20210745 Ver 1_ePCN Application_20221206

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:
4/12/2021
BIMS # Assigned* Version#*
20210745 1
Is a payment required for this project?*
No payment required
Fee received
Fee needed - send electronic notification
Reviewing Office*
Raleigh Regional Office - [phone]
Information for Initial Review
la. Name of project:
Hilltop Needmore Elementary School
la. Who is the Primary Contact?*
Elias Ruhl
What amout is owed?*
$240.00
$570.00
Select Project Reviewer*
Zachary Thomas:eads\ztthomas
lb. Primary Contact Email:* lc. Primary Contact Phone:*
[e-mail] [phone]
Date Submitted
12/6/2022
Nearest Body of Water
Terrible Creek
Basin
Neuse
Water Classification
C;NSW
Site Coordinates
Latitude: Longitude:
35.6298 -78.7374
A. Processing Information
County (or Counties) where the project is located:
Wake
Is this a NCDMS Project
Yes No
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
1 b. 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: 39 - Commercial/Institutional 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:
1f. 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
1 h. 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
ld. 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:
Wake County Board of Education
2b. Deed book and page no.:
book 17243, page 256
2c. Contact Person:
Ronnie Stott
2d. Address
Street Address
111 Corning Road, Ste. 190
Address Line 2
City
Cary
Postal /Zip Code
27518
401 Water Quality Certification - Express
Riparian Buffer Authorization
State / Province / Region
NC
Country
USA
Yes No
Yes No

2e. Telephone Number:
[phone]
2f. Fax Number:
2g. Email Address: *
[e-mail]
3. Applicant Information (if different from owner)
3a. Name:
Ronnie Stott
3b. Business Name:
Wake County Public School System
3c. Address
Street Address
111 Corning Road, Ste. 190
Address Line 2
City
Cary
Postal / Zip Code
27518
3d. Telephone 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
3e. Fax Number:
State / Province / Region
NC
Country
USA
4e. Fax Number:
1. Project Information
1b. Subdivision name:
(if appropriate)
E-44
lc. Nearest municipality / town:
Fuquay-Varina
2. Project Identification
2a. Property Identification Number:
0678749164 and 0678833327
2b. Property size:
40.36

2c. Project Address
Street Address
4575 Hilltop Needmore Road
Address Line 2
City State / Province / Region
Fuquay-Varina NC
Postal / Zip Code Country
27562 USA
3. Surface Waters
3a. Name of the nearest body of water to proposed project: *
Terrible Creek
3b. Water Resources Classification of nearest receiving water: *
C;NSW
3c. What river basin(s) is your project located in?*
Neuse
3d. Please provide the 12-digit HUC in which the project is located.
030202010901
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:*
The review area contains a portion of the former Crooked Creek Golf Course. The site consists of mostly grassy areas, two small wooded areas, and several paved cart paths that transect
the site.
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:
0.593 acres (25,872 SF)
4g. List the total estimated linear feet of all existing streams on the property:
483 LF
4h. Explain the purpose of the proposed project: *
As the population in Wake County continues to grow exponentially, a new elementary school is needed to support the existing and growing community within the Town of Fuquay Varina.
The proposed elementary school is located off Hilltop Needmore Road. It is adjacent to Fuquay Varina's Town Park & Preserve, a former golf course that has been dedicated as park
space within the Town. The Town is currently in the design phase of a new Community and Active Adult Center in the park. As part of an interlocal agreement, the Wake County School
Board and Town of Fuquay Varina have master planned the proposed school and community center to mutually benefit from shared uses and infrastructure. This request is to approve
wetland impacts as a result of the need for an elementary school in this area.
4i. Describe the overall project in detail, including indirect impacts and the type of equipment to be used: *
The proposed site use is Public & Civic - Educational Facility, and by nature requires standard program elements such as facility size requirements to accommodate the required student
population, ingress/egress requirements, outdoor recreation requirements, service area requirements, program element adjacency and separation requirements, NCDOT MSTA traffic
safety requirements, and accessibility requirements. As required by local emergency responders and NCDOT, all schools are required to have two separate points of entry to the school.
The project will utilize typical construction equipment and BMPs.
5. Jurisdictional Determinations
5a. Have the wetlands or streams been delineated on the property or proposed impact areas?*
Yes No
Comments:
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-2020-01408
5c. If 5a is yes, who delineated the jurisdictional areas?
Name (if known): Alex Aycrigg
Agency/Consultant Company: Froehling & Robertson, Inc.
Other: Elias Ruhl
Unknown
5d. List the dates of the Corp jurisdiction determination or State determination if a determination was made by the Corps or DWR
Corps provided field visit on September 17, 2020 and provided a preliminary determination letter concurring with the delineation on June 6, 2022 (see letter attached).
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?
No.
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
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
Road Grade Fill
P
Headwater Forest
Wetland 2
No
Corps
0.092
(acres)
Impact 2
Construction of Road
T
Headwater Forest
Wetland 2
No
Corps
0.034
(acres)
Impact 3
Construction of Road
T
Headwater Forest
Wetland 3
No
Corps
0.026
(acres)
Impact 4
Road Grade Fill
P
Headwater Forest
Wetland 4
Yes
Corps
0.004
(acres)
Impact 5
Construction of Road
T
Headwater Forest
Wetland 4
Yes
Corps
0.005
(acres)
2g. Total Temporary Wetland Impact
0.065
2g. Total Wetland Impact
0.161
2i. Comments:
2g. Total Permanent Wetland Impact
0.096
Wetland impacts have been minimized to the extent possible and still accomplish the project needs.
3. Stream Impacts
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
Pipe Construction
Temporary
Culvert
Stream 1
Intermittent
Both
12
Average (feet)
5
(linear feet)
S2
Pipe Installation
Permanent
Culvert
Stream 1
Intermittent
Both
12
Average (feet)
5
(linear feet)
3i. Total jurisdictional ditch impact in square feet:
0
3i. Total permanent stream impacts:
5
3i. Total stream and ditch impacts:
10
3i. Total temporary stream impacts:
5
3j. Comments:
Impacts occur at the outfall of the current pipe and the stream is approximately 12 feet wide at the impact location.
Temporary stream impacts = 5 LF (60 SF/ 0.001 acres)
Permanent stream impacts = 5 LF (35 SF/ 0.0001 acres)
6. Buffer Impacts (for DWR)
6a. Project is in which protect basin(s)?
Check all that apply.
Neuse Tar -Pamlico
Catawba Randleman
Goose Creek Jordan Lake
Other

6b. Impact Type
6c. Per or Temp
6d. Stream name
6e. Buffer mitigation required?
6f. Zone 1 impact
6g. Zone 2 impact
Pipe Installation Construction
T
Stream 1
No
326
197
Pipe Installation
P
Stream 1
No
297
291
6h. Total buffer impacts:
Zone 1
Total Temporary impacts: 326.00
Zone 1
Total Permanent impacts: 297.00
Zone 1
Total combined buffer impacts: 623.00 488.00
Zone 2
197.00
Zone 2
291.00
6i. Comments:
Existing pipe is being replaced in the same location.
E. Impact Justification and Mitigation
Zone 2
1. Avoidance and Minimization
la. Specifically describe measures taken to avoid or minimize the proposed impacts in designing the project:
Due to the size and orientation of the wetlands in relation to the parcels, a small amount of impact was unavoidable. However, the driveway through the
site was intentionally aligned and centered through the existing break in the wetlands to minimize the disturbance. Retaining walls are proposed to
minimize grading within the wetlands and allow complete avoidance of any impacts to the stream buffer. Where retaining walls are not proposed, slopes
as steep as 2:1 are being utilized in an effort to minimize and avoid impacts to the wetlands where possible. The stream originates near the discharge of
an existing 24" HDPE that collects site water from the adjacent Town of Fuquay Varina parcel along with the right of way of Hilltop Needmore Road. As
part of the development of this project along with the adjacent Fuquay-Varina parcel, the existing HDPE pipe is being replaced with a new RCP but this
new pipe will be discharging near the same location but it will be discharging outside of the buffer. The existing pipe that is between the two stream
buffers is also being replaced since it is HDPE with a new RCP but is being placed in the same location of the existing storm drainage. We feel that the
proposed design reflects a significant effort to reduce the impacts to the stream, to protect the environment and allow for the functionality of the current
and future needs of the campus.
1 b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques:
Retaining walls are proposed to minimize grading within the wetlands and allow complete avoidance of any impacts to the stream buffer. Where retaining
walls are not proposed, slopes as steep as 2:1 are being utilized in an effort to minimize and avoid impacts to the wetlands where possible. The existing
pipe that is between the two stream buffers is also being replaced since it is HDPE with a new RCP but is being placed in the same location of the
existing storm drainage utilizing minimum disturbance techniques.
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 are below the mitigation thresholds for each type of impact. We have also demonstrated a significant effort to avoid and minimize impacts where possible.
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

Comments:
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
1 b. If you answered "yes" to the above, does the project require preparation of an environmental document pursuant to the requirements of the National or State (North Carolina)
Environmental Policy Act (NEPA/SEPA)?*
Yes No
Comments: *
This project does not meet the minimum criteria needed to trigger additional environmental documentation under the NCEPA, as defined in state rules at
01 NCAC 25.
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.
The project is proposed to serve the existing population. It is not anticipated that the school will result in additional development which could impact
nearby downstream water quality based on past and reasonably anticipated future impacts.
4. Sewage Disposal (DWR Requirement)
4a. Is sewage disposal required by DWR for this project?*
Yes No N/A
4b. Describe, in detail, the treatment methods and dispositions (non -discharge or discharge) of wastewater generated from the proposed project. If the wastewater will be treated at a
treatment plant, list the capacity available at that plant.
The project will be connected to the Town of Fuquay-Varina sanitary sewer system.
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
5c. If yes, indicate the USFWS Field Office you have contacted.
Raleigh
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?
Review of the NC Natural Heritage Program database, obtained an official Species List through the US Fish & Wildlife Service (USFWS) iPac, and on -
site review of existing habitat.
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?*
The NC State Historic Preservation Office (SHPO) HPOWEB GIS Service interactive map was referenced on August 1, 2022, no historic listings or study
list entries or determined eligible listings were identified within the property boundaries.
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?*
NC Flood Risk Information System Floodplain Mapping Program - FIRM 3720067800J dated May 2, 2006
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
Hiltop Needmore Elementary_PCN Attachements.pdf 86.1 MB
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 N. Ruhl
Signature
Q[
Date
12/6/2022

FROEHLING 4�
ROBERTSON
December 6, 2022
United States Army Corps of Engineers
Raleigh Regulatory Field Office
Via Online PCN Form Submittal
Assess. Manage. Consult.
NC Division of Water Resources
401 and Buffer Permitting Branch
Via Online PCN Form Submittal
Re: Nationwide Permit 39 Application and WQGC 4263
Hilltop Needmore Elementary School
Proposed Public Elementary School
4575 Hilltop Needmore Road
Fuquay-Varina, North Carolina 27562
USACE Action ID No. SAW-2020-01408
F&R Project No. 59Y-0243
Please accept this application for a US Army Corps of Engineers (USACE) Nationwide Permit 39 and NC Division
of Water Resources (DWR) Water Quality Certification 4263 for the proposed jurisdictional waters impacts
associated with the Hilltop Needmore Elementary School project, which currently consists of five contiguous,
irregularly -shaped parcels totaling 15.15 acres, including PIN 0678749164. The site currently contains a
portion of the former Crooked Creek Golf Course. The site consists of mostly grassy areas, two small wooded
areas, and several paved cart paths that transect the site. It is located along the south side of Hilltop
Needmore Road.
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.
//71,4 27.
Elias N. Ruhl
Natural Resources Practice Leader
[phone]
[e-mail]
Attachments: DWR Pre -File Notice
Agent Authorization Letters
Preliminary Jurisdictional Determination (SAW-2022-02448)
Wetland Delineation and Supporting Maps
Impact Maps
Stormwater Calculations Documentation
T&E Documentation
Construction Plans and Specification Details
A Minority -Owned Business

PURPOSE AND NEED
As the population in Wake County continues to grow exponentially, a new elementary school is needed
to support the existing and growing community within the Town of Fuquay Varina. The proposed
elementary school is located off Hilltop Needmore Road. It is adjacent to Fuquay Varina's Town Park &
Preserve, a former golf course that has been dedicated as park space within the Town. The Town is
currently in the design phase of a new Community and Active Adult Center in the park. As part of an
interlocal agreement, the Wake County School Board and Town of Fuquay Varina have master planned
the proposed school and community center to mutually benefit from shared uses and infrastructure.
This request is to approve wetland impacts as a result of the need for an elementary school in this area.
A wetland and stream delineation was performed in June 2020 by Froehling & Robertson, Inc. (F&R).
The delineation features were field surveyed by SEPI in September, 2020. A Buffer Determination Letter
was provided by NCDEQ on September 25, 2020. Additionally, a field verification site visit was
completed by the US Army Corps of Engineers on September 17, 2020 and a confirmation letter was
issued by the USACE on June 6, 2022 concurring with F&R's Wetland Delineation findings.
The proposed site use is Public & Civic - Educational Facility, and by nature requires standard program
elements such as facility size requirements to accommodate the required student population,
ingress/egress requirements, outdoor recreation requirements, service area requirements, program
element adjacency and separation requirements, NCDOT MSTA traffic safety requirements, and
accessibility requirements. As required by local emergency responders and NCDOT, all schools are
required to have two separate points of entry to the school.
AVOIDANCE AND MINIMIZATION
Due to the size and orientation of the wetlands in relation to the parcels, a small amount of impact was
unavoidable. However, the driveway through the site was intentionally aligned and centered through
the existing break in the wetlands to minimize the disturbance. Retaining walls are proposed to
minimize grading within the wetlands and allow complete avoidance of any impacts to the stream
buffer. Where retaining walls are not proposed, slopes as steep as 2:1 are being utilized in an effort to
minimize and avoid impacts to the wetlands where possible. The stream originates near the discharge
of an existing 24" HDPE that collects site water from the adjacent Town of Fuquay Varina parcel along
with the right of way of Hilltop Needmore Road. As part of the development of this project along with
the adjacent Fuquay-Varina parcel, the existing HDPE pipe is being replaced with a new RCP but this new
pipe will be discharging near the same location but it will be discharging outside of the buffer. The
existing pipe that is between the two stream buffers is also being replaced since it is HDPE with a new
RCP but is being placed in the same location of the existing storm drainage. We feel that the proposed
design reflects a significant effort to reduce the impacts to the stream, to protect the environment and
allow for the functionality of the current and future needs of the campus.

DWR Pre -Filing Meeting Request Form
NORTH CAROLINA
Environmental Quality
ID#*
Regional Office *
Reviewer List*
20210745
Version*
Raleigh Regional Office - [phone]
Rick Trone
Pre -Filing Meeting Request submitted 4/12/2021
Contact Name * Alex Aycrigg
Contact Email Address* [e-mail]
Project Name * WCPSS - Hilltop Needmore School Site aka E-44
Project Owner* Town of FV
Project County* Wake
Owner Address: Street Address
Wake County Public School System
Address Line 2
5625 Dillard Drive
City State / Rovince / Region
Cary NC
Fbstal / Zip Code Country
27518 United States
Is this a transportation project?* C Yes (' No
Type(s) of approval sought from the DWR:
rJ 401 Water Quality Certification - I— 401 Water Quality Certification -
Reg ula r Express
E Individual Permit E Modification
I— Shoreline Stabilization
Does this project have an existing project ID#?*
r Yes r No
Do you know the name of the staff member you would like to request a meeting with?
a Goss
Please give a brief project description below and include location information.*
New school site. No meeting needed.
Please give a couple of dates you are available for a meeting.

4/16/2021
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.
• !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 4/12/2021

Elias Ruhl
From: [e-mail]
Sent: Thursday, May 13, 2021 12:00 AM
To: Alex Aycrigg
Cc: [e-mail]
Subject: Pre -Filing Meeting Review Completed for WCPSS - Hilltop Needmore School Site aka
E-44 - 20210745 Ver 1
The North Carolina Division of Water Resources has received the Pre -Filing Meeting Request Form for
WCPSS - Hilltop Needmore School Site aka E-44 that you submitted on 4/12/2021 2:50 PM. The ID number
for that project is 20210745, Version 1.
It has been decided that no meeting is needed for this project.
Review Comments (If provided):
Project file link: https://edocs.deq.nc.gov/WaterResourcesBrowse.aspx?dbid=0&startid=1714991
When you submit your application please upload a copy of the attached document in this email.
This email was automatically generated by Laserfiche workflow. Please do not respond to this email address, as
responses are not monitored.
i

E-44
R EI D: 0495199
PIN: 0678749164
PIN Extension: 000
Land Value: $603900
Total Value Assessed: $603900
Deed Acres: 15.15
City: FUQUAY-VARINA
Planning Jurisdiction: FV
Township: Middle Creek
Owner: WAKE COUNTY BOARD OF
EDUCATION
Mailing Address 1: BETTY L PARKER RE SVCS
SR DIRECT
Mailing Address 2: 1551 ROCK QUARRY RD
Mailing Address 3: RALEIGH NC 27610-4145
Deed Book: 017243
Deed Page: 00256
Deed Date: 9/17/2018
Land Class: EXEMPT
Map Name: 0678 04
Billing Class: Exempt
Property Description: TR2 WAKE BOEDU AND
TOWN OF FUQUAY - VARINA BM2021 -01729
Site Address: 4575 HILLTOP NEEDMORE RD
Street Name: HILLTOP NEEDMORE RD
Old Parcel Number: --
Exempt Description: COUNTY
Exempt Status: WC1
Total Structures: 1
ZIP: 27526
0 200 400 800 ft
1 1 1 1 1 1 1 1
1 inch equals 400 feet
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are provided for the data therein, its use,or its interpretation.

SINCE
FROEHLING Sc 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
July 17, 2020
United States Army Corps of Engineers
3331 Heritage Trade Drive, Suite 105
Wake Forest, NC 27587
Re: USACE Agent Authorization Letter
E-44 Elementary School Site
4551 Hilltop Needmore Road
Fuquay-Varina, Wake County, NC
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)
Printed Name:
Date:
Organization:
2nd Signature:
vtional)
D. M. Hay on, Jr.
Chief of Facilities and Operations, wcPs Printed Name:
July 20, 2020
The Wake County Board
of Education
Facilities Design and Construction
Mailing Address:
Date:
Organization:
111 Corning Rd., Suite 190
Cary, NC 27518
Phone Number:
919-694-7542
Mailing Address:
Phone Number:
[e-mail]
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

FROEHLING & ROBERTSON, INC.
Engineering Stability Since 1881
310 Hubert Street
Raleigh, North Carolina 27603-2302
T 919,828.3441 I F 919.828,5751
NC License #F-0266
July 17, 2020
United States Army Corps of Engineers
3331 Heritage Trade Drive, Suite 105
Wake Forest, NC 27587
Re: USACE Agent Authorization Letter
E-44 Elementary School Site
4501 Hilltop Needmore Road
Fuquay-Varina, Wake County, NC
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 ,..i
ignature:
(optional)
Printed Name:
A,
-
Printed Name:
Date:
7 /3 i T.220
Date:
Organization:
.
., .
- Organization:
Mailing Address:
. NI v)
,
-- Vq6ita,
Mailing Address:
Phone Number:
O
.."
0Phone
Number:
Tro
Ccj
Corporate HO,: 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 AAInnrItii-niAmPri R115111PSC

Elias Ruhl
From: Phillips, George L CIV USARMY CESAW (USA) <[e-mail]>
Sent: Monday, June 6, 2022 1:20 PM
To: Alex Aycrigg
Subject: WCSPP E-44 / Fuquay-Varina / Wake County / SAW-2020-01408 / Jurisdictional
Determination Request
Attachments: Delineation Sketch Map.pdf
[EXTERNAL]
Mr. Aycrigg,
Based on my site visit on 09/17/2020 the Corps concurs with the delineation within the red outlined "E-44 Review Area"
depicted on the attached "Delineation Sketch Map" exhibit. Due to workload it may take 90-120 days for the issuance of
a formal written jurisdictional determination. The delineation may be used for planning and permitting purposes. Should
the need for a Department of the Army permit arise the JD can be issued with the permit verification. The AID for the
project is SAW-2020-01408. I have attached the "Delineation Sketch Map" for reference.
Let me know if you have any questions or concerns.
Lyle Phillips
Regulatory Specialist
US Army Corps of Engineers
CE-SAW-RG-R
3331 Heritage Trade Drive, Suite 105
Wake Forest, North Carolina 27587
Phone: [phone], Ext. 25.
Fax: [phone]
Email: [e-mail]
We would appreciate your feedback on how we are performing our duties. Our automated Customer Service Survey is
located at https://regulatory.ops.usace.army.mil/customer-service-survey/ . Thank you for taking the time to visit this
site and complete the survey.
1

DELINEATION SKETCH
MAP
1 inch =200 feet

DELINEATION SKETCH
MAP
1 inch = 50 feet

ROY COOPER
Governor
MICHAEL S. REGAN
Secretary
S. DANIEL SMITH
Director
Tommy Moorman
Wake County Board of Education
336 S. Fayetteville Street, Suite 1100
Raleigh, NC 27601
NORTH CAROLINA
Environmental Quality
September 25, 2020
Subject: Surface Water Determination Letter
NBRRO#20-276
Wake County
Determination Type:
Buffer Call
Isolated or EIP Call
❑ Ephemeral/Intermittent/Perennial Determination
❑ Isolated Wetland Determination
1 Neuse (15A NCAC 2B .0714)
❑ Tar Pamlico (15A NCAC 2B .0734)
❑ Jordan (15A NCAC 2B .0267)
Project Name:
WCPSS E-44 Site
Location/Directions: The project area is located at 0 Hilltop Needmore Road, in Fuquay -
Varina, Wake County
Subject Stream: UT to Terrible Creek
Determination Date: 9/17/2020
Staff: Cheng Zhang
Stream
E/UP
Not Subject
Subject to
Start@
Stop@
Soil
USGS
*
to Buffers
Buffers
Survey
Topo
A
I
X
35.629754,
35.629325,
X
X
-78.736779
-78.736374
A
I
X
35.628983,
Into Pond
X
X
-78.735946
Pond**
X
*E/I/P = Ephemeral/Intermittent/Perennial
** Pond is not depicted but is part of Feature A
Explanation: The feature(s) listed above has or have been located on the Soil Survey of Wake County, North Carolina or the
most recent copy of the USGS Topographic map at a 1:24,000 scale. Each feature that is checked "Not Subject" has been
determined not to be a stream or is not present on the property. Features that are checked "Subject" have been located on
the property and possess characteristics that qualify it to be a stream. There may be other streams located on your property
that do not show up on the maps referenced above but, still may be considered jurisdictional according to the US Army Corps
of Engineers and/or to the Division of Water Resources (DWR).
D_E
%i )H i,•C.nHOLiNA
Department of Environmentalm.i�
North Carolina Department of Environmental Quality I Division of Water Resources
Raleigh Regional Office 13800 Barrett Drive I Raleigh, North Carolina 27609
919.791.4200

This on -site determination shall expire five (5) years from the date of this letter. Landowners or affected parties that
dispute a determination made by the DWR or Delegated Local Authority may request a determination by the
Director. An appeal request must be made within sixty (60) days of 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 the
Director shall be referred to the Director in writing If sending via US Postal Service c/o Paul Wojoski DWR — 401 &
Buffer Permitting Unit 1617 Mail Service Center Raleigh, NC 27699-1617. If sending via delivery service (UPS, FedEx,
etc.) Paul Wojoski DWR — 401 & Buffer Permitting Unit, 512 N. Salisbury Street Raleigh, NC 27604
This determination is final and binding unless, as detailed above, you ask for a hearing or appeal within sixty (60)
days.
The owner/future owners should notify the Division of Water Resources (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. Any inquiries should be
directed to the Division of Water Resources (Central Office) at (919)-807-6300, and the US Army Corp of Engineers
(Raleigh Regulatory Field Office) at (919)-554-4884.
If you have questions regarding this determination, please feel free to contact Cheng Zhang at [phone].
Sincerely,
DocuSigned by:
Sit /1.449-k,
BCDA9D825D4A46D...
Scott Vinson, Regional Supervisor
Water Quality Regional Operations Section
Raleigh Regional Office
Division of Water Resources
cc: RRO DWR File Copy

WCPSS E-44 Site
Wake County, NC-DWR Project # 20-276
1 nch = 666-666667 feet

WCPSS E-44 Site
Wake County, NC-DWR Project # 20-276
1 inch = 333.333333 feet

FROEHLING 4 ROBERTSON
Assess. Manage. Consuif.
310 Hubert Street
Raleigh, North Carolina 27603-2302
T 919.828.3441
July 16, 2020
Ronnie Stott, LEED, AP
Sr. Project Manager - FD&C
Wake County Public School System
111 Corning Road, Ste. 190
Cary, North Carolina 27518
Re: Stream and Wetland Delineation
Proposed E-44 Elementary School
4551 Hilltop Needmore Road
Fuquay-Varina, North Carolina
F&R Project No. 59Y-0243
Property Description:
Size (acres): 29.1 acres Nearest Town: Fuquay-Varina, NC
Nearest Waterway: Terrible Creek River Basin: Neuse
USGS HUC: 030202010901 Coordinates: Lat 35.6298/ Long -78.7374
Location: Along the south side of Hilltop Needmore Road, approximately 270 feet east of
the intersection with Brushy Meadows Drive near the town of Fuquay-Varina,
North Carolina.
Mr. Stott,
Froehling & Robertson, Inc., (F&R) presents herein the results of the stream and wetland delineation
conducted at the Proposed E-44 Elementary School site, which includes one parcel identified as PIN Number
0678749253 (21.0 acres) as well as the northern portion of PIN 0678831336 (8.07 acres). The parcels are
located east of the intersection of Hilltop Needmore Road and Brushy Meadows Drive near Fuquay-Varina,
Wake County, North Carolina (see Attachments for Site Location Map). The review area contains
approximately 29.1 acres and is a portion of the former Crooked Creek Golf Course. The site consists of mostly
grassy areas, two small wooded areas, and several paved cart paths that transect the site.
EXECUTIVE SUMMARY
The following is a summary of our findings and is not intended to replace more detailed information contained
elsewhere in this report. Based on F&R's field observations and information review, three likely jurisdictional
wetlands (W1, W2/W3, and W4), and two streams (S1 and S2) were identified and delineated within the
review area during our assessment. A graphic depiction of the identified feature locations is included in the
attachments.
SCOPE OF SERVICES
This report describes the activities and findings associated with the completion of a stream and wetland
assessment for the above -referenced review area. F&R reviewed applicable information sources to identify
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

areas on the project site that could be considered "Waters of the US" (i.e., wetland, stream, and open water
features) and subject to jurisdiction by Environmental Protection Agency (EPA), United States Army Corps of
Engineers (USACE) and/or North Carolina Division of Water Resources (NCDWR). On -site identification of
wetlands was performed in general accordance with the 1987 Corps of Engineers Wetlands Delineation
Manual and subsequent USACE clarification memorandums. On -site identification of streams was performed
in general accordance with the NCDWR Identification Methods of the Origins of Intermittent and Perennial
Streams.
SITE CONDITIONS
Information Review
F&R reviewed all or some of the following resources prior to visiting the project site: United States Geological
Survey (USGS) current 1:24,000-scale topographic map, Natural Resource Conservation Service (NRCS) Soil
Survey, National Wetland Inventory (NWI), and aerial photographs. Wetland features were not depicted in
reviewed resources, including NWI Maps, NRCS Soil Survey Maps, and USGS Topographical Maps. However,
one stream feature (S1), was depicted on the NWI Map, the NRCS Soil Map, and the USGS Topographic Map.
Additionally, the NRCS Soil Survey maps indicate four soil series within the project review area: Appling (Ag),
Faceville (Fa), Mantachie (Me), and White Store (Wa). Of the four soil series mapped within the project area,
Mantachie is the sole type that is considered to be hydric. Hydric soils are defined as "soil that formed under
conditions of saturation, flooding, or ponding long enough during the growing season to develop anaerobic
conditions in the upper part." The presence of hydric soils is one of three wetland delineation criteria.
On -Site Observations
The review area currently consists of a grassy former golf course with paved cart paths as well as two small
wooded areas. Three likely jurisdictional wetlands (W1, W2/W3, and W4), and two likely jurisdictional streams
(S1 and S2) were identified and delineated during our assessment.
Based on F&R's on -site observations, each of the above -listed features is likely to be considered jurisdictional
"Waters of the US" by the USACE and/or NCDWR; however, on -site determinations by the USACE and NCDWR
will be required in order to confirm or deny jurisdiction by these two regulatory agencies. Since the
assessment area is located within the Neuse River Basin, mapped streams on the site are also subject to the
Neuse River Basin Riparian Buffer Rules. The approximate location of the mapped surface features is shown on
the Wetland Identification Map in the Attachments and is described as follows:
• Wetland 1— This Palustrine Emergent wetland feature, located in the center eastern portion of the
review area, appears to drain to a concrete grated drop -inlet drainage structure and then into a
buried black corrugated pipe. The pipe directs the water to the origin point of feature S1, which
then flows to the southeast and offsite.
• Wetland 2 & 3 — This Palustrine Emergent wetland feature is located along the north and south
sides of stream feature S1. The wetland feature drains into S1 and then into a culvert that flows
under a former golf fairway out of the review area.
• Wetland 4 — This Palustrine Forested wetland feature is located on the eastern edge of the review
area and is located along both sides of Streams 1 and 2. It drains directly into S1 and S2, which
conjoin at the eastern edge of the review area and S1 continues into a surface water pond just to
the east of the property boundary.
Wake County Public School System E-44 Elementary School Site — Wetland Delineation
F&R Project No. 59Y-0243 2 July 16, 2020

• Stream 1 — An intermittent channel originating in the southeast portion of the review area at the
discharge point for a buried 24" black corrugated pipe, this Riverine Unconsolidated feature flows
between and drains features W2 and W3, then flows into another 24" black corrugated pipe
emerging near W4 and flowing to the east into a small pond that is located approximately 15 feet
east of the review area. The western portion of S1 measures approximately 280 linear feet (LF) and
the eastern portion is approximately 120 LF. S1 is mapped on the NRCS Soil Survey as well as the
USGS Topographic map and is anticipated to be subject to riparian buffer requirements of the Neuse
River watershed.
• Stream 2 — this intermittent feature begins at a headcut within W4 and is fed by the discharge of a
buried culvert that appears to collect groundwater from beneath the former golf course. The
channel is ephemeral at the culvert but then becomes intermittent and flows through feature W4
and joins with feature S1 near the eastern property boundary. The feature measures approximately
110 LF within the review area. The feature is not mapped on the NRCS Soil Survey nor the USGS
Topographic map and is therefore not anticipated to be subject to Neuse River Basin riparian buffer
rules. However, it is anticipated that this feature will be subject to USACE jurisdiction.
• Off -Site Pond — a jurisdictional pond was observed approximately 15 feet outside of the review area
to the east. This pond receives inflow from Stream 1 identified above. Since this pond was located
outside of the review area, it was not evaluated as an on -site feature. However, based on visual
observation and geomorphologic position, it appears to be a jurisdictional feature and would be
subject to Neuse Buffer Rules.
CONCLUSION
Based on F&R's assessment, three likely jurisdictional wetlands (W1, W2/W3, and W4), and two likely
jurisdictional Streams (S1 and S2) were identified and delineated within the review area during our
assessment. It is F&R's opinion that the portions of the features contained within the review area are likely to
be considered jurisdictional by the USACE and/or NCDWR based on F&R's on -site observations. Based on this
information, the features would be subject to USACE or NCDWR regulations in accordance with the Clean
Water Act (CWA); however, on -site determinations by the USACE and NCDWR will be required in order to
confirm or deny jurisdiction by these two regulatory agencies. Additionally, since the assessment area is
located within the Neuse River Basin, mapped streams on the site are also subject to the Neuse River Basin
Riparian Buffer Rules.
Please note that the attached Wetlands Identification Map prepared by F&R is meant for use as a reference
document only. This map is not designed to satisfy any requirement for a survey plat by a licensed surveyor
nor is it intended to be used for construction purposes or relied upon for the jurisdictional limits of the
mapped surface features.
GENERAL GUIDANCE
F&R recommends that plans for development of the subject property consider the USACE and NCDWR
procedures for assessing impacts to jurisdictional wetlands and/or streams (i.e., avoid, minimize, and mitigate)
to optimize permitting strategies.
If proposed development on the project site does not result in impacts to wetland areas, the areas
immediately adjacent to wetland boundaries, or the identified Waters of the US, a USACE permit will not be
necessary. Typical activities requiring USACE permitting include, but are not limited to, depositing of fill or
Wake County Public School System E-44 Elementary School Site — Wetland Delineation
F&R Project No. 59Y-0243 3 July 16, 2020

dredged material in wetlands; site development fill; construction of revetments, groins, breakwaters, levees,
dams, dikes, and weirs; and placement of riprap and road fill.
If impacts to these areas are anticipated, F&R recommends that site plans be developed that optimize
permitting strategies to comply with the USACE, NCDWR, and local municipality procedures for assessing
impacts to jurisdictional wetlands and/or "Waters of the US" (i.e., avoid, minimize, and mitigate).
If future impacts to jurisdictional wetlands and/or streams are anticipated, the appropriate permit
applications for regulatory review must be completed prior to any initiation of activities that may require
permitting.
F&R can provide alternative design measures and make the written request based upon extensive experience
and professional relationships with the USACE and NCDWR throughout North Carolina in the event that
impacts are unavoidable and written authorization needs to be requested.
LIMITATIONS
This report has been prepared for the exclusive use of the Wake County Public School System (Client) and
others so designated by the Client for this specific project. These services have been provided in accordance
with generally accepted environmental practices. No other warranty, expressed or implied, is made. Our
observations were based upon conditions readily visible at the site at the time of our visit. If additional
information becomes available which may affect our conclusions and recommendations, we request the
opportunity to review the information, and reserve the right to modify our report, as warranted.
CLOSURE
We appreciate the opportunity to serve as your Environmental Consultant. Please do not hesitate to contact
us if you have any questions, comments or additional needs.
Sincerely,
FROEHLING & ROBERTSON, INC.
Alex D. Aycrigg, MS, PWS Elias N. Ruhl
Wetland Scientist Practice Leader, Natural Resources
Attachments: General Terms, Conditions & Limitations
Figure 1: Site Location Map
Figure 2: Site Location Aerial
Figure 3: USGS Topographical Map
Figure 4: NRCS Soil Survey Map (Published)
Figure 5: National Wetland Inventory Map
Figure 6: Wetlands Identification Map
Site Photographs
USACE Wetland Data Forms
NCDWR Stream Determination Forms
Wake County Public School System E-44 Elementary School Site — Wetland Delineation
F&R Project No. 59Y-0243 4 July 16, 2020

GENERAL TERMS, CONDITIONS, AND LIMITATIONS
Froehling & Robertson, Inc. by virtue of providing the services described in this proposal does not assume the
responsibility of the person(s) in charge of the site, or otherwise undertake responsibility for reporting to any
local, State, or Federal public agencies any conditions at the site that may present a potential danger to public
health, safety, or the environment. The CLIENT agrees to notify the appropriate local, State, or Federal public
agencies as required by law, or otherwise to disclose, in a timely manner, any information that may be
necessary to prevent any danger to public health, safety, or the environment.
The scope of work will be limited to what is provided for in this proposal. By engaging F&R, Client warrants
that they have full legal authority to provide access to the property to F&R in order to perform our proposed
scope of work. This evaluation will not constitute an exhaustive evaluation of the site or extant reports. Our
services will be based upon available data and upon current industry standards. Under this scope of services,
F&R assumes no responsibility regarding response actions conducted by the Client and/or outside contractors
initiated as a result of this study(s). Response actions are the sole responsibility of the Client and should be
conducted in accordance with local, state, and/or federal requirements, and should be performed by
appropriate trained and licensed -personnel, as warranted. F&R also assumes no responsibility regarding
implementation of any recommendations made as a result of this report.
The findings, recommendations, or discussions provided as part of our services should not be construed in any
way as a recommendation to purchase, sell, or develop the project site. F&R retains the right to revise our
opinions or conclusions if new information is later discovered or made available.
When hazardous materials are known, assumed or suspected to exist at a site, F&R is required to take
appropriate precautions to protect the health and safety of personnel, to comply with applicable laws and
regulations, and to follow procedures that an engineer deemed prudent to minimize physical risks to
employees and the public. The CLIENT hereby warrants that, if he knows or has any reason to assume or
suspect that hazardous materials may exist at the project site, the CLIENT has so informed F&R.
If pollutants are discovered that, in our sole opinion, pose unanticipated risks, it is hereby agreed that the
scope of services, schedule and the estimated costs will be reconsidered and that this contract shall
immediately become subject to renegotiation or, in the sole discretion of Froehling & Robertson, termination.
If accepted, these stated prices are subject to a negotiated increase after a one-year period.

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Legend
Q E-44 Review Area
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Site Location Map
Froehling & Robertson, Inc.
310 Hubert Street
Raleigh, North Carolina 27603
T 919.828.3441
Client:
Project:
Location:
Wake County Public Schools
E-44 Elementary School Site
Fuquay-Varina, Wake County, NC
Project Number:
59Y-0243
Data Source:
Date:
Esri Street Map
June 2020 IScale: As Shown
FIGURE J.
No.

•' IA!
:y i• •IFEet
:TO 503 no Fn =OO:D 250000 3.000
Froehling & Robertson, Inc.
310 Hubert Street
Raleigh, North Carolina 27603
T 919.828.3441
Site Location Aerial
Client:
Project:
Location:
Project Number:
Data Source:
Date:
Wake County Public Schools
E-44 Elementary School Site
Fuquay-Varina, Wake County, NC
59Y-0243
Wake County GIS 2017
June 2020 IScale: As Shown
SCA,6
FIGURE 2
No.

Stream 1
0 185 330 0 1,320 1,650
Froehling & Robertson, Inc.
310 Hubert Street
Raleigh, North Carolina 27603
T 919.828.3441
USGS Topographic Map
Client:
Project:
Location:
Project Number:
Data Source:
Wake County Public Schools
E-44 Elementary School Site
Fuquay-Varina, Wake County, NC
59Y-0243
"Lake Wheeler, NC" dated 1993
June 2020 IScale: As Shown
FIGURE
No.

Froehling & Robertson, Inc.
310 Hubert Street
Raleigh, North Carolina 27603
T 919.828.3441
Published Soil Survey Map
Client:
Project:
Location:
Project Number:
Data Source:
Date:
Wake County Public Schools
E-44 Elementary School Site
Fuquay-Varina, Wake County, NC
59Y-0243
Wake County Soil Survey Dated 1971
June 2020 IScale: As Shown
F1
FIGURE 4
No.

Legend
n E-44 Review Area
Estuarine and Marine Deepwater
Estuarine and Marine Wetland
Freshwater Emergent Wetland
Freshwater Forested/Shrub Wetland
Freshwater Pond
Lake
Riverine
Froehling & Robertson, Inc.
310 Hubert Street
Raleigh, North Carolina 27603
T 919.828.3441
National Wetland Inventory Map
Client:
Project:
Location:
Project Number:
Data Source:
Date:
Wake County Public Schools
E-44 Elementary School Site
Fuquay-Varina, Wake County, NC
59Y-0243
USFWS NWI Data
June 2020 IScale: As Shown
FIGURE
No.
5

Froehling & Robertson, Inc.
310 Hubert Street
Raleigh, North Carolina 27603
T 919.828.3441
Wetland Identification Map
Client:
Project:
Location:
Project Number:
Data Source:
Date:
Wake County Public Schools
E-44 Elementary School Site
Fuquay-Varina, Wake County, NC
59Y-0243
Field Observations and Wake County GIS 2017 Aerial
June 2020 IScale: As Shown
FA
FIGURE (J
No.

Legend
0 E-44 Review Area
Stream
Wetlands
Approxirnate`location buried culvert
Culvert outlet and stream origin
S1 Subject to 50' Buffer
Two
Culverts
flow to W4
and S1
Approximate location of buried culverts
Wetland
S1 Subject to 50' Buffer
S2 Not Subject to 50' Buffer
Detail Map
•
4%0*,
:._ .„
Offsite Pond
Froehling & Robertson, Inc.
310 Hubert Street
Raleigh, North Carolina 27603
T 919.828.3441
Client:
Project:
Location:
Wake County Public Schools
E-44 Elementary School Site
Fuquay-Varina, Wake County, NC
Project Number:
59Y-0243
Data Source:
Date:
Field Observations and Wake County GIS 2017 Aerial
June 2020 IScale: As Shown
FIGURE 7
No.

1. View of wetland feature W1 facing northeast.
2. View of origin of stream feature S1 facing east. The culvert shown appears to function as an underdrain, receiving water from the
golf course fairway and discharging into feature S1.
Wake County PSS—E-44 Elementary School Site (59Y-0243) 1
Jurisdictional Wetland Delineation

3. View of Si, facing east.
4. View of wetland feature W2, facing south.
Wake County PSS—E-44 Elementary School Site (59Y-0243) 2
Jurisdictional Wetland Delineation

5. View of the wetland W2 facing northwest.
6. View of feature W3 facing south.
Wake County PSS—E-44 Elementary School Site (59Y-0243) 3
Jurisdictional Wetland Delineation

7. View of feature W3 where it joins stream feature Si, facing west.
8. View of the culvert discharge offsite for feature Si, facing east.
Wake County PSS—E-44 Elementary School Site (59Y-0243) 4
Jurisdictional Wetland Delineation

9. View of the culvert outlet of feature S1 just upstream of W4, facing west.
10. View of the feature S2, facing east.
Wake County PSS—E-44 Elementary School Site (59Y-0243) 5
Jurisdictional Wetland Delineation

11. View of the stream feature S2, facing west.
12. View of the confluence of S1 and S2, with the offsite pond in the background, facing east.
Wake County PSS—E-44 Elementary School Site (59Y-0243) 6
Jurisdictional Wetland Delineation

WETLAND DETERMINATION DATA FORM — Atlantic and Gulf Coastal Plain Region
Wetlands 1 & 2/3
Project/Site: E-44 Site
Applicant/Owner: Wake County
Investigator(s): A. Aycrigg
City/County: Wake Co Sampling Date: 6/2/20
State: NC Sampling Point: DP1 Wet
Section, Township, Range:
Landform (hillslope, terrace, etc.): Local relief (concave, convex, none): Slope (%):
Subregion (LRR or MLRA):
Soil Map Unit Name: NWI classification:
Are climatic / hydrologic conditions on the site typical for this time of year? Yes ✓ No (If no, explain in Remarks.)
Are Vegetation , Soil , or Hydrology significantly disturbed? Are "Normal Circumstances" present? Yes i No
Are Vegetation Soil or Hydrology naturally problematic? (If needed, explain any answers in Remarks.)
Lat: 35.629650 Long: -78.736744
Datum:
SUMMARY OF FINDINGS — Attach site map showing sampling point locations, transects, important features, etc.
Hydrophytic Vegetation Present?
Hydric Soil Present?
Wetland Hydrology Present?
Yes ✓ No
Yes ✓ No
Yes ✓ No
Is the Sampled Area
within a Wetland?
Yes ✓ No
Remarks:
HYDROLOGY
Wetland Hydrology Indicators:
Primary Indicators (minimum of one is required; check all that apply)
Secondary Indicators (minimum of two required)
Surface Soil Cracks
(B6)
Concave Surface (B8)
(B10)
(B16)
Table (C2)
(C8)
on Aerial Imagery (C9)
(D2)
(D3)
(D5)
(D8) (LRR T, U)
Surface Water (A1) Aquatic Fauna (B13) Sparsely Vegetated
High Water Table (A2) Marl Deposits (B15) (LRR U) _ Drainage Patterns
✓ Saturation (A3) Hydrogen Sulfide Odor (C1) Moss Trim Lines
Water Marks (B1) 1 Oxidized Rhizospheres along Living Roots (C3) _ Dry -Season Water
Sediment Deposits (B2) Presence of Reduced Iron (C4) _ Crayfish Burrows
Drift Deposits (B3) _ Recent Iron Reduction in Tilled Soils (C6) _ Saturation Visible
Algal Mat or Crust (B4) _ Thin Muck Surface (C7) _ Geomorphic Position
Iron Deposits (B5) _ Other (Explain in Remarks) ` Shallow Aquitard
Inundation Visible on Aerial Imagery (B7) _ FAC-Neutral Test
Water -Stained Leaves (B9) _ Sphagnum moss
Field Observations:
Surface Water Present? Yes No ✓ Depth (inches):
Wetland Hydrology Present?
Yes ✓ No
Water Table Present? Yes No ✓ Depth (inches):
Saturation Present? Yes ✓ No Depth (inches): 6
(includes capillary fringe)
Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspec ions), if available:
Remarks:
US Army Corps of Engineers
Atlantic and Gulf Coastal Plain Region — Version 2.0

VEGETATION (Five Strata) - Use scientific names of plants.
Sampling Point: DP1 Wet
Tree Stratum (Plot size:
Carya cordiformis
2.
3.
4.
5.
6.
20 )
Absolute Dominant Indicator
% Cover Species? Status
25 Yes FACW
25
= Total Cover
50% of total cover: 12 20% of total cover: 4
Sapling Stratum (Plot size: 20 )
1.
2.
3.
4.
5.
6.
n/a
50% of total cover:
Shrub Stratum (Plot size: 20 )
1.
2.
3.
4.
5.
6.
n/a
0
50% of total cover:
Herb Stratum (Plot size: 10
= Total Cover
20% of total cover:
0
= Total Cover
20% of total cover:
1 Panicum spp. 40 Yes FAC
2. Juncus effusus 10 Yes FACW
3 Sagittaria fasciculata 5 No FACW
4.
5.
6.
7.
8.
9.
10.
11.
55
= Total Cover
50% of total cover: 27 20% of total cover: 11
Woody Vine Stratum (Plot size: 10 )
1. n/a
2.
3.
4.
5.
0
= Total Cover
50% of total cover: 20% of total cover: 1
Dominance Test worksheet:
Number of Dominant Species
That Are OBL, FACW, or FAC: 3 (A)
Total Number of Dominant
Species Across All Strata: 3 (B)
Percent of Dominant Species
That Are OBL, FACW, or FAC: 100 (A/B)
Prevalence Index worksheet:
Total % Cover of: Multiply by:
OBL species x 1 =
FACW species x 2 =
FAC species x 3 =
FACU species x 4 =
UPL species x 5 =
Column Totals: 0 (A) 0
Prevalence Index = B/A =
(B)
Hydrophytic Vegetation Indicators:
❑ 1 - Rapid Test for Hydrophytic Vegetation
❑✓ 2 - Dominance Test is >50%
❑ 3 - Prevalence Index is <_3.0'
❑ Problematic Hydrophytic Vegetation' (Explain)
'Indicators of hydric soil and wetland hydrology must
be present, unless disturbed or problematic.
Definitions of Five Vegetation Strata:
Tree - Woody plants, excluding woody vines,
approximately 20 ft (6 m) or more in height and 3 in.
(7.6 cm) or larger in diameter at breast height (DBH).
Sapling - Woody plants, excluding woody vines,
approximately 20 ft (6 m) or more in height and less
than 3 in. (7.6 cm) DBH.
Shrub - Woody plants, excluding woody vines,
approximately 3 to 20 ft (1 to 6 m) in height.
Herb - All herbaceous (non -woody) plants, including
herbaceous vines, regardless of size, and woody
plants, except woody vines, less than approximately
3 ft (1 m) in height.
Woody vine - All woody vines, regardless of height.
Hydrophytic
Vegetation
Present?
Yes
Remarks: (If observed, list morphological adaptations below).
US Army Corps of Engineers
Atlantic and Gulf Coastal Plain Region - Version 2.0

SOIL
Sampling Point: DP1 Wet
Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.)
Depth Matrix
(inches) Color (moist)
0-3
3-6
10 Y/R 3/2
10 Y/R 3/3 95
6-12 10 Y/R 4/3 95
Redox Features
Color (moist) % Type' Loc2
5 Y/R 4/6 5 C M
5 Y/R 4/6 5 C M
'Type: C=Concentration, D=Depletion, RM=Reduced Matrix, MS=Masked Sand Grains.
Hydric Soil Indicators: (Applicable to all LRRs, unless otherwise noted.)
Histosol (A1)
Histic Epipedon (A2)
Black Histic (A3)
Hydrogen Sulfide (A4)
Stratified Layers (A5)
Organic Bodies (A6) (LRR P, T, U)
✓ 5 cm Mucky Mineral (A7) (LRR P, T, U)
_ Muck Presence (A8) (LRR U)
1 cm Muck (A9) (LRR P, T)
Depleted Below Dark Surface (A11)
Thick Dark Surface (Al2)
Coast Prairie Redox (A16) (MLRA 150A)
Sandy Mucky Mineral (S1) (LRR 0, S)
Sandy Gleyed Matrix (S4)
Sandy Redox (S5)
Stripped Matrix (S6)
Dark Surface (S7) (LRR P, S, T, U)
Texture Remarks
SL mucky mineral
SL
SCL
Polyvalue Below Surface (S8) (LRR S, T, U)
Thin Dark Surface (S9) (LRR S, T, U)
Loamy Mucky Mineral (F1) (LRR O)
Loamy Gleyed Matrix (F2)
Depleted Matrix (F3)
Redox Dark Surface (F6)
Depleted Dark Surface (F7)
Redox Depressions (F8)
Marl (F10) (LRR U)
Depleted Ochric (F11) (MLRA 151)
Iron -Manganese Masses (F12) (LRR O, P, T)
Umbric Surface (F13) (LRR P, T, U)
Delta Ochric (F17) (MLRA 151)
Reduced Vertic (F18) (MLRA 150A, 150B)
Piedmont Floodplain Soils (F19) (MLRA 149A)
Anomalous Bright Loamy Soils (F20) (MLRA 149A, 153C, 153D)
2Location: PL=Pore Lining, M=Matrix.
Indicators for Problematic Hydric Soils3:
_ 1 cm Muck (A9) (LRR 0)
_ 2 cm Muck (A10) (LRR S)
Reduced Vertic (F18) (outside MLRA 150A,B)
Piedmont Floodplain Soils (F19) (LRR P, S, T)
_ Anomalous Bright Loamy Soils (F20)
(MLRA 153B)
Red Parent Material (TF2)
Very Shallow Dark Surface (TF12)
Other (Explain in Remarks)
3lndicators of hydrophytic vegetation and
wetland hydrology must be present,
unless disturbed or problematic.
Restrictive Layer (if observed):
Type:
Depth (inches):
Hydric Soil Present? Yes
No
Remarks:
Soils are disturbed throughout the site as the location was a golf course.
US Army Corps of Engineers
Atlantic and Gulf Coastal Plain Region — Version 2.0

WETLAND DETERMINATION DATA FORM — Atlantic and Gulf Coastal Plain Region
Project/Site: E-44 Site City/County: Wake Co Sampling Date: 6/2/20
Applicant/Owner: Wake County
Investigator(s): A. Aycrigg
State: NC Sampling Point: DP1 Up
Section, Township, Range:
Landform (hillslope, terrace, etc.): Local relief (concave, convex, none): Slope (%):
Subregion (LRR or MLRA):
Soil Map Unit Name: NWI classification:
Are climatic / hydrologic conditions on the site typical for this time of year? Yes ✓ No (If no, explain in Remarks.)
Are Vegetation , Soil , or Hydrology significantly disturbed? Are "Normal Circumstances" present? Yes i No
Are Vegetation Soil or Hydrology naturally problematic? (If needed, explain any answers in Remarks.)
Lat: 35.630031 Long: -78.737228
Datum:
SUMMARY OF FINDINGS — Attach site map showing sampling point locations, transects, important features, etc.
Hydrophytic Vegetation Present? Yes ✓ No
Hydric Soil Present? Yes No ✓
Wetland Hydrology Present? Yes No ✓
Is the Sampled Area
within a Wetland?
Yes
No
Remarks:
HYDROLOGY
Wetland Hydrology Indicators:
Primary Indicators (minimum of one is required; check all that apply)
Secondary Indicators (minimum of two required)
Surface Soil Cracks
(B6)
Concave Surface (B8)
(B10)
(B16)
Table (C2)
(C8)
on Aerial Imagery (C9)
(D2)
(D3)
(D5)
(D8) (LRR T, U)
Surface Water (A1) Aquatic Fauna (B13) Sparsely Vegetated
High Water Table (A2) Marl Deposits (B15) (LRR U) _ Drainage Patterns
Saturation (A3) Hydrogen Sulfide Odor (C1) Moss Trim Lines
Water Marks (B1) Oxidized Rhizospheres along Living Roots (C3) _ Dry -Season Water
Sediment Deposits (B2) Presence of Reduced Iron (C4) _ Crayfish Burrows
Drift Deposits (B3) _ Recent Iron Reduction in Tilled Soils (C6) _ Saturation Visible
Algal Mat or Crust (B4) _ Thin Muck Surface (C7) _ Geomorphic Position
Iron Deposits (B5) _ Other (Explain in Remarks) ` Shallow Aquitard
Inundation Visible on Aerial Imagery (B7) _ FAC-Neutral Test
Water -Stained Leaves (B9) _ Sphagnum moss
Field Observations:
Surface Water Present? Yes No ✓ Depth (inches):
Wetland Hydrology Present?
Yes No
Water Table Present? Yes No ✓ Depth (inches):
Saturation Present? Yes No 1 Depth (inches):
(includes capillary fringe)
Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspec ions), if available:
Remarks:
US Army Corps of Engineers
Atlantic and Gulf Coastal Plain Region — Version 2.0

VEGETATION (Five Strata) - Use scientific names of plants.
Sampling Point: DP1 Up
Tree Stratum (Plot size: 20
1.
2.
3.
4.
5.
6.
Quercus alba
Absolute Dominant Indicator
% Cover Species? Status
50 Yes FACU
50
= Total Cover
50% of total cover: 25 20% of total cover: 10
Sapling Stratum (Plot size: 20 )
1.
2.
3.
4.
5.
6.
n/a
50% of total cover:
Shrub Stratum (Plot size: 20 )
1.
2.
3.
4.
5.
6.
n/a
0
50% of total cover:
Herb Stratum (Plot size: 10
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
Panicum spp.
= Total Cover
20% of total cover:
0
= Total Cover
20% of total cover:
80 Yes FAC
80
= Total Cover
50% of total cover: 40 20% of total cover: 16
Woody Vine Stratum (Plot size: 10 )
1. n/a
2.
3.
4.
5.
0
= Total Cover
50% of total cover: 20% of total cover: 1
Dominance Test worksheet:
Number of Dominant Species
That Are OBL, FACW, or FAC: 1 (A)
Total Number of Dominant
Species Across All Strata: 2 (B)
Percent of Dominant Species
That Are OBL, FACW, or FAC: 50 (A/B)
Prevalence Index worksheet:
Total % Cover of: Multiply by:
OBL species x 1 =
FACW species x 2 =
FAC species x 3 =
FACU species x 4 =
UPL species x 5 =
Column Totals: 0 (A) 0
Prevalence Index = B/A =
(B)
Hydrophytic Vegetation Indicators:
❑ 1 - Rapid Test for Hydrophytic Vegetation
❑✓ 2 - Dominance Test is >50%
❑ 3 - Prevalence Index is <_3.0'
❑ Problematic Hydrophytic Vegetation' (Explain)
'Indicators of hydric soil and wetland hydrology must
be present, unless disturbed or problematic.
Definitions of Five Vegetation Strata:
Tree - Woody plants, excluding woody vines,
approximately 20 ft (6 m) or more in height and 3 in.
(7.6 cm) or larger in diameter at breast height (DBH).
Sapling - Woody plants, excluding woody vines,
approximately 20 ft (6 m) or more in height and less
than 3 in. (7.6 cm) DBH.
Shrub - Woody plants, excluding woody vines,
approximately 3 to 20 ft (1 to 6 m) in height.
Herb - All herbaceous (non -woody) plants, including
herbaceous vines, regardless of size, and woody
plants, except woody vines, less than approximately
3 ft (1 m) in height.
Woody vine - All woody vines, regardless of height.
Hydrophytic
Vegetation
Present?
Yes
Remarks: (If observed, list morphological adaptations below).
US Army Corps of Engineers
Atlantic and Gulf Coastal Plain Region - Version 2.0

SOIL
Sampling Point: DP1 Up
Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.)
Depth Matrix
(inches) Color (moist)
0-3 10 Y/R 3/3
3-6 10 Y/R 5/4
6-12 10 Y/R 5/6
Redox Features
Color (moist) % Type' Loc2
'Type: C=Concentration, D=Depletion, RM=Reduced Matrix, MS=Masked Sand Grains.
Hydric Soil Indicators: (Applicable to all LRRs, unless otherwise noted.)
Histosol (A1)
Histic Epipedon (A2)
Black Histic (A3)
Hydrogen Sulfide (A4)
Stratified Layers (A5)
Organic Bodies (A6) (LRR P, T, U)
5 cm Mucky Mineral (A7) (LRR P, T, U)
Muck Presence (A8) (LRR U)
1 cm Muck (A9) (LRR P, T)
Depleted Below Dark Surface (A11)
Thick Dark Surface (Al2)
Coast Prairie Redox (A16) (MLRA 150A)
Sandy Mucky Mineral (S1) (LRR 0, S)
Sandy Gleyed Matrix (S4)
Sandy Redox (S5)
Stripped Matrix (S6)
Dark Surface (S7) (LRR P, S, T, U)
Texture Remarks
SL
SL
SCL
Polyvalue Below Surface (S8) (LRR S, T, U)
Thin Dark Surface (S9) (LRR S, T, U)
Loamy Mucky Mineral (F1) (LRR O)
Loamy Gleyed Matrix (F2)
Depleted Matrix (F3)
Redox Dark Surface (F6)
Depleted Dark Surface (F7)
Redox Depressions (F8)
Marl (F10) (LRR U)
Depleted Ochric (F11) (MLRA 151)
Iron -Manganese Masses (F12) (LRR O, P, T)
Umbric Surface (F13) (LRR P, T, U)
Delta Ochric (F17) (MLRA 151)
Reduced Vertic (F18) (MLRA 150A, 150B)
Piedmont Floodplain Soils (F19) (MLRA 149A)
Anomalous Bright Loamy Soils (F20) (MLRA 149A, 153C, 153D)
2Location: PL=Pore Lining, M=Matrix.
Indicators for Problematic Hydric Soils3:
_ 1 cm Muck (A9) (LRR 0)
_ 2 cm Muck (A10) (LRR S)
Reduced Vertic (F18) (outside MLRA 150A,B)
Piedmont Floodplain Soils (F19) (LRR P, S, T)
_ Anomalous Bright Loamy Soils (F20)
(MLRA 153B)
Red Parent Material (TF2)
Very Shallow Dark Surface (TF12)
Other (Explain in Remarks)
3lndicators of hydrophytic vegetation and
wetland hydrology must be present,
unless disturbed or problematic.
Restrictive Layer (if observed):
Type:
Depth (inches):
Hydric Soil Present? Yes
No
Remarks:
US Army Corps of Engineers
Atlantic and Gulf Coastal Plain Region — Version 2.0

