A
-
NOT TO SCALE
LEVEL SPREADER
& VEGETATIVE
FILTER STRIP
TOP RISER = 286.00'
(3) 10"Hx24"W WINDOW
INV. ELEV. = 284.30'
2.5" DIAMETER ORIFICE ELEV = 282.50'
100 YEAR ELEVATION = 286.87
24" RCP PIPE
10-YEAR ELEVATION = 286.07'
TEMPORARY POOL ELEVATION = 284.30'
101 BERM ELEVATION 284.00' PERMANANT POOL ELEVATION = 282.50'
10' AQUATIC SHEL 2 2 2 3" I.D. PVC PIPE WITH ­'�
SEE PLANTING 1 1 1 2.5" ORIFICE WITH 90° BEND 1
DETAIL, THIS SHEET
CONC RISER
SEDIMENT STORAGE - 277.00
BOTTOM OF POND - 276.00
BOTTOM OF FOREBAY - 277.00'
BERM ELEVATION 288.00' 10'
iU
fi
10' AQUATIC SHELF
SEE PLANTING
DETAIL, THIS SHEET
INVERT = 280.00'
PRE -CAST CONC. BASE J
SEE OUTLET STRUCTURE DETAIL 30" DIA. "0" RING JOINT RCP
WET DETENTION POND#2 SECTION
NOT TO SCALE
3
11
ANTI -SEEP COLLAR
7' SQ x 12" THICK
CONCRETE
(POURED -IN -PLACE)
T r1 A r-1 I I /'\ I I A r1 r'\
NOTES:
THE HATCH SHALL LINE UP DIRECTLY ABOVE STEPS WHICH SHALL
BE INSTALLED ON THE INSIDE AND OUTSIDE OF RISER.
THE HATCH SHALL BE SECURED WITH A CHAIN AND A LOCK.
THE KEY SHALL BE HELD IN POSSESSION OF THE PARTY
RESPONSIBLE FOR MAINTENANCE OF THE POND.
ACCESS HATCH WITH FABRICATED
HINGES. (ACCESS HATCH SHALL
PROVIDE A MIN. 2'x3' CLEAR ° d
SPACE OPENING FOR ACCESS)
°
FLOW SPUTTER
--- OUTLET INV: 278.00
4" PVC TO LEVEL
SPREADER INV: 277.95
NOTE: TRASH RACK SHALL BE BOLTED TO THE RISER STRUCTURE.
THE BOLTS SHALL BE STAINLESS STEEL AND THE TRASH RACK
SHALL BE GALVANIZED OR PAINTED.
NOT TO SCALE
CITY PIN NO: 0709-31-52-6652 N 0
DURHAM SITE PLAN #D2200233 r- N LO
\TW:302.0, N
---- _ _---_ BW:2851.0 -- TW:293.0'/ / ) 0
/ M
\ \RIP RAP BW:285.0 �� �' � o; 0; •
h / _ ��
- - TW: 288.0 , } o 0 t x
- - TW: 302.0 BW: 288.0 r
/ , , m 0. o
-BW:285.0
I TW: 302.0 \ - R� �O 57 oN ' i ' ' n o 0
Ww Y z
jil
a.
TW:302.0 \ TW 302.0\ �� '� a400 N FOREBAY
BW:285.0 \\ 03
BW:285.0 ` \ R`282.50' a y2 `
w ' ti
SK ,Lg h0 ti 50' 50' W
W:282.0
M 276.0 W � Prr1N � \ \ Q 10. I / % INTERMITTENT' ' / 01 Q
/ - �-+ _\ 8 . 10' BUILDING ,ti�� STREAM l i
Nry��ry �O SETBACK
Q \ N .IV
.0
288
� \\ \8 28� 28 2 � \\ ti �^ ti�--- _--tia�,•. '/' �/ / / �II`\�
288UJ
II
MENT I po
880
0
c\I \ . �p 288
N TW: 287.0
BW:277.0 \ `��� 288
� 1 ` TW: 287.0 \ \ \ \ 286
`� I TW:287.0 BW:280.0 \ `\ \ \ 1015
,' ,' 1\ I / a
BW: 281.0
1 a. an
TW 287.0 \ \ Zg�/J I z
TW: 287.0 BW: 281.0 \ \ 2 ` i % / O
BW: 283.0 ��\ `\ 83 \ _ i a.
TW: 283.0 i \ \ TW: 287.0
BW: 283.0 N - ff BW: 283.0co
PATTERSONS MILL LLC ,
` \TW: 286.0 O \ PARCEL 3
BW: 286.0, 9. 2a, 1.39 AC.
DB 6095, PG 843
o /
N SEDIMENT LEVEL ELEV: 276.00 \ \ 5251 09-31-90 1 '
\ \\ \ PIN: 0709-31-90-6186
I BOT. POND ELEV: 277.00 \ \ 280` , USE: VACANT RESIDENTIAL
MAIN POOL ELEV: 282.50 - '
100-YEAR ELEV: 286.87
' TOP BERM ELEV: 288.00
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UNDERNEATH RIP RAP
OUTLET PIPE
RIP RAP PLAN VIEW (#68)
NOT TO SCALE
RIPRAP APRON
CLASS 1 STONE
D50 = 8.4"
DMAX = 12.6"
APRON THICKNESS =
18
� O
18.9"
_F
nIM n A n C-r/\TIrlr\I \/Ir\AI � //r`O'\
NOT TO SCALE
NOTE: RISER STRUCTURES WITH MULTIPLE BARREL SECTIONS
SHALL HAVE GASKETTED JOINTS.
Jk TOP OF BERM ELEV. = 288.00
100-YEAR ELEVATION = 286.87 v
HAND WHEEL
1
10 YR. STORM ELEV. = 286.07 TC: 286.00 3
3000 PSI REINF.
o CONCRETE RISER
16" STRUCTURE
1 YR. STORM ELEV. = 284.93 TYP.
(2) 10"Hx24"W ORIFICE INV. ELEV. = 284.30
(1) 10"Hx24"W ORIFICE INV. ELEV. = 284.30 r------'---�
L---------
3" I.D. PVC PIPE W 2.5" ORIFICE & 90° BEND PROVIDE STANDARD MANHOLE
/ o INV. ELEV. 282.50
STEPS ON INSIDE WALL OF
=
PERMANENT POOL = 282.50 RISER AS SHOWN
Li
VERTICAL REINFORCING 243.7 LF OF 30" DIA. WATER TIGHT
INV. ELEV. = 280.2 JOINT RCP OUTLET PIPE @ 0.82%
#8 BARS @ 8" O.C.E.W. 6' PLUG VALVE
PIT GROUT 280.00
6" DIP INV. ELEV. = 280.5
(DEWATER)
BOTTOM OF POND ELEV. = 277.00
SEDIMENT LEVEL = 276.00 --
COMPACTED
SUBGRADE
HORIZONTAL REINFORCING
#4 BARS @ 8" O.C.E.W.
TOP OF FOOTING ELEVATION: 279.00
3000 PSI REINF.
CONCRETE FOOTING
WET DETENTION POND #2 OUTLET STRUCTURE SECTION
NOT TO SCALE
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Date: 11 /22/2022
Scale: 1" = 30'
Drawn By: Checked By:
AMK JRR
Project Number:
20- 0014- 27
Drawing Number:
CA 0.1
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TREE REPLACEMENT AREA REQUIREMENTS (CONSTRUCTED BUFFER)
0.4 OPACITY, 20 FEET MINIMUM WIDTH
20' WIDTH (ALT. 1)
3 DECIDUOUS CANOPY TREES
1 EVERGREEN CANOPY TREE
2 DECIDUOUS UNDERSTORY TREES
5 EVERGREEN UNDERSTORY TREES
40 SHRUBS
EVERY 100 LINEAR FEET
65 LF + 166 LF + 523 LF + 133
LF + 240 LF + 59 LF + 304 LF =
1,490 TOTAL LF
3 DECIDUOUS CANOPY TREES PER 100 FT =
3•(1,490/100) = 45 TREES REQUIRED
45 TREES PROVIDED
1 EVERGREEN CANOPY TREE PER 100 FT =
1•(1,490/100) = 15 TREES REQUIRED
15 TREES PROVIDED
2 DECIDUOUS UNDERSTORY TREES PER 100 FT
2•(1,490/100) = 30 TREES REQUIRED
30 TREES PROVIDED
5 EVERGREEN UNDERSTORY TREES PER 100 FT
5•(1,490/100) = 75 TREES REQUIRED
75 TREES PROVIDED
40 SHRUBS PER 100 FT
40•(1,490/100) = 596 SHRUBS REQUIRED
596 SHRUBS PROVIDED
TRA1:
65 LF
TRA5:
240 LF
REQUIREMENTS:
2 (DECIDUOUS CANOPY TREES)
REQUIREMENTS:
7 (DECIDUOUS CANOPY TREES)
1 (EVERGREEN CANOPY TREES)
2 (EVERGREEN CANOPY TREES)
2 (DECIDUOUS UNDERSTORY TREES)
5 (DECIDUOUS UNDERSTORY TREES)
3 (EVERGREEN UNDERSTORY TREES)
12 (EVERGREEN UNDERSTORY TREES)
26 (SHRUBS)
96 (SHRUBS)
PROVIDED:
2 (DECIDUOUS CANOPY TREES)
PROVIDED:
7 (DECIDUOUS CANOPY TREES)
1 (EVERGREEN CANOPY TREES)
2 (EVERGREEN CANOPY TREES)
2 (DECIDUOUS UNDERSTORY TREES)
5 (DECIDUOUS UNDERSTORY TREES)
3 (EVERGREEN UNDERSTORY TREES)
12 (EVERGREEN UNDERSTORY TREES)
26 (SHRUBS)
96 (SHRUBS)
TRA2:
166 LF
TRA&
59 LF
REQUIREMENTS:
5 (DECIDUOUS CANOPY TREES)
REQUIREMENTS:
2 (DECIDUOUS CANOPY TREES)
2 (EVERGREEN CANOPY TREES)
1 (EVERGREEN CANOPY TREES)
3 (DECIDUOUS UNDERSTORY TREES)
1 (DECIDUOUS UNDERSTORY TREES)
8 (EVERGREEN UNDERSTORY TREES)
3 (EVERGREEN UNDERSTORY TREES)
67 (SHRUBS)
24 (SHRUBS)
PROVIDED:
5 (DECIDUOUS CANOPY TREES)
PROVIDED:
2 (DECIDUOUS CANOPY TREES)
2 (EVERGREEN CANOPY TREES)
1 (EVERGREEN CANOPY TREES)
3 (DECIDUOUS UNDERSTORY TREES)
1 (DECIDUOUS UNDERSTORY TREES)
8 (EVERGREEN UNDERSTORY TREES)
3 (EVERGREEN UNDERSTORY TREES)
67 (SHRUBS)
24 (SHRUBS)
TRA3:
523 LF
TRA7:
304 LF
REQUIREMENTS:
16 (DECIDUOUS CANOPY TREES)
REQUIREMENTS:
9 (DECIDUOUS CANOPY TREES)
5 (EVERGREEN CANOPY TREES)
3 (EVERGREEN CANOPY TREES)
11 (DECIDUOUS UNDERSTORY TREES)
6 (DECIDUOUS UNDERSTORY TREES)
26 (EVERGREEN UNDERSTORY TREES)
15 (EVERGREEN UNDERSTORY TREES)
209 (SHRUBS)
122 (SHRUBS)
PROVIDED:
16 (DECIDUOUS CANOPY TREES)
PROVIDED:
9 (DECIDUOUS CANOPY TREES)
5 (EVERGREEN CANOPY TREES)
3 (EVERGREEN CANOPY TREES)
11 (DECIDUOUS UNDERSTORY TREES)
6 (DECIDUOUS UNDERSTORY TREES)
26 (EVERGREEN UNDERSTORY TREES)
15 (EVERGREEN UNDERSTORY TREES)
209 (SHRUBS)
122 (SHRUBS)
TRA4:
133 LF
REQUIREMENTS:
4 (DECIDUOUS CANOPY TREES)
1 (EVERGREEN CANOPY TREES)
3 (DECIDUOUS UNDERSTORY TREES)
7 (EVERGREEN UNDERSTORY TREES)
53 (SHRUBS)
PROVIDED:
4 (DECIDUOUS CANOPY TREES)
1 (EVERGREEN CANOPY TREES)
3 (DECIDUOUS UNDERSTORY TREES)
7 (EVERGREEN UNDERSTORY TREES)
53 (SHRUBS)
20' BUFFER
(0.4 OPACITY)
Plant Symbol Legend
TRA1 = 0.02 AC.
+
Red Maple Nellie Stevens Holly
Overcup Oak Eastern Redbud
O
IIIdE
a
Southern Red Oak Compact Inkberry
•
Sugar Maple O Carolina Allspice
I
20' BUFFER
Lob1o11yPine O Indian Hawthorn
(0.4 OPACITY)
American Hornbeam
,.�
DALE E. SCHNEIDER
r..
Willow Oak
5.91 AC.
DB 8270, PG 648
PB 58, PG 81
5307 FARRINGTON RD
River Birch
PIN: 0709-30-65-0652
ZONED: RR(D)
SUBURBAN TIER
o
Little Leaf Linden
F/J-B WATERSHED
USE: RESIDENTIAL/1-FAMILY
10' NO -BUILD
SETBACK
HOLT \
\
PG
730
GTON RD \
-92-6609
S-20 !�
N TIER
ERSHED
AL/1-FAMILY
O
100' BUFFER
O
v)
PERENNIAL _
STREAM _
STREET TREE PLANTING CALCULATIONS
INTERNAL STREET FRONTAGE LENGTH: 5,645 LF
REQUIREMENTS:
1 TREE/40 LF
5,645 LF/40 LF = 141 TREES REQUIRED
PROVIDED:
141 TREES PROVIDED
FARRINGTON ROAD STREET FRONTAGE LENGTH: 747 LF
REQUIREMENTS:
1 TREE/40 LF
747 LF/40 LF = 19 TREES REQUIRED
PROVIDED:
19 TREES PROVIDED
LANDSCAPE CALCULATIONS - VEHICULAR USE AREA (VHA)
AMENITY CENTER
TOTAL VEHICLE USE AREA:
4,227 SF
REQUIREMENTS:
1 TREE/2000 SF VUA
4,227 SF/2000 SF = 2.11 TREES
2 TREES REQUIRED
1 SHRUB/250 SF VUA
4,227 SF/250 SF VUA = 16.9 SHRUBS
17 SHRUBS REQUIRED
PROVIDED:
2 TREES PROVIDED
17 SHRUBS PROVIDED
REQUIRED PLANTING AREA:
4,227 SF X 15% = 634 SF PROVIDED
7-IG 8-IG
r�v0�000000 �T'O©I �0© 00000�►�r
-D 'D
CITY PIN NO: 0709-31-52-6652
DURHAM SITE PLAN #D2200233
LEGEND J
TREE SAVE AREA (TSA)
TREE REPLACEMENT AREA (TRA)
RECREATIONAL OPEN SPACE
GRAPHIC SCALE
0 30 60 120
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- -� 1 inch = 60 feet Q
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NC GRID NAD 83
a 'a - RECREATIONAL
_ _J
OPENSPACE
- _ =(C UBHOUSE &POOL) _ _ - -
_ p U
- � 0.23 AC. = D - -
-
OPEN SPACE = 0.24 AC.I II a WA -
� + WAWA - TRA4 = 0.13 AC. - � - -- ----- --
TRA3 = 0.23 AC. _ _ + NA PROP.
WA
+ - - _
I I � � L� � - - WAS
I I I 1-AR, TYP. - - _ -- _ _ _ - - - - TRA5 = 0.01 AC. - WA
I I I III II II- _
� T
-WA
- WA
20' BUFFER 7 1-AR OPEN SPACE = 1.16 AC., OPACITY) \2 • 6 1-QYP. `5 -- w4 BUFFER 3 �a2 o
t•l
(0.4 OPACITY) _ a.
8-IG //- a
\\
ROBERT BRIAN POPP I II �J I I 1-QF, TYP. % I ''L �'''� �� 1 �� _ \ \� - J
3.14 AC. I I S � � \- I- a.
TREET 1J 9-RD WET POND #1 �� 1 \ \ �� DB 22, PG 81 I II p RESEARCH TRIANGLE REGIONAL PUBLIC
�Illc �Illt, �/ � i PB 22, PG 37 I a �� : I 1-AR TRANSPORTATION AUTHORITY
5217 FARRINGTON RD � � I � A � �/ � `� � A�6 =�0.02 AC. � 1 1.03 AC.
PIN: 0709-30-28-3559 _ - WA - SA S SA SA ® % 1 ➢ DB 8.03 C. 708
ZONED: N TIE WA SA , / PB 122, PG 66
SUBURBAN TIER SA SA STREET 1 PIN: 0709-32-21-4977
F/J-B WATERSHED WA SA / / I ZONED: RS-M
USE: RESIDENTIAL/1-FAMILY WA VA A SA 1
WA WA WA SA SA Sq I \/ ➢ 1
I I C- � Q WA WA SA SA SA
I I i 8 Il - II -�� \ / ri WA IN ` \ \ 1
L/
- - 64 T I - \
20' BUFFER L r- n
II (0.4 OPACITY) I 20' 53 PROP. STREET II II -��� v
- - L Q LIGHT POLE, TYP. II II 1-QF, TYP.
TRA2 = 0.07 AC. I � Q � � � � II II SA � � �\ �\\\ \\ � � SA N
OPEN SPACE = 0.28 AC_ - - - JI L M 63 9 I - II I� 41
TSA = 0.08 AC.
- - L 54 w> 51--_ \ \ \ Z
LU
r - - W li I
l------- 10 x Cn Q - L II 43 D it \ �\ \� ��\' /' '/ s9 ~ 0 Z
zz:--__ _ L - co 62 J II_I� -J 40 II 20' 1 \�\� 9 1 11� // Z 0 Q Z
_ _ 55 - 20' BUFFER \ J Q
II T7'-= _ 0 II (0.4 OPACITY) \� // // a W J
_- II 1-QL, TYP. L 5 -� \ \ / _ //��
01 II I -- �� L - a L 44 I �C z Z 1�
16 I I I - 56 �, 1 QL, TYP. - I / \� z H o'
I' I II I _ �---ILIL � � � �- 'I �'� \� -� �oc��oa
IJ L I I 15 I � � - � � � - - I I - - J 49 45 i - � - - � � \ \\ " � v C)
_J I 14 I 2 II II[ - J J /' II - \ \ _ O
_I L ,�I \ Q� 60 II II �Q - _ 38 i� \�\ moo- 0 o
+ L/ I - II II 57 - �� \ \ ��y Cl) w Z
WA SA SA + 1-AR, TYP. I L 48 I I \ \ LL
WA Sq + / / 1 �I II J L 46 -1� TRA7 = 0.15 AC. \ \\ Q = O J
4
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0
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+ 537 0 5$ REGIONAL PUBLIC 47 O
RESEARCH TRIANGLE
/ TRANSPORTATION AUTHORITY
+ + Wq I SA S
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REPLACEMENT TREE COVERAGE CALCULATIONS FOR TRA8
TRA8 AREA:
1.37 ACRES
REPLACEMENT TREE COVERAGE CREDIT REQUIRED:
(1.37 AC.) x (43,560 SF) = 59,677 SF
TOTAL # OF 2.5" CALIPER TREES: 267 TREES
TOTAL # OF 8-10' HEIGHT TREES: 26 TREES
TOTAL # OF 7'-8' HEIGHT TREES: 24 TREES
REPLACEMENT TREE COVERAGE CREDIT PROVIDED:
(267x200) + (26x150) + (24x100) = 59,700 SF
FgRRINGTON RO-
(S•R. 1110 -PUBLIC R/W VARIES) D -
100' HIGHWAY CORRIDOR SETBACK
INTERMITTENT
STREAM
TRA8 PLANTINGS
TYPE
KEY
QTY.
BOTANICAL NAME
COMMON NAME
MINIMUM
INSTALLED SIZE
ROOT
DECIDUOUS
AH
67
CARPINUS CAROLINIANA
AMERICAN HORNBEAM
2 CAL.
B&B
DECIDUOUS
QP
72
QUERCUS PHELLOS
WILLOW OAK
2 CAL.
B&B
DECIDUOUS
BN
67
BETULA NIGRA
RIVER BIRCH
2 CAL.
B&B
DECIDUOUS
TC
70
TILIA CORDATA
LITTLE LEAF LINDEN
2 CAL.
B&B
EVERGREEN
PT
26
PINUS TAEDA
LOBLOLLY PINE
8'-10' HEIGHT
B&B
EVERGREEN
IN
14
ILEX X 'NELLIE R. STEVENS'
NELLIE STEVENS HOLLY
7'-8' HEIGHT
B&B
L TRA8 = 1.37 AC.
OPEN SPACE = 6.22 AC.
RECREATIONAL
OPEN SPACE
(TRAIL)
1.15 AC.
INITERS� - 40
RIW VARIES)
(PU61-1C
STREET TREE PLANTINGS
TYPE
KEY
QTY.
BOTANICAL NAME
COMMON NAME
MINIMUM
INSTALLED SIZE
ROOT
DECIDUOUS
AR
73
ACER RUBRUM
RED MAPLE
2 CAL.
B&B
DECIDUOUS
QL
35
QUERCUS LYRATA
OVERCUP OAK
2 CAL.
B&B
DECIDUOUS
QF
52
QUERCUS FALCATA
SOUTHERN RED OAK
2 CAL. I
B&B
PIN. 0709-32-51-5984
ZONED: RS-M
SUBURBAN TIER
F/J-B WATERSHED
USE: COM/CELL TOWER SITE
LANDSCAPING NOTES:
1. ALL PLANTINGS WITHIN THE SIGHT DISTANCE TRIANGLES MUST BE 30
INCHES OR LESS IN HEIGHT OR MUST BE LIMBED UP TO PROVIDE 8'
FROM THE LOWEST LIMBS TO THE CURB LINE ELEVATION OR THE
NEAREST TRAVEL WAY IF NO CURBING EXISTS.
TREE REPLACEMENT AREA PLANTINGS (CONSTRUCTED BUFFERS)
TYPE
KEY
QTY.
BOTANICAL NAME
COMMON NAME
MINIMUM
INSTALLED SIZE
ROOT
CANOPY TREES
DECIDUOUS
AS
45
ACER SACCHARUM
SUGAR MAPLE
2 J" CAL.
B&B
EVERGREEN
PT
15
PINUS TAEDA
LOBLOLLY PINE
8' HEIGHT
B&B
UNDERSTORY TREES
DECIDUOUS
CC
30
CERCIS CANADENSIS
EASTERN REDBUD
6' HEIGHT
B&B
EVERGREEN
IN
75
ILEX X 'NELLIE R. STEVENS'
NELLIE STEVENS HOLLY
6' HEIGHT
B&B
SHRUBS
EVERGREEN
IG
224
ILEX GLABRA 'COMPACTA'
COMPACT INKBERRY
18"
CONT.
DECIDUOUS
CA
223
CALYCANTHUS FLORIDUS
CAROLINA ALLSPICE
18-24"
CONT.
EVERGREEN
RD
149
RHAPHIOLEPIS INDICA
INDIAN HAWTHORN
18-24"
CONT.
MISCELLANEOUS PLANTINGS
TYPE
KEY
QTY.
BOTANICAL NAME
COMMON NAME
MINIMUM
INSTALLED SIZE
ROOT
CANOPY TREES
DECIDUOUS
AR 1
2
ACER RUBRUM
RED MAPLE
2 CAL.
B&B
SHRUBS
EVERGREEN
IG
214
ILEX GLABRA 'COMPACTA'
COMPACT INKBERRY
18"
CONT.
EVERGREEN
RD
143
RHAPHIOLEPIS INDICA
INDIAN HAWTHORN
18-24"
CONT.
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Date: 11 /22/2022
Scale: 1" = 60'
Drawn By: Checked By:
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Project Number:
20- 0014- 27
Drawing Number:
CA 1.0

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Figure 1: Required Tree Planting Detail
Figure 3: Recommended Shrub Planting Detail
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MARK THE NORTH SIDE' OF THE TREE
Frill
IN THE NURSERY AND LOCATE TO THE
`. J
NORTH IN THE FIELD.
PLANT SHALL BEAR
TO
W
IF STAKING IS SPECIFIED, USE TWO OPPOSING
STAKES W1714 SEPARATE FLEXIBLE TIES-
SAME RELATIONSHIP
FINISH GRADE AS WAS
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REMOVE STAKES AT END OF FIRST
GROWN
GROWING SEASON
2- SQUARE OR ROUND, 8'LONG SOUND
MULCH LAYER KEEP
WOOD STAKES SPACED EQUALLY. 2 REQUIRED
A
AWAY FROM 8,45E OF
ROOT COLLAR MUST BE CLEARLY V19BLE
TRUNK
U
ABOVE GRADE.
TREE SHALL BEAR SAME RELAT70NSHIP TO REMOVE TOP I f3 OF
FINISH GRADE AS 1N NURSERY, TRUNK FLARE
BURLAP IF B&B
AND TOP OF ROOTBALL TO BE MIN. 1 INCH
TO MAX. 3 INCHES ABOVE FINISHED GRADE.
