20230338 Ver 1_ePCN Application_20230301

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:
1/16/2023
BIMS # Assigned * Version#*
20230338 1
Is a payment required for this project? *
No payment required
Fee received
Fee needed - send electronic notification
What amout is owed?*
$240.00
$570.00
Reviewing Office* Select Project Reviewer*
Raleigh Regional Office - [phone] Zachary Thomas:[e-mail]
Information for Initial Review
la. Name of project:
Aster Ridge Subdivision
la. Who is the Primary Contact?*
Roman Acosta
1b. Primary Contact Email: * lc. Primary Contact Phone: *
[e-mail] [phone]
Date Submitted
3/1/2023
Nearest Body of Water
Goose Creek
Basin
Neuse
Water Classification
WS-IV;NSW
Site Coordinates
Latitude:
36.008248
A. Processing Information
Longitude:
-78.847943
Is this project connected with ARPA funding?
Yes No
County (or Counties) where the project is located:
Durham
Is this a NCDMS Project
Yes No
Is this project a public transportation project?*
Yes No

la. Type(s) of approval sought from the Corps:
Section 404 Permit (wetlands, streams and waters, Clean Water Act)
Section 10 Permit (navigable waters, tidal waters, Rivers and Harbors Act)
Has this PCN previously been submitted?*
Yes
No
1b. What type(s) of permit(s) do you wish to seek authorization?
Nationwide Permit (NWP)
Regional General Permit (RGP)
Standard (IP)
lc. Has the NWP or GP number been verified by the Corps?
Yes No
Nationwide Permit (NWP) Number: 29 - Residential Developments
NWP Numbers (for multiple NWPS):
ld. Type(s) of approval sought from the DWR:
401 Water Quality Certification - Regular
Non-404 Jurisdictional General Permit
Individual 401 Water Quality Certification
le. Is this notification solely for the record because written approval is not required?
For the record only for DWR 401 Certification:
For the record only for Corps Permit:
If. Is this an after -the -fact permit application?*
Yes No
lg. Is payment into a mitigation bank or in -lieu fee program proposed for mitigation of impacts?
Yes No
lg. Is payment into a mitigation bank or in -lieu fee program proposed for mitigation of impacts?
Yes No
lh. Is the project located in any of NC's twenty coastal counties?
Yes No
1j. Is the project located in a designated trout watershed?
Yes No
B. Applicant Information
Id. Who is applying for the permit?
Owner Applicant (other than owner)
le. Is there an Agent/Consultant for this project? *
Yes No
2. Owner Information
2a. Name(s) on recorded deed:
SHAFFER LEONARD B. TRUSTEE & JOVEN GROUP FOUR
2b. Deed book and page no.:
Book 8396 / page 214; book 1438 / page 668; book 1438 / page 107
2c. Contact Person:
Leonard Shaffer
2d. Address
Street Address
3532 Friendship Road
Address Line 2
City
Apex
Postal / Zip Code
27502
401 Water Quality Certification - Express
Riparian Buffer Authorization
State / Province / Region
NC
Country
Wake
Yes No
Yes No

2e. Telephone Number: 2f. Fax Number:
[phone]
2g. Email Address:*
[e-mail]
3. Applicant Information (if different from owner)
3a. Name:
Roman Acosta
3b. Business Name:
KB Homes
3c. Address
Street Address
4506 S. Miami Blvd
Address Line 2
Suite 100
City State / Province / Region
Durham NC
Postal / Zip Code Country
27703 United States
3d. Telephone Number: 3e. Fax Number:
[phone]
3f. Email Address: *
[e-mail]
4. Agent/Consultant (if applicable)
4a. Name:
Elias Ruhl
4b. Business Name:
Froehling & Robertson
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]
State / Province / Region
North Carolina
Country
United States
4e. Fax Number:
C. Project Information and Prior Project History O
1. Project Information
1b. Subdivision name:
(if appropriate)
Aster Ridge Subdivision
lc. Nearest municipality / town:
Durham
2. Project Identification
2a. Property Identification Number:
168334, 168452 & 168453
2b. Property size:
99.23

2c. Project Address
Street Address
2509 Cheek Road
Address Line 2
City State / Province / Region
Durham North Carolina
Postal / Zip Code Country
27704 United States
3. Surface Waters
3a. Name of the nearest body of water to proposed project: *
Goose Creek
3b. Water Resources Classification of nearest receiving water: *
WS-IV;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.
030202010403
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 Subject Property consists of three contiguous parcels totaling 99.23 acres, including Durham County PIDs 168334 (4.35-acres), 168452 (58.89 acres), and 168453 (36.00 acres). It is
located along the north side of Cheek Road, approximately 1,200 feet west of the intersection with Junction Road in Durham, Durham County, North Carolina. It is currently comprised of
wooded, undeveloped land and one observed sanitary sewer easement crossing the central portion of the site.
A number of wetlands and streams were identified and delineated within the review area during our assessment. Additionally, four stream channels mapped as intermittent on the Durham
County Soil Survey were determined in the field to be ephemeral and are documented on the DEQ Buffer Determination Letter and within the Wetland Delineation Report.
The Property is located in an area of residential, institutional, and commercial development. The Property is bordered to the north by wooded and single-family residential land; to the east
by commercial development including J&D Recyclers, Nelson Towing, Durham Scrap Metal (salvage yard), Unlimited Recovery LLC (towing service), Biggs & Watson Wrecker LLC (towing
service), and Truckin' Movers Corporation; to the south by Cheek Road, beyond which is residential and wooded land, Chatham Steel Corporation, and a solar farm; and to the west by
single-family residential development and wooded land.
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:
0.950 acres
4g. List the total estimated linear feet of all existing streams on the property:
3,417 LF
4h. Explain the purpose of the proposed project: *
The purpose of the proposed residential subdivision is to supply much needed residential homes to this portion of Durham.
4i. Describe the overall project in detail, including indirect impacts and the type of equipment to be used: *
The proposed residential subdivision includes a total of 202 townhome units (2 units per acre) and includes the construction of roadway infrastructure, grading of residential lots, utilities,
and three (3) Stormwater Control Measures (SCMs).
Specifically, there is one (1) road crossing that impacts Stream B and buffers and two (2) grading areas that impact Wetland 13 and 14. Other wetlands and stream features are being
avoided and will not be directly impacted.
Equipment typically used for construction and earthwork such as backhoes, bulldozers, excavators, graders, pavers etc. will be utilized for this project.
5. Jurisdictional Determinations
5a. Have the wetlands or streams been delineated on the property or proposed impact areas? *
Yes
Comments:
No O Unknown
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-2019-00925
5c. If 5a is yes, who delineated the jurisdictional areas?
Name (if known): Steven Ball
Agency/Consultant Company: Soil & Environmental Consultants
Other: Wetlands / streams checked by F&R in 2022

6. Future Project Plans
6a. Is this a phased project? *
Yes No
Are any other NWP(s), regional general permit(s), or individual permits(s) used, or intended to be used, to authorize any part of the proposed project or related activity?
It is F&R's understanding that there are no intended future phases beyond the property boundaries shown. Therefore, additional NWP, Regional General Permits, or IP are not anticipated
D. Proposed Impacts Inventory
1. Impacts Summary
la. Where are the impacts associated with your project? (check all that apply):
Wetlands
Open Waters
2. Wetland Impacts
Streams -tributaries
Pond Construction
4 Buffers
2a. Site #* t?)
2a1 Reason (?)
2b. Impact type* (?)
2c. Type of W.*
2d. W. name
2e. Forested*
2f. Type of Jurisdicition *
(?)
2g. Impact
area*
Impact 1
Road Crossing
T
Bottomland Hardwood Forest
Wetland 14
Yes
Corps
0.001
(acres)
Impact 1
Road Crossing
P
Bottomland Hardwood Forest
Wetland 13
Yes
Corps
0.016
(acres)
2g. Total Temporary Wetland Impact
0.001
2g. Total Wetland Impact
0.017
2i. Comments:
Other wetland impacts are being avoided throughout the proposed development.
3. Stream Impacts
2g. Total Permanent Wetland Impact
0.016
3a. Reason for impact (?)
3b.Impact type*
3c. Type of impact*
3d. S. name*
3e. Stream Type*
(?)
3f. Type of
Jurisdiction*
3g. S. width
3h. Impact
length*
S1
Road Crossing
Temporary
Workpad/Causeway
Stream B
Perennial
Both
4
Average (feet)
11
(linear feet)
S2
Road Crossing
Permanent
Culvert
Stream B
Perennial
Both
5
Average (feet)
168
(linear feet)
S3
Road Crossing
Permanent
Stabilization
Stream B - No Permanent
Loss
Perennial
Both
4
Average (feet)
40
(linear feet)
3i. Total jurisdictional ditch impact in square feet:
0
3i. Total permanent stream impacts:
208
3i. Total stream and ditch impacts:
210
3j. Comments:
Permanent stream impacts = 168 LF (861 SF/ 0.0198 acres)
Permanent (No Permanent Loss) stream impacts = 40 LF (155 SF/0.0036 acres)
Temporary stream impacts = 11 LF (43 SF/ 0.0010 acres)
6. Buffer Impacts (for DWR)
6a. Project is in which protect basin(s)?
Check all that apply.
Neuse
Catawba
Goose Creek
Other
3i. Total temporary stream impacts:
11
O Tar -Pamlico
LI Randleman
[' Jordan Lake
6b. Impact Type
6c. Per or Temp
6d. Stream name
6e. Buffer mitigation required?
6f. Zone 1 impact
6g. Zone 2 impact
Impact 1 - Road Crossing (Allowable)
P
Stream B
No
8,937
5,352

Impact 1 - Road Crossing (Exempt)
T
Stream B
No
2,878
1,045
6h. Total buffer impacts:
Zone 1
Total Temporary impacts: 2,878.00
Zone 1
Total Permanent impacts: 8,937.00
Zone 1
Total combined buffer impacts: 11,815.00
6i. Comments:
Zone 2
1,045.00
Zone 2
5,352.00
Zone 2
6,397.00
Permanent buffer impacts: 8,937 SF + 5352 SF = 14,289 SF (0.328 acres)
Please note that buffer impacts have been minimized to the extent possible while still accomplishing the needs of the road crossing and accounting for
the existing sewer line that runs parallel to the stream.
The stream crossing is designed with retaining walls to minimize impacts while meeting COD requirements for access to their sewer easement (i.e., not
installing retaining wall overtop of existing sewer line). In addition, the city requires the easement to be graded at a 5:1 slope for access to the easement.
Temporary impacts include the existing maintained sewer easement and temporary construction areas along the retaining walls.
E. Impact Justification and Mitigation
1. Avoidance and Minimization
la. Specifically describe measures taken to avoid or minimize the proposed impacts in designing the project:
Approximately half of the site is set in permanent open space to avoid stream and wetland conflicts. The city and the adjacent property owners asked for
a conservation subdivision to in order to conserve the northern
half of the development while still meeting the city link / node ratio and interconnection policies. As a conservation subdivision, a minimum of 50% of the
site is undisturbed open space. The areas chosen to remain undisturbed are the more sensitive areas with stream buffers and wetlands and closer to the
floodplain areas (i.e., the northern half of the site).
Only one stream crossing is proposed and that location will be used to connect all utilities as opposed to crossing the stream to connect utilities in a
second location. The stream crossing is designed with retaining walls to minimize impacts while meeting COD requirements for access to their sewer
easement. Existing street stubs are extended into the development as opposed to adding stream crossings.
1b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques:
Construction techniques will follow the City of Durham construction standards, specifications, and standard details, including:
• Sec. 70-738. Peak runoff control requirements (with 1-Year Peak Runoff Analysis);
• Sec. 70-741. On -site treatment requirements; offsite purchase and credit options, bacteria control;
• Sec. 70-740. Required reductions for nutrients and TSS; alternatives; calculations; and
• Wet Detention Basins
Conclusions from calcuations show:
• 1-, 2-, and 10-year rainfall event peak flow detention is provided by the proposed wet detention basins;
• The development does not exceed the nitrogen and phosphorous loading limits of 2.2 and 0.33 Ibs/ac/yr, respectively; and
• 85% TSS removal is not required for the development. All runoff that is conveyed by stormwater pipes is directed to a wet detention basin to receive
85% TSS removal.
There are several buffered streams located on the property, and all of them drain to the west. Buffers have been applied per City of Durham
requirements. There are also wetlands located on the property, but only very minimal wetland impacts are proposed.
2. Compensatory Mitigation for Impacts to Waters of the U.S. or Waters of the State
2a. Does the project require Compensatory Mitigation for impacts to Waters of the U.S. or Waters of the State?
Yes No
2b. If this project DOES NOT require Compensatory Mitigation, explain why:
Impacts consist of a perpendicular road crossing and are below the mitigation thresholds for wetlands, streams, and buffers.
NC Stream Temperature Classification Maps can be found under the Mitigation Concepts tab on the Wilmington District's RIBITS website.
F. Stormwater Management and Diffuse Flow Plan (required by DWR)
1. Diffuse Flow Plan
1a. 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:
The project does not exceed 16% impervious; therefore, TSS removal is not required. All runoff that is conveyed in stormwater pipes is directed to one of the proposed wet detention
basins for 85% TSS removal.
The project will involve greater than 12,000 sf of land disturbance and will add more than 2,000 sf of new impervious area. This exceeds all thresholds found in the City of Durham
Stormwater performance Standards; therefore, the site will not be exempt from any stormwater requirements.
Please see the attached Stormwater Impact Analysis for additional details.
G. Supplementary Information O
1. Environmental Documentation
la. Does the project involve an expenditure of public (federal/state/local) funds or the use of public (federal/state) land? *
Yes No
2. Violations (DWR Requirement)
2a. Is the site in violation of DWR Water Quality Certification Rules (15A NCAC 2H .0500), Isolated Wetland Rules (15A NCAC 2H .1300), or DWR Surface Water or Wetland Standards or
Riparian Buffer Rules (15A NCAC 2B .0200)?*
Yes No
3. Cumulative Impacts (DWR Requirement)
3a. Will this project result in additional development, which could impact nearby downstream water quality? *
Yes No
3b. If you answered "no," provide a short narrative description.
We have reviewed the "Draft Internal Policy, Cumulative impacts and the 401 Water Quality Certification and Isolated Wetlands Programs" document
prepared by the NC Division of Water Quality on April 10, 2004, version 2.1. The draft states that many private developments are unlikely to cause
cumulative impacts, including projects such as urban in -fill, most residential subdivisions and small commercial developments as well as agricultural and
silvicultural operations.
The Aster Ridge project is a residential development. Additionally, the project is located within the town of Durham, NC and the adjacent properties that
have potential for development will have the following regulations to protect downstream waters:
1) the Neuse River Riparian Buffer Protection regulations, which require limited development within the riparian buffer area;
2) the Phase II NPDES Stormwater Permit Program, which includes permitting requirements for Municipal Separate Storm Sewer Systems (MS4s) in
addition to postconstruction stormwater management requirements.
We anticipate that the DWR will advise us if any additional information is needed.
4. Sewage Disposal (DWR Requirement)
4a. Is sewage disposal required by DWR for this project? *
Yes No N/A
5. Endangered Species and Designated Critical Habitat (Corps Requirement)
5a. Will this project occur in or near an area with federally protected species or habitat?*
Yes No
5b. Have you checked with the USFWS concerning Endangered Species Act impacts? *
Yes No
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?
We have completed a Protected Resources Review, to include a review of on -site habitat, a query through the NC Natural Heritage Program database,
and an official Species List through the US Fish & Wildlife Service (USFWS) iPac.
6. Essential Fish Habitat (Corps Requirement)
6a. Will this project occur in or near an area designated as an Essential Fish Habitat?*
Yes No
6b. What data sources did you use to determine whether your site would impact an Essential Fish Habitat? *
The NOAA Habitat Conservation/ Habitat Protection: National Marine Fish Service; Essential Fish Habitat Mapper website was referenced. No Essential
Fish Habitat was identified near the project.
7. Historic or Prehistoric Cultural Resources (Corps Requirement)
7a. Will this project occur in or near an area that the state, federal or tribal governments have designated as having historic or cultural preservation status?*
Yes No
7b. What data sources did you use to determine whether your site would impact historic or archeological resources? *
The NC State Historic Preservation Office (SHPO) HPOWEB GIS Service interactive map was referenced on January 5, 2022, no historic listings or
study list entries or determined eligible listings were identified within the property boundaries. Additionally, a response letter was received from SHPO on
February 11, 2022 concurring with our findings of no effect. Please see the attached SHPO response letter.
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
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
Aster Ridge_PCN Attachments_2.28.23.pdf
Aster Ridge_Horvath Associates_CD Submittal 2_Construction Drawings.pdf
File must be PDF or KMZ
Comments
62.81 MB
55.14MB
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
Saw 1
Date
3/1/2023