WETLAND DETERMINATION DATA FORM — Atlantic and Gulf Coastal Plain Region
Wetland 4
Project/Site: E-44 Site
Applicant/Owner: Wake County
Investigator(s): A. Aycrigg
City/County: Wake Co Sampling Date: 6/23/20
State: NC Sampling Point: DP2 Wet
Section, Township, Range:
Landform (hillslope, terrace, etc.): Local relief (concave, convex, none): Slope (%):
Subregion (LRR or MLRA):
Soil Map Unit Name: NWI classification:
Are climatic / hydrologic conditions on the site typical for this time of year? Yes ✓ No (If no, explain in Remarks.)
Are Vegetation , Soil , or Hydrology significantly disturbed? Are "Normal Circumstances" present? Yes i No
Are Vegetation Soil or Hydrology naturally problematic? (If needed, explain any answers in Remarks.)
Lat: 35.628939 Long: -78.735821
Datum:
SUMMARY OF FINDINGS — Attach site map showing sampling point locations, transects, important features, etc.
Hydrophytic Vegetation Present?
Hydric Soil Present?
Wetland Hydrology Present?
Yes ✓ No
Yes ✓ No
Yes ✓ No
Is the Sampled Area
within a Wetland?
Yes ✓ No
Remarks:
HYDROLOGY
Wetland Hydrology Indicators:
Primary Indicators (minimum of one is required; check all that apply)
Secondary Indicators (minimum of two required)
Surface Soil Cracks
(B6)
Concave Surface (B8)
(B10)
(B16)
Table (C2)
(C8)
on Aerial Imagery (C9)
(D2)
(D3)
(D5)
(D8) (LRR T, U)
Surface Water (A1) Aquatic Fauna (B13) Sparsely Vegetated
High Water Table (A2) Marl Deposits (B15) (LRR U) _ Drainage Patterns
✓ Saturation (A3) Hydrogen Sulfide Odor (C1) Moss Trim Lines
Water Marks (B1) Oxidized Rhizospheres along Living Roots (C3) _ Dry -Season Water
Sediment Deposits (B2) Presence of Reduced Iron (C4) _ Crayfish Burrows
Drift Deposits (B3) _ Recent Iron Reduction in Tilled Soils (C6) _ Saturation Visible
Algal Mat or Crust (B4) _ Thin Muck Surface (C7) _ Geomorphic Position
Iron Deposits (B5) _ Other (Explain in Remarks) ` Shallow Aquitard
Inundation Visible on Aerial Imagery (B7) _ FAC-Neutral Test
Water -Stained Leaves (B9) _ Sphagnum moss
Field Observations:
Surface Water Present? Yes ✓ No Depth (inches): 0
Wetland Hydrology Present?
Yes ✓ No
Water Table Present? Yes ✓ No Depth (inches):
Saturation Present? Yes ✓ No Depth (inches):
(includes capillary fringe)
Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspec ions), if available:
Remarks:
US Army Corps of Engineers
Atlantic and Gulf Coastal Plain Region — Version 2.0

VEGETATION (Five Strata) - Use scientific names of plants.
Sampling Point: DP2 Wet
Tree Stratum (Plot size: 20
1.
2.
3.
4.
5.
6.
Liquidambar styraciflua
Acer rubrum
Carya cordiformis
Sapling Stratum (Plot size: 20
1.
2.
3.
4.
5.
6.
Acer rubrum
Absolute Dominant Indicator
% Cover Species? Status
50 Yes FAC
30 Yes FAC
10 Yes FAC
90
= Total Cover
50% of total cover: 45 20% of total cover: 18
Carya cordiformis
Carpinus caroliniana
10 Yes FAC
10 Yes FACU
5 No FAC
25
= Total Cover
50% of total cover: 12 20% of total cover: 5
Shrub Stratum (Plot size: 20 )
1.
2.
3.
4.
5.
6.
n/a
50% of total cover:
Herb Stratum (Plot size: 10
0
= Total Cover
20% of total cover:
1 Saururus cernuus 30 Yes OBL
2. Woodwardia areolata 10 Yes FACW
3.
4.
5.
6.
7.
8.
9.
10.
11.
40
= Total Cover
50% of total cover: 27 20% of total cover: 11
Woody Vine Stratum (Plot size: 10 )
1. n/a
2.
3.
4.
5.
0
= Total Cover
50% of total cover: 20% of total cover: 1
Dominance Test worksheet:
Number of Dominant Species
That Are OBL, FACW, or FAC: 7 (A)
Total Number of Dominant
Species Across All Strata: 6 (B)
Percent of Dominant Species
That Are OBL, FACW, or FAC: 85 (A/B)
Prevalence Index worksheet:
Total % Cover of: Multiply by:
OBL species x 1 =
FACW species x 2 =
FAC species x 3 =
FACU species x 4 =
UPL species x 5 =
Column Totals: 0 (A) 0
Prevalence Index = B/A =
(B)
Hydrophytic Vegetation Indicators:
❑ 1 - Rapid Test for Hydrophytic Vegetation
❑✓ 2 - Dominance Test is >50%
❑ 3 - Prevalence Index is <_3.0'
❑ Problematic Hydrophytic Vegetation' (Explain)
'Indicators of hydric soil and wetland hydrology must
be present, unless disturbed or problematic.
Definitions of Five Vegetation Strata:
Tree - Woody plants, excluding woody vines,
approximately 20 ft (6 m) or more in height and 3 in.
(7.6 cm) or larger in diameter at breast height (DBH).
Sapling - Woody plants, excluding woody vines,
approximately 20 ft (6 m) or more in height and less
than 3 in. (7.6 cm) DBH.
Shrub - Woody plants, excluding woody vines,
approximately 3 to 20 ft (1 to 6 m) in height.
Herb - All herbaceous (non -woody) plants, including
herbaceous vines, regardless of size, and woody
plants, except woody vines, less than approximately
3 ft (1 m) in height.
Woody vine - All woody vines, regardless of height.
Hydrophytic
Vegetation
Present?
Yes
Remarks: (If observed, list morphological adaptations below).
US Army Corps of Engineers
Atlantic and Gulf Coastal Plain Region - Version 2.0

SOIL
Sampling Point: DP2 Wet
Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.)
Depth Matrix
(inches) Color (moist)
0-3 10 Y/R 2/2
3-6 10 Y/R 3/3 95
6-12 10 Y/R 4/3 95
Redox Features
Color (moist) % Type' Loc2
5 Y/R 4/6 5 C M
5 Y/R 4/6 5 C M
'Type: C=Concentration, D=Depletion, RM=Reduced Matrix, MS=Masked Sand Grains.
Hydric Soil Indicators: (Applicable to all LRRs, unless otherwise noted.)
Histosol (A1)
Histic Epipedon (A2)
Black Histic (A3)
Hydrogen Sulfide (A4)
Stratified Layers (A5)
Organic Bodies (A6) (LRR P, T, U)
✓ 5 cm Mucky Mineral (A7) (LRR P, T, U)
_ Muck Presence (A8) (LRR U)
1 cm Muck (A9) (LRR P, T)
Depleted Below Dark Surface (A11)
Thick Dark Surface (Al2)
Coast Prairie Redox (A16) (MLRA 150A)
Sandy Mucky Mineral (S1) (LRR 0, S)
Sandy Gleyed Matrix (S4)
Sandy Redox (S5)
Stripped Matrix (S6)
Dark Surface (S7) (LRR P, S, T, U)
Texture Remarks
SL mucky mineral
SL
SCL
Polyvalue Below Surface (S8) (LRR S, T, U)
Thin Dark Surface (S9) (LRR S, T, U)
Loamy Mucky Mineral (F1) (LRR O)
Loamy Gleyed Matrix (F2)
Depleted Matrix (F3)
Redox Dark Surface (F6)
Depleted Dark Surface (F7)
Redox Depressions (F8)
Marl (F10) (LRR U)
Depleted Ochric (F11) (MLRA 151)
Iron -Manganese Masses (F12) (LRR O, P, T)
Umbric Surface (F13) (LRR P, T, U)
Delta Ochric (F17) (MLRA 151)
Reduced Vertic (F18) (MLRA 150A, 150B)
Piedmont Floodplain Soils (F19) (MLRA 149A)
Anomalous Bright Loamy Soils (F20) (MLRA 149A, 153C, 153D)
2Location: PL=Pore Lining, M=Matrix.
Indicators for Problematic Hydric Soils3:
_ 1 cm Muck (A9) (LRR 0)
_ 2 cm Muck (A10) (LRR S)
Reduced Vertic (F18) (outside MLRA 150A,B)
Piedmont Floodplain Soils (F19) (LRR P, S, T)
_ Anomalous Bright Loamy Soils (F20)
(MLRA 153B)
Red Parent Material (TF2)
Very Shallow Dark Surface (TF12)
Other (Explain in Remarks)
3lndicators of hydrophytic vegetation and
wetland hydrology must be present,
unless disturbed or problematic.
Restrictive Layer (if observed):
Type:
Depth (inches):
Hydric Soil Present? Yes
No
Remarks:
US Army Corps of Engineers
Atlantic and Gulf Coastal Plain Region — Version 2.0

Stream 1
NC DWQ Stream Identification Form Version 4.11
Date:
6/2/20
Project/Site:
WCPSS E-44
Latitude:
35.629228
Evaluator:
A.Aycrigg
County: Wake
Longitude:
-78.7364441
Total Points:
Stream is at least intermittent
if 19 or perennial if 30"
Stream Determination (circle one)
Other
e.g. Quad Name:
28
Ephemeral c termittej) Perennial
A. Geomorphology (Subtotal = 12 )
Absent
Weak
Moderate
Strong
la. Continuity of channel bed and bank
0
1
2
3
2. Sinuosity of channel along thalweg
0
Q
2
3
3. In -channel structure: ex. riffle -pool, step -pool,
ripple -pool sequence
0
CD
2
3
4. Particle size of stream substrate
0
10
2
3
5. Active/relict floodplain
0
01
2
3
6. Depositional bars or benches
0
1
02
3
7. Recent alluvial deposits
0
1
®
3
8. Headcuts
1
2
3
9. Grade control
®
0.5
1
1.5
10. Natural valley
0
0.5
CD
1.5
11. Second or greater order channel
(lo = 0)
Yes = 3
a artificial ditches are not rated; see dis s in manual
B. Hydrology (Subtotal = 8.5 )
12. Presence of Baseflow
0
1
02
3
13. Iron oxidizing bacteria
0
2
3
14. Leaf litter
1.5
Cr.)
0.5
0
15. Sediment on plants or debris
0
0.5
CT
1.5
16. Organic debris lines or piles
0
C.5 7
1
1.5
17. Soil -based evidence of high water table?
No = 0
(7-es = 3.)
C. Biology (Subtotal =
7.5
18. Fibrous roots in streambed
3
20
1
0
19. Rooted upland plants in streambed
2
1
0
20. Macrobenthos (note diversity and abundance)
0
0
2
3
21. Aquatic Mollusks
1
2
3
22. Fish
0
1
1.5
23. Crayfish
0CD
1
1.5
24. Amphibians
0
Cs)
1
1.5
25. Algae0
0.5
1
1.5
26. Wetland plants in streambed
FACW = 0.75; OBL = 1.5 bier =U)
*perennial streams may also be identified using other methods. See p. 35 of manual.
Notes:
Sketch:

Stream 2
NC DWQ Stream Identification Form Version 4.11
Date:
6/23/20
Project/Site:
WCPSS E-44
Latitude: 35.629046
Evaluator:
A.Aycrigg
County: Wake
Longitude:
Total Points:
Stream is at least intermittent
if 19 or perennial if 30"
Stream Determination (circle one)
-78.735912
20.5
Other
e.g. Quad Name:
Ephemeral ctermittej) Perennial
A. Geomorphology (Subtotal = 5.5 )
Absent
Weak
Moderate
Strong
la. Continuity of channel bed and bank
0
1
1
3
2. Sinuosity of channel along thalweg
0
Q
2
3
3. In -channel structure: ex. riffle -pool, step -pool,
ripple -pool sequence
0
0
2
3
4. Particle size of stream substrate
0
10
2
3
5. Active/relict floodplain
00
1
2
3
6. Depositional bars or benches
0
01
2
3
7. Recent alluvial deposits
CD
1
2
3
8. Headcuts
1
2
3
9. Grade control
®
0.5
1
1.5
10. Natural valley
0
©
1
1.5
11. Second or greater order channel
(lo = 0)
Yes = 3
a artificial ditches are not rated; see dis s in manual
B. Hydrology (Subtotal = 7
12. Presence of Baseflow
0
1
02
3
13. Iron oxidizing bacteria
CC
1
2
3
14. Leaf litter
1.5
m
0.5
0
15. Sediment on plants or debris
0
®
1
1.5
16. Organic debris lines or piles
0
��7
1
1.5
17. Soil -based evidence of high water table?
No = 0
Os = 3)
C. Biology (Subtotal = 17 L)
18. Fibrous roots in streambed
3
20
1
0
19. Rooted upland plants in streambed
0
2
1
0
20. Macrobenthos (note diversity and abundance)
0
0
2
3
21. Aquatic Mollusks
®
1
2
3
22. Fish
0
0.5
1
1.5
23. Crayfish
()
0.5
1
1.5
24. Amphibians
0
0.5
1.5
Q
25. Algae
D
0.5
1
1.5
26. Wetland plants in streambed
FACW = 0.75; OBL = 1.5 bier =U)
*perennial streams may also be identified using other methods. See p. 35 of manual.
Notes:
Sketch:

B(471-AyE DEW DR
(soFI., IMPROVED
RIG Ii OF -WAY
(e111,(8
20177p 44 416)
-41
SANITARY MH
FORCE MAIN
RIM: 385.65'
0 100 200 400
SCALE: 1 "=200'
�.
�l v _ J / '/ \ _"'\ X� (_'
f r �.J r)\II/I)/(\1k�t( �((*
1
ry 4 ( (\•(fir �` Ill �r e.
)` ) i . ♦
NORTH
ants and calculai.• cuter files, drawn ,:ification prepared by Stewart, Inc. are instruments
professional service intended for one -tune use. They are subject to copyright and other property right laws and shall remain the property of
Stewart, Inc. They are not to be copied, modified, or - - - • - - - - -
permission of Stewart, Inc.
WETLAND AND STREAM
DISTURBANCE OVERALL
SITE PLAN
STEWART
WAKE COUNTY PUBLIC SCHOOL SYSTEM,
HILLTOP NEEDMORE ROAD ELEMENTARY
SCHOOL
FUQUAY-VARINA, NC
Project No: L20040
Scale: 1"=200'
Drawn By: JOT
Checked By: RGB
Ref No:
Drawing No:
WD 0

9
B•
BW: 66 9�W 31.00
BW:36,.
B1 - TEMPORARY BUFFER
IMPACT, FOR CONSTRUCTION
OF FILL SLOPE TO ZONE 2
RIPARIAN BUFFER - 0.178 ACRE
BW:3 OR 7,786 SQFT.
TW:366.6 W2 - WETLAND 2
I 5° TEMPORARY IMPACT
TW FROM GRADING - 0.034
ACRE OR 1,485 SQFT.
W1 - WETLAND 2 PERMANENT
IMPACT FROM WALL INSTALL AND
FILL - 0.092 ACRE OR 4,020 SQFT.
1 07.A - CB
•
0 20
SCALE: 1"=40'
NORTH
-.. r.;ents and calculations including computer files, draw. ification prepared by Stewart, Inc. are instruments
professional service intended for one-time use. They are subject to copyright and other property right laws and shall remain the property of
Stewart, Inc. They are not to be copied, modified, or - - - - - —
permission of Stewart, Inc.
W3 - WETLAND 3
TEMPORARY IMPACT
FROM GRADING - 0.026
ACRE OR 1,161 SQFT.
W1/W2/W3 WETLAND AND B1
BUFFER DISTURBANCE
ENLARGEMENT
STEWART
WAKE COUNTY PUBLIC SCHOOL SYSTEM,
HILLTOP NEEDMORE ROAD ELEMENTARY
SCHOOL
Project No: L20040
Ref No:
Scale: 1"=40'
Date: 11.21.2022
Drawn By: JOT
Drawing No:
WD 1
FUQUAY-VARINA, NC
Checked By: RGB

B2 - TEMPORARY BUFFER
IMPACT FOR CONSTRUCTION
OF PIPE INSTALLATION
ZONE 1= 326 SQFT
ZONE 2 = 197 SQFT
i 'Mtv
B3 - PERMANENT BUFFER
IMPACT FROM PIPE
INSTALLATION
ZONE 1 = 297 SQFT
ZONE 2 = 291 SQFT
w
•
0 20 40
SCALE: 1 =40'
W4 - WETLAND 4 PERMANENT
IMPACT FROM FILL - 0.004 ACRE
OR 187 SQFT.
401
W5 - WETLAND 4 TEMPORARY
IMPACT FROM FILL - 0.005 ACRE \_' :355.00
/13W:355.00
NORTH
300 - CB
66`50,
.356.11
OR 240 SQFT.
502 - MH)
S1 - TEMPORARY STREAM
IMPACT FOR CONSTRUCTION
OF PIPE INSTALLATION - 0.001
ACRE OR 60 SQFT.
S2 - PERMANENT STREAM
IMPACT FROM PIPE
INSTALLATION - 0.0008
ACRE OR 35 SQFT.
i
-•n is and calculations including computer files, drawings, and >p_;: c,cauon prepared by Stewart, Inc. are instruments of
pioCessional service intended for one-time use. They are subject to copyright and other property right laws and shall remain the property of
Stewart, Inc. They are not to be copied, modified, or - - - - - - -- - - -
permission of Stewart, Inc.
1')
0
0
MCP
1 ,DPE
I :352.55
Structure - (240)
J
AREA:
ACRE
DS W4
123 SQ.F1
0.
FOLEY, AMANDA
ST CLAIR, DAVID IV
PIN: 0678836691
DB 16127 PG 237
W4/W5 WETLAND, S1/S2
STREAM AND B2/B3 BUFFER
DISTURBANCE ENLARGEMENT
STEWART
WAKE COUNTY PUBLIC SCHOOL SYSTEM,
HILLTOP NEEDMORE ROAD ELEMENTARY
SCHOOL
Project No: L20040
Ref No:
Scale: 1" = 40'
Date: 11.21.2022
Drawn By:
JOT
Drawing No:
WD 2
FUQUAY-VARINA, NC
Checked By: RGB

STEWART
STO RM WATE R REPORT
For the proposed
HILLTOP NEEDMORE ROAD
ELEMENTARY SCHOOL
Fuquay Varina, North Carolina
Prepared For:
Wake County Public School System
Prepared By:
Stewart, Inc. (C-1051)
223 S. WEST STREET, Suite 1100
RALEIGH, NC 27603
T 919.380.8750

HNR Elementary School - Fuquay-Varina
Stewart Project No: L20040
TABLE OF CONTENTS
Narrative
Computations
STEWART
Storm Pipe Flow Calculations
Impervious Area Calculations
Wet Pond Design Calculations
Post -Construction Stormwater Analysis (HydroCAD)
Rip Rap Apron Nomographs
Exhibits
- Soils Maps
- USGS Quad Map
- FEMA FIRM Map
- Copy of Preliminary Jurisdictional Determination
- Pre -Development Drainage Area Map
- Post -Development Drainage Area Map
- Storm Inlet Drainage Area Map

HNR Elementary School - Fuquay-Varina
Stewart Project No: L20040
NARRATIVE
.42
STEWART
This report has been prepared to illustrate how the proposed development will comply with
the stormwater design requirements specified in the Fuquay-Varina Stormwater Regulations
in the Land Development Ordinance..
Site Information
The project site is located at the eastern corner of the Hilltop Needmore Road and Brushy
Meadows Drive intersection. The land use associated with the site was previously a golf
course with a site area totaling 28.83-acres. The site is currently zoned Office and
Institutional Conditional Zoning District (OI-CZD).
The site is bordered by mostly single-family residential properties. The north and parts of the
west sides of the property front along Hilltop Needmore Road and Brushy Meadows Drive,
respectively, with mostly undeveloped or rural residential developments on the other side of
Brushy Meadows Drive and a park across the street from Hilltop Needmore Road.
Currently, most of the site drains toward a stream to the south-east of the site. The
conveyance measures currently installed to drain the site is mostly occurring through an
existing underground storm pipe system which outfalls into a stream buffer to the southeast
of the site. The site is defined by multiple mounds and pits associated with golf course terrain.
The site currently receives some offsite runoff from the west, which flows into the site through
overland flow.
The site lies within the Neuse River Basin outside of the Falls Lake or any water supply
watersheds and contains riparian buffers and wetlands. The site is mostly grassy with some
woody vegetation buffering the intermittent stream. The entire property is located in Zone X
and is outside of any flood -prone areas according to the latest Flood Insurance Rate Map
37200678003 dated 5/2/2006. A copy of the FEMA FIRMette is included in the appendices for
reference.
Prominent soil types on the property include Dothan -Urban land complex and Rains Sandy
Loam. The different soil types found on site are a combination of Hydrologic Soil Groups B
and C according to the Wake County Soil Survey performed by the U.S. Department of
Agriculture Natural Resource Conservation Service (NRCS). Soil maps have also been included
in the appendices for reference.
Development Summary
The project includes the development of an approximately 1.96 acre elementary school and
supporting site infrastructure including parking, drives, sidewalks, play area, and
underground utilities. Provisions have also been made for development of future
development. There are public roadway and utilities improvements proposed as part of this
development.
The total proposed impervious area for the site including the main building, drives, parking
areas, and other supporting infrastructure will sum to approximately 8.46 acres.
The stormwater design includes an additional 3.62 acres of impervious to accommodate any
future impervious area that is anticipated to be developed on the site at a later date. This is
labeled as Senior and Community Center on the exhibit SW-1 - Proposed Impervious Area
Summary and in the Impervious Area table below.
1

HNR Elementary School - Fuquay-Varina
Stewart Project No: L20040
For design purposes, this development was assumed to be high -density.
4
STEWART
The project will be developed in two phases. Phase 1, also known as the Early Site Package
(ESP) includes mass grading of the site to establish a building pad. Due to high moisture
content in the soils, a dewatering system will be installed during Phase 1. Phase 2 will include
installation of underground stormwater conveyance pipes and construction of the physical site
improvements such as pavement and curbs.
Stormwater surface runoff will be conveyed through a combination of curb and gutter, open
ditches, and a private on -site storm drainage system. Building roof drains will be tied directly
to the storm drainage system to minimize long-term maintenance at downspouts. The storm
drainage system will outfall into a single wet detention pond located on the east side of the
site. The wet pond will treat runoff from the entire development (including future
development) and will outfall through the riparian buffer toward the stream on the east side
of the site.
Offsite runoff from the north and west sides of the site will be bypassed to the existing
drainage infrastructure that outfalls to the wetlands onsite. Offsite runoff will not be collected
and routed to the proposed wet detention pond.
Some impacts to the wetlands and jurisdictional stream are proposed. A permit for impacts
to the riparian buffer, stream buffer, and wetlands will be obtained from the North Carolina
Department of Environmental Quality (NCDEQ) and the US Army Corps of Engineers.
Design Requirements/Assumptions
Prior to analysis, stormwater management requirements were researched in the Fuquay-
Varina Stormwater Regulations in the Land Development Ordinance.
Per Development Standards for High Density Projects section in the LDO, high density
projects, which include those with greater than 24% built upon area, are required to provide
stormwater control measures capable of removing 85% of average annual Total Suspended
Solids (TSS) and shall control and treat the difference in stormwater runoff volume between
the pre- and post -development conditions for the 1-y 24-hr, the 2-yr 24-hr, and the 10-yr
24hr storm with a drawdown time between 48 and 120 hours.
In addition to the requirements above, the measures shall provide sufficient storage volume
to retain on -site the runoff from the first inch of rainfall between 48 and 120 hours.
Stormwater conveyance pipes have been designed to carry the 10-year storm runoff. Run-
off calculations have been included in the appendices.
2

HNR Elementary School - Fuquay-Varina
Stewart Project No: L20040
Analysis Results/Summary
STEWART
Impervious Areas
A summary of the pre -development and post -development impervious areas for the project
site are listed in the table below.
Impervious Area
Onsite To Pond
Future Offsite to
Pond
Post -Development
8.46
3.62
Based on the proposed impervious areas shown in the table above, the built upon area was
calculated as follows:
Parcel Area (Outside R/W)
Onsite Impervious Area
(includes Future
development)
Built Upon Area
Onsite 24.71 acres
8.46 acres
34.24
Offsite (Future) 5.55 acres
3.62 acres
65.23
Post -Construction Stormwater Analysis
A wet pond designed in accordance with the NCDEQ Stormwater Design Manual will be used
to satisfy the requirements above. The pond has been designed with a forebay depth of 4.5'
and permanent pool depth of 5 feet. Infiltration has been assumed to be negligible.
To conduct the volume and peak flow analyses, drainage areas were delineated for the project
area and times of concentration and curve numbers were calculated in accordance with the
County's Stormwater Management Design Manual. One point of analysis was established for
the site. The resulting values for the pre -development and post -development conditions are
summarized in the table below.
Pre -Development
Post -Development
Area
(acres)
Weight
Curve
Number
Time of
Concentration
(minutes)
Area
(acres)
Weight
Curve
Number
Time of
Concentration
(minutes)
Drainage Area #1
(To Pond)
24.02
75
11
17.57
87
5.0
Drainage Area #2
(To Pond)
-
-
-
5.34
89
5.0
Bypass Area #3
-
-
-
2.43
78
5.0
Bypass Area #4
-
-
-
1.81
69
5.0
Type II 24-hr storm events were used for the analyses. The table is shown below for reference.
Frequency
1-yr
2-yr
10-yr
25-yr
50-yr
100-yr
Rainfall (inches)
2.86
3.45
5.02
5.95
6.69
7.44
The conditions described above were then used to develop hydrograph models using
HydroCAD software based on the NRCS method.
3

HNR Elementary School - Fuquay-Varina
Stewart Project No: L20040
STEWART
A summary of the pre -development and post -development peak runoffs is shown in the table
below. As shown, the peak flows in the post -development condition are less than the peak
flows in the pre -development condition at the point of analysis for the 1-year, 2-year, and
10-year storm events.
Project Area Peak Runoffs (cfs)
Outfall #1
Storm Event
Pre
Post
1-year, 24-hour
30.05
24.72
2-year, 24-hour
44.71
44.70
10-year, 24-hour
88.08
56.94
In addition to the peak flow analysis, the runoff volume from the 1-year, 24-hour storm was
analyzed for Outfall 1. The total runoff volume and drawdown is summarized in the table
below:
1-year, 24-hour Runoff Volume
1.43 ac-ft
Pond Storage at 60 hrs (48 hrs after center of rainfall)
0.375 ac-ft (26.2%)
Pond Storage at 132 hrs (120 hrs after center of rainfall)
0.036 ac-ft (2.5%)
Using the Surface Area / Drainage Area and Average Depth method and based on the tables
provided in the NCDEQ Stormwater Design Manual, it was determined that the minimum pond
surface area required would be 16,017 sq. ft. to obtain 85% TSS removal for a permanent
pool average depth of 4.81 feet. 26,415 sq. ft. has been provided.
Conclusion
Based on the results of this analysis, the stormwater requirements of the Fuquay-Varina have
been satisfied. A wet detention pond will be used to control and treat runoff from the new
development. Peak stormwater runoff has been reduced to below or near pre -development
levels for the 1-yr, 2-yr, and 10-year 24-hour storm events. Please refer to the attached
appendices for detailed calculations and additional information.
4

HNR Elementary School - Fuquay-Varina
Stewart Project No: L20040
Storm Pipe Flow Calculations
STEWART

STEWART
Input values in red
Project:
Project No:
Storm:
Intensity =
WCPSS E-44
L2040
10 Year
Date: 12/17/2021
By: RGB
Location: Fuquay Varina
7.42 in/hr based on 5 min tc for 10 year
LOCATION
DRAINAGE AREA
IMPERVIOUS
PIPE
Velocity
Flow
PIPE
SIZE
CHECK
FROM
TO
C
I
n
*Req. Dia.
DIAMETER
MATERIAL
SLOPE
A/Af
V/Vf
*Vf
Design
sub
cumm.
*Qf
Q/Qf
Depth
sq. ft.
acres
sq. ft.
in/hr
inches
inches
%
fps
fps
cfs
cfs
cfs
ft
BMP Storm Line
218
217
3733
0.09
3733
0.95
7.42
0.013
7.0
15
RCP
0.50
0.22
0.57
3.7
2.11
0.60
0.60
4.57
0.13
0.34
OK
215
217
16456
0.38
16456
0.95
7.42
0.013
12.3
15
RCP
0.50
0.64
0.90
3.7
3.36
2.66
2.66
4.57
0.58
0.76
OK
217
216
0
0.00
0
0.00
7.42
0.013
13.2
15
RCP
0.50
0.74
0.97
3.7
3.60
0.00
3.27
4.57
0.72
0.86
OK
214
216
1378
0.03
1378
0.95
7.42
0.013
4.1
15
RCP
1.16
0.08
0.38
5.7
2.17
0.22
0.22
6.95
0.03
0.16
OK
216
211
1298
0.03
1298
0.95
7.42
0.013
13.9
15
RCP
0.50
0.79
1.00
3.7
3.73
0.21
3.70
4.57
0.81
0.93
OK
213
211
6944
0.16
6944
0.95
7.42
0.013
8.9
15
RCP
0.50
0.35
0.69
3.7
2.57
1.12
1.12
4.57
0.25
0.48
OK
212
211
10409
0.24
10409
0.95
7.42
0.013
10.3
15
RCP
0.50
0.46
0.77
3.7
2.88
1.68
1.68
4.57
0.37
0.59
OK
211
210
0
0.00
0
0.00
7.42
0.013
15.0
15
RCP
1.00
0.94
1.07
5.3
5.63
0.00
6.51
6.46
1.01
1.11
OK
210
209
10381
0.24
8500
0.81
7.42
0.013
18.5
24
RCP
0.50
0.58
0.86
5.1
4.37
1.44
7.95
15.99
0.50
1.12
OK
209
207
4725
0.11
2300
0.57
7.42
0.013
18.9
24
RCP
0.50
0.59
0.87
5.1
4.41
0.45
8.40
15.99
0.53
1.14
OK
208
207
25461
0.58
9000
0.47
7.42
0.013
11.0
15
RCP
0.50
0.53
0.82
3.7
3.05
2.02
2.02
4.57
0.44
0.65
OK
207
206
2476
0.06
2476
0.95
7.42
0.013
20.7
24
RCP
0.50
0.70
0.94
5.1
4.80
0.40
10.82
15.99
0.68
1.32
OK
206A
206
3642
0.08
3642
0.95
7.42
0.013
7.0
15
RCP
0.50
0.22
0.57
3.7
2.11
0.59
0.59
4.57
0.13
0.34
OK
206
205
22600
0.52
6500
0.42
7.42
0.013
22.2
24
RCP
0.50
0.80
1.01
5.1
5.13
1.60
13.01
15.99
0.81
1.50
OK
205A
205
4439
0.10
4439
0.95
7.42
0.013
7.5
15
RCP
0.50
0.25
0.60
3.7
2.24
0.72
0.72
4.57
0.16
0.38
OK
205
204
34152
0.78
7500
0.36
7.42
0.013
23.9
24
RCP
0.50
0.92
1.06
5.1
5.42
2.12
15.85
15.99
0.99
1.74
OK
204A
204
4010
0.09
4010
0.95
7.42
0.013
7.2
15
RCP
0.50
0.23
0.58
3.7
2.15
0.65
0.65
4.57
0.14
0.35
OK
204
203
17561
0.40
8000
0.54
7.42
0.013
25.1
30
RCP
0.50
0.66
0.92
5.9
5.43
1.62
18.12
28.99
0.62
1.58
OK
203
202
11030
0.25
10000
0.88
7.42
0.013
26.0
30
RCP
0.50
0.71
0.95
5.9
5.62
1.65
19.77
28.99
0.68
1.68
OK
221A
221
500
0.01
500
0.95
7.42
0.013
2.5
15
RCP
2.00
0.03
0.27
7.4
2.03
0.08
0.08
9.13
0.01
0.09
OK
221
220
32460
0.75
5000
0.32
7.42
0.013
10.6
15
RCP
0.50
0.49
0.79
3.7
2.95
1.74
1.83
4.57
0.40
0.61
OK
220
202
2493
0.06
2493
0.95
7.42
0.013
11.5
15
RCP
0.50
0.56
0.85
3.7
3.16
0.40
2.23
4.57
0.49
0.69
OK
202
201
94
0.00
94
0.95
7.42
0.013
27.1
30
RCP
0.50
0.76
0.98
5.9
5.79
0.02
22.02
28.99
0.76
1.78
OK
201C
201B
7278
0.17
7278
0.95
7.42
0.013
7.9
15
RCP
1.00
0.28
0.63
5.3
3.29
1.18
1.18
6.46
0.18
0.40
OK
201B
201A
3904
0.09
3904
0.95
7.42
0.013
9.3
15
RCP
1.00
0.39
0.72
5.3
3.79
0.63
1.81
6.46
0.28
0.51
OK
201A
201
6454
0.15
6454
0.95
7.42
0.013
11.0
15
RCP
1.00
0.53
0.82
5.3
4.31
1.04
2.85
6.46
0.44
0.65
OK
201
104
785
0.02
785
0.95
7.42
0.013
28.4
30
RCP
0.50
0.84
1.03
5.9
6.06
0.13
25.00
28.99
0.86
1.95
OK
306
305
11717
0.27
11717
0.95
7.42
0.013
10.3
15
RCP
0.65
0.46
0.77
4.2
3.29
1.90
1.90
5.21
0.36
0.59
OK
305
304
8056
0.18
7157
0.87
7.42
0.013
10.5
15
RCP
1.50
0.49
0.79
6.4
5.10
1.19
3.08
7.91
0.39
0.61
OK
304A
304
8263
0.19
8263
0.95
7.42
0.013
9.5
15
RCP
0.50
0.40
0.73
3.7
2.72
1.34
1.34
4.57
0.29
0.53
OK
304
303
4789
0.11
4789
0.95
7.42
0.013
12.1
15
RCP
2.00
0.63
0.89
7.4
6.65
0.77
5.20
9.13
0.57
0.75
OK
316
315
200642
4.61
196408
0.93
7.42
0.013
29.6
30
RCP
0.65
0.91
1.06
6.7
7.13
31.93
31.93
33.06
0.97
2.13
OK
315
314
0
0.00
0
0.00
7.42
0.013
29.6
30
RCP
0.65
0.91
1.06
6.7
7.13
0.00
31.93
33.06
0.97
2.13
OK
314
313
0
0.00
0
0.00
7.42
0.013
29.6
30
RCP
0.65
0.91
1.06
6.7
7.13
0.00
31.93
33.06
0.97
2.13
OK
313
312
0
0.00
0
0.00
7.42
0.013
31.1
36
RCP
0.50
0.70
0.94
6.7
6.29
0.00
31.93
47.15
0.68
1.98
OK
312A
312
27156
0.62
20000
0.75
7.42
0.013
11.9
18
RCP
1.00
0.44
0.76
5.9
4.50
3.48
3.48
10.50
0.33
0.68
OK
312
311
1392
0.03
1392
0.95
7.42
0.013
30.9
30
RCP
0.65
1.00
1.00
6.7
6.73
0.23
35.63
33.06
1.08
2.50
NOT OK
311A
311
5488
0.13
5488
0.95
7.25
0.013
6.2
15
RCP
1.98
0.17
0.52
7.4
3.83
0.87
0.87
9.09
0.10
0.29
OK
311
310
6976
0.16
6976
0.95
7.42
0.013
33.1
36
RCP
0.50
0.79
1.00
6.7
6.68
1.13
37.63
47.15
0.80
2.22
OK
310
303
3254
0.07
3254
0.95
7.42
0.013
33.2
36
RCP
0.50
0.79
1.00
6.7
6.68
0.53
38.16
47.15
0.81
2.22
OK
303
302
12112
0.28
8351
0.72
7.42
0.013
35.3
36
RCP
0.50
0.90
1.05
6.7
7.03
1.48
44.83
47.15
0.95
2.52
OK

302
301
6660
0.15
6660
0.95
7.42
0.013
35.6
36
RCP
0.50
0.91
1.06
6.7
7.08
1.08
45.91
47.15
0.97
2.58
OK
301
300
11609
0.27
11609
0.95
7.42
0.013
36.2
42
RCP
0.50
0.70
0.94
7.4
6.97
1.88
47.79
71.12
0.67
2.31
OK
300B
300A
9703
0.22
9703
0.95
7.42
0.013
8.8
15
RCP
1.00
0.35
0.69
5.3
3.63
1.57
1.57
6.46
0.24
0.48
OK
300A
300
0
0.00
0
0.00
7.42
0.013
8.8
15
RCP
1.00
0.35
0.69
5.3
3.63
0.00
1.57
6.46
0.24
0.48
OK
300
105
0
0.00
0
0.00
7.42
0.013
36.6
42
RCP
0.50
0.71
0.95
7.4
7.03
0.00
49.36
71.12
0.69
2.35
OK
121
120
4669
0.11
4000
0.84
7.25
0.013
7.2
15
RCP
0.50
0.24
0.59
3.7
2.20
0.65
0.65
4.57
0.14
0.36
OK
120
119
4860
0.11
4860
0.95
7.42
0.013
7.7
15
RCP
1.70
0.26
0.61
6.9
4.21
0.79
1.44
8.42
0.17
0.39
OK
119
118
3628
0.08
3628
0.95
7.42
0.013
7.7
15
RCP
3.55
0.26
0.61
9.9
6.08
0.59
2.03
12.17
0.17
0.39
OK
118
117
907
0.02
907
0.95
7.25
0.013
10.2
15
RCP
0.89
0.45
0.77
5.0
3.80
0.14
2.17
6.09
0.36
0.58
OK
117B
117A
13996
0.32
0
0.20
7.42
0.013
5.6
15
RCP
1.00
0.14
0.48
5.3
2.53
0.48
0.48
6.46
0.07
0.25
OK
117A
117
7583
0.17
7583
0.95
7.42
0.013
9.4
15
RCP
0.82
0.40
0.73
4.8
3.48
1.23
1.70
5.85
0.29
0.53
OK
117
116
1294
0.03
1294
0.95
7.25
0.013
12.4
15
RCP
1.09
0.65
0.91
5.5
5.00
0.20
4.08
6.74
0.61
0.78
OK
133
132
3955
0.09
3955
0.95
7.42
0.013
7.2
15
RCP
0.50
0.23
0.58
3.7
2.15
0.64
0.64
4.57
0.14
0.35
OK
132
131
3226
0.07
3226
0.95
7.25
0.013
8.9
15
RCP
0.50
0.35
0.69
3.7
2.57
0.51
1.15
4.57
0.25
0.48
OK
131
130
14872
0.34
14872
0.95
7.25
0.013
13.6
15
RCP
0.50
0.77
0.99
3.7
3.68
2.35
3.50
4.57
0.77
0.90
OK
130
127
4077
0.09
4077
0.95
7.42
0.013
14.5
15
RCP
0.50
0.87
1.04
3.7
3.87
0.66
4.16
4.57
0.91
1.01
OK
128
127
4329
0.10
4329
0.95
7.42
0.013
7.4
15
RCP
0.50
0.25
0.60
3.7
2.24
0.70
0.70
4.57
0.15
0.38
OK
129
127
4228
0.10
4228
0.95
7.25
0.013
7.3
15
RCP
0.50
0.24
0.59
3.7
2.20
0.67
0.67
4.57
0.15
0.36
OK
127
126
4514
0.10
4514
0.95
7.42
0.013
16.9
18
RCP
0.50
0.83
1.02
4.2
4.28
0.73
6.26
7.43
0.84
1.16
OK
126
125
0
0.00
0
0.00
7.42
0.013
16.9
18
RCP
0.50
0.83
1.02
4.2
4.28
0.00
6.26
7.43
0.84
1.16
OK
125
123
14028
0.32
6000
0.52
7.25
0.013
18.0
18
RCP
0.50
0.94
1.07
4.2
4.49
1.22
7.48
7.43
1.01
1.34
OK
124
123
2834
0.07
1500
0.60
7.42
0.013
4.1
15
RCP
2.00
0.08
0.38
7.4
2.84
0.29
0.29
9.13
0.03
0.16
OK
123
122
0
0.00
0
0.00
7.25
0.013
16.2
18
RCP
0.96
0.76
0.98
5.8
5.71
0.00
7.76
10.29
0.75
1.07
OK
122
116
4356
0.10
1366
0.44
7.42
0.013
16.3
18
RCP
1.00
0.77
0.99
5.9
5.87
0.32
8.09
10.50
0.77
1.08
OK
116
115
3412
0.08
2220
0.69
7.25
0.013
21.9
24
RCP
0.50
0.78
0.99
5.1
5.06
0.39
12.56
15.99
0.79
1.46
OK
115B
115
19323
0.44
15323
0.79
7.42
0.013
12.2
15
RCP
0.50
0.63
0.89
3.7
3.33
2.62
2.62
4.57
0.57
0.75
OK
115C
115
4120
0.09
4120
0.95
7.42
0.013
5.6
15
RCP
2.12
0.14
0.48
7.7
3.68
0.67
0.67
9.40
0.07
0.25
OK
115
114
18299
0.42
18299
0.95
7.25
0.013
25.5
30
RCP
0.50
0.69
0.94
5.9
5.53
2.89
18.73
28.99
0.65
1.63
OK
114
113
5866
0.13
5866
0.95
7.25
0.013
25.9
30
RCP
0.50
0.71
0.95
5.9
5.62
0.93
19.66
28.99
0.68
1.68
OK
113A
113
1773
0.04
1773
0.95
7.42
0.013
4.1
15
RCP
2.00
0.08
0.38
7.4
2.84
0.29
0.29
9.13
0.03
0.16
OK
113
112
16281
0.37
11119
0.71
7.42
0.013
27.0
30
RCP
0.50
0.76
0.98
5.9
5.79
1.98
21.92
28.99
0.76
1.78
OK
112
112A
10261
0.24
7283
0.73
7.25
0.013
27.6
30
RCP
0.50
0.79
1.00
5.9
5.91
1.25
23.17
28.99
0.80
1.85
OK
112B
112A
4040
0.09
4040
0.95
7.25
0.013
4.9
15
RCP
3.92
0.11
0.44
10.4
4.61
0.64
0.64
12.79
0.05
0.21
OK
112A
110
4697
0.11
4697
0.95
7.25
0.013
28.2
30
RCP
0.50
0.83
1.02
5.9
6.02
0.74
24.56
28.99
0.85
1.93
OK
111
110
5222
0.12
5222
0.95
7.42
0.013
6.9
15
RCP
1.04
0.22
0.57
5.4
3.04
0.85
0.85
6.59
0.13
0.34
OK
110
109
1000
0.02
1000
0.95
7.42
0.013
28.6
30
RCP
0.50
0.85
1.03
5.9
6.09
0.16
25.56
28.99
0.88
1.98
OK
109
108
0
0.00
0
0.00
7.25
0.013
28.6
30
RCP
0.50
0.85
1.03
5.9
6.09
0.00
25.56
28.99
0.88
1.98
OK
108
107
5192
0.12
5192
0.95
7.25
0.013
29.0
30
RCP
0.50
0.87
1.04
5.9
6.15
0.82
26.38
28.99
0.91
2.03
OK
107C
107B
9351
0.21
9351
0.95
7.42
0.013
9.9
15
RCP
0.50
0.44
0.76
3.7
2.82
1.51
1.51
4.57
0.33
0.56
OK
107B
107A
3581
0.08
3581
0.95
7.25
0.013
8.0
15
RCP
2.92
0.29
0.64
9.0
5.72
0.57
2.08
11.03
0.19
0.41
OK
107A
107
7887
0.18
7887
0.95
7.25
0.013
13.3
15
RCP
0.50
0.75
0.97
3.7
3.62
1.25
3.33
4.57
0.73
0.88
OK
107
106
2400
0.06
2400
0.95
7.25
0.013
30.4
30
RCP
0.50
0.96
1.07
5.9
6.33
0.38
30.09
28.99
1.04
2.30
OK
106A
106
11978
0.27
7200
0.65
7.25
0.013
7.0
15
RCP
2.30
0.22
0.57
8.0
4.53
1.30
1.30
9.79
0.13
0.34
OK
106
105
21638
0.50
10394
0.56
7.25
0.013
24.4
30
RCP
2.00
0.63
0.89
11.8
10.56
2.02
33.41
57.99
0.58
1.50
OK
105
104
5536
0.13
5536
0.95
7.25
0.013
44.6
48
RCP
0.50
0.80
1.01
8.1
8.14
0.88
83.64
101.54
0.82
3.00
OK
104
103
0
0.00
0
0.00
7.42
0.013
46.9
48
RCP
0.65
0.89
1.05
9.2
9.68
0.00
108.64
115.77
0.94
3.32
OK
103
102
0
0.00
0
0.00
7.42
0.013
43.2
48
RCP
1.00
0.76
0.98
11.4
11.21
0.00
108.64
143.59
0.76
2.84
OK
406B
406A
40279
0.92
10000
0.39
7.25
0.013
12.1
15
RCP
0.50
0.63
0.89
3.7
3.33
2.59
2.59
4.57
0.57
0.75
OK
406A
405
0
0.00
0
0.00
7.42
0.013
12.1
15
RCP
0.50
0.63
0.89
3.7
3.33
0.00
2.59
4.57
0.57
0.75
OK
405
405A
66821
1.53
45000
0.71
7.42
0.013
20.6
24
RCP
0.50
0.70
0.94
5.1
4.80
8.03
10.61
15.99
0.66
1.32
OK
405A
404
0
0.00
0
0.00
7.25
0.013
20.6
24
RCP
0.50
0.70
0.94
5.1
4.80
0.00
10.61
15.99
0.66
1.32
OK
404
401
0
0.00
0
0.00
7.42
0.013
20.6
24
RCP
0.50
0.70
0.94
5.1
4.80
0.00
10.61
15.99
0.66
1.32
OK
401
400
0
0.00
0
0.00
7.42
0.013
20.6
24
RCP
0.50
0.70
0.94
5.1
4.80
0.00
10.61
15.99
0.66
1.32
OK
450 450 81550 1.87 10000 0.29 7.42 0.013 17.4 24
RCP 2.36 0.51 0.81 11.1 8.96 4.06 14.67 34.74 0.42 1.02 OK

HNR Elementary School - Fuquay-Varina
Stewart Project No: L20040
Proposed Impervious Area Map
STEWART

NOT FOR CONSTWUCTION
E
D
L:\Projects\2020\L20040 - WQRSS E-44\CALCS AND DATA\Stormwater\CAD Files\L20040-SW2_PROP WIPERVIOUS.dwg Dec 21, 2021 - 4:02am
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24" RCP
INV: 345.89'
EIP l OPE
SANITARY MH
FORCE MAIN
RIM: 385.65'
•
•
•
•
/
•
•
El
5" RCP
INV: 355.59'
15" RCP
INV: 355.04'
FTRANS- __
15" RCP
INV: 349.50'
,INV:349.01'
IkI\/•'1 A7 ln'
4" PVC
4' PVC
INV: 349.37'
i
3
•
•
•
•
•
•
•
•
•
•
•
•
•
•
4
•
14.
ELEMENTARY
SCHOOL
BOUNDARY
•
•
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IMPERVIOUS AREA CALCULATIONS:
ELEMENTARY SCHOOL
PROPOSED ROADWAY/PARKING
PROPOSED BUILDING
PROPOSED SIDEWALK/AMENITY
EXISTING IMPERVIOUS TO REMAIN
SCHOOL TOTAL IMPERVIOUS
SENIOR AND COMMUNITY CENTER
PROPOSED ROADWAY/PARKING
PROPOSED BUILDING
PROPOSED SIDEWALK/AMENITY
SC/CC TOTAL IMPERVIOUS
TOTAL PROJECT IMPERVIOUS:
4.83 AC
1.96 AC
1.60 AC
0.07 AC
8.46 AC
2.41 AC
1.17 AC
0.04 AC
3.62 AC
12.08 AC
DRAINAGE SUMMARY:
ELEMENTARY SCHOOL
SITE AREA:
IMPERVIOUS AREA:
PERCENT IMPERVIOUS:
CURVE NUMBER:
1-YR FLOW:
2-YR FLOW:
10-YR FLOW:
100-YR FLOW:
SENIOR AND COMMUNITY CENTER
SITE AREA:
IMPERVIOUS AREA:
PERCENT IMPERVIOUS:
CURVE NUMBER:
1-YR FLOW:
2-YR FLOW:
10-YR FLOW:
100-YR FLOW:
TOTAL PROJECT
SITE AREA:
IMPERVIOUS AREA:
PERCENT IMPERVIOUS:
CURVE NUMBER:
1-YR FLOW:
2-YR FLOW:
10-YR FLOW:
100-YR FLOW:
*FLOWS CALCULATED USING HYDROCAD
24.71 AC
8.46 AC
34.24 %
87 CN
52.15 CFS
66.12 CFS
111.08 CFS
177.03 CFS
5.55 AC
3.62 AC
65.23 %
89 CN
17.18 CFS
22.08 CFS
35.13 CFS
55.05 CFS
29.26 AC
10.37 AC
35.4 %
88 CN
69.33 CFS
90.20 CFS
146.22 CFS
232.08 CFS
•
160
NORTH
NOT FOR CONSTRUCTION
•
40 80
SCALE: 1" = 80'
TTLE
DIVERSIFIED ARCHITECTURAL CONSULTING
This drawing and the design shown are the
propero of Little Diversified Architectural
Consulting. The reproduction, copying or other
use of this drawing without their written consent
is prohibited and any infringement will be subject
to legal action.
RELIM
NOT FOR
NSTRUCTI
NOT FOR CONSTRUCTION
Site Plan
Issue Date 2021.12.17
NO.
REASON
DATE
PRINCIPAL IN CHARGE
PROJECT MANAGER
KS, RL
DESIGN TEAM
HILLTOP NEEDMORE ROAD
ELEMENTARY SCHOOL
WCPSS# 862-520
RONNE STOTT, SENIOR PM
5141301400
PROPOSED IMPERVIOUS
AREA SUMMARY

HNR Elementary School - Fuquay-Varina
Stewart Project No: L20040
Wet Pond Design Calculations
STEWART

r-u
STEWART
Project:
Project No:
HNRES
L20040
Date:
By:
11.24.2020
KST
Revision: xx.xx.xxxx
Wet Detention Pond Sizing Calculations (90% TSS Removal)
Drainage Area 1
Input values in red
Drainage Area
Total Drainage Area (sf)
On -site Drainage Area (sf)
Off -site Drainage Area (sf)
997,960
997,960
0
Impervious
ur ace
rea —
526,205
On -site Buildings/Lots (sf)
On -site Low Density (sf)
On -site Rural (sf)
On -site Sidewalk (sf)
Future (sf)
0
Off -site (sf)
0
Existing BUA* (sf)
0
Total Impervious Area (sf)
526,205
Required Surface Area
Pervious Surface Area
Managed Pervious Area (sf)
Unmanged Pervious Area (pasture) (sf)
Forest (sf)
Total Pervious Area (sf)
471,755
* = Report only amount of existing BUA that will remain after development.
Do not report any existing BUA that is to be removed and which will be
replaced by new BUA
Total Drainage Area =
Total Impervious Area =
Percent Impervious =
Design Rainfall Depth =
Average Perm. Pool Depth =
Max. Perm. Pool Depth =
SA/DA Ratio =
Surface Area Required =
22.91 ac
12.08 ac
52.73%
1 in
4.81 ft
6ft
1.60
16017 sf
0.37 ac
Required Storage for lst inch of runoff
Simple Method
Rv = 0.05 + 0.009(I)
I = % impervious = 53%
Rv = 0.52 in
Volume = 43624 cf
Calculation Methods are taken from DEHNR Stormwater Best Management Practices Manual, Latest Version
Surface Area Required at Normal Pool =
Surface Area Provided at Normal Pool =
Temporary Storage Volume Required =
Temporary Storage Volume Provided =
16,017 sf
26,415 sf
43,624 cf
44,375 cf
421 FAYETTEVILLE ST. SUITE 400 RALEIGH, NC 27603T 919.380.8750 F 919.380.8752

n�
STEWART
Project:
Project No:
HNRES
L20040
Date:
By:
11.24.2020
KST
Revision:
Stage -Storage Analysis
Drainage Area 1
Input values in red
Contour
(ft)
Area
(ft2)
Incr
Vol
(ft3)
Accum
Vol
(ft3)
Stage
Z
(ft)
In S
In Z
Zest
356
26415
0
0
0
357
30657
28536
28536
1
10.259
0.000
1.009
358
33194
31926
60462
2
11.010
0.693
1.980
359
35789
34492
94953
3
11.461
1.099
2.970
360
38441
37115
132068
4
11.791
1.386
3.995
361
41149
39795
171863
5
12.054
1.609
5.061
362
43913
42531
214394
6
12.276
1.792
6.173
b = 1.11
Ks = 28253
12.200
12.000
11.800
11.600
11.400
11.200
11.000
10.800
10.600
10.400
10.200
10.000
0.000
y= 1 1134x+ 10 249
0.200
0.400
0.600 0.800 1.000
1.200
1.400
1.600
1.800
421 FAYETTEVILLE ST. SUITE 400 RALEIGH, NC 27603 T 919.380.8750 F 919.380.8752

n142
STEWART
Project:
Project No:
Drainage Area 1
Input values in red
HNRES
L20040
Forebay Bottom Elev =
Forebay Berm Elev =
Date:
By:
11.24.2020
KST
Volume Calculations
351 ft
356 ft
Main Pond Bottom Elev = 350 ft
Bottom Of Veg. Shelf Elev = 355.5 ft
Normal Pool Elev = 356 ft
Top Of Veg. Shelf Elev = 356.6 ft
Top of Dam Elev = 362 ft
Forebay Volume
Contour
(ft)
Area
(ft2)
Incr
Vol
(ft3)
Accum
Vol
(ft3)
351
2237
0
0
352
2834
2536
2536
353
3486
3160
5696
354
4195
3841
9536
355
4961
4578
14114
356
5783
5372
19486
Pond Volume
Contour
(ft)
Area
(ft2)
Incr
Vol
(ft3)
Accum
Vol
(ft3)
350
9281
0
0
351
10947
10114
10114
352
12700
11824
21938
353
14532
13616
35554
354
16423
15478
51031
355
18370
17397
68428
356
20373
19372
87799
Forebay Vol (NP) = 19486 cf
Total Vol (NP)= 107285 cf
Revision xx.xx.xxx:
Volume above Normal Pool
Contour
(ft)
Area
(ft2)
Incr
Vol
(ft3)
Accum
Vol
(ft3)
356
26415
0
0
357
30657
28536
28536
358
33194
31926
60462
359
35789
34492
94953
360
38441
37115
132068
361
41149
39795
171863
362
43913
42531
214394
Average Depth of Permanent pool to use
in the SA/DA tables (ft)
Vperm_pooi =
107285 cf
Aperm_pooi =
26415 sf
Abot_shelf =
18370 sf
Abot_pond =
10947 sf
Depth =
5.5 ft
Option 1: day =
4.06
ft
Option 2: day =
4.81
ft
Forebay equals 18.20/0 of total volume.
421 FAYETTEVILLE ST.
SUITE 400 RALEIGH, NC 27603 T 919.380.8750 F 919.380.8752

STEWART
Project:
Project No:
HNRES
L20040
Date:
By:
11.24.2020
KST
Revision xx.xx.xxx
Water Quality Drawdown Calculations
Drainage Area 1
Input values in red
Storage Volume Required (Simple Method)
Total Drainage Area =
Total Impervious Area =
Percent Impervious =
22.91
12.08
53%
ac
ac
Rv = 0.05 + 0.009(I)
I = % impervious = 53%
Rv = 0.52 in
Runoff Vol. Req'= 43624 cf
Basin Characteristics
Pond Invert =
Normal Pool Elevation =
Next available Outlet =
Storage Depth =
Driving Head (H/3)=
Ks =
b=
Minimum depth
required for storage =
350.00 ft
356.00 ft
357.50 ft
1.50 ft
0.50 ft
28253
1.11
1.48 ft
Temporary Storage Volume = 44375 cf
Temporary Storage Surface Area = 32938 sf
Find orifice size for 2-day drawdown time
Flow Rate = Volume (cf) / Time (sec)
0.2568 cfs
Q=CD*A*(2*g*h)^(1/2) (Orifice Equation - solve for A (area))
A= 0.07542 ft2
10.86111 in2
Orifice Size (2 day) =
3.72 in (dia)
Find orifice size for 5-day drawdown time
Flow Rate = Volume (cf) / Time (sec)
0.1010 cfs
Q=CD*A*(2*g*h)^(1/2) (Orifice Equation - solve for A (area))
A= 0.02966 ft2
4.27091 in2
Orifice Size (5 day) =
2.33 in (dia)
Select orifice size between 2 and 5 day size
Size selected = _ 3 " dia
Actual Drawdown Time
Volume = 44375 cf
Pipe Size = 3 "dia
Area = 0.049087385 ft2
Flow Rate = 0.16712795 cfs
me =
STRONGER BY DESIGN
421 FAYETTEVILLE ST. SUITE 400 RALEIGH, NC 27603 T 919.380.8750 F 919.380.8752