3 INCH LAYER OF TRIPLE SHREDDED HARDWOOD}
MULCH. NO MULCH WTHIN 6 INCHES OF TRUNKUJ
TILL SOIL TO A DEPTH OF 6 INCHES UP TO
0
4 FEET RADIUS FROM THE TRUNK.
SOIL MIX - SEE SPECS
FINISHED GRADE
Oa
LOOSEN SUBSOIL AND
U
MOUND UP BENEATH
3 X BALL WIDTH ROOT BALL
a
W
W �
REMOVE ALL 77ES AND BURLAP FROM
¢ O
TOP %a OF ROOT &ILL.
a
REMOVE TOP '/3 OF WIRE BASKET WHERE
PRESENT AND REMOVE FROM TREE PIT
SHRUB PLANTING DETAIL
BACKFILL WITH NATIVE SOIL, THEN WATERLJ
— — -
TO SETTLE SOIL. To
TAMP SAIL ONLY AT BASE TO STABILIZE TREE.
UNDISTURBED SOIL LINE (IF SOIL NAS BEEN
TREE PIT SHALL BE MIN.
3X ROOT BALL D14.
PREVIOUSLY DISTURBED, COMPACT SOIL
UNDER ROOF BALL).
NOTES.'
PLACE STAKES SO AS TO AVOID PIERCING
L THIS STANDARD APPLIES TO SINGLE AND MULTI -STEM TREES.
ROOTBALL, AND SINK INTO UNDISTURBED SOIL
2. NO SYNTHETIC FABRIC IS ALLOWED ON ROOT BALL.
J. REMOVE ALL BALL TIES OR STRAPPING FROM ROOT BALL.
4. DO NOT INSTALL TREES DURING PERIODS OF WET OR FROZEN SOIL CONDITIONS.
5. SOAK ROOT BALL AND PLANT PIT IMMEDIATELY AFTER INSTALLATION.
6. SET TREE PLUMB IN ALL DIRECTIONS.
7. THE CONTRACTOR IS RESPONSIBLE FOR KEEPING THE TREE UPRIGHT AND
PLUMB W ALL DIRECTIONS. DO NOT STAKE TREES EXCEPT WHERE SPECIFIED
OR DIRECTED BY LANDSCAPE ARCHITECT. IF STAKED, STAKE ONLY AS SHOWN
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Courtesy of
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Date: 11 /22/2022
Scale: NOT TO SCALE
Drawn By:
Checked By:
AMK
JRR
Project Number:
20- 0014- 27
Drawing Number:
C . 11 . 1

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JAMES G. KING
JUNE P. KING
0.52 AC.
DB 428, PG 788
PB 85, PG 68
PIN: 0709-20-99-3895
5304 FARRINGTON RD
ZONED:RS-20
SUBURBAN TIER
F/J-B WATERSHED
USE: RESIDENTIAL/1-FAMILY
I
I
SURVEY/CONSTRUCTION
PROP. 5' BIKE LANE
EX. R/W
DHE OHE� OHE OHI
_E
- - -- PROP. EDGE
OF PAVEMENT
- - 66 -
EX. R/W \
42 LF OF EX. 15" STORM
PIPE TO BE REMOVED
15 ST I
PROP. TEMPORARY
CONSTRUCTION EASEMENT
ROBERT BRIAN POPP
3.14 AC.
DB 7751, PG 81 EX. GRAVEL
PB 22, PG 37 DRIVE \ll
5217 FARRINGTON RD
PIN: 0709-30-28-3559
ZONED: RS-20
SUBURBAN TIER
F/J-B WATERSHED
USE: RESIDENTIAL/1-FAMILY
I
PROJECT NOTES
/ / VILLAS AICULP ARBOR ' I
�� lu VILLAS AT CULP I CONDOMINIUM I
III I ARBOR CONDOMINIUM I L I
ASSOCIATION i ASSOCIATION I- I I x
BENJAMIN CHEEK PALMER & -� II III l I I DB 8164, PG 380 I GD
MEGHAN ELIZABETH PALMER I- J 1 -� J -I Q II I / DB 8235, PG 879 I I PB CD0012, PG 356 1 1 I I o
0.57 AC. ��� 3 PB CDO012, PG 369
DB 9203, PG 776 J VILLAS AT CULP ARBOR LU I / PIN: 0709-21-96-1148 121 PIN: 0709-3OT CT 610 I o
PB 41, PG 87 r CONDOMINIUM ASSOCIATION J �� > \� - J I ZONED:INP RC4.5 I I L J N
PIN: 0709-21-91 3107 - 1� - 1ZO CULP HILL 5 SUBURBAN TIER I J N
J DB 6793, PG 779 � ZONED: PDR 4.5 1 J ➢ Z
5212 FARRINGTON RD L r �� �?� 1 SUBURBAN TIER 1 F/J-B WATERSHED I EX. POWER POLE -�
PB CD0011, PG 318 L�
ZONED: RS-20 PIN: 0709-03-21-8239 \I 0 I I F/J-B WATERSHED 1 I USE: VACANT RESIDENTIAL -EX. CABLE BOXES - - - - CONTRACTOR TO
SUBURBAN TIER 101 CULP HILL DR J U USE: VACANT 1 HOMEOWNERS ASSOC. CONTRACTOR TO COORDINATE WITH
F/J-B WATERSHED I RESIDENTIAL
ZONED: PDR 4.5 � � III J � I - PROP. PAVEMENT I COORDINATE WITH UTILITY OWNER
USE: RESIDENTIAL/1-FAMILY i J SUBURBAN TIER EX. POWER POLE m I I - - J HOMEOWNERS ASSOC. MARKINGS - 1 - - UTILITY OWNER EX. CABLE BOXES AND RELOCATE
I F/J-B WATERSHED CONTRACTOR TO = I RAISE EX. WATER �_ - - - - AND RELOCATE TO BE RELOCATED AS NECESSARY I rn
MILL AND OVERLAY 1.5' USE: RESIDENTIAL/CONDOMINIUM COORDINATE WITH a T MH AND VALVE TO AS NECESSARY AS NECESSARY ?�
MINIMUM WIDTH TO CREATE UTILITY OWNER J I AM
\ FINISHED GRADE ° \ 0Co
LAP JOINT TIE-IN RAISE EX. WATER MH AND RELOCATE �/ �• \a FARRINGTON ROAD PROP. EDGE �o
D, SURVEY/CONSTRUCTION OF PAVEMENT o
32 LF OF EX. 15" STORM TO FINISHED GRADE EX. R/W AS NECESSARY �/ V l N �� EX. R/W (S.R. 1110 -PUBLIC R/W VARIES)
PIPE TO BE REMOVED _ _ _ _ -_ - _ _ - - - o - - z
- ------------EX. 15" RCP --------- _� EX. 15" RCP -0 --- - __--EX. 15" RCP - - - -- --EX. 18" RCP------------ -EX. 18" RCP - ---EX. 15" RCP
OHE OHE EX. 15" RCP --- ___--=T=== ==_ == = == ST ST �- -mod=== _ � __ ===M= = == T == T=== ==-= == T- - - T-- _-
-'` 12"x8" TAPPING m EX. EDGE OF
EX. PAVEMENT OHE EX. ROAD CA SLEEVE & VALVE _ _ _ _ _ _ _ PAVEMENT x EX. PAVEMENT N
r MARKINGS, TYP.
MARKINGS, TYP. --
_ _
0� - 5 - 53 0 I�0 u,�
65
PROP. R/W
EX. MAILBOX TO
BE RELOCATED
w
LL
U_
m
of
N
7
5"
WA
64
EX. WM & SERVICE EX. SIGN TO BE
TO BE REMOVED - - _ - - _RELOCATED
15" ST____r
14
PROP. 16' STORM
DRAINAGE EASEMENT
2' BUILDING SETBACK, TYP. m
4
1. CONSTRUCTION OF ALL WATER, SEWER, AND STREETS SHALL BE IN ACCORDANCE WITH
THE CITY OF DURHAM STANDARDS AND SPECIFICATIONS, INCLUDING THE N.C. BUILDING
CODE, FIRE CODE, AND PLUMBING CODE, AND ACCESSIBILITY CODE, LATEST EDITIONS.
2. PAVEMENT DESIGN SHALL BE VERIFIED BY A GEOTECHNICAL ENGINEER'S REPORT.
3. EXISTING VEGETATION AND NATURAL AREAS WILL BE PROTECTED TO THE GREATEST
EXTENT POSSIBLE AND MINIMUM CLEARING OF LAND SHALL BE UNDERTAKEN DURING
DEVELOPMENT.
4. THE CONTRACTOR SHALL VERIFY LOCATIONS, ELEVATIONS, AND SIZES OF EXISTING PUBLIC
UTILITIES PRIOR TO ANY EXCAVATIONS, GRADING, OR INSTALLATION OF UNDERGROUND
UTILITIES ON OR ADJACENT TO THE PROJECT. ANY DIFFERENCES SHALL BE REPORTED TO
THE OWNER, ENGINEER.
5. CONTRACTOR SHALL CONTACT EACH UTILITY COMPANY TO COORDINATE ANY RELOCATIONS
AND ADJUSTMENTS THAT MAY BE REQUIRED FOR THE CONSTRUCTION OF THE PROJECT.
6. DESIGN, INSTALLATION, AND COORDINATION OF ELECTRIC SERVICE, NATURAL GAS, AND
COMMUNICATIONS CABLE BY RESPECTIVE UTILITY COMPANIES
7. EXISTING MAILBOXES, ROAD SIGNS, AND EXISTING UTILITIES MAY REQUIRE RELOCATION DUE
TO THE ROAD WIDENING.
TRAFFIC CONTROL PLAN
ALL TRAFFIC CONTROL DEVICES SHALL CONFORM TO NCDOT STANDARDS.
1101.02 TEMP. LANE CLOSURE
1101.04 TEMP. SHOULDER CLOSURE (DRUMS)
1101.11 TRAFFIC CONTROL DESIGN TABLES
1110.01 STATIONARY WORK SIGNS
1110.02 PORTABLE WORK ZONE SIGNS
1130.01 DRUMS
1135.01 CONES
1150.01 FLAGGERS
2. ACCESS SHALL BE MAINTAINED TO ALL BUSINESSES AND RESIDENCES
AFFECTED BY THE PROJECT.
3. ALL TRAFFIC CONTROL, GRADING, CONSTRUCTION, SIGNING, AND PAVEMENT
MARKINGS SHALL CONFORM TO NCDOT AND THE CITY OF DURHAM
STANDARDS.
PHASE 1
CONTRACTOR SHALL PLACE ALL CONSTRUCTION APPROACH WARNING SIGNS
PRIOR TO BEGINNING WORK. SIGNS SHALL REMAIN IN PLACE UNTIL
CONSTRUCTION IS COMPLETED. CONTRACTOR SHALL SET UP AND
MAINTAIN BARRELS OR CONES ALONG THE CONSTRUCTION AREA
ACCORDING TO NCDOT STANDARDS FOR TRAFFIC CONTROL. CONTRACTOR
SHALL INSTALL ALL ADVANCE WARNING SIGNS ACCORDING TO NCDOT
STANDARD DRAWING NO. 1101.01. CONTRACTOR SHALL BEGIN GRADING
ALONG SHOULDER, INSTALL EROSION CONTROL MEASURES, AND ASPHALT
BASE.
PHASE 2
PLACE BINDER AND SURFACE COURSE.
PHASE 3
MILL 1.5" AND OVERLAY CONFLICTING PAVEMENT MARKINGS.
REMOVE TRAFFIC BARRELS AND INSTALL THERMOPLASTIC PAVEMENT
MARKINGS. REMOVE EXISTING PAVEMENT MARKINGS IN CONFLICT WITH
PROPOSED MARKINGS. INSTALL ALL PERMANENT SIGNAGE AS DETAILED ON
PLANS AND AS REQUIRED BY NCDOT AND CITY OF DURHAM.
4. NO LANE CLOSURES, DETOURS, REROUTING, OR IMPEDANCE OF TRAFFIC
WILL OCCUR BETWEEN 7-9 AM OR 4-6 PM.
5
WF15" STD'- WA WA
1L'
''Y EX. FH
63
v
AND VALVE
15'Si
15" ST-
_
- -- -
13
34
EX. POWER POLE
10'x70' NCDOT
Q 3
CONTRACTOR TO
SIGHT TRIANGLE
25'x25' CLEAR
J
COORDINATE WITH
SIGHT TRIANGLE
UTILITY OWNER
AND RELOCATE
3
AS NECESSARY
a-- = a
k
3
2
_
1 a ) JIo
(�jl�
0
a
FARRINGTON
ROAD WIDENING
PLAN
LEGEND
190411i14:1117"�I2i1
30"
CONCRETE
CURB & GUTTER
1.5" S-9.5
1.5" S-9.5
4" 1-19.
10" CABC
1"=40'
-------------------------
Mimi
V rYEX. FH
AND VALVE /
- - - - - PROP. R/W U EX. CIVIL WAR ":ST
1O'x7O' NCDOT EX. SIGN TO TRAILS SIGNAGE
SIGHT TRIANGLE 20' BUFFER BE REMOVED TO BE RELOCATED
® I PROP. 30" STANDARD EX. ASPHALT DRIVE A -'I /
25'x25' CLEAR �® CURB &GUTTER 60
TO BE REMOVED \ \
SIGHT TRIANGLE 0 \ / /,/
® SCM ACCESS AND PROP. TEMPORARY
MAINTENANCE EASEMENT PROP. 5' ASPHALT PATH CONSTRUCTION EASEMENT o
EX. POWER POLE PROP. STORM I �
[ ------ JCONTRACTOR TO WET POND #1 DRAINAGE EASEMENT
COORDINATE WITH
UTILITY OWNER O
AND RELOCATE I COMBINATION SILT FENCE/TREE
CLUBHOUSE AS NECESSARY ©Q 24ST I PROTECTION FENCE
/A/
WEDGING AND ROAD WIDENING DETAIL
COMPACTED SUBGRADE
SEE SPECIFICATIONS FOR REQUIRED MATERIALS.
SUBGRADE COMPACTED TO A MINIMUM 98% STANDARD
PROCTOR MAXIMUM DRY DENSITY (ASTM D 698) REFER
TO SOILS REPORT.
ASPHALT PAVEMENT FOR SECTIONS
GREATER THAN 6 FEET WIDE
1.5" S-E
1.5" S-S
4" 1-1
5" B-25.
COMPACTED SUBGRA
SEE SPECIFICATIONS FOR REQUIRED MATERIALS.
SUBGRADE COMPACTED TO A MINIMUM 98% STANDARD
PROCTOR MAXIMUM DRY DENSITY (ASTM D 698) REFER
TO SOILS REPORT.
ASPHALT PAVEMENT FOR
SECTIONS 6 FEET WIDE OR LESS
XIST.
ANE
CROSS SLOPE
---------�
i
J
START MILL 1.5 FEET FROM -
EXISTING EDGE OF PAVEMEN
AT A DEPTH OF 1.5 INCHES
PROPOSED PAVEMENT CROSS
SLOPE PER CROSS SECTIONS
3.0-INCHES OF
S-9.5C ASPHALT
4.O91NCHES 0C O ASPHALT]
DEPTH OF EXISTING ASPHALT
PAVEMENT IS APPROXIMATELY
3-INCHES THICK
EXISTING ABC
EXISTING EDGE OF PAVEMENT
PROPOSED 5.0" B-25.00 FOR WIDENING
SECTIONS LESS THAN 6.0 FEET OR
10.0-INCHES OF CABC FOR WIDENING
SECTIONS GREATER THAN 6.0 FEET
CONET.
WIDENING
CITY PIN NO: 0709-31-52-6652
DURHAM SITE PLAN #D2200233
CITY OF DURHAM
APPROVED
ENGINEERING DATE
STORMWATER DATE
TRANSPORTATION DATE
WATER MANAGEMENT DATE
FLOODPLAIN DATE
ADVAIA=�D
GRAPHIC SCALE
0 20 40 80
1 inch = 40 feet
LEGEND
O
Iron Pipe Found
X
Ex. Fence Line
- -
Right of Way
•
Calculated Point
Ex. Water Line
Property Line
WA
Railroad Spike
Ex. Gas Line
1
Ex. Wetlands
GAS
Ex. Fire Hydrant
Ex. Fiber
Optic Line
m 0 WA 8" WA
Prop. Water Line
FO
F-,
LEJ
Ex. Electric
Transformer
Ex. Overhead
Electric Line
12" STM
Prop. Storm Sewer
OHE
❑T
Ex. Tel Pedestal
E
Ex. Underground
SASAN
Prop. Sanitary Sewer
Electric Line
�p
Ex. Electric
- - - -
Ex. Property Line
Prop. Treeline
C�
Power Pole
- -
Ex. Right of Way
Tree Protection Fence
7w
CA
Ex. Cable Box
- Loo Loo -
Limits of Disturbance
R/W VARIES
I
24.5'
EX. 11.5'
EX. 14' LANE CENTER TURNso. :_ EX. LANE ANEW PAVEMENT
LANE/STRIPED I T WIDTH VARIES
GORE LANE PROP. 5'
PROP. 12'MoBIKE LANE 7.5'
LANE
I 0_
EXISTING EXISTING �w MATCH
SLOPE SLOPE A X EXISTING
----- �- w SLOPE
�-----------------------------------------I�------------------_____-----
-- * -----
F I 77D
2
FARRINGTON ROAD WIDENING
FROM STA: 48+50 TO 57+77
2 1 /2' 8'
30" CONC.
CURB &
GUTTER
E
of
5'
M.--/
CONCRETE
SIDEWALK
2.00%
07 PROPOSED
SIDEWALK MATCH TO
EXISTING GROUND
-1:1 SLOPE
6" BETWEEN BACK
OF CURB & EDGE
OF BASE TAPER
FARRINGTON ROAD WIDENING TYPICAL SECTION
NOT TO SCALE
PAVEMENT SCHEDULE
OA 1.5" S-9.5 C (SEE PLAN FOR LIMITS)
D2 10.0" CABC FOR WIDENING SECTIONS GREATER THAN 6.0 FEET
O1.5" S-9.5 C
OE EARTH MATERIAL
OC 4" 1 19.00
OF EXISTING PAVEMENT
0 5.0" B 25.00 FOR WIDENING SECTIONS LESS THAN 6.0 FEET
2' GRASSED
SHOULDER
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Date: 11 /22/2022
Scale: 1" = 40'
Drawn By: Checked By:
AMK JRR
Project Number:
20- 0014- 27
Drawing Number:
C.12.0

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CITY PIN NO: 0709-31-52-6652 N o
DURHAM SITE PLAN #D2200233 r- 0 N
N N
� N �
M
CITY OF DURHAM ' .�
APPROVED > °
ENGINEERING DATE m v a
--- --- - --- - -----1----- qq STORMWATER DATE WCn o r
--------- I ---- - -,�------------------ - - - - 11 J ----I II /� I IIN TRANSPORTATION DATE aN E z°
�� III --- fir I /� --- ---_I ,L -� ��� I L WATER MANAGEMENT DATE l Y T
____ VILLAS AT GULP i i I' —� I 1 FLOODPLAIN DATE a n 0
-�; �- ---4- - µ I I VILLAS AT CULP ARBOR 1 00
11 III } ---- ARBOR CONDOMINIUM --__ I i L� I z U
J --Q II� --I ASSOCIATION -___ i ., CONDOMINIUM o J�
3 0.59 AC. - `-- ASSOCIATION 0 1 o a s
VILLAS AT CULP ARBOR W.' __-- -- _ _ 0.33 AC. M I
Mryo y� �1 p DB 8235, PG 879 - _ I Z
CONDOMINIUM ASSOCIATION II N
3 ��1-_ DB 8164, PG 380 I U>
BENJAMIN CHEEK PALMER & , —� - 3.05 AC. 3. _ \� I PB CD0012, 9 369 -_t PB CD0012, PG 356 II L J ➢ Z C7
JAMES G. KING ; J DB 6793, PG 779 J 1� PIN: 0709-21-96-1148 --_i_ J _ Q
MEGHAN ELIZABETH PALMER, L- �� �, 100 CULP HILL DR [� PIN: 0709-31-08-5610 '
JUNE P. KING �/ L,
0.52 AC. 0.57 AC. ai l PB CD0011, PG 318 ,1� 3p 0 I ZONED: PDR 4.5 '--� 121 PINOT CT -
DB 9203, PG 776 ^ J% PIN: 0709-03-21-8239 , i �� ZONED: PDR 4.5 _ L - rr l�un
DB 428, PG 788 M II SUBURBAN TIER �N� - `.J W
i PB 41, PG 87 i;I � 101 CULP HILL DR r - �'�.3 J,U --__ - SUBURBAN TIER
PB 85, PG 68 PIN: 0709-21-91-3107 ZONED: PDR 4.5 I �- OS, J J - F/J-B WATERSHED - 3
PIN: 0709-20-99-3895 ° 3p - J _ - 03- F/J-B WATERSHED Z Q
i 5212 FARRINGTON RD i SUBURBAN TIER d mIN,
USE: VACANT p�' I
5304 FARRINGTON RD - �p =3p USE: VACANT RESIDENTIAZONED:L
ZONED: RS-20 `> F J-B WATERSHED -- �. RESIDENTIAL _ 2 __ oo rn
/ - - - 30 _ -_ __ HOMEOWNERS ASSOC. N N �^
SUBURBAN
N TIER
SUBURBAN TIER "' M 38_ �A a -a o 30 __---__-----
��/
HO ASSOC o __
SUBURBAN TIER ,.; � USE. SIDE T / ONDOMI M T �o
F/J-B WATERSHED RE IA U 3 G m HOMEOWNERS o o - 0
N L C NI p M
F J-B WATERSHED ps- J.cv----------------------
-FAMILYclr - "
/ USE: RESIDENTIAL/1-FAMILY 31 - i% �?�'.�� �0 30p - FARRINGTON ROAD__,moo Q
USE: RESIDENTIAL/1`% o' l , J DN 30�._, --___ / S,R. 1110 PUBLIC R/W VARIES) -----------_--
I __- 32 LF OF EX. 15" STORM "EX. R/W �/ V \, EX. R W ( _ -
--------------- PIPE TO BE REMOVED -— � - - �°/ —� _ _ 3-_ - - ------------------------ v'-.