Elias Ruhl
From: Elias Ruhl
Sent: Monday, January 16, 2023 9:21 AM
To: '401 [e-mail]'
Subject: 401 Pre -file Notice: Aster Ridge
Please accept this email as a pre -file notice for the anticipated 401 permitting application for the identified project.
Project Name: Aster Ridge Subdivision
County: Durham
Applicant Name: KB Home
Applicant Representative: Roman Acosta
Applicant Email: [e-mail]
Authorized Agent Name: Elias Ruhl (Froehling & Robertson, Inc.)
Agent Email: [e-mail]
Please let me know if you need any additional information prior to filing.
Eli

FROFHLING 4'
ROBE RTSON _
Assess. Manage. Consult.
January 16, 2023
United States Army Corps of Engineers
3331 Heritage Trade Drive, Suite 105
Wake Forest, NC 27587
Re: LISACE Agent Authorization Letter
Aster Ridge Subdivision
2S09 Cheek Road and 2720 Faucette Avenue
Durham, Durham County, North Carolina
F&R Project No. 59Z-0497-0001
Latitude / Longitude: 36.008248 °-78.847943`
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:
Q7,
A+
2" a Signature:
(required)
r
(optional)
�Pa�rtr 13• 5h FR& _
Printed Name:
Printed Name:
Date:
1 -Vol,
Date:
VCN 642C c+[ P T-UyP-
Organization:
Organization:
i3c�x I599
Mailing Address:
tipox f A C , � 7� U�
Mailing Address:
Email:
Ire,0SA4FFtX 3g g,3� j..aazm
Email:
Phone Number:
1 ��� 9�77 �W O
Phone Number:
A Minority -Owned Business

Durham County, NC Property Report 12/6/2021
PIN:
0842-03-41-9242
Acreage:
4.345
Deed Book:
008396
Plat Book:
000000
Subdivision:
N/A - NO SUBDIVISION
Owner Name:
SHAFFER LEONARD B TRUSTEE
Land Value:
$45,121.00
Total Value:
$45,121.00
Parcel ID:
168334
Land Use:
VACANT LAND (UNDIFF)
Deed Page:
000214
Plat Page:
000000
Site Address:
2509 CHEEK RD
Owner Address: 3532 FRIENDSHIP RD
null
APEX , NC 27502
Building Value:
Sale Price: $62,000.00
Tax Maps are not to be used to establish boundaries and/or size. Use for such is soley the reponsibility of the user.

Durham County, NC Property Report 12/6/2021
PIN:
0842-43-84-5553. DUR
Parcel ID:
168452
Acreage:
58.885
Land Use:
VACANT INDUSTRIAL
Deed Book:
001438
Deed Page:
000668
Plat Book:
000107
Plat Page:
000105
Subdivision:
N/A - NO SUBDIVISION
Site Address:
2720 FAUCETTE AVE
Owner Name:
]OVEN GROUP FOUR
Owner Address:
PO BOX 1599
Land Value:
$640,853.00
null
APEX , NC 27502
Total Value:
$640,853.00
Building Value:
Sale Price:
Tax Maps are not to be used to establish boundaries and/or size. Use for such is soley the reponsibility of the user.

Durham County, NC Property Report 12/6/2021
PIN:
0842-43-84-5553. RED
Parcel ID:
168453
Acreage:
36.003
Land Use:
VACANT INDUSTRIAL
Deed Book:
001438
Deed Page:
000668
Plat Book:
000107
Plat Page:
000105
Subdivision:
N/A - NO SUBDIVISION
Site Address:
0 FAUCETTE AVE
Owner Name:
]OVEN GROUP FOUR
Owner Address:
PO BOX 1599
Land Value:
$391,782.00
null
APEX , NC 27502
Total Value:
$391,782.00
Building Value:
Sale Price:
Tax Maps are not to be used to establish boundaries and/or size. Use for such is soley the reponsibility of the user.

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ROY COOPER
Governor
NIICHAEL S. REGAN
Secretary
LINDA CULPEPPER
Director
Tim Sivers
Horvath Associates
16 Consultant Place
Durham, NC 27707
Determination Type:
NORTH CAROLINA
Environmental Quality
June 27, 2019
Subject: Buffer Determination Letter
RRO 919-166
Durham County
Buffer I Intermittent/Perennial
® Neuse (15A NCAC 2B .0233)
❑ Tar -Pamlico (15A NCAC 2B .0259) ❑ Intermittent/Perennial Determination (where local
buffer ordinances apply)
❑ Jordan (15A NCAC 2B .0267) (governmental
and/or interjurisdictional projects)
Project Name:
Address/Location:
Stream(s):
Cheek Road
2509 Cheek Road Durham, NC
Goose Creek
Tlntnrmin otinn not.. no;1161701 Q
Staff_ (iary Kreiser
Stream
Feature
E/I/P(')
Not Subject(2)
Subject
Start@
Stop@
Soil
Survey
USGS
To o
A
I
X
At culvert
Off property
X
X
B
P
X
throughout
X
X
C
E
X
X
D
I
X
Off property
SO4
X
X
P
X
SO4
Off prope
E
I
X
Off property
S03
X
P
X
S03
Confluence
with D
F
E
X
X
G
E
X
X
H
E
X
X
I
I
X
SO
Off property
X
J
Not evaluated off property
K
I
X
S05
Confluence
with B
X
Pond
I
X
I
X
(1) E = Ephemeral, I = Intermittent, P = Perennial, NP = Not Present
(2) Refers to State riparian buffer rules only. Stream, wetland, or pond impacts are still subject to applicable water quality standards and permitting requirements.
D E Q
bpEN�ml of Ems/ Ou�Xy�
North Carolina Department of Environmental Quality I Division of Water Resources I Raleigh Regional Office
3800 Barrett Drive 11628 Mail Service Center I Raleigh, North Carolina 27699-1628
—

Cheek Road
Durham County
06/27/2019
Page 2 of 2
Explanation: The stream(s)/pond(s) listed above has been located on the most recent published NRCS Soil Survey
of Durham County, North Carolina and/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 to not be an intermittent stream, perennial stream, a
pond connected to a stream feature, or the feature is determined not to be present. Stream features that are checked
"Subject" have been located on the property and possess characteristics that qualify it to be subject to the buffer
rules. There may be other streams located on the property that do not show up on the maps referenced above and are
therefore not subject to the buffer rules. However, if the stream features are present on the tract they are subject to
all other applicable North Carolina stream standards and permitting requirements as outlined in 15A NCAC 02B and
may be considered jurisdictional according to the US Army Corps of Engineers.
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 may request a determination by the Director. An
appeal request must be made within sixty (60) days of date 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 Karen Higgins;
DWR — 401 & Buffer Permitting Unit; 1617 Mail Service Center; Raleigh, NC 27699-1617. If sending via
delivery service (UPS, FedEx, etc.): Karen Higgins; DWR — 401 & Buffer Permitting Unit; 512 N. Salisbury
Street; Raleigh, NC 27604.
This determination is final and binding unless, as detailed above, an appeal is requested within sixty (60)
days.
This project may require a Section 404/401 Permit for the proposed activity. Any inquiries should be
directed to 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 Gary Kreiser at [phone].
Sincerely,
Karen Higgins, Supervisor
401 & Buffer Permitting Branch
cc: RRO DWR File Copy
Steven Ball, S&EC, (electronic copy), sballksandec.com
D_EQ>
North Carolina Department of Environmental Quality I Division of Water Resources I Raleigh Regional Office
3800 Barrett Drive 11628 Mail Service Center I Raleigh, North Carolina 27699-1628
919.791.4200

Cheek Road
Durham County, NC-DWR Project # 19-166
J0.1
NJ
VINO
w
17% 0rn
C, E, F, G, H, I, J and K not depicted on
USGS map
-, ,- .- 11
USGS Topographical Map
STATE,
Northeast Durham Quadrangle 2016 (P
Locations are approximate
_ and are provided for refer -
Legend: f O ence only
-Project boundary r
a?c�

Cheek Road
Durham County, NC-DWR Project # 19-166
NRCS Soil Survey Sheet 22 �4
Durham CO NC 1976 Locations are approximate
Legend: ' and are provided for refer-
ence only
-project boundary
QUw �'

Environmental Consultants,
8412 Falls of Neuse Road, Suite 104, Raleigh, NC 27615 • Phone; [phone]
sandec.com
January 11, 2021
S &EC Proj ect No.: 13516.W7
To: Taylor Morrison
Attn: Brandee Melcher
15501 Weston Pkwy, Suite 100
Cary, NC 27513
Re: Wetland Delineation and Stream Evaluation
2720 Faucette Ave. Site
Durham County, NC
Ms. Melcher
In 2019, S&EC personnel completed the wetland delineation and stream evaluation on the 2720 Faucette
Ave. Site in Durham County, NC. You will find the attached report detailing our findings. Maps that
further document the wetland and stream related site characteristics are also attached.
Verifications of streams/buffers and wetlands have taken place with the NCDWR and USACE.
As you move forward in planning your development, S&EC personnel are available for site plan review
and permit consultation services. Please contact S&EC if you have any questions related to wetland and
stream regulations or if you need clarification of the attached report.
Sincerely,
SOIL & ENVIRONMENTAL CONSULTANTS, PA
Steven Ball, RF, PWS
Project Manager
Attachments:
1) Wetland Delineation Report
2) USGS site vicinity map
3) NRCS Soil Survey
4) Wetland & Stream Sketch Map
5) NCDWR Buffer Letter

Environmental Consultants,
8412 Falls of Neuse Road, Suite 104, Raleigh, NC 27615 • Phone: [phone] •
s andec.com
DETAILED WETLAND DELINEATION & STREAM EVALUATION FOR THE 2720
FAUCETTE AVE. SITE
In 2019, S&EC personnel completed a detailed wetland delineation and stream evaluation
on the 2720 Faucette Ave Site (±98 acres). The site is located on Faucette Avenue in Durham,
NC. Figure 1 and Figure 2 show the location of the site on a USGS topographic quadrangle and
NRCS County Soil Survey, respectively.
EXECUTIVE SUMMARY
We have determined that wetlands and streams generally account for the jurisdictional waters
observed on the site. The attached wetland sketch map depicts the approximate locations of
streams and wetlands identified during our evaluation. Please refer to the sketch map and the
results and recommendations section below for more detailed information.
SCOPE OF WORK
The detailed wetland delineation consisted of traversing the property to examine soils,
vegetation, and hydrology across the site in search of areas that meet the criteria for jurisdictional
wetlands as described by the procedures set forth in the Corps of Engineers Wetlands
Delineation Manual (January 1987 — Final Report) and Re ing al Supplement Version 2.0).
Areas on the site with positive indicators of hydric soils, evidence of wetland hydrology, and
presence of hydrophytic vegetation were flagged with sequentially numbered, pink S&EC logo
flagging. Proof of wetland hydrology would be the existence of hydric soils with oxidized root
channels in the upper 12 inches of the soil profile, water borne deposits, drift lines, scour marks,
drainage patterns, regional indicators of soil saturation, etc. Surface waters such as intermittent
and perennial stream channels, ponds, and lakes, which are also subject to regulation by the US
Army Corps of Engineers (USACE) as waters of the US, were also identified. These surface
waters may also be referred to as jurisdictional waters to indicate that they are within the
jurisdiction of the USACE. It is important to note that wetlands are also classified as waters of
the US and regulated by the USACE under authority of the Clean Water Act (33 USC 1344).
RESULTS & RECOMMENDATIONS
The results of the detailed wetland delineation and stream evaluation are discussed below.
Wetlands and Jurisdictional Waters:
We have determined that jurisdictional waters (i.e., streams and wetlands) exist on the site.
Please refer to the attached "Wetland Sketch Map" for specific flag numbers and approximate
locations.
S&EC Project #: 13516.W7
January 11, 2021

January 11, 2021
S&EC Project #: 13516.W1
Page 2 of 4
Jurisdictional streams and wetlands were observed during the site evaluation; the approximate
locations of each are illustrated on the attached wetland sketch map. Features identified on -site
are described below:
• Feature A (Goose Creek) flows from the culvert in the southwest property corner. This
feature is believed to be intermittent at this point but may transition to perennial further
offsite.
• Feature B (UT to Goose Creek) will be considered perennial throughout its extent.
• Feature D (UT to Goose Creek) is intermittent from the eastern property line to the SO4
flag and perennial from the SO4 flag to the western property line.
• Feature E (UT to Goose Creek) is intermittent from the eastern property boundary to
flag S03 and perennial from the S03 flag to the western property line.
• Feature I (UT to Goose Creek) begins at flag SO1 and flows north off property. This
feature is intermittent.
• Feature I2 (UT to Goose Creek) begins at flag S02 and flows into Feature I. This feature
is intermittent.
• Feature K (UT to Goose Creek) begins at flag S05 and flows northwest into Feature B.
Feature K is intermittent.
• Wetlands 1 through 14 are jurisdictional wetlands.
Surface waters on this site flow into Goose Creek in the Neuse River Basin, which has been
classified in "Classification and NC DWQ Standards Applicable to Surface Waters and Wetlands
of North Carolina" as W S-IV;NSW.
The wetlands onsite were identified as being both Headwater Forest and Bottomland Hardwood
Forest wetland types as outlined in the publication "'NCWAM Manual." These wetland types are
common throughout the piedmont region of North Carolina.
Stream features and wetlands onsite have been verified in a site visit with Josh Deal of the
USACE on July 17, 2019. The attached map reflects these determinations.
Neuse River Buffers:
A site visit was conducted with Gary Kreiser of the NCDWR on June 26, 2019 to confirm the
stream buffers onsite. These determinations are verified in the attached buffer letter.
The 2720 Faucette Ave. site is located within the Durham F/J-B Watershed Protection Overlay.
Depending on the zoning tier, perennial streams may be subject to a 100' buffer in addition to the
50' Neuse River Buffer. Feature B, Feature D below the SO4 flag and Feature E below the S03
flag are potentially subject to the 100' buffer.
All S&EC flags comprising the wetland and jurisdictional waters delineation should be surveyed
for use in site planning and USACE approval and permitting. The entire length of each stream
"'North Carolina Wetland Assessment Method.