HNR Elementary School - Fuquay-Varina
Stewart Project No: L20040
Post -Construction
Stormwater Analysis
r m642
STEWART

<PIA>
Pre DA1
<Subca>
Reach
DA1
DA1
<DA2>
(BA3
JA2
/;N
BMP #�
A
Outfall 1
Routing Diagram for HNR
Prepared by Stewart, Printed 12/21/2021
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC

HNR
Prepared by Stewart
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC
Printed 12/21/2021
Page 2
Area Listing (selected nodes)
Area CN Description
(acres) (subcatchment-numbers)
15.960 69 50-75% Grass cover, Fair, HSG B (BA4, DA1, DA2, P1A)
19.660 79 50-75% Grass cover, Fair, HSG C (DA1, DA2, P1A)
2.050 74 >75% Grass cover, Good, HSG C (BA3)
13.500 98 Paved parking, HSG B (BA3, DA1, DA2, P1A)

HNR
Prepared by Stewart
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC
Printed 12/21/2021
Page 3
Soil Listing (selected nodes)
Area Soil Subcatchment
(acres) Group Numbers
0.000 HSG A
29.460 HSG B BA3, BA4, DA1, DA2, P1A
21.710 HSG C BA3, DA1, DA2, P1A
0.000 HSG D
0.000 Other

HNR
Prepared by Stewart Printed 12/21/2021
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC Page 4
Ground Covers (selected nodes)
HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment
(acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers
0.000 15.960 19.660 0.000 0.000 35.620 50-75% Grass cover, Fair BA4,
DA1,
DA2,
P1A
0.000 0.000 2.050 0.000 0.000 2.050 >75% Grass cover, Good BA3
0.000 13.500 0.000 0.000 0.000 13.500 Paved parking BA3,
DA1,
DA2,
P1A

H N R Type 11 24-hr 1-yr Rainfall =2.86"
Prepared by Stewart Printed 12/21/2021
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment BA3: BA3
Runoff = 4.65 cfs @ 11.97 hrs, Volume=
0.209 af, Depth= 1.03"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-144.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-yr Rainfall=2.86"
Area (ac) CN Description
0.380 98 Paved parking, HSG B
2.050 74 >75% Grass cover, Good, HSG C
2.430 78 Weighted Average
2.050 84.36% Pervious Area
0.380 15.64% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0
5
4
Direct Entry,
Subcatchment BA3: BA3
Hydrograph
1
J
L
L
L L
1
J
L 1 L
Type 0 24. hr
=yr Rain-fait:2.86'
Runoff Area=2.430 ac
Runoff Vo(u e=0:20-9�a1-
RunoffDupthT1.03'1
Tc=540 mlin'
T Z8
J
J
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 140
Time (hours)
• Runoff

H N R Type 11 24-hr 1-yr Rainfall =2.86"
Prepared by Stewart Printed 12/21/2021
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC Page 6
Hydrograph for Subcatchment BA3: BA3
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
3.00 0.10 0.00 0.00
6.00 0.23 0.00 0.00
9.00 0.42 0.00 0.00
12.00 1.90 0.43 4.11
15.00 2.44 0.75 0.14
18.00 2.63 0.88 0.09
21.00 2.76 0.96 0.06
24.00 2.86 1.03 0.05
27.00 2.86 1.03 0.00
30.00 2.86 1.03 0.00
33.00 2.86 1.03 0.00
36.00 2.86 1.03 0.00
39.00 2.86 1.03 0.00
42.00 2.86 1.03 0.00
45.00 2.86 1.03 0.00
48.00 2.86 1.03 0.00
51.00 2.86 1.03 0.00
54.00 2.86 1.03 0.00
57.00 2.86 1.03 0.00
60.00 2.86 1.03 0.00
63.00 2.86 1.03 0.00
66.00 2.86 1.03 0.00
69.00 2.86 1.03 0.00
72.00 2.86 1.03 0.00
75.00 2.86 1.03 0.00
78.00 2.86 1.03 0.00
81.00 2.86 1.03 0.00
84.00 2.86 1.03 0.00
87.00 2.86 1.03 0.00
90.00 2.86 1.03 0.00
93.00 2.86 1.03 0.00
96.00 2.86 1.03 0.00
99.00 2.86 1.03 0.00
102.00 2.86 1.03 0.00
105.00 2.86 1.03 0.00
108.00 2.86 1.03 0.00
111.00 2.86 1.03 0.00
114.00 2.86 1.03 0.00
117.00 2.86 1.03 0.00
120.00 2.86 1.03 0.00
123.00 2.86 1.03 0.00
126.00 2.86 1.03 0.00
129.00 2.86 1.03 0.00
132.00 2.86 1.03 0.00
135.00 2.86 1.03 0.00
138.00 2.86 1.03 0.00
141.00 2.86 1.03 0.00
144.00 2.86 1.03 0.00

H N R Type 11 24-hr 1-yr Rainfall =2.86"
Prepared by Stewart Printed 12/21/2021
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment BA4: DA 3A
Runoff = 1.87 cfs @ 11.97 hrs, Volume= 0.090 af, Depth= 0.60"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-144.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-yr Rainfall=2.86"
Area (ac) CN Description
1.810 69 50-75% Grass cover, Fair, HSG B
1.810 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0
N
0
LL
0 5 10 15 20 25 30 35 40 45
Direct Entry,
Subcatchment BA4: DA 3A
Hydrograph
Type 0 24-hrr
1-yr RairifaIIr2.86"
Runoff Areal=1.810 ac
Runoff urne=0.090'af
Runoff _6epth 0.60111
TcT5nl0 i n
/y_
T N=69
50 55 60 65 70 75 80 85
Time (hours)
90 95 100 105 110 115 120 125 130 135 140

H N R Type 11 24-hr 1-yr Rainfall =2.86"
Prepared by Stewart Printed 12/21/2021
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC Page 8
Hydrograph for Subcatchment BA4: DA 3A
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
3.00 0.10 0.00 0.00
6.00 0.23 0.00 0.00
9.00 0.42 0.00 0.00
12.00 1.90 0.18 1.73
15.00 2.44 0.39 0.07
18.00 2.63 0.48 0.05
21.00 2.76 0.54 0.03
24.00 2.86 0.60 0.03
27.00 2.86 0.60 0.00
30.00 2.86 0.60 0.00
33.00 2.86 0.60 0.00
36.00 2.86 0.60 0.00
39.00 2.86 0.60 0.00
42.00 2.86 0.60 0.00
45.00 2.86 0.60 0.00
48.00 2.86 0.60 0.00
51.00 2.86 0.60 0.00
54.00 2.86 0.60 0.00
57.00 2.86 0.60 0.00
60.00 2.86 0.60 0.00
63.00 2.86 0.60 0.00
66.00 2.86 0.60 0.00
69.00 2.86 0.60 0.00
72.00 2.86 0.60 0.00
75.00 2.86 0.60 0.00
78.00 2.86 0.60 0.00
81.00 2.86 0.60 0.00
84.00 2.86 0.60 0.00
87.00 2.86 0.60 0.00
90.00 2.86 0.60 0.00
93.00 2.86 0.60 0.00
96.00 2.86 0.60 0.00
99.00 2.86 0.60 0.00
102.00 2.86 0.60 0.00
105.00 2.86 0.60 0.00
108.00 2.86 0.60 0.00
111.00 2.86 0.60 0.00
114.00 2.86 0.60 0.00
117.00 2.86 0.60 0.00
120.00 2.86 0.60 0.00
123.00 2.86 0.60 0.00
126.00 2.86 0.60 0.00
129.00 2.86 0.60 0.00
132.00 2.86 0.60 0.00
135.00 2.86 0.60 0.00
138.00 2.86 0.60 0.00
141.00 2.86 0.60 0.00
144.00 2.86 0.60 0.00

H N R Type 11 24-hr 1-yr Rainfall =2.86"
Prepared by Stewart Printed 12/21/2021
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment DA1: DA1
Runoff = 52.15 cfs @ 11.96 hrs, Volume=
2.368 af, Depth= 1.62"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-144.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-yr Rainfall=2.86"
Area (ac) CN Description
8.460 98 Paved parking, HSG B
7.740 79 50-75% Grass cover, Fair, HSG C
1.370 69 50-75% Grass cover, Fair, HSG B
17.570 87 Weighted Average
9.110 51.85% Pervious Area
8.460 48.15% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0
Direct Entry,
Subcatchment DA1: DA1
Hydrograph
I I
55-+ 152.15 cf I
5O—
45-
40�<
30--
3
0
LL 25--
_ _ 1
20--
151
- 4 -
4-4
H4
✓
▪ --I-4
L Ty,pe24-hrr
• 1-yrr Ramfalrr2.86'-
Ru fi offl A reIIaT 17.57Q
F unt * \to urriO 2.II13 8 IIIa
iRuno1f bepth;m .-62' -
4
rcT5-0 nhin4-
4--
4-4
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 140
Time (hours)
4
0 Runoff

H N R Type 11 24-hr 1-yr Rainfall =2.86"
Prepared by Stewart Printed 12/21/2021
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC Page 10
Hydrograph for Subcatchment DA1: DA1
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
3.00 0.10 0.00 0.00
6.00 0.23 0.00 0.00
9.00 0.42 0.01 0.22
12.00 1.90 0.83 44.61
15.00 2.44 1.26 1.29
18.00 2.63 1.42 0.78
21.00 2.76 1.53 0.54
24.00 2.86 1.62 0.48
27.00 2.86 1.62 0.00
30.00 2.86 1.62 0.00
33.00 2.86 1.62 0.00
36.00 2.86 1.62 0.00
39.00 2.86 1.62 0.00
42.00 2.86 1.62 0.00
45.00 2.86 1.62 0.00
48.00 2.86 1.62 0.00
51.00 2.86 1.62 0.00
54.00 2.86 1.62 0.00
57.00 2.86 1.62 0.00
60.00 2.86 1.62 0.00
63.00 2.86 1.62 0.00
66.00 2.86 1.62 0.00
69.00 2.86 1.62 0.00
72.00 2.86 1.62 0.00
75.00 2.86 1.62 0.00
78.00 2.86 1.62 0.00
81.00 2.86 1.62 0.00
84.00 2.86 1.62 0.00
87.00 2.86 1.62 0.00
90.00 2.86 1.62 0.00
93.00 2.86 1.62 0.00
96.00 2.86 1.62 0.00
99.00 2.86 1.62 0.00
102.00 2.86 1.62 0.00
105.00 2.86 1.62 0.00
108.00 2.86 1.62 0.00
111.00 2.86 1.62 0.00
114.00 2.86 1.62 0.00
117.00 2.86 1.62 0.00
120.00 2.86 1.62 0.00
123.00 2.86 1.62 0.00
126.00 2.86 1.62 0.00
129.00 2.86 1.62 0.00
132.00 2.86 1.62 0.00
135.00 2.86 1.62 0.00
138.00 2.86 1.62 0.00
141.00 2.86 1.62 0.00
144.00 2.86 1.62 0.00

H N R Type 11 24-hr 1-yr Rainfall =2.86"
Prepared by Stewart Printed 12/21/2021
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment DA2: DA2
Runoff = 17.18 cfs @ 11.96 hrs, Volume=
0.789 af, Depth= 1.77"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-144.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-yr Rainfall=2.86"
Area (ac) CN Description
3.620 98 Paved parking, HSG B
1.290 69 50-75% Grass cover, Fair, HSG B
0.430 79 50-75% Grass cover, Fair, HSG C
5.340 89 Weighted Average
1.720 32.21% Pervious Area
3.620 67.79% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0
-I
197." 1 '
18�
17 _L
16
15�
13
12=
w 11:-
.9 10L-
0 9.
LL 8�
7.
6
5
4
3
2
0
L_L
Direct Entry,
Subcatchment DA2: DA2
L L 1
L_L
L
Hydrograph
L_L__L
L
L
L
L- L-1_-' -L_L -L
1yI'po-1�-24hi -
1-yrL II1RainIfaL e llr2.8
Fiat o#f r'I e4_=L5.-3400 d
L L I L I I L
noff-Volune=9:1739-a -
iRwnotb6 th 1�I.77'
Tc 60'nhifl--
N - O 9
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105110 115 120 125 130 135 140
Time (hours)

H N R Type 11 24-hr 1-yr Rainfall =2.86"
Prepared by Stewart Printed 12/21/2021
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC Page 12
Hydrograph for Subcatchment DA2: DA2
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
3.00 0.10 0.00 0.00
6.00 0.23 0.00 0.00
9.00 0.42 0.02 0.11
12.00 1.90 0.94 14.59
15.00 2.44 1.40 0.41
18.00 2.63 1.57 0.25
21.00 2.76 1.68 0.17
24.00 2.86 1.77 0.15
27.00 2.86 1.77 0.00
30.00 2.86 1.77 0.00
33.00 2.86 1.77 0.00
36.00 2.86 1.77 0.00
39.00 2.86 1.77 0.00
42.00 2.86 1.77 0.00
45.00 2.86 1.77 0.00
48.00 2.86 1.77 0.00
51.00 2.86 1.77 0.00
54.00 2.86 1.77 0.00
57.00 2.86 1.77 0.00
60.00 2.86 1.77 0.00
63.00 2.86 1.77 0.00
66.00 2.86 1.77 0.00
69.00 2.86 1.77 0.00
72.00 2.86 1.77 0.00
75.00 2.86 1.77 0.00
78.00 2.86 1.77 0.00
81.00 2.86 1.77 0.00
84.00 2.86 1.77 0.00
87.00 2.86 1.77 0.00
90.00 2.86 1.77 0.00
93.00 2.86 1.77 0.00
96.00 2.86 1.77 0.00
99.00 2.86 1.77 0.00
102.00 2.86 1.77 0.00
105.00 2.86 1.77 0.00
108.00 2.86 1.77 0.00
111.00 2.86 1.77 0.00
114.00 2.86 1.77 0.00
117.00 2.86 1.77 0.00
120.00 2.86 1.77 0.00
123.00 2.86 1.77 0.00
126.00 2.86 1.77 0.00
129.00 2.86 1.77 0.00
132.00 2.86 1.77 0.00
135.00 2.86 1.77 0.00
138.00 2.86 1.77 0.00
141.00 2.86 1.77 0.00
144.00 2.86 1.77 0.00

H N R Type 11 24-hr 1-yr Rainfall =2.86"
Prepared by Stewart Printed 12/21/2021
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment PIA: Pre DA1
Runoff = 30.05 cfs @ 12.04 hrs, Volume=
1.742 af, Depth= 0.87"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-144.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-yr Rainfall=2.86"
Area (ac) CN Description
1.040 98 Paved parking, HSG B
11.490 69 50-75% Grass cover, Fair, HSG B
11.490 79 50-75% Grass cover, Fair, HSG C
24.020 75 Weighted Average
22.980 95.67% Pervious Area
1.040 4.33% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
4.9 100 0.1000 0.34 Sheet Flow,
Grass: Short n= 0.150 P2= 3.60"
5.2 304 0.0197 0.98 Shallow Concentrated Flow,
Short Grass Pasture Kv= 7.0 fps
0.5 140 0.1100 4.97 Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
0.1 12 0.0200 2.12 Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
0.3 Direct Entry,
11.0 556 Total

H N R Type 11 24-hr 1-yr Rainfall =2.86"
Prepared by Stewart Printed 12/21/2021
HydroCAD® 10.00-20 s/n 09358 ©2017 HydroCAD Software Solutions LLC Page 14
Subcatchment PIA: Pre DA1
Hydrograph
--7--1--r---r7
32:
--I 30.05 cf I
1 1 1
/I
30=
28:: - 11
26
244- 4 _
22-"
20 - -
N
18' 4_
0 16-
• 14-
12=
10=
8=
6:
4=
2=
-r-
- 1 r-
T1 r
I I L I
I
1 r 7
r
Runoff_ bepthrO.87"
f lb* Length=5 6' -
r 1
r 1 1 r 1 I 1 r
1-y'pe 24-fir Rainfa1I 2.86'r
ry Ir + r + 1 + 1 r + 1 + r
Bu ff' ew-`24A20
Ik'ultiPff V6l urng=1. 2 '� a
r i r +
7
i
i
7 1 1
Gar= 11.OrrinH
r1 r
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105110 115 120 125 130 135 140
Time (hours)
0 Runoff

H N R Type 11 24-hr 1-yr Rainfall =2.86"
Prepared by Stewart Printed 12/21/2021
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC Page 15
Hydrograph for Subcatchment PIA: Pre DA1
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
3.00 0.10 0.00 0.00
6.00 0.23 0.00 0.00
9.00 0.42 0.00 0.00
12.00 1.90 0.33 27.59
15.00 2.44 0.62 1.24
18.00 2.63 0.73 0.77
21.00 2.76 0.81 0.54
24.00 2.86 0.87 0.49
27.00 2.86 0.87 0.00
30.00 2.86 0.87 0.00
33.00 2.86 0.87 0.00
36.00 2.86 0.87 0.00
39.00 2.86 0.87 0.00
42.00 2.86 0.87 0.00
45.00 2.86 0.87 0.00
48.00 2.86 0.87 0.00
51.00 2.86 0.87 0.00
54.00 2.86 0.87 0.00
57.00 2.86 0.87 0.00
60.00 2.86 0.87 0.00
63.00 2.86 0.87 0.00
66.00 2.86 0.87 0.00
69.00 2.86 0.87 0.00
72.00 2.86 0.87 0.00
75.00 2.86 0.87 0.00
78.00 2.86 0.87 0.00
81.00 2.86 0.87 0.00
84.00 2.86 0.87 0.00
87.00 2.86 0.87 0.00
90.00 2.86 0.87 0.00
93.00 2.86 0.87 0.00
96.00 2.86 0.87 0.00
99.00 2.86 0.87 0.00
102.00 2.86 0.87 0.00
105.00 2.86 0.87 0.00
108.00 2.86 0.87 0.00
111.00 2.86 0.87 0.00
114.00 2.86 0.87 0.00
117.00 2.86 0.87 0.00
120.00 2.86 0.87 0.00
123.00 2.86 0.87 0.00
126.00 2.86 0.87 0.00
129.00 2.86 0.87 0.00
132.00 2.86 0.87 0.00
135.00 2.86 0.87 0.00
138.00 2.86 0.87 0.00
141.00 2.86 0.87 0.00
144.00 2.86 0.87 0.00

H N R Type 11 24-hr 1-yr Rainfall =2.86"
Prepared by Stewart Printed 12/21/2021
HydroCAD® 10.00-20 sin 09358 © 2017 HydroCAD Software Solutions LLC Page 16
Inflow Area =
Inflow =
Outflow =
Primary =
Secondary =
Summary for Pond 2P: BMP #1
22.910 ac, 52.73% Impervious, Inflow Depth = 1.65" for 1-yr event
69.33 cfs @ 11.96 hrs, Volume= 3.158 of
22.09 cfs @ 12.07 hrs, Volume= 3.127 af, Atten= 68%, Lag= 6.6 min
22.09 cfs @ 12.07 hrs, Volume= 3.127 af
0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-144.00 hrs, dt= 0.01 hrs
Peak Elev= 358.06' @ 12.07 hrs Surf.Area= 33,343 sf Storage= 62,366 cf
Plug -Flow detention time= 838.3 min calculated for 3.127 af (99% of inflow)
Center -of -Mass det. time= 832.9 min (1,650.5 - 817.7 )
Volume Invert Avail.Storage Storage Description
#1
Elevation
(feet)
356.00
357.00
358.00
359.00
360.00
361.00
362.00
356.00' 213,040 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Surf.Area
(sq-ft)
26,415
30,657
33,194
35,789
38,441
39,795
43,913
Device Routing Invert
Inc.Store
(cubic -feet)
0
28,536
31,926
34,492
37,115
39,118
41,854
Outlet Devices
Cum.Store
(cubic -feet)
0
28,536
60,462
94,953
132,068
171,186
213,040
#1 Primary 351.92'
#2 Device 1
#3 Device 1
356.00'
357.50'
#4 Secondary 361.00'
24.000" Round RCP_Round 24
L= 100.0' RCP, sq.cut end projecting, Ke= 0.500
Inlet / Outlet Invert= 351.92' / 351.00' S= 0.0092 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 3.14 sf
3.000" Vert. Orifice/Grate C= 0.600
48.000" x 48.000" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
26.000' long x 10.000' 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=22.08 cfs @ 12.07 hrs HW=358.06' TW=0.00' (Dynamic Tailwater)
t1=RCP_Round 24 (Passes 22.08 cfs of 34.21 cfs potential flow)
12=Orifice/Grate (Orifice Controls 0.33 cfs @ 6.69 fps)
3=Orifice/Grate (Weir Controls 21.75 cfs @ 2.44 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=356.00' TW=0.00' (Dynamic Tailwater)
t4=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

H N R Type 11 24-hr 1-yr Rainfall =2.86"
Prepared by Stewart Printed 12/21/2021
HydroCAD® 10.00-20 s/n 09358 ©2017 HydroCAD Software Solutions LLC Page 17
75''
70
654"
60
55�
50
457'
40''
0 35J,
u_
30''
25''
20''
15=''
10=''
0.00 cfs
0
Pond 2P: BMP #1
Hyd rog raph
69.33 cfs
22.09 cfs /
+
+
L 1
+
i rrfkiw Ares'=22.91-0-ac -
r
+
L L 1
pearl( Elev=358.06
SforatgE =6Z,36& of -
L 1
L 1
r
+
1
7
10 20 30 40 50 60 70 80
Time (hours)
r
90 100 110 120 130 140
1 T
p Inflow
Outflow
❑ Primary
Secondary

HNR
Prepared by Stewart
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC
Type 11 24-hr 1-yr Rainfall =2.86"
Printed 12/21/2021
Page 18
Time Inflow
(hours) (cfs)
0.00 0.00
3.00 0.00
6.00 0.00
9.00 0.32
12.00 59.20
15.00 1.69
18.00 1.03
21.00 0.72
24.00 0.64
27.00 0.00
30.00 0.00
33.00 0.00
36.00 0.00
39.00 0.00
42.00 0.00
45.00 0.00
48.00 0.00
51.00 0.00
54.00 0.00
57.00 0.00
60.00 0.00
63.00 0.00
66.00 0.00
69.00 0.00
72.00 0.00
75.00 0.00
78.00 0.00
81.00 0.00
84.00 0.00
87.00 0.00
90.00 0.00
93.00 0.00
96.00 0.00
99.00 0.00
102.00 0.00
105.00 0.00
108.00 0.00
111.00 0.00
114.00 0.00
117.00 0.00
120.00 0.00
123.00 0.00
126.00 0.00
129.00 0.00
132.00 0.00
135.00 0.00
138.00 0.00
141.00 0.00
144.00 0.00
Hydrograph for Pond 2P: BMP #1
Storage Elevation
(cubic -feet) (feet)
0 356.00
0 356.00
0 356.00
900 356.03
57,152 357.90
47,259 357.60
46,164 357.56
45,542 357.54
45,361 357.54
42,108 357.43
39,238 357.34
36,472 357.26
33,809 357.17
31,251 357.09
28,799 357.01
26,452 356.93
24,214 356.86
22,083 356.79
20,062 356.72
18,152 356.65
16,353 356.59
14,667 356.53
13,094 356.48
11,637 356.43
10,294 356.38
9,068 356.33
7,959 356.29
6,967 356.26
6,090 356.23
5,338 356.20
4,712 356.18
4,193 356.16
3,762 356.14
3,402 356.13
3,097 356.12
2,838 356.11
2,616 356.10
2,424 356.09
2,256 356.08
2,108 356.08
1,978 356.07
1,861 356.07
1,758 356.07
1,664 356.06
1,580 356.06
1,503 356.06
1,433 356.05
1,369 356.05
1,311 356.05
Outflow
(cfs)
0.00
0.00
0.00
0.00
13.55
1.84
1.09
0.74
0.65
0.27
0.26
0.25
0.24
0.23
0.22
0.21
0.20
0.19
0.18
0.17
0.16
0.15
0.14
0.13
0.12
0.11
0.10
0.09
0.08
0.06
0.05
0.04
0.04
0.03
0.03
0.02
0.02
0.02
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
Primary
(cfs)
0.00
0.00
0.00
0.00
13.55
1.84
1.09
0.74
0.65
0.27
0.26
0.25
0.24
0.23
0.22
0.21
0.20
0.19
0.18
0.17
0.16
0.15
0.14
0.13
0.12
0.11
0.10
0.09
0.08
0.06
0.05
0.04
0.04
0.03
0.03
0.02
0.02
0.02
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
Secondary
(cfs)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00

H N R Type 11 24-hr 1-yr Rainfall =2.86"
Prepared by Stewart Printed 12/21/2021
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC Page 19
Summary for Pond 0-1: Outfall 1
Inflow Area = 27.150 ac, 45.89% Impervious, Inflow Depth > 1.51" for 1-yr event
Inflow = 24.72 cfs @ 12.05 hrs, Volume= 3.426 af
Primary = 24.72 cfs @ 12.05 hrs, Volume= 3.426 af, Atten= 0%, Lag= 0.0 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-144.00 hrs, dt= 0.01 hrs
26"
24�
22�
20�
181"
H 16*
i 12�
101"
8?
6- r
2-
124.72 cfs
24.72 cfs
r
r
T
+
Pond 0-1: Outfall 1
Hyd rog raph
r
L L
-1 r
r
r
10 20 30 40 50 60 70 80
Time (hours)
Iriflo�nr Area=277,15O ac,
90
r r
L L
-1 r
—I
100
110
120
130
r
L
140
7
Inflow
❑ Primary

H N R Type 11 24-hr 1-yr Rainfall =2.86"
Prepared by Stewart Printed 12/21/2021
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC Page 20
Hydrograph for Pond 0-1: Outfall 1
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 0.00
3.00 0.00 0.00
6.00 0.00 0.00
9.00 0.00 0.00
12.00 19.39 19.39
15.00 2.05 2.05
18.00 1.22 1.22
21.00 0.83 0.83
24.00 0.74 0.74
27.00 0.27 0.27
30.00 0.26 0.26
33.00 0.25 0.25
36.00 0.24 0.24
39.00 0.23 0.23
42.00 0.22 0.22
45.00 0.21 0.21
48.00 0.20 0.20
51.00 0.19 0.19
54.00 0.18 0.18
57.00 0.17 0.17
60.00 0.16 0.16
63.00 0.15 0.15
66.00 0.14 0.14
69.00 0.13 0.13
72.00 0.12 0.12
75.00 0.11 0.11
78.00 0.10 0.10
81.00 0.09 0.09
84.00 0.08 0.08
87.00 0.06 0.06
90.00 0.05 0.05
93.00 0.04 0.04
96.00 0.04 0.04
99.00 0.03 0.03
102.00 0.03 0.03
105.00 0.02 0.02
108.00 0.02 0.02
111.00 0.02 0.02
114.00 0.01 0.01
117.00 0.01 0.01
120.00 0.01 0.01
123.00 0.01 0.01
126.00 0.01 0.01
129.00 0.01 0.01
132.00 0.01 0.01
135.00 0.01 0.01
138.00 0.01 0.01
141.00 0.01 0.01
144.00 0.01 0.01

HNR Type 11 24-hr 2-yr Rainfall=3.45"
Prepared by Stewart Printed 12/21/2021
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC Page 21
Summary for Subcatchment BA3: BA3
Runoff = 6.61 cfs @ 11.96 hrs, Volume=
0.296 af, Depth= 1.46"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-144.00 hrs, dt= 0.01 hrs
Type II 24-hr 2-yr Rainfall=3.45"
Area (ac) CN Description
0.380 98 Paved parking, HSG B
2.050 74 >75% Grass cover, Good, HSG C
2.430 78 Weighted Average
2.050 84.36% Pervious Area
0.380 15.64% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0
Direct Entry,
Subcatchment BA3: BA3
Hydrograph
Type 11 24-h r- 2-yr Rainfallr3.4�5"
Runiff Areal=2.430- c
Fkungff VtOurne=0.296'af
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105110115120 125130135140
Time (hours)
• Runoff

HNR Type 11 24-hr 2-yr Rainfall=3.45"
Prepared by Stewart Printed 12/21/2021
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC Page 22
Hydrograph for Subcatchment BA3: BA3
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
3.00 0.12 0.00 0.00
6.00 0.28 0.00 0.00
9.00 0.51 0.00 0.00
12.00 2.29 0.65 5.77
15.00 2.94 1.09 0.18
18.00 3.18 1.26 0.11
21.00 3.33 1.37 0.08
24.00 3.45 1.46 0.07
27.00 3.45 1.46 0.00
30.00 3.45 1.46 0.00
33.00 3.45 1.46 0.00
36.00 3.45 1.46 0.00
39.00 3.45 1.46 0.00
42.00 3.45 1.46 0.00
45.00 3.45 1.46 0.00
48.00 3.45 1.46 0.00
51.00 3.45 1.46 0.00
54.00 3.45 1.46 0.00
57.00 3.45 1.46 0.00
60.00 3.45 1.46 0.00
63.00 3.45 1.46 0.00
66.00 3.45 1.46 0.00
69.00 3.45 1.46 0.00
72.00 3.45 1.46 0.00
75.00 3.45 1.46 0.00
78.00 3.45 1.46 0.00
81.00 3.45 1.46 0.00
84.00 3.45 1.46 0.00
87.00 3.45 1.46 0.00
90.00 3.45 1.46 0.00
93.00 3.45 1.46 0.00
96.00 3.45 1.46 0.00
99.00 3.45 1.46 0.00
102.00 3.45 1.46 0.00
105.00 3.45 1.46 0.00
108.00 3.45 1.46 0.00
111.00 3.45 1.46 0.00
114.00 3.45 1.46 0.00
117.00 3.45 1.46 0.00
120.00 3.45 1.46 0.00
123.00 3.45 1.46 0.00
126.00 3.45 1.46 0.00
129.00 3.45 1.46 0.00
132.00 3.45 1.46 0.00
135.00 3.45 1.46 0.00
138.00 3.45 1.46 0.00
141.00 3.45 1.46 0.00
144.00 3.45 1.46 0.00

HNR Type 11 24-hr 2-yr Rainfall=3.45"
Prepared by Stewart Printed 12/21/2021
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC Page 23
Summary for Subcatchment BA4: DA 3A
Runoff = 3.03 cfs @ 11.97 hrs, Volume= 0.139 af, Depth= 0.92"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-144.00 hrs, dt= 0.01 hrs
Type II 24-hr 2-yr Rainfall=3.45"
Area (ac) CN Description
1.810 69 50-75% Grass cover, Fair, HSG B
1.810 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0
0
LL
0 5 10 15 20 25 30 35 40 45
Direct Entry,
Subcatchment BA4: DA 3A
Hydrograph
Type 0 24-hr
2-yr RaiiifaIIr3.45"
Runoff Areal=1.810 ea
Runoff Vo=0.Tat-
Runoff bepthT0.92'1
Tc=-`&0 n1in'
S- 69__
50 55 60 65 70 75 80 85
Time (hours)
90 95 100 105 110 115 120 125 130 135 140

HNR Type 11 24-hr 2-yr Rainfall=3.45"
Prepared by Stewart Printed 12/21/2021
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC Page 24
Hydrograph for Subcatchment BA4: DA 3A
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
3.00 0.12 0.00 0.00
6.00 0.28 0.00 0.00
9.00 0.51 0.00 0.00
12.00 2.29 0.33 2.74
15.00 2.94 0.64 0.10
18.00 3.18 0.77 0.06
21.00 3.33 0.85 0.05
24.00 3.45 0.92 0.04
27.00 3.45 0.92 0.00
30.00 3.45 0.92 0.00
33.00 3.45 0.92 0.00
36.00 3.45 0.92 0.00
39.00 3.45 0.92 0.00
42.00 3.45 0.92 0.00
45.00 3.45 0.92 0.00
48.00 3.45 0.92 0.00
51.00 3.45 0.92 0.00
54.00 3.45 0.92 0.00
57.00 3.45 0.92 0.00
60.00 3.45 0.92 0.00
63.00 3.45 0.92 0.00
66.00 3.45 0.92 0.00
69.00 3.45 0.92 0.00
72.00 3.45 0.92 0.00
75.00 3.45 0.92 0.00
78.00 3.45 0.92 0.00
81.00 3.45 0.92 0.00
84.00 3.45 0.92 0.00
87.00 3.45 0.92 0.00
90.00 3.45 0.92 0.00
93.00 3.45 0.92 0.00
96.00 3.45 0.92 0.00
99.00 3.45 0.92 0.00
102.00 3.45 0.92 0.00
105.00 3.45 0.92 0.00
108.00 3.45 0.92 0.00
111.00 3.45 0.92 0.00
114.00 3.45 0.92 0.00
117.00 3.45 0.92 0.00
120.00 3.45 0.92 0.00
123.00 3.45 0.92 0.00
126.00 3.45 0.92 0.00
129.00 3.45 0.92 0.00
132.00 3.45 0.92 0.00
135.00 3.45 0.92 0.00
138.00 3.45 0.92 0.00
141.00 3.45 0.92 0.00
144.00 3.45 0.92 0.00

HNR Type 11 24-hr 2-yr Rainfall=3.45"
Prepared by Stewart Printed 12/21/2021
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC Page 25
Summary for Subcatchment DA1: DA1
Runoff = 68.12 cfs @ 11.96 hrs, Volume=
3.130 af, Depth= 2.14"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-144.00 hrs, dt= 0.01 hrs
Type II 24-hr 2-yr Rainfall=3.45"
Area (ac) CN Description
8.460 98 Paved parking, HSG B
7.740 79 50-75% Grass cover, Fair, HSG C
1.370 69 50-75% Grass cover, Fair, HSG B
17.570 87 Weighted Average
9.110 51.85% Pervious Area
8.460 48.15% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment DA1: DA1
Hydrograph
— 1 1 1 1 1
1 1 1 1 1 1
75
70- 168.12 cf I I I I I
65� 1:(:',/,1 1 1 1
1 1 1 1
60�'J
/ II
55_
AI
50� . 1 / 71 1 1 -II1
45.-'
40 1 1 1 1
3 ---r / i _II
r ,
0 35J;
E _ 1 / 1 1 1 1
30-. 1 1 1 1
--i-/ 1 r r-
25� 1 1 1
207 1 1 1 1
157'' 1 1 1 1
10='� 1
- 4 - 4 11 - - I4 - 4.
54"
+ 1 r 4 1 + r
Type H 24-hrr
2-yr Rainfall3.45"
Ru ffAiream-17.570
Runpff Voluup=3:'11130 at
-
Runoff bepthr2.14'1
1-r r r r
TcT&1.O Ia1lrn
-r
-+
7
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 140
Time (hours)
• Runoff

HNR Type 11 24-hr 2-yr Rainfall=3.45"
Prepared by Stewart Printed 12/21/2021
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC Page 26
Hydrograph for Subcatchment DA1: DA1
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
3.00 0.12 0.00 0.00
6.00 0.28 0.00 0.00
9.00 0.51 0.03 0.42
12.00 2.29 1.14 57.87
15.00 2.94 1.69 1.62
18.00 3.18 1.89 0.98
21.00 3.33 2.03 0.68
24.00 3.45 2.14 0.60
27.00 3.45 2.14 0.00
30.00 3.45 2.14 0.00
33.00 3.45 2.14 0.00
36.00 3.45 2.14 0.00
39.00 3.45 2.14 0.00
42.00 3.45 2.14 0.00
45.00 3.45 2.14 0.00
48.00 3.45 2.14 0.00
51.00 3.45 2.14 0.00
54.00 3.45 2.14 0.00
57.00 3.45 2.14 0.00
60.00 3.45 2.14 0.00
63.00 3.45 2.14 0.00
66.00 3.45 2.14 0.00
69.00 3.45 2.14 0.00
72.00 3.45 2.14 0.00
75.00 3.45 2.14 0.00
78.00 3.45 2.14 0.00
81.00 3.45 2.14 0.00
84.00 3.45 2.14 0.00
87.00 3.45 2.14 0.00
90.00 3.45 2.14 0.00
93.00 3.45 2.14 0.00
96.00 3.45 2.14 0.00
99.00 3.45 2.14 0.00
102.00 3.45 2.14 0.00
105.00 3.45 2.14 0.00
108.00 3.45 2.14 0.00
111.00 3.45 2.14 0.00
114.00 3.45 2.14 0.00
117.00 3.45 2.14 0.00
120.00 3.45 2.14 0.00
123.00 3.45 2.14 0.00
126.00 3.45 2.14 0.00
129.00 3.45 2.14 0.00
132.00 3.45 2.14 0.00
135.00 3.45 2.14 0.00
138.00 3.45 2.14 0.00
141.00 3.45 2.14 0.00
144.00 3.45 2.14 0.00

HNR Type 11 24-hr 2-yr Rainfall=3.45"
Prepared by Stewart Printed 12/21/2021
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC Page 27
Summary for Subcatchment DA2: DA2
Runoff = 22.08 cfs @ 11.96 hrs, Volume=
1.028 af, Depth= 2.31"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-144.00 hrs, dt= 0.01 hrs
Type II 24-hr 2-yr Rainfall=3.45"
Area (ac) CN Description
3.620 98 Paved parking, HSG B
1.290 69 50-75% Grass cover, Fair, HSG B
0.430 79 50-75% Grass cover, Fair, HSG C
5.340 89 Weighted Average
1.720 32.21% Pervious Area
3.620 67.79% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
24-
Subcatchment DA2: DA2
Hydrograph
t r 1 r r r t r r r t r r r t r t t 1 r t I t 1 r
21 2.08cf I+ + + + + + 1- + + + 1- + + + + 11r1-41
1+ 1+
23= Ize�}
22 % 1 L'4�h1'r
1YPe-1111 1
20_ /- F r-1 r; F T r 2 r R inf lrr .4'15i-
19' /- I I I I I I I 1 1 1 1
.. i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
17. 1 1 1 1
, 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
16
15,;, /,-III
III 4-11-4
1111
rll ll` nnY-- �� -
III
rtrr
1111
12'
° 11 : --+-
LL
101
94
/ + + 11111 +111 4-11 1 +1 + +
8,
64 _1 77
5- II 1 1 1 I I I I I I I I 1 1 1 1 1 1 1 1
4_' 1 1 1 + +
1 1 1 1 1 3_ 1 1 1 1 1 1 1 1 1 1 1
2 -A +1 + +1 +1 1 + + + I I + + 1 + -1 I-
L 1 1 L 1 1 1 1 L L 1 1 1 L L 1 1 C
rt r rt r y + r y + T :*60mnil -
1 1 1 1 1
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1-4 11-
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105110 115 120 125 130 135 140
Time (hours)
• Runoff

HNR Type 11 24-hr 2-yr Rainfall=3.45"
Prepared by Stewart Printed 12/21/2021
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC Page 28
Hydrograph for Subcatchment DA2: DA2
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
3.00 0.12 0.00 0.00
6.00 0.28 0.00 0.01
9.00 0.51 0.05 0.18
12.00 2.29 1.27 18.64
15.00 2.94 1.85 0.51
18.00 3.18 2.06 0.31
21.00 3.33 2.20 0.21
24.00 3.45 2.31 0.19
27.00 3.45 2.31 0.00
30.00 3.45 2.31 0.00
33.00 3.45 2.31 0.00
36.00 3.45 2.31 0.00
39.00 3.45 2.31 0.00
42.00 3.45 2.31 0.00
45.00 3.45 2.31 0.00
48.00 3.45 2.31 0.00
51.00 3.45 2.31 0.00
54.00 3.45 2.31 0.00
57.00 3.45 2.31 0.00
60.00 3.45 2.31 0.00
63.00 3.45 2.31 0.00
66.00 3.45 2.31 0.00
69.00 3.45 2.31 0.00
72.00 3.45 2.31 0.00
75.00 3.45 2.31 0.00
78.00 3.45 2.31 0.00
81.00 3.45 2.31 0.00
84.00 3.45 2.31 0.00
87.00 3.45 2.31 0.00
90.00 3.45 2.31 0.00
93.00 3.45 2.31 0.00
96.00 3.45 2.31 0.00
99.00 3.45 2.31 0.00
102.00 3.45 2.31 0.00
105.00 3.45 2.31 0.00
108.00 3.45 2.31 0.00
111.00 3.45 2.31 0.00
114.00 3.45 2.31 0.00
117.00 3.45 2.31 0.00
120.00 3.45 2.31 0.00
123.00 3.45 2.31 0.00
126.00 3.45 2.31 0.00
129.00 3.45 2.31 0.00
132.00 3.45 2.31 0.00
135.00 3.45 2.31 0.00
138.00 3.45 2.31 0.00
141.00 3.45 2.31 0.00
144.00 3.45 2.31 0.00

HNR Type 11 24-hr 2-yr Rainfall=3.45"
Prepared by Stewart Printed 12/21/2021
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC Page 29
Summary for Subcatchment PIA: Pre DA1
Runoff = 44.71 cfs @ 12.04 hrs, Volume=
2.535 af, Depth= 1.27"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-144.00 hrs, dt= 0.01 hrs
Type II 24-hr 2-yr Rainfall=3.45"
Area (ac) CN Description
1.040 98 Paved parking, HSG B
11.490 69 50-75% Grass cover, Fair, HSG B
11.490 79 50-75% Grass cover, Fair, HSG C
24.020 75 Weighted Average
22.980 95.67% Pervious Area
1.040 4.33% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
4.9 100 0.1000 0.34 Sheet Flow,
Grass: Short n= 0.150 P2= 3.60"
5.2 304 0.0197 0.98 Shallow Concentrated Flow,
Short Grass Pasture Kv= 7.0 fps
0.5 140 0.1100 4.97 Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
0.1 12 0.0200 2.12 Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
0.3 Direct Entry,
11.0 556 Total

HNR Type 11 24-hr 2-yr Rainfall=3.45"
Prepared by Stewart Printed 12/21/2021
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC Page 30
T -T -T-T- T-T-T-T-,-T-T-,-T-,-T-T-,-T-, --T
32_ /
tInT f- Q)u10#2,505-a r-
30= - -r- / r r r r r r
tt
26i --4- 24
+-T + [1w�aliQ, DepthT1.0 ,�ir-
_ �H gl = 75 �
18. -,-
16
12=
Subcatchment PIA: Pre DA1
Hydrograph
,T r t +r
42= /
' 40/_t+ 4 -4
=yr Ri1fa1 3.5''
38= --T-/ T TT r T TT r T TT r T 1 T 1 T T 1 1 1 T
36 Ruhdff�Aie�a�2 -020-a
344 7 / r T 17 1
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 140
Time (hours)
0 Runoff

HNR Type 11 24-hr 2-yr Rainfall=3.45"
Prepared by Stewart Printed 12/21/2021
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC Page 31
Hydrograph for Subcatchment PIA: Pre DA1
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
3.00 0.12 0.00 0.00
6.00 0.28 0.00 0.00
9.00 0.51 0.00 0.00
12.00 2.29 0.53 41.77
15.00 2.94 0.92 1.68
18.00 3.18 1.08 1.04
21.00 3.33 1.18 0.73
24.00 3.45 1.27 0.65
27.00 3.45 1.27 0.00
30.00 3.45 1.27 0.00
33.00 3.45 1.27 0.00
36.00 3.45 1.27 0.00
39.00 3.45 1.27 0.00
42.00 3.45 1.27 0.00
45.00 3.45 1.27 0.00
48.00 3.45 1.27 0.00
51.00 3.45 1.27 0.00
54.00 3.45 1.27 0.00
57.00 3.45 1.27 0.00
60.00 3.45 1.27 0.00
63.00 3.45 1.27 0.00
66.00 3.45 1.27 0.00
69.00 3.45 1.27 0.00
72.00 3.45 1.27 0.00
75.00 3.45 1.27 0.00
78.00 3.45 1.27 0.00
81.00 3.45 1.27 0.00
84.00 3.45 1.27 0.00
87.00 3.45 1.27 0.00
90.00 3.45 1.27 0.00
93.00 3.45 1.27 0.00
96.00 3.45 1.27 0.00
99.00 3.45 1.27 0.00
102.00 3.45 1.27 0.00
105.00 3.45 1.27 0.00
108.00 3.45 1.27 0.00
111.00 3.45 1.27 0.00
114.00 3.45 1.27 0.00
117.00 3.45 1.27 0.00
120.00 3.45 1.27 0.00
123.00 3.45 1.27 0.00
126.00 3.45 1.27 0.00
129.00 3.45 1.27 0.00
132.00 3.45 1.27 0.00
135.00 3.45 1.27 0.00
138.00 3.45 1.27 0.00
141.00 3.45 1.27 0.00
144.00 3.45 1.27 0.00

HNR Type 11 24-hr 2-yr Rainfall=3.45"
Prepared by Stewart Printed 12/21/2021
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC Page 32
Inflow Area =
Inflow =
Outflow =
Primary =
Secondary =
Summary for Pond 2P: BMP #1
22.910 ac, 52.73% Impervious, Inflow Depth = 2.18" for 2-yr event
90.20 cfs @ 11.96 hrs, Volume= 4.158 of
35.62 cfs @ 12.06 hrs, Volume= 4.128 af, Atten= 61%, Lag= 5.8 min
35.62 cfs @ 12.06 hrs, Volume= 4.128 af
0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-144.00 hrs, dt= 0.01 hrs
Peak Elev= 358.48' @ 12.06 hrs Surf.Area= 34,446 sf Storage= 76,784 cf
Plug -Flow detention time= 644.8 min calculated for 4.128 af (99% of inflow)
Center -of -Mass det. time= 640.8 min (1,450.6 - 809.8 )
Volume Invert Avail.Storage Storage Description
#1
Elevation
(feet)
356.00
357.00
358.00
359.00
360.00
361.00
362.00
356.00' 213,040 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Surf.Area
(sq-ft)
26,415
30,657
33,194
35,789
38,441
39,795
43,913
Device Routing Invert
Inc.Store
(cubic -feet)
0
28,536
31,926
34,492
37,115
39,118
41,854
Outlet Devices
Cum.Store
(cubic -feet)
0
28,536
60,462
94,953
132,068
171,186
213,040
#1 Primary 351.92'
#2 Device 1
#3 Device 1
356.00'
357.50'
#4 Secondary 361.00'
24.000" Round RCP_Round 24
L= 100.0' RCP, sq.cut end projecting, Ke= 0.500
Inlet / Outlet Invert= 351.92' / 351.00' S= 0.0092 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 3.14 sf
3.000" Vert. Orifice/Grate C= 0.600
48.000" x 48.000" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
26.000' long x 10.000' 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=35.62 cfs @ 12.06 hrs HW=358.48' TW=0.00' (Dynamic Tailwater)
t1=RCP_Round 24 (Barrel Controls 35.62 cfs @ 11.34 fps)
12=Orifice/Grate (Passes < 0.36 cfs potential flow)
3=Orifice/Grate (Passes < 50.92 cfs potential flow)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=356.00' TW=0.00' (Dynamic Tailwater)
t4=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

HNR Type 11 24-hr 2-yr Rainfall=3.45"
Prepared by Stewart Printed 12/21/2021
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC Page 33
100
95�
90
85
80
75'
70"
65-
60-
55-'
50i'
40
35=
30'
25-
20
15
10''
0.00 cfs
0
Pond 2P: BMP #1
Hyd rog raph
1
T T 1 1 1 T T
90.20 cfs
/
j J1
1
T r T
i
!Inflow Area=22:910
TI IT T I T T
Peak- Elev= 3 58.48''I
35.62 cfs
T
Storag=7-0,784 cf
1 L L L L
IL
L L
HI ----1----1----r---t---1II 1 4- r t 1
II
HI
I tl HI II II
IH HI tl HI
T 1 1 T T T 1 I T T T T
II
r—— - 'T T 1 I I T r T r
T T --
10 20 30 40 50 60 70 80
Time (hours)
90 100 110 120 130 140
■ Inflow
13 Outflow
❑ Primary
7. Secondary

HNR Type 11 24-hr 2-yr Rainfall=3.45"
Prepared by Stewart Printed 12/21/2021
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC Page 34
Hydrograph for Pond 2P: BMP #1
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (cubic -feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 356.00 0.00 0.00 0.00
3.00 0.00 0 356.00 0.00 0.00 0.00
6.00 0.01 9 356.00 0.00 0.00 0.00
9.00 0.60 2,302 356.09 0.02 0.02 0.00
12.00 76.51 72,577 358.36 35.22 35.22 0.00
15.00 2.13 47,840 357.61 2.30 2.30 0.00
18.00 1.29 46,585 357.58 1.36 1.36 0.00
21.00 0.90 45,880 357.55 0.92 0.92 0.00
24.00 0.79 45,679 357.55 0.81 0.81 0.00
27.00 0.00 42,227 357.44 0.27 0.27 0.00
30.00 0.00 39,353 357.35 0.26 0.26 0.00
33.00 0.00 36,582 357.26 0.25 0.25 0.00
36.00 0.00 33,915 357.17 0.24 0.24 0.00
39.00 0.00 31,353 357.09 0.23 0.23 0.00
42.00 0.00 28,896 357.01 0.22 0.22 0.00
45.00 0.00 26,546 356.93 0.21 0.21 0.00
48.00 0.00 24,302 356.86 0.20 0.20 0.00
51.00 0.00 22,168 356.79 0.19 0.19 0.00
54.00 0.00 20,142 356.72 0.18 0.18 0.00
57.00 0.00 18,227 356.66 0.17 0.17 0.00
60.00 0.00 16,424 356.59 0.16 0.16 0.00
63.00 0.00 14,733 356.53 0.15 0.15 0.00
66.00 0.00 13,156 356.48 0.14 0.14 0.00
69.00 0.00 11,693 356.43 0.13 0.13 0.00
72.00 0.00 10,346 356.38 0.12 0.12 0.00
75.00 0.00 9,115 356.34 0.11 0.11 0.00
78.00 0.00 8,001 356.30 0.10 0.10 0.00
81.00 0.00 7,005 356.26 0.09 0.09 0.00
84.00 0.00 6,124 356.23 0.08 0.08 0.00
87.00 0.00 5,366 356.20 0.06 0.06 0.00
90.00 0.00 4,735 356.18 0.05 0.05 0.00
93.00 0.00 4,212 356.16 0.04 0.04 0.00
96.00 0.00 3,778 356.14 0.04 0.04 0.00
99.00 0.00 3,415 356.13 0.03 0.03 0.00
102.00 0.00 3,109 356.12 0.03 0.03 0.00
105.00 0.00 2,848 356.11 0.02 0.02 0.00
108.00 0.00 2,624 356.10 0.02 0.02 0.00
111.00 0.00 2,431 356.09 0.02 0.02 0.00
114.00 0.00 2,262 356.09 0.01 0.01 0.00
117.00 0.00 2,114 356.08 0.01 0.01 0.00
120.00 0.00 1,983 356.07 0.01 0.01 0.00
123.00 0.00 1,866 356.07 0.01 0.01 0.00
126.00 0.00 1,762 356.07 0.01 0.01 0.00
129.00 0.00 1,668 356.06 0.01 0.01 0.00
132.00 0.00 1,583 356.06 0.01 0.01 0.00
135.00 0.00 1,506 356.06 0.01 0.01 0.00
138.00 0.00 1,436 356.05 0.01 0.01 0.00
141.00 0.00 1,372 356.05 0.01 0.01 0.00
144.00 0.00 1,313 356.05 0.01 0.01 0.00

HNR Type 11 24-hr 2-yr Rainfall=3.45"
Prepared by Stewart Printed 12/21/2021
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC Page 35
Summary for Pond 0-1: Outfall 1
Inflow Area = 27.150 ac, 45.89% Impervious, Inflow Depth > 2.02" for 2-yr event
Inflow = 44.70 cfs @ 11.98 hrs, Volume= 4.563 af
Primary = 44.70 cfs @ 11.98 hrs, Volume= 4.563 af, Atten= 0%, Lag= 0.0 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-144.00 hrs, dt= 0.01 hrs
Pond 0-1: Outfall 1
Hyd rog raph
II II II II II II
5© T r r r r -1r r
48 = 44.70ors
46 ' ' �4a.70 c
44` '
42`
40 ' /
38`
36`'
34=
32=
30= I
w 28= 1 _1 r 1 _ _ _
26 I 1 I I 1
24= - � 1 I 1 r I 1 I 1 r I 1 I -I
LT 224/ -- I I I I I I
20= 1 1 1 1 1 1 1
18= I I I I I I
164 1 _1 r 1 _
14= I I I I I I
124- k r 1 -I r 1 -I
107: I I I I I I
8 4
6`
4`
2=
T
1
1
1
1
1
lnflvgv Area=27s9-50-aC
1 1 I 1 I
I 4 I 1 1 I 1
1 I
r T -I r I T
-I 1-
10
20 30 40 50 60 70 80 90 100 110 120 130 140
Time (hours)
• Inflow
❑ Primary

HNR Type 11 24-hr 2-yr Rainfall=3.45"
Prepared by Stewart Printed 12/21/2021
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC Page 36
Hydrograph for Pond 0-1: Outfall 1
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 0.00
3.00 0.00 0.00
6.00 0.00 0.00
9.00 0.02 0.02
12.00 43.74 43.74
15.00 2.59 2.59
18.00 1.54 1.54
21.00 1.05 1.05
24.00 0.92 0.92
27.00 0.27 0.27
30.00 0.26 0.26
33.00 0.25 0.25
36.00 0.24 0.24
39.00 0.23 0.23
42.00 0.22 0.22
45.00 0.21 0.21
48.00 0.20 0.20
51.00 0.19 0.19
54.00 0.18 0.18
57.00 0.17 0.17
60.00 0.16 0.16
63.00 0.15 0.15
66.00 0.14 0.14
69.00 0.13 0.13
72.00 0.12 0.12
75.00 0.11 0.11
78.00 0.10 0.10
81.00 0.09 0.09
84.00 0.08 0.08
87.00 0.06 0.06
90.00 0.05 0.05
93.00 0.04 0.04
96.00 0.04 0.04
99.00 0.03 0.03
102.00 0.03 0.03
105.00 0.02 0.02
108.00 0.02 0.02
111.00 0.02 0.02
114.00 0.01 0.01
117.00 0.01 0.01
120.00 0.01 0.01
123.00 0.01 0.01
126.00 0.01 0.01
129.00 0.01 0.01
132.00 0.01 0.01
135.00 0.01 0.01
138.00 0.01 0.01
141.00 0.01 0.01
144.00 0.01 0.01

HNR Type 11 24-hr 10-yr Rainfall=5.02"
Prepared by Stewart Printed 12/21/2021
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC Page 37
Summary for Subcatchment BA3: BA3
Runoff = 12.21 cfs @ 11.96 hrs, Volume=
0.553 af, Depth= 2.73"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-144.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-yr Rainfall=5.02"
Area (ac) CN Description
0.380 98 Paved parking, HSG B
2.050 74 >75% Grass cover, Good, HSG C
2.430 78 Weighted Average
2.050 84.36% Pervious Area
0.380 15.64% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0
LL
5.0
Direct Entry,
Subcatchment BA3: BA3
Hydrograph
7 I
13—
12.21 cfs
12
11�
10
9J,
8-
7�
5�
4-
3-
r
L
r
L
1--
r
r
Type 11 24- h r
L_1____L10-yr_R ir0II S.O2u _
Runoff Aie =2.430 Od,-
unr ff Volu ne*Oa'S53 a- -
Rcrno* iapthr2. 3'--
Tc*560'nlin'
—t
r
L 1 r N J78
it
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100105110115120125130135140
Time (hours)

HNR Type 11 24-hr 10-yr Rainfall=5.02"
Prepared by Stewart Printed 12/21/2021
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC Page 38
Hydrograph for Subcatchment BA3: BA3
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
3.00 0.17 0.00 0.00
6.00 0.40 0.00 0.00
9.00 0.74 0.01 0.04
12.00 3.33 1.37 10.48
15.00 4.28 2.12 0.31
18.00 4.62 2.40 0.19
21.00 4.84 2.58 0.13
24.00 5.02 2.73 0.12
27.00 5.02 2.73 0.00
30.00 5.02 2.73 0.00
33.00 5.02 2.73 0.00
36.00 5.02 2.73 0.00
39.00 5.02 2.73 0.00
42.00 5.02 2.73 0.00
45.00 5.02 2.73 0.00
48.00 5.02 2.73 0.00
51.00 5.02 2.73 0.00
54.00 5.02 2.73 0.00
57.00 5.02 2.73 0.00
60.00 5.02 2.73 0.00
63.00 5.02 2.73 0.00
66.00 5.02 2.73 0.00
69.00 5.02 2.73 0.00
72.00 5.02 2.73 0.00
75.00 5.02 2.73 0.00
78.00 5.02 2.73 0.00
81.00 5.02 2.73 0.00
84.00 5.02 2.73 0.00
87.00 5.02 2.73 0.00
90.00 5.02 2.73 0.00
93.00 5.02 2.73 0.00
96.00 5.02 2.73 0.00
99.00 5.02 2.73 0.00
102.00 5.02 2.73 0.00
105.00 5.02 2.73 0.00
108.00 5.02 2.73 0.00
111.00 5.02 2.73 0.00
114.00 5.02 2.73 0.00
117.00 5.02 2.73 0.00
120.00 5.02 2.73 0.00
123.00 5.02 2.73 0.00
126.00 5.02 2.73 0.00
129.00 5.02 2.73 0.00
132.00 5.02 2.73 0.00
135.00 5.02 2.73 0.00
138.00 5.02 2.73 0.00
141.00 5.02 2.73 0.00
144.00 5.02 2.73 0.00

HNR Type 11 24-hr 10-yr Rainfall=5.02"
Prepared by Stewart Printed 12/21/2021
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC Page 39
Summary for Subcatchment BA4: DA 3A
Runoff = 6.65 cfs @ 11.97 hrs, Volume= 0.297 af, Depth= 1.97"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-144.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-yr Rainfall=5.02"
Area (ac) CN Description
1.810 69 50-75% Grass cover, Fair, HSG B
1.810 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0
c4�
2--
1—
Direct Entry,
Subcatchment BA4: DA 3A
Hydrograph
16.65 cfs I
— —4
—+-4
-4
0 5 10 15 20 25 30 35 40
7-7
-4
4 4 1 41I
. 4
J Type 11 24-hr
10-yr Rainfallr5.02''
Runoff A-ea=1.81
Fku n of f Vo u0100.97 ' a1
Runoff bupthT1.97r-'11
01=r6g
45 50 55 60 65 70 75 80 85
Time (hours)
4--.4
4 4
90 95 100 105 110 115 120 125 130 135 140
• Runoff