EX. R/W; - - - - - - --------------- -- ----EX. 15" RCP -- -- -- ���rEX. 15" RCP ���-------EX. 15" RCP- -- --- --EX. 18" RCP- ---- ---- --EX. 18" RCP EX._15" RCP -- Z-
�H � OH bHE--- ------GHE ---- 0�#I^ OHE ' - EX. 15" RCP- - _ - - = - T- = - - = -5 - -` _ = � ST 'ST ��_ST � _= = =`= = = = == =5 - - = T = = T� = = �!1!! � = TtT r5f'- --- _. - - - -
CONC ASH A - TRUCTION _ PROP. EDGE -
- - - - - - - - - r - PROP. CONSTRUCTION -C/ CO _ EX. EDGE OF
RETE W OUT REA L NS
0/1E EX. ROAD CA-- E: _ WIDENING - PAVEMENT OF PAVEMENT m
EX. EDGE OF ENTRANCE - - - - - _
------- ---- PAVEMENT - _ --------- ----- -- .---- ----------- _ - --- --- -
_ --- -- - - - 00 --- - - 5 5��0 iV' - - - ---- - - ------ -- �------------- - �� _ ---- -� -
'` 2 PROP. EDGE E o rn ro I o N--------------
Xb
\ o 0 0 0 0 0 0 0 - o
320--[) '7 r'l M M_ '7 ^� ^] 'y M M M M M A n n - 301 - -307_ C) ^� ^� o W
_OF PAVEMENT - LOD - - LOD LOD L7_ — LOD . �D LOD - D - '_Ofa• — LOD LOD,-- OD — u — LOD —'SOD - - LODDB Lw LOD — LOD LOD - , - LOD U y - - L� L0� - LOD — _OD — LOD LOD LOD LOD LOD Lw LOD LOD - ID - �, LOU LOD — LOD L �-O ^�
--32L-----' — wv — ---- ---- L--- --- — ---- --------�--- — -- - --',/---- J - =1=---
_� M ^ co ------.� � 0--- - -,ap _ --- --��----y - EX. 12" DIP _PUBLIC WL- ��T- -- ------ -- _ --- --- - i--o
322---- ------ ---a ._,�_ ,� WA WA- �nin—^"� �A N o o p� co .= h o - off- - - --- - �cy- - - ----- �p -3pd-------- °� ---- W/r12-
-.-__---_- -- ----- ----- M_ 15' ST-''�_ ---- "� --- ^� TC 314.15^� - ^� 15" STM __�d�M�„�Nq ,,� ,y o _ 0,-15" ST-\At _---- ^� +PTC 302.70-WA-�y---------- A WA d ------ - s
_ _ --- -- -__- - --- - _--- M-------- ----- - - ---- - ---- _ -- r
EX. R/W24�-,_ -- = SIP ---_ - --- -SIP 64 --- --------------- ---- --- -- -- __TC 308.14- - - - -- - - - - --- 3-=- -- ----- - '
EX. FH SIP SIP 62 30 - EX. FH -EX. R -------
N o
U_ AND VALVE --- - - - - - -- _- __-- 2 --- Sy "
----- __
42 LF OF EX. 15" STORM I 65 .PROP. R/W�� `---- -------------------- 310 -- 6 _ -- CWA - 305 304 PROP. R/W SIP 61 - ST 300VALVE- _ -------------295 __--- - ADVAIXRD a
3 �� � AND
303 , � �
PIPE TO BE REMOVED - 321 320� 319 318 ---__ 317 316 315 314 313�12_ 307 30 - - o,:? ,COMBINATION SILT FENCE/ Q
1- - 14 ----__---�� 13 -- -_ ---- -�-�- ti0 PROTECTION FENCE
a
12 _ , 308 ' �
15" ST 20 BUFFER SIP SIP 309, 20 BUFFER 300 - - 295 w
6 'PRO TION FEN
15" ST- --or. --- 15 ST - 15" ST _ -- 294--------- ---- -- GRAPHIC SCALE a
PROP. TEMPORARY I ---- --- _ _-------t---------- = - ,�lll�
CONSTRUCTION EASEMENT _ _ _ � --= _— _ _ — _� _ — _ 34 -- ® 60 PROP. TEMPORARY 0 20 40 80 a
t,- 295
__L c,+ w _ --__ __ - -- -�- �• POOL ' _ OP' CONSTRUCTION EASEMENT/ STORM a
ROBERT BRIAN POPP I �' - -2' BUILDING SETBACK, TYP. ----- --------- - DRAINAGE' EASEMENT
�+ PROP. 16' STORM ---- ------------- 11 _® 300 \
3.14 AC. o -- --- -_ - - _ SCM ACCESS AND - o --F
DB 7751, PG 81 c,+ OD DRAINAGE EASEMENT -__ -__ MAINTENANCE IEASEMENT-290 PROP. RAP -RAP /
PB 22, PG 37 N o - �. --___------------ --------------- 3 o. II IllII II - „ I -lll� 1 inch = 40 feet
5217 FARRINGTON RD N orn 00 �' --- �° -- �n �_ -ram_ -_,N p �n rn --
1i
N N M --___ - 3 N 285 299 y - --- - - PIN: 0709-30-28-3559 I �l M -------------------M---------------- - �`� M Q. N WET POND #1
ZONED: RS-20 I _ - N'
SUBURBAN TIER N -- 3 2 ----
F/J-B WATERSHED O % --- - O Q 24 S 298
USE: RESIDENTIAL/1 -FAMILY _ CLUBHOUSE
FARRINGTON ROAD GRADING AND EROSION CONTROL PLAN
1"=40'
LEGEND
EX. STORM LINE
ST
EX. SANITARY LINE
SA
EX. WATER LINE
WA
EX. PROPERTY LINE
- - - -
- -
RIGHT OF WAY
PROPERTY LINE
12" ST
PROP. STORM SEWER
-------- 261----------
EX. MINOR CONTOUR
--------- 260----------
EX. MAJOR CONTOUR
261
PROP. MINOR CONTOUR
PROP. MAJOR CONTOUR
260
TP
TREE PROTECTION FENCE / LOD
SF
SILT FENCE / LOD
SILT FENCE & TREE PROTECTION FENCE / LOD
S/TP
LOD LOD -
LIMITS OF DISTURBANCE
>>— TEMPORARY DIVERSION DITCH
I�I SIP
STANDARD CATCH BASIN
O_ .
INLET PROTECTION
CONSTRUCTION ENTRANCE
SFO
SILT FENCE OUTLET PROTECTION
FWA]
CONCRETE
WASHOUT AREA
O
ROCK CHECK DAM
FLOOD NOTE
THIS DEVELOPMENT WITHIN THIS SITE IS NOT LOCATED IN ANY SPECIAL FLOOD
HAZARD AREAS OR FUTURE CONDITIONS FLOOD HAZARD AREAS, AS SHOWN ON:
FIRM PANEL: 3720070900K
EFFECTIVE DATE: OCTOBER 19, 2018
1. EXISTING VEGETATION AND NATURAL AREAS SHALL BE PROTECTED TO THE
GREATEST EXTENT POSSIBLE AND THAT MINIMUM CLEARING OF LAND
SHALL BE UNDERTAKEN DURING DEVELOPMENT.
2. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH CITY OF DURHAM
AND THE STATE OF NORTH CAROLINA STANDARDS AND SPECIFICATIONS.
3. NO CLEARING IN TREE SAVE AREAS, I.E. NEUSE RIPARIAN BUFFERS OR
ANY OTHER DESIGNATED AREAS.
4. ACCESS TO EXISTING EASEMENTS MUST BE MAINTAINED AT ALL TIMES.
5. CONTRACTOR SHALL PERFORM A SLOPE STABILITY ANALYSIS FOR ALL FILL
SLOPES.
6. SILT FENCE OUTLET PROTECTION SHALL BE PLACED AT ALL LOW POINTS
ALONG SILT FENCE TO KEEP WATER FILTER AND PASS THROUGH.
7. THE CONTRACTOR SHALL VERIFY LOCATIONS, ELEVATIONS, AND SIZES OF
EXISTING PUBLIC UTILITIES PRIOR TO ANY EXCAVATIONS, GRADING, OR
INSTALLATION OF UNDERGROUND UTILITIES ON OR ADJACENT TO THE
PROJECT. ANY DIFFERENCES SHALL BE REPORTED TO THE OWNER,
ENGINEER.
8. CONSTRUCTION OF ALL WATER, SEWER, AND STREETS SHALL BE IN
ACCORDANCE WITH THE TOWN OF CARY STANDARDS AND SPECIFICATIONS,
INCLUDING THE N.C. BUILDING CODE, FIRE CODE, AND PLUMBING CODE,
AND ACCESSIBILITY CODE, LATEST EDITIONS.
9. CONTRACTOR SHALL CONTACT EACH UTILITY COMPANY TO COORDINATE
ANY RELOCATIONS AND ADJUSTMENTS THAT MAY BE REQUIRED FOR THE
CONSTRUCTION OF THE PROJECT.
10. DESIGN, INSTALLATION, AND COORDINATION OF ELECTRIC SERVICE,
NATURAL GAS, AND COMMUNICATIONS CABLE BY RESPECTIVE UTILITY
COMPANIES.
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Project Number:
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Drawing Number:
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EX. R/W
VILLAS AT CULP 1 r r r I
Q tj ARBOR CONDOMINIUM 1 I r I f 1 J I it J
ASSOCIATION 1 J I I I
i i I I F I III I 0.59 AC. 1 J
i i I I DB 8235, PG 879 J ) I I I I I
i i �I IU I PB CD0012, PG 369
i I I III I PIN: 0709-21-96-1148
L` II 100 CULP HILL DR i i I I I
—� II III I ZONED: PDR 4.5 l I VILLAS AT CULP ARBOR I i Co-
L J 1 I -� J Q II I / SUBURBAN TIER I �i CONDOMINIUM I
VILLAS AT CULP ARBOR F/J-B WATERSHED ASSOCIATION r I I
r CONDOMINIUM ASSOCIATION ; 3 \� I — ( USE: VACANT ( I I 0.33 AC. I I I N
_ RESIDENTIAL I DB 8164, PG 380 1 J
BENJAMIN CHEEK PALMER & — 3.05 AC. I — 1 PB CD0012, PG 356 I L Z
JAMES G. KING MEGHAN ELIZABETH PALMER J DB 6793, PG 779 J 11a HOMEOWNERS ASSOC. J
L I �� � .-. 1 PIN: 0709-31-08-5610 I -�
JUNE P. KING L r I I I I L- _ J _
0.52 AC. 0.57 AC. PIN: 0709 103 P21 38239 I NI 0 I I _ - - _
1 121 PINOT CT
DB 9203, PG 7761 � ZONED: PDR 4.5
DB 428, PG 788 PB 41, PG 87 I101 CULP HILL DR 100' 100'
PB 85, PG 68 J V SUBURBAN TIER
i PIN: 0709-21-91-3107 i ZONED: PDR 4.5 ��� J J — STORAGE TAPER
PIN: 0709-20-99-3895 _ - — F/J-B WATERSHED
i 5212 FARRINGTON RD i SUBURBAN TIER m
5304 FARRINGTON :RS-20 RD i ZONED: RS-20 i F/J-B WATERSHED ��� _ I� o o - - _ LO USE: VACANT RESIDENTIAL
ZONED:RS-20 d � � - � HOMEOWNERS ASSOC.
SUBURBAN TIER SUBURBAN TIER USE: RESIDENTIAL/CONDOMINIUM I I
F/J-B WATERSHED °� V� a +u �° ° FARRINGTON ROAD
F/J-B WATERSHED J co
USE: RESIDENTIAL/1-FAMILY �� �- �� cfl cfl co
USE: RESIDENTIAL/1-FAMILY ao aq ao
---- ------- --------EX. R/W-------- ----- ,a/ C, \�0)— LO
--====`n=_______====`n _____________________________------
— — — — — —
EX. PAVEMENT
EX. PAVEMENT SURVEY/CONSTRUCTION WE MARKINGS, TYP. WM N LA N WS WE YD N YG MARKINGS, TYP.
MARKINGS, TYP. — — — — — — j
- - - - - —
it7
- - 0� i -5 53 00 I- 0 - 57+�
EX. EP 2 5' BIKE LANE 5C14' BIKE LANE 3
- — — — — — — — — - - - - EX. EP--
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PROP. TEMPORARY
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ROBERT BRIAN POPP
3.14 AC.
DB 7751, PG 81
PB 22, PG 37
5217 FARRINGTON RD
PIN: 0709-30-28-3559
ZONED: RS-20
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USE: RESIDENTIAL/1-FAMILY
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PROP. R/W EX. SIGN TO BE 10'x70' NCDOT �- - - -
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------ SIGHT TRIANGLE
-------------------------
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—__—___—__
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PROP. 16' STORM
2' BUILDING SETBACK,
TYP.
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DRAINAGE EASEMENT
SIGHT TRIANGLE
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EX. R/W -r
PROP. R/W I /
EX. SIGN TO EX. CIVIL WAR TRAILS
BE REMOVED SIGN TO BE RELOCATED
PROP. TEMPORARY /
SCM ACCESS AND PROP. 20' STORM slll� CONSTRUCTION EASEMENT \
MAINTENANCE EASEMENT DRAINAGE EASEMENT
WET POND #1
�A
1. SIGNS SHOULD BE LABELED PER PART 2 OF THE 2009 MUTCD MANUAL. SIGN POSTS AND MOUNTING HEIGHTS SHALL BE PER PART 2 OF
THE 2009 MUTCD MANUAL.
2. STRIPING SHALL BE INSTALLED PER PART 3 OF THE 2009 MUTCD MANUAL.
3. CONTRACTOR SHALL VERIFY LOCATIONS, ELEVATIONS AND SIZES OF ALL EXISTING UTILITIES PRIOR TO STARTING ANY CONSTRUCTION
ACTIVITIES. LOCATIONS AND DEPTHS SHOWN AREA APPROXIMATE. ANY DIFFERENCES, AND/OR CONFLICTS SHALL BE REPORTED TO THE
OWNER, ENGINEER, AND ARCHITECT.
4. PRIOR TO STARTING CONSTRUCTION ACTIVITIES, CONTRACTOR SHALL BE RESPONSIBLE FOR CONTACTING EACH UTILITY COMPANY TO
COORDINATE ANY REQUIRED UTILITY RELOCATIONS OR ADJUSTMENTS THAT MAY BE NECESSARY.
5. ALL PAVEMENT MARKINGS WITHIN NCDOT RIGHT OF WAY SHALL BE THERMOPLASTIC.
STRIPING & SIGNAGE LEGEND
WE 4" WHITE EDGE LINE
O8" WHITE CROSSWALK LINE
WM 4" WHITE 3' - 9' MINI -SKIP LINE
SB 24" WHITE STOP BAR LINE
YD 4" THERMOPLASTIC DOUBLE YELLOW SOLID LINE
8" 45' YELLOW THERMOPLASTIC DIAGONAL LINES
YG (SPACED AT 45')
LA 72" LEFT TURN ARROW
WS 4" WIDE THERMOPLASTIC WHITE MINI SKIP LINES
HI HI -VISIBILITY CROSSWALK
O O O
0% 0%
STOP BIKE LANE BIKE LANE
AHEAD ENDS
R3-17 R3-17
R1-1 (24" X 18") (24" X 18")
(30" X 30") & &
R3-17aP R3-17bP
(24" X 8") (24" X 8")
CITY PIN NO: 0709-31-52-6652
DURHAM SITE PLAN #D2200233
CITY OF DURHAM
APPROVED
ENGINEERING
DATE
STORMWATER
DATE
TRANSPORTATION
DATE
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Project Number:
20— 0014— 27
Drawing Number:
C.14.0

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--I I-• 1 /2. SECTION A -A SECTION B-
B
TRANSVERSE EXPANSION CONTRACTION (GROOVE)
NOTES!
1. In addition to complying with Durham standards sidewolks shall conform to
NCDOT standards and specifications. In cases where clorificotions are needed, the
City shall make the determination.
2. Contraction (Groove) joints with 1/8" radius shall be placed at 5 fact intervals
and be one inch deep with joint filler.
expansion joints shall be placed at intervals no 3. One half inch (1/2") transverse
more than 50 feet and shall match expansion/construction joints in adjacent
curb.
4. A sealed W expansion joint is required where the sidewalk abuts buildings or any
rigid structure.
y 5. Joint materials shall limit
so swell shrink/ post construction installation results in
a mpximum of 1/4" from flush.
6. Concrete compressive strength shall be 3,000 psi in 28 days.
7. Top 6" of subgrade beneath the sidewalk shall be compacted to 100% Standard
Proctor n it T it require testing t itdiscretion.
de s y he City may equ a st g o s
8. Six inch depth is required at all driveways, intersections (PC to PT), at Handicap
= ramps, and commercially developed or zoned areas.
9. Undercutting of unsuitable subgrade material and/or placement of up to 6 inches
v of incidental ABC stone may be required to obtain proper bedding.
FF
10, The minimum width of the verge is one foot otherwise the sidewalk shall abut
the back of the curb and be six feet wide and six inches thick.
61 11. Lids for junction boxes, structures, or utility vaults shall be non-skid, meet
NCDOT standards, and be submitted to the City for review and approval prior to
installation.
' 12, Provide a minimum one foot wide flat area at the back of sidewalks before
starting any cut or fill slope:
De L of Public works unite 1914 560-4326
e 101 City Hot PI... CITY OF DURHAM, NC '
o Durham, INC 27701 USE WITH THE STANDARD SPECIFICATIONS ONLY www.durhamnc.9ov
0
CONCRETE scAS D02.02
1 Nol ro Scale 402A2
" CITY OF SIDEWALKS REVISION. DATE WELT#
vIsDURHAM 06/2017 3 of 3
as' �
1 EXPANSION JOINT
ISOMETRIC VIEW
r --- IPAY LIMIT$ FOR CURE RAMP
VARIABLE LENGTH
UP TO 12'-6" WITH
ram. VARIABLE SLOPE
i-" 4x4' LANDING
J0
EXPANSION JOINT
~`Gh`J�rS •9°l�T`�f
5' MIN. CURB TRANSITION 4' MIN. DROP CURB 5' MIN. CURB TRANSITION
VARIABLE SIDE
EXPANSION
SLOPES, NOT TO
JOINT SIDEWALK ELEVATION
yDETECTABLE
EXCEED 10 1
n
-
TOP OFCURB_
CUTTER LINE
WARNING DOMES
SECTION A -A
CURB UTILITY STRIP. SEE STREET
u PAVEMENT & GUTTER CROSS SECTION DETAILS
RETROFITTED SIGEWALK (5' STp.)
(WIDTH & SLOPE VARIES)
m
-
6' MAX- SIDE
FLARE MAX, RAMP
SLOPE 12:1
DROP
SLOPE ID:1 2% MAX.
CURB
-
J117'
T-
II=Ir11I�I
Ex PAN'S �.l-
JOPINT
"
c 4'fi4' LANDING.
DETECTABLE
WARNING COMES SECTION B-B
MIN, 4':4' LANDING,
NOTES:
1. Detectable warning domes will cover 2'-O" length and full width of the ramp
where it is flush with the pavement.
i
? Depl. of Public Works Voice C9f9) 560432:
101 CI Hall... CITY OF DURHAM, NC
c' I ■ Durham, NC 27701 USE WITH THE STANDARD SPECIFICATIONS ONLY www.durhamnc.gov
SCALE: DETAIL#
SINGLE CURB RAMP Nat roScale 405.03
1! CITY HAM WITH PROPOSED CURB & GUTTER REVISION DATE: SHEE#
2 DU
ro 06/2017 2 of 2
e" ABC STONE BASE WITH 2 1/2"
59.5A ASPHALT OR APPROVED EQUAL
P OP%RTY LINE
30' ROLLED CURB
41
I
�
op
m
MATCH Ex. C&G
v' U
U
WHEN HAMMERHEAD
10' TEMPORARY
z IXM J
IS REMOVED
CONSTRUCTION EASEMENT
10" it v p
o
(FOR MAINTENANCE AND
.,O k' "�
�r
EXTEND SIDEWALK
FUTURE CONSTRUCTION)
O�a� w
WHEN HAMMERHEAD
I ,
15 REMOVED
r t
24" OR 30"
5•1
CURB & GUTTER
E3-$ SAADTH
5' MOE CONCRETE
I (26' - 32')
SIDEWALK,
RIGHT OF WAY
- 56- 2' ROW
BACK OF SIDEWALK
-
RIGHT OF WAY
56-62' RIGHT-OF-WAY
8"
ABC STONE BASE WITH 2 1/2"
S9.5A ASPHALT OR APPROVED EQUAL
PROPERTY
30" ROLLED CURB
o
5 F !=
m
. � D
`-' ,
�>15'�
MATCH EX. C&G
WHEN HAMMERHEAD
15' TEMPORARY
°• w a
' IS REMOVED
CONSTRUCTION EASEMENT
?
'
(FOR MAINTENANCE AND
EXTEND SIDEWALK
- FUTURE CONSTRUCTION)
* - U '? e
WHEN HAMMERHEAD
15 REMOVED
o
'iQ 97,y I I m
-
RP
3 24" OR 30"
a CURB & GUTTER
R-B WIDTH
5' WIDE CONCRETE
3
(22 24')
SIDEWALK.
e RIGHT OF WAY
-' 52-5 'ROW
a
�
BACK OF SIDEWALK
w
RIGHT OF WAY
52-54' RIGHT-OF-WAY
NOTES:
" 1. Sidewalk terminus and
ramp locations to be determined
by City during design
a review.
a
a
p 1, of Public Works
Voice 919 5604326
CITY OF DURHAM, NC ` '
a
10 CityH.IIPI...
Durham, NC 27701
USE WITH THE STANDARD SPECIFICATIONS
ONLY www.durhamnc.gov
p
SCALE:
DETAIL#
a
TEMPORARY HAMMERHEAD
Not to Seale
401.16
TURNAROUND
REVISION
SHEET#
DURHOAM
0
112022
1 of I
IEXPANSION JOINT
FT P SLO E
'°
z
vARIABLE SLOPE
WITH SIDEWALK VWDTH
PLACE 4"-6" ABC
STONE UNDER DRIVEWAY AS
I11RFr`TF 1RY TNF f ITV
/2" RISE
Ax.
EXPANSION JOINT
EXPANSION JOINTS
ALTERNATE DRIVEWAY
-A" - MINIMUM DRI AWAY TURNOUT
- POUR AS i PIECE IF
PLACING TO PROPERTY LINE EXPANSION JOINT
'8" POUR
1/4" PER -A" EXPANSION
= FT. SLOPE JOINT -
2'-6"
1 ■ _ r1/2" RISE
J PERMISSIBLE RA"
DEPENDANT UPON
VERGE VADTH
x
-MIN. 2.5' RAD.
MAX. 4.5' RAD.
Dv-
ON JOINT 1
s PLACE 4"-6' AE3C�--_--Y AS
s STONE UNDER DRIVEWA
DIRECTED BY THE C17-Y
NOTES: SECTION B-B
1. Curb and gutter section will be poured continuous through the standard and
alternate driveway with the face of curb dropped down as shown.
2. Driveway will be constructed after the curb forms have been removed.
w 3. Driveway within R/W shall be concrete.
' 4. Concrete shalt be non -reinforced, air -entrained with a minimum strength of
t 3000 Ibs,
[ Dep1, of Public works Voice (919) 5604326
1c, City HeIlP
CITY OF DURHAM, laze INC
a ■ Durham, INC 27701 USE WITH THE STANDARD SPECIFICATIONS ONLY www.durhamnc.gov
L ' SCALE;DE
404.01
lScale TIL#
DRIVEWAY FOR CURB &GUTTER Not
DCITY OF URHAM STREET SECTION (RESIDENTIAL) RU5�2U2CI E. 1"oft
SEE NOTE 2
TRANSITION POINTS
TRANSITION POINTS
TRUNCATED DOMES
2
' L/4" MAX MAX
VERTICAL LIP
3 WITH BEVEL
NOTES:
1. The transition between the truncated dome tray and the curb should be made to
be flush. The transition between the curb and the gutter should be smooth or
rounded. If neither a flush or smooth transition can be constructed, and the
transitions change in level, up to %", then the lip may be vertical and without
edge treatment. If the transitions change in level, between %" and %2", then the
lip shall be beveled with a slope no greater than 1:2.
2. This detail is for transition points only, refer to curb cut details for proper curb
? layout / design. (City Std. Details 405.01 thru 405.07)
Dept. of Public Works Voice [phone]
101 City Hall Plaza CITY OF DURHAM, NC
1!Ii Durham, NC 27701 USE WITH THE STANDARD SPECIFICATIONS ONLY www.durhamnc.gov
'I SCALE: DETAIL#
A CURB CUT RAMP Not taScale 405.08
DURHAM TRANSITION POINTS REVISION DATE: SHEET#
06/2017 1 of 1
1/4" MAX ,
VERTICAL LIP
24„
1/2"R 1/2"R
3"R
.1 3/4aR N N ° `n
°. 3/4„R '1/8„R N
18- (NCDOT STD.) _ _ 30" (NCDOT STD.)
r r
18" MOUNTABLE CURB + GUTTER 30' CURB + GUTTER
1/2"R 18"R 6 1/2"
3"R
25 R 1/8
o ° N t /8"R
24" _ 24" (NCDOT STD.)
24' ROLLED CURB + GUTTER 24' CURB + GUTTER
MATCH SLOPE OF
18" 12" t/2"R _ROAD SECTION 1/8"R
1/2„/FT.
v a
f 30 1 f 24 l
30" VALLEY GUTTER 24' SHOULDER CURB
.... ............. I ... ...,......... ............. ........ .., .............
G . 8
( 35" OR 48"
36" OR 48' VALLEY GUTTER
r Dept. of Public Works Voice [phone]
,o, City Hall Plazn CITY OF DURHAM, NC
Durham, INC 27701 USE WITH THE STANDARD SPECIFICATIONS ONLY www.durhamnc.gov
II(
SCALE: DETAIL#
CONCRETE CURB Not roScale 402.01
CITY OF REVISION DATE; SHEET#
v DURHAM AND GUTTER 06/2017 1 of
s �.0 PLACE ONE SECTION OF 6" THICK GONG. SIDEWALI,
ADJACENT TO THE DRIVE (BOTH SIDES)
sod
PLACE ADJACENT PANSION
O
- JOINT CIF DRIVEWAYS CONCRETE)
zLn4 Iw
PRIVATE GRAVEL, ASPHALT,
OR CONCRETE DRIVE
- EXPANSION ��, 'x�c^ RESIDENTIAL DRIVEWAY
JOINT
a,
EXPANSION - ` r- • �"�A�
JOINT...:.
pe
EXPANSION JOINTy
SEE DETAIL 404.01 FOR `•-- -'•- - s��
DRIVEWAY CONCRETE -" SCORE qr�
APRON DIMENSIONS - '•JOIN T ,yrl.c
ii
I.�
i`ExPANS10N-
�'\ - JOINT
5• SIDEWALK VERGE WIDTH ,r
4Lx�s
2% SLOPE
4" THICK CONIC. SIDEWALK IIJr SECTION A -A
PLACE 4 -6 ABC 51ONL
UNDER SIDEWALK AS
DIRECTED BY THE CITY
5SIDEWALK VERGE WIDTH
2p SCy DP�E4AX_
IT
SECTION B-B
THICK CONIC. SIDEWALK• --
PLACE 4"-b" ABC STONE
UNDER SIDEWALK AS
DIRECTED BY THE CITY
DRIVEWAY 5' SIDEWALK CON C'APRON
2� SLOPE SEE STD- DRIVEWAY
DETAIL 404.01
•.a
-I
THICK CONC. SIpEWALKi9i SECTION c-C
PLACE 4"-6" ABC STONE PANSION
UNDER DRIVEWAY AS JOINT --..-T
DIRECTED BY THE CITY
5' MIN. RESIDENTIAL DRIVEWAY 5' MIN.
EXPANSION JOINT
SCORE JOINT AS REOUiRED
EXPANSION JOINT-
.