January 11, 2021
S&EC Project k 13516.W1
Page 3 of 4
feature was not flagged but will need to be survey located. Stream features may be located either
along the centerline (with channel widths noted at each survey point) or at the top -of -bank.
Regulations
A general list of regulations that apply to jurisdictional wetlands and waters present on the site
are discussed below. Please be aware that other local, state, and federal regulations not included
in this list may also apply. S&EC personnel are available to discuss these regulations as they
apply to your project.
Neuse River Buffer Rules:
The Neuse River Basin: Nutrient Sensitive Waters Management Strategy: Protection and
Maintenance of Riparian Areas with Existing Forest Vegetation (15A NCAC 213.0233) rules
apply 50-foot wide riparian buffers directly adjacent to surface waters in the Neuse River Basin
(intermittent streams, perennial streams, lakes, ponds, and estuaries), excluding wetlands. The
rule defines surface waters as features approximately shown on either the most recent version of
the soil survey map prepared by the Natural Resource Conservation Service (MRCS) of the US
Department of Agriculture (USDA) or the 7.5-minute quadrangle topographic maps prepared by
the US Geologic Survey (USGS). Surface waters that appear on these maps are not subject only
if an on -site determination by the NC Division of Water Resources / Water Quality Programs
(DWR/WQP) shows that they fall into one of the following categories:
1) Ditches and manmade conveyances other than modified natural streams;
2) Manmade ponds and lakes that are located outside natural drainage ways; or
3) Ephemeral (stormwater) streams.
Wetland Permitting:
The current Nationwide Permits were issued by the USACE on March 18, 2017. The USACE
Wilmington District issued revised Regional Conditions for the 2017 Nationwide Permits. We
recommend you forward a conceptual site plan to our office for review by one of our permitting
specialist, who can best advise you of the specific permitting needs as you progress through the
planning process.
Generally, wetland impact permits are issued on a per -project basis as determined by the
USACE. The USACE has determined that impacts on parcels sub -divided from larger tracts are
sometimes considered to be cumulative to existing impacts for the large tract. If this is the case,
then thresholds for notification may not apply to your project and impacts to streams/wetlands
must be considered in light of existing permits.
Limitations
Our evaluations, conclusions, and recommendations are based on project and site information
available to us at the time of this report and may require modification if there are any changes in
the project or site conditions, or if additional data about the project or site becomes available in
the future. This report is intended for use by Taylor Morrison on this project. These findings are
not intended or recommended to be suitable for reuse on extensions of the project or on any other
project. Reuse on extensions of this project or on any other project shall be done only after

15
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5
Project Number: 1 3516.W1
Project Manager:
SB
Scale: 1 1000
Date:
4/24/18
Map Title:
Figure 1 - USGS Map
2720 Faucette Ave
Durham County, NC
r y
0 1,000 2,000 N
Feet
Source: NC USGS Soil & Environmental Consultants,
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2016 Northest Durham Quad ��

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Project Number: 13516.Wl Map Title: N
0 750 1,500
Project Manager: Figure 2- Soil Survey Map I I I I I I I I I
SB 2720 Faucette Ave Feet
Scale: 1750' Durham County, NC
" = •
Date: Source: Durham County Soil & Etivirosimental Consultants, Pc1
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4/24/18 Soil Survey Sheet 22 ��

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January 11, 2021
S&EC Project k 13516.W1
Page 4 of 4
written verification or adaptation by SOIL & ENVIRONMENTAL CONSULTANTS, PA, for
the specific purpose intended.
CONCLUSION
The wetland and stream delineation for the 2720 Faucette Ave. was completed by S&EC in
2019. This site contains jurisdictional streams and wetland areas that may require
preconstruction authorization for impacts, depending on the size and nature of the impact (i.e.
road construction, lot fill, stormwater pond construction, etc.).

ROY COOPER
Governor
NIICHAEL S. REGAN
Secretary
LINDA CULPEPPER
Director
Tim Sivers
Horvath Associates
16 Consultant Place
Durham, NC 27707
Determination Type:
NORTH CAROLINA
Environmental Quality
June 27, 2019
Subject: Buffer Determination Letter
RRO 919-166
Durham County
Buffer I Intermittent/Perennial
® Neuse (15A NCAC 2B .0233)
❑ Tar -Pamlico (15A NCAC 2B .0259) ❑ Intermittent/Perennial Determination (where local
buffer ordinances apply)
❑ Jordan (15A NCAC 2B .0267) (governmental
and/or interjurisdictional projects)
Project Name:
Address/Location:
Stream(s):
Cheek Road
2509 Cheek Road Durham, NC
Goose Creek
Tlntnrmin otinn not.. no;1161701 Q
Staff_ (iary Kreiser
Stream
Feature
E/I/P(')
Not Subject(2)
Subject
Start@
Stop@
Soil
Survey
USGS
To o
A
I
X
At culvert
Off property
X
X
B
P
X
throughout
X
X
C
E
X
X
D
I
X
Off property
SO4
X
X
P
X
SO4
Off prope
E
I
X
Off property
S03
X
P
X
S03
Confluence
with D
F
E
X
X
G
E
X
X
H
E
X
X
I
I
X
SO
Off property
X
J
Not evaluated off property
K
I
X
S05
Confluence
with B
X
Pond
I
X
I
X
(1) E = Ephemeral, I = Intermittent, P = Perennial, NP = Not Present
(2) Refers to State riparian buffer rules only. Stream, wetland, or pond impacts are still subject to applicable water quality standards and permitting requirements.
D E Q
bpEN�ml of Ems/ Ou�Xy�
North Carolina Department of Environmental Quality I Division of Water Resources I Raleigh Regional Office
3800 Barrett Drive 11628 Mail Service Center I Raleigh, North Carolina 27699-1628
—

Cheek Road
Durham County
06/27/2019
Page 2 of 2
Explanation: The stream(s)/pond(s) listed above has been located on the most recent published NRCS Soil Survey
of Durham County, North Carolina and/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 to not be an intermittent stream, perennial stream, a
pond connected to a stream feature, or the feature is determined not to be present. Stream features that are checked
"Subject" have been located on the property and possess characteristics that qualify it to be subject to the buffer
rules. There may be other streams located on the property that do not show up on the maps referenced above and are
therefore not subject to the buffer rules. However, if the stream features are present on the tract they are subject to
all other applicable North Carolina stream standards and permitting requirements as outlined in 15A NCAC 02B and
may be considered jurisdictional according to the US Army Corps of Engineers.
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 may request a determination by the Director. An
appeal request must be made within sixty (60) days of date 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 Karen Higgins;
DWR — 401 & Buffer Permitting Unit; 1617 Mail Service Center; Raleigh, NC 27699-1617. If sending via
delivery service (UPS, FedEx, etc.): Karen Higgins; DWR — 401 & Buffer Permitting Unit; 512 N. Salisbury
Street; Raleigh, NC 27604.
This determination is final and binding unless, as detailed above, an appeal is requested within sixty (60)
days.
This project may require a Section 404/401 Permit for the proposed activity. Any inquiries should be
directed to 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 Gary Kreiser at [phone].
Sincerely,
Karen Higgins, Supervisor
401 & Buffer Permitting Branch
cc: RRO DWR File Copy
Steven Ball, S&EC, (electronic copy), sballksandec.com
D_EQ>
North Carolina Department of Environmental Quality I Division of Water Resources I Raleigh Regional Office
3800 Barrett Drive 11628 Mail Service Center I Raleigh, North Carolina 27699-1628
919.791.4200

Cheek Road
Durham County, NC-DWR Project # 19-166
J0.1
NJ
VINO
w
17% 0rn
C, E, F, G, H, I, J and K not depicted on
USGS map
-, ,- .- 11
USGS Topographical Map
STATE,
Northeast Durham Quadrangle 2016 (P
Locations are approximate
_ and are provided for refer -
Legend: f O ence only
-Project boundary r
a?c�

Cheek Road
Durham County, NC-DWR Project # 19-166
NRCS Soil Survey Sheet 22 �4
Durham CO NC 1976 Locations are approximate
Legend: ' and are provided for refer-
ence only
-project boundary
QUw �'

DEVELOPER
KB HOMES
THURM BOWEN
4506 S. MIAMI BLVD., SUITE 100
DURHAM, NC 27703
[e-mail]
OWNER 1 (PID: 168334)
SHAFFER LEONARD B. TRUSTEE
3532 FRIENDSHIP ROAD
APEX, NC 27502
OWNER 2 (PID : 168452 & 168453)
JOVEN GROUP FOUR
PO BOX 1599
APEX, NC 27502
ENGINEER/LAND PLANNER
HORVATH ASSOCIATES, PA
PROJECT MANAGER NAME
16 CONSULTANT PLACE, SUITE 201
DURHAM, N.C. 27707
P: [phone]
F: [phone]
[e-mail]
SURVEYOR
TRIANGLE SURVEYORS
RON CARPENTER
3715 UNIVERSITY DR, DURHAM, NC 27707
P: [phone]
F: [phone]
[e-mail]
ASTER RIDGE
2509 CHEEK ROAD
DURHAM, NORTH CAROLINA
CONSERVATION SUBDIVISION
STATE IMPACT MAP
ASTER RIDGE
2509 CHEEK R D
DURHAM, NORTH CAROLINA
F
SITE
OMow pvE
LOU CETTE AVE
G
UNCTION RD
ENTER S'
,111 ID
VICINITY MAP
NO SCALE
qAN
SUMMARY OF IMPACTS
INDEX OF DRAWINGS
IM-01
COVER
IM-02
OVERALL EXISTING CONDITIONS
IM-03
OVERALL PROPOSED CONDITIONS
IM-lA
IMPACT 1 PLAN
IM-1 B
IMPACT 1 PROFILE
HORVATH
A S S O C I A T E S
16 CONSULTANT PLACE, SUITE 201
DURHAM, NORTH CAROLINA 27707
P 919.490.4990 F 919.490.8953
NORTH CAROLINA BOARD OF
EXAMINERS FOR ENGINEERS AND
SURVEYORS LICENSE NO.: C-0676
--ho—th—o—t—com
BUFFER
STREAM
WETLAND
IMPACT
TYPE
NUMBER
ZONE
PERMANENT
TEMPORARY
PERMANENT
TEMPORARY
PERM- NO PERM L05S
PERMANENT
TEMPORARY
ZONE 1
8,937
SF
0.2052
AC
2,879
SF
0.0661
AC
168
LF
11
LF
40
LF
1 ROAD CROSSING
680
SF
0,0156
AC
33
SF
0.0008
AC
ZONE 2
5,352
SF
0.1229
AC
1,045
SF
0.0240
AC
861 SF 0.0198
AC
43 SF 0.0010
AC
15S SF 0.0036
AC
ZONE 1
8,937
SF
0.2052
AC
2,879
SF
0.0661
AC
168
LF
11
LF
40
LF
TOTALS
680
SF
0,015G
AC
33
SF
0.0008
AC
ZONE 2
5,352
SF
0.1229
AC
1,045
SF
0.0240
AC
961 SF 0.0198
AC
43 SF 0.0010
AC
155 SF 0.0036
AC
COVER
DRAWN BY:
MS
CHECKED BY:
NNA
PROJECT # 2159
02/24/2023
I M _ O
NO SCALE
© COPYRIGHT 2023 THIS DOCUMENT AND THE DESIGN ARE THE PROPERTY OF HORVATH ASSOCIATES, P.A. ANY REPRODUCTION WITHOUT PRIOR WRITTEN CONSENT IS PROHIBITED

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Aster Ridge
STORM WATER IMPACT ANALYSIS
2509 Cheek Road
Durham, North Carolina
Horvath Associates Project Number: 2159
October 12, 2022
PRELIMINARY
Prepared by: Horvath Associates, P.A.
Engineers - Planners - Landscape Architects
16 Consultant Place, Suite 201
Durham, North Carolina 27707
[phone]

Table of Contents
Narrative
City of Durham Stormwater Site Plan Checklist
SCM Sizing Calculations
Nutrient Loading Calculations
Peak Runoff Analysis
Required Maps and Information

Narrative

A. Project Data
• Project Name: Aster Ridge
• PIN: 0842-03-41-9242, 0842-43-84-5553.DUR, 0842-43-84-5553. RED
• Address: 2509 Cheek Road
• Stormwater Regulatory Basin: Falls Lake
• River Basin: Neuse
• Existing Impervious Area: 18,494 sf
• Proposed Impervious Area: 487,138 sf
• Area of Disturbance: 1,241,460 sf
• TMDL: None
• Watershed Protection Overlay: F/J-B p
B. Site History
The site is mostly forested. There are existing streams that cut across middle and southern
portion of the property. There are some single-family residences located along Cheek Road
that will be removed. The site is essentially unchanged and most part are remained as
forested since 1999.
1999 Aerial Photo
I

2021 Aerial Photo
C. Project Description
The project will involve clearing the site and constructing 201 townhome units.
D. Quantifying Land Disturbance and Changes in Impervious Surface
The project will involve greater than 12,000 sf of land disturbance and will add more
than 2,000 sf of new impervious area. This exceeds all thresholds found in the City of
Durham Stormwater performance Standards; therefore, the site will not be exempt from
any stormwater requirements.
E. Watershed Protection Overlays
The entire site is in the F/J-B watershed protection overlay.
F. Streams
There are several buffered streams located on the property, with all of them drain to the
west. Buffers have been applied per City of Durham requirements. There are also
wetlands located on the property, but no wetland impacts are proposed.

G. Floodplains
There are no FEMA regulated floodplains on or adjacent to the site.
H. Applicable Requirements
Peak Runoff Requirements
Sec. 70-738. Peak runoff control requirements. (a) Purpose. The purpose of this section is
to ensure that the increases in volume, velocity, and peak flow of stormwater discharges
from development are addressed, in order to mitigate the impacts on downstream
properties and receiving waters. All development, including development that may be
exempt from pollutant reduction requirements set forth in remaining sections of this
article, is subject to the requirements of this section unless exempted in subsection (b)
below.
(b)Applicability; calculation of prior impervious area. This section 70-738 applies to
the following development, assessed in comparison to pre -development prior
impervious conditions as defined in subsections (1) and (2) below: (i) relocation of
existing impervious area on a multifamily and other lot; (ii) increase in impervious
area on any lot subject to limitations on impervious area in an approved plat or plan
for reasons such as watershed protection or stormwater control measure
requirements; (iii) increase of more than 200 square feet in impervious area on a
multifamily and other lot; (iv) increase of more than 2,000 square feet of impervious
area on a limited residential lot. For purposes of calculating these thresholds, subject
development that is part of a common plan of development shall be assessed with
other portions of such common plan that have not previously complied with peak
flow requirements.
(1) For purposes of applying peak flow requirements for the two- and ten-year
storms, the land cover (including type and location) existing as of April 23, 1997
shall be considered the "pre -development conditions";
(2) For purposes of applying the peak flow requirement for the one-year storm,
the land cover (including type and location) that existed as of March 9, 2001
for land in the Falls Basin and Lower Neuse Basin, and as of March 17, 2009 for
land in the Jordan Basin shall be considered the "pre -development conditions";
(c)Requirements.
(1)Stormwater impact analysis. Development that is not exempt under
subsection (b) above shall submit a stormwater impact analysis or approved
alternative to such analysis that complies with city stormwater standards as
part of the application for site plan or subdivision plat approval, or if such is not
required, as part of submittals for construction drawings or utility permit
approval. Calculations shall be made in conformance with city stormwater
standards. No subdivision plats, site plans, utility permits, or construction

drawings shall be approved in the absence of a determination by the
stormwater division that required submissions have been made and approved.
(2)One-year storm. Development that increases the peak runoff rate from the
one-year storm from pre -development conditions shall provide stormwater
management facilities in accordance with city stormwater standards such
that there is no net increase in peak runoff rate.
(3) Two- and ten-year storms. Development that increases the peak runoff rate
from either the 2-year or the 10-year storm from pre -development conditions
may be required to provide stormwater management facilities to address the
impact, as determined in accordance with City Stormwater Standards.
1-Year Peak Runoff Analysis
Four drainage points were analyzed to determine the impact runoff from the proposed
development in the 1-year storm. DP#1 and DP#2 are located along the stream that
runs west to east through the middle of the proposed development. Each point is
analyzed in the pre -development condition to determine the runoff rate crossing the
stream channel downstream of the proposed disturbed areas and the outlets of the
proposed SCM's. DP#3 is along a stream channel north of the proposed disturbed area
that will receive runoff from the rear of several townhome lots after the project is
constructed. DP#4 is located in a stream channel where it crosses the property line near
Cheek Road. The analysis demonstrates that the proposed SCM's will detain the post -
development peak runoff rate at DP# 1 and DP#2 to below the pre -development rate
for the 1-year storm. No detention is proposed upstream of DP#3 and DP#4. The
analysis demonstrates the development will not increase the flow rates at these points
during the 1-year storm.
2- and 10-Year Peak Runoff Analysis
Four drainage points were analyzed to determine the impact runoff from the proposed
development in the 2- and 10-year storms. DP#3 and DP#4 are the same points utilized
for the 1-year analysis. DP#5 is located at the point where runoff from the majority of the
development will leave the property line along the western property boundary. The
analysis demonstrates to proposed SCM's will detain the post -development peak runoff
rate at DP#5 to below the pre -development rate for the 2- and 10--year storms. The
analysis also demonstrate the post -development rate does not exceed the pre -
development rate for DP#3 and DP#4.
Water Quality
Per section, 70-739 of the City of Durham Stormwater Ordinance the project is located in
the Falls Regulatory Basin, is part of a Common plan of development, and disturbs more
than 12,000 sf; therefore, the project is subject to the requirements for stormwater
pollutants found in sections 70-740 and 70-741 of the City of Durham Stormwater
Ordinance.