HNR Type 11 24-hr 10-yr Rainfall=5.02"
Prepared by Stewart Printed 12/21/2021
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC Page 40
Hydrograph for Subcatchment BA4: DA 3A
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
3.00 0.17 0.00 0.00
6.00 0.40 0.00 0.00
9.00 0.74 0.00 0.00
12.00 3.33 0.85 5.84
15.00 4.28 1.46 0.19
18.00 4.62 1.69 0.12
21.00 4.84 1.84 0.08
24.00 5.02 1.97 0.07
27.00 5.02 1.97 0.00
30.00 5.02 1.97 0.00
33.00 5.02 1.97 0.00
36.00 5.02 1.97 0.00
39.00 5.02 1.97 0.00
42.00 5.02 1.97 0.00
45.00 5.02 1.97 0.00
48.00 5.02 1.97 0.00
51.00 5.02 1.97 0.00
54.00 5.02 1.97 0.00
57.00 5.02 1.97 0.00
60.00 5.02 1.97 0.00
63.00 5.02 1.97 0.00
66.00 5.02 1.97 0.00
69.00 5.02 1.97 0.00
72.00 5.02 1.97 0.00
75.00 5.02 1.97 0.00
78.00 5.02 1.97 0.00
81.00 5.02 1.97 0.00
84.00 5.02 1.97 0.00
87.00 5.02 1.97 0.00
90.00 5.02 1.97 0.00
93.00 5.02 1.97 0.00
96.00 5.02 1.97 0.00
99.00 5.02 1.97 0.00
102.00 5.02 1.97 0.00
105.00 5.02 1.97 0.00
108.00 5.02 1.97 0.00
111.00 5.02 1.97 0.00
114.00 5.02 1.97 0.00
117.00 5.02 1.97 0.00
120.00 5.02 1.97 0.00
123.00 5.02 1.97 0.00
126.00 5.02 1.97 0.00
129.00 5.02 1.97 0.00
132.00 5.02 1.97 0.00
135.00 5.02 1.97 0.00
138.00 5.02 1.97 0.00
141.00 5.02 1.97 0.00
144.00 5.02 1.97 0.00

HNR Type 11 24-hr 10-yr Rainfall=5.02"
Prepared by Stewart Printed 12/21/2021
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC Page 41
Summary for Subcatchment DA1: DA1
Runoff = 111.08 cfs @ 11.96 hrs, Volume=
5.251 af, Depth= 3.59"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-144.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-yr Rainfall=5.02"
Area (ac) CN Description
8.460 98 Paved parking, HSG B
7.740 79 50-75% Grass cover, Fair, HSG C
1.370 69 50-75% Grass cover, Fair, HSG B
17.570 87 Weighted Average
9.110 51.85% Pervious Area
8.460 48.15% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
LL0
5.0
Direct Entry,
Subcatchment DA1: DA1
Hydrograph
/- - 7 I 14 41
120=h77 r
I 7 r T
too— +
95 =' .
4
85 - I I I I I I
TI I'IT I'I II
I I'I r I I'I 1
65=
60i-
50
40= 7 r 7 i T 7 i T i r 7 1 r 7 i T i i T i r 7 I r T r
35= 1_ L L I 1 L I i I L 1 I L 1 I L I I L I L 1 I 1 L I L
30 = r - + - - 1-7 - - - r T - - - r - - - - T - T - - - - 1-7 - - - T - 1 - - T T - -I - - 1-7 - - - - r T - - - - r
25
20=' ---h r H + H
r + r + + I I + r + I r +
= 15---- I I I I I I I I I I I
5=
I1
-
T T T T T T T I T
1 J 1 I L 1 I I I I 1
r4
r7
1111
I r T I
1111
ype-I1244r -
+ + + + + + - + 'FQ= ri ir�ifaill a i�2'�
ui-o'ff Awed=11.570 ad
I I I I I I I I I I I I I I I I I I I
r T T r 7 r T Ku l¢f Oiume=o.-41 'ar
L J 1 J 1 L 1 1 1
r 7 t nunoffve;pth:F3. SI9',
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100105110115120125130135140
Time (hours)
■ Runoff

HNR Type 11 24-hr 10-yr Rainfall=5.02"
Prepared by Stewart Printed 12/21/2021
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC Page 42
Hydrograph for Subcatchment DA1: DA1
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
3.00 0.17 0.00 0.00
6.00 0.40 0.01 0.19
9.00 0.74 0.10 1.10
12.00 3.33 2.03 93.35
15.00 4.28 2.90 2.51
18.00 4.62 3.21 1.51
21.00 4.84 3.42 1.05
24.00 5.02 3.59 0.92
27.00 5.02 3.59 0.00
30.00 5.02 3.59 0.00
33.00 5.02 3.59 0.00
36.00 5.02 3.59 0.00
39.00 5.02 3.59 0.00
42.00 5.02 3.59 0.00
45.00 5.02 3.59 0.00
48.00 5.02 3.59 0.00
51.00 5.02 3.59 0.00
54.00 5.02 3.59 0.00
57.00 5.02 3.59 0.00
60.00 5.02 3.59 0.00
63.00 5.02 3.59 0.00
66.00 5.02 3.59 0.00
69.00 5.02 3.59 0.00
72.00 5.02 3.59 0.00
75.00 5.02 3.59 0.00
78.00 5.02 3.59 0.00
81.00 5.02 3.59 0.00
84.00 5.02 3.59 0.00
87.00 5.02 3.59 0.00
90.00 5.02 3.59 0.00
93.00 5.02 3.59 0.00
96.00 5.02 3.59 0.00
99.00 5.02 3.59 0.00
102.00 5.02 3.59 0.00
105.00 5.02 3.59 0.00
108.00 5.02 3.59 0.00
111.00 5.02 3.59 0.00
114.00 5.02 3.59 0.00
117.00 5.02 3.59 0.00
120.00 5.02 3.59 0.00
123.00 5.02 3.59 0.00
126.00 5.02 3.59 0.00
129.00 5.02 3.59 0.00
132.00 5.02 3.59 0.00
135.00 5.02 3.59 0.00
138.00 5.02 3.59 0.00
141.00 5.02 3.59 0.00
144.00 5.02 3.59 0.00

HNR Type 11 24-hr 10-yr Rainfall=5.02"
Prepared by Stewart Printed 12/21/2021
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC Page 43
Summary for Subcatchment DA2: DA2
Runoff = 35.13 cfs @ 11.96 hrs, Volume=
1.687 af, Depth= 3.79"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-144.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-yr Rainfall=5.02"
Area (ac) CN Description
3.620 98 Paved parking, HSG B
1.290 69 50-75% Grass cover, Fair, HSG B
0.430 79 50-75% Grass cover, Fair, HSG C
5.340 89 Weighted Average
1.720 32.21% Pervious Area
3.620 67.79% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
34 -4-
32-�
30:
28= ,_
264- rt
24_ rt
H 22 .
3 20= ,--T-
0 184
16: T
144- --T-
12 1
10= --T
r
-1-
8=
6'
4'
24
r 1 r
Subcatchment DA2: DA2
r 1 7T
Hydrograph
1- 1 1- 1 r 1 1 1 1 1 1 41
1-
+ + F + 1- + + 1 11 11 + 1
+ 11 11
1 y12+
1 4-1hr
4- -1 4- 4- -4
• H + 11-0=yrrRainfa1h 5.fl2''
• r±
r
✓ ' H + -� 4ffre - •
r r r ungff Vo)u e=1,116 7-la
iR r� oft bepthra. 9' -
�''1_ 1 C T -Ir
r T - -T-- 1ci�&O n1irl-
� r T r-
r T +
✓ T Tl
✓ 7T 1
T1 11 11 1 T 1 111
r 1 T T-T--r-
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100105110115120125130135140
Time (hours)
• Runoff

HNR Type 11 24-hr 10-yr Rainfall=5.02"
Prepared by Stewart Printed 12/21/2021
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC Page 44
Hydrograph for Subcatchment DA2: DA2
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
3.00 0.17 0.00 0.00
6.00 0.40 0.02 0.10
9.00 0.74 0.14 0.41
12.00 3.33 2.20 29.40
15.00 4.28 3.09 0.78
18.00 4.62 3.41 0.47
21.00 4.84 3.62 0.32
24.00 5.02 3.79 0.29
27.00 5.02 3.79 0.00
30.00 5.02 3.79 0.00
33.00 5.02 3.79 0.00
36.00 5.02 3.79 0.00
39.00 5.02 3.79 0.00
42.00 5.02 3.79 0.00
45.00 5.02 3.79 0.00
48.00 5.02 3.79 0.00
51.00 5.02 3.79 0.00
54.00 5.02 3.79 0.00
57.00 5.02 3.79 0.00
60.00 5.02 3.79 0.00
63.00 5.02 3.79 0.00
66.00 5.02 3.79 0.00
69.00 5.02 3.79 0.00
72.00 5.02 3.79 0.00
75.00 5.02 3.79 0.00
78.00 5.02 3.79 0.00
81.00 5.02 3.79 0.00
84.00 5.02 3.79 0.00
87.00 5.02 3.79 0.00
90.00 5.02 3.79 0.00
93.00 5.02 3.79 0.00
96.00 5.02 3.79 0.00
99.00 5.02 3.79 0.00
102.00 5.02 3.79 0.00
105.00 5.02 3.79 0.00
108.00 5.02 3.79 0.00
111.00 5.02 3.79 0.00
114.00 5.02 3.79 0.00
117.00 5.02 3.79 0.00
120.00 5.02 3.79 0.00
123.00 5.02 3.79 0.00
126.00 5.02 3.79 0.00
129.00 5.02 3.79 0.00
132.00 5.02 3.79 0.00
135.00 5.02 3.79 0.00
138.00 5.02 3.79 0.00
141.00 5.02 3.79 0.00
144.00 5.02 3.79 0.00

HNR Type 11 24-hr 10-yr Rainfall=5.02"
Prepared by Stewart Printed 12/21/2021
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC Page 45
Summary for Subcatchment PIA: Pre DA1
Runoff = 88.08 cfs @ 12.03 hrs, Volume=
4.935 af, Depth= 2.47"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-144.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-yr Rainfall=5.02"
Area (ac) CN Description
1.040 98 Paved parking, HSG B
11.490 69 50-75% Grass cover, Fair, HSG B
11.490 79 50-75% Grass cover, Fair, HSG C
24.020 75 Weighted Average
22.980 95.67% Pervious Area
1.040 4.33% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
4.9 100 0.1000 0.34 Sheet Flow,
Grass: Short n= 0.150 P2= 3.60"
5.2 304 0.0197 0.98 Shallow Concentrated Flow,
Short Grass Pasture Kv= 7.0 fps
0.5 140 0.1100 4.97 Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
0.1 12 0.0200 2.12 Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
0.3 Direct Entry,
11.0 556 Total

90a'
85- 4_
80= ' -
75=' - T
65
60 _ _
55= -,
3 50
0 45
LT_
404 - -
35 T_j
30-
25= --T-
20 r r
15=
10_ 4
5=
HNR
Prepared by Stewart
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC
Type 11 24-hr 10-yr Rainfall=5.02"
Printed 12/21/2021
Page 46
Subcatchment PIA: Pre DA1
Hydrograph
1-- 1
111111
95= L—L 4 4
88.08 cfs
✓ r r r
▪ - r-
-r-r
✓ r 7
r
L— L—L—L--1--L--1-- L— 4
--1__ L_ L-- L—
L-4--L—L--1--L-4--1--L--1—V-L-4--1--4-4 —
I— ir
1-0=yrr Railnfal[ .fl3'�
Ruh-Off'1 Are11a 24 .020 -ad -
Fku n Qfflrolu ne=4.9$5-11af
r r r T
Rr no' f Depthr2.47' -
r r r r r
F Length=S56'r
Ir 4
T Tc 1111. Tnil
T
T
T
I— r
IT
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 140
Time (hours)
0 Runoff

HNR Type 11 24-hr 10-yr Rainfall=5.02"
Prepared by Stewart Printed 12/21/2021
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC Page 47
Hydrograph for Subcatchment PIA: Pre DA1
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
3.00 0.17 0.00 0.00
6.00 0.40 0.00 0.00
9.00 0.74 0.00 0.10
12.00 3.33 1.18 84.03
15.00 4.28 1.88 2.91
18.00 4.62 2.15 1.77
21.00 4.84 2.32 1.23
24.00 5.02 2.47 1.09
27.00 5.02 2.47 0.00
30.00 5.02 2.47 0.00
33.00 5.02 2.47 0.00
36.00 5.02 2.47 0.00
39.00 5.02 2.47 0.00
42.00 5.02 2.47 0.00
45.00 5.02 2.47 0.00
48.00 5.02 2.47 0.00
51.00 5.02 2.47 0.00
54.00 5.02 2.47 0.00
57.00 5.02 2.47 0.00
60.00 5.02 2.47 0.00
63.00 5.02 2.47 0.00
66.00 5.02 2.47 0.00
69.00 5.02 2.47 0.00
72.00 5.02 2.47 0.00
75.00 5.02 2.47 0.00
78.00 5.02 2.47 0.00
81.00 5.02 2.47 0.00
84.00 5.02 2.47 0.00
87.00 5.02 2.47 0.00
90.00 5.02 2.47 0.00
93.00 5.02 2.47 0.00
96.00 5.02 2.47 0.00
99.00 5.02 2.47 0.00
102.00 5.02 2.47 0.00
105.00 5.02 2.47 0.00
108.00 5.02 2.47 0.00
111.00 5.02 2.47 0.00
114.00 5.02 2.47 0.00
117.00 5.02 2.47 0.00
120.00 5.02 2.47 0.00
123.00 5.02 2.47 0.00
126.00 5.02 2.47 0.00
129.00 5.02 2.47 0.00
132.00 5.02 2.47 0.00
135.00 5.02 2.47 0.00
138.00 5.02 2.47 0.00
141.00 5.02 2.47 0.00
144.00 5.02 2.47 0.00

HNR
Prepared by Stewart
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC
Type 11 24-hr 10-yr Rainfall=5.02"
Printed 12/21/2021
Page 48
Inflow Area =
Inflow =
Outflow =
Primary =
Secondary =
Summary for Pond 2P: BMP #1
22.910 ac, 52.73% Impervious, Inflow Depth = 3.63"
146.22 cfs @ 11.96 hrs, Volume=
39.87 cfs @ 12.08 hrs, Volume=
39.87 cfs @ 12.08 hrs, Volume=
0.00 cfs @ 0.00 hrs, Volume=
for 10-yr event
6.938 af
6.907 af, Atten= 73%, Lag= 7.3 min
6.907 af
0.000 af
Routing by Dyn-Stor-Ind method, Time Span= 0.00-144.00 hrs, dt= 0.01 hrs
Peak Elev= 359.87' @ 12.08 hrs Surf.Area= 38,095 sf Storage= 127,081 cf
Plug -Flow detention time= 406.3 min calculated for 6.907 af (100% of inflow)
Center -of -Mass det. time= 403.9 min (1,199.3 - 795.4 )
Volume Invert Avail.Storage Storage Description
#1
Elevation
(feet)
356.00
357.00
358.00
359.00
360.00
361.00
362.00
356.00' 213,040 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Surf.Area
(sq-ft)
26,415
30,657
33,194
35,789
38,441
39,795
43,913
Device Routing Invert
Inc.Store
(cubic -feet)
0
28,536
31,926
34,492
37,115
39,118
41,854
Outlet Devices
Cum.Store
(cubic -feet)
0
28,536
60,462
94,953
132,068
171,186
213,040
#1 Primary 351.92'
#2 Device 1
#3 Device 1
356.00'
357.50'
#4 Secondary 361.00'
24.000" Round RCP_Round 24
L= 100.0' RCP, sq.cut end projecting, Ke= 0.500
Inlet / Outlet Invert= 351.92' / 351.00' S= 0.0092 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 3.14 sf
3.000" Vert. Orifice/Grate C= 0.600
48.000" x 48.000" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
26.000' long x 10.000' 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=39.87 cfs @ 12.08 hrs HW=359.87' TW=0.00' (Dynamic Tailwater)
t1=RCP_Round 24 (Barrel Controls 39.87 cfs @ 12.69 fps)
12=Orifice/Grate (Passes < 0.46 cfs potential flow)
3=Orifice/Grate (Passes < 118.59 cfs potential flow)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=356.00' TW=0.00' (Dynamic Tailwater)
t4=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

HNR
Prepared by Stewart
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC
Type 11 24-hr 10-yr Rainfall=5.02"
Printed 12/21/2021
Page 49
160
150
140
130
120
110
100
E 90
80
0
LT 70
60
50
40
30
20
0.00 cfs
0
Ih#Caw Area=22.910 ac
r 7
Peak ev-359.87
Storage=122,O8T cf
i 4 i
L L L
L L
L
Pond 2P: BMP #1
Hyd rog raph
146.22 cf
L
39.87 cfs /
r
151
10 20 30 40 50 60 70 80
Time (hours)
T T
90 100 110 120 130 140
T T
■ Inflow
13 Outflow
❑ Primary
7. Secondary

HNR Type 11 24-hr 10-yr Rainfall=5.02"
Prepared by Stewart Printed 12/21/2021
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC Page 50
Time Inflow
(hours) (cfs)
0.00 0.00
3.00 0.00
6.00 0.28
9.00 1.50
12.00 122.75
15.00 3.29
18.00 1.98
21.00 1.37
24.00 1.21
27.00 0.00
30.00 0.00
33.00 0.00
36.00 0.00
39.00 0.00
42.00 0.00
45.00 0.00
48.00 0.00
51.00 0.00
54.00 0.00
57.00 0.00
60.00 0.00
63.00 0.00
66.00 0.00
69.00 0.00
72.00 0.00
75.00 0.00
78.00 0.00
81.00 0.00
84.00 0.00
87.00 0.00
90.00 0.00
93.00 0.00
96.00 0.00
99.00 0.00
102.00 0.00
105.00 0.00
108.00 0.00
111.00 0.00
114.00 0.00
117.00 0.00
120.00 0.00
123.00 0.00
126.00 0.00
129.00 0.00
132.00 0.00
135.00 0.00
138.00 0.00
141.00 0.00
144.00 0.00
Hydrograph for Pond 2P: BMP #1
Storage Elevation
(cubic -feet) (feet)
0 356.00
0 356.00
672
8,247
116,209
49,194
47,552
46,644
46,392
42,421
39,540
36,762
34,088
31,519
29,055
26,698
24,448
22,305
20,273
18,350
16,540
14,842
13,257
11,787
10,432
9,193
8,071
7,067
6,178
5,412
4,773
4,244
3,804
3,437
3,127
2,864
2,638
2,443
2,272
2,123
1,991
1,873
1,768
1,674
1,588
1,511
1,440
1,376
1,317
356.03
356.30
359.58
357.66
357.61
357.58
357.57
357.44
357.35
357.27
357.18
357.10
357.02
356.94
356.87
356.79
356.73
356.66
356.60
356.54
356.48
356.43
356.38
356.34
356.30
356.26
356.23
356.20
356.18
356.16
356.14
356.13
356.12
356.11
356.10
356.09
356.09
356.08
356.07
356.07
356.07
356.06
356.06
356.06
356.05
356.05
356.05
Outflow
(cfs)
0.00
0.00
0.00
0.10
39.03
3.52
2.07
1.40
1.23
0.27
0.26
0.25
0.24
0.23
0.22
0.21
0.20
0.19
0.18
0.17
0.16
0.15
0.14
0.13
0.12
0.11
0.10
0.09
0.08
0.06
0.05
0.04
0.04
0.03
0.03
0.02
0.02
0.02
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
Primary
(cfs)
0.00
0.00
0.00
0.10
39.03
3.52
2.07
1.40
1.23
0.27
0.26
0.25
0.24
0.23
0.22
0.21
0.20
0.19
0.18
0.17
0.16
0.15
0.14
0.13
0.12
0.11
0.10
0.09
0.08
0.06
0.05
0.04
0.04
0.03
0.03
0.02
0.02
0.02
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
Secondary
(cfs)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00

HNR Type 11 24-hr 10-yr Rainfall=5.02"
Prepared by Stewart Printed 12/21/2021
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC Page 51
Summary for Pond 0-1: Outfall 1
Inflow Area = 27.150 ac, 45.89% Impervious, Inflow Depth = 3.43" for 10-yr event
Inflow = 56.94 cfs @ 11.97 hrs, Volume= 7.757 af
Primary = 56.94 cfs @ 11.97 hrs, Volume= 7.757 af, Atten= 0%, Lag= 0.0 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-144.00 hrs, dt= 0.01 hrs
+
607- 156.94 cfs
551
50
401'
35:
30
LT_ 25�
20-
15-
10�
Pond 0-1: Outfall 1
Hyd rog raph
1
1
J L
J L
L L
Ifs lo�nr Area=2715O ac
L
J
J
1
L
L J
10 20 30 40 50 60 70 80 90 100 110 120 130 140
Time (hours)
Inflow
❑ Primary

HNR Type 11 24-hr 10-yr Rainfall=5.02"
Prepared by Stewart Printed 12/21/2021
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC Page 52
Hydrograph for Pond 0-1: Outfall 1
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 0.00
3.00 0.00 0.00
6.00 0.00 0.00
9.00 0.14 0.14
12.00 55.35 55.35
15.00 4.01 4.01
18.00 2.37 2.37
21.00 1.61 1.61
24.00 1.42 1.42
27.00 0.27 0.27
30.00 0.26 0.26
33.00 0.25 0.25
36.00 0.24 0.24
39.00 0.23 0.23
42.00 0.22 0.22
45.00 0.21 0.21
48.00 0.20 0.20
51.00 0.19 0.19
54.00 0.18 0.18
57.00 0.17 0.17
60.00 0.16 0.16
63.00 0.15 0.15
66.00 0.14 0.14
69.00 0.13 0.13
72.00 0.12 0.12
75.00 0.11 0.11
78.00 0.10 0.10
81.00 0.09 0.09
84.00 0.08 0.08
87.00 0.06 0.06
90.00 0.05 0.05
93.00 0.04 0.04
96.00 0.04 0.04
99.00 0.03 0.03
102.00 0.03 0.03
105.00 0.02 0.02
108.00 0.02 0.02
111.00 0.02 0.02
114.00 0.01 0.01
117.00 0.01 0.01
120.00 0.01 0.01
123.00 0.01 0.01
126.00 0.01 0.01
129.00 0.01 0.01
132.00 0.01 0.01
135.00 0.01 0.01
138.00 0.01 0.01
141.00 0.01 0.01
144.00 0.01 0.01

HNR Type 11 24-hr 50-yr Rainfall=6.69"
Prepared by Stewart Printed 12/21/2021
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC Page 53
Summary for Subcatchment BA3: BA3
Runoff = 18.45 cfs @ 11.96 hrs, Volume=
0.849 af, Depth= 4.19"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-144.00 hrs, dt= 0.01 hrs
Type II 24-hr 50-yr Rainfall=6.69"
Area (ac) CN Description
0.380 98 Paved parking, HSG B
2.050 74 >75% Grass cover, Good, HSG C
2.430 78 Weighted Average
2.050 84.36% Pervious Area
0.380 15.64% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0
20 rt r
19 118.45 cf I I
r T
17=
7=
Direct Entry,
Subcatchment BA3: BA3
+-+- -+
✓ t t
✓ T r
Hydrograph
H HI + I + + + I + I +
r- t-- t t t I t I t t I t I t
hl hi Ty pH eh Z
4_k�r
a0-err Rinflrr19' -
L
L
—
L-J--L-1----L-L--L
r - t - - r - t - - - - r - t - - I-
r—r--r—T----r —r--r
4 - 4
t - +
r-�
Rinio#f AttA=2 -4310
L L L I L I L L I 1 I L
F
agncff VO4 0=0.8 9II
af-
Runoff D 'fit F449"!
T
t
r
Trc-311:0 Trriinr
4-4
4 - 4
t-t
r — r
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105110 115 120 125 130 135 140
Time (hours)

HNR Type 11 24-hr 50-yr Rainfall=6.69"
Prepared by Stewart Printed 12/21/2021
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC Page 54
Hydrograph for Subcatchment BA3: BA3
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
3.00 0.23 0.00 0.00
6.00 0.54 0.00 0.00
9.00 0.98 0.05 0.12
12.00 4.44 2.24 15.66
15.00 5.71 3.32 0.44
18.00 6.16 3.72 0.26
21.00 6.45 3.98 0.18
24.00 6.69 4.19 0.16
27.00 6.69 4.19 0.00
30.00 6.69 4.19 0.00
33.00 6.69 4.19 0.00
36.00 6.69 4.19 0.00
39.00 6.69 4.19 0.00
42.00 6.69 4.19 0.00
45.00 6.69 4.19 0.00
48.00 6.69 4.19 0.00
51.00 6.69 4.19 0.00
54.00 6.69 4.19 0.00
57.00 6.69 4.19 0.00
60.00 6.69 4.19 0.00
63.00 6.69 4.19 0.00
66.00 6.69 4.19 0.00
69.00 6.69 4.19 0.00
72.00 6.69 4.19 0.00
75.00 6.69 4.19 0.00
78.00 6.69 4.19 0.00
81.00 6.69 4.19 0.00
84.00 6.69 4.19 0.00
87.00 6.69 4.19 0.00
90.00 6.69 4.19 0.00
93.00 6.69 4.19 0.00
96.00 6.69 4.19 0.00
99.00 6.69 4.19 0.00
102.00 6.69 4.19 0.00
105.00 6.69 4.19 0.00
108.00 6.69 4.19 0.00
111.00 6.69 4.19 0.00
114.00 6.69 4.19 0.00
117.00 6.69 4.19 0.00
120.00 6.69 4.19 0.00
123.00 6.69 4.19 0.00
126.00 6.69 4.19 0.00
129.00 6.69 4.19 0.00
132.00 6.69 4.19 0.00
135.00 6.69 4.19 0.00
138.00 6.69 4.19 0.00
141.00 6.69 4.19 0.00
144.00 6.69 4.19 0.00

HNR Type 11 24-hr 50-yr Rainfall=6.69"
Prepared by Stewart Printed 12/21/2021
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC Page 55
Summary for Subcatchment BA4: DA 3A
Runoff = 10.96 cfs @ 11.96 hrs, Volume= 0.492 af, Depth= 3.26"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-144.00 hrs, dt= 0.01 hrs
Type II 24-hr 50-yr Rainfall=6.69"
Area (ac) CN Description
1.810 69 50-75% Grass cover, Fair, HSG B
1.810 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0
12
096cf Ir7
11�
101
9J /
lL 5_ /
�
4- /
2�
11
Direct Entry,
Subcatchment BA4: DA 3A
Hydrograph
r-t
44
H H t
r-ter-�
Type 24-hi
50-yr- Rainfal l6.S9''
1 Runoff Area=1.81fl ac
RU110 '%Iulne=0.�1492 af
--
r-T
11 111111
T T r 7 I T T Tr
Fu-raa1f b pthra.26
Tc -Tali-
L-1-- i L--L
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105110 115 120 125 130 135 140
Time (hours)
• Runoff

HNR Type 11 24-hr 50-yr Rainfall=6.69"
Prepared by Stewart Printed 12/21/2021
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC Page 56
Hydrograph for Subcatchment BA4: DA 3A
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
3.00 0.23 0.00 0.00
6.00 0.54 0.00 0.00
9.00 0.98 0.00 0.01
12.00 4.44 1.56 9.48
15.00 5.71 2.49 0.29
18.00 6.16 2.84 0.17
21.00 6.45 3.07 0.12
24.00 6.69 3.26 0.11
27.00 6.69 3.26 0.00
30.00 6.69 3.26 0.00
33.00 6.69 3.26 0.00
36.00 6.69 3.26 0.00
39.00 6.69 3.26 0.00
42.00 6.69 3.26 0.00
45.00 6.69 3.26 0.00
48.00 6.69 3.26 0.00
51.00 6.69 3.26 0.00
54.00 6.69 3.26 0.00
57.00 6.69 3.26 0.00
60.00 6.69 3.26 0.00
63.00 6.69 3.26 0.00
66.00 6.69 3.26 0.00
69.00 6.69 3.26 0.00
72.00 6.69 3.26 0.00
75.00 6.69 3.26 0.00
78.00 6.69 3.26 0.00
81.00 6.69 3.26 0.00
84.00 6.69 3.26 0.00
87.00 6.69 3.26 0.00
90.00 6.69 3.26 0.00
93.00 6.69 3.26 0.00
96.00 6.69 3.26 0.00
99.00 6.69 3.26 0.00
102.00 6.69 3.26 0.00
105.00 6.69 3.26 0.00
108.00 6.69 3.26 0.00
111.00 6.69 3.26 0.00
114.00 6.69 3.26 0.00
117.00 6.69 3.26 0.00
120.00 6.69 3.26 0.00
123.00 6.69 3.26 0.00
126.00 6.69 3.26 0.00
129.00 6.69 3.26 0.00
132.00 6.69 3.26 0.00
135.00 6.69 3.26 0.00
138.00 6.69 3.26 0.00
141.00 6.69 3.26 0.00
144.00 6.69 3.26 0.00

HNR Type 11 24-hr 50-yr Rainfall=6.69"
Prepared by Stewart Printed 12/21/2021
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC Page 57
Summary for Subcatchment DA1: DA1
Runoff = 156.67 cfs @ 11.96 hrs, Volume=
7.584 af, Depth= 5.18"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-144.00 hrs, dt= 0.01 hrs
Type II 24-hr 50-yr Rainfall=6.69"
Area (ac) CN Description
8.460 98 Paved parking, HSG B
7.740 79 50-75% Grass cover, Fair, HSG C
1.370 69 50-75% Grass cover, Fair, HSG B
17.570 87 Weighted Average
9.110 51.85% Pervious Area
8.460 48.15% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
170
160
150
140
130
120
110
H 100
90
s 80
LL
70
60
50
40
30
20
10
0
Subcatchment DA1: DA1
Hydrograph
II
-T
1
T
T
II
T
II
T
i
i
1
i
+
4
+-+----+l II --I----+--I--+-+--I--+-+----+-
LI
1 I I'II I'II I 'll , y p �� i.IT. i
--! II II
1illfai-III-6a"11 -
1uria'ff Awea:1-7.570 ad
1 1 I I 1 I L 1 I L 1 L
Rupspif Volume=`7,584af-
4
i
r-+
1
1 un'off
4-1
T
L-L
1
T
T
L
I
icT-,O4 a I1-
L
1
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80
Time (hours)
85 90 95 100 105 110 115 120 125 130 135 140
• Runo

HNR Type 11 24-hr 50-yr Rainfall=6.69"
Prepared by Stewart Printed 12/21/2021
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC Page 58
Hydrograph for Subcatchment DA1: DA1
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
3.00 0.23 0.00 0.00
6.00 0.54 0.03 0.52
9.00 0.98 0.22 1.93
12.00 4.44 3.04 130.87
15.00 5.71 4.24 3.45
18.00 6.16 4.67 2.07
21.00 6.45 4.95 1.43
24.00 6.69 5.18 1.26
27.00 6.69 5.18 0.00
30.00 6.69 5.18 0.00
33.00 6.69 5.18 0.00
36.00 6.69 5.18 0.00
39.00 6.69 5.18 0.00
42.00 6.69 5.18 0.00
45.00 6.69 5.18 0.00
48.00 6.69 5.18 0.00
51.00 6.69 5.18 0.00
54.00 6.69 5.18 0.00
57.00 6.69 5.18 0.00
60.00 6.69 5.18 0.00
63.00 6.69 5.18 0.00
66.00 6.69 5.18 0.00
69.00 6.69 5.18 0.00
72.00 6.69 5.18 0.00
75.00 6.69 5.18 0.00
78.00 6.69 5.18 0.00
81.00 6.69 5.18 0.00
84.00 6.69 5.18 0.00
87.00 6.69 5.18 0.00
90.00 6.69 5.18 0.00
93.00 6.69 5.18 0.00
96.00 6.69 5.18 0.00
99.00 6.69 5.18 0.00
102.00 6.69 5.18 0.00
105.00 6.69 5.18 0.00
108.00 6.69 5.18 0.00
111.00 6.69 5.18 0.00
114.00 6.69 5.18 0.00
117.00 6.69 5.18 0.00
120.00 6.69 5.18 0.00
123.00 6.69 5.18 0.00
126.00 6.69 5.18 0.00
129.00 6.69 5.18 0.00
132.00 6.69 5.18 0.00
135.00 6.69 5.18 0.00
138.00 6.69 5.18 0.00
141.00 6.69 5.18 0.00
144.00 6.69 5.18 0.00

HNR Type 11 24-hr 50-yr Rainfall=6.69"
Prepared by Stewart Printed 12/21/2021
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC Page 59
Summary for Subcatchment DA2: DA2
Runoff = 48.91 cfs @ 11.96 hrs, Volume=
2.406 af, Depth= 5.41"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-144.00 hrs, dt= 0.01 hrs
Type II 24-hr 50-yr Rainfall=6.69"
Area (ac) CN Description
3.620 98 Paved parking, HSG B
1.290 69 50-75% Grass cover, Fair, HSG B
0.430 79 50-75% Grass cover, Fair, HSG C
5.340 89 Weighted Average
1.720 32.21% Pervious Area
3.620 67.79% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0
50-
45:
40:
35-
,3 307
3
0 25
LL
20=
15�
10.
r-T
L
r-r
rr
- - 4
- - 4 - 4- - 4 - - r
Direct Entry,
Subcatchment DA2: DA2
Hydrograph
4-
L_1_
L
▪ rr
L 4 4
-1__L
r r
r
r
4I t 1 4- L-
Type 24-hi
50-yr_ Rainfal lr6.S9"
Runoff AreI=5.340 ad
r r i r i r
Runoff Volume=2.406'aL
unotf bepthr5�'.41'1
1-- r - -I- - t - -
Tc=51.0'Min'
4-4
4_4
4
4_4
GN=89
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 140
Time (hours)
4-

HNR Type 11 24-hr 50-yr Rainfall=6.69"
Prepared by Stewart Printed 12/21/2021
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC Page 60
Hydrograph for Subcatchment DA2: DA2
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
3.00 0.23 0.00 0.00
6.00 0.54 0.05 0.21
9.00 0.98 0.27 0.68
12.00 4.44 3.23 40.73
15.00 5.71 4.45 1.06
18.00 6.16 4.89 0.64
21.00 6.45 5.18 0.44
24.00 6.69 5.41 0.39
27.00 6.69 5.41 0.00
30.00 6.69 5.41 0.00
33.00 6.69 5.41 0.00
36.00 6.69 5.41 0.00
39.00 6.69 5.41 0.00
42.00 6.69 5.41 0.00
45.00 6.69 5.41 0.00
48.00 6.69 5.41 0.00
51.00 6.69 5.41 0.00
54.00 6.69 5.41 0.00
57.00 6.69 5.41 0.00
60.00 6.69 5.41 0.00
63.00 6.69 5.41 0.00
66.00 6.69 5.41 0.00
69.00 6.69 5.41 0.00
72.00 6.69 5.41 0.00
75.00 6.69 5.41 0.00
78.00 6.69 5.41 0.00
81.00 6.69 5.41 0.00
84.00 6.69 5.41 0.00
87.00 6.69 5.41 0.00
90.00 6.69 5.41 0.00
93.00 6.69 5.41 0.00
96.00 6.69 5.41 0.00
99.00 6.69 5.41 0.00
102.00 6.69 5.41 0.00
105.00 6.69 5.41 0.00
108.00 6.69 5.41 0.00
111.00 6.69 5.41 0.00
114.00 6.69 5.41 0.00
117.00 6.69 5.41 0.00
120.00 6.69 5.41 0.00
123.00 6.69 5.41 0.00
126.00 6.69 5.41 0.00
129.00 6.69 5.41 0.00
132.00 6.69 5.41 0.00
135.00 6.69 5.41 0.00
138.00 6.69 5.41 0.00
141.00 6.69 5.41 0.00
144.00 6.69 5.41 0.00

HNR Type 11 24-hr 50-yr Rainfall=6.69"
Prepared by Stewart Printed 12/21/2021
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC Page 61
Summary for Subcatchment PIA: Pre DA1
Runoff = 137.74 cfs @ 12.03 hrs, Volume=
7.761 af, Depth= 3.88"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-144.00 hrs, dt= 0.01 hrs
Type II 24-hr 50-yr Rainfall=6.69"
Area (ac) CN Description
1.040 98 Paved parking, HSG B
11.490 69 50-75% Grass cover, Fair, HSG B
11.490 79 50-75% Grass cover, Fair, HSG C
24.020 75 Weighted Average
22.980 95.67% Pervious Area
1.040 4.33% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
4.9 100 0.1000 0.34 Sheet Flow,
Grass: Short n= 0.150 P2= 3.60"
5.2 304 0.0197 0.98 Shallow Concentrated Flow,
Short Grass Pasture Kv= 7.0 fps
0.5 140 0.1100 4.97 Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
0.1 12 0.0200 2.12 Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
0.3 Direct Entry,
11.0 556 Total

HNR Type 11 24-hr 50-yr Rainfall=6.69"
Prepared by Stewart Printed 12/21/2021
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC Page 62
150
140
130
120
110
100
90
80=
70
60
50
40
30.
20
10_
0
Subcatchment PIA: Pre DA1
Hydrograph
137.74 cf
IIII
T
ti
t
tl H
t
T 1
1—T
r + Type 1I 24-hr
50-yr Rainfa►11r6.69"
r rt + I + r + I r +
Ru tioff 1Akea=24FO20_�
I+ I
+
I I
tl
71
II II
Runoff DeipthT3.S8 -
FlOwteiigth=,556'
i
i
II II
4II
I-4
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 140
Time (hours)
❑ Runoff

HNR Type 11 24-hr 50-yr Rainfall=6.69"
Prepared by Stewart Printed 12/21/2021
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC Page 63
Hydrograph for Subcatchment PIA: Pre DA1
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
3.00 0.23 0.00 0.00
6.00 0.54 0.00 0.00
9.00 0.98 0.03 0.74
12.00 4.44 2.00 132.63
15.00 5.71 3.04 4.25
18.00 6.16 3.42 2.56
21.00 6.45 3.67 1.77
24.00 6.69 3.88 1.57
27.00 6.69 3.88 0.00
30.00 6.69 3.88 0.00
33.00 6.69 3.88 0.00
36.00 6.69 3.88 0.00
39.00 6.69 3.88 0.00
42.00 6.69 3.88 0.00
45.00 6.69 3.88 0.00
48.00 6.69 3.88 0.00
51.00 6.69 3.88 0.00
54.00 6.69 3.88 0.00
57.00 6.69 3.88 0.00
60.00 6.69 3.88 0.00
63.00 6.69 3.88 0.00
66.00 6.69 3.88 0.00
69.00 6.69 3.88 0.00
72.00 6.69 3.88 0.00
75.00 6.69 3.88 0.00
78.00 6.69 3.88 0.00
81.00 6.69 3.88 0.00
84.00 6.69 3.88 0.00
87.00 6.69 3.88 0.00
90.00 6.69 3.88 0.00
93.00 6.69 3.88 0.00
96.00 6.69 3.88 0.00
99.00 6.69 3.88 0.00
102.00 6.69 3.88 0.00
105.00 6.69 3.88 0.00
108.00 6.69 3.88 0.00
111.00 6.69 3.88 0.00
114.00 6.69 3.88 0.00
117.00 6.69 3.88 0.00
120.00 6.69 3.88 0.00
123.00 6.69 3.88 0.00
126.00 6.69 3.88 0.00
129.00 6.69 3.88 0.00
132.00 6.69 3.88 0.00
135.00 6.69 3.88 0.00
138.00 6.69 3.88 0.00
141.00 6.69 3.88 0.00
144.00 6.69 3.88 0.00

HNR
Prepared by Stewart
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC
Type 11 24-hr 50-yr Rainfall=6.69"
Printed 12/21/2021
Page 64
Inflow Area =
Inflow =
Outflow =
Primary =
Secondary =
Summary for Pond 2P: BMP #1
22.910 ac, 52.73% Impervious, Inflow Depth = 5.23"
205.58 cfs @ 11.96 hrs, Volume=
49.06 cfs @ 12.09 hrs, Volume=
43.51 cfs @ 12.09 hrs, Volume=
5.55 cfs @ 12.09 hrs, Volume=
for 50-yr event
9.990 af
9.960 af, Atten= 76%, Lag= 7.8 min
9.910 af
0.050 af
Routing by Dyn-Stor-Ind method, Time Span= 0.00-144.00 hrs, dt= 0.01 hrs
Peak Elev= 361.19' @ 12.09 hrs Surf.Area= 40,596 sf Storage= 179,001 cf
Plug -Flow detention time= 301.4 min calculated for 9.959 af (100% of inflow)
Center -of -Mass det. time= 299.9 min (1,085.1 - 785.2 )
Volume Invert Avail.Storage Storage Description
#1
Elevation
(feet)
356.00
357.00
358.00
359.00
360.00
361.00
362.00
356.00' 213,040 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Surf.Area
(sq-ft)
26,415
30,657
33,194
35,789
38,441
39,795
43,913
Device Routing Invert
Inc.Store
(cubic -feet)
0
28,536
31,926
34,492
37,115
39,118
41,854
Outlet Devices
Cum.Store
(cubic -feet)
0
28,536
60,462
94,953
132,068
171,186
213,040
#1 Primary 351.92'
#2 Device 1
#3 Device 1
356.00'
357.50'
#4 Secondary 361.00'
24.000" Round RCP_Round 24
L= 100.0' RCP, sq.cut end projecting, Ke= 0.500
Inlet / Outlet Invert= 351.92' / 351.00' S= 0.0092 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 3.14 sf
3.000" Vert. Orifice/Grate C= 0.600
48.000" x 48.000" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
26.000' long x 10.000' 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=43.51 cfs @ 12.09 hrs HW=361.19' TW=0.00' (Dynamic Tailwater)
t1=RCP_Round 24 (Inlet Controls 43.51 cfs @ 13.85 fps)
12=Orifice/Grate (Passes < 0.53 cfs potential flow)
3=Orifice/Grate (Passes < 148.07 cfs potential flow)
Secondary OutFlow Max=5.53 cfs @ 12.09 hrs HW=361.19' TW=0.00' (Dynamic Tailwater)
t4=Broad-Crested Rectangular Weir(Weir Controls 5.53 cfs @ 1.10 fps)

HNR
Prepared by Stewart
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC
Type 11 24-hr 50-yr Rainfall=6.69"
Printed 12/21/2021
Page 65
230,
220,
210.
200=
190 ='
180`z
170=
160
150=
140
N 1304
• 120
3 110`
• 100=
a 90_
80=
70=
60
50'
40`
30=
= z 20
10-
0`
Pond 2P: BMP #1
Hyd rog raph
T T 1 1 T T r T T
L 1 L 1 1 1 1 L L 1 L
� T 1 1 T T 1 1 I— T T T
205.58 cf - 1 1 1 1 1 1 1 L 1 L
Ii1fk w ATea=22�.94©-ac'
P e-a k- EIov 3 6- 1-9'
4 —1 1 - 4 -4 1 1 - L 4 -4
▪ Sto rOge=17 -00+ - _cf
t -------1----1----+---T---1----1----1-------r---t---�
T
✓ T
r r T
r T
✓ r 1 1 1 r r t 1
L 1 L 1 1 L 1 1 L
10 20 30 40 50 60 70 80 90 100 110 120 130 140
Time (hours)
■ Inflow
In Outflow
❑ Primary
7. Secondary

HNR Type 11 24-hr 50-yr Rainfall=6.69"
Prepared by Stewart Printed 12/21/2021
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC Page 66
Time Inflow
(hours) (cfs)
0.00 0.00
3.00 0.00
6.00 0.74
9.00 2.61
12.00 171.60
15.00 4.51
18.00 2.70
21.00 1.87
24.00 1.65
27.00 0.00
30.00 0.00
33.00 0.00
36.00 0.00
39.00 0.00
42.00 0.00
45.00 0.00
48.00 0.00
51.00 0.00
54.00 0.00
57.00 0.00
60.00 0.00
63.00 0.00
66.00 0.00
69.00 0.00
72.00 0.00
75.00 0.00
78.00 0.00
81.00 0.00
84.00 0.00
87.00 0.00
90.00 0.00
93.00 0.00
96.00 0.00
99.00 0.00
102.00 0.00
105.00 0.00
108.00 0.00
111.00 0.00
114.00 0.00
117.00 0.00
120.00 0.00
123.00 0.00
126.00 0.00
129.00 0.00
132.00 0.00
135.00 0.00
138.00 0.00
141.00 0.00
144.00 0.00
Hydrograph for Pond 2P: BMP #1
Storage Elevation
(cubic -feet) (feet)
0 356.00
0 356.00
2,867
17,235
160,896
50,447
48,437
47,336
47,035
42,543
39,657
36,875
34,197
31,624
29,155
26,793
24,539
22,392
20,355
18,428
16,613
14,910
13,320
11,845
10,486
9,242
8,116
7,107
6,213
5,441
4,797
4,264
3,821
3,451
3,139
2,874
2,647
2,450
2,279
2,129
1,996
1,878
1,772
1,677
1,592
1,514
1,443
1,378
1,319
356.11
356.62
360.74
357.69
357.63
357.60
357.59
357.45
357.36
357.27
357.18
357.10
357.02
356.94
356.87
356.80
356.73
356.66
356.60
356.54
356.49
356.43
356.39
356.34
356.30
356.26
356.23
356.20
356.18
356.16
356.14
356.13
356.12
356.11
356.10
356.09
356.09
356.08
356.08
356.07
356.07
356.06
356.06
356.06
356.05
356.05
356.05
Outflow
(cfs)
0.00
0.00
0.02
0.17
42.30
4.79
2.82
1.90
1.68
0.27
0.26
0.25
0.24
0.23
0.22
0.21
0.20
0.19
0.18
0.17
0.16
0.15
0.14
0.13
0.12
0.11
0.10
0.09
0.08
0.07
0.05
0.04
0.04
0.03
0.03
0.02
0.02
0.02
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
Primary
(cfs)
0.00
0.00
0.02
0.17
42.30
4.79
2.82
1.90
1.68
0.27
0.26
0.25
0.24
0.23
0.22
0.21
0.20
0.19
0.18
0.17
0.16
0.15
0.14
0.13
0.12
0.11
0.10
0.09
0.08
0.07
0.05
0.04
0.04
0.03
0.03
0.02
0.02
0.02
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
Secondary
(cfs)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00

HNR Type 11 24-hr 50-yr Rainfall=6.69"
Prepared by Stewart Printed 12/21/2021
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC Page 67
Summary for Pond 0-1: Outfall 1
Inflow Area = 27.150 ac, 45.89% Impervious, Inflow Depth = 4.99" for 50-yr event
Inflow = 70.36 cfs @ 11.97 hrs, Volume= 11.301 af
Primary = 70.36 cfs @ 11.97 hrs, Volume= 11.301 af, Atten= 0%, Lag= 0.0 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-144.00 hrs, dt= 0.01 hrs
Pond 0-1: Outfall 1
Hyd rog raph
- 1 70.36 cfs
75?' _' I 0.36 cfs
70 l
65�
60
55
50='
445:-
3 40
a 35
30�
25:'
20
15
10�
5=
I faow-Area=27 1-50 -ac
H
L
—
1-
1
J H
10 20 30 40 50 60 70 80
Time (hours)
90
7
100
it
110
120
7
7
130
140
Inflow
❑ Primary

HNR Type 11 24-hr 50-yr Rainfall=6.69"
Prepared by Stewart Printed 12/21/2021
HydroCAD® 10.00-20 s/n 09358 © 2017 HydroCAD Software Solutions LLC Page 68
Hydrograph for Pond 0-1: Outfall 1
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 0.00
3.00 0.00 0.00
6.00 0.02 0.02
9.00 0.30 0.30
12.00 67.44 67.44
15.00 5.52 5.52
18.00 3.26 3.26
21.00 2.21 2.21
24.00 1.95 1.95
27.00 0.27 0.27
30.00 0.26 0.26
33.00 0.25 0.25
36.00 0.24 0.24
39.00 0.23 0.23
42.00 0.22 0.22
45.00 0.21 0.21
48.00 0.20 0.20
51.00 0.19 0.19
54.00 0.18 0.18
57.00 0.17 0.17
60.00 0.16 0.16
63.00 0.15 0.15
66.00 0.14 0.14
69.00 0.13 0.13
72.00 0.12 0.12
75.00 0.11 0.11
78.00 0.10 0.10
81.00 0.09 0.09
84.00 0.08 0.08
87.00 0.07 0.07
90.00 0.05 0.05
93.00 0.04 0.04
96.00 0.04 0.04
99.00 0.03 0.03
102.00 0.03 0.03
105.00 0.02 0.02
108.00 0.02 0.02
111.00 0.02 0.02
114.00 0.01 0.01
117.00 0.01 0.01
120.00 0.01 0.01
123.00 0.01 0.01
126.00 0.01 0.01
129.00 0.01 0.01
132.00 0.01 0.01
135.00 0.01 0.01
138.00 0.01 0.01
141.00 0.01 0.01
144.00 0.01 0.01

HNR Elementary School - Fuquay-Varina
Stewart Project No: L20040
Riprap Apron Nomographs
.42
STEWART

i
STEWART
Project
Project No.
RIPRAP OUTLET PROTECTION WORKSHEET
WCPSS E-44
L20040 - Greenway Crossing RR-1
Outlet flowrate 29.41 cfs
Pipe diameter 24 inches EQUIVALENT PIPE AREA
Outlet pipe slope 2.2 percent
Full flow velocity 9.4 ft/sec
Date 5-Oct-21
Designer RGB
Velocity (ft/sec)
25
Figure 8.06.b.1
20
15
10
2
3
one
4
5
Pipe diameter (ft)
6
7
e2
Zone 7
Zon
Zon
e5
e4
Zone 3
10
Zone from graph above = 2
Outlet pipe diameter 24 in.
Outlet flowrate 29.4 cfs
Outlet velocity 9.4 ft/sec
Material = Class B
Length = 12.0 ft.
Width = 6.0 ft.
Stone diameter = 6 in.
Thickness = 22 in.
Zone
Material
Diameter
Thickness
Length
Width
1
Class A
3
9
4 x D(o)
3 x D(o)
2
Class B
6
22
6 x D(o)
3 x D(o)
3
Class I
13
22
8 x D(o)
3 x D(o)
4
Class I
13
22
8 x D(o)
3 x D(o)
5
Class II
23
27
10 x D(o)
3 x D(o)
6
Class II
23
27
10 x D(o)
3 x D(o)
7
Special study required
Calculations based on NY DOT method - Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual
421 Fayetteville Street, Suite 400, Raleigh, NC 27601 Tel [phone] Fax [phone] www.stewart-eng.com

i
STEWART
Project
Project No.
Outlet ID
Outlet flowrate
Pipe diameter
Outlet pipe slope
Full flow velocity
RIPRAP OUTLET PROTECTION WORKSHEET
WCPSS E-44
L20040 RR-2
RR-2
35.66
24
33,3
11.4
cfs
inches EQUIVALENT PIPE AREA
percent
ft/sec
Date 10.05.2021
Designer RGB
Zone from graph above =
2
Outlet pipe diameter 24 in.
Outlet flowrate 35.7 cfs
Outlet velocity 11.4 ft/sec
Material = Class B
Length = 12.0 ft.
Width = 6.0 ft.
Stone diameter = 6 in.
Thickness = 22 in.
Zone
Material
Diameter
Thickness
Length
Width
1
Class A
3
9
4 x D(o)
3 x D(o)
2
Class B
6
22
6 x D(o)
3 x D(o)
3
Class I
13
22
8 x D(o)
3 x D(o)
4
Class I
13
22
8 x D(o)
3 x D(o)
5
Class II
23
27
10 x D(o)
3 x D(o)
6
Class II
23
27
10 x D(o)
3 x D(o)
7
Special study required
Calculations based on NY DOT method - Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual
421 Fayetteville Street, Suite 400, Raleigh, NC 27601 Tel [phone] Fax [phone] www.stewart-eng.com

i
STEWART
Project
Project No.
Outlet ID
RIPRAP OUTLET PROTECTION WORKSHEET
WCPSS E-44
L20040 RR-3
RR-3
Outlet flowrate 0.08 cfs
Pipe diameter 4 inches EQUIVALENT PIPE AREA
Outlet pipe slope 2 percent
Full flow velocity 0.9 ft/sec
Date 14-Dec-20
Designer HMH
Zone from graph above = 1
Outlet pipe diameter 4 in.
Outlet flowrate 0.1 cfs
Outlet velocity 0.9 ft/sec
Material = Class A
Length = 1.3 ft.
Width = 1.0 ft.
Stone diameter = 3 in.
Thickness = 9 in.
Zone
Material
Diameter
Thickness
Length
Width
1
Class A
3
9
4 x D(o)
3 x D(o)
2
Class B
6
22
6 x D(o)
3 x D(o)
3
Class I
13
22
8 x D(o)
3 x D(o)
4
Class I
13
22
8 x D(o)
3 x D(o)
5
Class II
23
27
10 x D(o)
3 x D(o)
6
Class II
23
27
10 x D(o)
3 x D(o)
7
Special study required
Calculations based on NY DOT method - Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual
421 Fayetteville Street, Suite 400, Raleigh, NC 27601 Tel [phone] Fax [phone] www.stewart-eng.com

i
STEWART
Project
Project No.
Outlet ID
RIPRAP OUTLET PROTECTION WORKSHEET
Hilltop Needmore
L20040
Temp. Const. Entrance Pipe Crossing - RR4
Outlet flowrate 1.93 cfs
Pipe diameter 15 inches EQUIVALENT PIPE AREA
Outlet pipe slope 0.5 percent
Full flow velocity 1.6 ft/sec
Date 14-Dec-20
Designer HMH
Zone from graph above = 1
Outlet pipe diameter 15 in.
Outlet flowrate 1.9 cfs
Outlet velocity 1.6 ft/sec
Material = Class A
Length = 5.0 ft.
Width = 3.8 ft.
Stone diameter = 3 in.
Thickness = 9 in.
Zone
Material
Diameter
Thickness
Length
Width
1
Class A
3
9
4 x D(o)
3 x D(o)
2
Class B
6
22
6 x D(o)
3 x D(o)
3
Class I
13
22
8 x D(o)
3 x D(o)
4
Class I
13
22
8 x D(o)
3 x D(o)
5
Class II
23
27
10 x D(o)
3 x D(o)
6
Class II
23
27
10 x D(o)
3 x D(o)
7
Special study required
Calculations based on NY DOT method - Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual
421 Fayetteville Street, Suite 400, Raleigh, NC 27601 Tel [phone] Fax [phone] www.stewart-eng.com

HNR Elementary School - Fuquay-Varina
Stewart Project No: L20040
Soils Maps
STEWART

Soil Map —Wake County, North Carolina
35° 37' 59" N
35° 37' 34" N
705110
704570 704660 704750 704840 704930 706020 706110
Map Scale: 1:3,830 if printed on A portrait (8.5" x 11") sheet.
N N( 0 100
■\ 0 1y0 31J 600 900
Mapprojedion: Web Mercator Conerwordinates: WGS84 Edge tics: UTM Zone 17N WGS84
200
Meters
330
Feet
35° 37' 59" N
35° 37'34"N
Uslr,\ Natural Resources Web Soil Survey
44. Conservation Service National Cooperative Soil Survey
12/20/2021
Page 1 of 3

Soil Map —Wake County, North Carolina
MAP LEGEND
Area of Interest (AOI)
p Area of Interest (AOI)
Soils
0
Soil Map Unit Polygons
Soil Map Unit Lines
© Soil Map Unit Points
Special Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
x
0
A_
0
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
Water Features
Streams and Canals
Transportation
- Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
MAP INFORMATION
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Wake County, North Carolina
Survey Area Data: Version 21, Sep 10, 2021
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Oct 19, 2019—Oct
28, 2019
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
usim Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
12/20/2021
Page 2 of 3

Soil Map —Wake County, North Carolina
Map Unit Legend
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
CfC
Cecil -Urban land complex, 2 to
10 percent slopes
0.7
1.1 %
DuB
Dothan -Urban land complex, 0
to 6 percent slopes
49.9
77.7%
RaA
Rains sandy loam, 0 to 2
percent slopes
12.0
18.7%
W
Water
0.6
1.0%
WeD
Wedowee sandy loam, 10 to
15 percent slopes
1.0
1.5%
Totals for Area of Interest
64.2
100.0%
son Natural Resources Web Soil Survey
0104 Conservation Service National Cooperative Soil Survey
12/20/2021
Page 3 of 3

HNR Elementary School - Fuquay-Varina
Stewart Project No: L20040
USGS Quad Map
STEWART

■
1000
NORTH

HNR Elementary School - Fuquay-Varina
Stewart Project No: L20040
FEMA FIRM Map
r m642
STEWART