4" THK. CONC- SIDEWALK I=' 'I=11'- -III- a" THK. CONIC SIDEWALK
6" THK: CONIC. SIDEWALK
11
SEC O 1IN D-D PLACE 4"-6" ABC STONE UNDER
V
SIDEWALK AS DIRECTED BY THE CITY
Dept. of Public Works Voice 919) 560-4326
CITY OF DURHAM, NC `
101 City Hot
Durham, NC 27101 USE WITH THE STANDARD SPECIFICATIONS ONLY w AuTharrinc.gov
SIDEWALK ACROSS
SCALE
Not to
DkTAIL#
4D4.03
RESIDENTIAL DRIVEWAY APRON
RLVISIDHDATE
SHEET#
DURHAM
06/20T7
1 aF I
121
' BASE DIAMETER ( 8"LPL JJ
0.9"R TO 1.40"N I 1
TOP DIAMETER
TO NO MORE THAN 6 % ® © O O
OF THE BASE DIAMETER O O ®© a
0.85" MIN
g. p
0-�TO 2.4"
T2 1/4"H
0 6
8 @
4' MINIMUM RAMP WIDTH
i:EL NOTE 1
4' MINIMUM RAMP WIDTH
SEE NOTE 1
....
.D 0 r
awl
x,7
oOOP,
001
CONCRETE BLOCKS
MINIMUM (S) BLOCKS
OF SIZE
12"W x 12"L x 2"H
CLAY OR
CONCRETE BRICKS
MINIMUM (36) BRICKS
OF SIZE
4"W x 8"L x 2 1/4"H
NOTES:
1. Detectable warning domes will cover 2'-0" length and full width of the ramp
floor as shown on the details.
L 2. Detectable warning domes shall be federal yellow in color.
a 3• Portland cement / sand mix 50% by weight sand. Install as dry mix. Hand tamp
for compaction and level before setting bricks.
4. Bricks should be butted as close together as allows. Sweep Portland cement /
a sand mix into remaining cracks.
i
Dept- of Publ"rc Works Voice 914 5604326
a 101 City HellPleze CITY OF DURHAM, NC ' '
Durham, NC 27101 USE WITH THE STANDARD SPECIFICATIONS ONLY w Aurhamnc-gov
DETECTABLE SFALI, DETAIL#
i Nol to ScnFe 405.9
DURHAM WARNING DOMES REl1sl002ATE` shLLT#
y 3 f2021 1 of 2
TOP OF CURB
HOT APPLIED JOINT SEALER
/2'
AFTER REMOVAL OF
OF EXPANSION
1/8" RADIUS -11/2'-3/4"
JOINT MATERIAL
1/8" RADIUS
SURFACE OF GUTTER
EXPANSION JOINT
TRANSVERSE EXPANSION
JOINT IN CURB AND GUTTER
I' NOTES
n 1. Use non -reinforced, air entrained, concrete with a minimum strength of 3000 Ibs,
2. Contraction joints shall be placed at 10' intervals.
3. Contraction joints may be installed by the use of templates or formed by other
approved methods. Where such joints are not formed by templates, a minimum
depth of 1 1/2" shall be obtained.
4. All construction joints shall be filled with joint filler and hot applied joint sealer.
See NCDOT specifications.
5. Expansion joints shall be spaced at 90' intervals, and adjacent to all rigid objects,
z Dept.
f Public Works Voice 560-4326
FP. 101C'rtyHall Pla e 919
` ' CITY OF DURHAM, NC
Durham, NC 27701 USE WITH THE STANDARD SPECIFICATIONS ONLY www.durhamnc.gov
SCALE: DETAIL#
CONCRETE CURB NattaScale 402.01
DURHAM AND GUTTER REVISION °ATE: SHEET#
j O6/2017 2 of 2
2-5 MIN.
5.0' MAX
,N
r
90
,
a _ 2, 5' MIN,
jitx 5.D' MAX.
ROLL CORE c -
�W R_l•'Up�_` • +T+
_1
n � a,il✓r '
EXPANSION JOINT�r„t -
it
r
r�
�I
4
o,
as 1/4' PER FT. SLOPE (MIN.)
1/2" PER FT. SLOPE (MAX.)
EXPANSION J01NT °
EXPANSION JOINT
6" MIN_ THICK, 3000 PSI CONCRETE
NOTES;
1. Curb and gutter section will be poured continuous through the standard and
alternate driveway with the face of curb dropped down as shown.
a 2. Driveway will be constructed after the curb forms have been removed.
' 3. Concrete shall be non -reinforced, air -entrained with a minimum strength of
3000 Ibs-
s De 1. of Public Works Voice 919] 5604326
IDl City Hall Pla.a CITY OF DURHAM, NC `
o Durham, NC 27101 USE WITH THE STANDARD SPECIFICATIONS ONLY ww Awhamnc.gov
DRIVEWAY FOR ROLL CURB Not roScale °404.0#4
e CITY DURHAM STREET SECTION (RESIDENTIAL) REVISION DATE: SHEET#
D
v 06/2020 1 of 1
B 0.90"
O.ID" DIA.
35
I SEE MANUFACTURER FOR AVAILABLE SIZFS (I'INTERVALI SEE MANUFACTURER AVAILABLE SIZES INTERVAL TYP.))
SECTION B
a o
a.52"
CIA. a
o r 0-27" DIA_
I 1
i�
PLAN VIEW a n
SECTION B HEXAGONAL
SECTION C SECTION C EMBEDMENT
-ANCHOR
r
u
SECTION A NYLON COMPOSITE
CAST IN PLACE / REPLACEABLE
c�
ACCESS TILE BY TACTILE SYSTEMS
(FEDERAL YELLOW ONLY)
NOTES:
1. Contact manufacturer for sizes and shapes available in addition to detailed
installation instructions.
c IDOe11 Cny Fin Il PlozoWorks
CITY OF DURHAM, NC Voice [9T9] 5604326
0
Durham, NC 27701 USE WITH THE STANDARD SPECIFICATIONS ONLY w Aurhamnc.gov
SCALE, DETAIL#
Not 44£04
DETECTABLE
3 DURHAM WARNING DOMES REV ISIDNDATE SHEET#
v 312021 2 of 2
C 5' MAX 5' MAX,
RIGHT OF WAY LINE
VAR,A+fo•.-
x
#
-zg-
t :..
_ 1/2- TRAVERSE a x o
-
° "•
z�
w
o
EXPANSION JOINT
(SEE NOTE
-
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P.
.:
w
rerti o-a�
a
GRASSED UTILITY STRIP (VERGE) - 1u4a..
C.41
TYPICAL SIDEWALK with (VERGE) GRASS UTILITY STRIP
GRASSED
JUTILITY STRIP
V-0"MIN. 5' MIN. (SEE CITY 51iE PLANS) (VERGE)
ti VARIES VARIES
• TOOLED EDGE (TYPICAL)
MIN. 4" THICK 3000 PSI
�11-111-I CONCRETE 5/W CUR$ &GUTTER
2% MAX_
PAVEMENT-\
COMPACTED SURGRADE TO A -111-•III--I�-
AS OfRECTED 8Y DENSITY OF NO LESS THAN TOOT
THE ENGINEER
SECTION C-C
SEE SHEET 3 (THIS DETAIL)
FOR SECTION A -A, B-B AND NOTES
Dept Vo'Ice [phone]
CITY OF DURHAM, INC
O, City Ha„Plaza
Durham, NC 27701 USE WITH THE STANDARD SPECIFICATIONS ONLY www.durhomac-gov
o02.0
CONCRETE
Not to Scale
Scale
402.02
SIDEWALKS
REVISION
SHEET#
DURHAM
06/2017
I of 3
ISOMETRIC VIEW
l.yn
[SPAY LIMITS FOR CURB RAMP "� [
DUAL RAMPS - ANY RADII M•&
(4' MIN FLOOR WIDTH)
SEE o 4 LANDINGS
NOTE 2
Yr
IEXPANSIONS x. �ExPANSION I
J(]IN T ^-'.c ..s: JOINT
cp EXPANSION &
psS��ta JOINT
MIN 2'-0-
BETWEEN
CURB RAMPS
DETECTABLE WARNING
DOMES
4'x4' CLEAR SPACE MUST
FALL WITHIN CRCSSWALK
5' MIN. CURB TRANSITION 4' MIN. DROP CURB 5' MIN. CURB TRANSITION
vARIASLE SIDE
EXPANSION SLOPES N07 TO
JCINi SIDEWALK ELEVATION EXCEED 10:1
-
TOP OF CURB DETECTABLE GUTTER LIN=
WARNING DOMES
CURB ELEVATION
' CURB UTILITY STRIP. SEE STREET
PAVEMENT & GUTTER CROSS SECTION DETAILS SIDEWALK (5' STD.)
(WIDTH & SLOPE VARIES)
MAX. SIDE
FLARE MAX RAMP SLOPE 12:1
- DROP SLOPE 10 1 27 MAX.
_ CURB
-
I-IIIIII-11.
e Ti
_III -
=1
I ANsIoN ,,_
ExP
JOPINT
DTEu
ING SECTION B-B
4's4' LANDING WAR DBOMES 4'K4' LANDING.
NOTES:
1. Detectable warning domes will cover 2'-0" length and full width
of the ramp
where it is flush with the pavement.
2. A portion of one or both ramps may extend outside the return.
e
Dept. of Public Works
CITY OF DURHAM, NC
Yoke 9l9 560-4326
'
10 City Hall Plaza
Durham, INC 27701 USE WITH THE STANDARD SPECIFICATIONS ONLY
www,dwhamnc.gov
'
SEA lF:
DETAI!#
DOUBLE CURB RAMP
Not to Scale
405.0,
2 CITY OF
WITH PROPOSED CURB & GUTTER
REYISION
DURHAM
1"of#1
DETAIL SHOWING TYPICAL LOCATION OF CURB
RAMPS, PEDESTRIAN CROSSWALKS AND
STOP LINES FOR TEE INTERSECTIONS
ROADWAY 9 Y F 11r
PLAN SYMBOL
CR STOP LINE r y
FOR PROPOSED fO'4
» CURB RAMP :SfDE� WALK - �� '1' ,...SIDEYrA K•:
ALLOWABLE LOCATIONS
v ..
DUAL RAMP RADII ANY "
i
e PROPOSED CURB RAMP W/ LANDING
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L
DETAIL SHOWING TYPICAL LOCATION OF CURB R)
3
x "ADOPTED FROM NCCOT DETAIL 948. 05'•
= Depl. of Public Works Voice (919) 51504326
101 City Hall PI-cs CITY OF DURHAM, NC
u Durham, NC 27701 USE WITH THE STANDARD SPECIFICATIONS ONLY ww Awhamnc.gov
' SCALE: DETAIL#
CURB RAMP LOCATIONS Not roScale 405.10
? DCITY OF
URHAM WITH PROPOSED SIDEWALK RLVISIDHDATE: SHEET#
y, 06/2017 I of 1
CITY PIN NO: 0709-31-52-6652
DURHAM SITE PLAN #D2200233
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Project Number:
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Drawing Number:
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TOTAL
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GEOGRID
GEOGRID LEVEL -PLACEMENT HEIGHT
ABOVE LEVELING PAD
H
H'
NO. LAYERS
L
TYPE
1
2
3
4
5
6
7
8
9
10
11
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2'-0'
1'-6"
0
N/A
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-
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2'-6"
2'-0"
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N/A
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-
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4'-0"
1
4'-0"
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-
-
-
-
-
-
-
-
-
-
-
-
7'-0"
6'-0"
4
4'-0"
A
1'-0"
2'-0"
4'-0"
6'-0"
-
-
-
-
-
-
-
-
-
9'-0"
8'-0"
4
5'-0"
B
V-0"
3'-0"
5'-0"
7'-0"
-
-
-
-
-
-
-
-
-
11'-0"
10'-0"
5
6'-0"
B
1'-0"
3'-0"
5'-0"
7'-0"
9'-0"
-
-
-
-
-
-
-
-
13'-0"
12'-0"
7
7'-6"
B
0'-6"
2'-0"
3'-6"
5'-6"
7'-6"
W-6"
1 V-6"
-
-
-
-
-
-
15'-0"
14'-0"
8
8'-6"
B
0'-6"
2'-0"
3'-6"
5'-0"
7'-0"
9'-0"
11'-0"
13'-0"
-
-
-
-
-
17'-6"
16'-0 1.
11
10'-0"
B
0'-6"
1'-6"
2'-6"
3'-6"
5'-0"
6" 6"
8'-0"
10'-0"
12'-0"
14'-0"
16'-0"
-
-
19'-6"
18'-0"
10
11'-0"
C
0'-6"
2'-6"
4'-6"
6'-6"
8'-6"
10'-6"
12'-6"
14'-6"
16'-6"
18'-6"
-
-
-
21'-6"
20'-0"
11
12'-0"
C
0'-6"
2'-6"
4'-6"
6'-6"
8'-6"
10'-6"
12'-6"
14'-6"
16'-6"
18'-6"
20'-6"
-
-
SOIL TYPE B/CASE 1
TOTAL
HEIGHT
EXPOSED
HEIGHT
GEOGRID
GEOGRID LEVEL -PLACEMENT HEIGHT
ABOVE LEVELING PAD
H
H'
NO. LAYERS
L
TYPE
1
2
3
4
5
6
7
8
9
10
11
12
13
2'-0"
1'-6"
0
N/A
N/A
-
-
-
-
-
-
-
-
-
-
-
-
-
2'-6"
2'-0"
0
N/A
N/A
-
-
-
-
-
-
-
-
-
-
-
-
-
4'-6"
1 4'-0"
1
4'-0"
A
2'-6"
-
-
-
-
-
-
-
-
-
-
-
-
7'-0"
6'-0"
3
4'-0"
A
2'-0"
4'-0"
6'-0"
-
-
-
-
-
-
-
-
-
-
9'-0"
8'-0"
4
4'-6"
A
0'-6"
2'-6"
4'-6"
6'-6"
-
-
-
-
-
-
-
-
-
11'-0"
10'-0"
6
5'-6"
A
0'-6"
2'-0"
3'-6"
5'-6"
7'-6"
9'-6"
-
-
-
-
-
-
-
13'-0"
12'-0"
7
6'-6"
B
0'-6"
2'-0"
4'-0"
6'-0"
8'-0"
10'-0"
12'-0"
-
-
-
-
-
-
15'-0"
14'-0"
8
7'-6"
B
0'-6"
2'-0"
4'-0"
6'-0"
8'-0"
10'-0"
12'-0"
14'-0"
-
-
-
-
-
17'-6"
16'-0"
9
9'-6"
B
0'-6"
2'-0"
3'-6"
5'-0"
7'-0"
9'-0"
11'-0"
13'-0"
15'-0"
-
-
-
-
19'-6"
18'-0"
9
10'-O"
C
0'-6"
2'-6"
4'-6"
6'-6"
8'-6"
10'-6"
12'-6"
14'-6"
16'-6"
18'-6"
-
-
-
21'-6"
20'-0"
10
11'-O"
C
0'-6"
2'-6"
4'-6"
6'-6"
8'-6"
10'-6"
12'-6"
14'-6"
16'-6"
18'-6"
-
-
-
q=250psf
L
FOUNDATION FILL
0'=32'
SOIL TYPE B/CASE 1 ii=120pcf
C'=Opcf
GENERAL NOTES
1. ACTUAL SITE CONDITIONS MAY VARY THE QUANTITY OF GEOGRID REQUIRED.
2. COMPACTION SHALL BE TO 95% STANDARD PROCTOR DENSITY.
3. COMPACTION TESTS SHALL BE TAKEN.
4. GEOGRID SHALL EXTEND TO THE FRONT OF THE UNITS.
5. FOR SPECIFIC INSTALLATION DETAILS SEE TYPICAL SECTION SHEET 005.
6. MINIMUM EMBEDMENT OF BASE SHALL BE 8" FOR WALLS UNDER 4' HIGH
AND 16" FOR LARGER WALLS.
7. DETERMINATION OF FINAL DESIGN SHALL BE MADE BY A QUALIFIED ENGINEER.
8. PROVIDE LATERAL DRAINAGE. TURF SHALL BE ESTABLISHED IMMEDIATELY
AFTER COMPLETION OF THE RETAINING WALL.
9. CONTRACTOR MAY OPT FOR AN UNREINFORCED CONCRETE LEVELING PAD.
2" THICK OVER 4" COMPACTED GRANULAR BASE.
10. FOLLOW APPLICABLE STATE AND LOCAL BUILDING CODES FOR FINAL WALL
INSTALLATION.
11. RETAINING WALL TO BE COLOR TAN.
DESIGN PARAMETERS
1. FS FOR SLIDING IS 1.5
2. FS FOR OVERTURNING IS 2.0
3. ALLOWABLE SOIL BEARING PRESSURE IS 3000 PSF
GRID
LONG TERM ALLOWABLE
DESIGN STRENGTH
TYPE
LB PER FOOT
A
750
B
1200
C
2200
q=250psf
HEIGHT
CONVERSION
NO. OF
BLOCKS
ABOVE
EVELING
PAD
GEOGRID
LEVEL
1
0'-6"
2
1'-0"
3
4
2'-0"
5
2'-6"
6
3'-0"
7
3'-6"
8
4'-0"
9
4'-6"
10
5'-0"
11
5'-6"
12
6'-0"
13
6'-6"
14
7'-0"
15
7'-6"
16
8' -0"
17
8'-6"
18
9'-0"
19
9'-6"
20
10'-0"
21
10'-6"
22
11'-0"
23
11'-6"
24
12'-0"
25
12'-6"
26
13'-0"
27
13'-6"
28
14'-0"
29
14'-6"
30
15'-0"
31
15'-6"
32
16'-0"
33
16'-6"
34
17'-0"
35
17'-6"
36
18'-0"
37
18'-6"
38
19,-0"
39
19'-6"
FOR WALL HEIGHTS GREATER THAN SHOWN OR DIFFERENT SOIL CONDITIONS
CONTACT YOUR ROCKWOOD DISTRIBUTOR.
REINFORCED WALL FILL
All
REINFORCED WALL FILL
0'=28'
, .ti =
0'=32.
�(=120pcf
�j=120pcf
C'=Opcf
x
C'=opcf
RETAINED BACKFILL
RETAINED BACKFILL
^
laJ
�(=120pcf
''' •
�j=41
120pcf
.'L'
C'=Opcf
Lei
C'=opcf
N �..
L
SOIL TYPE A/CASE 3
SOIL TYPE A/CASE 3
FOUNDATION FILL
0'=28'
W=120pcf
C'=Opcf
TOTAL
HEIGHT
EXPOSED
HEIGHT
GEOGRID
"G"
GEOGRID LEVEL -PLACEMENT HEIGHT
ABOVE LEVELING PAD
H
H'
NO. LAYERS
L
TYPE
1
2
3
4
5
6
7
8
9
10
11
12
13
2'-0"
1'-6"
0
N/A
N/A
-
-
-
-
-
-
-
-
-
-
-
-
-
2'-6"
1 2'-0"
0
N/A
N/A
-
-
-
-
-
-
-
-
-
-
-
-
-
4'-6"
4'-0"
2
4'-0"
B
0'-6"
2'-6"
-
-
-
-
-
-
-
-
-
-
-
7'-0"
6'-0"
3
4'-0"
B
1'-6"
3'-6"
5'-6"
-
-
-
-
-
-
-
-
-
-
9'-0"
8'-0"
5
6'-0"
B
0'-6"
1'-6"
3'-6"
5'-6"
7'-6"
-
-
-
-
-
-
-
-
11'-0"
10'-0"
6
7'-0"
B
0'-6"
2'-0"
3'-6"
5'-6"
7'-6"
9'-6"
-
-
-
-
-
-
-
13'-0"
12'-0"
7
8'-0"
B
0'-6"
2'-0"
3'-6"
5'-0"
7'-0"
9'-0"
11'-0"
-
-
-
-
-
-
15'-0"
14'-0"
7
9'-0"
C
1'-0"
3'-0"
5'-0"
7'-0"
9'-0"
11'-0"
13'-0"
-
-
-
-
-
-
17'-6"
16'-0"
8
10'-6"
C
V-0"
3'-0"
5'-0"
7'-0"
9'-0"
1 V-0"
13'-0"
15'-0"
-
-
-
-
-
19'-6"
18'-0"
10
12'-0"
C
0'-6"
2'-0"
4'-0"
6'-0"
8'-0"
10'-0"
12'-0"
14'-0"
16'-0"
18'-0"
-
-
-
21'-6"
20'-0"
11
13'-0"
C
0'-6"
2'-0"
3'-6"
5'-0"
7'-0"
9'-0"
11'-O"
13'-0"
1 15'-0"
1 17'-0"
1 19'-0"
-
-
SOIL TYPE B/CASE 3
TOTAL
HEIGHT
EXPOSED
HEIGHT
GEOGRID
GEOGRID LEVEL -PLACEMENT HEIGHT
ABOVE LEVELING PAD
H
H'
NO. LAYERS
L
TYPE
1
2
3
4
5
6
7
8
9
10
11
12
13
2'-0"
1'-6"
0
N/A
N/A
-
-
-
-
-
-
-
-
-
-
-
-
-
2'-6"
2'-0"
0
N/A
N/A
-
-
-
-
-
-
-
-
-
-
-
-
-
4'-6"
4'-0"
2
4'-0"
A
V-0"
2'-0"
-
-
-
-
-
-
-
-
-
-
-
7'-0"
6'-0"
4
4'-0"
A
0'-6"
2'-0"
4'-0"
6'-0"
-
-
-
-
-
-
-
-
-
9'-0"
8'-0"
5
4'-6"
A
0'-6"
2'-0"
3'-6"
5-6"
7'-6"
-
-
-
-
-
-
-
-
11'-0"
10'-0"
6
5'-6"
B
0'-6"
2'-0"
4'-0"
6'-0"
8'-0"
10'-0"
-
-
-
-
-
-
-
13'-0"
12'-0"
7
6'-6"
B
0'-6"
2'-0"
3'-6"
5'-6"
7'-6"
9'-6"
1 V-6"
-
-
-
-
-
-
15'-0"
14'-0"
8
7'-6"
B
0'-6"
2'-0"
3'-6"
5'-0"
7'-0"
9'-0"
1 V-0"
13'-0"
-
-
-
-
-
17'-6"
16'-0"
8
9'-0"
C
1'-0"
3'-0"
5'-0"
7'-0"
9'-0"
11'-0"
13'-0"
15'-01.
-
-
-
-
-
19'-6"
18'-0"
9
10'-0"
C
1'-0"
3'-0"
5'-0"
7'-0"
9'-0"
11'-0"
13'-0"
1 15'-0"
17'-0"
-
-
-
-
21'-6"
20'-0"
10
11'-0"
C
V-0"
3'-0"
5'-0"
7'-0"
W-0"
11'-0"
13'-0"
1 15'-0"
17'-0"
1 19'-0"
-
-
-
L
SOIL TYPE B/CASE 3
GENERAL NOTES
1. ACTUAL SITE CONDITIONS MAY VARY THE QUANTITY OF GEOGRID REQUIRED.
2. COMPACTION SHALL BE TO 95% STANDARD PROCTOR DENSITY.
3. COMPACTION TESTS SHALL BE TAKEN.
4. GEOGRID SHALL EXTEND TO THE FRONT OF THE UNITS.
5. FOR SPECIFIC INSTALLATION DETAILS SEE TYPICAL SECTION SHEET 005.
6. MINIMUM EMBEDMENT OF BASE SHALL BE 8" FOR WALLS UNDER 4' HIGH
AND 16" FOR LARGER WALLS.
7. DETERMINATION OF FINAL DESIGN SHALL BE MADE BY A QUALIFIED ENGINEER.
8. PROVIDE LATERAL DRAINAGE. TURF SHALL BE ESTABLISHED IMMEDIATELY
AFTER COMPLETION OF THE RETAINING WALL.
9. CONTRACTOR MAY OPT FOR AN UNREINFORCED CONCRETE LEVELING PAD.
2" THICK OVER 4" COMPACTED GRANULAR BASE.
10. FOLLOW APPLICABLE STATE AND LOCAL BUILDING CODES FOR FINAL WALL
INSTALLATION.
11. RETAINING WALL TO BE COLOR TAN.
DESIGN PARAMETERS
1. FS FOR SLIDING IS 1.5
2. FS FOR OVERTURNING IS 2.0
3. ALLOWABLE SOIL BEARING PRESSURE IS 3000 PSF
GRID
LONG TERM ALLOWABLE
DESIGN STRENGTH
TYPE
LB PER FOOT
A
750
B
1200
C
2200
FOUNDATION FILL
0'=32'
'6 =120pcf
C'=Opcf
E
HEIGHT
CONVERSION
NO. OF
BLOCKS
ABOVEGEOGRID
EVELING LEVEL
PAD
1 0'-6"
2 1'-0"
3 1'-6"
4 2'-0"
5 2'-6"
6 3'-0"
7 3'-6"
8 4'-0"
9 4'-6"
10 5'-0"
11 5'-6"
12 6'-0"
13 6'-6-
14 7'-0"
15 7'-6"
16 8'-0"
17 8'-6"
18 9'-0"
19 9'-6"
20
21 10'-6"
22
23 11'-6"
24 12'-0"
25 12'-6"
26 13'-0"
27 13'-6"
28 14'-0"
29 14'-6"
30 15'-0"
31 15'-6"
32 16'-0"
33
34 17'-0"
35 17'-6"
36 18'-0"
37 1 W-6"
38 19'-0"
39 19'-6"
FOR WALL HEIGHTS GREATER THAN SHOWN OR DIFFERENT SOIL CONDITIONS
CONTACT YOUR ROCKWOOD DISTRIBUTOR.