Required Reductions for Nutrients
Sec. 70-740. Required reductions for nutrients and TSS; alternatives; calculations.
Nutrient loading rate limits. Development not exempt under subsection 70-739 shall
construct and implement SCMs so as to limit the post construction loading rate of
nitrogen and phosphorus from the project area to the limits set forth in Table 2 below, or
shall comply with an allowed alternative as set forth in subsections (b) through (d)
below. A portion of the reduction requirements for nitrogen and phosphorus may be
met through off site measures or payments as set forth in section 70-741.
Table 2
Nutrient Export Loading Rate Limits
Project Location
Export Limit Ibs/acre/year
Nitrogen
Phosphorus
Falls Basin
2.2
0.33
Lower Neuse Basin
3.6
not required
On -Site Percentage Removal Requirements
Sec. 70-741.On-site treatment requirements; offsite purchase and credit options;
bacteria control.
(a) On site nutrient treatment requirements. Nitrogen and phosphorus reduction
requirements may be met, in part, through offsite management measures or the
purchase of nutrient credits. At a minimum, however, in the Jordan and Falls Basins a
percentage of the required nitrogen and phosphorus reductions must be achieved
through onsite treatment, in the amount shown in Table 4 below. In addition to
meeting the percentage reductions below, in the Jordan and Lower Neuse Basins,
nitrogen export loading rates from the site must not exceed six pounds per acre per
year for limited residential, and ten pounds per acre per year for multifamily and
other (Note: offsite credit purchases do not meet TSS removal requirements which
must be met onsite).
Table 4
Onsite Nutrient Treatment Requirements
Project Location
Minimum Onsite Nutrient Treatment
FNitrogen
I
Phosphorus
Falls - General
*50% of required
_F
50% of required
reduction
reduction
Falls Downtown Are �_
T
* 30% of required
30% of required
reduction
reduction

Falls exceeding thresholds but *30% of required *30% of required
with less than 1 acre land reduction reduction
disturbance
No Percentage reductions
Lower Neuse apply, but the 6/10 nitrogen Not required
export limit described in
paragraph (a) above must
be met
*The "required reduction" is the difference between the post development loading in
pounds per acre per year multiplied by the site area in acres before treatment minus the
loading target, in pounds per acre per year multiplied by the acres. The percentage
shown in the chart above is applied to that difference and the resulting number is the
amount in pounds/year of nutrient reduction that must be achieved onsite.
(b)Offset payments to state approved nutrient mitigation banks. Development and
redevelopment shall have the option of purchasing nutrient credits from state -
approved nutrient banks to partially offset nitrogen and/or phosphorus loads as
allowed by state law and regulation, including but not limited to 15A NCAC
02B.0235, 15A NCAC 02B.0282, and 15A NCAC 02B.0240, as they may be amended
from time to time. In the Jordan Basin, calculation of credits required shall reflect
state approved delivery factors. The number of pounds for which credits are
purchased shall be increased by five percent if the nutrient bank is not located in
the city. The following additional requirements shall apply:
(])Location of nutrient banks. Development in the Falls Basin must use nutrient
banks located in the upper Falls portion of the Falls Basin —the portion that is
north and/or west of Highway 50. Development in the Jordan Basin must use
nutrient banks located in the Upper New Hope arm of such basin, as defined
in state regulations.
(2)Certification of nutrient bank provider. Offset credits may only be obtained
from nutrient banks certified by the state.
(3)Utilization of NC Ecosystem Enhancement Program. Credits may also be
obtained from the NC Ecosystem Enhancement Program if such credits are
available, and if applicable state requirements regarding utilization of private
nutrient banks are first met.
(4)Certification of credits. Credits purchased pursuant to this subsection (b)
shall be verified by the state and proof of such verification that meets city
requirements shall be presented prior to approval of a final plat, or if no plat is
required, prior to issuance of the first building permit within the project, or such
earlier deadline as may be required by city stormwater standards.

The project will provide two wet detention basins to provide on -site nutrient reduction.
Nutrient loading calculations are provided that demonstrate the proposed
development will not exceed the nitrogen and phosphorous loading limits of 2.2 and
0.33 Ibs/ac/yr, respectively. This meets City of Durham Requirements.
Bacteria Control
Sec. 70-741.On-site treatment requirements; offsite purchase and credit options;
bacteria control.
(d)Bacteria removal; control of other identified stormwater pollutants. All
development which constructs stormwater control measures in order to comply with
this article and which is located in an area that is subject to a state approved total
maximum daily load for bacteria shall be required to have at least one SCM for
each stormwater discharge that is rated as medium or high for its ability to remove
bacteria from stormwater. Ratings shall be those that appear in the most recent
version of the NCDENR Stormwater SCM manual or as determined or approved by
the director. In addition, SCMs required to be constructed under this article must also
treat any other pollutant for which a total maximum daily load has been identified
for the area within which the SCM is located.
This project is not located in an area that is subject to a state approved total maximum
daily load for bacteria or turbidity; therefore, no bacteria or turbidity removal is required.
TSS Reduction
Sec. 70-740. Required reductions for nutrients and TSS; alternatives; calculations
(e)TSS reduction. When the impervious percentage of a development that increases
impervious area equals or exceeds 16 percent in the Falls or Jordan Basins, or 24
percent in the Lower Neuse Basin, TSS removal is required as further described in this
subsection (e). All impervious surfaces, as reasonably practical, must drain to an SCM
that is designed to provide a minimum of 85 percent TSS removal and is sized to
capture runoff from the first one inch of rainfall from all surfaces that drain to the
SCM. These requirements are expanded, and/or modified as follows:
(1) Piped areas in low density projects. Projects that do not require construction
of SCMs because their impervious percentage is less than that described in the
paragraph above must treat TSS from stormwater runoff that is conveyed in
non -vegetated conveyances, such as stormwater pipes, but excluding road
and driveway crossings.

(2)Overtreatment to address untreatable areas. Where treatment for TSS is not
reasonably practicable, as determined by the department, such as when
impervious areas include offsite transportation improvements or small
noncontiguous areas at the edge of a project, additional reductions of TSS
may be required in treatable areas, such as overtreatment in other project
areas or treatment of offsite runon.
(f)Calculations for nutrient loading and TSS removal. Pollutant loading calculations
shall be made using city stormwater standards. All increases in impervious surfaces
shall be included, including but not limited internal and off site transportation
improvements. Approved methodologies for calculating pollutant loading shall be
maintained in writing by the public works department, and shall include those
methodologies and calculations required to be used by the division of water quality
or DWQ-approved alternate methodologies.
(g)Submittals. An applicant shall submit pollutant loading calculations for the pre -
and post -development conditions as part of its application for approval of a
subdivision or site plan, utility permit, or construction drawings for a street or utility.
The project does not exceed 16% impervious; therefore, TSS removal is not required. All
runoff that is conveyed in stormwater pipes is directed to one of the proposed wet
detention basins for 85% TSS removal.
I. Wet Detention Basins
The wet detention basins are designed to comply with the requirements of the archived
NC BMP Manual and the City of Durham's Addendum to that manual.
J. Methodology
• Drainage basins were delineated using GIS and field surveyed topography.
• United States Geological Survey Map is the Southeast Durham Quadrangle.
• The FEMA Map associated with the site is Map 3720084200K; effective date October
18, 2018
• Soil data to determine curve numbers in the watersheds are from the USDA Web Soil
Survey Application. Onsite soils are all HSG `D'.
K. Conclusions
1-, 2-, and 10-year rainfall event peak flow detention is provided by the proposed wet
detention basins.
The development does not exceed the nitrogen and phosphorous loading limits of 2.2
and 0.33 Ibs/ac/yr, respectively.
85% TSS removal is not required for the development. All runoff that is conveyed by
stormwater pipes is directed to a wet detention basin to receive 85% TSS removal.

City of Durham Stormwater Site Plan Checklist

CITY OF DURHAM — STORMWATER SERVICES SITE PLAN SUBMITTAL CHECKLIST
Department of Public Works
101 City Hall Plaza I Durham, NC 27701
919.560.4326 1 F 919.560.4316
Date: 10-12-2022
CITY OF www.durhamnc.gov
DURHAM
PROJECT• •
Project Name: Aster Ridge
Phase: N/A
Previous Project Name(s):
Planning Case Number:
PIN(s): 0842-03-41-9242/0842-43-84-5553.DUR/0842-43-84-5553.RED
Contact Person: Chaowei Hu, PE Phone
Company: Horvath Associates Fax:
Email Address: chaowei.hu(o)horvathassociates.com
919-490-4990
.,
For each review submittal, including re -submittals, the entire Stormwater Impact Analysis (SIA) and
submittal checklist shall be submitted. Partial SIA and checklist will result in notification of an
incomplete submittal with no review performed.
Contact Stormwater Services regarding redevelopment or expansion projects for modified requirements.
The following checklist outlines submittal requirements. Initial in the space provided to indicate the following
submittal requirements have been met and supporting documentation is attached.
Initials
MJ (Check One) I ✓ INSIDE OUTSIDE Watershed Protection Overlay (WPO).
Indicate the WPO(s) where the oroiect is located:
(Check all that apply) F/J-A F/J-B E-A E-B M/LR-A M/LR-B
If inside WPO, notation of WPO Standards is required on plans.
MJ (Check all that apply) Jordan Basin Falls Basin Lower Neuse Basin
MJ A legible copy of the United States Geological Survey 7.5 Minute Quadrangle map is provided,
including map reference, with site boundary clearly shown and labeled. The map clearly shows
all streams.
MJ A legible copy of the published Durham County Soil Survey is provided, including map reference,
with the site boundary clearly shown and labeled. The map clearly shows all streams, soil types
and soil type boundaries.
MJ Tops of banks for the streams are shown on the plan. [Contact the North Carolina Department of
Environment and Natural Resources for stream identifications in the Neuse River Basin (Falls
and Lower Neuse Basins). Stream determinations in the Jordan Basin shall be submitted per the
Letter to Industry found on Stormwater Development Reviews' web site at LTI (25August2011) -
New Stream Buffer Requirements.]
N/A All Watershed Protection Overlay, Neuse River Basin, Jordan Basin, and City riparian buffers,
measured from the tops of the stream banks, are shown on the plan.
N/A The 10-foot no build setback, measured from all riparian buffers, is shown on the plan.
Stormwater Site Plan Checklist 2020-07-11 Page 1 of 6

N/A Diffuse flow is achieved into riparian buffers.
MJ (Check One) Yes ✓ No Regulated floodplain located on site.
MJ A legible copy of the effective Federal Emergency Management Agency National Flood
Insurance Program Flood Insurance Rate Map is provided. Map number, map date, and site
boundary are clearly shown and labeled. [This map is required regardless of whether floodplain
is located on the site.] The effective and/or future FEMA 100-year floodplain, with base flood
elevations (if applicable), are shown on the plan.
MJ All applicable notes, per the Standard Notes section of the Reference Guide for Development,
have been added to the plan.
MJ Any known site contamination (soil and/or groundwater) has been disclosed/identified and
delineated
MJ Stormwater Impact Analysis (SIA) sealed and signed by a registered North Carolina Professional
Engineer (NCPE) is provided, including narrative report and drainage calculations. Note: If a site
is exempt from stormwater requirements then a narrative advising of the exemption can be
submitted by any designer.
Initials
MJ An introductory narrative describing pre- and post -development site conditions and site
improvement changes, is provided. Note: The baseline conditions for the 1-year event varies
based upon the regulatory basin in which the project is located.
MJ Drainage area maps (one map for pre -development and one map for post -development) are
provided with the following items:
MJ Scale and north arrow (Note: Except in the instance of site -to -drainage area maps, the
scale of each drainage area map shall not exceed 1" = 30').
MJ Sub -basin area(s) delineated with area(s) in acres indicated.
MJ Analysis points clearly identified and labeled.
MJ Segmented TR-55 time of concentration flow paths showing and labeling each segment.
MJ Methodologies and procedures are fully described.
MJ A site plan with contour lines or grading plan identifying pre- and post -development drainage
patterns is provided.
MJ Pre- and post -development times of concentration, calculated by TR-55 segmented approach,
are provided.
MJ Calculations for the pre- and post -development peak discharge rates are provided for the 1-, 2-,
10-, and 100-year, 24-hour storm using TR-55, TR-20, HEC-HMS, HEC-1 or Rational Method as
applicable. Note: The Rational Method may be used only on small projects with drainage areas
less than 20 acres and where no stormwater control measures need to be modeled.
MJ A Summary of Results is provided in the following format:
Site Analysis Point #
Site Condition
Storm Event (cfs)
1-year (cfs)
2-year (cfs)
10-year (cfs)
100-year (cfs)
-year (cfs)
Pre -Development
Post -Development
without Detention
Post -Development
with Detention
Stormwater Site Plan Checklist 2020-07-11 Page 2 of 6

MJ Conclusions providing detailed findings are provided.
MJ Stormwater control measure(s) (SCM[s]) are provided (indicate number of each type of SCM):
Level Spreader w/ Vegetative Filter Strip Stormwater Wetland
2 Wet Detention Basin Sand Filter Bioretention Grassed Swale
Restored Riparian Buffer Dry Extended Detention Basin
Permeable Pavement Green Roof Disconnected Impervious Surface
MJ
Rainwater Harvesting System
Proprietary Systems or Other
Not required (provide explanation):
The SCM(s) indicated above are required to control the following peak discharge rates:
X 1-year 2-year 10-year 100-year Other
N/A A downstream analysis in accordance with the Reference Guide for Development is provided
with findings, or is
X Not required (provide explanation):
Initials
DETENTION PROVIDED ON SITE FOR ALL REQUIRED STORM EVENTS
The project is exempt based upon cumulative land disturbance as of the applicable baseline
date.
MJ The proposed project is >_ 24% impervious, 85% Total Suspended Solids (TSS) removal is
provided for this project, and all the impervious area as reasonably practical is treated by an
SCM.
OR
The proposed project is <24% impervious, 85% Total Suspended Solids (TSS) removal for all
runoff from non -vegetated conveyances is provided for this project, and all the impervious area
as reasonably practical is treated by an SCM.
OR
The project is low density (<24% impervious) without non -vegetated conveyances, thus TSS
removal is not required.
Stormwater Site Plan Checklist 2020-07-11 Page 3 of 6