STATE OF NORTH CAROLINA FIRM PANEL LOCATOR DIAGRAM
Town of Cary
8'a5'00"
LEGEND
DATUM INFORMATION
The projection used in the preparation of this map was the North Carolina
State Plane IFIPSZONE 3200). The horizontal datum was the North American
Datum of 1983, GRS80 ellipsoid. Differences in datum, ellipsoid. projection, or
Universal Transverse Mercator zones used In the production of FIRMS for adjacent
jurisdictions may result in slight positional differences in map features across
jurisdictional boundaries. These differences do not affect the accuracy of this
FIRM. All coordinates on this map are n U.S. Survey Feet. where
1 U.S. Survey Foot = 1200/3937 Meters.
Flood elevations on this map are referenced to the North American Vertical
Datum of 1988 (NAVD BB). These flood elevations must be compared to structure
and ground elevations referenced to the same vertical datum. An average
offset between NAVD 88 and the National Geodetic Vertical Datum of 1929
(NGVD 29)hes been computed for each North Carolina county. This offset was
then applied to the NGVD 29 flood elevations that were not revised during the
creation of this statewide format FIRM. The offsets for each county shown on
this FIRM panel are shown in the vertical datum offset table below. Where a
county boundary and a flooding source with unrevised NGVD 29 flood elevations
are incident, an individual offset has been calculated and applied during the
creation of this statewide format FIRM. See Section 6.1 of the accompanying
Flood Insurance Study report to obtain further information on the conversion
of elevations between NAVD 88 and NGVD 29. To obtain current elevation.
description, and/or location information for bench marks shown on this map.
please contact the North Carolina Geodetic Survey at the address shown below.
You may also contact the Information Services Branch of the National Geodetic.
Survey at [phone], or visit its website m www.ngs.noaa.gay.
North Carolina Geodetic Survey County Average Vertical Datum Offset Table
121 West Jones Street
Raleigh, NC 27601
(919)) 733-3836
www.nces.state.nc.us
County
Vertical Datum Of fast Ift)
Example: NAVD 9a - NGVD 29 • 1-0Ra)
All streams listed in the Flood hazard Otto Table below were studied by
detailed methods using field survey. Other flood hazard data shown on this
map may have been derived using either a coastal analysis or limited detailed
analysis. More information on the flooding sources studied by these
analyses is. contained In the Flood Insurance Study report.
FLOOD HAZARD DATA TABLE
Flood Olsolharge
Wel
Nnvl10can
wa liedu o BSI
Elevation
Floodm WNN )feed
the Cantor o15ttetim to
lE=c0hZtne%1 em o
Tobl E.t.a Wide!
BASIN 22.STREAM 6
008 760 NA
2711 160
MIDDLE CREEK (BASIN 22.STREAM 1)
2001
200.140
NA
265.6
1000
2016
201,500
NA
266.3
020
2035
203,540
NA
270.0
670
2041
204,130
NA
271.1
610
2060
205,000
NA
274.1
700
2070
207.000
NA
278.0
90D
2094
209,360
NA
280.1
840
2116
211.450
NA
282.7 700
Feat aeove m oat
JOINS PANEL
3945
682 500 FEET
NO CW FEET
2 070 000 FEET
370238 \
JOINS PANEL 0679
17.
TB eel 30 500 FEET
/2Eus LAKE RD
ZONE XN
ZONE X
ZONE AE
Wake County
Unincorporated Areas
370368
ZONE X
Town of Varina
Extraterritorial jurisdiction
270'_39
Town of Fuquay-Varina
Extraterritorial Jurisdiction
370239
4'
ZONE AE
ZONE X.
ZONE AE
ZONE AE
ZONE 4
Town of Fuquay-Varina'
Extraterritorial Jurisdiction
370239
ZONE 5
fown of
F,uquav- Vatina.
370239
2 072 500 FEET
1700
JOINS PANEL 061777
687 500 FEET
3648= sr
8
2
680 0w FEET
2 000 000 FEET
SPECIAL FLOOD HAZARD AREAS (SFHAs) SUBJECT TO
INUNDATION BY THE 1% ANNUAL CHANCE FLOOD
The 1 % annual chance flood (100-ye flood), also known as Me base flood, is Me flood
that has a % dance of being equaled or exceeded i n any given year. The Special
Flood Hazard Area is the area subject to flooding by the1% annual chance Flood. Areas
of special Flood Hazard Include Zones A, AE, AH, AO, AR, A99, V, and VE. The Base
Flood Elevation its the water -surface elevation of the 1% annual chance flood.
NE A No Base Flood Elevations determined.
ZONE AE Base Flood Elevations determined.
ZONE NI Flood depths of 1 to 3 feet (usually areas of ponding); Base Hood
Elevations determined.
ZONE AO Flood depths of 1 to 3 feet (usually sheet flow on sloping terrain);
average depths determined. For areof alluvial fan flzading, velarRes
also determined.
ZONE 02 Special Flood Hazard Area formerly protected from the 1% annual
dance flood by a flood control system that was subsequently
decertified. Zone AR indicates that the former flood c0ntr0) system Is
being restored to provide pro0ection from the 1% annual chance or
greater flood.
ZONE Age Area to be protected from 1% annual dame flood by a Federal
flood prm0Oion system under corebuolon, no Base Flood Elevations
determined.
ZONE YE Coastal flood zone with velocity hazard (wave action); Base Flood Elevations
determined.
FLOODWAY AREAS IN ZONE AE
The Floodway is the channel of a stream plus a1y ad1'aam floodplaain areas that must be
kept freed encoachmem that the 1% anti 1 dance flood n be carried wi0001
substantial lnoeases in flood heights.
OTHER FLOOD AREAS
ZONE X Areas of 0.2% annual dance flood; areas el bture conditions 1% annual
chance Howl; areas of 1% annual dance flood wiM average depths of les
than 1 foot or with drainage areas less than 1 square mile; and areas
protected by levees from 1% annual dance Rood.
OTHER AREAS
ZONE X Areas determined to be outside the 0.2% annual dance and future
conditions 1% annual chance floodplain.
ZONE 0 Areas In which flood hazards are undetermined, but possible.
1\\N
COASTAL BARRIER RESOURCES SYSTEM (CBRS) AREAS
OTHERWISE PROTECTED AREAS (OPAs)
MPS areas end OPAs are normally located Wolin or adjacent to Soaclal Rood Hazard Areas.
1% an nual dance floodplain boundary
0.2%annual chance floodplain boundary and future
conditions 1% annual chance floodplain boundary
Floodway boundary
Zone D Boundary
GB. and OPA boundary
Boundary dividing Special Flood Hazard Area Zones and
boundary dividing Special Flood Hazard Areas of different
Base Fbod Elevations, flood depths or flood ve1ntl0es.
513^-•— Base Flood Elevation line and value; elevation in feet"
Base
(EL 8B]1 Hood Elevation value where uniform within zoo ,
elevation In feet'
'Referenced to the North Amerlon Vertical Datum of 198E
Q I
8-
9l of 4zi6ea N32 30
1477 600 FEET
BM5510 %
BM5510
e M1.5
Curs section line
Tamest line
Da0aeof 1893d(NAD raenced to the North American
1000meter Universal Transverse Mercator grid ticks, zone 17
2500-faot aRnrd values: Z,^ Carolina Stare H0;e inordinate
sya[an IFIPSZONf 3200, Smte Plane NAD feet)
North Carolina Geodetic Survey bend mark(seeexplanation
In the Datum Infonmagon section of thisFIRM paean.
National Geodetic Survey bench mark (see explaation In
the Datum Information section of this FIRM panel).
River Mil:
GRID NORTH
MAP SCALE 1. a 500' (1 : 6,000)
cofEET
METERS
1.
NOTES TO USERS
This digital Flood Insurance Rate Map (FIRM) was produced through a unique
coopEmergency
paManagemershipent
t between
(FEMA). Theorth Statearf )na North and
CaroltnaFederal
has
gene ngment A
the costs as o long term approach T of floodplain management 160 0 decrease
the arils associated with Flooding. This 0 100005As demonstrated by the Scale's the
mimeo 04 map Carolina
areas a1 the local level. As a part of 1Sthis ettorL the
State of North Carolina has joinedin i a CoopgitaliFI Technical Slate agreement
with FEMA to produce and maintain this digital FIRM.
www.ncfloodmaps.com
This map is for use in administering the National Flood Insurance Program. It does not
nacessariN Identify all areas subject to flooding, particularly from local drainage sources
of small size. The unity map repository should be consulted for possible
updated or additional flood hazard information.
To obtain more detailed information in where Base Flood Elevations (BFEs)
and/or fl5odways have been determined, 0sers arencouraged to consult the Flood
Profiles. Floodway Data. Limited Detailed Flood Hazard Data, and/or Summary of Stillwater
Elevations tables contained within the Hood Insurance Study (EIS) report that accompanies
this FIRM. Users should be aware that BFEs shown on the FIRM represent rounded
whole -foot elevations. These BFEs are intended for flood insurance rating purposes
only and should not be used as the sole source of flood eevation information. Accordingly.
flood elevation data presented in the FIS report should be utilized in conjunction with
the FIRM for purposes of construction and/or floodplain management -
Boundaries of regulatory iloodways shown on the FIRM for flooding sources studied
by detailed methods were computed at cross sections and interpolated between cross
sections. The floodways were based on hydraulic considerations with regard to requirements
of the National Flood Insurance Program. Floodway widths and other pertinent Floodway
data for flooding sources studied by detailed methods as well as non-00droechssnt widths
for flooding sources studied by limited detailed methods are provided in the FIS report
for this jurisdiction. The FIS report also provides instructions for determining a iloodway
using non -encroachment widths for flooding sources studied by limbed detailed methods.
Certain areas not in Special Flood Hazard Areas may be protected by Thad control
etructurae. Refer to Section 4.4 "Flood Protection Measures" of the Flood Insurance
Study report for information on flood control structures in this jurisdiction.
Base map information and geospetial data used to develop this FIRM were Obtained from
various organizations, including the participating local communiMiesl, state and federal
agencies. and/or other sources. The primary base for this FIRM is aerial imagery acquired by
Wake County. The time period of collection for the imagery is 1999. Information and
geospatial data supplied by the localcommunitytiesl that met FEMA base map specifications
were considered the preferred source for development of the base map. See geospatial
metadata for the associated digital FIRM for additional information about base map
preparation.
Base map features shown on this map, such as corporate 1Lita. are based on the
most up-to-date data available at the time of publication. Changes in the corporate
limits sty have occurred since this map was published. Map users should
consult the appropriate co unity official or website to verify current conditions of
jurisdictional boundaries and base map features. This map may contain roads that were
not considered in the hydraulic analysis of streams where no new hydraulic model was
created during the production of this statewide format FIRM.
This map reflects more detailed and up-to-date etreaa channel configurations than
those shown on the previous FIRM for this jurisdiction. The floodpleins and floodways
that were transferred from the previous FIRM may have been adjusted to conform to
these new stream channel configurations. Asa result, the Flood Profiles and Floodway
Data tables In the Flood Insurance Study report (which contains authoritative hydraulic
data) may reflect stream channel distances that differ from what is shown on this map.
Please refer to the separately primed Nap Index for an overview map of the county
showing the layout of map panels, community map repository addresses, and a Usting of
Communities table containing National Rood Insurance Program dates for each community
as well as a listing of the panels on which each community Is located.
If you have questions about this map, or questions concerning the National Flood
Insurance Program In general, please call l-B77-FFJA IMPD-877336-2627) or visit vie
FEMA website at www.feme.gov.
An accompanying Flood Insurance Study report, Letter of Map Revision (LOMR) or Letter
of Map Amendment (LOMA) revising portions of this panel, and digital versions of this
RRM may be available. Visit the North Carolina Floadplain Napping Progrn website
et www.ncfloodmaps com or contact the FEMA Nap Service Center et 1-800358-9616
for information on all related products associated with this FIRM. The FEMA Map Service
Center may also be reached by Fax at1-800358-9620 and its website et wwuv,msc.fema.gov.
REPOSITORYMAP Reform hadnp of Map Repositories on Map Ind a orwhit www.ncfloodmaps.com.
EFFECT. DATE OF FLOOD INSURANCE RATE MAP PANEL
MAY 2.2005
EFFECTNE DATE1510F REM51ONI5(TO THIS PANEL
For community map revision history priort0 sMteuide mapping refer to the Community Map
History table located in the Flood Insurance Study report for this jurisdiction.
To determine if flood insurance is available In this community, contact your insurance agent, the
North Carolina DWeion of Emergency Management or the National Flood Insurance Program atthe
following phone numbers or we6Mtes:
NC Division of Ememgeocy Management National Flood Ira Program
(9191715-0000 .nccnmewrNd.org/nfip 1-000.638-6620 wvnv.fema.M,dnfip
NlrFd�][
pA
o
CD
a
wor
Buda.
0 PI
CD
I1
InEE
50
PANEL 0678d
FIRM
FLOOD INSURANCE RATE MAP
NORTH CAROLINA
PANEL 0678
(SEE LOCATOR DIAGRAM 0R MAP INDEX FOR RR
PANEL IATOUD
CONTAINS:
COMMUNITY
.1e0 TOWN OF
NOUAY-VARINATONN OF
WAKE COUNTY
CID No. PANEL SUFFIX
should ee wu tin 0002, ep50m30,vi an6rtil2W
EFFECTIVE DATE
MAY 2, 2006
MAP NUMBER
37200678001
State of North Carolina
Federal Emergency Management Agency)

HNR Elementary School - Fuquay-Varina
Stewart Project No: L20040
Copy of Preliminary
Jurisdictional Determination
.42
STEWART

WETLAND DETERMINATION DATA FORM — Atlantic and Gulf Coastal Plain Region
Project/Site: E-44 Site City/County: Wake Co Sampling Date: 9/17/20
Applicant/Owner: Wake County
Investigator(s): A. Aycrigg
State: NC Sampling Point: DP2 Up
Section, Township, Range:
Landform (hillslope, terrace, etc.): Local relief (concave, convex, none): Slope (%):
Subregion (LRR or MLRA):
Soil Map Unit Name: NWI classification:
Are climatic / hydrologic conditions on the site typical for this time of year? Yes ✓ No (If no, explain in Remarks.)
Are Vegetation , Soil , or Hydrology significantly disturbed? Are "Normal Circumstances" present? Yes i No
Are Vegetation Soil or Hydrology naturally problematic? (If needed, explain any answers in Remarks.)
Lat: 35.630405 Long: -78.737044
Datum:
SUMMARY OF FINDINGS — Attach site map showing sampling point locations, transects, important features, etc.
Hydrophytic Vegetation Present? Yes ✓ No
Hydric Soil Present? Yes No ✓
Wetland Hydrology Present? Yes No ✓
Is the Sampled Area
within a Wetland?
Yes
No
Remarks:
HYDROLOGY
Wetland Hydrology Indicators:
Primary Indicators (minimum of one is required; check all that apply)
Secondary Indicators (minimum of two required)
Surface Soil Cracks
(B6)
Concave Surface (B8)
(B10)
(B16)
Table (C2)
(C8)
on Aerial Imagery (C9)
(D2)
(D3)
(D5)
(D8) (LRR T, U)
Surface Water (A1) Aquatic Fauna (B13) Sparsely Vegetated
High Water Table (A2) Marl Deposits (B15) (LRR U) _ Drainage Patterns
Saturation (A3) Hydrogen Sulfide Odor (C1) Moss Trim Lines
Water Marks (B1) Oxidized Rhizospheres along Living Roots (C3) _ Dry -Season Water
Sediment Deposits (B2) Presence of Reduced Iron (C4) _ Crayfish Burrows
Drift Deposits (B3) _ Recent Iron Reduction in Tilled Soils (C6) _ Saturation Visible
Algal Mat or Crust (B4) _ Thin Muck Surface (C7) _ Geomorphic Position
Iron Deposits (B5) _ Other (Explain in Remarks) ` Shallow Aquitard
Inundation Visible on Aerial Imagery (B7) _ FAC-Neutral Test
Water -Stained Leaves (B9) _ Sphagnum moss
Field Observations:
Surface Water Present? Yes No ✓ Depth (inches):
Wetland Hydrology Present?
Yes No
Water Table Present? Yes No ✓ Depth (inches):
Saturation Present? Yes No 1 Depth (inches):
(includes capillary fringe)
Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspec ions), if available:
Remarks:
US Army Corps of Engineers
Atlantic and Gulf Coastal Plain Region — Version 2.0

VEGETATION (Five Strata) - Use scientific names of plants.
Sampling Point: DP2 Up
Tree Stratum (Plot size:
1.
2.
3.
4.
5.
6.
n/a
Sapling Stratum (Plot size:
1.
2.
3.
4.
5.
6.
n/a
50% of total cover:
Absolute Dominant Indicator
% Cover Species? Status
0
Shrub Stratum (Plot size:
1.
2.
3.
4.
5.
6.
n/a
50% of total cover:
= Total Cover
20% of total cover: 10
0
50% of total cover:
Herb Stratum (Plot size: 10
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
Panicum spp.
= Total Cover
20% of total cover:
0
Polygonum hydropiperoides
Juncus spp.
Woody Vine Stratum (Plot size:
1. n/a
2.
3.
4.
5.
80
= Total Cover
20% of total cover:
20
20
120
Yes
No
No
FAC
OBL
FAC
= Total Cover
50% of total cover: 60 20% of total cover: 24
50% of total cover:
0
= Total Cover
20% of total cover: 1
Dominance Test worksheet:
Number of Dominant Species
That Are OBL, FACW, or FAC: 1 (A)
Total Number of Dominant
Species Across All Strata: 1 (B)
Percent of Dominant Species
That Are OBL, FACW, or FAC: 100 (A/B)
Prevalence Index worksheet:
Total % Cover of:
Multiply by:
OBL species x 1 =
FACW species x 2 =
FAC species x 3 =
FACU species x 4 =
UPL species x 5 =
Column Totals: 0 (A) 0
Prevalence Index = B/A =
(B)
Hydrophytic Vegetation Indicators:
❑ 1 - Rapid Test for Hydrophytic Vegetation
❑✓ 2 - Dominance Test is >50%
❑ 3 - Prevalence Index is <_3.0'
❑ Problematic Hydrophytic Vegetation' (Explain)
'Indicators of hydric soil and wetland hydrology must
be present, unless disturbed or problematic.
Definitions of Five Vegetation Strata:
Tree - Woody plants, excluding woody vines,
approximately 20 ft (6 m) or more in height and 3 in.
(7.6 cm) or larger in diameter at breast height (DBH).
Sapling - Woody plants, excluding woody vines,
approximately 20 ft (6 m) or more in height and less
than 3 in. (7.6 cm) DBH.
Shrub - Woody plants, excluding woody vines,
approximately 3 to 20 ft (1 to 6 m) in height.
Herb - All herbaceous (non -woody) plants, including
herbaceous vines, regardless of size, and woody
plants, except woody vines, less than approximately
3 ft (1 m) in height.
Woody vine - All woody vines, regardless of height.
Hydrophytic
Vegetation
Present?
Yes
Remarks: (If observed, list morphological adaptations below).
US Army Corps of Engineers
Atlantic and Gulf Coastal Plain Region - Version 2.0

SOIL
Sampling Point: DP2 Up
Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.)
Depth Matrix
(inches) Color (moist)
0-6 10 Y/R 5/6
6-8 10 Y/R 6/4
8-12 10 Y/R 7/3
0,6
Redox Features
Color (moist) % Type' Loc2
'Type: C=Concentration, D=Depletion, RM=Reduced Matrix, MS=Masked Sand Grains.
Hydric Soil Indicators: (Applicable to all LRRs, unless otherwise noted.)
Histosol (A1)
Histic Epipedon (A2)
Black Histic (A3)
Hydrogen Sulfide (A4)
Stratified Layers (A5)
Organic Bodies (A6) (LRR P, T, U)
5 cm Mucky Mineral (A7) (LRR P, T, U)
Muck Presence (A8) (LRR U)
1 cm Muck (A9) (LRR P, T)
Depleted Below Dark Surface (A11)
Thick Dark Surface (Al2)
Coast Prairie Redox (A16) (MLRA 150A)
Sandy Mucky Mineral (S1) (LRR 0, S)
Sandy Gleyed Matrix (S4)
Sandy Redox (S5)
Stripped Matrix (S6)
Dark Surface (S7) (LRR P, S, T, U)
Texture Remarks
SL
SL
SCL
Polyvalue Below Surface (S8) (LRR S, T, U)
Thin Dark Surface (S9) (LRR S, T, U)
Loamy Mucky Mineral (F1) (LRR O)
Loamy Gleyed Matrix (F2)
Depleted Matrix (F3)
Redox Dark Surface (F6)
Depleted Dark Surface (F7)
Redox Depressions (F8)
Marl (F10) (LRR U)
Depleted Ochric (F11) (MLRA 151)
Iron -Manganese Masses (F12) (LRR O, P, T)
Umbric Surface (F13) (LRR P, T, U)
Delta Ochric (F17) (MLRA 151)
Reduced Vertic (F18) (MLRA 150A, 150B)
Piedmont Floodplain Soils (F19) (MLRA 149A)
Anomalous Bright Loamy Soils (F20) (MLRA 149A, 153C, 153D)
low chroma mottles appear to be due to parent matenal
2Location: PL=Pore Lining, M=Matrix.
Indicators for Problematic Hydric Soils3:
_ 1 cm Muck (A9) (LRR 0)
_ 2 cm Muck (A10) (LRR S)
Reduced Vertic (F18) (outside MLRA 150A,B)
Piedmont Floodplain Soils (F19) (LRR P, S, T)
_ Anomalous Bright Loamy Soils (F20)
(MLRA 153B)
Red Parent Material (TF2)
Very Shallow Dark Surface (TF12)
Other (Explain in Remarks)
3lndicators of hydrophytic vegetation and
wetland hydrology must be present,
unless disturbed or problematic.
Restrictive Layer (if observed):
Type:
Depth (inches):
Hydric Soil Present? Yes
No
Remarks:
US Army Corps of Engineers
Atlantic and Gulf Coastal Plain Region — Version 2.0