VERTICAL SQUARE END
WHEN BUTTING EXISTING WALL
OR EXISTING BUILDING
90" CORNERS
WITH PARTIAL UNITS
w ,.
END OF WALL
WITH HALF UNITS STEPPING
DETAILS SHOWN ON THIS DRAWING ARE FOR GENERAL INFORMATION ONLY
FINAL DESIGN PER SOILS REPORT & WALL SUPPLIER ENGINEER
RETAINING WALL DETAILS
NOT TO SCALE
CITY PIN NO: 0709-31-52-6652
DURHAM SITE PLAN #D2200233
963/4" f y2"
5"
1
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5314"
4
4
2
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4 BX102 END BRACKET
Title:
MONTAGE PANEL MAJESTIC RESIDENTIAL 3R FLB 4 IN GAP 4.5 FT H 8 FT W
D-6-Number.
10-100-0169
Old PeR Number.
RMX354F
11
1555 N. Mingo
DR: RTM
SH . lof 1
SCALE: Do Not Scale
Lt,141gllAMERISTAR®
Tulsa, OK 74116
1-888-333-3422
CK: PB
Date 4/26/07
REV: b
PANEL BRACKET OPTIONS
POST TO POST
I�
BX104 LINE BRACKET
*963/4' t �z'
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BX105 FLAT MOUNT BRACKET
*96%4" f �"
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6ARMN51M, M9
SPEC SHEET
P R E M I U M TEAK FURN I T U R E
999 ANDERSEN DRIVE, SUITE 140 SAN RAFAEL, CA 94901
#2310 AVALON BENCH 5'
415l455-4500 FAX[phone] w CARDENSIDE.e..
NET VVEIGHT - 56 LBS
Robust enough to handle years of frequent use, this solid, heavy-
weight bench is ideal for busy public or commercial sites.The
scrolled armrests and contoured seat of the #2310 Avalon
ss
Bench 5' make it as comfortable as it is durable.
] ""
59' 20"
I..h .
"7stY1'i
1r
The #2310 Avalon Bench 5' ships sub -assembled in a carefully packed
carton.This lowers shipping costs and reduces the risk of any damage to
your furniture. Step-by-step, illustrated instructions are included.
PAINTED END CAP TO BE
WELDED TO TOP OF POST
THIS SIGN TYPICAL AT
ALL VAN ACCESSIBLE
VA"
ACCESSIBLE
12" X 6"
PARKING SPACES
RESERVED
THIS SIGN TYPICAL
PARKING
AT ALL ACCESSIBLE
®
12" X 18"
PARKING SPACES
R7-8
FINE STATEMENT IN
MAXIMUM
ACCORDANCE WITH
PE ALT
12" X 9"
GENERAL STATUTE =
R7-8D
20-37.8 Q
o
SIGN POST - 2" X 2"
W
W
PLAIN 14 GUAGE TUBING
(NO PERFORATIONS), POST
o
TO BE PAINTED AS
N
DIRECTED BY THE OWNER.
O
I-
7/16" DIA. HOLE WITH
o
GALVANIZED 3/8" DIA.
CORNER BOLT WITH LOCK
WASHER AND NUT (UNISTRUT
Oj
PART NO. TL-070)
iO
/-PROPOSED GRADE
ANCHOR POST - 2
p 1 /4" X 2 1 /4" X
3'-6" LONG, 12 GUAGE
GALVANIZED STEEL
HANDICAP SIGN DETAIL
JACKET COATING -
TO EXTEND 1" MIN
BELOW GRADE
TYPICAL PLAN
NON-ABRASIVE SURFAC
A .125" P.V.C.
JACKET IS APPLIED
TO PRIMED PIPE.
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Scale:
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Project Number:
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Drawing Number:
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,1
�I-LOOSE BACKFILL
LIGHTLY
- CONSOLIDATED
UNDISTURBED �gACKFILL
TYPE 1A SUBGRADE
• FLAT BOTTOM TRENCH. TYPE 2 a UNDISTURBED
+ FLAT BOTTOM TRENCH_ SUBGRADE
• LOOSE BACKFILL BACKFILL LIGHTLY CONSOLIVATED
TO CENTERLINE Of PIPE
LIGHTLY
III -III I -I CONSOLIDATE[)
lI=11�1 BACKFILL
y!j COMPACTED
-- - LOOSE SOIL BACKFILL
UNDISTURBED
TYPE 3 SAND, GRAVEL. OR
• PIPE BEDDED IN 4 INCH SUBGRADE CRUSHED STONE
MINIMUM LOOSE SOIL.D TYPE 4 \-UNDISTURBED
• BACKFILL LIGHTLY CONSOLIDATED
+ PIPE BEDDED IN SAND, GRAVEL,
SUBGRApE
TO TOP OF PIPE
OR CRUSHED STONE TO DEPTH OF
1/6 PIPE DIAMETER - 4 INCH MINIMUM.
+ BACKFILL COMPACTED TO TOP Or PIPE.
(APPROXIMATELY 80% STANDARD PROCTOR,
AASHTO T-99.)E
LIGHTLY
CONSOLICATED
BACKFILL
COMPACTED
qM GRANULAR MATERIAL
UNDISTURBED
TYPE 5 SUBGRADE
+ PIPE BEDDED TO IT'S CENTERLINE IN COMPACTED
GRANULAR MATERIALe - 4 INCH MINIMUM UNDER PIPE.
• COMPACTED GRANULAR OR SELECTO MATERIAL TO
P(APPROXIMATELY TA AR TOP OF IPE90% STANDARD
D
SEE SHEET 2 OF 2
PROCTOR, AASHTO T-99.}E FOR ADDITIONAL NOTES
Footnotes To Diagram
A
t the use of laying conditions other than T 1.
For pipe 8 inches and larger, consideration should begiveno Re
P 9 Y 9 Y
P
B Granular Materials are defined per the AASHTO Soil Classification Systetm (ASTM D3282) or the Unified Soil
Classification System (ASTM D2487), with the exception that gravel beddinglbackfill adjacent to the pipe is
limited to 2 inches maximum part'Icie size per ANSIiAWWA C60C.
C
Fiat -bottom is defined as "undisturbed earth."
D Loose soil or select material is defined as "native soil excavated from the trench, free of rocks, foreign material,
and frozen earth"
E AASHTO T-99, "Moisture Density Relations of Soils Using a 5.5. pound Rammer and a 12-in. Drop-"
D R M nt Valce 919 5604881
U HA Pep,, of W ,,,.11 na9em. City of Durham, N C ' ' 1660 Misl Lake dr. 7
Dumam, N.G. 27704 0$E wriH THE 5'TMCARD SPMFrCAT*N'S ONLY www.tlurhamllc.gav
Al SCALE: PEY LH
STANDARD LAYING CONDITIONS Nat To Oral. sS,,,a2
!3 6 9 FOR DUCTILE IRON PIPE R�, 26D1P7TE ;H�Tz
Details Provided by APPIAN Consulting Engineers _ www.app1pnen9inaer5,cam
NOTES:
1. Concrete shall 3000 P.S.I.
2. Trench bottom width in vicinity of thrust block(s) installation shal} be the minimum
width for placement of pipe (Max trench width = pipe O.D.+2 Ft.)
3, Place thrust collar on one full joint of pipe.
4. Last joint of pipe with thrust collar to be mechanical joint pipe with joint restraint
system (grip ring).
5. Tamp backffli in 6' lifts.
6. Weld -on thrust collars to be fabricated from steel.
7. Weld -on thrust collars must be specified when ordering ductile iron pipe from
manufacturer along with the applicable pipe pressure class and thrust
requirements. Refer to detail 512.02 for minimum unfactored dead-end thrust
force (i.e. plug or tee) requirements (in pounds) and provide to manufacturer
when ordering pipe to determine if one or more rings are needed. The thrust
force should be multiplied by a safety factor of 1.5.
8. Dimension and weights of thrust collars may vary by manufacturer.
DURHAM Dept. of Water Man.g.m.m Voice(919) 5804881
1600 Mist Lake Dr. City of Durham, NC
Durham, N.C. 27704 USE WITH THE STANDARD SPECIFCATIONS ONLY w .durhamnc.g.v
CONCRETE THRUST BLOCKING SCALE
NVI T.SScala z 512.12.03
INSTALLATION REVISIDNDATE: sHEET4:
1 8 6 9 Feb., 2017 2 N 2
CnYOr MENIL+NE
uetocs rroy,zee oy Ar'IHN ti Msulcv,g cngmeers - www.eppmnen9i
MAXIMUM TAP SIZES FOR DUCTILE IRON PIPES
PIPE DIAMETER
(INCHES)
MAXIMUM DIRECT TAP
SIZE FOR CLASS 5C/51
PIPE (INCHES)
MAXIMUM DIRECT TAP SIZE
FOR CLASS 250/350 PIPE
(INCHES)
4
3/4
3/4
6
3/4
3/4
6
1 1/2
1
10
1 1/2
1 1/2
12
1 1/2
1 1/2
14
2
1 1/2
16
2
2
THE TABLE SUMMARIZES THE MAXIMUM DIRECT TAP SIZES
FOR VARIOUS CLASSES OF DUCTILE IRON PIPE (MIN. 2 FULL
THREADS).
NOTES:
1. This table is based on information from tables 50.16 and 50.5 of AWWA/ANSI
C150/A21.50 for Class 50 /51 and Class 250 /350 pipe, respectively; and from
table A.2 of appendix A from AWWA/ANSI C151/A21.51 for taps with two threads
using standard corporation stops. If tap requirements exceed two threads, or if the
required tap sizes exceed the maximum tap sizes listed in this table, topping
saddles must be used to make the fop. See ore -approved products list for
tapping saddle manufacturer & model numbers.
2. Reverse taps require plan approval from development review manager. See sheet 2.
DURHAM Dept. or water Ma nagemenl Dr. City of Durham, N C Vo,ca(919)9604381 I
1610 Nilm Lake
Durham, N.C-27T04 USE WITH THE STANDARD SPECIEICATICNS CNLY Www.durhamm.gav
MAXIMUM DIRECT TAP SIZES NOS s � �sTAILY
FOR DUCTILE IRON PIPEVI6ION DAlE: SHEETiF
c i r o6N uBmixE Feb., 417 1 02
ay n uny Lngmeers - w.upp,onenyrne
Rated Workinci Pressure and Maximum Depth of Cover 11
Laying Conditions
Size
Pressure
Class
Nominal
Thickness
Type 1
Type 2 Type 3
Type 4 Type 5
Trench
Trench Trench
Trench Trench
psi
in.
Maximum Depth of Cover- ft. b
3
350
0.25
713
88
99
100 c
100 c.
4
1 360
1 0.26
53
61
69
85
1001
B
350
0.25
26
31
37
47
65
8
350
0.25
16
20
25
34
5o
12
350
0.28
10 d
15
19
28
44
16
250
D.30
a
11 d
15
24
34
300
0.32
a
13
17
26
39
350
D.34
a
15
20
28
44
20
250
0.33
a
10
14
22
30
300
0.36
a
13
17
26
35
350
0.38
e
15
19
29
38
24.
200
033
e
B
12
17
35
250
0.37
a
11
15
20
29
300
OAO
a
13
17
24
32
350
0.43
a
15
19
2B
37
30
160
0.34
e
9
14
22
200
0-38
e
B d
12
16
24
250
0.42
a
11
15
19
27
300
0.45
a
12
16
21
29
350
0.49
a
1$
19
25
­
313
150
0.38
e
-
9
14
21
200
0.42
e
B d
12
15
23
250
0.47
9
10
14
18
25
300
0.51
s
12
16
20
28
350
0.56
9
15
19
24
32
Footnotes To Tabie.
Note: This table is based on a minimum depth of cover of 2.5 feet. For shallower depths of cover please consult
the DIPRA brochure "Truck Loads on Pipe Buried at Shallow Depths,"
a Ductile Iron Pipe is adequate for the rated working pressure indicated for each nominal size plus a surge
n 1 0
allowance of 10p psi. Calculations are based n a 2-0 safe factor times the sum of working pressureand 0 p s o safety g
psi surge allowance. Ductile Iron Pipe for working pressures higher than 350 psi is available.
b
An allowance for a single H-20 truck with 1.5 impact factor is include for all depths of cover.
° Calculated maximum depth of cover exceeds 100 feet.
d Minimum allowable depth of cover is 3 feet.
e For pipe 14 inches and larger, consideration should be given to the use of laying conditions other than Type 1,
NOTES-
1. Refer to DIPRA "Design of Ductile Iron Pipe" for additional information pertaining to pipe design,
9 p P 9 PP 9
detail 1.01 2. Sea a CO for excavation in rock.
3. See detail CCI-02 for unsuitable subgrade improvement.
4. For bedding, hackfill & compaction requirements, sees ecIficatlon section 312317, Trenching, Backfillin
and Compaction of Utilities.
DURHAM Dnpt. 0 Wamr xia_pment ce(919) 6604361
,699 Mist Lak. Dr. City of Durham, NC Val
Durham, N.C. 2T764 USE WITH THE $TANI) Rg SPWRGATIONS ONLY wwwAunlamnc.9oN
STANDARD LAYING CONDITIONS NotT�o9cale DETAILp
ry� 6 FOR DUCTILE IRON PIPE ""Fee`-.XJ? z"O
Details Provided by APPIAN Consul GnS Engineers - www_appionengineers.w-
Minimum Restraint Length Chart (for Fittings) See Nore4
Tee
Horizontal Bend
Reducer
Dead End
a
b(branch)
a
a
a
Nominal
4"
6"
8°
12"
16"
24"
11 1/4'
22 1/2-
45°
90,
Smaller
Restraint
Restraint
she
Line Size
length
Length
6"
13'
10'
23'
4"
16'
31,
8"
9'
1'
8'
23'
-
3'
6'
13'
3Q'
6"
1T
47'
12"
9'
14'
4D'
-
-
5'
9'
19'
43'
8"
31,
59,
16"
9'
V
1'
5'
34'
58
-
6'
11'
2T
55'
"..
33'
7b'
24"
9'
V
2'
1'
2D`
48'
91'
8'
16'
33'
50'
110'
See Note 1 See Nore 2
Table Design Assumptions
Restrained pipe: DIP
Soil Type: CL
D o
Safety Foctor: 1.5:1 (covers mast installations)
Trench Bury. Pipe bedding in 4" of loose soil
with bnckfill lightly consolidated
to tap of pipe,
HORIZONTAL BEND
Bury Depth:
Test Pressure: 200 psi
RUN RUN p }I►
REDUCER
n
TEE a= Assumed length of solid
pipe along run without °
joints or fittings.
b= Length of Restrained
Brcnch Required
m
DEAD END
NOTES:
1. If the length of the solid pipe on either side of the tee or the diameters on any
leg of the tee varies, this table does not apply and the restraint length must be
calculated.
2. If the diameter of the smaller pipe is anything other than what is shown,
restraint length must be calculated.
3. If any of the assumptions vary from what Is shown in the table, the restraint
length must be calculated.
4. Minimum restraint length to be verified by the design engineer for each project.
5. Thrust restraint data shown in Table is based on DIPRA (Ductile Iron Pipe
Research Association) guidelines.
DURHAM
Dept. of Water Management City Of Durham, NC voiaa(a19)86d4301
1600 MI.1 Lake M.
Durham, N_C-27704 USF WITH THE STANDARD SPECIFICATIONS ONLY www.durhmim.gw
RESTRAINT LENGTH CHART
No18ToSSwle
z5,2`04
1 e 6 8
(FOR FITTINGS)
REVISICN DATE:
SHEEFK
Feb., 2017
1 er 1
Details Provided by APPIAN Consulting Engineers - wwwapptonengineers.com
SEE PRE -APPROVED PRODUCTS LIST FOR
MANUFACTURER & MODEL NUMBERS OF
SADDLE AND/OR CORP. STOP.
24" MIN, 18" MIN.
I I
f` I
I � 1
- - - - - ------- - - - - -- J ----------L-�-
DIRECT TAP OR SADDLE TAP
SEE TABLE ON SHEET 1 OF 2
TYPE "K" COPPER
GRIP JOINT
I
I I
�a a,
l�-+�----�--- Jll� - -III �---�--• i
111.- Il fll�
�I11-rIL^H II ILL-, I J I =! `I =�1 `=JI1 -1�T11I��f
-
DIRECT TAP SADDLE TAP
NOTES:
1. All bronze saddle (Double strap)
2. If 2 taps are made on each side of the main there shall be a minimum of
24" horizontal separation. Multiple taps on the some side shall have a minimum
24" horizontal separation and staggered a minimum of 1" vertically to prevent
damage to the main,
DURHAM aept.
W water Management City of Durham, NC voice(919) 5eo4361
1600 Misl Lake I).
Durham. N.C. 27704 USE WITH THE sTANDARD SPECIFICATIONS ONLY www.durhamnc.gw
MAXIMUM DIRECT TAP SiZES Not 7o Scale 513.04zDETA
FOR DUCTILE IRON PIPE NFe6�2017 2Nm 2
1 o u oiragNe
occoas rro"aea ay n IN wnsulung rnglneers -- w.uppmnenyiri
SEE DETAIL 512.02 FOR THRUST BLOCK SIZING
SEE NOTE 3 TEE FITTINGS
(INCLUDES TAPPING SLEEVES) SEE NOTE 3
THRUST BLOCK O
AREA,. : BURY
L BLCK
SEE NOTE2ARRAST
AREA
ISEE NOTE 3
THRUST BLOC
AREA \\\
MJ TEE SHOWN
42" MIN. BURY
PLUG
Rp�1c�y WIDEN TRENCH TO
A
AccaMM4DATE ANCHOR
ALL BEND FITTINGS F REQUIRED
SEE NOTE 2
90' MJ TEE SHOWN
I TRENCH WIDTH
NOTE 4
I
1
I z
I M
I 11)-
_I
NDTE 211
N IS R D
1kI�
uDTus� z
-I -
NOTES: EARTH TYPICAL SECTION M
1. Concrete to be minimum 3,000 psi. 0 28 days.
2. Fittingscompletely PP W are to be cam lets I wrapped with fi mil. aura Skrim 6 $ H.P.
r
reinforced HDPE meeting AS
TM E1745 Class C or approved equal plastic p ior to
pouring concrete. Concrete blocking is to be formed to ensure accessibility to
fittings.
e t be poured against undisturbed earth.
3. Concrete a a 1
P 9
4. Trenching shall conform to the City of Durham Standard Specification 31 23 17
Trenching, Rackfilling & Compaction of utilities.
5. All bends and toes shall have concrete thrust blocking.
al Water Ma DURHAM Dept of / veic. (919) 660A861
1600 Miat Lake Dr. Vitt' of Durham, N
Durham. N,C. 27T04 USE Wm THE STANDARD 9PE0IFICATICNS ONLY www,durhamnc.gw
HORIZONTAL THRUST BLOCKING NaSCALE D'2TA'_0
t To Scale s 5,12-a 1
INSTALLATION REVISIONGATE: $HE1 1
cr»,nuioiQE Feb_,2077 1 e1
ay n ,N,y uq,i - .upp.uncnyu.. s......
FINAL GRADE 4
JOINT RESTRAINT SYSTEM Cno I f \
REQUIRED AT ALL JOINTS
ON VERTICAL BENDS
DIP
ADAPTER TO DIP - -• - - _ -
(IF APPLICABLE) LOCATION
BEYOND REQUIRED III- III,,=111
RESTRAINT LENGTH. p
� I I� • � ILA F _
11 1/4, 22 1/2, or 45 DEGREE
BENDS AS REQUIRED. (TYPICAL
4 PLACES OR AS NEEDED)
❑ = Length of DIP required for
restraint to be determined by
designer & shown on drawings.
ALTERNATE OFFSET BEND
AVAILABLE SIZES (6" WATER LINE)
6"x6"
6"x12"
6J14
A
fi"
12"
B
MJ x PE OR MJ x MJ PIPE
MECHANICAL JOINT
SWIVEL CONNECTOR PIPE
1 FULL JOINT DIP
MJ SPLIT
GLAND 4' MIN.
a MJ PE OR MJ x MJ PIPE
MJ SPLIT11 \
GLAND I - - F "I- T
IFEM
MECHANICAL JOINT
1 FULL J01NT DIP "B"
NOTES: "
1. The offset is to be assembled above ground first,
2. Record all as -built iengths using the center lines of the pipes or bends as
reference points.
3. Adapters vary in type according to the material of the existing water main.
4. Compact ductile iron (350 p.s.[.) fire hydrant offset connector pipe (AWWA
C153/ANSI A21.53 / And AWWA C104/ANSI A21.4) equal to or exceeding "GRADE
LOK" as manufactured by: Assured Flow Sales, Inc., 1-(800)-388-0678
5. All mechanical joint fittings or valves shall have a joint restraint system.
DURHAM DepT. orwaler Me nagameM City of Durham, NC Vois.(91915804381
1600 Mist Lake Dr.
Durham, N.C. 27704 USE WITH THE STANDARD 3PECIHCATIONS ONLY www.durhamnc.90v
VERTICAL OFFSET SCALE DETNLN
Nat Ta Scale z512_05
1rc8 6 9 DETAIL REv15111N DATE'. SHEE7e:
Feb., 2017 1 a 1
Detee5 rlMueo Dy Av-,AN [.on5u,
NOTE 1
CAST IRON TELESCOPIC -
VALVE BOX. SEE UFTAIL
2 FOR TOP OF BOX
TREATMENT
MECHANICAL GATE VALVE
CONCRETE BLOCK OVER
STONE SCREENINGS
(NOTE 2)
JOINT RESTRAINT SYSTEM
(BOTH SIDES)
REPLACE Ex. PIPE WITH MIN.
1 FULL 1R' JT. DIP (BOTH S10ES)
UNDISTURBED SUBGRADE. SEE
TRECHING DETAIL
THRUST COLLAR WITH
FACTORY WELDEED-ON
RETAINER RING, TYR SEE
NOTES-
1. See valve box detail 513.02.
2. Concrete blocks supporting valve box shall not rest directly on valve bonnet?
DURHAM Dept. of Water M.-II..en[ City of Durham, NCvol¢e(919)6 -4U1
1600 Mlsl Lake Dr.
Durham. N.C. 27704 uSE WITH THE 6TANDARD SPECIFC&n0NS ONLY www.durhamnclgov
GATE VALVE ASSEMBLY FOR Nokr o s ala a513.05
4" THRU 12" VALVES REWSION DRTE: SHE
14
Div nr RBNIdxE Feb„ 20f7 1 a 1
ueLoo rrewoeo Dy n vansmung Lngme -
NOTES:
1. Table is based on test pressure of
200 P.S.I. All areas given in
square feet.
2. Reaction bearing areas ore in
square feet measured In a vertical
plane in the trench side at an
angle of 90' to the thrust vector.
3. Use 6"-90• bend value for
hydrants for additional safety
factors.
4. The design pressure, P, is the
maximum pressure to which the
pipeline will be subjected, with
consideration given to the
vulnerability of the pipe -soil
system when the pressure is
expected to be applied. In most
cases this will be the test
pressure of the pipe, applied
shortly after installation when the
pipe -soil system is normally the
most vulnerable.
5. Block height should be chosen
such that the calculated block
width varies between one and two
times the block height.
6. Block height should be equal to
or less than 1/2 the total depth
to the bottom of the block but
not less than the pipe diameter.
7. Block surface should where
possible, be placed against
undisturbed soil. Where it is not
possible, the fill between the
bearing surface and undisturbed
soil must be compacted to at
least 90% Standard Proctor dry
density.
Y
a v e 8 The areas m this table ha e b en
computed based on DIPRA "Thrust
Restrain Design for Ductile Iron
Pipe," 6th edition 2406.
0
z
�
`
LLW�>v
x4tt4a.