MJ SCMs for TSS removal are provided (indicate number of each type of SCM): Note: Not all of the
SCMs listed below provide 85% TSS removal as a stand-alone SCM and must be used in series
with other SCMs to achieve the minimum TSS removal of 85%.
Level Spreader w/ Vegetative Filter Strip Stormwater Wetland
2 Wet Detention Basin Sand Filter Bioretention Grassed Swale
Restored Riparian Buffer Dry Extended Detention Basin
Permeable Pavement Green Roof Disconnected Impervious Surface
Rainwater Harvesting System
Proprietary Systems or Other
Not required (provide explanation):
MJ Excel -format electronic copies of the following:
• Pre- and post -development nutrient calculations using the Jordan/Falls Lake Stormwater
Nutrient Load Accounting Tool (for Lower Neuse Basin) or North Carolina Stormwater
Nitrogen and Phosphorus Tool (for Falls Basin).
Note: Nutrient calculations are always required unless the project is exempt from treatment
requirements.
• The Nutrient Reporting Form (including the Compliance Worksheet tab) per the 3/7/2013
Letter to Industry,ittp://cjLjiiiaiiuw.uuv/uuL;uiiientcenter/view/3185.
MJ Pre- and post -development land use area maps that correspond to the categories used in the
Jordan/Falls Lake Stormwater Nutrient Load Accounting Tool (for Lower Neuse Basin) or the
North Carolina Stormwater Nitrogen and Phosphorus Tool (for Falls Basin) for the nutrient
calculations, to scale no smaller than 1 inch = 100 feet. The maps shall show the map scale,
north arrow, and are to have the different land uses either hatched or shaded with areas
indicated in a legend on the maps. Note: The land use area maps are always required unless
the project is exempt from treatment requirements.
Stormwater Site Plan Checklist 2020-07-11 Page 4 of 6

MJ SCMs for nutrient control are provided (indicate number of each type of SCM):
Level Spreader w/ Vegetative Filter Strip Stormwater Wetland
2 Wet Detention Basin Sand Filter Bioretention Grassed Swale
Restored Riparian Buffer Dry Extended Detention Basin
Permeable Pavement Green Roof Disconnected Impervious Surface
Rainwater Harvesting System
Proprietary Systems or Other
Not required (provide explanation):
MJ After meeting the minimum on -site treatment requirements, additional treatment and/or offsite
credit purchases, if needed, is provided by:
Additional SCMs
Nutrient Offset Payment to the North Carolina Ecosystem Enhancement Program
MJ Nutrient Offset Payment to an Approved Nutrient Bank
N/A The project site is located in an area subject to a state -approved Total Maximum Daily Load
(TMDL) for bacteria. (As of December 2019, only Northeast Creek has a TMDL for bacteria and
Third Fork Creek has a TMDL for turbidity).
MJ SCMs rated as medium or high for bacterial removal are provided (indicate number of each type
of SCM):
Bioretention Area Stormwater Wetlands
Wet Detention Basin Sand Filter
Level Spreader w/ Vegetative Filter Strip Restored Riparian Buffer
Dry Extended Detention Basin Permeable Pavement
Other (specify)
X Not required (provide explanation):
Stormwater Site Plan Checklist 2020-07-11 Page 5 of 6

Initials
N/A 85% Total Suspended Solids (TSS) removal is required for this project, and 100% of the
impervious area will be treated by an SCM. Note: Not all of the SCMs listed below provide 85%
TSS removal as a stand-alone SCM and must be used in series with other SCMs to achieve the
minimum TSS removal of 85%.
N/A SCM for TSS removal are provided (indicate number of each type of SCM):
Level Spreader w/ Vegetative Filter Strip Stormwater Wetland
Wet Detention Basin Sand Filter Bioretention Grassed Swale
Restored Riparian Buffer Dry Extended Detention Basin
Permeable Pavement Rooftop Runoff Management
Disconnected Impervious Surface Rainwater Harvesting System
Proprietary Systems or Other
X Not required (provide explanation):
Project Utilizes the Low Density Option
Initials
MJ Electronic submittal requirements including the following submittals in accordance with
Development Service Center protocols:
MJ Sealed SIA: entire document including narrative, data, calculations, pre- and post -
development drainage area maps, pre- and post -development land use area maps that
correspond to the categories used in the JFLSAT or SNAP, and all appendices (pdf format)
MJ Jordan/Falls Lake Stormwater Accounting Tool (Lower Neuse Basin) or SNAP Tool (Falls
Basin) (Excel format)
MJ Nutrient Reporting Form (Lower Neuse Basin or if multiple SNAP tool process is used)
(Excel format)
Stormwater Site Plan Checklist 2020-07-11 Page 6 of 6

SCM Sizing Calculations

DURHAM
City of Durham
Public Works Department
Stormwater Services Divisions
1 g 6 9 101 City Hall Plaza, Durham, North Carolina, 27701
CrfY OF MEDICINE Telephone [phone] FAX [phone]
Wet Detention Pond Design Summary
Stormwater Management Construction Plan Review:
A complete stormwater management construction plan submittal includes a design summary for each
stormwater BMP, design calculations, plans and specifications showing BMP, inlet and outlet structure details.
I. PROJECT INFORMATION
Project Name: Aster Ridge Phase N/A
PIN_ 0842-03-41-9242/0842-43-84-5553.DUPo0842-43-84-5553.RED Case #: D2200059
Design Contact Person: Chaowei Hu, PE Phone #: (_919 490 _4990
Legal Name of Owner: KB Homes
Owner Contact: Thurm Bowen Phone #: () -
Owner Address: 4506 S. Miami Blvd., Suite 100, Durham, NC 27703
Deed Book TBD Page # TBD or Plat Book TBD Page# TBD for BMP Property
For projects with multiple basins, specify which pond this worksheet applies to: WDB#1
Does the proposed pond also inco orate stormwater detention? Yes No
Detention provided for: 2✓ 1-year 7 2-year ❑✓ 10-year ✓0 other 100-year
Dam Height: 6.4 (feet) Dam Classification: N/A
Elevations
Pond bottom elevation
345
ft.
(floor of the pond)
Permanent pool elevation
351
ft.
(invert elevation of the orifice)
Temporary pool elevation
352.4
ft.
(elevation of the structure overflow)
1-year storm orifice/weir elevation
352.4
ft.
(invert elevation)
1-year storm water surface elevation
353.80
ft.
2-year storm orifice/weir elevation
352.4
ft.
(invert elevation)
2-year storm water surface elevation
354.41
ft.
10-year storm orifice/weir elevation
352.4
ft.
(invert elevation)
10-year storm water surface elev.
356.07
ft.
Emergency spillway elevation
N/A
ft.
(invert of emergency spillway)
Top of embankment/dam
360.00
ft.
(elevation)
Maximum water surface elevation
358.19
ft.
(max. storm pond can safely pass)
Areas
Permanent pool area provided
10,622
ft2
(water surface area at orifice invert
elevation)
Minimum required permanent pool area
6,453
ft2
(calculated surface area required)
Design storm surface area
22,017
ft2
(Specify frequency event: 100 year)
Drainage area (10-acres min)
8.37
ac.
(total drainage to the pond
129

Discharges (Specify only applicable frequency events)
At BMP
1-year
2-year
10-year
100
-year
Inflow
27.66
cfs
34.48
cfs
53.85
cfs
84.05
cfs
Routed outflow
1.09
cfs
1.31
cfs
1.79
cfs
15.72
cfs
At Analysis
Point(s) that BMP Contributes
to
1-year
2-year
10-year
100
-year
Pre -development
7.29
cfs
97.94
cfs
171.94
cfs
291.60
cfs
Post -development w/o detention
31.62
cfs
128.93
cfs
209.47
cfs
339.21
cfs
With detention
6.75
cfs
79.51
cfs
135.57
cfs
273.51
cfs
Volumes
Permanent pool volume
33,156
fe
(volume of main pond and forebay)
Water quality pool storage volume
17,924
fe
(volume above permanent pool)
Design storm storage volume
110,052
fe
(volume above permanent pool)
Total Storage volume provided at design storm
143,208
fe
Total Storage volume provided at top of dam
169,339
fe
Forebay volume
6,299
fe
( 20% ofpermanent pool volume)
Hydraulic Depths
Volume of normal pool divided by surface area of normal pool
3.12 ft.
Volumes at temporary pool plus normal pool divided by surface area of temporary pool 3.64 ft.
Other Parameters
SA/DA1 1.77
(from DWQ table)
Diameter of orifice 2 in.
(must provide draw down over 2 to S day period)
Draw -down time 72.96 hrs
' When using the SA/DA tables from the Stormwater Best Management
Practices Manual, linear interpolation may be used for values
between table entries.
Riser/Principal and Emergency Spillway Information
1-year storm orifice/weir diameter in.
length 0.42'xo.42'
ft.
2-year storm orifice/weir diameter in.
length 0.42'xo.42'
ft.
10-year storm orifice/weir diameter in.
length 0.42'xo.42'
ft.
100 - year storm orifice/weir diameter in.
length 4'x4'
ft.
Principal spillway diameter N/A in.
Emergency spillway width NSA ft.
side slopes :
I
slope %
130

IL REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements. Initial in the space provided to indicate the following
design requirements have been met and supporting documentation is attached.
Annlicant's initials
CH
a.The permanent pool depth is between 3- and 6-feet (required minimum hydraulic depth of 3-
feet).
CH
b. The forebay volume is approximately equal to 20% of the pond volume.
CH
c.The temporary pool controls runoff for water quality design storm.
CH
d. The temporary pool draws down in 2- to 5-days.
N/A
e.The drainage area to the facility is at least 10-acres.
CH
f. Riprap outlet protection, if provided, reduces flow to non -erosive velocities (provide
calculations).
1.5:1 REQUIRED
g. The pond length to width ratio is greater than or equal to 3:1.
N/A
h. The pond side slopes above the permanent pool area are no steeper than 3:1.
10:1 REQUIRED
i. A submerged and vegetated shelf with a slope no greater than 6:1 is provided around the
perimeter of the pond (show on plan and profile and provide a vegetation plan).
CH
j. Vegetative cover above the permanent pool elevation is specified. No woody vegetation is
permitted on the embankment.
CH
k. A surface baffle, trash rack or similar device is provided for both the overflow and orifice.
Flat top trash racks are not acceptable. Access hatch has been provided.
CH
1. A recorded drainage easement is provided for each pond including access to the nearest right-
of-way and is graded per Section 8.3, Stormwater Control Facilities (BMPs).
CH
m. If the basin is used for sediment and erosion control during construction, a note requiring
clean out and vegetative cover being established prior to use as a wet detention basin shall be
provided on the construction plan.
CH
n. A mechanism is specified which will drain the pond for maintenance and emergencies.
Valves used shall be plug valves.
CH
o. Anti -floatation calculations are provided for riser structure.
CH
p. A plan view of the pond with grading shown is provided.
CH
q. A profile through the forebay, main pond and spillway is provided. Water surface
elevations are shown on the profile.
CH
r. Riser structure details are provided.
CH
s.Dam designed to account for a 5.00% settlement factor.
CH
t. Compaction specifications for the embankment are shown on the plan.
CH
u. The minimum top of dam width has been provided for the pond embankment top width per
Section 8.3, Stormwater Control Facilities (BMPs).
Note: Executed Stormwater Facility Operation and Maintenance Permit Agreement, payment of permit
fee per facility and payment of surety are required prior to construction drawing approval.
131

2159 WDB #1 Sizing
Surface Area Calcs (85% TSS)
2159 ASTER RIDGE WDB#1
Surface Area
Drainage Area to Basin = 8.37 acres
Impervious Area to Basin = 4.12 acres
Impervious Percentage = 49%
Avereage Depth (Volume/SA) = 3.75 ft
Interpolation to Determine SA/DA Ratio
% Impervious
Lower Boundary 40%
Site % impervious 49%
Upper Boundary 50%
Average Depth (Vol/SA) (ft)
3.0 3.8 4.0
1.73
1.43
2.03
1.77
1.70
2.06
1.73
SA/DA = 1.77
Surface Area Required = 6,453 sf
Surface Area Provided = 10,622 sf
<- from table below
<- interpolated
<- from table below
Surface Area (SA) to Drainage Area (DA) Ratio for Permanent Pool Sizing to
Achieve 85 Percent TSS Pollutant Removal Efficiency in the Piedmont
(From NCDWQ Stormwater BMP Manual, July 2007)
Percent
Impervious
Cover
3.0
Permanent Pool Average Depth (ft)
4.0 5.0 6.0 7.0 8.0
9.0
10%
0.59
0.49
0.43
0.35
0.31
0.29
0.26
20%
0.97
0.79
0.70
0.59
0.51
0.46
0.44
30%
1.34
1.08
0.97
0.83
0.70
0.64
0.62
40%
1.73
1.43
1.25
1.05
0.90
0.82
0.77
50%
2.06
1.73
1.50
1.30
1.09
1.00
0.92
60%
2.40
2.03
1.71
1.51
1.29
1.18
1.10
70%
2.88
2.40
2.07
1.79
1.54
1.35
1.26
80%
3.36
2.78
2.38
2.10
1.86
1.60
1.42
90%
3.74
3.10
2.66
2.34
2.11
1.83
1.67

2159 WDB #1 Sizing
WQ Volume
2159 ASTER RIDGE WDB#1
Water Quality Volume
Runoff Volume
Simple Method
Drainage Area (A) = 8.37 Acres
Impervious Area =
Impervious Fraction (IA) _
Rainfall Depth (RD) _
Rv =
4.12 Acres
0.49
1.00 Inch
0.49 (Rv = 0.05+0.9* IA)
Runoff Volume (V) = 14888 cf (V = 3630*Rp*Rv*A)
Normal Pool Elevation = 351.00
Temporary Pool Elevation = 352.40
Temporary Pool Volume = 17924 cf (From HydroCAD Report)
Temporary Pool Surface Area = 14034 sf (From HydroCAD Report)
Percentage of Full Size (TPV/V) = 120%

2159 WDB #1 Sizing
TPV - Drawdown Orifice Sizing
2159 ASTER RIDGE WDB#1
Drawdown Calculation
TEMPORARY POOL VOLUME
2 in (Orifice Size)
Al= 14,034 sf (Area of pond at the beginning of drawdown)
A0= 10,622 sf (Area of pond at the orifice outlet elevation)
Cd= 0.6 (Orifice Coefficient of Discharge)
a= 0.022 sf Orifice Area (calculated)
g= 32.2 ft/s2 Acceleration of Gravity (constant)
H1= 1.40 ft (Maximum head (t=0))
T= 3.04 days (Time for water level to fall from H, to Permanent Pool Elevation)
3.5.2 Orifice Equation
3.5.2.I Drawdown Time Calculations for a Pond with an Orifice Outlet
A,
- '-- LJ111- tJU41GL
Stormwaater Management Manual
For the specific case where Az = AD and H2 = 0
T�Cd*a* 2*g*[(2
*An*H1ua+3rAHAAo1Hlaia/J11

2159 W DB # 1 Sizing
Below NP Volumes
Forebay Bottom
Bottom of Aquatic Shelf
Permanent Pool
Main Pool Bottom
Bottom of Aquatic Shelf
Permanent Pool
2159 ASTER RIDGE WDB#1
Below Normal Pool Volumes
Forebay Volume
Stage/Storage Calculations
Contour
Contour
Average
Incremental
Cumulative
Stage
Contour
Elevation
Surface Area
Volume
Volume
Surface Area
(ft)
(ft)
(sf)
(sf)
(cf)
(cf)
346.0
0.0
535
0
0
0
350.5
4.5
1780
1158
5211
5211
351.0
5.0
1 2571
1 2176
1088
6299
Forebay Volume = 6299 cf
Main Pool Volume
Stage/Storage Calculations
Average
Contour
Contour
Incremental
Cumulative
Stage
Contour
Elevation
Surface Area
Volume
Volume
Surface Area
(ft)
(ft)
(sf)
(sf)
(cf)
(cf)
346.0
0.0
3858
0
0
0
350.5
4.5
6467
5163
23234
23234
351.0
5.0
8022
7245
3623
26857
Main Pool Volume = 26857 cf
Total Pond Volume
Forebay Volume = 6299 cf
Main Pool Volume = 26857 cf
Total Pond Volume = 33156 cf
Forebay Percentage of Total Volume = 19.00TO'