�~~~� E-44 Rev iewArea
~~~~~Stroann
I Wetlands
1 inch =200feet

Legend
�~~~� E-44 Rev iewArea
-----Stroann
1 inch = 6O feet

HNR Elementary School - Fuquay-Varina
Stewart Project No: L20040
PRE DEVELOPMENT DRAINAGE
AREA MAP
STEWART

NOT FOR CONSTRUCTION
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TIME OF CONC. = 11 MIN
IMPERVIOUS AREA = 1.04 Ac
SHALLOW CONCENTRATED FLOW <
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SHALLOW CONCENTRATED FLOW
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GRASS WETLAND
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WETTED PERIMETER = 6.28 FT
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DESCRIPTION
LIMITS OF DISTURBANCE
SILT FENCE
TREE PROTECTION
DIVERSION DITCH
100 YR FLOOD ELEV.
DETAIL
REFERENCE
N/A
N/A
BLOCK & GRAVEL INLET PROTECTION 1/C9.12
SILT FENCE AND WIRE INLET PROTECTION 8/C9.11
HORSE SHOE INLET PROTECTION 7/C9.11
SILT FENCE OUTLET
CHECK DAM
RIPRAP DISSIPATER
N/A
TEMPORARY CONSTRUCTION ENTRANCE 1/C9.10
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH NORTH
CAROLINA EROSION CONTROL SPECIFICATIONS
•
40 80
SCALE: 1" = 80'
•
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NORTH
NOT FOR CONSTRUCTION
LITTLE
DIVERSIFIED ARCHITECTURAL CONSULTING
This draw* and the design shown are the
propeay of Little Diversified Architectural
Consulting. The reproduction, copying or other
use of this drawing without their written consent
is prohibited and any zOingement will be subject
to legal action.
RELIMINAI
NOT FOR
NSTRUCTI
NOT FOR CONSTRUCTION
Site Plan
Issue Date 2021.12.17
NO.
REASON
DATE
PRINCIPAL IN CHARGE
Jerry Guerrier
PROJECT MANAGER
KS, RL
DESIGN TEAM
ML, EM, RB, HH
HILLTOP NEEDMORE ROAD
ELEMENTARY SCHOOL
WCPSS# 862-520
RONNE STOTT, SENIOR PM
5141301400
PRE -DEVELOPMENT
SCM DRAINAGE AREA
MAP
SW2

HNR Elementary School - Fuquay-Varina
Stewart Project No: L20040
POST DEVELOPMENT DRAINAGE
AREA MAP
STEWART

NOT FOR CONSTRUCTION
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TRAV 14704
N: 685,093.2224
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24" RCP
SANITARY M
FORCE MAIN
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15" RCP
•
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49' LE
N: 684,
EL.
18" RCP
El
15" RCP
15" RCP
15" RCP
4" PVC
4" PVC
3
LDINIG-
FE: 376.50
BYPASS AREA 4
DRAINAGE AREA 1
(DA1) = 17.57 Ac
IMPERVIOUS AREA = 8.46 Ac
•
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NOT FOR CONSTRUCTION
LITTLE
DIVERSIFIED ARCHITECTURAL CONSULTING
This drawing and the design shown are the
propegy of Little Diversfied Architectural
Consulting. The reproduction, copying or other
use of this drawing without their written consent
is prohibited and agy infringement will be subject
to legal action.
RELIMINR
NOT FOR
NSTRUCTI
NOT FOR CONSTRUCTION
Site Plan
Issue Date 2021.12.17
NO.
REASON
DATE
PRINCIPAL IN CHARGE
Jerry Guerrier
PROJECT MANAGER
KS, RL
DESIGN TEAM
ML, EM, RB, HH
HILLTOP NEEDMORE ROAD
ELEMENTARY SCHOOL
WCPSS# 862-520
RONNE STOTT, SENIOR PM
5141301400
POST -DEVELOPMENT SCM
DRAINAGE AREA MAP

HNR Elementary School - Fuquay-Varina
Stewart Project No: L20040
STORM DRAINAGE INLET AREA
MAP
STEWART

LOCATION
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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:
Project Code: 2023-0022074
Project Name: Hilltop Needmore Road Elementary School
December 06, 2022
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 enclosed species list 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.). If your project area
contains suitable habitat for any of the federally -listed species on this species list, the proposed
action has the potential to adversely affect those species. If suitable habitat is present, surveys
should be conducted to determine the species' presence or absence within the project area. The
use of this species list and/or North Carolina Natural Heritage program data should not be
substituted for actual field surveys.
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.
The purpose of the Act is to provide a means whereby threatened and endangered species and the
ecosystems upon which they depend may be conserved. Under sections 7(a)(1) and 7(a)(2) of the
Act and its implementing regulations (50 CFR 402 et seq.), Federal agencies are required to
utilize their authorities to carry out programs for the conservation of threatened and endangered

12/06/2022 2
species and to determine whether projects may affect threatened and endangered species and/or
designated critical habitat.
A Biological Assessment is required for construction projects (or other undertakings having
similar physical impacts) that are major Federal actions significantly affecting the quality of the
human environment as defined in the National Environmental Policy Act (42 U.S.C. 4332(2)
(c)). For projects other than major construction activities, the Service suggests that a biological
evaluation similar to a Biological Assessment be prepared to determine whether the project may
affect listed or proposed species and/or designated or proposed critical habitat. Recommended
contents of a Biological Assessment are described at 50 CFR 402.12.
If a Federal agency determines, based on the Biological Assessment or biological evaluation, that
listed species and/or designated critical habitat may be affected by the proposed project, the
agency is required to consult with the Service pursuant to 50 CFR 402. In addition, the Service
recommends that candidate species, proposed species and proposed critical habitat be addressed
within the consultation. More information on the regulations and procedures for section 7
consultation, including the role of permit or license applicants, can be found in the "Endangered
Species Consultation Handbook" at:
http://www.fws.gov/endangered/esa-library/pdf/TOC-GLOS.PDF
Migratory Birds: In addition to responsibilities to protect threatened and endangered species
under the Endangered Species Act (ESA), there are additional responsibilities under the
Migratory Bird Treaty Act (MBTA) and the Bald and Golden Eagle Protection Act (BGEPA) to
protect native birds from project -related impacts. Any activity, intentional or unintentional,
resulting in take of migratory birds, including eagles, is prohibited unless otherwise permitted by
the U.S. Fish and Wildlife Service (50 C.F.R. Sec. 10.12 and 16 U.S.C. Sec. 668(a)). For more
information regarding these Acts see https://www.fws.gov/birds/policies-and-regulations.php.
The MBTA has no provision for allowing take of migratory birds that may be unintentionally
killed or injured by otherwise lawful activities. It is the responsibility of the project proponent to
comply with these Acts by identifying potential impacts to migratory birds and eagles within
applicable NEPA documents (when there is a federal nexus) or a Bird/Eagle Conservation Plan
(when there is no federal nexus). Proponents should implement conservation measures to avoid
or minimize the production of project -related stressors or minimize the exposure of birds and
their resources to the project -related stressors. For more information on avian stressors and
recommended conservation measures see https://www.fws.gov/birds/bird-enthusiasts/threats-to-
birds.php.
In addition to MBTA and BGEPA, Executive Order 13186: Responsibilities of Federal Agencies
to Protect Migratory Birds, obligates all Federal agencies that engage in or authorize activities
that might affect migratory birds, to minimize those effects and encourage conservation measures
that will improve bird populations. Executive Order 13186 provides for the protection of both
migratory birds and migratory bird habitat. For information regarding the implementation of
Executive Order 13186, please visit https://www.fws.gov/birds/policies-and-regulations/
executive-orders/e0-13186.php.

12/06/2022 3
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 Code in the header of
this letter with any request for consultation or correspondence about your project that you submit
to our office.
Attachment(s):
• Official Species List
• Migratory Birds

12/06/2022 1
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]

12/06/2022
Project Summary
Project Code: 2023-0022074
Project Name: Hilltop Needmore Road Elementary School
Project Type: Commercial Development
Project Description: The project includes the development of an approximately 1.96 acre
elementary school and supporting site infrastructure including parking,
drives, sidewalks, play area, and underground utilities.
Project Location:
Approximate location of the project can be viewed in Google Maps: https://
www.google.com/maps/@35.62960505,-78.73764530884358,14z
Counties: Wake County, North Carolina

12/06/2022
Endangered Species Act Species
There is a total of 9 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
Fisheriesl, 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.
1. 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.
Mammals
NAME
STATUS
Tricolored Bat Perimyotis subflavus Proposed
No critical habitat has been designated for this species. Endangered
Species profile: https://ecos.fws.gov/ecp/species/10515
Birds
NAME
Red -cockaded Woodpecker Picoides borealis
No critical habitat has been designated for this species.
Species profile: https://ecos.fws.gov/ecp/species/7614
Amphibians
NAME
STATUS
Neuse River Waterdog Necturus lewisi
There is final critical habitat for this species. Your location does not overlap the critical habitat.
Species profile: https://ecos.fws.gov/ecp/species/6772
Fishes
NAME
Endangered
STATUS
Threatened
STATUS
Carolina Madtom Noturus furiosus
There is final critical habitat for this species. Your location does not overlap the critical habitat.
Species profile: https://ecos.fws.gov/ecp/species/528
Endangered

12/06/2022 4
Clams
NAME
STATUS
Atlantic Pigtoe Fusconaia masoni
There is final critical habitat for this species. Your location does not overlap the critical habitat.
Species profile: https://ecos.fws.gov/ecp/species/5164
Dwarf Wedgemussel Alasmidonta heterodon
No critical habitat has been designated for this species.
Species profile: https://ecos.fws.gov/ecp/species/784
Yellow Lance Elliptio lanceolata
There is final critical habitat for this species. Your location does not overlap the critical habitat.
Species profile: https://ecos.fws.gov/ecp/species/4511
Threatened
Endangered
Threatened
Insects
NAME STATUS
Monarch Butterfly Danaus plexippus Candidate
No critical habitat has been designated for this species.
Species profile: https://ecos.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://ecos.fws.gov/ecp/species/5217
Critical habitats
THERE ARE NO CRITICAL HABITATS WITHIN YOUR PROJECT AREA UNDER THIS OFFICE'S
JURISDICTION.

12/06/2022 1
Migratory Birds
Certain birds are protected under the Migratory Bird Treaty Actl and the Bald and Golden Eagle
Protection Act2.
Any person or organization who plans or conducts activities that may result in impacts to
migratory birds, eagles, and their habitats should follow appropriate regulations and consider
implementing appropriate conservation measures, as described below.
1. The Migratory Birds Treaty Act of 1918.
2. The Bald and Golden Eagle Protection Act of 1940.
3. 50 C.F.R. Sec. 10.12 and 16 U.S.C. Sec. 668(a)
The birds listed below are birds of particular concern either because they occur on the
USFWS Birds of Conservation Concern (BCC) list or warrant special attention in your
project location. To learn more about the levels of concern for birds on your list and how this
list is generated, see the FAQ below. This is not a list of every bird you may find in this location,
nor a guarantee that every bird on this list will be found in your project area. To see exact
locations of where birders and the general public have sighted birds in and around your project
area, visit the E-bird data mapping tool (Tip: enter your location, desired date range and a species
on your list). For projects that occur off the Atlantic Coast, additional maps and models detailing
the relative occurrence and abundance of bird species on your list are available. Links to
additional information about Atlantic Coast birds, and other important information about your
migratory bird list, including how to properly interpret and use your migratory bird report, can be
found below.
For guidance on when to schedule activities or implement avoidance and minimization measures
to reduce impacts to migratory birds on your list, click on the PROBABILITY OF PRESENCE
SUMMARY at the top of your list to see when these birds are most likely to be present and
breeding in your project area.
NAME
American Kestrel Falco sparverius paulus
This is a Bird of Conservation Concern (BCC) only in particular Bird Conservation Regions
(BCRs) in the continental USA
https://ecos.fws.gov/ecp/species/9587
Bald Eagle Haliaeetus leucocephalus
This is not a Bird of Conservation Concern (BCC) in this area, but warrants attention
because of the Eagle Act or for potential susceptibilities in offshore areas from certain types
of development or activities.
BREEDING
SEASON
Breeds Apr 1 to
Aug 31
Breeds Sep 1 to
Jul 31

12/06/2022 2
NAME
Brown -headed Nuthatch Sitta pusilla
This is a Bird of Conservation Concern (BCC) only in particular Bird Conservation Regions
(BCRs) in the continental USA
Chimney Swift Chaetura pelagica
This is a Bird of Conservation Concern (BCC) throughout its range in the continental USA
and Alaska.
Kentucky Warbler Oporornis formosus
This is a Bird of Conservation Concern (BCC) throughout its range in the continental USA
and Alaska.
Prairie Warbler Dendroica discolor
This is a Bird of Conservation Concern (BCC) throughout its range in the continental USA
and Alaska.
Prothonotary Warbler Protonotaria citrea
This is a Bird of Conservation Concern (BCC) throughout its range in the continental USA
and Alaska.
Red-headed Woodpecker Melanerpes erythrocephalus
This is a Bird of Conservation Concern (BCC) throughout its range in the continental USA
and Alaska.
Rusty Blackbird Euphagus carolinus
This is a Bird of Conservation Concern (BCC) only in particular Bird Conservation Regions
(BCRs) in the continental USA
Wood Thrush Hylocichla mustelina
This is a Bird of Conservation Concern (BCC) throughout its range in the continental USA
and Alaska.
BREEDING
SEASON
Breeds Mar 1 to
Jul 15
Breeds Mar 15
to Aug 25
Breeds Apr 20
to Aug 20
Breeds May 1 to
Jul 31
Breeds Apr 1 to
Jul 31
Breeds May 10
to Sep 10
Breeds
elsewhere
Breeds May 10
to Aug 31
Probability Of Presence Summary
The graphs below provide our best understanding of when birds of concern are most likely to be
present in your project area. This information can be used to tailor and schedule your project
activities to avoid or minimize impacts to birds. Please make sure you read and understand the
FAQ "Proper Interpretation and Use of Your Migratory Bird Report" before using or attempting
to interpret this report.
Probability of Presence (■)
Each green bar represents the bird's relative probability of presence in the 10km grid cell(s) your
project overlaps during a particular week of the year. (A year is represented as 12 4-week
months.) A taller bar indicates a higher probability of species presence. The survey effort (see
below) can be used to establish a level of confidence in the presence score. One can have higher
confidence in the presence score if the corresponding survey effort is also high.

12/06/2022 3
How is the probability of presence score calculated? The calculation is done in three steps:
1. The probability of presence for each week is calculated as the number of survey events in
the week where the species was detected divided by the total number of survey events for
that week. For example, if in week 12 there were 20 survey events and the Spotted Towhee
was found in 5 of them, the probability of presence of the Spotted Towhee in week 12 is
0.25.
2. To properly present the pattern of presence across the year, the relative probability of
presence is calculated. This is the probability of presence divided by the maximum
probability of presence across all weeks. For example, imagine the probability of presence
in week 20 for the Spotted Towhee is 0.05, and that the probability of presence at week 12
(0.25) is the maximum of any week of the year. The relative probability of presence on
week 12 is 0.25/0.25 = 1; at week 20 it is 0.05/0.25 = 0.2.
3. The relative probability of presence calculated in the previous step undergoes a statistical
conversion so that all possible values fall between 0 and 10, inclusive. This is the
probability of presence score.
Breeding Season ( )
Yellow bars denote a very liberal estimate of the time -frame inside which the bird breeds across
its entire range. If there are no yellow bars shown for a bird, it does not breed in your project
area.
Survey Effort (I)
Vertical black lines superimposed on probability of presence bars indicate the number of surveys
performed for that species in the 10km grid cell(s) your project area overlaps. The number of
surveys is expressed as a range, for example, 33 to 64 surveys.
No Data (—)
A week is marked as having no data if there were no survey events for that week.
Survey Timeframe
Surveys from only the last 10 years are used in order to ensure delivery of currently relevant
information. The exception to this is areas off the Atlantic coast, where bird returns are based on
all years of available data, since data in these areas is currently much more sparse.
probability of presence breeding season 1 survey effort — no data
SPECIES JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC
American Kestrel
BCC - BCR
Bald Eagle
Non -BCC
Vulnerable
++++1111111114111111111111 1 1 1 1 1 1 1 1 I -I-++ +,++ ++ I I I 1 ++
1111 1111 1111 1111 1I11 1111 III IIII 1111 IIII III 1111

12/06/2022 4
Brown -headed
Nuthatch
BCC - BCR
Chimney Swift
BCC Rangewide
(CON)
Kentucky Warbler
BCC Rangewide
(CON)
Prairie Warbler
BCC Rangewide
(CON)
Prothonotary
Warbler
BCC Rangewide
(CON)
Red-headed
Woodpecker
BCC Rangewide
(CON)
Rusty Blackbird
BCC - BCR
Wood Thrush
BCC Rangewide
(CON)
■■ ■i ll11 III III III ■m■o nn mi n■um
IIII 1III iiii iIIi IIii iiii 1 H 1_�i
++++ ++++ ++++ -I I I 1 I I I I I I I I 1 1 1 1 I I I I 11 1+++++ ++++ ++++
++++ ++++ ++++ +++I 1 1 1 1 1 1 1 1 1 1 11 I+++ ++++ ++++ ++++ ++++
++++ ++++ ++++ I I I I I I I 1 1 ++ ++++ ++++ ++++ ++++
++++ +I++ ++++ +A+ -1 I + ++++ ++++ ++_H_ ++++ ++++ ++1+ ++++
++++ ++++ ++++ ++1 1 I I 1-+++ ++++ ++++ ++++
Additional information can be found using the following links:
• Birds of Conservation Concern https://www.fws.gov/program/migratory-birds/species
• Measures for avoiding and minimizing impacts to birds https://www.fws.gov/library/
collections/avoiding-and-minimizing-incidental-take-migratory-birds
• Nationwide conservation measures for birds https://www.fws.gov/sites/default/files/
documents/nationwide-standard-conservation-measures.pdf
Migratory Birds FAQ
Tell me more about conservation measures I can implement to avoid or minimize impacts
to migratory birds.
Nationwide Conservation Measures describes measures that can help avoid and minimize
impacts to all birds at any location year round. Implementation of these measures is particularly
important when birds are most likely to occur in the project area. When birds may be breeding in
the area, identifying the locations of any active nests and avoiding their destruction is a very
helpful impact minimization measure. To see when birds are most likely to occur and be breeding
in your project area, view the Probability of Presence Summary. Additional measures or permits
may be advisable depending on the type of activity you are conducting and the type of
infrastructure or bird species present on your project site.

12/06/2022
What does IPaC use to generate the list of migratory birds that potentially occur in my
specified location?
The Migratory Bird Resource List is comprised of USFWS Birds of Conservation Concern
(BCC) and other species that may warrant special attention in your project location.
The migratory bird list generated for your project is derived from data provided by the Avian
Knowledge Network (AKN). The AKN data is based on a growing collection of survey, banding,
and citizen science datasets and is queried and filtered to return a list of those birds reported as
occurring in the 10km grid cell(s) which your project intersects, and that have been identified as
warranting special attention because they are a BCC species in that area, an eagle (Eagle Act
requirements may apply), or a species that has a particular vulnerability to offshore activities or
development.
Again, the Migratory Bird Resource list includes only a subset of birds that may occur in your
project area. It is not representative of all birds that may occur in your project area. To get a list
of all birds potentially present in your project area, please visit the Rapid Avian Information
Locator (RAIL) Tool.
What does IPaC use to generate the probability of presence graphs for the migratory birds
potentially occurring in my specified location?
The probability of presence graphs associated with your migratory bird list are based on data
provided by the Avian Knowledge Network (AKN). This data is derived from a growing
collection of survey, banding, and citizen science datasets.
Probability of presence data is continuously being updated as new and better information
becomes available. To learn more about how the probability of presence graphs are produced and
how to interpret them, go the Probability of Presence Summary and then click on the "Tell me
about these graphs" link.
How do I know if a bird is breeding, wintering or migrating in my area?
To see what part of a particular bird's range your project area falls within (i.e. breeding,
wintering, migrating or year-round), you may query your location using the RAIL Tool and look
at the range maps provided for birds in your area at the bottom of the profiles provided for each
bird in your results. If a bird on your migratory bird species list has a breeding season associated
with it, if that bird does occur in your project area, there may be nests present at some point
within the timeframe specified. If "Breeds elsewhere" is indicated, then the bird likely does not
breed in your project area.
What are the levels of concern for migratory birds?
Migratory birds delivered through IPaC fall into the following distinct categories of concern:
1. "BCC Rangewide" birds are Birds of Conservation Concern (BCC) that are of concern
throughout their range anywhere within the USA (including Hawaii, the Pacific Islands,
Puerto Rico, and the Virgin Islands);
2. "BCC - BCR" birds are BCCs that are of concern only in particular Bird Conservation
Regions (BCRs) in the continental USA; and

12/06/2022 6
3. "Non -BCC - Vulnerable" birds are not BCC species in your project area, but appear on
your list either because of the Eagle Act requirements (for eagles) or (for non -eagles)
potential susceptibilities in offshore areas from certain types of development or activities
(e.g. offshore energy development or longline fishing).
Although it is important to try to avoid and minimize impacts to all birds, efforts should be made,
in particular, to avoid and minimize impacts to the birds on this list, especially eagles and BCC
species of rangewide concern. For more information on conservation measures you can
implement to help avoid and minimize migratory bird impacts and requirements for eagles,
please see the FAQs for these topics.
Details about birds that are potentially affected by offshore projects
For additional details about the relative occurrence and abundance of both individual bird species
and groups of bird species within your project area off the Atlantic Coast, please visit the
Northeast Ocean Data Portal. The Portal also offers data and information about other taxa besides
birds that may be helpful to you in your project review. Alternately, you may download the bird
model results files underlying the portal maps through the NOAA NCCOS Integrative Statistical
Modeling and Predictive Mapping of Marine Bird Distributions and Abundance on the Atlantic
Outer Continental Shelf project webpage.
Bird tracking data can also provide additional details about occurrence and habitat use
throughout the year, including migration. Models relying on survey data may not include this
information. For additional information on marine bird tracking data, see the Diving Bird Study
and the nanotag studies or contact Caleb Spiegel or Pam Loring.
What if I have eagles on my list?
If your project has the potential to disturb or kill eagles, you may need to obtain a permit to avoid
violating the Eagle Act should such impacts occur.
Proper Interpretation and Use of Your Migratory Bird Report
The migratory bird list generated is not a list of all birds in your project area, only a subset of
birds of priority concern. To learn more about how your list is generated, and see options for
identifying what other birds may be in your project area, please see the FAQ "What does IPaC
use to generate the migratory birds potentially occurring in my specified location". Please be
aware this report provides the "probability of presence" of birds within the 10 km grid cell(s) that
overlap your project; not your exact project footprint. On the graphs provided, please also look
carefully at the survey effort (indicated by the black vertical bar) and for the existence of the "no
data" indicator (a red horizontal bar). A high survey effort is the key component. If the survey
effort is high, then the probability of presence score can be viewed as more dependable. In
contrast, a low survey effort bar or no data bar means a lack of data and, therefore, a lack of
certainty about presence of the species. This list is not perfect; it is simply a starting point for
identifying what birds of concern have the potential to be in your project area, when they might
be there, and if they might be breeding (which means nests might be present). The list helps you
know what to look for to confirm presence, and helps guide you in knowing when to implement
conservation measures to avoid or minimize potential impacts from your project activities,
should presence be confirmed. To learn more about conservation measures, visit the FAQ "Tell

12/06/2022 7
me about conservation measures I can implement to avoid or minimize impacts to migratory
birds" at the bottom of your migratory bird trust resources page.

12/06/2022
IPaC User Contact Information
Agency: County of Wake
Name: Elias Ruhl
Address: 310 Hubert Street
City: Raleigh
State: NC
Zip: 27603
Email [e-mail]
Phone: [phone]
Lead Agency Contact Information
Lead Agency: Army Corps of Engineers

■ ■■■■
■ :I • NC DEPARTMENT OF
■ om NATURAL AND CULTURAL RESOURCES
snows
December 6, 2022
Elias Ruhl
F&R
310 Hubert Street
Raleigh, NC 27603
RE: Hilltop Needmore Road Elementary School; 59Y-0243
Dear Elias Ruhl:
Roy Cooper, Governor
D_ Reid Wilson, Secretary
Misty Buchanan
Deputy Director, Natural Heritage Program
NCNHDE-20212
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 [e-mail] or 919-707-8603.
Sincerely,
NC Natural Heritage Program
DEPARTMENT OF NATURAL AND CULTURAL RESOURCES
121 W. JONES STREET. RALEIGH. NC 27603 • 1651 MAIL SERVICE CENTER. RALEIGH. NC 27699
OFC 919.707.9120 • FAX [phone]

Natural Heritage Element Occurrences, Natural Areas, and Managed Areas Within a One -mile Radius of the Project Area
Hilltop Needmore Road Elementary School
Project No. 59Y-0243
December 6, 2022
NCNHDE-20212
Element Occurrences Documented Within a One -mile Radius of the Project Area
Taxonomic
Group
Amphibian
Crustacean
Dragonfly or
Damselfly
Freshwater
Bivalve
Freshwater
Bivalve
Freshwater
Bivalve
Freshwater
Bivalve
Freshwater
Bivalve
Natural
Community
Natural
Community
Natural
Community
Natural
Community
Natural
Community
EO ID Scientific Name Common Name Last
Observation
Date
40727 Necturus lewisi Neuse River Waterdog 2021-02-04
19215 Faxonius carolinensis North Carolina Spiny
Crayfish
32043 Coryphaeschna ingens Regal Darner
18654 Alasmidonta undulata Triangle Floater
34956 Fusconaia masoni Atlantic Pigtoe
2952 Lampsilis radiata Eastern Lampmussel
8924 Strophitus undulatus Creeper
16205 Villosa constricts Notched Rainbow
13302 Dry-Mesic
Oak --Hickory Forest
(Piedmont Subtype)
37185 Floodplain Pool
8840 Mesic Mixed Hardwood ---
Forest (Piedmont
Subtype)
30513 Piedmont Bottomland ---
Forest (High Subtype)
37184 Piedmont/Mountain ---
Semipermanent
Impoundment (Open
Water Subtype)
2022-02-22
2004-Pre
2016-11-04
2004-07-07
2018-06-07
2018-06-07
1992-05-18
2013
2017-04-13
2013
2009-03-07
2017-04-13
Element
Occurrence
Rank
E
E
H?
C
Accuracy Federal
Status
6-Unkno Threatened
wn
3-Medium
5-Very
Low
3-Medium
State Global State
Status Rank Rank
Special G2 S2
Concern
Special G3 S3
Concern
Significantly G5 S2?
Rare
Threatened G4 S3
E 3-Medium Threatened Endangered G1 S3
E 3-Medium Threatened G5 S3
E 3-Medium Threatened G5 S3
H? 3-Medium Threatened G3 S3
C 3-Medium G4G5 S4
B
B
A
E
2-High
2-High
2-High
2-High
G3 S2
G3G4 S4
G3G4 S2
G4G5 S4
Page 2 of 4

Element Occurrences Documented Within a One -mile Radius of the Project Area
Taxonomic EO ID Scientific Name Common Name Last Element Accuracy Federal State Global State
Group Observation Occurrence Status Status Rank Rank
Date Rank
Natural 5094 Piedmont/Mountain
Community Semipermanent
Impoundment (Shrub
Subtype)
2013
E 3-Medium
G4 S4
Vascular Plant 10838 Thermopsis mollis Appalachian Golden- 2002-09-19 B 3-Medium Significantly G3G4 52
banner Rare
Throughout
Natural Areas Documented Within a One -mile Radius of the Project Area
Site Name W Representational Rating Collective Rating
NEU/Middle Creek Aquatic Habitat R2 (Very High) C3 (High)
Middle Creek Bluffs and Floodplain R2 (Very High) C4 (Moderate)
Managed Areas Documented Within a One -mile Radius of the Project Area
Managed Area Name
Triangle Greenways Council Preserve
Wake County Open Space
Owner
Owner Type
Private
Local Government
Triangle Greenways Council
Wake County
NC Hazard Mitigation Buyout Property - Wake NC DPS, Division of Emergency State
County Management
NC Hazard Mitigation Buyout Property - Wake NC DPS, Division of Emergency State
County Management
NC Hazard Mitigation Buyout Property - Wake NC DPS, Division of Emergency State
County Management
NC Hazard Mitigation Buyout Property - Wake NC DPS, Division of Emergency State
County Management
NC Hazard Mitigation Buyout Property - Wake NC DPS, Division of Emergency State
County Management
NC Hazard Mitigation Buyout Property - Wake NC DPS, Division of Emergency State
County Management
Definitions and an explanation of status designations and codes can be found at https://ncnhde.natureserve.ora/help. Data query generated on December 6, 2022; source: NCNHP, Q3, October 2022.
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 3 of 4

December 6, 2022
rA
NCNHDE-20212: Hilltop Needmore Road Elementary School
NHP Natural Area (NHNA)
Managed Area (MAREA)
Buffered Project Boundary
Project Boundary
Sources: Esri, Airbus DS. USGS, NGA NASA, CG-AR. N Robinson, NCEAS,
NLS, OS. NMA, Geodatastyrelsen, Rpkswaterstaat, GSA, Geoland, FEMA,
Intermap and :he GIS user community
Sources: Esri. HERE, Garmin, FAO, NOAA, USGS. © OpenS:ree©ap
contributors, and the GIS User Community
Page 4 of 4

LITTLE
DIVER/WED ARCHITECTURAL CONSULTING
L:\Projects\2020\L20040 - WCPSS E-44\DWGS\2-Design\3-Sheets\L20040-C4.00 Erosion Control Plan.dwg Nov 29, 2022 - 10:02am
EROSION CONTROL MAINTENANCE NOTES
1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE INSTALLATION AND
MAINTENANCE OF ALL EROSION CONTROL MEASURES THROUGHOUT THE
DURATION OF CONSTRUCTION.
2. CONSTRUCTION AND MAINTENANCE OF ALL EROSION CONTROL DEVICES SHALL
CONFORM TO THE STANDARDS SET FORTH IN THE NORTH CAROLINA DEPARTMENT
OF ENVIRONMENT, HEALTH AND NATURAL RESOURCES LAND QUALITY SECTION
EROSION AND SEDIMENT CONTROL PLANNING LAND DESIGN MANUAL.
3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE INSTALLATION OF
CONSTRUCTION ENTRANCES AS NECESSARY TO PREVENT THE TRACKING OF
SEDIMENT OFF -SITE. THE OWNER IS RESPONSIBLE FOR MAINTENANCE OF ALL
PERMANENT EROSION CONTROL METHODS AFTER CONSTRUCTION IS COMPLETE,
IF ANY PERMANENT METHODS ARE REQUIRED.
4. THE CONTRACTOR IS ALSO REQUIRED TO MET THE BELOW REQUIREMENTS FOR
EACH EROSION CONTROL MEASURE, AS NOTED IN THE NORTH CAROLINA
DEPARTMENT OF ENVIRONMENTAL QUALITY - EROSION CONTROL MANUAL. THESE
REQUIREMENTS ARE NOT LIMITED TO BUT INCLUDE:
4.1. CONSTRUCTION ENTRANCE - MAINTAIN THE GRAVEL PAD IN A CONDITION TO
PREVENT MUD OR SEDIMENT FROM LEAVING THE CONSTRUCTION SITE. THIS
MAY REQUIRE PERIODIC TOP DRESSING WITH 2-INCH STONE. AFTER EACH
RAINFALL EVENT, INSPECT ANY STRUCTURE USED TO TRAP SEDIMENT AND
CLEAN IT OUT AS NECESSARY. IMMEDIATELY REMOVE ALL MATERIALS
SPILLED, WASHED, OR TRACKED OFF THE CONSTRUCTION SITE OR ONTO
PUBLIC ROADWAYS.
4.2. SILT FENCE - INSPECT TEMPORARY SEDIMENT TRAPS AT LEAST WEEKLY AND
AFTER EACH SIGNIFICANT (1 INCH OR GREATER) RAINFALL EVENT AND REPAIR
IMMEDIATELY. REMOVE SEDIMENT, AND RESTORE THE TRAP TO ITS ORIGINAL
DIMENSIONS WHEN THE SEDIMENT HAS ACCUMULATED TO ONE-HALF THE
DESIGN DEPTH OF THE TRAP. PLACE THE SEDIMENT THAT IS REMOVED IN THE
DESIGNATED DISPOSAL AREA, AND REPLACE THE PART OF THE GRAVEL
FACING THAT IS IMPAIRED BY SEDIMENT. CHECK THE STRUCTURE FOR
DAMAGE FROM EROSION OR PIPING. PERIODICALLY CHECK THE DEPTH OF THE
SPILLWAY TO ENSURE IT IS A MINIMUM OF 1.5 FT BELOW THE LOW POINT OF
THE EMBANKMENT. IMMEDIATELY FILL AN SETTLEMENT OF THE EMBANKMENT
TO SLIGHTLY ABOVE DESIGN GRADE. ANY RIPRAP DISPLACED FROM THE
SPILLWAY MUST BE REPLACED IMMEDIATELY. AFTER ALL
SEDIMENT -PRODUCING AREAS HAVE BEEN PERMANENTLY STABILIZED,
REMOVE THE STRUCTURE AND ALL UNSTABLE SEDIMENT. SMOOTH THE AREA
TO BLEND WITH THE ADJOINING AREAS, AND STABILIZE PROPERLY.
4.3. SILT FENCE STONE OUTLET - INSPECT OUTLETS AT LEAST WEEKLY AND AFTER
EACH SIGNIFICANT (1 INCH OR GREATER) RAINFALL EVENT. CLEAR THE MESH
WIRE OF ANY DEBRIS OR OTHER OBJECTS TO PROVIDE ADEQUATE FLOW FOR
SUBSEQUENT RAINS. TAKE CARE NOT TO DAMAGE OR UNDERCUT THE WIRE
MESH DURING SEDIMENT REMOVAL. REPLACE NO. 57 WASHED STONE AS
NEEDED.
4.4. DROP INLET PROTECTION - INSPECT THE BARRIER AT LEAST WEEKLY AND
AFTER EACH SIGNIFICANT (1 INCH OR GREATER) RAINFALL AND MAKE
REPAIRS AS NEEDED. REMOVE SEDIMENT AS NECESSARY TO PROVIDE
ADEQUATE STORAGE VOLUME FOR SUBSEQUENT RAINS. WHEN THE
CONTRIBUTING DRAINAGE AREA HAS BEEN ADEQUATELY STABILIZED, REMOVE
ALL MATERIALS AND ANY UNSTABLE SOIL, AND EITHER SALVAGE OR DISPOSE
OF IT PROPERLY. BRING THE DISTURBED AREA TO PROPER GRADE, THEN
SMOOTH AND COMPACT IT. APPROPRIATELY STABILIZE ALL BARE AREAS
AROUND THE INLET.
4.5. CONCRETE WASHOUT PIT -MAXIMUM WATER AND SEDIMENT DEPTH IS 12". PIT
MUST BE EXCAVATED AND RE -LINED WHEN DEPTH OF SEDIMENT REACHES 12"
OR COMBINED WATER/SEDIMENT DEPTH EXCEEDS 12" FOLLOWING WASHOUT
OF CONCRETE TRUCK. ALLOW WATER TO EVAPORATE COMPLETELY PRIOR TO
EXCAVATING PIT. WASHOUT PIT MAY BE LOCATED NO CLOSER THAN 50' TO
DRAINS, INLETS, OR SURFACE WATERS. AT COMPLETION OF PROJECT,
WASHOUT AREA TO BE BACKFILLED AND GRADED TO BE LEVEL WITH EXISTING
GRADE.
4.6. TEMPORARY BERM/DIVERSION DITCH DETAIL- INSPECT TEMPORARY
DIVERSIONS ONCE A WEEK AND AFTER EVERY RAINFALL. IMMEDIATELY
REMOVE SEDIMENT FROM THE FLOW AREA AND REPAIR THE DIVERSION
RIDGE. CAREFULLY CHECK OUTLETS AND MAKE TIMELY REPAIRS AS NEEDED.
WHEN THE AREA PROTECTED IS PERMANENTLY STABILIZED, REMOVED THE
RIDGE AND THE CHANNEL TO BLEND WITH THE NATURAL GROUND LEVEL AND
APPROPRIATELY STABILIZE IT. MACHINE COMPACTION OF ALL FILL IS
REQUIRED. ALLOW AT LEAST 10% SETTLEMENT FOR THE TOTAL FILL HEIGHT.
DIVERSIONS SUFFICIENT TO DIRECT ALL SEDIMENT- LADEN STORMWATER
SEDIMENT CONTROL DEVICE MUST BE INSTALLED PRIOR TO INTO A CLEARING
AND GRUBBING OF THE AREA. DIVERSIONS SHOULD BE LOCATED TO MINIMIZE
DAMAGE DURING CONSTRUCTION OPERATIONS. DIVERSIONS SHALL BE
SEEDED AND MULCHED IF THEY ARE REMAIN TO IN PLACED OVER 30
DAYS.CHECK DEVICE AFTER EACH RAIN, BUT ONCE A WEEK REGARDLESS.
REPAIR AS NECESSARY.
4.7. INSPECT ROCK PIPE INLET PROTECTION AT LEAST WEEKLY AND AFTER EACH
SIGNIFICANT (1 INCH OR GREATER) RAINFALL EVENT AND REPAIR
IMMEDIATELY. REMOVE SEDIMENT AND RESTORE THE SEDIMENT STORAGE
AREA TO ITS ORIGINAL DIMENSIONS WHEN THE SEDIMENT HAS ACCUMULATED
TO ONE-HALF THE DESIGN DEPTH OF THE TRAP. PLACE THE SEDIMENT THAT IS
REMOVED IN THE DESIGNATED DISPOSAL AREA AND REPLACE THE
CONTAMINATED PART OF THE GRAVEL FACING. CHECK THE STRUCTURE FOR
DAMAGE. ANY RIPRAP DISPLACED FROM THE STONE HORSESHOE MUST BE
REPLACED IMMEDIATELY. AFTER ALL THE SEDIMENT -PRODUCING ARES HAVE
BEEN PERMANENTLY STABILIZED, REMOVE THE STRUCTURE AND ALL THE
UNSTABLE SEDIMENT. SMOOTH THE AREA TO BLEND WITH THE ADJOINING
AREAS AND PROVIDE PERMANENT GROUND COVER.
4.8. SEDIMENT STORAGE BASINS - INSPECT TEMPORARY SEDIMENT TRAPS AT
LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1 INCH OR GREATER) RAINFALL
EVENT AND REPAIR IMMEDIATELY. REMOVE SEDIMENT, AND RESTORE THE
TRAP TO ITS ORIGINAL DIMENSIONS WHEN THE SEDIMENT HAS ACCUMULATED
TO ONE-HALF THE DESIGN DEPTH OF THE TRAP. PLACE THE SEDIMENT THAT IS
REMOVED IN THE DESIGNATED DISPOSAL AREA, AND REPLACE THE PART OF
THE GRAVEL FACING THAT IS IMPAIRED BY SEDIMENT. CHECK THE
STRUCTURE FOR DAMAGE FROM EROSION OR PIPING. PERIODICALLY CHECK
THE DEPTH OF THE SPILLWAY TO ENSURE IT IS A MINIMUM OF 1.5 FEET BELOW
THE LOW POINT OF THE EMBANKMENT. SPILLWAYS ARE TO BE INSTALLED IN
UNDISTURBED GROUND. IMMEDIATELY FILL ANY SEDIMENT OF THE
EMBANKMENT TO SLIGHTLY ABOVE DESIGN GRADE. ANY RIP RAP DISPLACED
FROM THE SPILLWAY MUST BE REMOVED IMMEDIATELY. AFTER ALL
SEDIMENT -PRODUCING AREAS HAVE BEEN PERMANENTLY STABILIZED,
REMOVE THE STRUCTURE AND ALL UNSTABLE SEDIMENT. SMOOTH THE AREA
TO BLEND WITH THE ADJOINING AREAS, AND STABILIZE PROPERLY.
4.9. SOIL STOCKPILES - SEEDING OR COVERING STOCKPILES WITH TARP OR
MULCH IS REQUIRED AND WILL REDUCE EROSION PROBLEMS. TARPS SHOULD
BE KEYED IN AT THE TOP OF THE SLOPES TO KEEP WATER FROM RUNNING
UNDERNEATH THE PLASTIC. IF A STOCKPILE IS TO REMAIN FOR FUTURE USE
AFTER THE PROJECT IS COMPLETE, THE FINANCIAL RESPONSIBILITY MUST
NOTIFY WAKE COUNTY OF A NEW RESPONSIBLE PARTY FOR THE STOCKPILE.
ESTABLISH AND MAINTAIN A VEGETATIVE BUFFER AT THE TOE OF THE SLOPE
(WHERE PRACTICAL)
EROSION CONTROL NOTES:
1. REFER TO C3.00 FOR GENERAL NOTES.
2. ALL EROSION CONTROL MEASURES SHALL BE INSTALLED IN BEST
LOCATION BASED ON FIELD CONDITIONS.
3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE INSTALLATION AND
MAINTENANCE OF ALL EROSION CONTROL MEASURES THROUGHOUT
THE DURATION OF CONSTRUCTION.
4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE INSTALLATION OF
CONSTRUCTION ENTRANCES AS NECESSARY TO PREVENT THE
TRACKING OF SEDIMENT OFF -SITE. THE OWNER IS RESPONSIBLE FOR
MAINTENANCE OF ALL PERMANENT EROSION CONTROL METHODS AFTER
CONSTRUCTION IS COMPLETE, IF ANY PERMANENT METHODS ARE
REQUIRED.
5. APPROVAL OF THIS EROSION AND SEDIMENTATION CONTROL (ESC) PLAN
DOES NOT CONSTITUTE AN APPROVAL OF DRAINAGE DESIGN (E.G., SIZE
AND LOCATION OF ROADS, PIPES, RESTRICTORS, CHANNELS, RETENTION
FACILITIES, UTILITIES, ETC.).
6. THE IMPLEMENTATION OF THESE ESC PLANS AND THE CONSTRUCTION,
MAINTENANCE, REPLACEMENT, AND UPGRADING OF THESE ESC
FACILITIES IS THE RESPONSIBILITY OF THE CONTRACTOR AND ESC
SUPERVISOR UNTIL ALL CONSTRUCTION IS APPROVED.
7. DURING THE CONSTRUCTION PERIOD, NO DISTURBANCE BEYOND THE
LIMITS OF DISTURBANCE (L.O.D.) SHALL BE PERMITTED. THE L.O.D. SHALL
BE MAINTAINED BY THE ESC SUPERVISOR FOR THE DURATION OF
CONSTRUCTION.
8. THE ESC FACILITIES SHOWN ON THIS PLAN MUST BE CONSTRUCTED
PRIOR TO OR IN CONJUNCTION WITH ALL CLEARING AND GRADING SO AS
TO ENSURE THAT THE TRANSPORT OF SEDIMENT TO DRAINAGE
SYSTEMS, AND ADJACENT PROPERTIES IS MINIMIZED.
9. THE ESC FACILITIES SHOWN ON THIS PLAN ARE THE MINIMUM
REQUIREMENTS FOR ANTICIPATED SITE CONDITIONS. DURING THE
CONSTRUCTION PERIOD, THESE ESC FACILITIES SHALL BE UPGRADED
AS NEEDED FOR UNEXPECTED STORM EVENTS AND MODIFIED TO
ACCOUNT FOR CHANGING SITE CONDITIONS (E.G., ADDITIONAL SUMP
PUMPS, RELOCATION OF DITCHES AND SILT FENCES, ETC.).
10. THE ESC FACILITIES SHALL BE INSPECTED DAILY BY THE ESC
SUPERVISOR AND MAINTAINED TO ENSURE CONTINUED PROPER
FUNCTIONING. WRITTEN RECORDS SHALL BE MAINTAINED BY THE
CONTRACTOR THROUGHOUT THE DURATION OF THE PROJECT. COPIES
OF THE WRITTEN INSPECTION REPORTS SHALL BE PROVIDED TO THE
OWNER'S REPRESENTATIVE TWICE PER WEEK AND AFTER RAINS OF
GREATER THAN 1". RAIN GAUGE REQUIRED ON SITE.
11. ANY AREAS OF EXPOSED SOILS THAT WILL NOT BE DISTURBED FOR
FOURTEEN DAYS SHALL BE IMMEDIATELY STABILIZED WITH THE
APPROVED ESC METHODS (E.G., SEEDING, MULCHING, PLASTIC
COVERING, ETC.).
12. THE ESC FACILITIES ON INACTIVE SITES SHALL BE INSPECTED AND
MAINTAINED A MINIMUM OF ONCE A MONTH OR WITHIN FORTY EIGHT (48)
HOURS FOLLOWING A STORM EVENT.
13. AT NO TIME SHALL MORE THAN ONE (1) FOOT OF SEDIMENT BE ALLOWED
TO ACCUMULATE WITHIN A CATCH BASIN. ALL CATCH BASINS AND
CONVEYANCE LINES SHALL BE CLEANED PRIOR TO PAVING. THE
CLEANING OPERATION SHALL NOT FLUSH SEDIMENT LADEN WATER INTO
THE DOWNSTREAM SYSTEM.
14. STABILIZED CONSTRUCTION ENTRANCES AND ROADS SHALL BE
INSTALLED AT THE BEGINNING OF CONSTRUCTION AND MAINTAINED FOR
THE DURATION OF THE PROJECT. ADDITIONAL MEASURES, SUCH AS
WASH PADS, MAY BE REQUIRED TO ENSURE THAT ALL PAVED AREAS
ARE KEPT CLEAN FOR THE DURATION OF THE PROJECT.
15. WHERE STRAW MULCH FOR TEMPORARY EROSION CONTROL IS
REQUIRED, IT SHALL BE A MINIMUM THICKNESS OF 2 TO 3 INCHES.
16. INTERIM SLOPES MAY BE GRADED TO A MAXIMUM SLOPE OF 2:1
(HORIZONTAL: VERTICAL); CUT SLOPES SHALL BE LIMITED TO A MAXIMUM
SLOPE OF 1.5:1.
17. THE SURFACE OF AREAS SLOPES STEEPER THAN 1 VERTICAL TO 4
HORIZONTAL THAT ARE TO RECEIVE INTERIM FILL SHALL BE PLOWED,
FURROWED, TILLED OR BROKEN UP PRIOR TO PLACING FILL SO THAT
FILL MATERIAL WILL BOND WITH EXISTING . " SURFACE. INTERIM FILL
SHALL BE PLACED AS SPECIFIED FOR PERMANENT FILLS AND IN LIFTS
NOT GREATER THAN 6".
18. PROVIDE DUST CONTROL MEASURES INCLUDING, BUT NOT LIMITED TO,
WETTING DOWN TO CONTROL DUST ON SITE, IN ORDER TO PREVENT
ANNOYANCE/AND OR DAMAGE TO ADJACENT SITES. CALCIUM CHLORIDE
OR ANY OTHER CHEMICAL MATERIAL MAY NOT BE USED ON SUBGRADES
OF AREAS TO BE SEEDED OR PLANTED.
19. SEDIMENT LADEN RUNOFF FROM EXCAVATIONS SHALL NOT BE PUMPED
DIRECTLY TO STORM DRAINAGE.
20. INSPECTOR REFERS TO LOCAL JURISDICTIONAL (NCDENR OR LOCAL)
LAND QUALITY INSPECTOR OR HIS REPRESENTATIVE. FIELD
INSPECTIONS MAY REQUIRE ADDITIONAL SEDIMENTATION AND EROSION
CONTROL MEASURES AS DEEMED NECESSARY BY THE INSPECTOR.
21. CONSTRUCTION AND MAINTENANCE OF ALL EROSION CONTROL DEVICES
SHALL CONFORM TO THE STANDARDS SET FORTH IN THE NORTH
CAROLINA DEPARTMENT OF ENVIRONMENT, HEALTH AND NATURAL
RESOURCES LAND QUALITY SECTION EROSION AND SEDIMENT CONTROL
PLANNING LAND DESIGN MANUAL.
22. NOTIFICATION OF LAND RESOURCES SEDIMENT AND EROSION CONTROL
SELF -INSPECTION PROGRAM: THE PERSON RESPONSIBLE FOR
LAND -DISTURBING ACTIVITIES IS REQUIRED TO INSPECT THE PROJECT
AFTER EACH PHASE OF THE PROJECT AND CONTINUED UNTIL
PERMANENT GROUND COVER IS ESTABLISHED IN ACCORDANCE WITH
NCGS 113A-54.1 AND 15A NCAC 4B.0131 TO MAKE SURE THAT THE
APPROVED EROSION AND SEDIMENTATION CONTROL PLAN IS BEING
FOLLOWED. THE SELF -INSPECTION REPORT FORM IS AVAILABLE AS AN
EXCEL SPREADSHEET FORM
HTTP://VWVW.DLR.ENR.STATE.NC.US/PAGES/SEDIMENTATION NEW.HTML
23. SEED, MULCH, AND TACK SHALL BE INSTALLED BETWEEN THE
PERIMETER MEASURES AND THE DIVERSION DITCHES AND THE
SEDIMENT BASIN.
SEEDING PREPARATION:
1. CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL CONDITIONED, IF
AVAILABLE.
2. RIP THE ENTIRE AREA TO 6 INCHES DEPTH.
3. REMOVE ALL LOOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE REASONABLY SMOOTH
AND UNIFORM.
4. APPLY ALL AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE UNIFORMLY AND MIX WITH SOIL (SEE
BELOW).
5. CONTINUE TILLAGE UNTIL A WELL PULVERIZED, FIRM, REASONABLY UNIFORM 4 TO 6 INCHES DEEP SEEDBED IS
PREPARED.
6. SEED ON A FRESHLY PREPARED SEED BED AND COVER SEED LIGHTLY WITH SEEDING EQUIPMENT OR
CULTIPACK AFTER SEEDING.
7. MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH.
8. INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESENDING WITHIN THE PLANTING SEASON,
IF POSSIBLE. IF STAND SHOULD BE OVER 60% DAMAGED , REESTABLISH FOLLOWING ORIGINAL LIME,
FERTILIZER AND SEEDING RATES.
9. INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESENDING WITHIN THE PLANTING SEASON,
IF POSSIBLE. IF STAND SHOULD BE OVER 50% DAMAGED , REESTABLISH FOLLOWING ORIGINAL LIME,
FERTILIZER AND SEEDING RATES AND LANDSCAPING PLANS.
10. SEE LANDSCAPING PLANS FOR PERMANENT SEEDING, MULCHING, AND FERTILIZING RATES. ALL AREAS NOT
DESIGNATED TO RECEIVE PLANTS SHALL BE SEEDED PER THE LANDSCAPING PLANS.
CHISEL COMPACTED AREAS AND SPREAD TOPSOIL THREE INCHES DEEP OVER ADVERSE SOIL CONDITIONS, IF
AVAILABLE.
2. RIP THE ENTIRE AREA TO SIX INCHES DEEP.
3. REMOVE ALL LOOSE ROCK, ROOTS AND OTHER OBSTRUCTIONS, LEAVING SURFACE REASONABLY SMOOTH
AND UNIFORM.
4. APPLY AGRICULTURAL LIME, FERTILIZER AND SUPER PHOSPHATE UNIFORMLY AND MIX WITH SOIL (SEE
ADMIXTURE BELOW).
5. CONTINUE TILLAGE UNTIL A WELL -PULVERIZED, FIRM, REASONABLY UNIFORM SEEDBED IS PREPARED FOUR
TO SIX INCHES DEEP.
6. SEED ON A FRESHLY PREPARED SEEDBED AND COVER SEED LIGHTLY WITH SEEDING EQUIPMENT OR
CULTIPACK AFTER SEEDING.
7. MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH.
8. INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RE-SEEDINGS WITHIN THE PLANTING
SEASON, IF POSSIBLE. IF STAND SHOULD BE MORE THAN 60% DAMAGED, RE-ESTABLISH FOLLOWING THE
ORIGINAL LIME, FERTILIZER AND SEEDING RATES.
9. CONSULT S&EC ENVIRONMENTAL ENGINEERS ON MAINTENANCE TREATMENT AND FERTILIZATION AFTER
PERMANENT COVER IS ESTABLISHED.
SHOULDERS, SIDE DITCHES, SLOPES (MAX 3:1)
DATE
AUG 15 - NOV 1
NOV 1 - MAR 1
MAR 1 - APR 15
APR 15 - JUN 30
JUL 1 - AUG 15
SLOPES (3:1 TO 2:1)
DATE
MAR 1 - JUN 1
(MAR 1 - APR 15)
TYPE
TALL FESCUE
TALL FESCUE &
ABRUZZI RYE
TALL FESCUE
HULLED COMMON BERMUDAGRASS
TALL FESCUE
**"BROWNTOP MILLET
***OR SORGHUM-SUDAN HYBRIDS
TYPE
PLANTING RATE
300 LBS/ACRE
300 LBS/ACRE
25 LBS/ACRE
300 LBS/ACRE
25 LBS/ACRE
120 LBS/ACRE
35 LBS/ACRE
30 LBS/ACRE
***BROWNTOP MILLET 50 LBS/ACRE
PLANTING RATE
ADD TALL FESCUE 120 LBS/ACRE (MAR 1 - JUN 30)
OR ADD HULLED COMMON BERMUDAGRASS 25 LBS/ACRE
***TALL FESCUE AND
JUN 1 - SEP 1 ***BROWNTOP MILLET
***OR SORGHUM-SUDAN HYBRIDS
SEP 1 - MAR 1
ANNUAL RYE
AND TALL FESCUE
ADD ABRUZZI RYE
120 LBS/ACRE
35 LBS/ACRE
30 LBS/ACRE
70 LBS/ACRE
120 LBS/ACRE (NOV 1 - MAR 1)
25 LBS/ACRE
CONSULT CONSERVATION ENGINEER OR SOIL CONSERVATION SERVICE FOR ADDITIONAL INFORMATION CONCERNING
OTHER ALTERNATIVES FOR VEGETATION OF DENUDED AREAS. THE ABOVE VEGETATION RATES ARE THOSE WHICH
DO WELL UNDER LOCAL CONDITIONS; OTHER SEEDING RATE COMBINATIONS ARE POSSIBLE.
***TEMPORARY - RESEED ACCORDING TO OPTIMUM SEASON FOR DESIRED PERMANENT VEGETATION. DO NOT ALLOW
TEMPORARY COVER TO GROW OVER 12" IN HEIGHT BEFORE MOWING, OTHERWISE FESCUE MAY BE SHADED OUT.
AGRICULTURAL LIMESTONE: 2 TONS/ACRE WITH 3 TONS/ACRE IN CLAY SOILS OR PER SOILS TEST AND AN ASPHALT
EMULSION RATE OF 400 GALLONS/ACRE.
FERTILIZER: 1,000 LBS/ACRE - 10-10-10
SUPERPHOSPHATE: 500 LBS/ACRE - 20% ANALYSIS
MULCH: 2 TONS/ACRE - SMALL GRAIN STRAW
ANCHOR: ASPHALT EMULSION AT 400 GALS/ACRE
TOTAL AREA OF DISTURBANCE
19.45 AC/ 847,462 SF
TREE PROTECTION NOTES:
1. TREE PROTECTION FENCING MUST BE IN PLACE PRIOR TO ANY
DEMOLITION, LAND DISTURBANCE OR ISSUANCE OF A GRADING
PERMIT. OR OBTAIN A GRADING PERMIT THEN TREE PROTECTION
FENCING MUST BE IN PLACE PRIOR TO ANY DEMOLITION, LAND
DISTURBANCE
2. TREE PROTECTION FENCING SHALL INCLUDE WARNING SIGNS POSTED
IN BOTH ENGLISH AND SPANISH, AS FOLLOWS: "NO
TRESPASSING/TREE PROTECTION AREA/PROHIBIDO ENTRAR / ZONA
PROTECTORA PARA LOS ARBOLES."
3. PROTECTION OF EXISTING VEGETATION: 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 ON THE TREE ROOTS OUTSIDE OF THE TREE SAVE
AREA. THIS SHALL OCCUR AT THE SAME TIME THAT OTHER EROSION
CONTROL MEASURES ARE INSTALLED. THE TREE PROTECTION
FENCING SHALL BE INSTALLED ON THE SIDE OF THE CUT FARTHEST
AWAY FROM THE TREE TRUNK AND SHALL REMAIN IN PLACE UNTIL ALL
CONSTRUCTION IN THE VICINITY OF THE TREES IS COMPLETE.
4. NO STORAGE OF MATERIALS, FILL, OR EQUIPMENT AND NO
TRESPASSING SHALL BE ALLOWED WITHIN THE BOUNDARY OF THE
PROTECTED TREE AREA.
5. TREE PROTECTION AREA: EQUALS ONE FOOT OF RADIUS FOR EVERY
INCH OF DIAMETER OF EXISTING TREES, OR SIX FOOT RADIUS,
WHICHEVER IS GREATER. NO DISTURBANCE ALLOWED WITHIN THIS
AREA.
EROSION CONTROL NOTES:
1. INSPECTOR REFERS TO LOCAL JURISDICTIONAL (NCDENR OR LOCAL) LAND
QUALITY INSPECTOR OR HIS REPRESENTATIVE. FIELD INSPECTIONS MAY
REQUIRE ADDITIONAL SEDIMENTATION AND EROSION CONTROL MEASURES
AS DEEMED NECESSARY BY THE INSPECTOR.