0
W
r
oN
�S
.42
�Iqi
N
d•
2
Vi
~ Vr
ii N
u1
i N
amm
'40
n In
n
❑ m
OJ
a
o
a❑
=o
=o
U0a
N
n
tie
Na
o
[.�a
a
c�cv
an
ciw
d
vac
ao
v, oo
qa
wa
5a
a-
p
a:
11 1 4
IJ08
1
1
1
1
1
1
2
1
a 22 1/2
2.207
1
2
2
1
1
1
3
1
a 45
4,328
2
3
3
1
1
2
5
1
0 90
7,996
2
4
5
1
1
2
6
1
PLUG OR TEE
5,655
2
3
4 1
1
11
2
6
1
11 1 4
11970
1
1
2
1
}
1
2
1
a 22 1/2
3.922
1
2
3
1
}
1
4
1
a 45
7,694
2
4
5
1
1
2
8
1
90
14,215
a
8
is
2
2
1 a 1
15
1 2
PLUG OR TEE
1Q,Q53
3
5
7
2
2
3
IQ
1
11 T 4
4,433
2
3
3
1
1 1
1 2
5 1
1
CL 22 1/2
8,826
3
5
6
2
2
3
9
1
a 45
17,312
5
9
11
3
3
5
18
2
N 90
31,983
8
16
21
4
a
8
32
4
PLUG OR TEE
22,619
6
12
15
3
3
6
23
3
11 1 /4
7.881
2
4
5
1
1
2
8
1
W
w 22 1/2
15,691
4
8
11
2
2
4
16
2
a 45
3❑,777
8
16
21
4
4
8
31
4-
0 90
56,861
15
29
38
a
8
15
57
6
PLUG OR TEE
40,213
10
21
27
5
5
10
41
5
11 1 4
12.315
3
7
8
2
2
3
13
2
LU 22 1/2
24,517
7
13
16
4
4
7
25CIL
3
a 45
48.094
12
24
32
6
6
12
48
5
2 9D
8&844
23
45
59
12
12
23
89
9
PLUG OR TEE
62,832
16
32
42
8
8
16
53
7
11 1 4
17.734
5
9
12
3
3
5
18
2
a 22 1/2
35,305
9
18
24
5
5
9
36
4
a 45
69.252
18
35
46
9
9
18
70
7
N go
127.936
32
64
85
16
16
32
128
13
PLUG OR TEE
a7
90, 8
23
46
fit
12
1 2
23
9 1
1❑
11 1/4
27.709
7
14
19
4
4
7
28
3
a. 22 1/2
55.153
14
28
37
7
1
14
56
6
a 45
108,206
28
55
72
14
14
28
109
11
M go
199,900
50
100
133
25
25
50
200
20
PLUG OR TEE
141,372
36
71
95
18
18
36
149
15
3919D1
10
20
27
5
5
10
40
4
a
79 435
20
4 ❑
5 3
10
10
20
60
6
E222'.
a
155.816
39
78
104
20
20
39
156
16
72
288
29
2a3,5
51
1{12
136
26
2
DURHAM Dopt.ofWawrlldlalls ement Voice(919)SBOA381
160RIsl Lakg Dr. g City of Durham, NC
Durham, N.C. 27766 USE WITH THE 5TMVARP SPECIPICATiONS DNLY YwW.duriramx.gev
SCALE: J IL N
HORIZONTAL THRUST BLOCKING Nvr 7"Scele 2512.02
1 9 6 g SCHEDULE RE:5 V,ON DATE. SHEm I
Feb., 2017 1
ueta,is vroweeo oy ArVIA1N E.onsulung cngmeers - www.appwnP gineers-com
CAST IRON TELESCOPIC
VALVE 64X. SEE DE TAIL
i 151102 FOR CONTINUATION
DI TAPPING SLEEVE !
SEE NOTE 2
i r
SEE HORIZONTAL
THRUST BLOCKING 1 f FLANGE x MJ GATE VALVE
DETAIL NO. 512.01 _ -
1 CONCRETE BLOCK (SEE
1 r F DETAIL 513-02) OVER STONE
1
SCREENINGS (NOTE 6)
JOINT RESTRAINT
'J SYSTEM REQUIRED
R -DE . �i'�` �. � ��•�a �I :,-err ��
LENGTH OF PIPE REOUIRED-
FOR RESTRAINT (SEE NOTE 4)
TRENCHING LIMITS (AS REQUIRED)
NOTES:
1. Concrete blocking is to be formed to ensure accessibility to fittings and poured
against undisturbed earth.
2. Fittings are to be completely wrapped with plastic, prior to pouring concrete. See
detail 512.01.
3. Concrete to be minimum 3,000 psi. @ 28 days.
4. Detail 512.04 may not be applied to this detail. Restraint length must be
computed. When computing length of branch to be restrained, designer to assume
length of run on line being tapped = "0". Length of branch required for restraint
to be shown on plans.
5. The pipe for the tap shall be at least one standard pipe diameter less than the
pipe being topped. For example; 12xl2x8 top is allowed, a 12x12xl? is not
allowed. However, a 12xl2x12 is allowed when utilizing a full body DI TS&V.
6. Concrete blocks supporting valve box shall not rest directly on valve bonnet!
DURHAM D.pt. ofwater M...9amen! City of Durham, NC Voice [phone]
1600 Mist Lelle Dr.
Durham, N.C. 21704 U8E VY H THE sTANDARD SPeOHCATI°NS ONLY www.durhamnc.gw
STANDARD TAPPING SLEEVE NoI SCALE:
o Scale a5�3`.p1
AND VALVE ASSEMBLY RFeb.. 2017 TE: ;"a
1$e9
cnx o- ArtdLINE
pemNs rroviaeo oy r.rrrnn �onsuamy �ny,neers - www.oppa.e,ryr,aca.cmn
BACK OF SIDEWALK = RIGHT OF WAY LINE
1 1/2' NATIONAL STD. PENTAGON OPERATING NUT, I (2) 2 1/2"
OPEN COUNTER -CLOCKWISE AMERICAN NATIONAL
STD. HOSE NOZZLE
INTEGRAL 5" STORZ PUMPER NOZZLE CONNECTIONS
TO 6E PERPENDICULAR TO STREET 6
CONCRETE 51DEWALK
� � N
I
0
M
1 6 MAX. (1) 12' RISER
-Y IIII' EXTENSION PER
is„ HYDRANT (NOTE B)
TELESCOPIC CAST -(UNDISTURBED
SUBGRADE
IRON VALVE BOX, &
CONCRETE VALVE 5L "' z I \ CONC. THRUST
BOX STABILIZATION " l BLOCK (DO NOT
PAD 1� L-J k COVER WEEP
(DETAIL 513.021 ° HOLES)
- ill
i{ -0 5 1/4" MAIN
J�l VALVE OPENING
9
MJ SHOE
MINIMUM OF 7 CUBIC
T FEET OF CRUSHED
CONCRETE BLOCK OVER A STONE FOR DRAINAGE
STONE SCREENINGS MAX. LENGTH JOINT RESTRAINT
WITHOUT BACKFLOW SYSTEM REQUIRED
PREVENTER IS 50' (SEE NOTE 2)
COMPACTEC BACKFILL. TAMPED IN 6" LIFTS
JOINT RESTRAINT SYSTEM REQUIRED (SEE NOTE 2)
6" RESILIENT SEAT MECHANICAL JOINT GATE VALVE
HYDRANT TEE FOR PROPOSED MAINS OR TAPPING
SLEEVE & VALVE ASSEMBLY FOR EXISTING MAINS
NOTES CONCRETE THRUST BLOCKING PER DETAIL 512.01 & 512.02
1. All concrete blocking shall be 3000 p.S.l. Minimum,
2. All hydrant valves and fittings shall be restrained with mechanical joint restraint glands.
Rodded joints are allowed on fire hydrant leg in lieu of mechanical joint restraint
provided every joint on fire hydrant leg is rodded.
3. Concrete stabilization pad required on all valves. (Detail No. 513.02).
4. Hydrant to be located 10' from P.T. or P.C. at intersections or 5' from PC/PT of
driveways with NCDOT curb & gutter, and 10' from driveways with roll curb.
5. The hydrant pumper nozzle shall be of one --piece design,
6. The Storz nozzle shall be an integral part of the fire hydrant and must be furnished
by the manufacturer or authorized distributor. Adapters will not be accepted.
7. All fire hydrants are to be painted national standard "Federal safety red"-
8. Fire hydrants shall be ordered for the proper depth to match finish grade.
DURHAM Dapl. of Water Management City of Durham, NC voice(91915504381
60 10 Mist Lake Dr.
Durham, N.C. 27704 USE WRH THE STANDARD SPECIFICATIONS ONLY w Aurhamnc.g-
FIRE HYDRANT INSTALLATION NO TO Scala z5140,
ra STANDARD CURB AND GUTTER RlFeb. I 5"m
"y n uny �ngx,cers - w.eppionengme
WELDED ON THRUST COLLAR
Z. PIPE
"A"
6" - 15"
2"
20" - 24'
3"
30 - 36"
4"
V-7" v
TOP 3" CL. 3" GL. D
-=III-E I
SECTION VIEW
__
- I I •irk �•.� � •�i1�
WELDED ON
THRUST COLLAR
THRUST COLLAR REINFORCING
"X" BAR
"Y" BAR
AR LENGTH
2 -2 +
"
O.D. PIPE
EBAR SIZE55
NUMBER
24
12
REQUIRED
z
I!L MAX. 35"
DIA PIPE
{ 111. = i_- IILII_IJIEILII=
�I,I IILL UNDISTURBED
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VARIES 0.0, PIPE VARIES
II -7"
3" CL �{ r- 3" CL-1rJ
12" 12"
MIN. MAX.
Y BARS
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ELEVATION VIEW
R
UNDISTURBED EA TH
SIDE SECTION VIEW
SEE SHEET 2 OF 2 FOR NOTES
DURHAM Do , of water Mana T Voice 9T9 5SO-a381
1600 Mist Lake Dr. gomnn City of Durham, NC ' '
Durham, N.C. 27704 USE WITH THE STANDARD $PEGIFICATION$ ONLY www.durhamnc.gov
SCALE: pETA,L0
CONCRETE THRUST BLOCKING Hat To Scale x5,2.o3
INSTALLATION REvlb_2DATE' SHEETED:
1 8 t3 9 Feh,. 2017 1 M 2
LnV hf A,[OrG1E -
uelous r Dviuea oy Arr m consvriing Lrg,neers - www,app,anerrg,neers.Cvm
MIN. 6" THICK CONCRETE VALVE
BOX STABILIZATION PAD. SIZE
VARIES AS DIRECTED BY THE
p Yry r ENGINEER. FIELD CONDITIONS /
eA�� err 2" SLOPE MAY REQUIRE A THICKER
PAD. VERIFY MIN. 1 1/2" THICK
5956 ASPHALT OVER CONC. PAD
FGR CITY OF DURHAM AND NCDO
STANDARDS FOR NCDOT STREETS
pqE �. L` r rJ & HIGHWAYS.
sx 44 yl
Art1..- •g�
/{ CAST IRON VALVE BOX
STONE BASE CONCRETE 91LOCK
ADJUSTABLE OVER STONE
18" TO 24" OR SCREENINGS (NOTE 1)
24" TO 36"
'I
MECHANICAL GATE VALVE
UNDISTURBED SUBGRADE
JOINT RESTRAINT SYSTEM
VALVE BOX IN PAVEMENT
�01 ti2 MIN. 6" THICK CONCRETE VALVE BOX
L° ��• 72+ STABILIZATION PAD. SIZE VARIES AS
.� DIRECTED BY THE ENGINEER. FIELD
CONDITIONS / SLOPE MAY REQUIRE A
!2 w
THICKER PAD. TOP OF PAD AT
4i"'r V7N , J 7 FINISHED GRADE.
SAIr1'[ r
CAST IRON VALVE BOX
BACKFILL CONCRETE BLOCK OVER
ADJUSTABLE STONE SCREENINGS (NOTE 1)
18" TO 24" OR
24" TO 36"
r MECHANICAL GATE VALVE
UNDISTURBED SUBGRADE
JOINT RESTRAINT SYSTEM
VALVE BOX NOT IN PAVEMENT
NOTES:
1. Concrete blocks supporting valve box shall not rest directly on valve bonnet!
D U R H A M Depi, of Water Management /� Voice 1919) 666A761
1600 Mist Laka Dr, City of Durham, NC
13wham, N.C. 27704 USE WrrH THE STANDARD SPEGIFICATIONS ONLY wvrw.derhamr,c-gpv
WATER VALVE BOX INSTALLATION NaSTo SCeIe x6�3`p02
9 6 9 FOR 4" THRU 12" GATE VALVES RFe6. 2O17ESHEETi,
oy n wnswong Lnglneers - www.upprane.igineers.com
CONCRETE SIDEWALK
SEE NOTE 2� /
ROLL CURB
��3o"
& GUTTER T+r
\/I
J_
VARIES,
SEE NOTE 2
1Y .' r,6p
/
EXPANSION
b 1 /
• '-„✓.
turn
5' ® i ` -
SEE DETAIL 514. 01 FOR
TRANSIT flN _• ,.
CONTINUATION OF STANDARD
/ I*N
HYDRANT INSTALLATION
5' STANDARD 30"
w
CURB AND GUTTER
EXPANSION JOINT
GI
5STANDARD 30"
CURB AND GUTTER
1
5' ®
TRANSITION
4
30" ROLL CURB
& GUTTER
°
I- ICY
!II '
TRANSITION FROM ROLL CURB AND GUTTER TO
STANDARD CURB AND GUTTER IN FRONT OF HYDRANT
SEE DETAIL 514.01 FOR BURIED PARTS of
STANDARD HYDRANT INSTALLATION
NOTES-
1. See detail 402.01 for concrete curb & gutter sections.
2. See details 401.01 thru 401.16 for typical street sections.
DURHAM peel, of Water Management City of Durham, NC voic.(919) M94361
11100 Mist Lake Dr.
Durham, N.C. 27704 USE WITH THE STANDARD SPECIFICATIONS DNLY www,tlurhamne.gm
FIRE HYDRANT INSTALLATION NOS os Ie ,UETA
9 6 9 ROLL CURB AND GUTTER JO2
RLF 6i z1017 I f
CITY PIN NO: 0709-31-52-6652
DURHAM SITE PLAN #D2200233
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Date: 11 /22/2022
Scale:
Drawn By: Checked By:
AMK JRR
Project Number:
20- 0014- 27
Drawing Number:
C.16.2

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2" BRASS PLUG
`ryF it
2" 90' BEND
2" ANGLE VALVE
POLYMER METER BOX & LID,
PER DETAIL 515,02
' o
TELESCOPIC CAST- IRON VALVE
BOX. & CONCRETE VALVE BOX `
STABILIZATION PAD
r
(DETAIL 513.02}
HCR A�
o/re
A
`
1Hr
CRUSHED STONE
NCDOT #67
2- TYPE "K` COPPER
LOCATOR TAPE OVER COPPER PIPE
fix{
3'--6" MIN. STRAIGHT COUPLING, MALE THREAD x GRIP JOINT
BURY
2" THDxTHD IBGV
2• THREADED NIPPLE
2" THREADED BLIND FLANGE
6" MJ TEE
�QtF MJ PLUG WITH JOINT
RESTRAINT SYSTEM
A. CONCRETE BLOCKING AGAINST UNOISTURBED
4 SOIL (DETAIL 512.01 & 512.02]
a
NOTES:
1. E7 hydrants can be required at the City's direction.
2. Locate valve away from centerline & flowline of the ditch,
DURHAM
pep[. of wafer Man¢gement Voice(1i 58e-4391
1606MIat Lake Dr. City of Durham, NC
Durham, N.C.27704 USE WITH THE STANOARC SPEGFICATIONS ONLY w Aurhamnc.gov
SCALE: ➢ETAJL4
BLOW OFF ASSEMBLY FOR Not To Scala v514-04
411 6tr B"* 12"' AND 16"" WATER MAINS REVISION DATE: SHEET p:
4 8 6 9 ! f t , Feb., 2017 1 0[ 1
uy n my rngmeers - w-appturenglneers.-
FIELD and WOODS APPLICATION
MANHOLES LOCATED IN THE FLOODPLAIN SHALL HAVE WATERTIGHT IRON CASTINGS. CASTING. SEE DETAIL MANHOLE COVER &RING
RING
OTHERWISE MANHOLE HOPE INSERTS MAY
BE USED PER CITY APPROVAL (SEE AND APPROVED MATERIAL
PRE -APPROVED PRODUCTJIST) LIST FOR MANUFACTURER
AND PART #'S
CONCRETE COLLAR AROUND
SEE DETAIL _gQ�.01 FOR MANHOLE CASTING TO SECURE
MANHOLE RING AND COVER e 7p MANHOLE 70P (SIZE VARIES)
GRADE ADJUSTMENT.-� 24" VIA
Wow
FLEX -SEAL SEALANT ON INTERIOR
ADJUSTMENT RING AREA r K+a+i
USE AN APPROVED = S-O" MIN. FROM TOP OF
BUTYL RUBBER (MASTIC) COVER TO GRADE
v SEALANT APPLIED TO TOP (NOTES 10 & I11 OF
OF CONE SECTION Res �s L, DETAIL 732-20
r 1
_ USE ECCENTRIC CONE
✓' ' SEAL INSIDE & OUTSIDE OF
ALL JOINTS WITH HYDRAULIC
CEMENT
ALL JOINTS TO BE T&G A
a OAP AND WILL HAVE MASTIC
�P PRECAST MANHOLE (MEET SEALER.
a REQUIREMENTS OF ASTM.
a u o C478. AASHTO M-199) ;
a i - REINFORCING PER
PRECAST MANUFACTURER
TO MLET ASTM C-47e
• I I
SLOPE OF CHANNEL
THRU MANHOLE = 0,10' - 1
FALL UNLESS SHOWN EXTERNAL JOINT WRAP
OTHERWISE ON PLANS. ON ALL BURIED JOINTS
.
SEE DETAIL 732;41 FOR PER DETAIL 73211
INVERT & BOOT DETAIL
a a PRECAST OPFNING OR CORE &
N g1 8007 REQUIRED FOR ALL PIPES,
= m w r ' SEE PLANS FOR PIPE SIZES. SEE
N n + , i DETAIL 732.01
I
•� ti SET MANHOLE ON 12"
USE 5' DIA. MANHOLE
W/5" MINIMUM EXTENDED 'tip'' - NO. 57 STONE
BASE WHEN MANHOLE ^
DEPTH EXCEEDS 16'. `
CONCRETE INVERT AND PIPE
ENTRY PER DETAIL 732.01 SEE DETAIL 732.20 FOR PRECAST
SEE SPECS 5ECTIOry 31 23 17.
PARR RAPH 3,12-8 FOR CONCRETE SEWER MANHOLE NOTES
FOUNDATION IMPROVEMENT
WHEN NEEDED
DURHAM Dept. of water 8lanagemem City of Durham, NC Voice{919)56°4381
1600 Mist LA. or
Durham, N.C. 277114 USE WITH THE STANdARD SPECIFICATIONS ONLY v N,durtramnc.gov
STANDARD ECCENTRIC CONE Np1T 9 a!o 732-02
6 PRECAST MANHOLE DETAIL REF11 b.2017TE 2"d 2
Delplle Provided by APPIAN Cengu,ting Engineers - www- applanengireers.ccrn
NOTES
1. All precast concrete manholes shall conform to the latest revision of ASTM C478.
2. Concrete shall be 4000 psi of 28 days minimum.
3. Steel reinforcement shall be grade 60 billet steel conforming to 1he latest revision
of ASTM A185 for wall reinforcement, and the latest revision of ASTM A615 for
the base reinforcement.
4. Standard joints shall be sealed with putty type plastic cement per Fed. Spec. SS
C153 or an 0-ring type joint conforming to the latest revision of A57M C443.
5. Manhole inlets and outlets shall be cast in place flexible rubber sleeve and boats
with stainless steel expanding rings per the latest revision of ASTM C923.
6. Inverts to be constructed of precast concrete or brick with a concrete bench
(Detail 732.02).
7. The maximum separation between invert in and Invert out within a manhole is
0.50 feet. When the separation is greater than 0.50 feet a drop manhole must
be used. The minimum allowable distance between the outside drop and the
invert in is 2.5 feet.
S. Manholes greater than 18 feet in depth shall have an inside diameter of 5'-0".
For sonita sewer mains greater than eighteen inches in diameter, ry g g I has (18) dia a er,
manholes shall be a minimum of 5'-0" in diameter. Duo € DIP's are required
when the depth exceeds 18 feet. Encasement of these pipes may be required.
9. Rim elevations shall be at grade In streets & parking lots.
10. Rim elevations along ouifolis shall be a minimum of 3' above existing ground
elevation. If the outfoll is located within the flood plain, rim elevations shall be
2' above the 100-year flood elevation (While still maintaining the 3' above the
existing ground elevation minimum requirement). The 100-year flood elevation
shall be noted on the construction drawings.
11, Flat top manholes shall be used when the height from the ground to the top of
the manhole exceeds 4 feet.
12. All services shall tie into the manhole at the bench.
13. Manholes located in the floodpiain shall have watertight iron castings.
14, Pipes entering MH will be grouted inside and out.
15, See detail 732.01 for typical invert shaping.
16. Service laterals into existing manholes to be core drilled and booted.
17. For watertight applications, place butyi rubber between frame and cone.
18. All banded connections shall be double bonded. For pipe conneciions 12" and
larger, 2 sets of bands shall be required.
19. Lubricate the following: Pipe exterior, boot interior, boot exterior, S.S. bonds (Top
& bottom)
20. Place manhole opening over the effluent line.
21. When vents are permitted, vent every 3rd manhole, not exceeding 1,000 LF
between vents. Venis hall e s s b raced a minimum of 24 above the 100 Yr. BEE.
P
See detail 732.10,
22. Outfall manholes regardless of manhole top elevation, shall be vented only when
sealed manholes are required.
23, Buoyancy calculations required for manholes & pipes located in floodplain areas.
DURHAM Dept, of water M,nagomanl City of Durham, NC Voice 1919) 560.4381
t600 Mist Lake Dr.
Durham, N.C. 27704 USE WITH THE STANDARD SPECIFICATIONS ONLY w'wWdurharn-guv
PRECAST CONCRETE 17o Sc 732.2
Nul To Scala x 732.2a
t 8 8 8
SANITARY SEWER MANHOLE NOTES "F'.2 21°;7E ;"mT"
UM uy ..rrl wr,aU1Vy ulyrneers - www.opplurneoylr+eers.curn
5/8" OR 1" E-CODER WATER
METER. - SEE APPROVED
PRODUCT LIST FOR
MANUFACTURER AND PAR
NUMBERS
4" - 6" TOP OF
STONE INSIDE
BOX TO BOTTOM
OF SETTING
_
POLYMER METER
EOX AND LID. SEE
DETAIL 515,02
METER IN
r.
/
TOP OF METER TO
BOTTOM OF LID.
-5/8" OR 1"-- METER SETTER - SEE
APPROVED PRODUCT_LIIS FOR
MANUFACTURER AND PART NUMBERS
f
LID TO MATCH SPECS -
SEE APPROVED PRODUCT LIST
AND DETAIL 515.C2 x
1h LM
A,r Lx
OF - AMR
DISC
h r
w MAGNETIC LOCATOR i
° y. "� 4+' TO 6" STONE
TAPE 6" BELOW
FINISHED GRADE UNDER BOX
3/4" OR 1" TYPE "K„
A r COPPER PIPE
CR U`i-�i
WITH SIDEWALK
9� .ill
CUIY `icy
�� 1x
i l_ ` � =k• lx it
+y
3'-6" MIN.
1h
dYgTFR
BURY
,.-:
'6ig7N
IIj�
CUR
��;'
4" TO 6" STONE
UNDER BOX
MAGNETIC LOCATOR
TAPE 6" BELOW
FINISHED GRADE
---CORPORATION,' 3'-5- MIN. BURY
\,-3/4" OR 1" TYPE "K"
STOP
: a-
COPPER PIPE
�eR
WATER TAP
WITHOUT
••'•.•
AT WATER MAIN wR;)
SIDEWALK
M
.•' REFER TO DETAIL 51304 �%j1y•• _
DURHAM
1Dapt. of 600 Water
Lake prnagement City of Durham,
NC Voice (919) s66d381
D urha N- _ 77 USE WITH THE STANDARD SPECfFICATInNS ONLY www.du�hemno.gov
m C 2 04 9
11
314'" OR 1 " WATER CONNECTION
FOR
NoST S ale
s5-16.01
6 6 9
518" OR 1" WATER METERS
REV16I°"°ATEI
SHEET"'
Fed.,20t7
3 of 1
ue lmis rrunueu uy nrnn+v
EXTERNAL JOINT WRAP ON ALL BURIED
JOINTS PER DETAIL 732.11
SEAL INSIDE & OUTSIDE OF ALL JOINTS
WITH HYDRAULIC CEMENT
`v z
MANHOLE SLEEVE RU88ER BOOT
WITH STAINLESS STEEL CLAMP
PE x PE NIPPLE
STANDARD MJ TEE
F `M
STONE TO BE A MINIMUM OF
6" OUTSIDE OF BELL OF P11 -
SEWER MAIN (ENTIRE
RUN SHALL BE [)IPA
DUCTILE IRON PIPE WITH
MECHANICAL JOINT FITTINGS FOR 1
ALL OUTSIDE DROP ASSEMBLY
BACKFILL WITH NO. 57 STONE
CONCRETE BLOCKING 0 3C00 P.S.I.
6" MIN. 6"
MIN.
CONCRETE MANHOLE & %S '
BLOCKING TO REST ON =
COMPACTED N.o. 57 STONE'
SEE DETAILS 732.02 & I
732.03 FOR MANHOLE
CONSTRUCTION
5'-0" DIAMETE
(MINIMUM)
--
(DH) DROP
i HEIGHT =
a i 2.5' MIN.
1 (NOTES
r" 2&3)
Ih�RT ��
T
NOTES:
1. No inside drops allowed unless approved by City's Engineer.
2. An outside drop is required when influent invert is greater than 6" above the
invert of effluent line.
3. The minimum allowable distance between the outside drop and the invert is 2.5 fL
❑URHAM Depr, of Water Management City of Durham NC Volce(919) 5604381
16, 00 Mist Lake Dr.