2159 W DB # 1 Sizing
Average Depth
2159 ASTER RIDGE WDB#1
Average Depth Calculation
d = 0.25 x 1 + Abor_shelf + Abw_shelf + Abor_ pond x Depth
Qv
Aperm_ pool 2 Aboi_shelf
Where:
■ d,,, = Average permanent pool depth (ft)
• Abor_sl,elf = Surface area at bottom of shelf, including forebay (W)
■ A,,.,,,, -pm =Surface area at permanent pool level, including forebay
(f t2)
■ Abo,-pne =Surface area at the bottom of the pond (ft2) (excludes the
sediment cleanout depth)
■ Depth = Distance between the bottom of the shelf and the pond
bottom (ft) (excludes the sediment cleanout depth)
Abot shelf = 8247 sf
Aperm_pool= 10593 sf
Abot_pond= 3858 sf
Depth= 4.5 ft
d = �.�5 X 1 + 8247 sf + 8247 sf + 3858 sf 4.5 ft
av x
10593 sf 2 8247 sf
Avearage Depth = 3.75 ft

2159 ASTER RIDGE WDB#1
Dam Settlement Calculation
Top of Dam Elevation = 360.0 ft
Exist Grade at Max Fill Section = 353.6 ft
Dam Height =
6.4 ft
Settlement Factor =
5%
Settled top of Dam =
359.68 ft
100-Year WSE =
358.19
ft (From HydroCAD)
Freeboard Provided =
1.5 ft

2159 WDB #1 Sizing
Anti -flotation
Input Data =_>
Weight of Structure =_>
2159 ASTER RIDGE WDB#1
Anti -Flotation Calculations
Invert of Extended Base =13!1
feet
Riser Top Elevation =feet
Invert of Outlet Barrel =
Inside Dimensionof Riser = 4.0 feet
Wall thickness of Riser= 1 0.5 Ifeet
Height of Base = 0.50 feet
Inside Barrel diameter = 2.5 feet
Area of Orifice Openings = 0.02 SF
Volume of Riser Walls = 126.00 cf
Volume of Base = 12.50 cf
Total Volume of Concrete = 138.50 cf
Opening for barrel = 2.454 cf
Total Volume of Openings in Concrete = 1 2.474 jcf
Total Concrete in Riser Section Minus Openings = 136.03 cf
Depth of Concrete Fill Layer = 2.50 ft
Volume of Concrete in Fill Layer = 1 40.00 jcf
Total Volume of Concrete Present in Riser = 176.03 cf
Concrete unit weight = 1 150 lb/cf (From National Precast Concrete Assoc.)
Total Weight of Concrete = 26405 Ibs
Amount of water displaced =_>
Volume of Water Displaced by Riser Structure = 362.5 cf
Unit Weight of water = 62.4 Ib/cf
Weight of water displaced = 22620 Ibs
Determine if Anti -Flotation Block is Required =_>
Desired Saftey Factor = 1.15 (recommend 1.15 or higher)
Safety Factor =1 1.17

LENGTH TO WIDTH CALCULATION

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
WDB#1 10-YEAR VEOLCITY
Circular
Diameter (ft) = 2.50
Invert Elev (ft)
Slope (%)
N-Value
Calculations
Compute by:
Known Q (cfs)
= 346.00
= 4.22
= 0.013
Known Q
= 10.77
Elev (ft)
349.00
348.50
348.00
347.50
347.00
346.50
346.00
345.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Section
0 1 2 3 4
Reach (ft)
Thursday, Oct 6 2022
= 0.61
= 10.77
= 0.93
= 11.56
= 2.59
= 1.10
= 2.15
= 2.69
5
Depth (ft)
3.00
2.50
2.00
1.50
1.00
0.50
0.00
-0 50

2159 ASTER RIDGE
Riprap Outlet Protection
Pipe Diameter (Do)=
30
inch
Number of Barrels =
1
Use D
= 2.5 ft
Qio
= 10.77
cfs
Vio
= 1 1.56
ft/s
Apron Slope > 10%? NO
to Is* !1
p1 AETER (R-j
Figure 6.06c
Zone From Chart = 3
Use Recommendations for Zone 2
(DO)
(From HydroCAD)
(From Hydraflow Express)
Apron Length = 15 feet
Upstream Apron Width = 8 feet (3*D)
Downstream Apron Width = 18
Stone Class = Class 'B'
Stone Layer Thickness = 18
Design procedure explained in Chapter 8 (Section 8.06) of North Carolina Erosion and
Sediment Control Planning and Design Manual

DURHAM
City of Durham
Public Works Department
Stormwater Services Divisions
1 g 6 9 101 City Hall Plaza, Durham, North Carolina, 27701
CrfY OF MEDICINE Telephone [phone] FAX [phone]
Wet Detention Pond Design Summary
Stormwater Management Construction Plan Review:
A complete stormwater management construction plan submittal includes a design summary for each
stormwater BMP, design calculations, plans and specifications showing BMP, inlet and outlet structure details.
I. PROJECT INFORMATION
Project Name: Aster Ridge Phase N/A
PIN_ 0842-03-41-9242/0842-43-84-5553.DUPo0842-43-84-5553.RED Case #: D2200059
Design Contact Person: Chaowei Hu, PE Phone #: (_919 490 _4990
Legal Name of Owner: KB Homes
Owner Contact: Thurm Bowen Phone #: () -
Owner Address: 4506 S. Miami Blvd., Suite 100, Durham, NC 27703
Deed Book TBD Page # TBD or Plat Book TBD Page# TBD for BMP Property
For projects with multiple basins, specify which pond this worksheet applies to: WDB#2
Does the proposed pond also inco orate stormwater detention? Yes No
Detention provided for: 2✓ 1-year 7 2-year ❑✓ 10-year ✓0 other 100-year
Dam Height: 10.6 (feet) Dam Classification: N/A
Elevations
Pond bottom elevation
337
ft.
(floor of the pond)
Permanent pool elevation
343
ft.
(invert elevation of the orifice)
Temporary pool elevation
344.4
ft.
(elevation of the structure overflow)
1-year storm orifice/weir elevation
344.4
ft.
(invert elevation)
1-year storm water surface elevation
346.41
ft.
2-year storm orifice/weir elevation
344.4
ft.
(invert elevation)
2-year storm water surface elevation
347.20
ft.
10-year storm orifice/weir elevation
344.4
ft.
(invert elevation)
10-year storm water surface elev.
349.05
ft.
Emergency spillway elevation
N/A
ft.
(invert of emergency spillway)
Top of embankment/dam
353
ft.
(elevation)
Maximum water surface elevation
350.85
ft.
(max. storm pond can safely pass)
Areas
Permanent pool area provided
17,005
ft2
(water surface area at orifice invert
elevation)
Minimum required permanent pool area
10,163
ft2
(calculated surface area required)
Design storm surface area
32,884
ft2
(Specify frequency event: 100 year)
Drainage area (10-acres min)
13.97
ac.
(total drainage to the pond
129

Discharges (Specify only applicable frequency events)
At BMP
1-year
2-year
10-year
100
-year
Inflow
45.18
cfs
56.54
cfs
88.88
cfs
139.37
cfs
Routed outflow
0.62
cfs
0.72
cfs
1.78
cfs
39.98
cfs
At Analysis
Point(s) that BMP Contributes
to
1-year
2-year
10-year
100
-year
Pre -development
6.60
cfs
97.94
cfs
171.94
cfs
291.60
cfs
Post -development w/o detention
47.89
cfs
128.93
cfs
209.47
cfs
339.21
cfs
With detention
5.98
cfs
79.51
cfs
135.57
cfs
273.51
cfs
Volumes
Permanent pool volume
43,762
fe
(volume of main pond and forebay)
Water quality pool storage volume
28,033
fe
(volume above permanent pool)
Design storm storage volume
175,314
fe
(volume above permanent pool)
Total Storage volume provided at design storm
219,076
fe
Total Storage volume provided at top of dam
291,342
fe
Forebay volume
11,564
fe
( 20% ofpermanent pool volume)
Hydraulic Depths
Volume of normal pool divided by surface area of normal pool
2.57 ft.
Volumes at temporary pool plus normal pool divided by surface area
of temporary pool 3.30 ft.
Other Parameters
SA/DA1 1.67
(from DWQ table)
Diameter of orifice 2.5 in.
(must provide
draw down over 2 to S day period)
Draw -down time 74.64 hrs
' When using the SA/DA tables from the Stormwater Best Management
Practices Manual, linear interpolation may be used for values
between table entries.
Riser/Principal and Emergency Spillway Information
1-year storm orifice/weir diameter3 in.
length
ft.
2-year storm orifice/weir diameter3 in.
length
ft.
10-year storm orifice/weir diameter3 in.
length
ft.
100 - year storm orifice/weir diameter in.
length 4' x 4'
ft.
Principal spillway diameter N/A in.
Emergency spillway width NSA ft.
side slopes
:1
slope %
130

IL REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements. Initial in the space provided to indicate the following
design requirements have been met and supporting documentation is attached.
Annlicant's initials
CH
a.The permanent pool depth is between 3- and 6-feet (required minimum hydraulic depth of 3-
feet).
CH
b. The forebay volume is approximately equal to 20% of the pond volume.
CH
c.The temporary pool controls runoff for water quality design storm.
CH
d. The temporary pool draws down in 2- to 5-days.
N/A
e.The drainage area to the facility is at least 10-acres.
CH
f. Riprap outlet protection, if provided, reduces flow to non -erosive velocities (provide
calculations).
1.5:1 REQUIRED
g. The pond length to width ratio is greater than or equal to 3:1.
CH
h. The pond side slopes above the permanent pool area are no steeper than 3:1.
10:1 REQUIRED
i. A submerged and vegetated shelf with a slope no greater than 6:1 is provided around the
perimeter of the pond (show on plan and profile and provide a vegetation plan).
CH
j. Vegetative cover above the permanent pool elevation is specified. No woody vegetation is
permitted on the embankment.
CH
k. A surface baffle, trash rack or similar device is provided for both the overflow and orifice.
Flat top trash racks are not acceptable. Access hatch has been provided.
CH
1. A recorded drainage easement is provided for each pond including access to the nearest right-
of-way and is graded per Section 8.3, Stormwater Control Facilities (BMPs).
CH
m. If the basin is used for sediment and erosion control during construction, a note requiring
clean out and vegetative cover being established prior to use as a wet detention basin shall be
provided on the construction plan.
CH
n. A mechanism is specified which will drain the pond for maintenance and emergencies.
Valves used shall be plug valves.
CH
o. Anti -floatation calculations are provided for riser structure.
CH
p. A plan view of the pond with grading shown is provided.
CH
q. A profile through the forebay, main pond and spillway is provided. Water surface
elevations are shown on the profile.
CH
r. Riser structure details are provided.
CH
s.Dam designed to account for a 5.00% settlement factor.
CH
t. Compaction specifications for the embankment are shown on the plan.
CH
u. The minimum top of dam width has been provided for the pond embankment top width per
Section 8.3, Stormwater Control Facilities (BMPs).
Note: Executed Stormwater Facility Operation and Maintenance Permit Agreement, payment of permit
fee per facility and payment of surety are required prior to construction drawing approval.
131

2159 WDB #2 Sizing
Surface Area Calcs (85% TSS)
2159 ASTER RIDGE WDB#2
Surface Area
Drainage Area to Basin = 13.97 acres
Impervious Area to Basin = 6.40 acres
Impervious Percentage = 46%
Avereage Depth (Volume/SA) = 3.78 ft
Interpolation to Determine SA/DA Ratio
% Impervious
Lower Boundary 40%
Site % impervious 46%
Upper Boundary 50%
Average Depth (Vol/SA) (ft)
3.0 3.8 4.0
1.73
1.43
1.93
1.67
1.61
2.06
1.73
SA/DA = 1.67
Surface Area Required = 10,163 sf
Surface Area Provided = 17,005 sf
<- from table below
<- interpolated
<- from table below
Surface Area (SA) to Drainage Area (DA) Ratio for Permanent Pool Sizing to
Achieve 85 Percent TSS Pollutant Removal Efficiency in the Piedmont
(From NCDWQ Stormwater BMP Manual, July 2007)
Percent
Impervious
Cover
3.0
Permanent Pool Average Depth (ft)
4.0 5.0 6.0 7.0 8.0
9.0
10%
0.59
0.49
0.43
0.35
0.31
0.29
0.26
20%
0.97
0.79
0.70
0.59
0.51
0.46
0.44
30%
1.34
1.08
0.97
0.83
0.70
0.64
0.62
40%
1.73
1.43
1.25
1.05
0.90
0.82
0.77
50%
2.06
1.73
1.50
1.30
1.09
1.00
0.92
60%
2.40
2.03
1.71
1.51
1.29
1.18
1.10
70%
2.88
2.40
2.07
1.79
1.54
1.35
1.26
80%
3.36
2.78
2.38
2.10
1.86
1.60
1.42
90%
3.74
3.10
2.66
2.34
2.11
1.83
1.67

2159 WDB #2 Sizing
WQ Volume
2159 ASTER RIDGE WDB#2
Water Quality Volume
Runoff Volume
Simple Method
Drainage Area (A) = 13.97 Acres
Impervious Area =
Impervious Fraction (IA) _
Rainfall Depth (RD) _
Rv =
6.40 Acres
0.46
1.00 Inch
0.46 (Rv = 0.05+0.9*IA)
Runoff Volume (V) = 23327 cf (V = 3630*Rp*Rv*A)
Normal Pool Elevation = 343.00
Temporary Pool Elevation = 344.40
Temporary Pool Volume = 28033 cf (From HydroCAD Report)
Temporary Pool Surface Area = 21713 sf (From HydroCAD Report)
Percentage of Full Size (TPV/V) = 120%

2159 WDB #2Sizing
TPV - Drawdown Orifice Sizing
2159 ASTER RIDGE WDB#2
Drawdown Calculation
TEMPORARY POOL VOLUME
2.5 in (Orifice Size)
Al= 21,713 sf (Area of pond at the beginning of drawdown)
A0= 17,005 sf (Area of pond at the orifice outlet elevation)
Cd= 0.6 (Orifice Coefficient of Discharge)
a= 0.034 sf Orifice Area (calculated)
g= 32.2 ft/s2 Acceleration of Gravity (constant)
Hl= 1.40 ft (Maximum head (t=0))
T= 3.11 days (Time for water level to fall from H, to Permanent Pool Elevation)
3.5.2 Orifice Equation
3.5.2. l Drawdown Time Calculations for a Pond with an Orifice Outlet
A
3tormwater Management Manual
For the specific case whhere Az = Ao and Hz = 0 11
T Cd*a* 2*g*[Z.,40*'irz+3r�tH-�a1ttzrzJJ

2159 W DB #2 Sizing
Below NP Volumes
Forebay Bottom
Bottom of Aquatic Shelf
Permanent Pool
Main Pool Bottom
Bottom of Aquatic Shelf
Permanent Pool
2159 ASTER RIDGE WDB#2
Below Normal Pool Volumes
Forebay Volume
Stage/Storage Calculations
Contour
Contour
Average
Incremental
Cumulative
Stage
Contour
Elevation
Surface Area
Volume
Volume
Surface Area
(ft)
(ft)
(sf)
(sf)
(cf)
(cf)
338.0
0.0
1192
0
0
0
342.5
4.5
3127
2160
9720
9720
343.0
5.0
1 4249
3688
1844
11564
Forebay Volume = 11564 cf
Main Pool Volume
Stage/Storage Calculations
Average
Contour
Contour
Incremental
Cumulative
Stage
Contour
Elevation
Surface Area
Volume
Volume
Surface Area
(ft)
(ft)
(sf)
(sf)
(cf)
(cf)
338.0
0.0
6479
0
0
0
342.5
4.5
10401
8440
37980
37980
343.0
5.0
12727
11564
5782
43762
Main Pool Volume = 43762 cf
Total Pond Volume
Forebay Volume = 11564 cf
Main Pool Volume = 43762 cf
Total Pond Volume = 55326 cf
Forebay Percentage of Total Volume = 20.90%