2. CONSTRUCTION AND MAINTENANCE OF ALL EROSION CONTROL DEVICES
SHALL CONFORM TO THE STANDARDS SET FORTH IN THE NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT, HEALTH AND NATURAL RESOURCES LAND
QUALITY SECTION EROSION AND SEDIMENT CONTROL PLANNING LAND
DESIGN MANUAL.
3. NOTIFICATION OF LAND RESOURCES SEDIMENT AND EROSION CONTROL
SELF -INSPECTION PROGRAM: THE PERSON RESPONSIBLE FOR
LAND -DISTURBING ACTIVITIES IS REQUIRED TO INSPECT THE PROJECT
AFTER EACH PHASE OF THE PROJECT AND CONTINUED UNTIL PERMANENT
GROUND COVER IS ESTABLISHED IN ACCORDANCE WITH NCGS 113A-54.1
AND 15A NCAC 4B.0131 TO MAKE SURE THAT THE APPROVED EROSION AND
SEDIMENTATION CONTROL PLAN IS BEING FOLLOWED. THE
SELF -INSPECTION REPORT FORM IS AVAILABLE AS AN EXCEL
SPREADSHEET FORM
HTTP://VWVW.DLR.ENR.STATE.NC.US/PAGES/SEDIMENTATION NEW.HTML
4. EROSION AND SEDIMENT CONTROL (E&SC) PERMIT AND A CERTIFICATE OF
COVERAGE (COC) MUST BE OBTAINED BEFORE ANY LAND DISTURBING
ACTIVITIES (INCLUDING TIMBERING AND DEMOLITION) OCCUR.
5. WHEN THE PROJECT IS COMPLETE, THE PERMITTEE SHALL CONTACT
DEMLR TO CLOSE OUT THE E&SC PLAN.
6. CONTACT THE DEMLR RALEIGH REGIONAL OFFICE AT LEAST 48 HOURS
PRIOR TO COMMENCING THE LAND -DISTURBING ACTIVITY. THE CONTACT
NUMBER IS [phone].
7. ALL PERIMETER SILT FENCE WILL REMAIN IN OPERATING CONDITION
DURING ALL PHASES OF CONSTRUCTION.
8. PERIMETER MEASURES MUST BE LEFT IN PLACE UNTIL ALL UPLAND AREAS
ARE PERMANENTLY STABILIZED. AFTER SITE IS PERMANENTLY STABILIZED,
REMOVE ALL TEMPORARY EROSION CONTROL MEASURES AND PROVIDE
PERMANENT SEEDING WHERE TEMPORARY MEASURES HAVE BEEN
REMOVED AND GROUND COVER IS NOT ADEQUATE. SEDIMENT BASINS MAY
NOT BE REMOVED OR CONVERTED TO PERMANENT SCMS UNTIL ALL
UPLAND AREAS ARE PERMANENTLY STABILIZED.
9. PER NPDES REQUIREMENTS, A RAIN GAUGE, SELF -INSPECTIONS RECORDS,
PERMIT, CERTIFICATE OF COVERAGE, AND S&E PLAN ARE REQUIRED TO BE
MAINTAINED ON SITE AND ACCESSIBLE DURING INSPECTION. IT IS
RECOMMENDED THAT THESE ITEMS BE PLACE IN A PERMITS BOX AT THE
BEGINNING OR ENTRANCE OF PROJECT.
10. ALL SEDIMENT CONTAINMENT DEVICES SHALL BE DEWATERED THROUGH A
SILT BAG WITH A FLOATING INTAKE THAT IS CONSTANTLY MONITORED
WHILE IN USE.
11. A LAYER OF SAND, SCREENINGS OR FINES WILL BE PLACED ON PAVED
SURFACES PRIOR TO DEPOSITION OF ANY EXCAVATED MATERIALS.
12. ALL DITCHES ALONG THE FORCEMAIN CORRIDOR WILL BE STABILIZED AT
THE END OF THE DAY.
SEQUENCE OF CONSTRUCTION ACTIVITIES: (PHASE 1)
1. OBTAIN GRADING PERMIT.
2. DETERMINE AND MARK LIMITS OF DISTURBANCE.
3. A PRE -CONSTRUCTION CONFERENCE MUST BE HELD 48 HOURS PRIOR TO
THE START OF ANY CONSTRUCTION ACTIVITIES. THE EROSION CONTROL
INSPECTOR, ARCHITECT, ENGINEER, AND CONTRACTOR SHALL BE
PRESENT TO SATISFY REQUIREMENTS. (SEE NOTE #4 UNDER "SEQUENCE
OF CONSTRUCTION ACTIVITIES")
4. INSTALL CONSTRUCTION ENTRANCE, TREE PROTECTION FENCING, SILT
FENCE, PERIMETER EROSION CONTROL DEVICES AND ALL REQUIRED
BASINS AND TRAPS. BASINS B-02 AND B-03 SHALL HAVE LEVEL
SPREADERS AT OUTFALL LOCATIONS TO PROVIDE NON EROSION
CONVEYANCE FROM EACH BASINS RESPECTIVE OUTFALLS.
5. SCHEDULE SITE INSPECTION.
6. CONSTRUCT REMAINING EROSION CONTROL MEASURES AS REQUIRED.
7. REMOVE AND/OR STORE TOPSOIL.
8. UPON APPROVAL TO PROCEED BY THE EROSION CONTROL INSPECTOR,
HARVEST ANY TIMBER. (SEE NOTE #4 UNDER "SEQUENCE OF
CONSTRUCTION ACTIVITIES"). EROSION AND SEDIMENT CONTROL PERMIT
(E&SC) AS WELL AS APPROVAL FROM THE EROSION CONTROL
INSPECTOR MUST BE OBTAINED BEFORE AND GRADING OR TIMBERING
OPERATIONS CAN BEGIN. ONCE PERMIT AND APPROVAL OBTAINED
PROCEED TO PHASE2 SEQUENCING.
0
z
O
z
O
z
0
0
4\c
'
SHADY
GREENS DR
HILLTOP
NEEDMORE RD
a� SITE
JS
VICINITY MAP:
(NOT TO SCALE)
COPYRIGHT © 2020 SEPI ENGINEERING & CONSTRUCTION
SEQUENCE OF CONSTRUCTION ACTIVITIES: (PHASE 2)
9. BEGIN GRADING OPERATIONS.
10. CLEAN SEDIMENT BASINS/TRAPS WHEN ONE-HALF FULL. ALL DEVICES
SHALL BE DE -WATERED THROUGH A SILT BAG WITH A FLOATING INTAKE
THAT IS CONSTANTLY MONITORED WHILE IN USE.
11. ALL STREETS SURROUNDING THE PROJECT SHALL BE KEPT CLEAN AT ALL
TIMES.
12. PLACE TEMPORARY SEEDING ON ALL DISTURBED AREAS THAT WILL BE IDLE
14 DAYS OR LONGER.
13. ALL UPSTREAM AND DOWNSTREAM BASIN SLOPES SHALL BE COVERED
WITH SUITABLE ROLLED EROSION CONTROL PRODUCT (RECP) AFTER
SEEDING.
14. ALL CHANNELS, DITCHES, AND SWALES SHALL BE LINED TO THE TOP OF
THE BANK.
15. ANY BARE SOILS BETWEEN DOWNSTREAM TOE OF BASIN SLOPES OR
DIVERSIONS TO THE LIMITS OF DISTURBANCE (L.O.D.) AND PERIMETER
EROSION AND SEDIMENT CONTROL MEASURES WILL BE SEEDED, MULCHED
AND TACKED.
16. PERMANENT SURFACE STABILIZATION SHALL BE INSTALLED FOR ALL
AREAS WITHIN 14 DAYS AFTER FINAL GRADE HAS BEEN REACHED. AS
NECESSARY, FERTILIZE, WATER AND RESEED AS REQUIRED TO ESTABLISH
AND MAINTAIN A VIGOROUS STAND OF GRASS.
17. AFTER COMPLETION OF CONSTRUCTION AND THE SITE IS STABILIZED,
REMOVE ALL ACCUMULATED SEDIMENT FROM SEDIMENT TRAPPING
MEASURES AND DISPOSE BY MEANS DEEMED ACCEPTABLE BY THE
ENGINEER. SCHEDULE SITE INSPECTION. UPON APPROVAL BY THE
EROSION CONTROL INSPECTOR, REMOVE TEMPORARY EROSION CONTROL
MEASURES, SMOOTH AREA AND APPLY APPROPRIATE STABILIZATION.
18. SEDIMENT BASINS B-02 AND B-03 SHALL BE DEWATERED AND DILIGENTLY
MONITORED UNTIL SITE IS FULLY STABILIZED AND APPROVAL IS GRANTED
BY THE EROSION CONTROL INSPECTOR TO CLOSE OUT BASINS B-02, B-03,
AND ALL RELATIVE EROSION CONTROL MEASURES. SEDIMENT BASIN B-01
SHALL BE DEWATERED UNTIL THE SITE IS FULLY STABILIZED AND
APPROVAL FROM THE EROSION CONTROL INSPECTOR IS GRANTED, ONLY
THEN CAN THE BASIN BE CONVERTED TO THE PERMANENT SCM DEVICE.
19. STORMWATER PERMIT INSPECTION REPORTS SHALL BE PERFORMED BY
THE CONTRACTOR UNTIL NOTIFIED OTHERWISE BY THE EROSION
CONTROL INSPECTOR.
20. SELF -INSPECTIONS FOR EROSION AND SEDIMENTATION CONTROL
MEASURES ARE TO BE PERFORMED AT LEAST ONCE EVERY SEVEN
CALENDAR DAYS AND WITHIN 24 HOURS OF EVERY RAIN EVENT OF
GREATER THAN 1 INCH. ANY NEEDED REPAIRS SHALL BE MADE
IMMEDIATELY TO MAINTAIN MEASURES AS DESIGNED. ALL ESC MEASURES
SHALL BE MAINTAINED AS SPECIFIED IN THE CONSTRUCTION DETAILS ON
THIS PLAN. A RAIN GAUGE SHALL BE INSTALLED AT THE PROJECT SITE FOR
MONITORING.
www.Iittleonline.com
This drawing and the design shown are the
property of Little Diversified Architectural
Consulting. The reproduction, copying or other
use of this drawing without their written consent
is prohibited and any infringement will be subject
to legal action.
0 Little 2021
15834
09.06.2Q22:
.,,a4(i......... ��
,,,
„lllj illi111tt "
BID SET
09.06.2022
NO.
REASON
DATE
PRINCIPAL IN CHARGE
Jerry Guerrier, AIA
PROJECT MANAGER
Mary Beth Russo
DESIGN TEAM
STEWART
WAKE COUNTY PUBLIC
SCHOOL SYSTEM
HILLTOP NEEDMORE ROAD
ELEMENTARY SCHOOL
4575 Hilltop Needmore Road
Fuquay-Varina, NC 27526
WCPSS# 862-520
SHANE WEBSTER, PM
514.13014.00
EROSION CONTROL
PLAN (NOTES)
C4.00
1
2
3
4
5
6
7

LITTLE
DIVERRtED ARCHITECTURAL CONSULTING
F
L:\Projects\2020\L20040 - WCPSS E-44\DWGS\2-Design\3-Sheets\L20040-C4.00 Erosion Control Plan.dwg Nov 29, 2022 - 10:03am
RIB
•
♦
)v1UNITY
WATCH
SIRttI
STOP
♦
•
•
PROPOSED CHECK DAM
RIP RAP APRON (RR-4)
5.0'L X 3.8' W X 9" THICK 3" 0 CLASS A
STONE
TEMPORARY 15" HDPE PIPE CROSSING UNDER
CONSTRUCTION ENTRANCE AT 0.50% SLOPE
INVERT IN: 384.83
INVERT OUT: 384.66
FG AT CONST. ENTRANCE: 387.04
RIP -RAP INLET PROTECTION
•
24" RCP
INV: 345.89'
EIP LOPE
♦
•
♦
GREENWAY RULE
A
El
15" RCP
INV: 355.59'
15" RCP
INV: 355.04'
TRANS- - _ _
15" RCP
INV: 349.50'
,INV: 349.01'
I.I\/I A7 in.
4" PVC
4' PVC
INV: 349.37'
PROPOSED CONCRETE
WASHOUT
SEE DETAIL NCG01/C4.20
PROPOSED TIRE WASH
SEE DETAIL 4/C9.12
r
PERMIT BOX AND RAIN
GAUGE LOCATION
HILLTOP NEE
PROVIDE PEDESTRIAN BARRICADE
\ \\ \\� \
OF \ \ \ Ice) �\
CE: 10.30 AC \\ \
HARDWARE CLOTH AND GRAVEL T1 // ^ I
\ II \\ \ INLET PROTECTION �1 / / \ \ l I
INITIAL LIMITS
DISTURBANCE:
TEMPORARY ASPHALT
PEDESTRIAN PATH
i Ii11111I111111111111111 1111 IItJ�\ 1 Min Mi. 1.1
X AS X °\� \\\� /�
24 HD)
3
6" THICK ABC LAYDOWN
AREA FOR STORAGE
AND CONSTRUCTION
TRAILER LOCATION
6" THICK ABC
LAYDOWN AREA
FOR EMPLOYEE
PARKING
GRE
EXISTING
ENWAY PATH
111
16
I /
DIVERSION /
RY LINING: STRAW
MAT (TYP)
STOCKPILE
TEMPORARY SEDIMENT BASIN #1:
TOP BASIN ELEVATION = 356.00' '
BOTTOM BASIN ELEVATION = 353.00'
SURFACE AREA: 18,370 SF ' 1
DEWATERING TIME: 3.99 DAYS
SEE DETAIL 1/C9.11
TEMPORARY ASPHALT
PEDESTRIAN PATH
/
TEMPORARY DIVERSION
DITCH #2
DRAINAGE AREA #1
•N°
1 0•
PFt�s PG�E ,
00-14N Pg�NP
GSM �0�pS oo�p���Zg���6
O� RE;:36I QG :p2
'IC MP a21 kgo
Go Ovv G6l 9G y,$
PAN• o$ PG
09M 90�
24' WIDE DOUBLE GATES TO PROVIDE
PEDESTRIANS WITH SAFE TRAIL
• ACCESS, TO REMAIN CLOSED AFTER
BMP INSTALLATION
TEMPORARY ASPHALT PATH
u
RIP -RAP APRON (RR-1)
12'LX6'WX22"T
CLASS B 6" 0 STONE
TEMPORARY 24" HDPE SLOPE
DRAIN INTO SEDIMENT BASIN
RIP -RAP APRON (RR-2)
12'LX6'WX22"T
6" 0 CLASS B STONE
RIP -RAP APRON (RR-3)
12'LX6'WX9"T
3" 0 CLASS A STONE
INVERT ELEVATION = 352.50
32' EMERGENCY SPILLWAY
a
•
3" SKIMMER W/ 2.5" ORIFICE 0 •
PORTION OF PPJ
TO
BE RE MOVED•
N
ti
7.. \
TEMPORARY 24" HDPE PIPE AT PATH
CROSSING. PROTECT OUTFALL WITH
ROLLED EROSION CONTROL PROTECTION
DRAINAGE AREA #1
8.87 AC
•
•
♦
EROSION CONTROL LEGEND:
SYMBOL
SF
TP
DD
DIP
°IP
DESCRIPTION
LIMITS OF DISTURBANCE
SILT FENCE
TREE PROTECTION
DIVERSION DITCH
100 YR FLOOD ELEV.
DETAIL
REFERENCE
N/A
3/C9.10
2/C9.10
4/C9.10
N/A
BLOCK & GRAVEL INLET PROTECTION 1/C9.12
SILT FENCE AND WIRE INLET PROTECTION 8/C9.11
HORSE SHOE INLET PROTECTION 7/C9.11
6/C9.11
6/C9.10
SILT FENCE OUTLET
CHECK DAM
RIPRAP DISSIPATER
N/A
TEMPORARY CONSTRUCTION ENTRANCE 1/C9.10
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH NORTH
CAROLINA EROSION CONTROL SPECIFICATIONS
FOR REFERENCE ONLY AND IS SHOWN TO IDENTIFY
MAINTENANCE REQUIREMENTS UNTIL NEXT PHASE
OF EROSION ADDED TO THE PROJECT.
•
0 40 80
SCALE: 1" = 80'
160
NORTH
www.Iittleonline.com
This drawing and the design shown are the
property of Little Diversified Architectural
Consulting. The reproduction, copying or other
use of this drawing without their written consent
is prohibited and any infringement will be subject
to legal action.
0 Little 2021
SE
15834
9; 09.06.2222: „
t_01(�`
`1111 111,11“1'tt
BID SET
09.06.2022
NO.
REASON
DATE
PRINCIPAL IN CHARGE
Jerry Guerrier, AIA
PROJECT MANAGER
Mary Beth Russo
DESIGN TEAM
STEWART
WAKE COUNTY PUBLIC
SCHOOL SYSTEM
HILLTOP NEEDMORE ROAD
ELEMENTARY SCHOOL
4575 Hilltop Needmore Road
Fuquay-Varina, NC 27526
WCPSS# 862-520
SHANE WEBSTER, PM
514.13014.00
EROSION CONTROL
PLAN (PHASE 1)
C4.01

LITTLE
DIVERRtED ARCHITECTURAL CONSULTING
F
L:\Projects\2020\L20040 - WCPSS E-44\DWGS\2-Design\3-Sheets\L20040-C4.00 Erosion Control Plan.dwg Nov 29, 2022 - 10:03am
1
2
•
•
•
•
ee
WATCH
•
•
PROPOSED CHECK DAM
RIP -RAP OUTLET PROTECTION
TEMPORARY 15" HDPE PIPE CROSSING UNDER
CONSTRUCTION ENTRANCE AT 0.50% SLOPE
INVERT IN: 384.83
INVERT OUT: 384.66
FG AT CONST. ENTRANCE: 387.04
RIP -RAP INLET PROTECTION
•
•
PROPOSED CONCRETE
WASHOUT
SEE DETAIL NCG01/C4.20
PROPOSED TIRE WASH .
PERMIT BOX AND RAIN
GAUGE LOCATION
FRENCH DRAIN: 6" PERFORATED HDPE PIPE WITH POLYESTER WOVEN SOCK
WRAPPED IN WASHED #57 STONE AND GEOTECHNICAL FITLER FABIRC, SEE
DETAIL THIS SHEET.
ALL FRENCH DRAINS TO SLOPE AT 1°/0 AND DAYLIGHT TO DISCHARGE TO
THE EDGE OF THE GRADING AND THEN TRANSITION TO SOLID WALL PIPE
AND EXTEND TO BOTTOM OF DITCH OR SEDIMENT BASIN AS INDICATED.
•
•
•
•
24" RCP
•
•
•
•
GREENWAY RULE
15" RCP
15" RCP
15" RCP
4" PVC
4" PVC
3
•
•
INV ELEV. = 372.50
INV ELEV. = 372.50
INITIAL LIMITS OF
DISTURBANCE: 10.30 AC
24' WIDE DOUBLE
ACCESS GATES
20' WIDE ACCESS
HILLTOP NE
\ r\\ \\\ ( .. \\\ 7
HARDWARE CILNOLTEHT pARN0DTGERcATVI0ENL 7/-j\--j:r2j,// 1.1)1.
P ) ( "\\\
6" THICK ABC LAYDOWN
AREA FOR STORAGE
AND CONSTRUCTION
TRAILER LOCATION
6" THICK ABC
LAYDOWN AREA
FOR EMPLOYEE
PARKING
A.TE_McF:ORTY A,S\ PITIALT ...\\•no
FUTURE BUILDING
SHOWN FOR REFERENCE
INV ELEV. = 369.25
FUTURE BU LDING
SHOWN FOR REFERENCE
TEMPORARY DIVERSION DITCH
FUTURE BUILDING
SHOWN FOR REFERENCE
DRAINAGE AREA #2
9.60 AC
4
TEMPORARY 15"
54.
HDPE SLOPE DRAIN ‘.1
•
•
•
TEMPORARY ASPHALT PATH
55,
oc
CDC3\ C)Ica\-;
\-6101;11\115;9-b,bb.:5, \\\,56c
•
TEMPOR R DIVERSION
DITCH #1
TEMPCRARY LINING: STRAW
NET WI TF MAT (TYP)
TEMPORARY 24" PIPE AT PATH 66
WO
CROSSING. USE ROLLED EROSION — . .
24' WIDE DOUBLE GATES TO PROVIDE
PEDESTRIANS WITH SAFE TRAIL
ACCESS, TO REMAIN CLOSED AFTER
BMP INSTALLATION
l',..I.NV ELEV. = 357.37 ! \
STOCKPILE
TEMPORARY SEDIMENT BASIN #1:
TOP BASIN ELEVATION = 358.00'
BOTTOM BASIN ELEVATION = 354.00'
SURFACE AREA: 18,370 SF ;
SEE DETAIL 1/C9.11
TEMPORARY ASPHALT
PEDESTRIAN PATH
•
•
•
•
TEMPORARY DIVERSION
DITCH #2
REPLACE EXISTING JUTE NET BAFFLE
WITH COIR FIBER MESH BAFFLE
16
•
5
11\
32' EMERGENCY SPILLWAY
SKIMMER AND TEMPORARY OUTLET PIPE
RIP -RAP APRON (RR-1)
CLASS B 6" 0 STONE
TEMPORARY 24" HDPE SLOPE
DRAIN INTO SEDIMENT BASIN
RIP -RAP APRON (RR-2)
RIP -RAP APRON (RR-3)
INVERT ELEVATION = 352.5C
DEWATERING SUMP
A PUMP AND FILTER BAG
EROSION CONTROL LEGEND:
SYMBOL
TP
DD
IP
01P
DESCRIPTION
LIMITS OF DISTURBANCE
SILT FENCE
TREE PROTECTION
DIVERSION DITCH
100 YR FLOOD ELEV.
BLOCK & GRAVEL INLET PROTECTION
DETAIL
REFERENCE
N/A
3/C9.10
2/C9.10
4/C9.10
N/A
1/C9.12
SILT FENCE AND WIRE INLET PROTECTION 8/C9.11
HORSE SHOE INLET PROTECTION
SILT FENCE OUTLET
CHECK DAM
RIPRAP DISSIPATER
N/A
TEMPORARY CONSTRUCTION ENTRANCE 1/C9.10
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH NORTH
CAROLINA EROSION CONTROL SPECIFICATIONS
FOR REFERENCE ONLY AND IS SHOWN TO IDENTIFY
MAINTENANCE REQUIREMENTS UNTIL NEXT PHASE
OF EROSION ADDED TO THE PROJECT.
PERFORMED PIPE
OLYEATEA WOVEN
EXISTING SOIL
FRENCH DRAIN DETAIL: SECTION VIEW, NTS
SHOULDER
CLEAN BACKFILL
(SEED OR MULCH PER SPEC)
20.-0" EASEMENT
1.5" BITUMINOUS
CONCRETE S9.513
SURFACE COURSE
SIDE SLOPES SHALL BE LESS THAN 3:1 (TYP.)
UNLESS OTHERWISE INDICATED ON LAYOUT PLANS.
CUT AND FILL SLOPES SHALL TT INTO EXISTING
SLOPES TO CREATE AN EVEN TRANSMON.
2% MAX. CROSS SLOPE
1. CROSS SLOPE DIRECTION VARIES. SEE LAYOUT PLANS FOR DIRECTtON OF SLOPE.
2. CONTRACTOR IS RESPONSIBLE FOR RE—ESTABLISHING ALL SLOPES DISTURBED BY
3. SEE DETAIL 080.13 FOR AREAS WHERE GROUNDWATER IS PRESENT.
4. IF NATURAL DRAINAGE CROSSES TRAIL IN AN EROSIVE MANNER. ADDMONAL MEASURES
SHALL BE REQUIRED TO PASS WATER ACROSS GREENWAY.
5. 20 FT EASEMENT SHALL BE CLEARED OF ALL VEGETATION AND SEEDED APPROPRIATELY.
6. VERTICAL CLEARANCE OF a' FROM GREENWAY SURFACE TO LOWEST VEGETATION SHALL
BE REQUIRED. SELECT REMOVAL OF VEGETATION THAT POSES MAINTENANCE ISSUES MAY
BE REQUIRED.
SHOULDER
COMPACTED SUBGRADE
6" ABC STONE
DRAWING NOT TO SCALE
porch corona
TOWN OF FUQUAY-VARINA
10 FT ASPHALT
s
sHEE- of ,
6
•
0 40 80
SCALE: 1" = 80'
7
•
160
NORTH
This drawing and the design shown are the
propero of Little Diversified Architectural
Consulting. The reproduction, copying or other
use of this drawing without their written consent
is prohibited and any infringement will be subject
to legal action.
SE
15834
BID SET
09.06.2022
NO.
REASON
DATE
PRINCIPAL IN CHARGE
Jerry Guerrier, AIA
PROJECT MANAGER
Mary Beth Russo
DESIGN TEAM
STEWART
WAKE COUNTY PUBLIC
SCHOOL SYSTEM
HILLTOP NEEDMORE ROAD
ELEMENTARY SCHOOL
4575 Hilltop Needmore Road
Fuquay-Varina, NC 27526
WCPSS# 862-520
SHANE WEBSTER, PM
514.13014.00
EROSION CONTROL
PLAN (PHASE 2)

LITTLE
DIVERSIFIED ARCHITECTURAL CONSULTING
L:\Projects\2020\L20040 - WCPSS E-44\DWGS\2-Design\3-Sheets\L20040-C4.00 Erosion Control Plan_Building Package.dwg Nov 29, 2022 - 10:05am
1
r (
2
Otis
Raq •
/
•
•
•
•
•
•
•
PROPOSED CHECK DAM
EXISTING 5.0'L X 3.8' W X 9" THICK 3" P
CLASS A RIP -RAP OUTLET PROTECTION
TEMPORARY 15" HDPE PIPE CROSSING UNDER
CONSTRUCTION ENTRANCE AT 0.50% SLOPE
INVERT IN: 384.83
INVERT OUT: 384.66
FG AT CONST. ENTRANCE: 387.04
EXISTING RIP -RAP INLET PROTECTION
•
•
'/
•
Q\P
\
•
/
NG'
OPT
G� QL
34! O\IE� `NG'�
PERG0�1)N®SC ,101
OP
SEA,•
sTcpczie,0
sox its
,6.T
es' ste
GO"'
FRENCH DRAIN: 6" PERFORATED HDPE PIPE WITH POLYESTER WOVEN SOCK
, WRAPPED IN WASHED #57 STONE AND GEOTECHNICAL FITLER FABIRC, SEE
DETAIL THIS SHEET.
ALL FRENCH DRAINS TO SLOPE AT 1 % AND DAYLIGHT TO DISCHARGE TO
THE EDGE OF THE GRADING AND THEN TRANSITION TO SOLID WALL PIPE
AND EXTEND TO BOTTOM OF DITCH OR SEDIMENT BASIN AS INDICATED.
r
•
•
•
EMERGENCY SPILLWAY
B-03 (Skimmer Sediment Basin)
DISTURBED DA : 1.98 AC
TOP OF BERM : 377.00 FT
BOTTOM OF POND : 372.00 FT
SURFACE AREA : 3,999 SF
6' SPILLWAY CREST ELEV : 375.50 FT
SKIMMER PIPE INVERT : 371.00 FT
,a
NP
.\\\\ \ fix+
; %dam
f
PROPOSED CONCRETE \ INLET PROTECTION
WASHOUT
SEE DETAIL NCG01/C4.20
__. -
EXISTING TIRE WASH
\ 1 •40'/ /
/03/ /
HILLTOP NEEDMORE RD ISRTS997
\ P' F5P
GcZ.ce, /\r
HARDWARE CLOTH AND GRAVEL s)
N I
EXISTING PERMIT BOX AND / G�\\ \ i . )
INV ELEV. = 371.80
'Ii! h/A
��. . = 372.500
INV ELEV. = 372.50
4
'INV ELEV. = 371.80
INV ELEV. = 372.50
114?
INV ELEV. = 371.80
,1
\\\\
2.5" FAIRCLOTH SKIMMER
W/ 1.75" ORIFICE &
TEMPORARY OUTLET PIP
rf11I� 1 i.a
10' LEVEL SPREADER (B03-LS) e �
SEE DETAIL 9 SHEET C9.11
DEWATERING SUMP PUMP AND FILTER BAG
3
RR-SD-B03
(SEE CALCS)
18" HDPE SLOPE DRAIN, SEE CALCS
(SD-B03), Q10= 5.60 cfs
DRAINAGE AREA: 1.37 AC
/ I//
TEMPORARY DIVERSION DITCH (TD-B03-2)
AREA: 1.08 AC, 1 I / IIV
Q10= 4.41 cfs, I I 1 \\\\N
Q2: 3.45 cfs 1 1 1 ` \ \ _ \
1 \\ 1 ` \
\ \\ ,` \ e`
-GP
N. � � JO N�RSMpTE•\'�
Po p�0*
PP
/
\�1
18" HDPE SLOPE DRAIN
\ \ \ \ \ \ (SD-B02-1) PER TABLE 6.32a
\ \ \ \ \ \ \ \ I I I DA: 0.96 AC, Q 10: 3.92 cfs
\ AV A AV [1." ) J 1 \ )�%/ V' RR-SD-B02-1\ /, J /// / // ` (SEE CALCS)
046
RR SD B02 2
\~ 1 1 (SEE CALCS)
•
•
•
6" THICK ABC
LAYDOWN AREA
FOR EMPLOYEE
PARKING
TEMPORARY DIVERSION DITCH
(TD-B02-1)
DA: 0.95 AC, Q2= 3.04 cfs
18" HDPE SLOPE DRAIN
1 (SD-B02-2) PER TABLE 6.32a
r, DA: 0.95 AC, Q10: 3.88 cfs
‘,\ EMERGENCY SPILLWAY
0)? •362� STREAM BUFFER
r
-4J f _ •..4
EXISTING CHECK DAM, TYP.
PSP N\Np(
\�\\ \\\ \N
•
\s \\\VC\
INV ELEV. = 362.61 �`��,\\
. EXISTING TEMPORARY \ \\ \�
. DIVERSION DITCH \\\ r�
EXISTING LINING: STRAW
NET WITH MAT (TYP)
•
INV ELEV. = 367.13
TEMPORARY DIVERSION DITCH (TD-B03-1)
AREA: 0.29 AC
Q 10= 1.19 cfs
Q2= 0.93 cfs
•
•
4
L
ce
INV ELEV1` 369.00 f
DRAINAGE AREA #1
10.33 AC
•
•
•
TA 04
\\ \ \\\\ \
TEMPORARY SEDIMENT BASIN #1:
TOP BASIN ELEVATION = 358.00'
BOTTOM BASIN ELEVATION = 354.00'
SURFACE AREA: 18,370 SF
SEE DETAIL 1/C9.11
10' LEVEL
ISPREADER
ON SHEET
•
EX TEMPORARY
DIVERSION DITCH #2
BLOCK & GRAVEL INLET
PROTECTION
•
•
•
DRAINAGE AREA #1
REPLACE EXISTING JUTE NET BAFFLE
WITH COIR FIBER BAFFLE MATERIAL
•
•
•
•
•
•
•
•
•
5
elet
45\
•
co-
sc-
TEMPORARY DIVERSION DITCH (TD-602-2)
DA: 0.96 AC, Q2= 3.07 cfs
POROUS BAFFLES (TYP.)
DEWATERING SUMP PUMP AND FILTER BAG
B-02 (Skimmer Sediment Basin)
DISTURBED DA : 2.83 AC
TOP OF BERM : 364.00 FT
BOTTOM OF POND : 359.00 FT
SURFACE AREA : 5,614 SF
10' SPILLWAY CREST ELEV : 362.50 FT
SKIMMER PIPE INVERT : 359.00 FT
•
"\\\"‘
•
•
6" FAIRCLOTH SKIMMER
& TEMPORARY OUTLET PIPE
DOUBLE ROW HIGH HAZARD
SILT FENCE
•
PROP. HORSE -SHOE INLET
PROTECTION •
aft
INN 4*4
EX TEMPORARY 24" PIPE AT PATH
CROSSING. USE ROLLED EROSION
CONTROL PROTECTION AT OUTFALL.
INV ELEV. = 357.37
EX RIP -RAP APRON (RR-1)
CLASS B 6" 0 STONE
EX TEMPORARY 24" HDPE SLOPE
DRAIN INTO SEDIMENT BASIN
EX RIP -RAP APRON (RR-2)
6" 0 CLASS B STONE
EX RIP -RAP APRON (RR-3)
3" 0 CLASS A STONE
INVERT ELEVATION = 352.50
EX DEWATERING SUMP
PUMP AND FILTER BAG
32' EMERGENCY SPILLWAY
4.
EX 3" SKIMMER W/ 2.5" ORIFICE 0
EX SKIMMER AND TEMPORARY OUTLET PIPE
6
EROSION CONTROL LEGEND:
SYMBOL
SF
TP
DD
DIP
4VIP
DESCRIPTION
LIMITS OF DISTURBANCE
SILT FENCE
DOUBLE ROW HIGH HAZARD SILT FENCE
TREE PROTECTION
DIVERSION DITCH
BAFFLES
100 YR FLOOD ELEV
HARDWARE CLOTH AND GRAVEL INLET
PROTECTION
BLOCK AND GRAVEL INLET PROTECTION
HORSE SHOE INLET PROTECTION
SILT FENCE OUTLET
CHECK DAM
RIPRAP DISSIPATER
DETAIL
REFERENCE
N/A
3/C9.10
8/C9.10
2/C9.10
4/C9.10
5/C9.11
N/A
8/C9.11
1/C9.12
7/C9.11
6/C9.11
6/C9.10
N/A
TEMPORARY CONSTRUCTION ENTRANCE 1/C9.10
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH NORTH
CAROLINA EROSION CONTROL SPECIFICATIONS
•
0 40 80
SCALE: 1" = 80'
7
•
160
NORTH
This drawing and the design shown are the
propero of Little Diversified Architectural
Consulting. The reproduction, copying or other
use of this drawing without their written consent
is prohibited and any infringement will be subject
to legal action.
SE
BID SET
09.06.2022
NO.
REASON
DATE
2
EPP ADDENDUM
08.23.22
NCDEQ 2ND SUBMITTAL 11.28.22
PRINCIPAL IN CHARGE
Jerry Guerrier, AIA
PROJECT MANAGER
Mary Beth Russo
DESIGN TEAM
STEWART
WAKE COUNTY PUBLIC
SCHOOL SYSTEM
HILLTOP NEEDMORE ROAD
ELEMENTARY SCHOOL
4575 Hilltop Needmore Road
Fuquay-Varina, NC 27526
WCPSS# 862-520
SHANE WEBSTER, PM
514.13014.00
EROSION CONTROL
PLAN (BUILDING
PHASE 1)

LITTLE
DIVERSIFIED ARCHITECTURAL CONSULTING
L:\Projects\2020\L20040 - WCPSS E-44\DWGS\2-Design\3-Sheets\L20040-C4.00 Erosion Control Plan_Building Package.dwg Nov 29, 2022 - 10:05am
1
2
014
', r\\.y I
•
1
)1/
O`
vt'
ot
04
etl' se
evo
sto
3
str-
/
•
\
\\\\\ \ •
>�`\\
ONCE GRADING IS COMPLETE AND THE SITE IS
STABILIZED, CALL THE STORMWATER INSPECTIONS
REGIONAL COORDINATOR AT [phone] TO
REQUEST AN INSPECTION AND OBTAIN APPROVAL
TO REMOVE TEMPORARY MEASURES. DO NOT
REMOVE TEMPORARY MEASURES WITHOUT PRIOR
STORMWATER INSPECTOR APPROVAL.
/
\ 1 I
'
v /1
I/
I I\I II/I
I 1 \ `\�-
\I \ \ \
1 \ \ — \ �'`
1 \`372` \
---� ` �—
\'ATP `ce f--vcc evalifiks4-dir
(Y604- agPiiiaf-011-
0' mil
Y� \
—/
i
_ _, s\ \ N —\ I
— — \ \ r
/ ► \I I ')` o\\ �/
/ ti \ \\\ 1 1 /•
\,i �'\\\�w`\` / / �.
1 1.1 \ \o
�\ \ / �� N.---,:. '
i
HARDWARE CLOTH AND GRAVEL
INLET PROTECTION
' •v
—
\
6" THICK ABC
LAYDOWN AREA
FOR EMPLOYEE
PARKING
#57 WASHED STONE
PROTECTION.
SEE DETAIL 9 ON
SHEET C9.11
•
4
LEVEL SPREADER
G (BY-PASS-LS)
`. SEE DETAIL 9
SHEET C9.11
36(:
c
0-94
/
//a
BLOCK & GRAVEL INLET
PROTECTION
\
•
\
5
I
—376
— \
i
001;11
\I
\
.610
•
V
O
Pr
OP
NubMOR '° SR
ONCE GRADING IS COMPLETE AND THE SITE IS
STABILIZED, CALL THE STORMWATER INSPECTIONS
REGIONAL COORDINATOR AT [phone] TO
REQUEST AN INSPECTION AND OBTAIN APPROVAL
TO REMOVE TEMPORARY MEASURES. DO NOT
REMOVE TEMPORARY MEASURES WITHOUT PRIOR
STORMWATER INSPECTOR APPROVAL.
elk
etik
0
6
EROSION CONTROL LEGEND:
SYMBOL
DESCRIPTION
DETAIL
REFERENCE
SF
SF
TP
DD
BAF
DIP
riNe
LIMITS OF DISTURBANCE
SILT FENCE
DOUBLE ROW HIGH HAZARD SILT FENCE
TREE PROTECTION
DIVERSION DITCH
BAFFLES
100 YR FLOOD ELEV.
HARDWARE CLOTH AND GRAVEL INLET
PROTECTION
BLOCK AND GRAVEL INLET PROTECTION
HORSE SHOE INLET PROTECTION
SILT FENCE OUTLET
CHECK DAM
RIPRAP DISSIPATER
N/A
3/C9.10
8/C9.10
2/C9.10
4/C9.10
5/C9.11
N/A
8/C9.11
1 /C9.12
7/C9.11
6/C9.11
6/C9.10
N/A
TEMPORARY CONSTRUCTION ENTRANCE 1/C9.10
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH NORTH
CAROLINA EROSION CONTROL SPECIFICATIONS
■
0 40 80
SCALE: 1" = 80'
7
■
160
NORTH
This drawing and the design shown are the
propero of Little Diversified Architectural
Consulting. The reproduction, copying or other
use of this drawing without their written consent
is prohibited and any infringement will be subject
to legal action.
BID SET
09.06.2022
NO. REASON
2
DATE
EPP ADDENDUM
NCDEQ 2ND SUBMITTAL
08.23.22
11.28.22
PRINCIPAL IN CHARGE
Jerry Guerrier, AIA
PROJECT MANAGER
Mary Beth Russo
DESIGN TEAM
STEWART
WAKE COUNTY PUBLIC
SCHOOL SYSTEM
HILLTOP NEEDMORE ROAD
ELEMENTARY SCHOOL
4575 Hilltop Needmore Road
Fuquay-Varina, NC 27526
WCPSS# 862-520
SHANE WEBSTER, PM
514.13014.00
EROSION CONTROL
PLAN (BUILDING
PHASE 2)

LITTLE
DIVERSIFIED ARCHITECTURAL CONSULTING
L:\Projects\2020\L20040 - WCPSS E-44\DWGS\2-Design\3-Sheets\L20040-C4.00 Erosion Control Plan.dwg Nov 29, 2022 - 10:06am
Doe3
Raq .
•
•
. STOP-
•
PROPOSED CHECK DAM
RIP RAP APRON (RR-4)
5.0'L X 3.8' W X 9" THICK 3" 0 CLASS A
STONE
TEMPORARY 15" HDPE PIPE CROSSING UNDER
CONSTRUCTION ENTRANCE AT 0.50% SLOPE
INVERT IN: 384.83
INVERT OUT: 384.66
FG AT CONST. ENTRANCE: 387.04
RIP -RAP INLET PROTECTION
i‘
•
•
24" RCP
INV:345.89'
EIP l OPE
•
•
•
•
GREENWAY RULE
El
04.
5" RCP
INV: 355.59'
15" RCP
INV: 355.04'
TRANS— ____
15" RCP
INV: 349.50'
,INV:349.01'
IKI\/ QA7 1 (V
4" PVC
4' PVC
INV: 349.37'
PROPOSED CONCRETE
WASHOUT
SEE DETAIL NCG01/C4.20
PROPOSED TIRE WASH
SEE DETAIL4/C9.12 %
PERMIT BOX AND RAIN
GAUGE LOCATION
INITIAL LIMITS OF
DISTURBANCE: 10.30 AC
\ PROVIDE PEDESTRIAN BARRICADE
AND WAYFINDING SIGN
HARDWARE CLOTH AND GRAVEL
INLET PROTECTION /
:C.:11.)111.1;C 1�II 1 llllll ill III\1►i;
6" THICK ABC LAYDOWN
AREA FOR STORAGE
AND CONSTRUCTION
TRAILER LOCATION
LAYDOWN AREA •
0 00. ,fit
TEMPORARY ASPHALT
PEDESTRIAN PATH
PROPOSED CHECK DAM, TYP. -
PORTION OF PAT
TO BE REMOVED •
IN PHASE 2
TEMPORARY 24" HDPE PIPE ATPATH
CROSSING. PROTECT OUTFALL WITH
ROLLED EROSION CONTROL PROTECTION
Il
i
•
•
TEMPORARY SEDIMENT BASIN #1:
TOP BASIN ELEVATION = 356.00'
BOTTOM BASIN ELEVATION = 353.00'
SURFACE AREA: 18,370 SF
DEWATERING TIME: 3.99 DAYS
SEE DETAIL 1/C9.11
TEMPORARY
ir
�, ASPHALT
PEDESTRIAN PATH
Jll
TEMPORARY DIVERSION
DITCH #2 \
DRAINAGE AREA #1
•
•
•
•
/
of -
F i
�P- oS NIv
QVP'1 51\
N` O y` D5$k 6 G 2
�'"1p IC, �,v Qq PG
EROSION CONTROL LEGEND:
SYMBOL
SF
TP
DD
DIP
°IP
tittg
DESCRIPTION
LIMITS OF DISTURBANCE
SILT FENCE
TREE PROTECTION
DIVERSION DITCH
100 YR FLOOD ELEV.
BLOCK & GRAVEL INLET PROTECTION
SILT FENCE AND WIRE INLET PROTECTION
HORSE SHOE INLET PROTECTION
SILT FENCE OUTLET
CHECK DAM
RIPRAP DISSIPATER
TEMPORARY CONSTRUCTION ENTRANCE
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH NORTH
CAROLINA EROSION CONTROL SPECIFICATIONS
DETAIL
REFERENCE
N/A
3/C9.10
2/C9.10
4/C9.10
N/A
1 /C9.12
8/C9.11
7/C9.11
6/C9.11
6/C9.10
N/A
1 /C9.10
FOR REFERENCE ONLY AND IS SHOWN TO IDENTIFY
MAINTENANCE REQUIREMENTS UNTIL NEXT PHASE
OF EROSION ADDED TO THE PROJECT.
NPDES SLOPE STABILIZATION CHART
SITE AREA DESCRIIPTION
PERIMETER DIKES, SWALES, DITCHES
AND SLOPES
SLOPES STEEPER THAN 3:1
SLOPES 3:1 OR FLATTER
ALL OTHER AREAS WITH SLOPES
FLATTER THAN 4:1
STABILIZATION TIME FRAME
7 DAYS
7 DAYS
14 DAYS
14 DAYS
STABILIZATION TIME FRAME
EXCEPTION
NONE
IF SLOPES ARE 10' OR LESS IN LENGTH
AND ARE NOT STEEPER THAN 2:1, 14
DAYS ARE ALLOWED
7 DAYS FOR SLOPES GREATER THAN 50'
IN LENGTH
NONE (EXCEPT AS SHOWN IN CHART)
NOTE:
CONTRACTOR MUST PERFORM NPDES EROSION AND SEDIMENT CONTROL INSPECTIONS AT LEAST
ONCE PER 7 CALENDAR DAYS AND WITHIN 24 HOURS OF A RAINFALL EVENT GREATER THAN 0.5 INCHES
PER 24HR PERIOD.
24' WIDE DOUBLE GATES TO PROVIDE
PEDESTRIANS WITH SAFE TRAIL
ACCESS, TO REMAIN CLOSED AFTER
BMP INSTALLATION
TEMPORARY ASPHALT PATH
RIP -RAP APRON (RR-1)
12'LX6'WX22"T
CLASS B 6" 0 STONE
TEMPORARY 24" HDPE SLOPE
DRAIN INTO SEDIMENT BASIN
RIP -RAP APRON (RR-2)
12'LX6'WX22"T
6" 0 CLASS B STONE
RIP -RAP APRON (RR-3)
12'LX6'WX9"T
3" ei CLASS A STONE
INVERT ELEVATION = 352.50
�FE
32' EMERGENCY SPILLWAY
\\V4.11
3" SKIMMER W/ 2.5" ORIFICE 0
1�\\ ,,.
\\\
)11111'
"`
\(,\ (I 1 10
06\ \\;\\
h)\\\1\\
( 1\4
II W 1
•
0 40 80
SCALE: 1" = 80'
•
160
NORTH
www.Iittleonline.com
This drawing and the design shown are the
property of Little Diversified Architectural
Consulting. The reproduction, copying or other
use of this drawing without their written consent
is prohibited and any infringement will be subject
to legal action.
0 Little 2021
BID SET
09.06.2022
NO.
REASON
DATE
PRINCIPAL IN CHARGE
Jerry Guerrier, AIA
PROJECT MANAGER
Mary Beth Russo
DESIGN TEAM
STEWART
WAKE COUNTY PUBLIC
SCHOOL SYSTEM
HILLTOP NEEDMORE ROAD
ELEMENTARY SCHOOL
4575 Hilltop Needmore Road
Fuquay-Varina, NC 27526
WCPSS# 862-520
SHANE WEBSTER, PM
514.13014.00
EROSION CONTROL
PLAN (PHASE 1) -
NPDES
C4.10
1
2
3
4
5
6
7

LITTLE
DIVERSIFIED ARCHITECTURAL CONSULTING
L:\Projects\2020\L20040 - WCPSS E-44\DWGS\2-Design\3-Sheets\L20040-C4.00 Erosion Control Plan.dwg Nov 29, 2022 - 10:07am
1
2
•
•
,(\'"
•
•
•
PROPOSED CHECK DAM
RIP -RAP OUTLET PROTECTION
TEMPORARY 15" HDPE PIPE CROSSING UNDER
CONSTRUCTION ENTRANCE AT 0.50% SLOPE
INVERT IN: 384.83
INVERT OUT: 384.66
FG AT CONST. ENTRANCE: 387.04
RIP -RAP INLET PROTECTION
•
•
FRENCH DRAIN: 6" PERFORATED HDPE PIPE WITH POLYESTER WOVEN SOCK
WRAPPED IN WASHED #57 STONE AND GEOTECHNICAL FITLER FABIRC, SEE
DETAIL THIS SHEET.
ALL FRENCH DRAINS TO SLOPE AT 1°/0 AND DAYLIGHT TO DISCHARGE TO
THE EDGE OF THE GRADING AND THEN TRANSITION TO SOLID WALL PIPE
AND EXTEND TO BOTTOM OF DITCH OR SEDIMENT BASIN AS INDICATED.
24" RCP
•
•
•
5" RCP
15" RCP
15" RCP
4" PVC
4" PVC
3
PROPOSED CONCRETE
WASHOUT
SEE DETAIL NCG01/C4.20
PROPOSED TIRE WASH
SEE DETAIL 4/C9.12
PERMIT BOX AND RAIN
/ GAUGE LOCATION
INITIAL LIMITS OF
DISTURBANCE: 10.30 AC
24' WIDE DOUBLE
ACCESS GATES
20' WIDE ACCESS
111
vi
1111
if WOO
11116110
Mll
HILLTOP NEE
PROVIDE PEDESTRIAN BARRICADE
r \ N \• ---\\ \ '
, \ (••.r\\-7
, -A\\\ 2.7\_-___-_.,
(\.-.,-1,
\\ \\:\„,_________7, _____:,____,\‘ \,.,
\ \;. /,, .• \•
‘,
:HARDWARE CLOTH AND GRAVL I \ --°)/ 2 ). . )
0 \
INLET PROTECTION
7 \ ,r---, /A V /
"li.d in* \ Lf I
6" THICK ABC LAYDOWN
AREA FOR STORAGE
AND CONSTRUCTION
TRAILER LOCATION
6" THICK ABC
LAYDOWN AREA
FOR EMPLOYEE
PARKING
4.1
TEMPORARY ASPHALT
PEDESTRIAN PATH
•
•
•
•
•
•
•
FUTURE BUILDING
SHOWN FOR REFERENCE
FUTURE BU LDING
SHOWN FOR REFERENCE
/
INV ELEV. = 369.00
--LL:fis:''.'iill: ;
litilltil
SIS,•r1r &1,,t-11144kIjivaTa \i'N
PROPOSED CHECK DAM, TYP.
TEMPORARY 15" HDPE SLOPE DRAIN
\ Tk:\ k
11
TEMPORARY DIVERSION DITCH
0\jigtj).,1 \,
HDPE SLOPE DRAIN
TEmPoRARY 15" \ '‘‘ \\I:n‘k;;‘‘‘'‘‘tkl
At
AtV
\\,':1/4",\1/4
FUTURE BUILDING
SHOWN FOR REFERENCE
DRAINAGE AREA #2
9.60 AC
4
INV ELEV. = 357.94
TEMPORARY ASPHAL
bai
cje'..\1 61:1 ?C''' .\\C-..0 • C),' (25)°55q1 9G
AIL r
DITCH #1
TEMPOR DIVERSION
/
TEMPCRARY LINING: STRAW
NET WI TH MAT (TYP)
TEMPORARY 24" PIPE AT PATH
CROSSING. USE ROLLED EROSION
CONTROL PROTECTION AT OUTFALL.
STOCKPILE
TEMPORARY SEDIMENT BASIN #1:
TOP BASIN ELEVATION = 358.00'
BOTTOM BASIN ELEVATION = 354.00'
SURFACE AREA: 18,370 SF
SEE DETAIL 1/C9.11
TEMPORARY DIVERSION
TEMPORARY ASPHALT
DITCH #2
PEDESTRIAN PATH
REPLACE EXISTING JUTE NET BAFFLE
11' WITH COIR FIBER MESH BAFFLE
•
•
•
•
•
•
•
•
•
5
•
•
•
24' WIDE DOUBLE GATES TO PROVIDE
PEDESTRIANS WITH SAFE TRAIL
ACCESS, TO REMAIN CLOSED AFTER
BMP INSTALLATION
\\N\
1\\\\\
')\A
i(W)
RIP -RAP APRON (RR-1)
CLASS B 6" 0 STONE
TEMPORARY 24" HDPE SLOPE
DRAIN INTO SEDIMENT BASIN
6" 0 CLASS B STONE
604
-91
EROSION CONTROL LEGEND:
SYMBOL
TP
DD
DIP
DESCRIPTION
LIMITS OF DISTURBANCE
SILT FENCE
TREE PROTECTION
DIVERSION DITCH
100 YR FLOOD ELEV.
BLOCK & GRAVEL INLET PROTECTION
SILT FENCE AND WIRE INLET PROTECTION
HORSE SHOE INLET PROTECTION
SILT FENCE OUTLET
CHECK DAM
RIPRAP DISSIPATER
TEMPORARY CONSTRUCTION ENTRANCE
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH NORTH
CAROLINA EROSION CONTROL SPECIFICATIONS
DETAIL
REFERENCE
N/A
N/A
8/C9.11
6/C9.11
6/C9.10
N/A
1/C9.10
FOR REFERENCE ONLY AND IS SHOWN TO IDENTIFY
MAINTENANCE REQUIREMENTS UNTIL NEXT PHASE
OF EROSION ADDED TO THE PROJECT.
NPDES SLOPE STABILIZATION CHART
SITE AREA DESCRIIPTION
PERIMETER DIKES, SWALES, DITCHES
AND SLOPES
SLOPES STEEPER THAN 3:1
STABILIZATION TIME FRAME
7 DAYS
7 DAYS
STABILIZATION TIME FRAME
EXCEPTION
NONE
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 AS SHOWN IN CHART)
NOTE:
CONTRACTOR MUST PERFORM NPDES EROSION AND SEDIMENT CONTROL INSPECTIONS AT LEAST
ONCE PER 7 CALENDAR DAYS AND WITHIN 24 HOURS OF A RAINFALL EVENT GREATER THAN 0.5 INCHES
PER 24HR PERIOD.
RIP -RAP APRON (RR-3)
INVERT ELEVATION = 352.50
DEWATERING SUMP
(1\,. PUMP AND FILTER BAG
. 32' EMERGENCY SPILLWAY
SKIMMER AND TEMPORARY OUTLET PIPE
6
•
0 40 80
SCALE: 1" = 80'
7
•
160
NORTH
This drawing and the design shown are the
propero of Little Diversified Architectural
Consulting. The reproduction, copying or other
use of this drawing without their written consent
is prohibited and any infringement will be subject
to legal action.
SE
BID SET
09.06.2022
NO.
REASON
DATE
PRINCIPAL IN CHARGE
Jerry Guerrier, AIA
PROJECT MANAGER
Mary Beth Russo
DESIGN TEAM
STEWART
WAKE COUNTY PUBLIC
SCHOOL SYSTEM
HILLTOP NEEDMORE ROAD
ELEMENTARY SCHOOL
4575 Hilltop Needmore Road
Fuquay-Varina, NC 27526
WCPSS# 862-520
SHANE WEBSTER, PM
514.13014.00
EROSION CONTROL
PLAN (PHASE 2) -
NPDES

LITTLE
DIVERSIFIED ARCHITECTURAL CONSULTING
L:\Projects\2020\L20040 - WCPSS E-44\DWGS\2-Design\3-Sheets\L20040-C4.00 Erosion Control Plan_Building Package.dwg Nov 29, 2022 - 10:08am
1
2
PROPOSED CHECK DAM
EXISTING 5.0'L X 3.8' W X 9" THICK 3" 0
CLASS A RIP -RAP OUTLET PROTECTION
TEMPORARY 15" HDPE PIPE CROSSING UNDER
CONSTRUCTION ENTRANCE AT 0.50% SLOPE
INVERT IN: 384.83
INVERT OUT: 384.66
FG AT CONST. ENTRANCE: 387.04
EXISTING RIP -RAP INLET PROTECTION
CA
JI Oa
/
ON 0
OvOsSO N
ito
sot sit
06'
�h�11 A
ati•
FRENCH DRAIN: 6" PERFORATED HDPE PIPE WITH POLYESTER
WRAPPED IN WASHED #57 STONE AND GEOTECHNICAL FITLER
DETAIL
ALL FRENCH DRAINS TO SLOPE AT 1 % AND DAYLIGHT TO DI
THE EDGE OF THE GRADING AND THEN TRANSITION TO SOLID WALL PIPE
AND EXTEND TO BOTTOM OF DITCH OR SEDIMENT BASIN AS INDICATED.
/
f
PROPOSED CONCRETE I)
i WASHOUT
SEE DETAIL NCG01/C4.20
EXISTING TIRE WASH
/ SEE DETAIL 4/C9.12
INV ,,
1d y`III I/
\\411111i kkI
��INV ELEV. = 371.80'
\�\ y 10�.�,:, illl 1 i
WOVEN SOCK ' \\ \ \
FABIRC, SEE'. \\\\
THIS SHEET. \\\ 1
\ S \III I
SCHARGE TO
EMERGENCY SPILLWAY
B-03 (Skimmer Sediment Basin)
DISTURBED DA : 1.98 AC
TOP OF BERM : 377.00 FT
BOTTOM OF POND : 372.00 FT
SURFACE AREA : 3,999 SF
6' SPILLWAY CREST ELEV : 375.50 FT'
SKIMMER PIPE INVERT : 371.00 FT
• v"'
INV ELEV. = 372.501
N. Aki1 \ i
, , .\\eel''"
INV ELEV. = 371.80
INV ELEV. = 372.50 ,
INV ELEV. = 371.80
2.5" FAIRCLOTH SKIMMER
W/ 1.75" ORIFICE &
TEMPORARY OUTLET PIPE
10' LEVEL SPREADER (B03-LS)
SEE DETAIL 9 SHEET C9.11 \
DEWATERING SUMP PUMP AND FILTER BAG
3
-SD-B03
(SEE CALCS)
18" HDPE SLOPE DRAIN, SEE CALCS
(SD-B03), Q10= 5.60 cfs
DRAINAGE AREA: 1.37 AC '
I P
TEMPORARY DIVERSION DITCH (TD-B03-2)
AREA: 1.08 AC,
Q 10= 4.41 cfs,
Q2: 3.45 cfs
i \\
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-
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HARDWARE CLOTH AND GRAVEL ` \ \ J I
INLET PROTECTION
' - \ \\
/I \ ^\\ `I I \\ \�/J\\ \\�J//'
\ 1 \',\\\\I 1 l ;'\ `� e= \?
18" HDPE SLOPE DRAIN
\ J / / (SD-B02-1) PER TABLE 6.32a
\ \ \ \ \ \ 1 I I \ DA: 0.96 AC, Q10: 3.92 cfs
1jj I \ /^ • ERR-SD-B02) 1
•
N \ /l 1 /// 1 1 / %/ ` (SEE CALLS)
\ \ // r/ 1 I RR-SD-B02 2
LAYDOWN AREA
FOR EMPLOYEE
PARKING
I (/I I'‘
\ \;\,
1\
\ \ \
`\`� \`\�v-\
\\
11 10
\\\V\
INV ELEV. = 369.00 \ \\ \\
EXISTING
\ SF. 8 •• ,SP Vy ��
CHECK DAM, TYP. \\\\\\ \\j \ (.
\kZ\ / I\Nt\,\"2,\.\,\\,,
\\\\\\\\ \� \\
\ \\\ \ N a\
INV ELEV. = 362.61 )\�6�\` \\\ \\ \� /
DIVERSION DITCH #1 \\\ \\\ \\� 1......
� `�
EXISTING LINING: STRAW\ \\ \\' \� `1 l� I I
NET WITH MAT (TYP) \\ \ \\\\ \\:\\ \ \ ` \\\\\\\\\\\\\�\' \ �) i\\\\\ \\\\` .I
1 1 INV ELEV. = 357.94 �\ .
/
\ I //\- 1--'`-
1 r `//,/\ �
TEMPORARY DIVERSION DITCH (TD-B03-1)
AREA: 0.29 AC
Q 10= 1.19 cfs
Q2= 0.93 cfs
POROUS BAFFLES (TYP.)
e\I
r
I
Sp
4
\111111.11.
-
/
TEMPORARY DIVERSION DITCH
(TD-B02-1)
DA: 0.95 AC, Q2= 3.04 cfs
\ r-\ \ •
18" HDPE SLOPE DRAIN
(SD-B02-2) PER TABLE 6.32a
DA: 0.95 AC, Q10: 3.88 cfs
t0 /l .-
`EMERGENCY SPILLWAY
�\00-•-✓ •7 • •
•
I 1 .362 STREAM BUFFER 5_
J
EXISTING TEMPORARY \
INV ELEV. = 367.13
INV ELEV. = 369.00
DRAINAGE AREA #1
10.33 AC
OL
P6604-
TEMPORARY SEDIMENT BASIN #1:
TOP BASIN ELEVATION = 358.00'
BOTTOM BASIN ELEVATION = 354.00'
SURFACE AREA: 18,370 SF
SEE DETAIL 1/C9.11
EX TEMPORARY
AVERSION DITCH #2
•
BLOCK & GRAVEL INLET
PROTECTION
DRAINAGE AREA #1
REPLACE EXISTING JUTE NET BAFFLE
WITH COIR FIBER BAFFLE MATERIAL
5
I
W
/
1
10' LEVEL
ISPREADER
(B02-LS)
ISEE
DEATAIL 9
ON SHEET
C9.11
J
tic
O1d
r
lam' Goo
%`
LAP
TEMPORARY DIVERSION DITCH (TD-BC
DA: 0.96 AC, Q2= 3.07 cfs
POROUS BAFFLES (TYP.)
DEWATERING SUMP PUMP AND FILTE
B-02 (Skimmer Sediment Bas
DISTURBED DA
TOP OF BERM
BOTTOM OF POND
SURFACE AREA
0' SPILLWAY CREST ELEV
SKIMMER PIPE INVERT
393)
EROSION CONTROL LEGEND:
SYMBOL
DESCRIPTION
DETAIL
REFERENCE
SF
SF
TP
DD
BAF
DIP
LIMITS OF DISTURBANCE
SILT FENCE
DOUBLE ROW HIGH HAZARD SILT FENCE
TREE PROTECTION
DIVERSION DITCH
BAFFLES
100 YR FLOOD ELEV.
HARDWARE CLOTH AND GRAVEL INLET
PROTECTION
BLOCK AND GRAVEL INLET PROTECTION
HORSE SHOE INLET PROTECTION
SILT FENCE OUTLET
CHECK DAM
RIPRAP DISSIPATER
TEMPORARY CONSTRUCTION ENTRANCE
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH NORTH
N/A
3/C9.10
8/C9.10
2/C9.10
4/C9.10
5/C9.11
N/A
8/C9.11
1/C9.12
7/C9.11
6/C9.11
6/C9.10
N/A
1/C9.10
CAROLINA EROSION CONTROL SPECIFICATIONS
NPDES SLOPE STABILIZATION CHART
SITE AREA DESCRIIPTION
STABILIZATION TIME FRAME
STABILIZATION TIME FRAME
EXCEPTION
PERIMETER DIKES, SWALES, DITCHES
AND SLOPES
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
SLOPES 3:1 OR FLATTER
14 DAYS
7 DAYS FOR SLOPES GREATER THAN 50'
IN LENGTH
1.000001
ALL OTHER AREAS WITH SLOPES
FLATTER THAN 4:1
14 DAYS
NONE (EXCEPT AS SHOWN IN CHART)
NOTE:
CONTRACTOR MUST PERFORM NPDES EROSION AND SEDIMENT CONTROL INSPECTIONS AT LEAST
ONCE PER 7 CALENDAR DAYS AND WITHIN 24 HOURS OF A RAINFALL EVENT GREATER THAN 0.5 INCHES
PER 24HR PERIOD.
6" FAIRCLOTH SKIMMER
& TEMPORARY OUTLET PIPE
DOUBLE ROW HIGH HAZARD
SILT FENCE
PROP. HORSE -SHOE INLET
PROTECTION
I WI
•
EX TEMPORARY 24" PIPE AT PATH
CROSSING. USE ROLLED EROSION
CONTROL PROTECTION AT OUTFALL.
INV ELEV. = 357.37
EX RIP -RAP APRON (RR-1)
CLASS B 6" 0 STONE
EX TEMPORARY 24" HDPE SLOPE
DRAIN INTO SEDIMENT BASIN
EX RIP -RAP APRON (RR-2)
6" 0 CLASS B STONE
EX RIP -RAP APRON (RR-3)
3" 0 CLASS A STONE
INVERT ELEVATION = 352.50
EX DEWATERING SUMP
PUMP AND FILTER BAG
32' EMERGENCY SPILLWAY
EX SKIMMER AND TEMPORARY OUTLET PIPE
03,
6
•
0 40 80
SCALE: 1" = 80'
7
•
160
NORTH
This drawing and the design shown are the
propero of Little Diversified Architectural
Consulting. The reproduction, copying or other
use of this drawing without their written consent
is prohibited and any infringement will be subject
to legal action.
,0 L11111110/
/1//r/7,401:-.‘1.0..° •\\\
BID SET
09.06.2022
NO.
REASON
DATE
2
EPP ADDENDUM
NCDEQ 2ND SUBMITTAL
08.23.22
11.28.22
PRINCIPAL IN CHARGE
Jerry Guerrier, AIA
PROJECT MANAGER
Mary Beth Russo
DESIGN TEAM
STEWART
WAKE COUNTY PUBLIC
SCHOOL SYSTEM
HILLTOP NEEDMORE ROAD
ELEMENTARY SCHOOL
4575 Hilltop Needmore Road
Fuquay-Varina, NC 27526
WCPSS# 862-520
SHANE WEBSTER, PM
514.13014.00
EROSION CONTROL
PLAN (BUILDING
PHASE 1) - NPDES

LITTLE
DIVERSIFIED ARCHITECTURAL CONSULTING
L:\Projects\2020\L20040 - WCPSS E-44\DWGS\2-Design\3-Sheets\L20040-C4.00 Erosion Control Plan_Building Package.dwg Nov 29, 2022 - 10:08am
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ONCE GRADING IS COMPLETE AND THE SITE IS
STABILIZED, CALL THE STORMWATER INSPECTIONS
REGIONAL COORDINATOR AT [phone] TO
REQUEST AN INSPECTION AND OBTAIN APPROVAL
TO REMOVE TEMPORARY MEASURES. DO NOT
REMOVE TEMPORARY MEASURES WITHOUT PRIOR
STORMWATER INSPECTOR APPROVAL.
404- MH
16-CB / 115.C-CB /
6" THICK ABC
LAYDOWN AREA
FOR EMPLOYEE
PARKING
112.A - CB
RD-1
Raq
#57 WASHED STONE
PROTECTION.
SEE DETAIL 9 ON
SHEET C9.11
126D - DI
126G-TD
4
11H-DI
220 - DI
LEVEL SPREADER
0 (BY-PASS-LS)
SEE DETAIL 9
SHEET C9.11
.3`P_.....
109 - MH
Cr SM�
201 - DI
202 - DI
203 - DI
BLOCK & GRAVEL INLET
PROTECTION
\
5
I
Olt
C
/ 's):-
420 - EX MH
//
306 - CB
—/ /
376
r
Il.
304.A - CB
302 - CB
303 - CB
501
- MHDNCE GRADING IS COMPLETE AND THE SITE IS
STABILIZED, CALL THE STORMWATER INSPECTIONS
REGIONAL COORDINATOR AT [phone] TO
REQUEST AN INSPECTION AND OBTAIN APPROVAL
500 - DI:MOVE TEMPORARY MEASURES. DO NOT
REMOVE TEMPORARY MEASURES WITHOUT PRIOR
STORMWATER INSPECTOR APPROVAL.
502 - MH
Structure - (240)
301 - CB
300 - CB
1
9/4
EROSION CONTROL LEGEND:
SYMBOL
SF
SF
TP
DD
BAF
DESCRIPTION
LIMITS OF DISTURBANCE
SILT FENCE
DOUBLE ROW HIGH HAZARD SILT FENCE
TREE PROTECTION
DIVERSION DITCH
BAFFLES
100 YR FLOOD ELEV.
HARDWARE CLOTH AND GRAVEL INLET
PROTECTION
BLOCK AND GRAVEL INLET PROTECTION
HORSE SHOE INLET PROTECTION
SILT FENCE OUTLET
CHECK DAM
RIPRAP DISSIPATER
TEMPORARY CONSTRUCTION ENTRANCE
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH NORTH
CAROLINA EROSION CONTROL SPECIFICATIONS
NPDES SLOPE STABILIZATION CHART
SITE AREA DESCRIIPTION
PERIMETER DIKES, SWALES, DITCHES
AND SLOPES
SLOPES STEEPER THAN 3:1
SLOPES 3:1 OR FLATTER
ALL OTHER AREAS WITH SLOPES
FLATTER THAN 4:1
STABILIZATION TIME FRAME
7 DAYS
7 DAYS
14 DAYS
STABILIZATION TIME FRAME
EXCEPTION
NONE
IF SLOPES ARE 10' OR LESS IN LENGTH
AND ARE NOT STEEPER THAN 2:1, 14
DAYS ARE ALLOWED
7 DAYS FOR SLOPES GREATER THAN 50'
IN LENGTH
14 DAYS
NONE (EXCEPT AS SHOWN IN CHART)
NOTE:
CONTRACTOR MUST PERFORM NPDES EROSION AND SEDIMENT CONTROL INSPECTIONS AT LEAST
ONCE PER 7 CALENDAR DAYS AND WITHIN 24 HOURS OF A RAINFALL EVENT GREATER THAN 0.5 INCHES
PER 24HR PERIOD.
6
■
0 40 80
SCALE: 1" = 80'
7
■
160
DETAIL
REFERENCE
N/A
3/C9.10
8/C9.10
2/C9.10
4/C9.10
5/C9.11
N/A
8/C9.11
1 /C9.12
7/C9.11
6/C9.11
6/C9.10
N/A
1 /C9.10
NORTH
www.Iittleonline.com
This drawing and the design shown are the
property of Little Diversified Architectural
Consulting. The reproduction, copying or other
use of this drawing without their written consent
is prohibited and any infringement will be subject
to legal action.
0 Little 2021
`,��1111111111/!
��C;A RO
�'• 15834
09.06.2022:
!!l1111t11�11
BID SET
09.06.2022
NO. REASON
2
DATE
EPP ADDENDUM
NCDEQ 2ND SUBMITTAL
08.23.22
11.28.22
PRINCIPAL IN CHARGE
Jerry Guerrier, AIA
PROJECT MANAGER
Mary Beth Russo
DESIGN TEAM
STEWART
WAKE COUNTY PUBLIC
SCHOOL SYSTEM
HILLTOP NEEDMORE ROAD
ELEMENTARY SCHOOL
4575 Hilltop Needmore Road
Fuquay-Varina, NC 27526
WCPSS# 862-520
SHANE WEBSTER, PM
514.13014.00
EROSION CONTROL
PLAN (BUILDING
PHASE 2) - NPDES

LITTLE
DIVERSIFIED ARCHITECTURAL CONSULTING
L:\Projects\2020\L20040 - WCPSS E-44\DWGS\2-Design\3-Sheets\L20040-C4.00 Erosion Control Plan.dwg Nov 29, 2022 - 10:09am
GROUND STABILIZATION AND MATERIALS HANDLING PRACTICES FOR COMPLIANCE WITH
THE NCGO1 CONSTRUCTION GENERAL PERMIT
Implementing the details and specifications on this plan sheet will result in the construction
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
land disturbance
(a) Perimeter dikes,
swales, ditches, and
perimeter slopes
7
None
(b) High Quality Water
7
None
(HQW) Zones
(c) Slopes steeper than
If slopes are 10' or less in length and are
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
(d) Slopes 3:1 to 4:1
14
-7 days for perimeter dikes, swales,
ditches, perimeter slopes and HQW
Zones
-10 days for Falls Lake Watershed
(e) Areas with slopes
-7 days for perimeter dikes, swales,
ditches, perimeter slopes and HQW 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, any areas with temporary
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
will not dislodge the soil. Use one of the
Stabilize
techniques
the ground sufficiently so that rain
in the table below:
Temporary Stabilization
Permanent Stabilization
• Temporary grass seed covered with straw or
other mulches and tackifiers
• Hydroseeding
• Rolled erosion control products with or
without temporary grass seed
• Appropriately applied straw or other mulch
• Plastic sheeting
• Permanent grass seed covered with straw or
other mulches and tackifiers
• Geotextile fabrics such as permanent soil
reinforcement matting
• Hydroseeding
• Shrubs or other permanent plantings covered
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.
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 placed appropriately for the needs of site.
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 any leaked material.
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 tmeframes 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.
NORTH CAROLINA
Environmental Quality
= C o 0 sAtapGs (TYPs
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CLEARLY WAXED MACE
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ELAN
❑NSITE CONCRETE WASHOUT
STRUCTURE WITH LINER
trootrs
SECTIfN A -A
Lail YUFL LOCATION D[TEIOIOED M FIELD
L 1 CGMCIIETE VAASSIT 5TMXC1URCS ISILL
DE NAORADED VMEM THE uDIOD MONO!
SOLID NEAOES 77% o• rIE STMFTUES
CIMAIXTY.
7IDIOETE VA/DEW 1111tUCTLIRE NEEDS TO
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4Yf RADI WASHOUT STRUCTURE
1021.
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PETRO SEV7CE unmr IOU
ELitif
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DETERPEED DI
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VFOI THE LOUD /MAR SOLO
REAPES 7O1 IF THE STRUCTURES
CNMCITY TO /ROVV1X AEQMTE
IOLDDO Ch./CITY VITN A NDORDI
12 DR7ES IF MEWED.
MEDI m IC CLEARY WAGED VITM
ABOVE GRADE WASHOUT STRUCTURE
IOT TO SCALE
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 of the 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 pad in front of the washout. Additional controls may be required by the
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
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.
NCG01 GROTIND STABILIZATION AND MATERIALS HANDLING
EFFECTIVE: 04/01 / 19
www.littleonline.com
This drawing and the design shown are the
property of Little Diversified Architectural
Consulting. The reproduction, copying or other
use of this drawing without their written consent
is prohibited and any infringement will be subject
to legal action.
0 Little 2021
`,��lllllrllllr!
�`�' NCA;,7(j, /`',
15834
09.06.2022:
rr+�lr111E11S'',
BID SET
09.06.2022
NO.
REASON
DATE
PRINCIPAL IN CHARGE
Jerry Guerrier, AIA
PROJECT MANAGER
Mary Beth Russo
DESIGN TEAM
STEWART
WAKE COUNTY PUBLIC
SCHOOL SYSTEM
HILLTOP NEEDMORE ROAD
ELEMENTARY SCHOOL
4575 Hilltop Needmore Road
Fuquay-Varina, NC 27526
WCPSS# 862-520
SHANE WEBSTER, PM
514.13014.00
NCG01 PLAN - PART 1
C4.20
1
2
3
4
5
6
7

LITTLE
DIVERSIFIED ARCHITECTURAL CONSULTING
L:\Projects\2020\L20040 - WCPSS E-44\DWGS\2-Design\3-Sheets\L20040-C4.00 Erosion Control Plan.dwg Nov 29, 2022 - 10:10am
F
E
B
A
PART 1I1
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 inspection may be delayed until the next business day on
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.
Inspect
Frequency
(during normal
business hours)
Inspection records must include:
(1) Rain gauge
maintained in
good working
order
Daily
Daily rainfall amounts.
If no daily rain gauge observations are made during weekend or
holiday periods, and no individual -day rainfall information is
availably_, record the cumulative_ rain measurement for those un-
attended days (ant 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
Measures
At least once per
7 calendar days
and within 24
hours of a rain
event > 1.0 inch in
24 hours
1. Identification of the measures inspected,
2. Date and time of the inspection,
3. Name of the person performing the inspection,
4. Indication of whether the measures were operating
properly,
5. Description of maintenance needs for the measure,
6. Description, evidence, and date of corrective actions taken.
(3) stormwater
discharge
outfalls (5DCs)
At least once per
7 calendar days
and within 24
hours of a rain
events 1.0 inch in
24 hours
1. Identification of the discharge outfalls inspected,
1 Date and time of the inspection,
3. Name of the person performing the inspection,
4. Evidence of indication of stormwater pollution such as oil
sheen, floating or suspended solids or discoloration,
5. Indication of visible sediment leaving the site,
6 Description, evidence, and date of corrective actions taken,
(4) Perimeter of
At bast once per
7 calendar days
and within 24
hours of a rain
event > 1.0 inch in
24 hours
If visible sedimentation is found outside site limits, then a record
of the following shall be made:
I, Actions taken to clean up or stabilize the sediment that has left
site
the site limits,
2- Description, evidence, and date of corrective actionstaken; and
1 An explanation as to the actions taken to control future
releases.
(5) Streams or
wetlands onsite
or offsite
(where
accessible)
At least once per
7 calendar days
and within 24
hours of a rain
event > 1.0 inch in
24 hours
If the stream or wetland has increased visible sedimentation or a
stream has visible increased turbidity from the construction
activity, then a record of the following shall be made:
1. Description, evidence and date of corrective actions taken, and
2. Records of the required reports to the appropriate Division
Regional Office per Part III, Section C, Item (2)(a) of this permit.
(6) Ground
stabilization
After Bath phase
of grading
1. The phase of grading (installation of perimeter E&SC
measures, clearing and grubbing, installation of storm
drainage facilities, completion of all land -disturbing
activity, construction or redevelopment, permanent
ground cover).
2. Documentation that the required ground stabilization
measures have been provided within the required
timefrarne or an assurance that they will be provided as
soon as possible.
measures
NOTE: The rain inspection resets the required 7 calendar day inspection requirement.
SELF -INSPECTION, RECORDKEEPING
SECTION B: RECORDKEEPING
PART III
AND REPORTING
deviation shall be kept on the site. The
throughout the coverage under this permit.
plan shall be kept on site and available for
hours.
1.
2.
3.
E&SC Plan Documentation
The approved E&SC plan as well as any approved
approved E&SC plan must be kept up-to-date
The following items pertaining to the E&SC
inspection at all times during normal business