Durham, N.C. 27704 USE Wi'FH THE STANDARD SPECIPrATIONS ONLY w Aurhamnc.gov
11 VISION
SANITARY SEWER SALE_ DETAIL#
Npl ToSc x 732.06
$ 6 9 OUTSIDE DROP MANHOLE REF¢h.F.b.'DATE` SHEET "I
2017 1 of t
vaL . rrpn uy nrrin,v ny cTlgmcera
SOLVENT WELD CAP{
VARIES
12" TO 36"
I
(NOTE
5)
I
xI OR -
4' SCH 40 VC RISER
I
PIPE (LENGTH VARIES)
QM�a�aF
6a oIM
SCH 40 PVC 45'
BEND (MxF)
FEMALE END OF 8ENi0
4" SCH 4C PVC PIPE
Y1•
(LENGTH VARIES)
SOLVENT WELD CAP
'o
4" SCH 40 PVC PIPE
\
z
"L
T
$CH 40 PVC SOLVENT WELD WYE
•`
�
r 0
�
I.
DTI \ ,
Trj
� I
0�9"p2 4" SCH 40 PVC -PIPE
FOR B+
4" SCH 40 PVC PIPE
l
SCH 40 PVC
PROVIDE TRAN51PON
BEDDING PER
1/8 BEND
GASKET/FITTING AS
DETAIL 731.01
NECESSARY
4" SCH 40 PVC PIPE -�
45' ALONG
VERTICAL. AXIS
ALONG
BEDDING SEE
IL
DETA731.01
VERTICAL AXIS
VE
r
•�
G�
01 45" MJ
IN -LINE WYE
APPROVED 45'
WYE FITTING WITH
GASKET & 1/4"
�-
LIP ONLY
PRO. DIP MAIN
PRO, PVC MAIN
APPLICATION
APPLICATION
I BEDD NG SEE DETAIL L 731 01 3 BEDDING SEE DETAIL 731 01
DURHAM
Pept. o1 Water Management
City of Durham, N
voice (915) 5604381
1600Misf Lako Dr.
Durham, N.C. 27764 1AE WrtH THE STANDARD SPF•CIFICATIONS ONLY
www.durhamm_gcv
STANDARD SEWER MAIN
Na;ToS�le
a732I01
B 6 8
LATERAL STUB OUT
REVI6I°"°AT>='
Feb.. 2017
S",=LTt
i W 2
py n - any en9--a - w.pppwneny,uee -
I EASEMENT NON TRAFFIC AREAS TRAFFIC AREAS R/W
SEE 31 23 17
+ TABLE FOR MINIMUM
SEE 31 23 17 TABLE FOR \ COMPACTION LIMITS
MINIMUM COMPACTION LIMITS
--1Tr�1T'r=1'711-''"iT'r"7tIW - - -�'•
I -I I I. I a
-7 ----_.J af�
COMMON EARTH -
N BACKFILL IN 12" LIFTSII a N
- OUTSIDE OF STREET '-1 COMMON EARTH BACNFiLL �2
m ¢ ' R/W (TABLE 4 OF f' IN 6" LIFTS IN STREET 7
z 31 23 17) II R/w (TABLE 4 OF 31 23 F LLo
i 17) OR EXCAVATABLE
72" OF SELECT �F
( ) FLOWABLE FILL (SEE 31 >
z m BACKFILLAR7H 23 17, SECTION 2.1) m
(8" LIFTS MAX) -12" OF (SELECT) INITIAL
yz EARTH BACKFILL 4,
2"-3" (6" LIFTS MAX) uj
TOP OF PIPE TOP OF PIPE tD
m
STONE BACKFILL I V
2"-3" ABOVE TOP OF
PIPE (TRAFFIC &
NON -TRAFFIC AREAS)/ry
12" GRAVITY PIPE 12"
O.D.
HAUNCHING TO CLEAN COARSE
SPRINGLINE AGGREGATE No, 57
FOR BEDDING,
FHAUNCHING, &
BACKFILL (TRAFFIC
AND NON -TRAFFIC
3"-6" TYPICAL AREAS)
OR 6" IF ROCK -
IS ENCOUNTEREp ��I
(NOTES 2 & 3) 111 'EM
II,
r=� I I II C-f I=1 1= 1=111= 11=111=1 11=1 I-
UNDISTURBED SOIL IT1T1 L-L-11 JII DEPTH VARIES
_- %I 1 I-1 I-T-III-i 1-III-1 I-1 f hI 1 SEE NOTE 1
III-III-��1-I�I FOUNDATION STONE IF
�T=IlET1111- REQUIRED (SEE ALSO
7
NOTES: DETAIL COLOzi
1. Foundation stone shall be required when soil conditions are unsuitable.
2. An additional 1 inch depth of bedding material will be required for
each additional 2 feet of trench depth in excess of 16 feet up to a
maximum f ax mum o 12 Inches.
3. See s eci i tl i 1 # ca ens 31 23 17 section 3. 2 bedding requirements as
P 9 q
bedding depth relates to pipe material.
4. See Detail C01.01 where trench rock is encountered for required
Clearances. Increase depth at bottom relates to bur Note 2 above
DURHAM Dept. of Water Management Yoke [phone]
1600 Mist lake or City of Durham, NC
Durham, N.C. 27704 USE WITH THE STANDARD SPECIFICATIONS ONLY www.durhamna.gov
scut= DETAILe
SANITARY SEWER LINE TRENCH
Not To Scats 731.01
1 $ s 9 (TRAFFIC AND NON -TRAFFIC AREAS) IFeb.2017
TE: 5Hf¢ET
crtor aao.c,vr
uetaiis rremuea ❑y Arrinn consuiung tngineers - www.oppmnengmeecscom
MANHOLE CONE
SECTION
FLEX -SEAL
SEALANT ON
INTERIOR
ADJUSTMENT
RING AREA
•_�
EXTERNAL JOINT
NOTE 2�
WRAP
1
(UNDERGROUND
APPLICATIONS
r ONLY)
MANHOLE RISER
SEAL INSIDE &
SECTION
OUTSIDE OF JOINTS
��� NOTE 1
WITH HYDRAULIC
CEMENT
MANHOLE APPLICATION
1. Install the External Joint Wrap per manufacturer's requirements on the outside surface
❑f the manhole joint area.
2. Using a rubber hammer, tap the sealing surface area.
3. Ensure casfing is clean.
4, Contact Sealing manufacturers for additional instDNation instructions.
5, See Pre-opproved products list for joint wrap ❑nd sealant manufacturers.
DURHAM Dept. of Water Management City of Durham, NC Voice(91915604381
1600 Mist Lake Dr,
Durham, N,C, 27704 USE WITH THE STAND"D SPFCIF,CATIONS ONLY vnvw.durhemncgm;
EXTERNAL JOINT WRAP NmT.s�ala x°32'-11
DETAIL REVIS]ON°A E SHEET#
usv r6.: "�o> 9xi ¢ Fed., 2017 1 ¢f 1
Qetails Provided by APPIAN Consulting Engineers - www.appionengineers.c❑
REMOVE EX. CAP CUT EX.
PVC AS REQUIRED TO
INSTALL COUPLING
�xn BRASS PLUG CLEAN OUT DETAIL
L INSTALLED BY PLUMBER
CONCRETE COLLAR
CAST IRON SOIL PIPE L J a1
(LENGTH VARIES) i
�l
CUT EX. PVC RISER & INSTALL
PVC TO DIP COUPLING
EX, SCH 40 PVC RISER PIPE) f` f 1 �I7� iz
SEE DETArL 733.01 OR 733.03 �I It.
FOR CONTINUATION TO SAN, }.
SEWER MAIN / MANHOLE •`
4
�i £ r
FOR
BJ �
REMOVE EX PVC CAP, ti
INSTALL COUPLING, AND
CONTINUE WITH SAN. SEWER
SERVICE AS REQUIRED
Ex. SCH 40 PVC PIPE }
SEE DETAIL, 733.01 OR 733.03
FOR CONTINUATION TOWARDS „
SAN. SEWER MAIN / MANHOLE
NOTES
1. The full length of the service trench shall be compacted in 6" layers with mechanical
tamp.
2. Solvent cement for pvc pipe and fittings to be ASTM D-2564,
3. PVC w e bend lateral & clean -out assembly must 6 bedded in 57 More. Bedding and
sse us e b dde
Y # 9 Y
handling of service pipe must comply with Class B bedding (Soo bedding detoil for gravity
mains.)
4. All fittings to be the some size as the existing wye.
DURHAM Dept. of Water Management City
Voice (919) %G 4381
1600 Mist Lake 0, Lily of Durham, NC
Durham, N.C. 21704 USE WITH THE STANDARD SPF.CIFICAMNS ONLY w Aurhamnc.gov
CLEAN OUT DETAIL SCALE 733.0
Npl Tp $tale ,DIT LH2
(INSTALLED BY PLUMBER) RVISION 017E;"&T"7
awij
B 8 9
vetrsus rrpvipeu uy Arr-iHiN wnsumng Lng,neers - www.oppmnenglneers.corn
SEE DETAIL 732.20 FOR PRECAST
CONCRETE SEWER MANHOLE NOTES
NOTES:
1. Concrete shelf should be no lower than the pipe spring line elevation at manhole wall.
2. Radius of invert must have enough room to be able to insert air plugs and TV
equipment-
3 . Concrete strength t I
g o be 4 ,aDo Ps minimum.
4. Concrete formed invert shall be precast wherever possible. Moorbcses are permitted,
5, All new laierals into manholes must be core drilled and installed with a flexible
rubber boot.
6. Flexible sleeve boots cast in place or installed with stainless steel expander rings as
manufactured by Kor-N-Seal or PSX shall be used for pipe connections. Boots shall
be secured to pipe using (2) stainless steel bands.
7. Flow shall not be allowed to restrict other lines, Influent lines shall not enter manholes
at less than 90' from effluent line unless otherwise approved by City Engineer. Pipe
connections to Manhole shall be in accordance with NPCA recommendations.
DURH
AM M Da f. of wamrM na m p a ge eM City of Durham, Voice [919) 569i381
1890 Mist Lakx or.
Durham, N.C. 27704 USE WITH THE STANDARD SPECIFICATIONS ONLY w .durhamnu.gpv
STANDARD ECCENTRIC CONE No5T0 Scale x32LQ1
1 8 fi 9 PRECAST MANHOLE DETAIL e.20177E SHEET1 z l
Details Provided by APPIAN Consultinq Engineers www-uppianengineers-corm
PRIOR TO SETTING THE IRON CASTING,
AND AFTER LAYING TRACER WIRE
FIBERGLASS GREEN MANHOLE
ACRDS5 TCP OF TFE PRECAST COME
MARKER - LABELED "SEWER
SECTION, PLACE A BUTYL SEALANT
MANHOLE S , "EE NOTE 2 Ec
SUCH AS RAM-NEK AL
ALONG THE TOP io
DETAIL
OF THE CONE AND WIRE. - I
r SEE OTHER DETAILS FOR
MANHOLE INSTALLATION
Y NO 12 GA. SQ-10 GREEN REOUIREMEN TS
w INSULATED COPPER
N TRACER WIRE, TYP.
SEWER
w LATERAL y1
n
STO. INDUSTRIAL CRIMP
(SIMILAR METAL), TYP y1
F4a
SEE NOTE 2-} ,✓1
FLOW \\` L!
I
SEWER MAIN CJxLOW
WRAP TRACER WIRE AROUN❑ SEWER
CIRCUMFERENCE OF MANHOLE AND SPLICE SADDLE TAP
TO TRACER WIRE FOR DOWNSTREAM SEWER MAIN
NOTES: seweR MAIN
1. The tracer wire shall be continuous to the greatest extent possible. For gravity
main installations less than 8 feet in depth, the tracer wire shall be laid flat
and securely affixed to the top of the pipe with zip ties of 10-foot intervals .
For pipe installations deeper than 8 feet, the tracer shall be installed of a depth
of 7 to 8 feet. The tracer wire shall be protected from damage during the
execution of the work. No breaks or cuts in the tracer wire shall be permitted.
See detail 732.13.
2. Manhole markers shall be placed adjacent to manholes of the discretion of the Town
Representative.
3. In non-nautral pH soffs, the City Engineer may require the addition of passive
cathodic protection (sacrificial magnesium or zinc anodes) or cathodic shielding
(coatings). The need of cathodic protection shall be determined by the Town Engineer,
4. Where the tracer wire needs be spliced, use connectors designed for use with
tracer lines and direct bury such as Copperhead Industries "SnakeBiie" connector,
This type of connector eliminates the need to cut the main tracer line.
DURHAM Dept. pl Water Management City of Durham, NC Voice (919)560-4.T81
'6"' Mist lake Dr, )
Durham. H.G. 27704 115E WITH [HE STANDARD SPECIFICATIONS ONLY w .durhamna.gov
TRACER WIRE and MARKER POST Not TO Scaa 732L"2
6 6 9 PLACEMENT at MANHOLES REFeb,2011 I EFT":
Feb_, 1 ut 1
+u- rr iucu c7 .+rr,., n nny ulym - www.upp-ongmo¢ro.-
MANHOLE WALL ---{ o
PRO. RU6BER BPDT, �
GROUT SCE NOTE 7
LATERAL PIPE <
FORMED FP4C J
INVERT `•�
TOP OF BENCH, 6` MIN. i ``•*,
SEE NOTE 3 SEE NOTE 1
1 \ 1 5EWER MAIN
#57 STONE �pW LATERAL -�1 •__ FLOW
AROUND BOOT_ -
LATERAL CONNECTION
ANGLE GREATER
_`•� THAN OR EQUAL
�� �• .. .... e � I 70 9U'
{'
TOP OF BENCH, I .I - - I'I < PLAN VIEW
SEE NOTE 3 "
l f PRO. RUBBER BOOT.
.T� SEE NOTE 7 I fi's
b, PROPOSED FORMED
LATERAL.PAD, - - r. _ INLET SEE NOTE 5
SEE NOTES x.. t.: :';+`. 1
I� EXISTING FORMED INLET o
SEE STD. " .rs7-+.
U LET 1S8t-
733,02 FOR I •� RF+?'1tA7N �_
STUB OUT.
MANHOLE (SHOWN
ry`4 f r CUT -AWAY FOR CLARITY)
s�f ISOMETRIC VIEW
NOTES:
1. The minimum spacing from the edge of a core for a lateral to the edge of the
next core shall be 6 inches.
2. Sewer lateral shall not enter c manhole at an angle less than 90' to the effluent
pipe.
3. Ali laterals to be installed at the top of the bench.
4. Provide brick or concrete for invert.
5. Inverts to be built from lateral to effluent
Uent pipe.
6. The maximum number of laterals for any one manhole is five (5),
7. All new laterals into manholes must be core drilled and installed with a flexible
rubber boot.
DURHAM Dept of Water Management /� Voice 919 SOD4381
1600 MistLk. Dr. City of Durham, NC ' '
Durham, H.C. 27704 uSE wP1 THE STANDARD SPECIFICA'fl°NS ONLY wvm.durham np.gpv
SANITARY SEWER LATERAL N01TOSM z73303
AT MANHOLES REVISI°"°ATE: SHEET":
1 8 fi 9 Feh., 2017 1 of 1
STREET APPLICATION
MANHOLE COVER & RING
CASTING. SEE DETAIL C05.02
AND APPR MAT RIA
IIST FOR MANUFACTURER
--- _ AND PART #'S
b PAVEMENT
CONCRETE BASE AROUND
24" DIA " MANHOLE CASTING (SIZE VARIES)
FLLX-5EAL SEALANT ON INTERIOR i+ SEE DETAIL it FOR
ADJUSTMENT RING AREA MANHOLE RING AND COVER
GRACE ADJUSTMENT. 1d" MAX.
USE AN APPROVED T FROM TOP OF MANHOLE TO
BUTYL RUBBER (MASTIC) TOP OF CASTING
p SEALANT APPLIED TO
TOP OF CONE SECTION �^ '
N-r
f' USE ECCENTRIC CONE 8"
SEAL INSIDE & OUTSIDE OF
+ ALL JOINTS WITH HYDRAULIC
CEMENT
ALL JOINTS TO BE T&G A
AND WILL HAVE MASTIC
� � rn PRECAST MANHOLE (HEFT SEALER.
a z REQUIREMENTS OF ASTM.
C478. AASHTO M-199)
+ REINFORCINC PER
PRECAST MANUFACTURER
N I
TO MEET ASTM C-478
SLOPE OF CHANNEL
THRU MANHOLE = 0.10'
FALL UNLESS SHOWN EXTERNAL JOINT WRAP
OTHERWISE ON PLANS. ON ALL 13URIE❑ JOINTS
SEE DETAIL 732 01 FOR PER DETAIL 732,11
INVERT & BOOT DETAIL
PRECAST OPENING OR CORE &
a uW o g� SCOT REQUIRED FOR ALL PIPES.
w I ' * SEE PLANS FOR PIPE S17ES. SEE
iv ` " DETAIL 731
SET MANHOLE ON 12"
USE 5' DkA. MANHOL� I NO. 57 STONE
W/6" MINIMUM EXTENDEDE4ti
BASE WHEN MANHOLE
N
DEPTH EXCEEDS 18'.
CONCRETE INVERT AND PIPE
ENTRY PER DETAIL 732.01
SEE DETAIL 732.20 FOR PRECAST
SEE SPECS SECTION 31 23 17.
PARAGRAPH 3.1z.B FOR CONCRETE SEWER MANHOLE NOTES
FOUNDATION IMPROVEMLNT
WHEN NEEDED
DURHAM Dept. of Water Management voice M19) 5s6.a3st
1800 Mist Lake or, City of Durham, NC
D urha m. N.C. 27704 115E wI'riI 1HE STANDARD SPECIFICATIONS ONLY w Aurhamnc.gov
SCALE_ DETAIL#
STANDARD ECCENTRIC CONE
Not To Scale 732.02
PRECAST MANHOLE DETAIL11 REFeb%)1?TE xI EET -
Detans Prowaeo 6y rPw L,onsvlung Lngineers -
NOTES:
1. The tracer wire shall be continuous to the greatest extent possible. For gravity
main installations less than 8 feet in depth, the tracer wire shall be laid flat
and securely affixed to the top of the pipe with zip ties at 10-foot intervals
For pipe installations deeper than 8 feet, the tracer shall be installed of a depth
of 7 to 8 feet. The tracer wire shall be protected from damage during the
execution of the work. No breaks or cuts in the tracer wire shop be permitted.
DURHAM D¢ Pt. of water Management City of Durham, NC Voice(910) 5804ml
1600 Mist Lake br.
Durham. N.C. 27704 USE WnH THE sTANDARO SPECIFICATIONS ONLY www.durhamnc.gw
1 DE
TRACER WIRE PLACEMENT WHEN BURY Nat Tu SCALE
eale 732L13
e fio9 (TO TOP OF PIPE) EXCEEDS 8 FEET RF �°21;;, ' "EET";
Details Provided by APPIAN Consulting Engineers -- www.nppinnengineers-corn
2f _I
P
4"::pI
P
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1
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w
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o
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a
x
w
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n
GD8-1316K
i I-
IT! _
III m
ELEVATION
NOTES:
- r r approved
1. Utility marker post be Rhino 3 Rail Fiberglass Utility Ma ker o pp
equal
with Rhino GD8-1316K decal sanitary sewer.
2. Color for sanitary sewer W Green.
3. Place marker as directed by City Representative.
DURHAM
Dept. of Water Management
1600 Mlat Lake Dr. City of Durham, NC
eu mom, N_C. 21704 USE WITH THE STANDARD SPECIFIC11. ONLY
Voice (919) 5604381
--durhdmnc.gov
FIBERGLASS SEWER
NotTOScale
z139a1
1 8 6 9
MARKER POST
REFob,DATE.-
Feb., 2417
5"EET#:
1 ¢I 1
CITY PIN NO: 0709-31-52-6652
DURHAM SITE PLAN #D2200233
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Date: 11 /22/2022
Scale:
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Project Number:
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Drawing Number:
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NOTES:
Q
D 6"
�'I
* THIS PRECAST ENDWALL MAY BE USED FOR THE FOLLOWING
1Z-1 2 U
I"�
STANDARDS: 838.01, 838.11, 838.21, 838.838.33,
J F--1 z
II
838.39, 838.51, 838.57, 838.63 AND 838.69.
69.
0
2 U 2
* INSTALL PRECAST ENDWALLS WITH WINGS AND PAY
W Q Q LL x
FOR IN ACCORDANCE WITH SPECIFICATION SECTION 838,
H- U ¢ O cry
USE 4000 PSI CONCRETE.
H x ~ Z L~yI
* PROVIDE ALL REINFORCING STEEL WHICH MEETS ASTM A615
y OR:LL
FOR GRADE 60 AND WELDED WIRE FABRIC CONFORMING
LL Q
CC
0 I
H2
TO ASTM A185 WITH 2" MIN. CLEARANCE.
* PLACE LIFT HOLES OR PINS IN ACCORDANCE WITH
Z FH
H 1'-1
OSHA STANDARD 1926.704.
W ❑
* PIPE TO BE GROUTED INTO HEADWALL AT JOB SITE BY
CI
CONTRACTOfl
-
* ALL ELEMENTS PRECAST TO MEET ASTM C913.
- - -
* WELDED WIRE FABRIC MAY BE SUBSTITUTED FOR REBAR
AS LONG AS THE SAME AREA OF STEEL IS PROVIDED.
* CHAMFER ALL CORNERS 1" OR HAVE A RADIUS OF 1"
8" O.C.(TYP.)
REFER TO CHART
w
FOR BAR SIZE
NOTE: THE MINIMUM BAR SIZE SHALL BE #5 BARS
J le
SIDE
AT 6" CTS.THE CONTRACTOR WILL HAVE THE OPTION
TO INCREASE THIS BAR SIZE AS NEEDED.
2
C)J
W a
030
z Z '
ENDWALL DIMENSIONS
FT.
MINIMUM
MIN./MAX.
MIN./MAX.
MIN./MAX.
MIN./MAX.
MIN./MAX.
PIPE DIA.
BAR SIZE
H1(FT.)
H2(FT.)
D (FT.)
W1
W2
1.0
#5 @ 8"
1.25/2.00
2.00/3.75
1.25/1.75
3.00/3.75
5.50/6.00
1.25
#5 @ 8"
1.25/2.00
3.00/3.75
1.25/2.00
3.5013.75
6.50/6.75
1.50
#5 @ 8"
1.25/2.00
3.00/4.25
1.50/2.50
3.50/3.75
6.50/6.75
2.0
#5 @ B"
1.50/2.50
4.00/4.75
1.75/2.50
4.00/4.25
7.50/8.25
2.5
#5 @ 82.50
3.50
4.00I6.00
2.00 3.00
4.50 5.50
10.00l11.50
3.0
#5 @ 8"
3.00/3.50
5.00/6.00
2.75/3.50
5.25/5.75
11.50/11.75
3.5
#5 @ 8"
3.25/4.50
6.00/6.75
3.25/3.50
6.00/6.75
12.00/13.25
4.0
# 5 @ B
3.50/4.50
6,50/7.00
3.25/3.50
6.50/6.75
13.00/13.25
4.5
#5 @ 8"
4.00/5.00
6.50/8.50
3.25/4.00
7.00/9.25
13.50/15.75
5.0
#5 @ 8"
4.50/5.00
7.00/8.50
3.25/4.00
7.25/9.25
13.75/15.75
5.5
#5 @ 8"
4.5015.00
7.50/8.50
3.25/4.00
7.25/9.25
14.00/15.75
6.0
#5 @ 8"
4.50/5.00
7.50/8.50
3.25/4.00
7.75/9.25
14.75/16.75
DETAIL SHOWING TYPES OF GRATES
USE ACCORDING TO WATER FLOW.
TYPE "0" TYPE "E" TYPE r'F"
T WATER FLOW SAG �WATER FLOW -
WATER FLOW SAG WATER FLOW -
TYPE OF" TYPE "E,, L TYPE "G"
v-
RAISED FLOW ARROW 2 I+
HIGH
11/2.. 1 3/4 ,
2'-11�14 I .I
13/4 SECTION A -A
TYPE - F
2'-11 �4
I
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C3 ILLJ a
❑ ~ N
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❑ V ¢
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SECTION Y-Y
RISER HT.
VARIES -
- 6_ -
WHERE 30" TO 36" PIPE IS USED
RISER HT.
VARIES
WHERE 42" TO 54" PIPE IS USED
1:#J
ay
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QUccoo
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SECTION 6-8
13i4 " 214 " z
SECTION A -A o O a7
os
TYPE - E 4
Q V
RAISED FLOW ARROW ma C
p 1iG" HIGH 2 I Q W
p po
- ❑�_
11�2„ 0Oz
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1' 4 1 Q 7)
1 „R 1/„ s LL 0
8 LL
2'-1134 �{I�
I 11„
1 1/2 „
I LT
TYPE G SECTION A -A SHEET 2 DI
awn 1
A 6„ OPTIONAL MANHOLE
6„
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,
I>R-44t,111;
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n
SEE STANDARD 840.54
m C
FOR MANHOLE COVER & FRAME #4 BARS "A"
P LAN�OPTIONAL SPACED 6
C. TO C.
BRICK MAY BE USED
TO ADJUST FRAME 8
COVER TO SURFACE
ELEVATION MAX. 1'
A I
SECTION X-X
6"
EX
6 p r
- B .
6"
SECTION Y-Y
PIPE
JJ
E OR F 1
SECTION
C-C OR D-D
GENERAL NOTES:
CHAMFER ALL EXPOSED CORNERS 1".
USE CLASS "B" CONCRETE THROUGHOUT.