2159 WDB #2 Sizing
Average Depth
2159 ASTER RIDGE WDB#2
Average Depth Calculation
d — 0.25 x 1 + Abot_shelf + (Abo1_she#^ + Abot_ pond x Depth
av —
Aperm_ pool 2 Abot_shelf
Where:
■ dry = Average permanent pool depth (ft)
■ ABur_,,,of = Surface area at bottom of shelf, including forebay (ft)
■ A,,„„-p,,, =Surface area at permanent pool level, including forebay
(ft2)
■ Aif-p„d =Surface area at the bottom of the pond (W) (excludes the
sediment cleanout depth)
■ Depth = Distance between the bottom of the shelf and the pond
bottom (ft) (excludes the sediment cleanout depth)
Abot shelf = 13528 sf
Aperm_pool= 16976 sf
Abot_pond= 6479 sf
Depth= 4.5 ft
13528 sf 13528 sf + 6479 sf 4.5 ft
der,. = 0.25 x 1 + + x
16976 sf 2 13528 sf
Avearage Depth = 3.78 ft

2159 ASTER RIDGE WDB#2
Dam Settlement Calculation
Top of Dam Elevation = 353.0 ft
Exist Grade at Max Fill Section = 342.4 ft
Dam Height =
10.6 ft
Settlement Factor =
5%
Settled top of Dam =
352.47 ft
100-Year WSE =
350.85
ft (From HydroCAD)
Freeboard Provided =
1.6 ft

2159 WDB #2Sizing
Anti -flotation
Input Data =_>
Weight of Structure =_>
2159 ASTER RIDGE WDB#2
Anti -Flotation Calculations
Invert of Extended Base =13!1
feet
Riser Top Elevation =feet
Invert of Outlet Barrel =
Inside Dimensionof Riser = 4.0 feet
Wall thickness of Riser= 1 0.5 Ifeet
Height of Base = 0.50 feet
Inside Barrel diameter = 2.5 feet
Area of Orifice Openings = 0.03 SF
Volume of Riser Walls = 121.50 cf
Volume of Base = 12.50 cf
Total Volume of Concrete = 134.00 cf
Opening for barrel = 2.454 cf
Total Volume of Openings in Concrete = 1 2.484 jcf
Total Concrete in Riser Section Minus Openings = 131 .52 cf
Depth of Concrete Fill Layer = 2.50 ft
Volume of Concrete in Fill Layer = 1 40.00 jcf
Total Volume of Concrete Present in Riser = 171.52 cf
Concrete unit weight = 1 150 lb/cf (From National Precast Concrete Assoc.)
Total Weight of Concrete = 25728 Ibs
Amount of water displaced =_>
Volume of Water Displaced by Riser Structure = 350.0 cf
Unit Weight of water = 62.4 Ib/cf
Weight of water displaced = 21840 Ibs
Determine if Anti -Flotation Block is Required =_>
Desired Saftey Factor = 1.15 (recommend 1.15 or higher)
Safety Factor =1 1.18

WDB#2 LENGTH TO WIDTH CALCULATION
93
i
YJ
cP rr
i �� i�i �i� or i M
i
/ f
LENGTH=206'
r�
WIDTH=85' / c
V\
LENGTH /WIDTH = 2.4 \�

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
WDB#2 10-YEAR VELOCITY
Circular
Diameter (ft)
= 2.50
Invert Elev (ft)
= 338.00
Slope (%)
= 0.50
N-Value
= 0.013
Calculations
Compute by:
Known Q
Known Q (cfs)
= 7.69
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Friday, Oct 7 2022
= 0.88
= 7.690
= 1.56
= 4.94
= 3.19
= 0.93
= 2.39
= 1.26
Elev (ft) Section Depth (ft)
341.00
340.50
3.00
2.50
340.00
2.00
339.50
1.50
339.00
1.00
338.50
0.50
338.00
0.00
7 R^
0 50
0
2
3
4
5
Reach (ft)

2159 ASTER RIDGE
Riprap Outlet Protection
Pipe Diameter (Do)= 30 inch
Number of Barrels = 1
Use D = 2.5 ft
Qio = 7.69 cfs
Vio = 4.94 ft/s
Apron Slope > 10%? NO
20
s
a
(DO)
(From HydroCAD)
(From Hydraflow Express)
20 75
ONAMETER (Ft)
Figure 8.06c
Zone From Chart = 2
Use Recommendations for Zone 2
Apron Length = 15 feet
Upstream Apron Width = 8 feet (3*D)
Downstream Apron Width = 18
Stone Class = Class 'B'
Stone Layer Thickness = 18
Design procedure explained in Chapter 8 (Section 8.06) of North Carolina Erosion and
Sediment Control Planning and Design Manual

Nutrient Loading Calculations

DURHAM
1869
CITY OF DURHAM Neuse, Falls Lake and Jordan Lake Developer Nutrient Reporting Form
Vot required if the project is exempt from pollutant standards per Section 70-739 of the City Code
Please complete and submit the following information to the City of Durham Stormwater Services to
characterize your project and assess the need to purchase nutrient offsets. See the
City of Durham Stormwater Standards. For nutrient offset information, see nutrient offset info
PROJECT INFORMATION
Applicant Name:
Prepared by
KB Homes
Horvath Associates
Project Name (& Previous name, if applicable):
Site Plan #:
ID2200059
Aster Ridge
Project Address (if available): City/Town: County:
2509 Cheek Road, Durham, Durham
Date: (mo/d/yr)
Lat: (dec. degrees)
Long: (dec. degrees)
PIN/PID #s:
Project
0842-03-41-9242, 0842-43-84-555.3DUR,
2/25/2022
Locaton:
36.006.128
-78.847626
0842-43-84-5553.RED / 168334,168452,
168453
Is this Redevelopment?
Yes No
Development Type (Please check all that apply)
Impervious Cover (%) Pre -Construction:
o Commercial ❑ Duplex Residential
0
❑ inaustriai ❑ bingie-I-amlry Kesiaentiai
❑ Institutional o Multi -Family Residential
Impervious Cover (%) Post -Construction:
11.1
o Mixed Use
WATERSHED INFORMATION (see Jordan
map or Falls
Lake mare)
o Upper Falls Basin, 12-digit Watershed ID: 030202010304
Jordan Lake Delivery Factors (%)
❑ Neuse/Outside of Falls Basin, 03020201 03020201
Nitrogen
Phosphorus
❑ Jordan Lake (Upper New Hope) 6-digit Small
Site Factor:
Site Factor:
Watershed ID:
Neuse/Falls Lake Delivery Factors: There are no delivery factors, so the Delivery Factor = 1.
DURHAM STORMWATER PERFORMANCE STANDARDS FOR DEVELOPMENT COMPLIANCE ALTERNATIVE
Nutrient loading limits and on -site treatment minimum (Sections 70-740(a) and Sections 70-741(a))
Off -site treatment threshold (%):
N:
50
P:
1 50
Required on -site reduction achieved?
N:
YES
P:
YES
NUTRIENT OFFSET REQUEST (Must meet the offsite thresholds — see above)
Nitrogen Loading / Offset Needs (For the Jordan, Falls, and Neuse/Outside of Falls Watershed areas)
(1) (Where
(A)
(B)
(C)
(D)
(E)
(F)
(G)
(H)
Applicable)
0)
Untreated
Treated
Reduction
Needed
State Buy Down
Additional
Loading
Loading
Load Rate
(Ibs/ac/yr)
Offset
Amount Delivered
5% if bank
Total Delivered
Rate
Rate
Target
(from Compl.
Project Size
Duration
Site Delivery
(Ibs)
not in City
(Ibs)
(Ibs/ac/yr)
(Ibs/ac/yr)
(Ibs/ac/yr)
worksheet)
(square feet)
(yrs)
Factor
D * E * F * G
limits (Ibs)
H + 1
2.15
1.85
2.20
0.00
4,386,527
30
1.00
0.00
0.00
0.00
Phosphorus Loading / Offset Needs (For the Jordan and Falls Watershed areas)
(1) (Where
(A)
(B)
(C)
(D)
(E)
(F)
(G)
(H)
Applicable)
0)
Untreated
Treated
Reduction
Needed
State Buy Down
Additional
Loading
Loading
Load Rate
(Ibs/ac/yr)
Offset
Amount Delivered
5% if bank
Total Delivered
Rate
Rate
Target
(from Compl.
Project Size
Duration
Site Delivery
(Ibs)
not in City
(Ibs)
(Ibs/ac/yr)
(Ibs/ac/yr)
(Ibs/ac/yr)
worksheet)
(square feet)
(yrs)
Factor
D * E * F * G
limits (Ibs)
H + 1
0.38
1 0.29
0.33
0.00
4,386,527
30
1.00
0.00
0.00
0.00
Responsible
Professional Engineer's
Name:
iChaoweiHu
1PE #:
1 54770
Staff Name:
I
Staff e-mail:
I
I Phone #:
January 9, 2018 Version

hed (Select from Menu)
1 Falls Lake Basin
Jordan Lake Basin
Lower Neuse Basin
COMPLIANCE WORKSHEET
Note that if a nutrient bank is used to buy offset credits
in order to achieve compliance with the alternative
selected below, the bank must be located in the same
watershed as the project site.
Compliance Alternative (Pick one alternative, see descriptions and calculations below)
1 Nutrient loading limits and on -site treatment minimum (Sections 70-740(a) and Sections 70-741(a))
Alternative percentage reduction option for Redevelopment that increases impervious area (Section 70-
0 740(b))
Alternative percentage reduction option for Redevelopment that does not increase impervious area
0 (Section 70-740(c))
0 Alternative for low impact development in Falls Basin.
0
If the project is Exempt from Stormwater Pollutant standards (Section 70-739), nutrient calculatioi
Project Area Disturbance (Fill in yellow cell below)
1,241,460 square feet 28.500 acres
TABLE 1 THRESHOLDS FOR APPLICATION OF STORMWATER
POLLUTANT REQUIREMENTS
Project Location
Land Disturbance
Limited Residential
Multifamily & Other
Jordan Basin
1 acre
0.5 acres
Falls Basin
0.5 acres
12,000 square feet
Lower Neuse Basin
1 1 acre
0.5 acres
Note: Thresholds are based upon land disturbance since the
applicable basin Baseline date.
The Project is Located Outside the Downtown Area (select from menu list)
Per Section 70-736, Downtown Area means the Downtown Tier, Compact Neighborhoods,
and Suburban Transit Zones as shown on the Durham Comprehensive Land Use Plan most
recently approved by the Durham City Council.
The Project Type is Multifamily and Other (select from menu list)
Per Section 70-736,
Limited Residential means single family and duplex residential and recreational development.
Multifamily and Other Development means development not included in Limited Resdiential, and
includes but is not limited to multifamily and townhomes, and office, industrial, institutional (including
local government institutional), and commercial development.
Other key definitions from Section 70-736:
Development means Land Disturbance which increases impervious surface on a property, or
alters its location, or results in an increase in runoff from a property or a decrease in infiltration
of precipitation into the soil. It includes both existing development and new development. It
does not include agriculture, mining, or forestry activities.
Redevelopment means Development on a site where structures or impervious surface
already exists. It is a category of new development.
March 30, 2017 Version

Nutrient Loading Limits and On -Site Treatment Minimum
ORDINANCE REQUIREMENTS
Sec. 70-740.
(a) Nutrient Loading Rate Limits. Development not exempt under subsection 70-739 shall
construct and implement SCMs so as to limit the post construction loading rate of nitrogen
and phosphorus from the project area to the limits set forth in Table 2 below, or shall
comply with an allowed alternative as set forth in (b) through (d) below. A portion of the
reduction requirements for nitrogen and phosphorus may be met through off site
measures or payments as set forth in 70-741.
TABLE 2 NUTRIENT EXPORT LOADING RATE LIMITS
Project Location
Export Limit
Ibs/acre/year
Nitrogen
Phosphorus
Jordan Basin
2.2
0.82
Falls Basin
2.2
0.33
Lower Neuse Basin
1 3.6
not required
Sec. 70-741
(a) On site nutrient treatment requirements. Nitrogen and phosphorus reduction
requirements may be met, in part, through offsite management measures or the
purchase of nutrient credits. At a minimum, however, in the Jordan and Falls Basins a
percentage of the required nitrogen and phosphorus reductions must be achieved through
onsite treatment, in the amount shown in Table 4 below. In addition to meeting the
percentage reductions below, in the Jordan and Lower Neuse Basins, nitrogen export
load from the site must not exceed 6 Ibs. per acre per year for Limited Residential, and
and 10 Ibs per acre per year for Multifamily and Other.
(Note: offsite credit purchases do not meet TSS removal requirements, which must be
met onsite.)
TABLE 4 ONSITE NUTRIENT TREATMENT REQUIREMENTS
Minimum Onsite Nutrient Treatment
Project
Nitrogen
Phosphorus
Jordan - General
*40% of required
*40% of required
reduction
reduction
Falls - General
*50% of required
*50% of required
reduction
reduction
Falls and Jordan within
*30% of required
*30% of required
Downtown Area
reduction
reduction
March 30, 2017 Version

Falls and Jordan exceeding
thresholds but with less than 1
acre land disturbance
*30% of required
reduction
*30% of required
reduction
No percentage
No percentage
reductions apply, but
reductions apply, but
Lower Neuse
the 6/10 nitrogen
the 6/10 nitrogen
export limit described
export limit described
in paragraph (a)
in paragraph (a)
above must be met
I above must be met
*The "required reduction" is the difference between the post development loading in
pounds per acre per year multiplied by the site area in acres before treatment minus the
loading target, in pounds per acre per year multiplied by the acres. The percentage shown in
the chart above is applied to that difference and the resulting number is the amount in
pounds/year of nutrient reduction that must be achieved onsite.
CALCULATIONS - ENTER VALUES IN YELLOW CELLS
Nitrogen
Post Loading Rate
Untreated (Ibs/ac/yr)
Post Loading Rate
Treated (Ibs/ac/yr)
Load Rate Target
(Ibs/ac/yr)
Reduction Needed
(Ibs/ac/yr)
2.15
1.85
2.2
0.00
Phosphorus
Post Loading Rate
Untreated (Ibs/ac/yr)
Post Loading Rate
Treated (Ibs/ac/yr)
Load Rate Target
(Ibs/ac/yr)
Reduction Needed
(Ibs/ac/yr)
0.38
0.29
0.33
0.00
ONSITE CALCULATIONS - ENTER VALUE IN YELLOW CELLS BASED ON TABLE 4
Onsite Reduction
Required (%)
Required Onsite Reduction Achieved?
Nitrogen
Phosphorus
50
YES
YES
In the Jordan and Lower Neuse Basins, the nitrogen export loading rate from the
site does not exceed 6 Ib/ac/yr for Limited Residential, or 10 Ib/ac/yr for N/A
Multifamily and Other.
March 30, 2017 Version

Proiect Information
Project Name:
Aster Ridge
Submission Date:
10/12/2022
Project Area (ft): 4,386,527 ft2
Disturbed Area (ft): 1,2411460 ft2
Development Land Use Type: Multi -Family Residential
Development Activity Type: Development - New
Ino
Designated Downtown Area?
Project Location/Address:
2509 Cheek Road
County:
Durham
Local Jurisdiction:
Durham
Project Latitude Coordinates:
36.006128 N
Project Longitude Coordinates:
-78.847626 W
Precipitation Station:
Durham
Physiographic Region:
Triassic Basin
Nutrient Management Watershed:
Falls Lake
Subwatershed:
Falls - Upper
Falls - Upper
Phosphorus Delivery Zone:
Nitrogen Delivery Zone:
Falls - Upper
Project Designer and Contact Phone
Number / Email:
Chaowei Hu, PE, 919-490-4990,
[e-mail]
Part of Common Development Plan?
no
Project Owner Type:
Private
Project Description:
Townhouse subdivision on previously
vacant parcels.