Documentation Requirements
Item to Document
(a) Each E&SC measure has been installed
and does not significantly deviate from the
Initial and date each E&SC measure on a copy
of the approved E&SC plan or complete, date
and sign an inspection report that lists each
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.
locations, dimensions and relative elevations
shown on the approved E&SC plan.
(b) A phase of grading has been completed.
Initial or date
a copy f t e approved E&SC
planp sign an inspection
report to indicate completion of the
construction phase.
(c) Ground cover is located and installed
in accordance with the approved E&SC
plan.
Initial and date a copy of the approved E&SC
plan or complete, date and sign an inspection
report to indicate compliance with approved
ground cover specifications.
(d) The maintenance and repair
requirements for all E&SC measures
have been performed.
Complete, date and sign an inspection report.
(e) Corrective actions have been taken
to E&SC measures.
Initial and date a copy of the approved E&SC
plan or complete, date and sign an inspection
report to indicate the completion of the
corrective action.
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.
Documentation to be Retained for Three Years
All data used to complete the e-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
basinsand traps that receiverunoff from drainage areas ofone acre or moreshall use outlet structures thatwithdraw water from the surface when these devices need to be drawn down
Sediment ad p tat t no rt
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,
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,
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 of the United States.
(b)
(c)
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 Tess 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 tmeframes 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
(a) Visible sediment
deposition in a
stream or wetland
(b) Oil spills and
release of
hazardous
substances per Item
1(b)-(c) above
(c) Anticipated
bypasses [40 M
122.41(m)(3)]
Reporting Timeframes (After Discovery) and Other Requirements
•
(d) Unanticipated
bypasses [40 CFR
122.41(m)(3)]
(e) Noncompliance
with the conditions
of this permit that
may endanger
health or the
environment[40
CFR 122.41(1)(7)]
•
Within 24 hours, an oral or electronic notification.
Within 7 calendar days, a report that €ontains a description of the
sediment and action; taken to address the cause of the deposition.
Division staff may waive the requirement for a written report on a
case -by -ease 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.
Within 24 hours, an oral or electronic notification. The notification
shall include information about the date, time, nature, volume and
location of the spill cr release.
A report at least ten days before the date of the bypass, if possible.
The report shall include an evaluation of the anticipated quality and
effect of the bypass.
Within 24 hours, an oral or electronic notification.
Within 7 calendar days, a report that includes an evaluation of the
quality and effect of the bypass.
Within 24 hours, an oral or electronic notification.
Within 7 calendar days, a report that contains a description of the
noncompliance, and its causes; the period of noncompliance,
including exact dates and times, and if the noncompliance has not
been corrected, the anticipated time noncompliance is expected to
continue; and steps taken or planned to reduce, eliminate, and
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.
NORTH CAROLINA
Environmental Quality
NCGO1 SELF -INSPECTION, RECORDKEEPING AND REPORTING
EFFECTIVE: 04/01 / 1 9
www.Iittleonline.com
This drawing and the design shown are the
property of Little Diversified Architectural
Consulting. The reproduction, copying or other
use of this drawing without their written consent
is prohibited and any infringement will be subject
to legal action.
0 Little 2021
``jlttllIltl/fr,
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15834
• + 09.06.2 22 '
90 ,'.MGIN (41
414.
/ f// H i l l II { t t`t‘t‘
BID SET
09.06.2022
NO.
REASON
DATE
PRINCIPAL IN CHARGE
Jerry Guerrier, AIA
PROJECT MANAGER
Mary Beth Russo
DESIGN TEAM
STEWART
WAKE COUNTY PUBLIC
SCHOOL SYSTEM
HILLTOP NEEDMORE ROAD
ELEMENTARY SCHOOL
4575 Hilltop Needmore Road
Fuquay-Varina, NC 27526
WCPSS# 862-520
SHANE WEBSTER, PM
514.13014.00
NCGO1 PLAN - PART 2
C4.21

SILT FENCE TO BE AROUND THE AREA OF THE OPEN CUT.
ADD STONE CHECK DAM IN THE DITCH TO PREVENT ANY SEDIMENT
FROM LEAVING THE FORCEMAIN EXCAVATION. WHERE THE
FORCEMAIN IS RUNNING PARALLEL TO THE ROAD ADD SILT FENCE TO
BE PARALLEL TO THE ROAD WHERE IT CROSSES UNDER THE ROAD.
/
SEE SHEET C6.21 FOR CONTINUATION
GO"' 2 PQ�NG
SC
�PNO
PROPOSED
PUMPSTATION;
SEE PLANS BY
OTHER
e
PROPOSED 5'
CONSTRUCTION
EASEM ENT
N
„CP
N
\
\
SILT FENCE TO BE AROUND THE AREA OF THE OPEN CUT.
ADD STONE CHECK DAM IN THE DITCH TO PREVENT ANY
SEDIMENT FROM LEAVING THE FORCEMAIN EXCAVATION.
WHERE THE FORCEMAIN IS RUNNING PARALLEL TO THE
ROAD ADD SILT FENCE TO BE PARALLEL TO THE ROAD
WHERE IT CROSSES UNDER THE ROAD.
O
\�
\
UTILITY LEGEND:
SYMBOL DESCRIPTION DETAIL
REFERENCE
FM PROPOSED FORCEMAIN 6/C9.32
EXISTING WATER LINE N/A
PROPOSED WATER LINE 8/C9.30
W
EXISTING SANITARY SEWER LINE N/A
PROPOSED SANITARY SEWER LINE 4/C9.31
SS
EX. UNDERGROUND ELECTRIC N/A
EX. GAS LINE N/A
EX. UNDERGROUND TELECOMM N/A
EX. WATER METER VALVE N/A
EX. IRRIGATION CONTROL VALVE N/A
EX. TREES N/A
PROPOSED FIRE HYDRANT 3/C9.30
PROPOSED WATER VALVE 5+6/C9.30
EXISTING SANITARY SEWER MANHOLE N/A
PROPOSED SANITARY SEWER MANHOLE 5/C9.31
PROPOSED CLEANOUT 7/C9.32
PROPOSED FDC 1/C9.31
PROPOSED PLUG VALVE N/A
PROPOSED BACKFLOW METER 7/C9.30
PROPOSED POST INDICATOR VALVE (PIV) 9/C9.30
GREASE INTERCEPTOR 2/C9.32
OPEN CUT BORE PIT
300' HYDRANT COVERAGE CIRCLE N/A
UGE —
g —
{ —
0
"
"ip.z
1r
0
O
OCO
0
FDC
N
PIV
•
000
f3 z
— —
NOTES:
1. SEE SHEET C0.10 FOR GENERAL AND UTILITY NOTES.
2. CONTRACTOR TO FIELD VERIFY CONDITIONS AND MATERIALS, I.E.
DRIVEWAYS, VEGETATION AND UTILITES, ALONG PROPOSED
FORCEMAIN PATH.
3. NCDOT CONSTRUCTION PERMITS TO BE OBTAINED PRIOR TO ANY
WORK WITHIN THE DOT RIGHT-OF-WAYS.
4. HORIZONTAL SEPARATIONS:
4.1. FORCEMAIN TO BE 5' FROM RIGHT OF WAY.
4.2. FORCEMAIN TO BE 10' FROM GAS PIPELINE.
NORTH
SE
15834
O9.Q6.2 22/
••.-,,,�, .......
NULT" ti
BID SET
09.06.2022
NO.
REASON
DATE
PRINCI
Jer
PAL IN CHARGE
ry Guerrier, AIA
PROJECT MANAGER
Mary Beth Russo
DESIGN TEAM
STEWART
WAKE COUNTY PUBLIC
SCHOOL SYSTEM
HILLTOP NEEDMORE ROAD
ELEMENTARY SCHOOL
4575 Hilltop Needmore Road
Fuquay-Varina, NC 27526
WCPSS# 862-520
SHANE WEBSTER, PM
514.13014.00
EROSION CONTROL
PLAN - FORCE MAIN
2
3
4
5
6
7
C4.22

LITTLE
DIVERSIFIED ARCHITECTURAL CONSULTING
L:\Projects\2020\L20040 - WCPSS E-44\DWGS\2-Design\3-Sheets\L20040-C4.22 Erosion Control Plan_Force Main.dwg Nov 29, 2022 - 10:11 am
1
SILT FENCE TO BE AROUND THE AREA OF THE OPEN CUT.
ADD STONE CHECK DAM IN THE DITCH TO PREVENT ANY
SEDIMENT FROM LEAVING THE FORCEMAIN EXCAVATION.
WHERE THE FORCEMAIN IS RUNNING PARALLEL TO THE
ROAD ADD SILT FENCE TO BE PARALLEL TO THE ROAD,
WHERE IT CROSSES UNDER THE ROAD.
SILT FENCE TO BE AROUND THE AREA OF THE OPEN CUT.
ADD STONE CHECK DAM IN THE DITCH TO PREVENT ANY
SEDIMENT FROM LEAVING THE FORCEMAIN EXCAVATION.
WHERE THE FORCEMAIN IS RUNNING PARALLEL TO THE
ROAD ADD SILT FENCE TO BE PARALLEL TO THE ROAD
WHERE IT CROSSES UNDER THE ROAD.
2
3
TIE IN TO EXISTING
SSMH-153394
3
/
/
SEE SHEET C6.20 FOR CONTINUATION
PROPOSED 4"
PVC FORCEMAIN
DIRECTIONALLY
BORED
/
4
/
/
/
/
E
Fv $
�F 6-
�O6 G
\-1 ki 6 QG pc0
00M Zo1
SILT FENCE TO BE AROUND THE AREA OF THE OPEN CUT.
ADD STONE CHECK DAM IN THE DITCH TO PREVENT ANY
SEDIMENT FROM LEAVING THE FORCEMAIN EXCAVATION.
WHERE THE FORCEMAIN IS RUNNING PARALLEL TO THE
ROAD ADD SILT FENCE TO BE PARALLEL TO THE
ROAD,WHERE IT CROSSES UNDER THE ROAD.
5
CEO '
\
\
\
0
000'
EXISTING TREES TO
BE PROTECTED
\
•
\
NOTES:
1. SEE SHEET C0.10 FOR GENERAL AND UTILITY NOTES.
2. CONTRACTOR TO FIELD VERIFY CONDITIONS AND MATERIALS, I.E.
DRIVEWAYS, VEGETATION AND UTILITES, ALONG PROPOSED
FORCEMAIN PATH.
3. NCDOT CONSTRUCTION PERMITS TO BE OBTAINED PRIOR TO ANY
WORK WITHIN THE DOT RIGHT-OF-WAYS.
4. HORIZONTAL SEPARATIONS:
4.1. FORCEMAIN TO BE 5' FROM RIGHT OF WAY.
4.2. FORCEMAIN TO BE 10' FROM GAS PIPELINE.
6
vc9
'O_
ST CT. -SR '.Y
I
1
EXISTING TREES TO
BE PROTECTED
UTILITY LEGEND:
SYMBOL
FM
W
— C J
SS
UGE —
9
t
0
►�1
O
000
0
FDC
0
0
d
0
N
c)
DESCRIPTION
/
/
EXISTING TREES TO
BE PROTECTED
PROPOSED FORCEMAIN
EXISTING WATER LINE
PROPOSED WATER LINE
EXISTING SANITARY SEWER LINE
PROPOSED SANITARY SEWER LINE
EX. UNDERGROUND ELECTRIC
EX. GAS LINE
EX. UNDERGROUND TELECOMM
EX. WATER METER VALVE
EX. IRRIGATION CONTROL VALVE
EX. TREES
PROPOSED FIRE HYDRANT
PROPOSED WATER VALVE
EXISTING SANITARY SEWER MANHOLE
PROPOSED SANITARY SEWER MANHOLE
PROPOSED CLEANOUT
PROPOSED FDC
PROPOSED PLUG VALVE
PROPOSED BACKFLOW METER
DETAIL
REFERENCE
6/C9.32
N/A
8/C9.30
N/A
4/C9.31
N/A
N/A
N/A
N/A
N/A
N/A
3/C9.30
5+6/C9.30
N/A
5/C9.31
7/C9.32
1 /C9.31
N/A
7/C9.30
PIV PROPOSED POST INDICATOR VALVE (PIV) 9/C9.30
•
000
GREASE INTERCEPTOR
OPEN CUT BORE PIT
— — 300' HYDRANT COVERAGE CIRCLE
LIMITS OF DISTURBANCE
2/C9.32
N/A
N/A
7
NORTH
www.Iittleonline.com
This drawing and the design shown are the
property of Little Diversified Architectural
Consulting. The reproduction, copying or other
use of this drawing without their written consent
is prohibited and any infringement will be subject
to legal action.
0 Little 2021
`0111111I1,,,,
SE
15834
9 . 09.06.2 22:
., %•*• G f N E 1‘,
BID SET
09.06.2022
NO.
REASON
DATE
EPP ADDENDUM 1
PRINCIPAL IN CHARGE
Jerry Guerrier, AIA
08.23.22
PROJECT MANAGER
Mary Beth Russo
DESIGN TEAM
STEWART
WAKE COUNTY PUBLIC
SCHOOL SYSTEM
HILLTOP NEEDMORE ROAD
ELEMENTARY SCHOOL
4575 Hilltop Needmore Road
Fuquay-Varina, NC 27526
WCPSS# 862-520
SHANE WEBSTER, PM
514.13014.00
EROSION CONTROL
PLAN - FORCE MAIN
C4.23

E
D
C
E
0
0
NO T FOR CONSTRUCTION
1
•
•
•
•
TIE PROPOSED SURFACE INTO
ROADWAY FINISHED GRADE
REFERENCE ROADWAY IMPROVEMENTS FOR
WCPSS E-44 PLANS
•
•
•
•
•
•
•
24" RCP
•
•
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Ili
MI
111
PRI
_LELVIENTARY SCHOOL
FORCE MAIN As8.*
RIM: 385.65'
15" RCP
18" RCP
15" RCP
5' RCP
15" RCP
4" PVC
4 PVC
•
3
•
•
•
4
TIE PROPOSED SURFACE INTO
ROADWAY FINISHED GRADE
REFERENCE ROADWAY IMPROVEMENTS FOR
WCPSS E-44 PLANS
o
WETLAND
IMPACTS: 188 SF
/ 0.004 AC
GRADING LEGEND:
DETAIL
SYMBOL DESCRIPTION
REFERENCE
200
LIMITS OF DISTURBANCE N/A
PROPOSED MAJOR CONTOUR N/A
PROPOSED MINOR CONTOUR N/A
EXISTING MAJOR CONTOUR N/A
EXISTING MINOR CONTOUR N/A
UV
PROPOSED STORM DRAINAGE
.1 PROPOSED JUNCTION BOX
PROPOSED CATCH BASIN 1/C9.20
PROPOSED DROP INLET 2/C9.20
RIPRAP APRON
LI
EEI
FLOW DIRECTION N/A
TC 44.50 TOP/BOTTOM OF CURB N/A
TW 46.00
TOP/BOTTOM OF WALL N/A
NOTES:
1. SEE SHEET C0.10 FOR GENERAL AND GRADING NOTES.
2. RETAINING WALLS OVER 4' IN HEIGHT WILL REQUIRE A
•
SCALE:
•
80 160
NOT FOR CONSTRUCTION
L TT LE
DIVERSIFIED ARCHITECTURAL CONSULTING
This drawing and the design shown are the
property of Lillie Diversified Architectural,
Consulting. The reproduction, copying or other
use of this drawing without their written consent
is pmhibited and any infringement will be suly.ect
to legal action.
CD Little 2019
rsa
STEWART
223 S. WEST STREET
SUITE 1100
RALEIGH, NC 27603
FIRM LICENSE #: C-1051
NOT FOR CONSTRUCTION
Site Plan
Issue Date 2021.12.21
NO.
REASON
DATE
PRINCIPAL IN CHARGE
Jerry Guerrier
PROJECT MANAGER
KS, RL
DESIGN TEAM
ML, EM, RB, HH
HILLTOP NEEDMORE ROAD
ELEMENTARY SCHOOL
WCPSS# 862-520
SHANE WEBSTER, PM
5141301400
GRADING & STORM
DRAINAGE PLAN - OVERALL

COI
FORAiONSTRUCTION
s
1
TYPE CODE:
DI = DROP INLET
FES = FLARED END
SECTION
MH
JB
RI
CB
CO
TD
= MANHOLE
= JUNCTION BOX
= RISER
= CATCH BASIN
=CLEANOUT
= TRENCH DRAIN
STORM DRAINAGE NETWORK
UPSTREAM STRC
UPSTREAM
GRD.
ELEV.
FLOW
— UPSTREAM INVERT
DOWNSTREAM INVERT
DOWNSTREAM
STRC
DOWNSTREAM
GRD. ELEV.
NOTES:
1. STRUCTURES WITHIN NCDOT RIGHT-OF-WAY SHALL BE TO NCDOT STANDARDS.
2. STRUCTURES NOT WITHIN RIGHT OF WAY SHALL EITHER ALL BE TO NCDOT STANDARDS OR
SHALL ALL BE TO LOCAL JURISDICTIONAL STANDARDS.
3. ALL STORM PIPES TO BE CLASS III RCP UNLESS OTHERWISE NOTED.
4. ALL CATCH BASIN RIM ELEVATIONS MEASURED FROM THE TOP OF CURB AT THE CENTER OF
THE STRUCTURE.
2°
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st 3qb•
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MATCH LINE
SEE SHEET C5.03
2
Ni \-10QGV9
TIE PROPOSED SURFACE INTO
ROADWAY FINISHED GRADE
REFERENCE ROADWAY IMPROVEMENTS FOR
WCPSS E-44 PLANS
CIP CONCRETE RETAINING WALL
OA
3
ic\\
340\
N N
N
N I \ : ip".i-/ )/////e/:////r//j. //
PUBLIC UTILITY EASEMENT
/
N
VP
4
FIRE
LANE 2
FIFE LPIEE
HP
378 3.61-9-
3'71.80 BC
20.00' PRIVATE DRAINAGE EASEMENT
(404 - MH)
COMMUNITY
CENTER
DESIGNED BY
OTHERS
379.12 TR
378.62 BR
FFE 379
ArN
TC
376 33 \
376
(113.A -
CN
0
Lri
KEY PLAN:
GRADING LEGEND:
SYMBOL
200
TC 44.50
BC 44.00
TW 46.00
DESCRIPTION
LIMITS OF DISTURBANCE
PROPOSED MAJOR CONTOUR
PROPOSED MINOR CONTOUR
EXISTING MAJOR CONTOUR
EXISTING MINOR CONTOUR
PROPOSED STORM DRAINAGE
DETAIL
REFERENCE
N/A
N/A
N/A
N/A
N/A
PROPOSED JUNCTION BOX
PROPOSED CATCH BASIN 1/C9.20
PROPOSED DROP INLET 2/C9.20
RIPRAP APRON
FLOW DIRECTION
PROPOSED ELEVATION
TOP/BOTTOM OF CURB
N/A
N/A
N/A
TOP/BOTTOM OF WALL N/A
NOTES:
1. SEE SHEET C0.10 FOR GENERAL AND GRADING NOTES.
2. RETAINING WALLS OVER 4' IN HEIGHT WILL REQUIRE A
SEPARATE BUILDING PERMIT.
•
SCALE:
•
30 60
NORTH
NSTRUCTION
LITTLE
DIVERSIFIED ARCHITECTURAL CONSULTING
This drawing and the design shown are the
property of Lillie Diversified Architectural,
Consulting. The reproduction, copying or other
use of this drawing without their written consent
is pmhibited and any infringement 'pill be suly.ect
to legal action.
CD Little 2019
STEWART
223 S. WEST STREET
SUITE 1100
RALEIGH, NC 27603
FIRM LICENSE #: C-1051
RELIMINAI
NOT FOR
NSTRUCTIQ
NOT FOR CONSTRUCTION
Site Plan
Issue Date 2021.12.21
NO.
REASON
DATE
PRINCIPAL IN CHARGE
Jerry Guerrier
PROJECT MANAGER
KS, RL
DESIGN TEAM
ML, EM, RB, HH
HILLTOP NEEDMORE ROAD
ELEMENTARY SCHOOL
WCPSS# 862-520
SHANE WEBSTER, PM
5141301400
GRADING & STORM
DRAINAGE PLAN - AREA
1

E
O
O
E
L
8
7))
0)
1� 378.70 TF�
p� -- 378.29BC
NOT F.Q13,4coNsTRus.74Q _ \ \ \\\
\ — —� \ \ \ \\\
f.-T�� 3 \ \ \
_________ 387-
- ----386
='S GAS
--
/ / / -- \ / 1 ` `/
REPLACE EXISTING
HDPE PIPE WITH
\ \
7 42TC A ` v / DROP-OFF ZONE) \
A
3.7$�7 HP \ '� 7 \
\
GAS
t
tom= ` —G,S—
t
A _-fse
, ---- % / -
-- � --
3
'8.89 ,
iFFE 379
\ FIRELANE 1
\ — �/ X378 26
\ \o,) % /
(113 A - CB)
113 - CB
\
/ 37188 Tt
/ 3 7..38/6C
MATCH LINE
SEE SHEET C5.03
•—
/
112.A-CB
\ \ \ \‘:
\ \ \
1 \ \ \
LIMITS OF DISTURBANCE / •
/
401 - MH
109 - MH
BW:366.07
BW: 66.92 SEGMENTAL BLOCK
RETAINING WALL
SEE DETAIL 5/C9.00
BW:365.41
421 - EX DI
35 BS
BW:363.02
60.
14`387
305 - CB
6.p0 BR
311 - DI
310 - CB
WETLANDS
IMPACT AREA: 1,233 SF
Cer
420 - EX
\\ /
� y
479
1 IN //
CROSS -ACCESS EASEMENT /
FROM BACK OF CURB TO BACK OF CURB /
•
306 - CB
' /
/ �377—
•
•
✓
375.
— -374.
--r-373,\
o+
•
•
•
304.A - CB
TIE PROPOSED SURFACE INTO
ROADWAY FINISHED GRADE
REFERENCE ROADWAY IMPROVEMENTS FOR
WCPSS E-44 PLANS
\ OA 00 \
411444,
N
302 - CB
\ \, ) /
/ / / /
/
4111: Ate
/
at
0.
\,1\0.\.\-f\N\\\\--94\''''
?.00''6'3°''3
•
•
SS
•
KEY PLAN:
GRADING LEGEND:
SYMBOL
DESCRIPTION
DETAIL
REFERENCE
200
TC 44.50
TW 46.00
LIMITS OF DISTURBANCE
PROPOSED MAJOR CONTOUR
PROPOSED MINOR CONTOUR
EXISTING MAJOR CONTOUR
EXISTING MINOR CONTOUR
PROPOSED STORM DRAINAGE
N/A
N/A
N/A
N/A
N/A
PROPOSED JUNCTION BOX
PROPOSED CATCH BASIN 1/C9.20
PROPOSED DROP INLET 2/C9.20
RIPRAP APRON
FLOW DIRECTION
PROPOSED ELEVATION
TOP/BOTTOM OF CURB
N/A
N/A
N/A
TOP/BOTTOM OF WALL N/A
NOTES:
1. SEE SHEET C0.10 FOR GENERAL AND GRADING NOTES.
2. RETAINING WALLS OVER 4' IN HEIGHT WILL REQUIRE A
SEPARATE BUILDING PERMIT.
STORM DRAINAGE NETWORK
TYPE CODE:
DI = DROP INLET
FES = FLARED END
SECTION
MH
JB
RI
CB
CO
TD
= MANHOLE
= JUNCTION BOX
= RISER
= CATCH BASIN
= CLEANOUT
= TRENCH DRAIN
UPSTREAM STRC
UPSTREAM
GRD.
ELEV.
FLOW
UPSTREAM INVERT
DOWNSTREAM INVERT
DOWNSTREAM
STRC
DOWNSTREAM
GRD. ELEV.
NOTES:
1. STRUCTURES WITHIN NCDOT RIGHT-OF-WAY SHALL BE TO NCDOT STANDARDS.
2. STRUCTURES NOT WITHIN RIGHT OF WAY SHALL EITHER ALL BE TO NCDOT STANDARDS OR
SHALL ALL BE TO LOCAL JURISDICTIONAL STANDARDS.
3. ALL STORM PIPES TO BE CLASS III RCP UNLESS OTHERWISE NOTED.
4. ALL CATCH BASIN RIM ELEVATIONS MEASURED FROM THE TOP OF CURB AT THE CENTER OF
THE STRUCTURE.
356\ NQJ FOR CONSTRlJ3°1CT
L TT LE
DIVERSIFIED ARCHITECTURAL CONSULTING
This drawing and the design shown are the
property of Little Diversified Architectural
Consulting. The reproduction, copying or other
use of this drawing without their written consent
is prohibited and any infringement will be subject
to legal action.
FYI
STEWART
223 S. WEST STREET
SUITE 1100
FIRM LICENSE #: C-1051
www.stewartinc.com
RELIMINAI
NOT FOR
NOT FOR CONSTRUCTION
Site Plan
Issue Date 2021.12.21
NO.
REASON
DATE
PRINCIPAL IN CHARGE
Jerry Guerrier
PROJECT MANAGER
KS, RL
DESIGN TEAM
ML, EM, RB, HH
HILLTOP NEEDMORE ROAD
ELEMENTARY SCHOOL
WCPSS# 862-520
SHANE WEBSTER, PM
5141301400
GRADING & STORM
DRAINAGE PLAN - AREA
2

4
N C�-T�9F�GO�J�T
SANITARY MH
FORCE MAIN
RIM: 385.65'
TW:382.29
BW:379.87
430 - HW
AILBSX
230-A-HW
TW:382.29
BW:379.87
TW:378.06
BW:378.06
\ \ \ \ \ i/11,1
\\\\ \ \ \ \\ 1 FRENCH UNDERDRAINS
\ \ INSTALLED WITH EARLY
`\ \ \ \ \ \ \ SITE PACKAGE (TYP.) / /
1 1 1 1�\ I I /--r�����all
I\ I1 1 I \ \ \ I "` a,)�8 cam' �r\\ \
\ \ \ 389 - \\ \\\ \
o `�cP � `" `n \ \ \ \ \ \\\ \
11 \\\\
\ \ \ \ \ \ \ \
\ \I\ \ \ \ \ \
\ \
\`\ \ ++\RC'� \ 'I\
) 1•lc\--k5-\ \
INV: 75.6 \ \ \ - —
may/'
11 ` I ` I�///���
I
-J \\ - / ( r 1 //,
AI 11
II N \ `I
1 1 1 '1\ \ I 1 1 \
1` ice\
\ 1 \ _ ( \
I I' \\\\\ c\ N
I ^� \\\\\ \ N I /
1 1\\ \ \\ � I 1\ J/
\ Y \ \
\/ \ \ \ \ \ \\ \ \ I
A 1 R \\ \\ \\ 1 1
441 �+HW G�,,O� 1 \ \ \ \ 1
• 369.11' 1 I I I 1
230 - DI
125 - CB
I
10.00'
377__
376
115B - TD
H I L LTO F u (RD-38)
ORE
ELEMENTAL HOOL
126A-DI
(RD-29)
211 B-D I
211A-DI
(C0-19) (RD-19)
126B - TD
(RD-30)
126C-DI
BUILDING
FFE: 376.50
211 C-D I
211E-DI
126D - DI
211D-DI
BUILDING (RD-20)
FFE: 376.50
BUILDING /
FFE: 376.50 /
211F-DI
(RD-21)
126E-DI
(RD-40)
CO-32
RD-32)
126I-CD)
211 G-D I
(RD-25)
211H-DI
(CO 16)
(RD-41)
126F-DI
126H-CO
4
(RD-4)
(CO-9)
(RD-9)
(CD-201 F)
(RD-15)J L
EXISTING DEWATERING
PIPE
KEY PLAN:
(co-
(Stru
2C
MWS
RI
GRADING LEGEND:
SYMBOL
DESCRIPTION
LIMITS OF DISTURBANCE
200 PROPOSED MAJOR CONTOUR
PROPOSED MINOR CONTOUR
EXISTING MAJOR CONTOUR
EXISTING MINOR CONTOUR
PROPOSED STORM DRAINAGE
TC 44.50
BC 44.00
TW 46.00
BW 44.00
NOTES:
DETAIL
REFERENCE
N/A
N/A
N/A
N/A
N/A
PROPOSED JUNCTION BOX
PROPOSED CATCH BASIN 1/C9.20
PROPOSED DROP INLET 2/C9.20
RIPRAP APRON
FLOW DIRECTION
PROPOSED ELEVATION
TOP/BOTTOM OF CURB
TOP/BOTTOM OF WALL
N/A
N/A
N/A
1. SEE SHEET C0.10 FOR GENERAL AND GRADING NOTES.
2. RETAINING WALLS OVER 4' IN HEIGHT WILL REQUIRE A
SEPARATE BUILDING PERMIT.
0
15 30
•
60
ONW't3CTFON
LITTLE
DIVERSIFIED ARCHITECTURAL CONSULTING
www.Iittleonline.com
This drawing and the design shown are the
property of Lillie Diversified Architectural
Consulting. The reproduction, copying or other
use of this drawing without their written consent
is prohibited and any infringement will be subject
to legal action.
CD Little 2019
rsa
STEWART
223 S. WEST STREET
SUITE 1100
RALEIGH, NC 27603
T 919.380.8750
FIRM LICENSE #: C-1051
www.stewartinc.com
RELIMINARY,
NOT FOR
NSTRUCTId
NOT FOR CONSTRUCTION
Site Plan
Issue Date 2021.12.21
NO.
REASON
PRINCIPAL IN CHARGE
Jerry Guerrier
PROJECT MANAGER
KS, RL
DESIGN TEAM
ML, EM, RB, HH
DATE
HILLTOP NEEDMORE ROAD
ELEMENTARY SCHOOL
WCPSS# 862-520
SHANE WEBSTER, PM
5141301400
GRADING & STORM
DRAINAGE PLAN - AREA
3
C5.03

oo
E
0
ozs
0)
h
C:\C3
-'f MATCH LINE
SEE SHEET C5.02
\\\
BUILDING
FFE: 376.50
i
i
107.0 DI
(RD-4) (C0-4)
i
i
i
(Structure - (346))
BUILDING
FFE: 376.50
201.E - DI
201.F - DI
CONNECT EXISTING DEWATERING
PIPE TO STRUCTURE 107.E - DI
RD-6
CONNECT EXISTING DEWATERING
PIPE TO STRUCTURE 201.E - DI
201.E - DI
201.C-DI
201.D - DI
//
_ - -
�
BUILDING ERD-11)
(CO 12)
)-201F) FFE: 376.50 (RD-12)
ERING
i
i
i
RD-131
CO-13A
MATCH LINE
I SEE SHEET C5.05
108 - CB
/ J.
SEGMENTAL BLOCK
RETAINING WALL
66.61
BW:36
I \
I 1 I
R/p
/ /
• /.
./
/
/.
62.05 ZNE TW:360.14
BW:361. I I W .66 jjR1 PARIqiv B FF :360.10.
BW:360.61R
203 - DI
RIPARI;,
107.A - CB
107 - CB
201 - DI
/
�' I 1
. . / 4 I I
.�
/• \‘ I
/ ' = \•ll
/. )1II
• _33.58-- rga)
BW:35.00 :36 job 1
7 �� `-° ( 1• BW:48110
1II
106.A- CB
TW:362.00
BW:362.00
SEGMENTAL BLOCK
RETAINING WALL
300.B- CB
300.A CB
301 - CB
300 - CB
TW: 359.0
BW: 356.0 ic„.
502 - MH
`Y7
SEGMENTAL BLOCK
RETAINING WALL
/
355700
BW:355.00 -
.
S cture - (240)
./
/ /,Q/A 2
-sTRF Mg cv /' �9/�• vp,
/PN
R/p�ZOil F,Q
•
•
•
WETLAND IMPACTS: 188 SF / 0.004 AC
•
•
4*
7
F
\
\
\ \
•
EX. WETLANDS
0 ?RX\INI.E SG
ps TENPNCE EPSEW / / /' \
MPW ,,. ,
\ v
' \
/
WET POND
SCM
\ 11I
\
\ \ ` \\ \\\\I\
` \ 102-HW
\ \\\\\\ \\ \\\\\ \\\*\\
\�`�
1
I
\
i
TYPE CODE:
DI = DROP INLET
FES = FLARED END
SECTION
MH
JB
RI
CB
CO
TD
= MANHOLE
= JUNCTION BOX
= RISER
= CATCH BASIN
= CLEANOUT
= TRENCH DRAIN
KEY PLAN:
GRADING LEGEND:
SYMBOL
TC 44.50
BC 44.00
TW 46.00
BW 44.00
NOTES:
DESCRIPTION
LIMITS OF DISTURBANCE
PROPOSED MAJOR CONTOUR
PROPOSED MINOR CONTOUR
EXISTING MAJOR CONTOUR
EXISTING MINOR CONTOUR
PROPOSED STORM DRAINAGE
DETAIL
REFERENCE
N/A
N/A
N/A
N/A
N/A
PROPOSED JUNCTION BOX
PROPOSED CATCH BASIN 1/C9.20
PROPOSED DROP INLET 2/C9.20
RIPRAP APRON
FLOW DIRECTION
PROPOSED ELEVATION
TOP/BOTTOM OF CURB
N/A
N/A
N/A
TOP/BOTTOM OF WALL N/A
1. SEE SHEET C0.10 FOR GENERAL AND GRADING NOTES.
2. RETAINING WALLS OVER 4' IN HEIGHT WILL REQUIRE A
SEPARATE BUILDING PERMIT.
STORM DRAINAGE NETWORK
-UPSTREAM STRC
UPSTREAM
GRD.
ELEV.
FLOW
- UPSTREAM INVERT
DOWNSTREAM INVERT
DOWNSTREAM
STRC
DOWNSTREAM
GRD. ELEV.
NOTES:
1. STRUCTURES WITHIN NCDOT RIGHT-OF-WAY SHALL BE TO NCDOT STANDARDS.
2. STRUCTURES NOT WITHIN RIGHT OF WAY SHALL EITHER ALL BE TO NCDOT STANDARDS OR
SHALL ALL BE TO LOCAL JURISDICTIONAL STANDARDS.
3. ALL STORM PIPES TO BE CLASS III RCP UNLESS OTHERWISE NOTED.
4. ALL CATCH BASIN RIM ELEVATIONS MEASURED FROM THE TOP OF CURB AT THE CENTER OF
THE STRUCTURE.
■
■
0 15 STR3lift
0 60N
_v N
T ION
LITTLE
DIVERSIFIED ARCHITECTURAL CONSULTING
www.Iittleonline.com
This drawing and the design shown are the
property of Lillie Diversified Architectural
Consulting. The reproduction, copying or other
use of this drawing without their written consent
is prohibited and any infringement will be subject
to legal action.
CD Little 2019
r7i2
STEWART
223 S. WEST STREET
SUITE 1100
RALEIGH, NC 27603
T 919.380.8750
FIRM LICENSE #: C-1051
www.stewartinc.com
RELIMINARY
NOT FOR
NSTRUCTI
NOT FOR CONSTRUCTION
Site Plan
Issue Date 2021.12.21
NO.
REASON
DATE
PRINCIPAL IN CHARGE
Jerry Guerrier
PROJECT MANAGER
KS, RL
DESIGN TEAM
ML, EM, RB, HH
HILLTOP NEEDMORE ROAD
ELEMENTARY SCHOOL
WCPSS# 862-520
SHANE WEBSTER, PM
5141301400
GRADING & STORM
DRAINAGE PLAN - AREA
4
C5.04

KEY PLAN:
NOT FOR CONSTRUCTION
co
ai
N
N
O
(NI
ai
N
O
z
a)
cts
otS
0
h_2273E\L20040-05.00 Grad
U
E
a)
1-
0
co
0
_! MATCH LINE
SEE SHEET C5.03
\
\
\
AREA 5a
1
11
•
/ /
/ /
I I
I \ I 1 I\ N\ \
I I \
\
1 \ I 1 \ \ \\
I \ 1 \\ '-------
1 \ 1 \ \ \ _ ,\
\ I 1
\ ` \ \ —�\ \
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•
\
•
•
\
•
•
•
\\
1
•
\
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\
•
•
__1111.111— -11111:\
PLAN
\ \
MATCH LINE \
SEE SHEET C5.04 —\
\ X \\ \\
\Ili \I 11
1
I I
1\ ; ► 1 ; I 1 1 1
1 1 I I
\ I 1 11 1 1, I I ',
I 1 1 1 I I I I
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AREA 5b
PLAN
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1r ` 1 \ \
r \\\
\
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\ \ \ I
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\
\
r
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I \\ \ \ \ \\\\ \\ \ \\ \\
\ \ \ \ \ \ \ \
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MATCH LINE
j, SEE SHEET C5.04
\ \
\ \ I
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\ \ \
\
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/
.„,„>\ /
/
NIF \o s o\N
e‘ i,r\ChoN
,
•
GRADING LEGEND:
SYMBOL
DESCRIPTION
DETAIL
REFERENCE
200
TC 44.50
BC 44.00
TW 46.00
BW 44.00
LIMITS OF DISTURBANCE
PROPOSED MAJOR CONTOUR
PROPOSED MINOR CONTOUR
EXISTING MAJOR CONTOUR
EXISTING MINOR CONTOUR
PROPOSED STORM DRAINAGE
N/A
N/A
N/A
N/A
N/A
PROPOSED JUNCTION BOX
PROPOSED CATCH BASIN 1/C9.20
PROPOSED DROP INLET 2/C9.20
RIPRAP APRON
FLOW DIRECTION
PROPOSED ELEVATION
TOP/BOTTOM OF CURB
TOP/BOTTOM OF WALL
N/A
N/A
N/A
N/A
NOTES:
1. SEE SHEET C0.10 FOR GENERAL AND GRADING NOTES.
2. RETAINING WALLS OVER 4' IN HEIGHT WILL REQUIRE A
SEPARATE BUILDING PERMIT.
•
15
SCALE:
•
30 60
NORTH
NOT FOR CONSTRUCTION
LITTLE
DIVERSIFIED ARCHITECTURAL CONSULTING
This drawing and the design shown are the
propeny of Little Diversffied Architectural
Consulting. The reproduction, copying or other
use of this drawing without their written consent
is prohibited and any infringement will be subject
to legal action.
COI
STEWART
223 S. WEST STREET
SUITE 1100
RALEIGH, NC 27603
T 919.380.8750
FIRM LICENSE #: C-1051
www.stewartinc.com
RELIMINAI
NOT FOR
NSTRUCTI
NOT FOR CONSTRUCTION
Site Plan
Issue Date 2021.12.21
NO.
REASON
DATE
PRINCIPAL IN CHARGE
Jerry Guerrier
PROJECT MANAGER
KS, RL
DESIGN TEAM
ML, EM, RB, HH
HILLTOP NEEDMORE ROAD
ELEMENTARY SCHOOL
WCPSS# 862-520
SHANE WEBSTER, PM
5141301400
GRADING & STORM
DRAINAGE PLAN - AREA
5
C5.05
2
3

E
D
C
C:\C3DTemp\AcPublish_227 \L20040-05.00 Grading & Storm Drainage Plan.dwg Nov 29, 2022 - 9:40i
QNS
,TRRRUECTRtON
INVERTS
OTUL
NAM
ST R
100 - HW
355.54
INV IN: 351.00 18" RCP (101 - OCS)
115B - TD
370.28
INV OUT: 368.76 15" RCP (115.A - CB)
101 - OCS
385.25
INV OUT: 351.92 18" RCP (100 - HW)
116 - CB
376.53
INV IN: 372.01 15" RCP (117 - CB)
INV IN: 366.39 18" RCP (122 - DI)
INV OUT: 365.89 24" RCP (115 - CB)
102 - HW
359.92
INV IN: 355.00 54" RCP (103 - MH)
103 - MH
368.11
INV IN: 355.54 54" RCP (104 - MH)
INV OUT: 355.34 54" RCP (102 - HW)
117 - CB
377.34
INV IN: 372.85 15" RCP (118 - CB)
INV IN: 372.85 15" RCP (117.A - CB)
INV OUT: 372.65 15" RCP (116 - CB)
104 - MH
368.88
INV IN: 356.73 48" RCP (105 - CB)
INV IN: 358.85 30" RCP (201 - DI)
INV OUT: 356.53 54" RCP (103 - MH)
117.A - CB
377.92
INV IN: 373.50 15" RCP (117.B - DI)
INV OUT: 373.20 15" RCP (117 - CB)
105 - CB
367.64
INV IN: 357.88 42" RCP (300 - CB)
INV IN: 359.18 30" RCP (106 - CB)
INV OUT: 357.68 48" RCP (104 - MH)
117.E - DI
378.16
INV OUT: 373.56 15" RCP (117.A - CB)
118 - CB
378.52
INV IN: 373.55 15" RCP (119 - CB)
INV OUT: 373.35 15" RCP (117 - CB)
106 - CB
367.64
INV IN: 360.28 30" RCP (107 - CB)
INV IN: 362.50 15" RCP (106.A- CB)
INV OUT: 360.08 30" RCP (105 - CB)
119 -CB
379.13
INV IN: 374.59 15" RCP (120 - CB)
INV OUT: 374.39 15" RCP (118 - CB)
106.A- CB
370.71
INV OUT: 364.94 15" RCP (106 - CB)
120 - CB
381.47
INV IN: 377.50 15" RCP (121 - CB)
INV OUT: 377.30 15" RCP (119 - CB)
107 - CB
371.60
INV IN: 366.00 15" RCP (107.A - CB)
INV IN: 361.00 30" RCP (108 - CB)
INV OUT: 360.80 30" RCP (106 - CB)
121 - CB
381.78
INV OUT: 377.69 15" RCP (120 - CB)
122 - DI
376.97
INV IN: 367.26 18" RCP (123 - MH)
INV OUT: 367.06 18" RCP (116 - CB)
107.A - CB
371.60
INV IN: 366.44 15" RCP (107.B)
INV OUT: 366.24 15" RCP (107 - CB)
123 - MH
378.41
INV IN: 374.00 15" RCP (124 - CB)
INV IN: 368.20 18" RCP (125 - CB)
INV OUT: 368.00 18" RCP (122 - DI)
107.B
374.89
INV IN: 371.56 12" (107.0 DI)
INV OUT: 371.31 15" RCP (107.A - CB)
107.0 DI
374.75
INV OUT: 372.50 6" (CO-4)
INV OUT: 371.71 12" (107.B)
124 - CB
380.19
INV OUT: 374.59 15" RCP (123 - MH)
125 - CB
374.25
INV IN: 368.99 18" RCP (126 - DI)
INV OUT: 368.79 18" RCP (123 - MH)
108 - CB
374.12
INV IN: 361.90 30" RCP (109 - MH)
INV IN: 370.64 8" (CO-3)
INV OUT: 361.70 30" RCP (107 - CB)
126 - DI
375.40
INV IN: 369.39 15" RCP (126A - DI)
INV IN: 369.86 10" (RD-29)
INV OUT: 369.19 18" RCP (125 - CB)
109 - MH
375.50
INV IN: 362.74 30" RCP (112.A - CB)
INV OUT: 362.54 30" RCP (108 - CB)
126A - DI
375.90
INV IN: 370.13 12" (126D - DI)
INV IN: 370.13 12" (126B - TD)
INV IN: 370.69 10" (RD-36)
INV OUT: 369.70 15" RCP (126 - DI)
112 -CB
375.00
INV IN: 363.77 30" RCP (113 - CB)
INV OUT: 363.57 30" RCP (112.A - CB)
112.A - CB
374.84
INV IN: 363.45 30" RCP (112 - CB)
INV IN: 364.70 15" RCP (112.B - DI)
INV OUT: 363.25 30" RCP (109 - MH)
126B - TD
375.54
INV OUT: 370.50 12" (126A - DI)
126C-DI
376.32
INV OUT: 370.49 12" (126D - DI)
112.B - DI
376.03
INV IN: 370.78 10" (RD-40)
INV OUT: 364.99 15" RCP (112.A - CB)
126D - DI
376.50
INV IN: 371.85 12" (126E-DI)
INV IN: 370.34 12" (126C-DI)
INV OUT: 370.34 12" (126A - DI)
113 -CB
374.67
INV IN: 364.36 30" RCP (114 - CB)
INV IN: 370.01 15" RCP (113.A - CB)
INV OUT: 364.16 30" RCP (112 - CB)
126E-DI
376.33
INV IN: 372.27 12" (126F-DI)
INV IN: 375.00 8" (126G-TD)
INV OUT: 372.07 12" (126D - DI)
113.A - CB
375.42
INV OUT: 370.34 15" RCP (113 - CB)
114 GB
375.15
INV IN: 364.85 30" RCP (115 - CB)
INV OUT: 364.65 30" RCP (113 - CB)
126E-DI
376.10
INV IN: 373.22 4" (126H-CO)
INV OUT: 372.54 12" (126E-DI)
115 CB
375.21
INV IN: 365.60 24" RCP (116 - CB)
INV IN: 368.13 15" RCP (115.A - CB)
INV IN: 370.40 15" RCP (115.0 - CB)
INV OUT: 365.10 30" RCP (114 - CB)
126G-TD
0.17
INV OUT: 375.50 8" (126E-DI)
126H-CO
373.69
INV IN: 373.30 4" (1261-CD)
INV OUT: 373.30 4" (126F-DI)
115.A CB
375.91
INV IN: 368.51 15" RCP (115B - TD)
INV OUT: 368.31 15" RCP (115 - CB)
1261-CD
374.00
INV OUT: 373.61 4" (126H-CO)
115.0 - CB
375.63
INV OUT: 370.70 15" RCP (115 - CB)
STRUCTURE TABLE
STRUCTURE TABLE
STRUCTURE NAME
STRUCTURE RIM
INVERTS
STRUCTURE NAME
STRUCTURE RIM
INVERTS
211F-DI
376.25
INV IN: 370.50 10" (211G-DI)
INV IN: 370.50 10" (211H-DI)
INV OUT: 370.30 10" (211E-DI)
400 - MH - LS
369.58
INV IN: 366.83 24" RCP (401 - MH)
401 MH
375.66
INV IN: 367.27 24" RCP (404 - MH)
INV OUT: 367.09 24" RCP (400 - MH - LS)
211G-DI
376.34
INV IN: 372.77 4" (CO-211)
INV IN: 373.05 6" (CO 23)
INV OUT: 370.84 10" (211F-DI)
404 - MH
377.63
INV IN: 368.93 24" RCP (Structure - (241))
INV OUT: 368.73 24" RCP (401 - MH)
211 H DI
376.34
INV OUT: 371.02 10" (211 F-DI)
405 - MH
380.89
INV IN: 375.55 15" RCP (406.A - MH)
INV OUT: 375.45 24" RCP (405A)
220 DI
375.60
INV IN: 369.22 15" RCP (221 - DI)
INV OUT: 369.02 15" RCP (202 - DI)
405A
381.71
INV IN: 375.31 24" RCP (405 - MH)
INV OUT: 375.11 24" RCP (Structure - (241))
221 - DI
374.79
INV IN: 370.26 15" RCP (221.A - DI)
INV OUT: 370.06 15" RCP (220 - DI)
406.A MH
389.47
INV IN: 376.77 15" RCP (406.B - DI)
INV OUT: 376.57 15" RCP (405 - MH)
221.A- DI
374.78
INV OUT: 370.64 15" RCP (221 - DI)
406.B - DI
382.51
INV OUT: 376.89 15" RCP (406.A - MH)
230-A-HW
363.81
INV IN: 362.00 15" (230 - DI)
420 - EX MH
378.21
INV IN: 366.26 18" RCP (421 - EX DI)
230 - DI
367.92
INV OUT: 365.12 15" (230-A-HW)
421 - EX DI
372.07
INV OUT: 370.27 18" RCP (420 - EX MH)
300 - CB
365.74
INV IN: 359.92 18" RCP (300.A - CB)
INV IN: 358.74 42" RCP (301 - CB)
INV OUT: 358.54 42" RCP (105 - CB)
430 - HW
384.21
INV IN: 382.27 15" RCP (431 - HW)
431 - HW
384.93
INV OUT: 382.99 15" RCP (430 - HW)
300.A - CB
365.74
INV IN: 360.61 18" RCP (300.B - CB)
INV OUT: 360.41 18" RCP (300 - CB)
440 - HW
365.21
INV IN: 364.00 18" RCP (441 - HW)
300.E - CB
365.74
INV OUT: 360.67 18" RCP (300.A - CB)
441 - HW
370.21
INV OUT: 368.00 18" RCP (440 - HW)
301 - CB
365.74
INV IN: 359.27 36" RCP (302 - CB)
INV OUT: 358.77 42" RCP (300 - CB)
500 - DI
366.08
INV OUT: 360.01 12" (501 - MH)
501 - MH
369.38
INV IN: 359.87 12" (500 - DI)
INV OUT: 359.87 12" (502 - MH)
302 - CB
368.53
INV IN: 360.41 36" RCP (303 - CB)
INV OUT: 360.21 36" RCP (301 - CB)
502 - MH
357.97
INV IN: 348.51 12" (501 - MH)
INV OUT: 348.51 12" (Structure - (240))
303 - CB
369.58
INV IN: 360.97 36" RCP (310 - CB)
INV IN: 364.83 15" RCP (304 - CB)
INV OUT: 360.77 36" RCP (302 - CB)
CD-201 F
374.00
INV OUT: 373.61 4" (CO-201 F)
304 - CB
373.00
INV IN: 368.69 15" RCP (305 - CB)
INV IN: 367.74 15" RCP (304.A - CB)
INV OUT: 367.54 15" RCP (303 - CB)
CD-211
374.07
INV OUT: 373.68 4" (CO-211)
CO-3
372.86
INV IN: 372.08 8" (RD-2)
INV IN: 372.08 6" (RD-3)
INV OUT: 372.08 8" (108 - CB)
304.A - CB
373.13
INV OUT: 367.98 15" RCP (304 - CB)
305 - CB
376.54
INV IN: 371.62 15" RCP (306 - CB)
INV OUT: 371.42 15" RCP (304 - CB)
CO-4
373.74
INV IN: 372.59 6" 0
INV IN: 372.59 6" (RD-4)
INV IN: 372.59 6" (107.0 DI)
306 - CB
376.23
INV OUT: 372.05 15" RCP (305 - CB)
CO-7
373.28
INV IN: 372.53 8" (RD-7)
INV OUT: 372.53 8" (201.B- DI)
310 - CB
374.23
INV IN: 361.78 36" RCP (311 - DI)
INV OUT: 361.58 36" RCP (303 - CB)
CO-9
372.86
INV IN: 371.75 6" (RD-9)
INV OUT: 371.75 6" (201.F - DI)
311 - DI
374.45
INV IN: 362.12 36" RCP (312 - DI)
INV IN: 369.55 15" RCP (311.A - DI)
INV OUT: 361.92 36" RCP (310 - CB)
CO-12
373.68
INV IN: 373.05 6" (RD-12)
INV IN: 373.05 6" (RD-11)
INV OUT: 373.05 6" (201.D - DI)
311.A - DI
375.72
INV OUT: 371.29 15" RCP (311 - DI)
312 DI
374.56
INV IN: 362.71 36" RCP (313 - DI)
INV OUT: 362.21 36" RCP (311 - DI)
313 - DI
372.65
INV OUT: 363.05 36" RCP (312 - DI)
PIPE TABLE
PIPE TABLE
PIPE TABLE
PIPE TABLE
START STRUCTURE
END STRUCTURE
START INVERT
END INVERT
SIZE
LENGTH
SLOPE
MATERIAL
START STRUCTURE
END STRUCTURE
START INVERT
END INVERT
SIZE
LENGTH
SLOPE
MATERIAL
START STRUCTURE
END STRUCTURE
START INVERT
END INVERT
SIZE
LENGTH
SLOPE
MATERIAL
START STRUCTURE
END STRUCTURE
START INVERT
END INVERT
SIZE
LENGTH
SLOPE
MATERIAL
RD-40
112.B - DI
370.89
370.78
10"
6.92'
1.47%
355.00
348.63
18"
161.24'
3.95%
RCP
RD-29
126 - DI
370.42
369.86
10"
56.74'
1.00%
HDPE
CO-12
201.D - DI
373.05
372.86
6"
9.62'
2.00%
HDPE
113.A- CB
113-CB
370.34
370.01
15"
16.42'
2.00%
RCP
101 - OCS
100 - HW
351.92
351.00
18"
139.05'
0.66%
RCP
126A-DI
126 - DI
369.70
369.39
15"
63.21'
0.48%
RCP
201.F - DI
201.E - DI
368.83
368.50
12"
16.54'
2.00%
HDPE
114-CB
113-CB
364.65
364.36
30"
57.95'
0.50%
RCP
103 - MH
102 - HW
355.34
355.00
54"
67.16'
0.50%
RCP
126B - TD
126A - DI
370.50
370.13
12"
7.85'
4.72%
HDPE
CO-201 F
201.F - DI
373.56
373.39
4"
8.47'
2.00%
HDPE
115-CB
114 -CB
365.10
364.85
30"
49.98'
0.50%
RCP
104 - MH
103 - MH
356.53
355.54
54"
198.13'
0.50%
RCP
RD-36
126A - DI
370.91
370.69
10"
10.79'
2.00%
HDPE
RD-10
201.F - DI
373.47
373.33
6"
6.98'
2.00%
HDPE
115.C-CB
115-CB
370.70
370.40
15"
14.46'
2.12%
RCP
201 - DI
104 - MH
360.01
358.85
30"
115.59'
1.00%
RCP
126D - DI
126A - DI
370.34
370.13
12"
41.45'
0.50%
HDPE
CO-9
201.F - DI
371.75
371.70
6"
9.86'
0.58%
HDPE
116-CB
115-CB
365.89
365.60
24"
57.55'
0.50%
RCP
105 - CB
104 - MH
357.68
356.73
48"
190.69'
0.50%
RCP
126C-DI
126D - DI
370.49
370.34
12"
29.46'
0.50%
HDPE
220 - DI
202 - DI
369.02
367.07
15"
389.24'
0.50%
RCP
115.A- CB
115-CB
368.31
368.13
15"
36.66'
0.50%
RCP
106 - CB
105 - CB
360.08
359.18
30"
48.67'
1.84%
RCP
126E-DI
126D - DI
372.07
371.85
12"
44.37'
0.50%
HDPE
203 - DI
202 - DI
361.05
360.84
30"
41.14'
0.50%
RCP
115B - TD
115.A - CB
368.76
368.51
15"
40.91'
0.60%
RCP
300 - CB
105 - CB
358.54
357.88
42"
131.14'
0.50%
RCP
126G-TD
126E-DI
375.50
375.00
8"
30.94'
1.62%
HDPE
204 - DI
203 - DI
363.25
362.71
18"
90.25'
0.60%
RCP
122 - DI
116-CB
367.06
366.39
18"
67.25'
1.00%
RCP
106.A- CB
106 - CB
364.94
362.50
15"
106.12'
2.30%
RCP
126F-DI
126E-DI
372.54
372.27
12"
53.33'
0.50%
HDPE
203A
203 - DI
362.05
361.25
30"
160.48'
0.50%
RCP
117-CB
116-CB
372.65
372.01
15"
58.29'
1.09%
RCP
107 - CB
106 - CB
360.80
360.28
30"
104.46'
0.50%
RCP
126H-CO
126F-DI
373.30
373.22
4"
2.82'
3.00%
HDPE
205 - DI
203A
363.05
362.50
24"
108.85'
0.51%
RCP
118-CB
117-CB
373.35
372.85
15"
56.35'
0.89%
RCP
108 - CB
107 - CB
361.70
361.00
30"
139.68'
0.50%
RCP
126I-CD
126H-CO
373.61
373.30
4"
10.49'
3.00%
HDPE
CO-13A
204 - DI
371.00
370.63
8"
18.74'
2.00%
HDPE
117.A- CB
117-CB
373.20
372.85
15"
42.84'
0.82%
RCP
107.A - CB
107 - CB
366.24
366.00
15"
36.53'
0.66%
RCP
202 - DI
201 - DI
360.64
360.21
30"
86.14'
0.50%
RCP
CO-16
205 - DI
368.53
367.45
8"
54.02'
2.00%
HDPE
117.B - DI
117.A-CB
373.56
373.50
15"
6.07'
1.00%
RCP
107.B
107.A - CB
371.31
366.44
15"
180.96'
2.69%
RCP
201.A - CB
201 - DI
365.00
363.75
15"
124.52'
1.00%
RCP
206 - DI
205 - DI
363.75
363.25
24"
99.97'
0.50%
RCP
119-CB
118-CB
374.39
373.55
15"
23.72'
3.55%
RCP
107.0 DI
107.6
371.71
371.56
12"
30.03'
0.50%
HDPE
201.B - DI
201.A - CB
366.38
365.20
15"
117.80'
1.00%
RCP
207 - DI
206 - DI
364.57
363.95
24"
124.03'
0.50%
RCP
120-CB
119-CB
377.30
377.69
374.59
377.50
15"
15"
126.94'
39.24'
2.13%
0.50%
RCP
RCP
CO-3
108 - CB
372.08
362.54
370.64
361.90
8"
30"
71.97'
126.95'
2.00%
0.50%
HDPE
RCP
123 - MH
122 - DI
368.00
367.26
18"
76.74'
0.96%
RCP
112.A-CB
109 - MH
363.25
362.74
30"
60.72'
0.84%
RCP
Structure - (356)
371.80
369.00
6"
279.09'
1.00%
HDPE
207 - DI
364.95
364.77
24"
36.42'
0.50%
RCP
Structure - (356)
371.80
369.00
6"
279.09'
1.00%
HDPE
207 - DI
365.84
365.29
15"
109.23'
0.50%
RCP
123 - MH
368.79
368.20
18"
118.12'
0.50%
RCP
364.16
363.77
30"
77.77'
0.50%
RCP
372.53
372.31
8"
10.75'
2.00%
HDPE
209 - CB
365.73
365.15
24"
116.18'
0.50%
RCP
123 - MH
374.59
374.00
15"
29.87'
2.00%
RCP
112.A-CB
363.57
363.45
30"
24.71'
0.50%
RCP
367.21
366.58
15"
38.83'
1.63%
RCP
211 -DI
368.67
368.17
15"
35.73'
1.42%
RCP
369.19
368.99
18"
39.02'
0.50%
RCP
112.A-CB
364.99
364.70
15"
57.93'
0.50%
RCP
367.77
367.46
12"
15.18'
2.00%
HDPE
369.26
368.92
12"
23.40'
1.42%
HDPE
PIPE TABLE
PIPE TABLE
368.30
367.46
12"
41.71'
2.00%
HDPE
370.38
369.64
8"
37.23'
2.00%
HDPE
START STRUCTURE
END STRUCTURE
START INVERT
END INVERT
SIZE
LENGTH
SLOPE
MATERIAL
START STRUCTURE
END STRUCTURE
START INVERT
END INVERT
SIZE
LENGTH
SLOPE
MATERIAL
PIPE TABLE
PIPE TABLE
211E-DI
211 -DI
369.54
369.09
10"
44.42'
1.00%
HDPE
367.98
367.74
15"
48.89'
0.50%
RCP
START STRUCTURE
END STRUCTURE
START INVERT
END INVERT
SIZE
LENGTH
SLOPE
MATERIAL
START STRUCTURE
END STRUCTURE
START INVERT
END INVERT
SIZE
LENGTH
SLOPE
MATERIAL
211B-DI
211A-DI
369.64
369.42
10"
21.12'
1.00%
HDPE
371.42
368.69
15"
176.70'
1.55%
RCP
107.0 DI
372.50
372.59
6"
4.12'
-2.00%
RD-38
372.29
372.18
6"
3.44'
3.21%
HDPE
211A-DI
369.83
369.42
10"
40.22'
1.00%
HDPE
372.05
371.62
15"
73.07'
0.59%
RCP
372.96
372.59
6"
18.88'
2.00%
372.05
371.59
6"
55.86'
0.84%
HDPE
RD-28
211B-DI
371.35
370.63
8"
35.90'
2.00%
HDPE
310 - CB
361.92
361.78
36"
27.05'
0.50%
RCP
RD-4
372.90
372.59
6"
11.47'
2.70%
373.61
373.56
4"
2.69'
2.00%
HDPE
370.30
370.03
10"
26.92'
1.00%
HDPE
371.29
369.55
15"
87.82'
1.98%
RCP
RD-7
372.97
372.53
8"
21.96'
2.00%
373.68
373.23
4"
22.82'
2.00%
HDPE
211F-DI
211E-DI
370.30
369.74
10"
56.49'
1.00%
HDPE
312 - DI
362.21
362.12
36"
17.72'
0.50%
RCP
RD-9
371.79
371.75
6"
7.29'
0.50%
RD-1
RD-2
373.48
372.63
6"
42.51'
2.00%
HDPE
211G-DI
211F-DI
370.84
370.50
10"
33.98'
1.00%
HDPE
313 - DI
363.05
362.71
36"
67.51'
0.51%
RCP
RD-12
CO-12
373.45
373.05
6"
20.15'
2.00%
RD-8
RD-7
371.53
371.49
6"
8.64'
0.50%
HDPE
211H-DI
211F-DI
371.02
370.50
10"
51.94'
1.00%
HDPE
401 - MH
400 - MH - LS
367.09
366.83
24"
51.03'
0.50%
RCP
RD-11
373.50
373.05
6"
9.34'
4.82%
RD-6
RD-7
373.50
373.13
6"
18.07'
2.00%
HDPE
211G-DI
373.23
372.77
4"
22.87'
2.00%
HDPE
401 - MH
368.73
367.27
24"
290.60'
0.50%
RCP
371.63
371.24
8"
19.24'
2.00%
RD-13
373.12
373.42
6"
15.00'
-2.00%
HDPE
211G-DI
373.54
373.05
6"
24.41'
2.00%
HDPE
370.06
369.22
15"
167.49'
0.50%
RCP
370.64
370.26
15"
18.87'
2.00%
RCP
230 - DI
230-A-HW
365.12
362.00
15"
174.73'
1.78%
HDPE
301 - CB
300 - CB
358.77
358.74
42"
6.04'
0.50%
RCP
360.41
359.92
18"
48.83'
1.00%
RCP
360.67
360.61
18"
5.96'
1.01%
RCP
302 - CB
360.21
359.27
36"
187.92'
0.50%
RCP
360.77
360.41
36"
71.57'
0.50%
RCP
367.54
364.83
15"
135.73'
2.00%
RCP
RCP 2
Structure - (241)
369.13
368.93
24"
47.55'
0.42%
RCP
CO-13
CO-13A
371.24
371.00
8"
12.09'
2.00%
RD-14
373.09
373.45
6"
18.21'
-2.00%
HDPE
373.18
371.80
6"
69.14'
2.00%
RD-17
RD-16
372.90
372.03
6"
43.33'
2.00%
HDPE
405 - MH
376.57
375.55
15"
203.83'
0.50%
RCP
373.49
373.18
6"
15.51'
2.00%
RD-17
373.41
372.90
6"
25.89'
2.00%
HDPE
405 - MH
405A
375.45
375.31
24"
14.15'
1.00%
RCP
369.41
368.53
8"
44.11'
2.00%
RD-20
RD-19
371.78
370.63
8"
57.52'
2.00%
HDPE
376.89
376.77
15"
23.41'
0.54%
RCP
CO-18
373.53
373.41
6"
5.77'
2.00%
RD-21
RD-20
372.54
371.94
6"
30.02'
2.00%
HDPE
420 - EX MH
370.27
366.26
18"
152.28'
2.63%
RCP
370.63
370.38
8"
12.38'
2.00%
RD-22
RD-21
373.51
372.54
6"
48.06'
2.00%
HDPE
431 - HW
430 - HW
382.99
382.27
15"
40.86'
1.77%
RCP
373.70
373.54
6"
8.06'
2.00%
RD-23
373.60
373.54
6"
2.04'
2.94%
HDPE
441 - HW
440 - HW
368.00
364.00
18"
59.88'
6.68%
RCP
CO-32
372.94
372.43
6"
25.76'
2.00%
RD-25
RD-26
373.80
372.71
6"
54.51'
2.00%
HDPE
501 - MH
RD-3
501 - MH
502 - MH
360.01
359.87
372.50
359.87
348.51
372.08
12"
12"
6"
15.45'
173.57'
14.38'
0.90%
6.55%
2.92%
HDPE
HDPE
HDPE
RD-32
CO-35
371.81
372.09
373.33
371.74
371.85
371.85
12"
6"
8"
3.12'
11.97'
74.14'
2.00%
2.00%
2.00%
RD-26
0::
RD-27
9
372.54
Co
371.91
NS
8"
31.83'
2 0'
2.00%
UOC
HDPE
TI
L TT LE
DIVERSIFIED ARCHITECTURAL CONSULTING
This drawing and the design shown are the
property of Lillie Diversified Architectural,
Consulting. The reproduction, copying or other
use of this drawing without their written consent
is prohibited and any infringement will be suly.ect
to legal action.
CD Little 2019
r7i2
STEWART
223 S. WEST STREET
SUITE 1100
RALEIGH, NC 27603
FIRM LICENSE #: C-1051
RELIMINAI
NOT FOR
NOT FOR CONSTRUCTION
Site Plan
Issue Date 2021.12.21
NO.
REASON
DATE
PRINCI
Jer
PAL IN CHARGE
ry Guerrier
PROJECT MANAGER
KS, RL
DESIGN TEAM
ML, EM, RB, HH
HILLTOP NEEDMORE ROAD
ELEMENTARY SCHOOL
WCPSS# 862-520
SHANE WEBSTER, PM
5141301400
STORM DRAINAGE TABLES
ON C5.10
361.58
360.97
36"
121.78'
0.50%
RD-2
CO-3
372.46
372.08
3"
19.19'
2.00%
HDPE
4 372.18
372.05
6"
3.44'
3.54%
RD-30
371.16
370.89
8"
27.10' 6
1.00%
HDPE

"^T FOR CONS
cage Plan.dwg Nov 29, 2022
E
0
VJ
ozs
0)
h 227\L20040-05.00 Grad
C:\C3DTemp\AcPubl
STRUCTURE TABLE
STRUCTURE NAME
STRUCTURE RIM
INVERTS
CO-13
373.78
INV IN: 371.24 8" (CO-14)
INV OUT: 373.12 6" (RD-13)
INV OUT: 371.24 8" (CO-13A)
CO-13A
371.75
INV IN: 371.00 8" (CO-13)
INV OUT: 371.00 8" (204 - DI)
CO-14
373.73
INV IN: 371.80 6" (CO-15)
INV OUT: 371.63 8" (CO-13)
INV OUT: 373.09 6" (RD-14)
CO-15
373.74
INV IN: 373.18 6" (RD-15)
INV OUT: 373.18 6" (CO-14)
CO-16
369.28
INV IN: 368.53 8" (RD-16)
INV OUT: 368.53 8" (205 - DI)
CO-18
373.98
INV IN: 373.41 6" (RD-18)
INV OUT: 373.41 6" (RD-17)
CO-19
371.13
INV IN: 370.38 8" (RD-19)
INV OUT: 370.38 8" (211 - DI)
CO-23
374.16
INV IN: 373.54 6" (RD-24)
INV OUT: 373.60 6" (RD-23)
INV OUT: 373.54 6" (211G-DI)
CO-32
373.04
INV IN: 372.43 6" (RD-33)
INV IN: 371.74 12" (RD-32)
INV OUT: 372.26 8" (RD-31)
CO-35
372.61
INV IN: 371.85 8" (RD-34)
INV IN: 371.85 6" (RD-35)
INV OUT: 371.85 8" (RD-36)
CO-37
373.16
INV IN: 372.05 6" (RD-37)
INV OUT: 372.05 6" (CO-38)
CO-38
373.31
INV IN: 371.59 6" (CO-37)
INV IN: 372.18 6" (RD-38)
INV OUT: 371.59 8" (RD-39)
CO-201 F
373.94
INV IN: 373.56 4" (CD-201 F)
INV OUT: 373.56 4" (201.F - DI)
CO-211
373.61
INV IN: 373.23 4" (CD-211)
INV OUT: 373.23 4" (211G-DI)
RD-1
374.05
INV OUT: 373.48 6" (RD-2)
RD-2
373.21
INV IN: 372.63 6" (RD-1)
INV OUT: 372.46 8" (CO-3)
RD-3
372.67
INV OUT: 372.50 6" (CO-3)
RD-4
372.87
INV OUT: 372.90 6" (CO-4)
RD-6
374.06
INV OUT: 373.50 6" (RD-7)
RD-7
373.79
INV IN: 373.13 6" (RD-6)
INV IN: 371.49 6" (RD-8)
INV OUT: 372.97 8" (CO-7)
RD-8
372.63
INV OUT: 371.53 6" (RD-7)
RD-9
372.90
INV OUT: 371.79 6" (CO-9)
RD-10
374.03
INV OUT: 373.47 6" (201.F - DI)
■ ■ v vi . ! v ■ W
STRUCTURE TABLE
STRUCTURE NAME
STRUCTURE RIM
INVERTS
RD-11
372.89
INV OUT: 373.50 6" (CO-12)
RD-12
374.02
INV OUT: 373.45 6" (CO-12)
RD-13
373.99
INV IN: 373.42 6" (CO-13)
RD-14
374.02
INV IN: 373.45 6" (CO-14)
RD-15
374.05
INV OUT: 373.49 6" (CO-15)
RD-16
372.73
INV IN: 372.03 6" (RD-17)
INV OUT: 369.41 8" (CO-16)
RD-17
373.46
INV IN: 372.90 6" (CO-18)
INV OUT: 372.90 6" (RD-16)
RD-18
374.09
INV OUT: 373.53 6" (CO-18)
RD-19
371.38
INV IN: 370.63 8" (RD-20)
INV OUT: 370.63 8" (CO-19)
RD-20
372.53
INV IN: 371.94 6" (RD-21)
INV OUT: 371.78 8" (RD-19)
RD-21
373.11
INV IN: 372.54 6°' (RD-22)
INV OUT: 372.54 6" (RD-20)
RD-22
374.07
INV OUT: 373.51 6" (RD-21)
RD-23
373.48
INV IN: 373.54 6" (CO-23)
RD-24
374.27
INV OUT: 373.70 6" (CO-23)
RD-25
374.37
INV OUT: 373.80 6" (RD-26)
RD-26
373.29
INV IN: 372.71 6" (RD-25)
INV OUT: 372.54 8" (RD-27)
RD-27
372.83
INV IN: 371.91 8" (RD-26)
INV OUT: 371.91 8" (RD-28)
RD-28
372.28
INV IN: 371.35 8" (RD-27)
INV OUT: 371.35 8" (211B-DI)
RD-29
371.35
INV IN: 370.42 10" (RD-30)
INV OUT: 370.42 10" (126 - DI)
RD-30
371.65
INV IN: 370.898" (RD-31)
INV OUT: 370.72 10" (RD-29)
RD-31
371.91
INV IN: 371.16 8" (CO-32)
INV OUT: 371.16 8" (RD-30)
RD-32
372.91
INV OUT: 371.81 12" (CO-32)
RD-33
373.51
INV OUT: 372.94 6" (CO-32)
STRUCTURE TABLE
STRUCTURE NAME
STRUCTURE RIM
INVERTS
RD-34
374.08
INV OUT: 373.33 8" (CO-35)
RD-35
372.66
INV OUT: 372.09 6" (CO-35)
RD 36
371.83
INV IN: 371.07 8" (CO-35)
INV OUT: 370.91 10" (126A - DI)
RD-37
373.28
INV OUT: 372.18 6" (CO-37)
RD-38
373.39
INV OUT: 372.29 6" (CO-38)
RD-39
372.61
INV IN: 371.50 8" (CO-38)
INV OUT: 371.50 8" (RD-40)
RD-40
372.00
INV IN: 370.89 8" (RD-39)
INV IN: 370.89 6" (RD-41)
INV OUT: 370.89 10" (112.B - DI)
RD-41
372.19
INV OUT: 371.09 6" (RD-40)
Structure - (240)
353.02
INV IN: 348.42 12" (502 - MH)
Structure - (241)
377.45
INV IN: 370.55 24" RCP (405A)
INV OUT: 369.13 24" RCP (404 - MH)
Structure - (346)
372.38
Structure - (356)
372.40
INV OUT: 371.80 6" (201.B - DI)
INV OUT: 371.80 6" (201.B - DI)
PIPE TABLE
START STRUCTURE
END STRUCTURE
START INVERT
END INVERT
SIZE
LENGTH
SLOPE
MATERIAL
CO-32
RD-31
372.26
371.16
8"
74.09'
1.49%
HDPE
CO-35
RD-36
371.85
371.07
8"
38.87'
2.00%
HDPE
CO-38
RD-39
371.59
371.50
8"
9.63'
0.84%
HDPE
RD-41
RD-40
371.09
370.89
6"
23.23'
0.84%
HDPE
RD-39
RD-40
371.50
370.89
8"
73.93'
0.84%
HDPE
502 - MH
Structure - (240)
348.51
348.42
12"
16.05'
0.51%
HDPE
405A
Structure - (241)
375.11
370.55
24"
304.16'
1.50%
RCP
STRUCTURE TABLE
STRUCTURE NAME
STRUCTURE RIM
INVERTS
201 - DI
371.44
INV IN: 360.21 30" RCP (202 - DI)
INV IN: 363.75 15" RCP (201.A - CB)
INV OUT: 360.01 30" RCP (104 - MH)
201.A - CB
372.51
INV IN: 365.20 15" RCP (201.B - DI)
INV OUT: 365.00 15" RCP (201 - DI)
201.B - DI
375.34
INV IN: 366.58 15" RCP (201.0 - DI)
INV IN: 372.31 8" (CO-7)
INV IN: 369.00 6" (Structure - (356))
INV IN: 369.00 6" (Structure - (356))
INV OUT: 366.38 15" RCP (201.A - CB)
201.0 - DI
375.82
INV IN: 367.46 12" (201.E - DI)
INV IN: 367.46 12" (201.D - DI)
INV OUT: 367.21 15" RCP (201.B - DI)
201.D - DI
375.83
INV IN: 372.86 6" (CO-12)
INV OUT: 367.77 12" (201.0 - DI)
201.E - DI
375.83
INV IN: 368.50 12" (201.F - DI)
INV OUT: 368.30 12" (201.0 - DI)
201.F - DI
375.83
INV IN: 371.70 6" (CO-9)
INV IN: 373.33 6" (RD-10)
INV IN: 373.39 4" (CO-201 F)
INV OUT: 368.83 12" (201.E - DI)
202 - DI
375.96
INV IN: 360.84 30" RCP (203 - DI)
INV IN: 367.07 15" RCP (220 - DI)
INV OUT: 360.64 30" RCP (201 - DI)
203 - DI
373.34
INV IN: 361.25 30" RCP (203A)
INV IN: 362.71 18" RCP (204 - DI)
INV OUT: 361.05 30" RCP (202 - DI)
203A
376.37
INV IN: 362.50 24" RCP (205 - DI)
INV OUT: 362.05 30" RCP (203 - DI)
204 - DI
374.83
INV IN: 370.63 8" (CO-13A)
INV OUT: 363.25 18" RCP (203 - DI)
205 - DI
374.36
INV IN: 363.25 24" RCP (206 - DI)
INV IN: 367.45 8" (CO-16)
INV OUT: 363.05 24" RCP (203A)
206 - DI
374.04
INV IN: 363.95 24" RCP (207 - DI)
INV OUT: 363.75 24" RCP (205 - DI)
207 - DI
374.36
INV IN: 364.77 24" RCP (209 - CB)
INV IN: 365.29 15" RCP (208 - DI)
INV OUT: 364.57 24" RCP (206 - DI)
208 - DI
368.77
INV OUT: 365.84 15" RCP (207 - DI)
209 - CB
375.45
INV IN: 365.15 24" RCP (210 - DI)
INV OUT: 364.95 24" RCP (207 - DI)
210 - DI
374.04
INV IN: 368.17 15" RCP (211 - DI)
INV OUT: 365.73 24" RCP (209 - CB)
211 - DI
375.26
INV IN: 369.09 10" (211E-DI)
INV IN: 369.64 8" (CO-19)
INV IN: 368.92 12" (211A-DI)
INV OUT: 368.67 15" RCP (210 - DI)
211A-DI
376.25
INV IN: 369.42 10" (211B-DI)
INV IN: 369.42 10" (211C-DI)
INV OUT: 369.26 12" (211 - DI)
211E-DI
376.23
INV IN: 370.63 8" (RD-28)
INV OUT: 369.64 10" (211A-DI)
211C-DI
376.28
INV IN: 370.03 10" (211D-DI)
INV OUT: 369.83 10" (211A-DI)
211D-DI
376.28
INV OUT: 370.30 10" (211C-DI)
211E-DI
376.25
INV IN: 369.74 10" (211F-DI)
INV OUT: 369.54 10" (211 - DI)
NOT FOR CONSTRUCTION
LITTLE
DIVERSIFIED ARCHITECTURAL CONSULTING
www.Iittleonline.com
This drawing and the design shown are the
property of Lillie Diversified Architectural
Consulting. The reproduction, copying or other
use of this drawing without their written consent
is prohibited and any infringement will be subject
to legal action.
CD Little 2019
r7i2
STEWART
223 S. WEST STREET
SUITE 1100
RALEIGH, NC 27603
T 919.380.8750
FIRM LICENSE #: C-1051
www.stewartinc.com
RELIMINARY,
NOT FOR
NSTRUCTId
NOT FOR CONSTRUCTION
Site Plan
Issue Date 2021.12.21
NO.
REASON
DATE
PRINCIPAL IN CHARGE
Jerry Guerrier
PROJECT MANAGER
KS, RL
DESIGN TEAM
ML, EM, RB, HH
HILLTOP NEEDMORE ROAD
ELEMENTARY SCHOOL
WCPSS# 862-520
SHANE WEBSTER, PM
5141301400
STORM DRAINAGE TABLES
C5.11
1
2
3
4