OPTIONAL CONSTRUCTION - MONOLITHIC POUR, 2" KEYWAY, OR
#4 BAR DOWELS AT 12" CENTERS AS DIRECTED BY THE ENGINEER.
USE FORMS TO CONSTRUCT THE BOTTOM SLAB.
IF REINFORCED CONCRETE PIPE IS SET IN BASE SLAB OF BOX,
ADD TO BASE AS SHOWN ON STANDARD NO. 840.00.
PROVIDE ALL JUNCTION BOXES OVER 3'-6" IN DEPTH WITH STEPS
12" ON CENTERS IN ACCORDANCE WITH STD. NO. 840.66.
ADJUST THE STEEL, CONCRETE AND BRICK MASONRY QUANTITIES
TO INCLUDE THE ADDITION OF THE MANHOLE (I.E. DIAGONAL BARS
SHORTENED AROUND OPENING IN TOP SLAB, ADDITIONAL VARIABLE
HEIGHT BRICK MASONRY, OPENING IN TOP SLAB.)
MAX. DEPTH OF THIS STRUCTURE FROM TOP OF BOTTOM SLAB TO TOP
ELEVATION IS 12 FEET.
r #4 BAR
T
DOWEL
DIMENSIONS AND QUANTITIES FOR CONCRETE JUNCTION BOXES
DIMENSIONS OF BOX AND PIPE
REINFORCEMENT
BARS "A"
TOP SLAB
DIMENSIONS
CUBIC YARDS
IN BOX
TOTAL QUANTITIES
BOX AND SLABS
DEDUCTIONS FOR ONE
PIPE CU.YDS.
PIPE
SPAN
WIDTH
HEIGHT
0
A
B
H
NO.
LENGTH
E
F
TOP
SLAB
BOTTOM
SLAB
WALL)
Fr. OF HT.
LBS.
REINF
CU. YDS.
MIN. H"
C.S.
R. C.
12"
2' 0"
2'-0"
2'-3"
12
2'-9"
3'-0"
3'-0"
0.167
0.167
0.185
22
0.750
0.015
0.024
15"
2'-3"
2'-3"
2'-6"
12
3' 0"
21
3'-3"
0.196
0.196
0.204
24
0.902
0.023
0.036
18"
2'-6"
2'-5"
2'-9"
14
3' 3"
3'-6"
3'-6"
0.227
0.227
0.222
30
1.065
0.033
0.049
24"
3'-0"
3'-0"
3'-3"
16
3'-9"
4'-0"
4'-0"
0.296
0.296
0.259
40
1.434
0.059
0.085
30"
3'-6"
3'-6"
3'-9"
18
4'-3"
4'-6"
4'-6"
0.375
0.375
1 0.296
51
1 1.860
0.092
0.127
36"
4'-0"
4'-0"
4'-3"
20
4'-9"
5'-0"
5'-0"
0.463
0.463
0.333
64
1 2.341
1 0.132
0.178
42"
4'-6"
4'-6"
4'-9"
22
5'-3"
5'-6"
5'-6"
0.560
0.560
0.370
77
2.878
0.180
0.243
48"
5'-4"
5'-4"
5'-3"
26
6'-3"
6'-4"
6' 4"
0.743
0.743
0.407
111
3.623
0.235
0.317
54
5'-10"
5'-10"
5'-9"
28
6'-7"
6'-10"
6'-10"
0.865
0.865
0.444
126
1 4.283
1 0.297
0.401
60"
6'-6"
6'-6"
6'-3"
30
7' 3"
V-6"
V-6"
1.042
1.042
0.481
145
5.090
0.367
0.495
66"
7'-1"
7'-1"
6'-9"
32
V-10"
8'-1"
8'-1"
1.210
1.210
0.518
169
1 5.917
1 0.444
0.569
o is
o V
2
840.31
A
wo
Y �/ 2" WEEP HOLES
PLAN
SECTION X-X
`SEE NOTE
SECTION X-X
u
GENERAL NOTES:
USE CLASS "B" CONCRETE THROUGHOUT.
PROVIDE ALL CATCH BASINS OVER 3'-6" IN DEPTH WITH STEPS 12"
ON CENTER. USE STEPS WHICH COMPLY WITH STD. DRAWING 840.66.
OPTIONAL CONSTRUCTION - MONOLITHIC POUR, 2" KEYWAY, OR #4 BAR DOWELS AT
12" CENTERS AS DIRECTED BY THE ENGINEER.
USE FORMS FOR THE CONSTRUCTION OF THE BOTTOM SLAB.
IF REINFORCED CONCRETE PIPE IS SET IN BOTTOM SLAB OF BOX, ADD TO SLAB
AS SHOWN ON STD. NO. 840.00.
USE TYPE "E" "F" AND "G" GRATES UNLESS OTHERWISE INDICATED.
FOR 8'-0" IN HEIGHT OR LESS USE 6" WALLS AND BOTTOM SLAB. OVER
89 0' TO 16'-0" IN HEIGHT USE B" WALLS AND BOTTOM SLAB. ADJUST
QUANTITIES ACCORDINGLY.
CONSTRUCT WITH PIPE CROWN$ MATCHING.
CHAMFER ALL EXPOSED CORNERS 1".
DRAWING NOT TO SCALE.
6"
T SECTION J-J
WHERE 30" TO 36" PIPE IS USED
SEE NOTE
WHERE 42" TO 54" PIPE IS USED
M
6':1 P7 A
1 0
°1 ¢
0 _
L L
PLAN PLAN
Z
o❑
H Q
Q
Z p~CSU
LL J�F�"�-Iz
O O U 2
W QZLL -
U ¢ O
H
N FLLO
�
00C/)Q
Z 1 1�
H >
Lu W m
2
o Z
LL N
0 to
� m a
= = a
❑ V _
❑ ~ to
o v �
a W x
H II_�
o W -
} = N
(� r
Q
o O
O V
NOTES: USE CLASB "B" CONCRETE THROUGHOUT. Z
PROVIDE ALL CATCH BASINS OVER W-6" IN DEPTH WITH STEPS 12" ODO
ON CENTER. USE STEPS WHICH COMPLY WITH STD. DRAWING 840.66.
OPTIONAL CONSTRUCTION - MONOLITHIC KURT 2" KEYWAY, ON 44 BAR DOWELS AT Q F
12" CENTERS AS OIRECTED BY THE ENGINEER. IZ-1 LY U
USE FORMS FOR THE CONSTRUCTION OF THE BOTTOM SLAB. LLJ
IT REINFORCED CONCRETE PIPE IS SET IN BOTTOM SLAB Of BOX, ADD TO SLAB O O In 2
AB SHOWN ON STD, N0. B40, OD, W Q Z LL ^
FaR W-0" IN HEIGHT OR LE53 USE G" WALLS AND BOTTOM BLAB. DYER H U d O Cx'3
8'-D' TO 16'-0' IN "CIS
USE 6" WALLS AND BOTTOM SLAC. ADJUST Q
OUANTITIE$ ACCORDINGLY, L1J
CONSTRUCT WITH PIPE GROWING MA%NINO. Of) ~ LL O J
0 to C)INSTALL 2" WEEPHOLES AS DIRECTED BY THE ENGINEER. Z "-H Or
INSTALL STONE DRAINS, OF A MINIMUM OF 1 CUBIC FOOT OF NO. 7SM STONE IN A I- H
POROUS FABRIC BRG OR WARP, AT EACH WEEP HOLE DR AS DIRECTED BY THE ENGINEER. CL
L7
CHAMFER ALL EXPOSED CORNERS 1".
DRAWING NOT TO SCALE.
w
. TNCREASE THE SIZE OF THE 8" OPENING TO 8" MA%., AS DIRECTED BY THE
ENGINEER BY ADDING 2" TO THE WALL HIEGHT ABOVE THE TOP ELEVATION. ADJUST
QUANTITIES ACCORDINGLY.
z
N
N
m
TOP SLAB 0
GUTTER LINE Ow C=.i
64 BAR
Q W
� V a
�y TOP ELEVATION
a
10L " O 00
PIPE NIN LR. ) -}'I cc
I(THICKNEBSALL VARIE3 < ¢
#4 BAR Z E- z F-
Tn W -
} CL N
SECTION Y-Y PART SECTION Y-Y O
SHOWING DETAILS AT OPENING 4 W
o MIN. DIMEN9[ONS AND QUANTITIES FOR CONCRETE CATCH BASIN [BASED ON MEN. HEIGHT, H) 2 LU
R EIHFORLING TOP fl MT. SLAB M. YDS. CONC. TPTAL QDANTITLES I OLLIE NE
s" iHKAT
HEICYIY QAPS - X BAP9 - Y BAP$ - 2 OINENS10N5 IN ePX BOX 6 BLA65 ONE PIPE ppENING
H N0. LENGTH Np, LENGTH NO LENGTH F g TOP SLAB ear. aAe W�IFl. HT LAS. aDNF. Yu' ,Yry NI C.S. R.C. YD z
4 3'-0" 6 4'. 3" 2 4'-3" 4'-S" a'-3" 0.181 0.271 0. 25P 27 1.946 O.tl15 D. 032 D.048 O
4 3.0' a 4'-3" ? a'-3" 4'-G" 3'-3" 0. 183 0.27[ 0. 250 2] 1.14R 0.020 0.038 D.O46
AREA AROUND HANDLE SHALL BE
d I�B PRECAST CONC. COVER B COUNTER SUNK I" AND
HANDLE
ALL BE FREE TO MOVE
SEE NOTE 2/}/ ANp DAWN.
a---
A1 j INLET 1" PIPEJSLEEVE X 3" LONG
PART SECTION
MIN. THRU COVER
SECTION X-XSECTION Y-Y6'.sHriwNC HANDLE
3/4" SMOOTH BAR
B a(2) 3-xl/4" THK. ROUND
IV
ORSQUARECUTWASHER
:REINFORCING Y jj4 REINFORCINNG (2) HEX NUT
SECTION V-V SECTION W-W
DETAIL OF HANDLE
WIY-4-1 ,
#4 REINFORCING BARS I i Z vev "•
5 3/4" 0_C,
14 REINFORCING BAR
o1E
V iX OUL q - - m ViX � 6
L-I-------i- J
W/Y►"I 2ND OPENING -
= REQUIRED (
(MOTE 2) �i I
i
PLAN
- PRECAST Ch CA57--IN-PLACE �: 2-=:�
NOTES: TOP stAe
iry
l
f1
1 general eT1erI11 noses detail 638.01.
2. Number 0f sides with a 6" opening will be
determined by the design engineer.
L
DBPI. of Public Works Voice C919) 5604326
101city HollPlaxv CITY OF DURHAM, NC
Dvrhvm, NC 27701 USE WITH THE STANDARD SPEORCATIONS ONIY YYww.durhomnc.gcv
'u
SCALE DEIAIL#
OPEN THROAT NoitoScoie 634.01
CITY OF YARD INLET flEYM NDATE; SHEET#
DURHAM 0612017 1 of I
S�
I II
R M w
� U
a
a rn
LJ
LL
0
aw
io �
PLAN OF TOP SLAB SECTION S-S
r, 6" FF-y
"W"BARS[[4 BAR
UAL A
4 BARLIW Lei
SECTION R-R DOWEL
Y �/ 2" WEEP HOLES
PLAN
SECTION X-X
`SEE NOTE
SECTION X-X
u
GENERAL NOTES:
USE CLASS "B" CONCRETE THROUGHOUT.
PROVIDE ALL CATCH BASINS OVER 3'-6" IN DEPTH WITH STEPS 12"
ON CENTER. USE STEPS WHICH COMPLY WITH STD. DRAWING 840.66.
OPTIONAL CONSTRUCTION - MONOLITHIC POUR, 2" KEYWAY, OR #4 BAR DOWELS AT
12" CENTERS AS DIRECTED BY THE ENGINEER.
USE FORMS FOR THE CONSTRUCTION OF THE BOTTOM SLAB.
IF REINFORCED CONCRETE PIPE IS SET IN BOTTOM SLAB OF BOX, ADD TO SLAB
AS SHOWN ON STD. NO. 840.00.
USE TYPE "E" "F" AND "G" GRATES UNLESS OTHERWISE INDICATED.
FOR 8'-0" IN HEIGHT OR LESS USE 6" WALLS AND BOTTOM SLAB. OVER
89 0' TO 16'-0" IN HEIGHT USE B" WALLS AND BOTTOM SLAB. ADJUST
QUANTITIES ACCORDINGLY.
CONSTRUCT WITH PIPE CROWN$ MATCHING.
CHAMFER ALL EXPOSED CORNERS 1".
DRAWING NOT TO SCALE.
6"
T SECTION J-J
WHERE 30" TO 36" PIPE IS USED
SEE NOTE
WHERE 42" TO 54" PIPE IS USED
M
6':1 P7 A
1 0
°1 ¢
0 _
L L
PLAN PLAN
Z
o❑
H Q
Q
Z p~CSU
LL J�F�"�-Iz
O O U 2
W QZLL -
U ¢ O
H
N FLLO
�
00C/)Q
Z 1 1�
H >
Lu W m
2
o Z
LL N
0 to
� m a
= = a
❑ V _
❑ ~ to
o v �
a W x
H II_�
o W -
} = N
(� r
Q
o O
O V
NOTES: USE CLASB "B" CONCRETE THROUGHOUT. Z
PROVIDE ALL CATCH BASINS OVER W-6" IN DEPTH WITH STEPS 12" ODO
ON CENTER. USE STEPS WHICH COMPLY WITH STD. DRAWING 840.66.
OPTIONAL CONSTRUCTION - MONOLITHIC KURT 2" KEYWAY, ON 44 BAR DOWELS AT Q F
12" CENTERS AS OIRECTED BY THE ENGINEER. IZ-1 LY U
USE FORMS FOR THE CONSTRUCTION OF THE BOTTOM SLAB. LLJ
IT REINFORCED CONCRETE PIPE IS SET IN BOTTOM SLAB Of BOX, ADD TO SLAB O O In 2
AB SHOWN ON STD, N0. B40, OD, W Q Z LL ^
FaR W-0" IN HEIGHT OR LE53 USE G" WALLS AND BOTTOM BLAB. DYER H U d O Cx'3
8'-D' TO 16'-0' IN "CIS
USE 6" WALLS AND BOTTOM SLAC. ADJUST Q
OUANTITIE$ ACCORDINGLY, L1J
CONSTRUCT WITH PIPE GROWING MA%NINO. Of) ~ LL O J
0 to C)INSTALL 2" WEEPHOLES AS DIRECTED BY THE ENGINEER. Z "-H Or
INSTALL STONE DRAINS, OF A MINIMUM OF 1 CUBIC FOOT OF NO. 7SM STONE IN A I- H
POROUS FABRIC BRG OR WARP, AT EACH WEEP HOLE DR AS DIRECTED BY THE ENGINEER. CL
L7
CHAMFER ALL EXPOSED CORNERS 1".
DRAWING NOT TO SCALE.
w
. TNCREASE THE SIZE OF THE 8" OPENING TO 8" MA%., AS DIRECTED BY THE
ENGINEER BY ADDING 2" TO THE WALL HIEGHT ABOVE THE TOP ELEVATION. ADJUST
QUANTITIES ACCORDINGLY.
z
N
N
m
TOP SLAB 0
GUTTER LINE Ow C=.i
64 BAR
Q W
� V a
�y TOP ELEVATION
a
10L " O 00
PIPE NIN LR. ) -}'I cc
I(THICKNEBSALL VARIE3 < ¢
#4 BAR Z E- z F-
Tn W -
} CL N
SECTION Y-Y PART SECTION Y-Y O
SHOWING DETAILS AT OPENING 4 W
o MIN. DIMEN9[ONS AND QUANTITIES FOR CONCRETE CATCH BASIN [BASED ON MEN. HEIGHT, H) 2 LU
R EIHFORLING TOP fl MT. SLAB M. YDS. CONC. TPTAL QDANTITLES I OLLIE NE
s" iHKAT
HEICYIY QAPS - X BAP9 - Y BAP$ - 2 OINENS10N5 IN ePX BOX 6 BLA65 ONE PIPE ppENING
H N0. LENGTH Np, LENGTH NO LENGTH F g TOP SLAB ear. aAe W�IFl. HT LAS. aDNF. Yu' ,Yry NI C.S. R.C. YD z
4 3'-0" 6 4'. 3" 2 4'-3" 4'-S" a'-3" 0.181 0.271 0. 25P 27 1.946 O.tl15 D. 032 D.048 O
4 3.0' a 4'-3" ? a'-3" 4'-G" 3'-3" 0. 183 0.27[ 0. 250 2] 1.14R 0.020 0.038 D.O46
AREA AROUND HANDLE SHALL BE
d I�B PRECAST CONC. COVER B COUNTER SUNK I" AND
HANDLE
ALL BE FREE TO MOVE
SEE NOTE 2/}/ ANp DAWN.
a---
A1 j INLET 1" PIPEJSLEEVE X 3" LONG
PART SECTION
MIN. THRU COVER
SECTION X-XSECTION Y-Y6'.sHriwNC HANDLE
3/4" SMOOTH BAR
B a(2) 3-xl/4" THK. ROUND
IV
ORSQUARECUTWASHER
:REINFORCING Y jj4 REINFORCINNG (2) HEX NUT
SECTION V-V SECTION W-W
DETAIL OF HANDLE
WIY-4-1 ,
#4 REINFORCING BARS I i Z vev "•
5 3/4" 0_C,
14 REINFORCING BAR
o1E
V iX OUL q - - m ViX � 6
L-I-------i- J
W/Y►"I 2ND OPENING -
= REQUIRED (
(MOTE 2) �i I
i
PLAN
- PRECAST Ch CA57--IN-PLACE �: 2-=:�
NOTES: TOP stAe
iry
l
f1
1 general eT1erI11 noses detail 638.01.
2. Number 0f sides with a 6" opening will be
determined by the design engineer.
L
DBPI. of Public Works Voice C919) 5604326
101city HollPlaxv CITY OF DURHAM, NC
Dvrhvm, NC 27701 USE WITH THE STANDARD SPEORCATIONS ONIY YYww.durhomnc.gcv
'u
SCALE DEIAIL#
OPEN THROAT NoitoScoie 634.01
CITY OF YARD INLET flEYM NDATE; SHEET#
DURHAM 0612017 1 of I
S�
I II
R M w
� U
a
a rn
LJ
LL
0
aw
io �
PLAN OF TOP SLAB SECTION S-S
r, 6" FF-y
"W"BARS[[4 BAR
UAL A
4 BARLIW Lei
SECTION R-R DOWEL
z
Co
EXPANSION JOINTS
Q Q
STD. 840.03 FRAME
O O 2 Z
U
GRATE S HOOD
QQLL=
W
Hx~ZL
/
Cn FLLOJ
00"0
PLAN
HH
m
CURB AND GUTTER WITH CATCH BASIN ON STEEP GRADES
LLu ❑
❑
TOP
USE ON FLAT ELEV. EXPANSION JDINT
GRADES 2% AND UNDER
_ DEPRESSED GUTTER LINE
E%PANSION JOINT
ELEVATION
2
0 Z
NORMAL CURB AND GUTTER ON LIGHT GRADES
LL
F-I
Ts IA
NORMAL GUTTER LINE
Z Q W
EXPANSION JOINT 6„
Co CL
TOP
ELEV.
C3 = d
USE ON GRADES VER 2�
❑
v
DEPRESSED GUTTER LINE
I
Q Q L10
10X 6-0
EXPANSION
EXPANSION JOINT
I I MAX. ��
� Ci
1' 0'
a W
ELEVATION
NORMAL CURB AND GUTTER ON STEEP GRADES
y W
MINIMUM DIMENSIONS
AND
QUANTITIES FOR CONCRETE CATCH BASIN BASED ON MIN. HEIGHT H
WITH NO RISER
DIMENSIONS
OF
BOX AND
PIPE
COVER
DIMENSION
ICU.YDS.
CONC.
IN BOX
DEDUCTIONS
ONE PIPE
G.M. P.C.
PIPE
SPAN
WIDTH
WIDTH
SPAN
MIN. HEIGHT
BARS-U
BANS-V
BARS-W
TOTAL
LBS.
TOP
SLAB
BOTTOM
SLAB
TOT, WOO.
EIRUTFOR .H
D
A
B
C
G
H
E
F
NO.
LENGTH
NO.
LENGTH
NO.
LENGTH
12"
3'-0"
2'-2"
--
--
2'-9"
--
--
--
--
--
--
--
--
--
--
0.235
0.772
0.015
0.026
15"
3 -0
2 -2'
3'-0"
0.235
0.829
0.023
0.036
18"
3'-0"
2'-2"
3'-3"
0.235
0.B87
0.033
0.049
24"
3'
2' 2'-2"
3'-9"
0.235
1.001
0.059
0.085
30"
3'-0"
2'-2"
3'-4"
4'-3"
1'-2"
4' 0"
4
1'-5"
2
3'-9"
3
3'-9"
39
0.123
0.321
1.433
0.092
0.127
36"
3'-0"
2'-2"
3'-10"
4'-1"
1'-B"
4'-0"
4
1'-11"
3
3' 9"
3
3'-9"
43
0.161
0.358
1.714
0.132
0.178
5'-3"
1'-5"
3'-2"
4
1'-8"
2
2'-11"
3
2'-11"
32
0.112
0.318
1.738
0.180
0.243
5'-0"
4
2' 3"
3
2'-11"
3
2'-11"
35
0.145
0.352
2.052
0.235
0.317
1 5'-7"
1 6'-3"
2'-7"
3'-2"
4
2'-10"
5
2'-11"
3
2'-11"
41
0.180
0.388
2.387
0.297
0.401
W-
11-�"CLR.
1
V = w
Y
a
m m
a� y TJ
SS J
a
12" "
w
W
,it" CLR.
11^1" 43 BARS
CLR- EQUALLY SPACED
CI-R.
PLAN
PRECAST OR CAST IN PLACE TOP SLAB
F
#4 BARS "Y" RANDLE
,--.1" PIPE SLEEVE
RM
I^ #3 BARS
7y��}
'"
EQUALLY SPACED
11l2" CLR.
SECTION V-V
G
#4 BARS "Y"
11'2" CLR. EQUALLY SPACED
1l2" CLR.
03 BARS "X"
SECTION W-W
43" NOTE: USE TYPE "E" "F" AND "G" GRATE
- UNLESS OTHERWISE NOTED.
ALIGN FRAME WITH INSIDE
EDGE OF WALL TO ALLOW
FOR VERTICAL ADJUSTMENT
WALL SECTION
SECTIDN - BE
CITY PIN NO: 0709-31-52-6652
DURHAM SITE PLAN #D2200233
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SECTION - AA
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6,. 2'.0„
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01
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SECTION - KK T2'-11Lj2 1, 4W
CIL
Ld
SHEET 2 OF 2 R SHEET 1 OF 2 CL
* RISER HAS .228 CUBIC YARDS OF CONCRETE PER FOOT HEIGHT 840 • 02 HOOD ELEVATION SECTION - RR O 4 O efl� Z
v G V V Q
J
z NOTES: Z [L
OH Ln INSTALL ALL STEPS PROTRUDING 4" FROM INSIDE FACE OF STRUCTURE WALL. ❑
8" RAC. F ¢ STEPS DIFFERING IN DIMENSIONS, CONFIGURATION, OR MATERIALS FROM THOSE SHOWN MAY ALSO BE USED PROVIDED THE CONTRACTOR HAS FURNISHED H- Q
THE ENGINEER WITH DETAILS OF THE PROPOSED STEPS AND HAS RECEIVED WRITTEN APPROVAL FROM THE ENGINEER FOR THE USE OF SUCH STEPS. F
Q 3
1Z-F¢C=jV LL 1-+0 C7V
OO�Sz 4b 0002Z
m 2 - 3" X �" THICK [L0 ..I 2
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DETAIL OF HANDLE o ❑
1t �i II SIDE
z PLAN SIDE PLAN ELEVATION
COUNTERSINK PART WHERE HANDLE IS LOCATED 1" ~ ELEVATION -
AND ALLOAI HANDLE TO ?ROVE VERTICALLY. Q �B -gym ei' N
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ILL CD = TT 0 F
1" PIPE SLEEVE X 3" LONG. Z Q WI _ 1 -0 I CAST IRON Ir 14 I CAST IRON z N
U CL ELEVATION ELEVATION W
El
PART SECTION Cr EL < CC
THRU COVER SHOWING HANDLE 0 Q � ❑ F
0 O 1 6„ ❑ Q
BAR z 1„ 8 11j" #8 BAR OR fr
rn GALV'D. Z F
i- Z I_ rn 1/4" F- cis
❑ LL1 = �„ �� o W
#4 BAR } fL T } co
¢o Q¢
N POLYPROPYLENE Z
W PLAN SIDE PLASTIC Q 1'-1
o ~ �B„ ELEVATION SIDE O Q
W ELEVATION = =
I~ PLAN
COMPOSITE Q
1/ „ REINFORCING STEEL
DOWEL 12'
ELEVATION NOTE:
#3 DEFORMED 12" _ DO NOT USE IN
SHEET 2 OF 2 STEEL ROD " SANITARY SEWER MANHOLES. SHEET
$40.04 SECTION A -A ELEVATION 840
3-4
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Date: 11 /22/2022
Scale:
Drawn By: Checked By:
AMK JRR
Project Number:
20- 0014- 27
Drawing Number:
C.16.4