Project Area Land Cover Characteristics
PROJECT AREA LAND COVERS
Roof
Roadway
TN
EMC
(mg/L)
1.18
TP _F
TEMC
(mg/L)
0.11
Pre-
Project
Area (ft)
12,071
Post -
Project
Area (ft)
184,524
1.64
0.34
137,252
Parking/Driveway/Sidewalk
1.42
0.18
6,423
165,373
Protected Forest
0.97
0.03
4,234,765
2,495,496
Other Pervious/Landscaping
2.48
1.07
133,268
1,376,254
CUSTOM LAND COVER 1
CUSTOM LAND COVER 2
CUSTOM LAND COVER 3
LAND TAKEN UP BY SCM
1.18
0.11
27,628
LAND COVER AREA CHECK
Net Change of Land Covers (ft): 1,739,269
Total Project Area Entered (ft): 4,386,527
Total Pre -Project Calculated Area (ft2): 4,386,527
Total Post -Project Calculated Area (ft2): 4,386,527
Equations Used and Proiect Area Calculations
SIMPLE METHOD Stormwater Runoff Volume Generated, V
Runoff Coefficient R V = Pi * Rv * (P/12) * A
R = 0.05 + (0.009 *1) where A = drainage area (ft)
where I = percent impervious (%) Pj = fraction of rain events with runoff
Average Annual Pollutant Load, L P = average annual rainfall depth (in)
L=(Pi *R *(P/12))*(C*A*2.72)
where C = event mean concentration (mg/L)
Pre -Project: Post -Project:
A = 100.7008 ac A = 100.7008 ac
P = 47.81 in. P = 47.81 in.
V = 846133 ft3 V = 2452678 ft3
1=
0%
1=
12%
R =0.05
R =0.16
P; =
0.9
P; =
0.9
CTN -
1.03
mg/L
CTN =
1.42
mg/L
CTp -
0.07
mg/L
CTP =
0.25
mg/L
LTN =
54.66
Ib/yr
LTN =
216.75
Ib/yr
DTP = 3.55
Ib/yr
DTP = 38.58
Ib/yr

3. SCM Characteristics
SCM Characteristics
Catchment ID 1 1 1 2
SCMID 101 MIN
Type of SCM We Pond per MDC We Pond per MDC
Predominant hydrologic soil D D
group at SCM location
SCM Description I WDB#1 I I I WDB#2
2 2
Design Storm Size(inches/24hrs)
1.00
1.00
100%
100%
Percent of Full Size
hydrologic Value - Percent
76%
76%
Annual Effluent
Hydrologic Value -Percent
16%
16%
Annual Overflow
8%
8%
Hydrologic Value - Percent
Annual ET/Infiltrated
0.15
0.15
SCMEffl uent TP EMC(mg/L)
SCM Effluent TN EMC(mg/L)
1.22
1.22
SCM Land Cover TP EMC (mg/L)
0.11
0.11
SCM Land Cover TN EMC (mg/L)
1.18
1.18
0
0
Drainsto SCM ID
Catchment Routing
(Source Catchment)
Cetchmreining to Catchments Draining to Catchments Draining to
SCM 101 SCM 102 SCM 103
Catch reining to Catchments Draining to Catchments Draining to
SCM 201 SCM 202 SCM 203
Catchment 1
Catchment 2
Ctchment
Catchment 4
Catchment 5
Caa6tchment 6
SCM ID:
Area Draining Directly to
Area Draining Directly to
Area Draining Directly to
Area Draining Directlyto
Area Draining Directly to Area Draining Directly to
Total Lend U se Area
Allowable Total Land Use
Post -Project Untreated
SCM Drainage Area Lend Covers
SCM 101(ft2)
ScM 102 (h2)
SCM 103 (ft2)
SCM 201 (h2)
SCM 202 (ft2) SCM 203 (h2)
Treated By All SCM, (h')
Area to be r Treated Based
on Post -Project Areas(ft)
Land Area (ft')
Roof
58.754
97.310
156.064
184.524
28.460
CUSTOM LAND COVER I
0
0
0
CUSTOM LAND COVE R 2
0
0
0
CUSTOM LAND COVER 3
0
0
0
LAND TAKEN UP ZSCM
10,622
17,006
27,628
27,628
0
AL AREA DRAINING TO SCM
(h'):
. CATCHMENTAREA (ft'):
353,109
0
0
547,341
0
0
900,450
4,386,527
3,486,077
353,109
547,341

Project Summary
Project Name:
Aster Ridge
4,386,527 ft
1,256,598 ft
100.7008 acres Submission Date:
28.8475 acres October 12, 2022
Project Area (ft2):
Disturbed Area (ft):
County:
Durham
Local Jurisdiction:
Durham
Development Land Use Type:
Multi -Family Residential
Owner Type:
Private
Development Activity Type:
Development -
New
Designated Downtown Area?
no
Nutrient Management Watershed:
Falls Lake
Subwatershed:
Falls - Upper
Phosphorus Delivery Zone:1
Falls - Upper
Nitrogen Delivery Zone:
Falls - Upper
Phosphorus Delivery
Factor (%):
100%
Nitrogen Delivery
Factor (%):
100%
Phosphorus Loading Rate Target (Ib/ac/yr):
0.33
Nitrogen Loading Rate Target (Ib/ac/yr):
2.20
Phosphorus Load Target at Site (lb/yr):
33.23
Nitrogen Load Target at Site (lb/yr):
221.54
Phosphorus Load Leaving Site w/SCMs (lb/yr):
29.30
Nitrogen Load Leaving Site w/SCMs (lb/yr):
186.67
P Offsite Buy -Down Threshold Loading Rate (lb/ac/yr):
1.24
N Offsite Buy -Down Threshold Loading Rate
7.60
Total P Load Reduction Needed (lb/yr):
5.35
Total N Load Reduction Needed (lb/yr):
-4.79
P Load Treatment Balance at Site (lb/yr):
-3.93
N Load Treatment Balance at Site (lb/yr):
-34.87
P Load Treatment Balance at Lake (lb/yr):
-3.93
N Load Treatment Balance at Lake (lb/yr):
-34.87
Net land use change is greater
than Disturbed Area. Verify
Disturbed Area.
Nutrient Export Summary
Percent Impervious (for runoff calculation) (%)
Pre -Project
Whole Site
Conditions
Post -Project Post -Project Post -Project
Post -Project
Whole Site Whole Site with SCM-Treated
Untreated Area
without SCMs SCMs Area
11.7% 11.7% 50.9% 1.6%
0.4%
Percent Built -Upon Area (BUA) (%)
0.4%
11.1%
11.1%
47.8%
1.6%
Annual Runoff Volume (fe/yr)
846,133
2,452,678
2,313,830
1,505,878
807,952
Annual Runoff % Change (relative to pre-D)
0%
190%
173%
Total Nitrogen EMC (mg/L)
1.03
1.42
1.29
1.26
1.36
Total Nitrogen Load Leaving Site (lb/yr)
54.66
216.75
186.67
117.99
68.68
Total Nitrogen Loading Rate (Ib/ac/yr)
0.54
2.15
1.85
5.71
0.86
Total Nitrogen % Change (relative to pre-D)
0%
297%
242%
Total Phosphorus EMC (mg/L)
0.07
0.25
0.20
0.17
0.27
Total Phosphorus Load Leaving Site (lb/yr)
3.55
38.58
29.30
15.53
13.77
Total Phosphorus Loading Rate (Ib/ac/yr)
0.04
0.38
0.29
0.75
0.17
Total Phosphorus % Change (relative to pre-D)
0%
988%
726%

SCM/Catchment Summary
SCM ID and Type Volume
Reduction (%)
Catchment 1 8.44%
TN Out (mg/L) TP Out (mg/L)
TN Out T
(Ibs/ac/yr)
5.68
TP Out TN Reduction (%)
(Ibs/ac/yr)
0.75 20.62%
TP Reduction (%)
1.26
0.17
38.20%
38.20%
101: Wet Pond per MDC
8.44%
1.26
0.17
5.68
0.75
20.62%
102: NA
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
103: NA
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
Catchment 2
8.44%
1.26
0.17
5.73
0.75
20.08%
36.83%
201: Wet Pond per MDC
8.44%
1.26
0.17
5.73
0.75
20.08%
36.83%
202: NA
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
203: NA
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
Catchment 3
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
301: NA
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
302: NA
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
303: NA
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
Catchment 4
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
401: NA
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
402: NA
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
403: NA
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
Catchment 5
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
501: NA
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
502: NA
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
503: NA
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
Catchment 6
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
601: NA
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
602: NA
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
603: NA
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
SCM rows in red have a data entry error for the SCM that makes an error in the calculation.

Peak Runoff Analysis

2159 SUMMARY OF RESULTS
Summary of Results
2159 Cheek Road Conservation Subdivision
Runoff Analysis - Summary of Results
DP#1
Storm Event
Site Condition
1-Year (cfs)
2-year (cfs)
10-year (cfs)
100-year (cfs)
Pre -Development
7.29
N/A
N/A
N/A
Post -Development without
31.62
N/A
N/A
N/A
Detention
Post -Development with
6.75
N/A
N/A
N/A
Detention
Post -Development with
1 7 41 %
N/A
N/A
N/A
Detention Percent Increase
DP#2
Storm Event
Site Condition
1-Year (cfs)
2-year (cfs)
10-year (cfs)
100-year (cfs)
Pre -Development
6.60
N/A
N/A
N/A
Post -Development without
47.89
N/A
N/A
N/A
Detention
Post -Development with
5.98
N/A
N/A
N/A
Detention
Post -Development with
-9.397.
N/A
N/A
N/A
Detention Percent Increase
DP#3
Storm Event
Site Condition
1-Year (cfs)
2-year (cfs)
10-year (cfs)
100-year (cfs)
Pre -Development
13.43
18.84
35.10
61.65
Post -Development without
N/A
N/A
N/A
N/A
Detention
Post -Development with
Detention
13.23
18.13
32.73
56.41
Post -Development with
Detention Percent Increase
1 -1 497
3.777
6.757
8.507.
DP#4
Storm Event
Site Condition
1-Year (cfs)
2-year (cfs)
10-year (cfs)
100-year (cfs)
Pre -Development
12.22
16.46
29.01
49.23
Post -Development without
N/A
N/A
N/A
N/A
Detention
Post -Development with
Detention
7.50
10.09
17.71
29.95
Post -Development with
Detention Percent Increase
-38.637
-38.707.
-38.957.
-39.167.
DP#5
Storm Event
Site Condition
1-Year (cfs)
2-year (cfs)
10-year (cfs)
100-year (cfs)
Pre -Development
N/A
97.94
171.94
291.60
Post -Development without
N/A
128.93
209.47
339.21
Detention
Post -Development with
N/A
79.51
135.57
273.51
Detention
Post -Development with
N/A
18.827
21.157
6.207.
Detention Percent Increase

PRE -DEVELOPMENT

0#3
Subcat DP#3
�DP#2
Subcat DP#2
Subcat DP#1
Subcat DP#4
Subcat Reach on Link

HYD
2159 SIA PRE Type // 24-hr 1-Year Rainfall=3.00"
Prepared by {enter your company name here) Printed 5/13/2022
HydroCAD®10.10-6a s/n 03736 ©2020 HydroCAD Software Solutions LLC Page 2
Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-Q
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SubcatchmentDP#1: Subcat DP#1 Runoff Area=5.52 ac 0.00% Impervious Runoff Depth>1.07"
Flow Length=889' Tc=15.4 min CN=77 Runoff=7.29 cfs 0.490 of
SubcatchmentDP#2: Subcat DP#2 Runoff Area=5.23 ac 0.00% Impervious Runoff Depth>1.08"
Flow Length=1,261' Tc=17.5 min CN=WQ Runoff=6.60 cfs 0.473 of
SubcatchmentDP#3: Subcat DP#3 Runoff Area=9.24 ac 0.00% Impervious Runoff Depth>1.07"
Flow Length=1,070' Tc=12.9 min CN=WQ Runoff=13.43 cfs 0.826 of
SubcatchmentDP#4: Subcat DP#4 Runoff Area=7.69 ac 10.40% Impervious Runoff Depth>1.32"
Flow Length=916' Tc=15.9 min CN=WQ Runoff=12.22 cfs 0.846 of
Total Runoff Area = 27.68 ac Runoff Volume = 2.634 of Average Runoff Depth = 1.14"
97.11% Pervious = 26.88 ac 2.89% Impervious = 0.80 ac

HYD
2159 SIA PRE Type // 24-hr 1-Year Rainfall=3.00"
Prepared by {enter your company name here) Printed 5/13/2022
HydroCAD®10.10-6a s/n 03736 ©2020 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment DP#1: Subcat DP#1
Runoff = 7.29 cfs @ 12.09 hrs, Volume= 0.490 af, Depth> 1.07"
Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=3.00"
Area (ac) CN Description
5.52 77 Forest, good, HSG D
5.52 77 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
11.0
75
0.0530
0.11
Sheet Flow, SHEET FLOW
Woods: Light underbrush n= 0.400 P2= 3.50"
0.6
208
0.1400
6.02
Shallow Concentrated Flow, SHALLOW CONCENTRATED
Unpaved Kv= 16.1 fps
3.8
606
0.0100
2.67
5.35 Channel Flow, CHANNEL
Area= 2.0 sf Perim= 4.0' r= 0.50'
n= 0.035 Earth, dense weeds
15.4
Runoff =
889 Total
Summary for Subcatchment DP#2: Subcat DP#2
6.60 cfs @ 12.11 hrs, Volume= 0.473 af, Depth> 1.08"
Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=3.00"
Area (ac) CN Description
4.67 77 Forest, good, HSG D
0.56 80 Open, good, HSG D
5.23 Weighted Average
5.23 77 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
min) (feet) (ft/ft) (ft/sec) (cfs)
11.0 75 0.0530 0.11 Sheet Flow, SHEET FLOW
Woods: Light underbrush n= 0.400 P2= 3.50"
0.9 289 0.1200 5.58 Shallow Concentrated Flow, SHALLOW CONCENTRATED
Unpaved Kv= 16.1 fps
5.6 897 0.0100 2.67 5.35 Channel Flow, CHANNEL
Area= 2.0 sf Perim= 4.0' r= 0.50'
n= 0.035 Earth, dense weeds
17.5 1,261 Total

HYD
2159 SIA PRE Type // 24-hr 1-Year Rainfall=3.00"
Prepared by {enter your company name here) Printed 5/13/2022
HydroCAD®10.10-6a s/n 03736 ©2020 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment DP#3: Subcat DP#3
Runoff = 13.43 cfs @ 12.06 hrs, Volume= 0.826 af, Depth> 1.07"
Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=3.00"
Area (ac) CN Description
8.97 77 Forest, good, HSG D
0.27 80 Open, good, HSG D
9.24 Weighted Average
9.24 77 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
9.4
75
0.0800
0.13
Sheet Flow, SHEET FLOW
Woods: Light underbrush n= 0.400 P2= 3.50"
1.5
455
0.0970
5.01
Shallow Concentrated Flow, SHALLOW CONCENTRATED
Unpaved Kv= 16.1 fps
2.0
540
0.0270
4.39
8.79 Channel Flow, CHANNEL
Area= 2.0 sf Perim= 4.0' r= 0.50'
n= 0.035 Earth, dense weeds
12.9 1,070 Total
Summary for Subcatchment DP#4: Subcat DP#4
Runoff = 12.22 cfs @ 12.09 hrs, Volume= 0.846 af, Depth> 1.32"
Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=3.00"
Area (ac) CN Description
3.57
77
Forest, good, HSG D
3.32
80
Open, good, HSG D
0.80
98
Other Impervious, good, HSG D
7.69
Weighted Average
6.89
78
89.60% Pervious Area
0.80
98
10.40% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
12.4
75
0.0400
0.10
Sheet Flow, SHEET FLOW
Woods: Light underbrush n= 0.400 P2= 3.50"
2.8
603
0.0510
3.64
Shallow Concentrated Flow, SHALLOW CONCENTRATED
Unpaved Kv= 16.1 fps
0.7
238
0.0420
5.48
10.96 Channel Flow, CHANNEL
Area= 2.0 sf Perim= 4.0' r= 0.50'
n= 0.035 Earth, dense weeds
15.9 916 Total

0#3
Subcat DP#3
Subcat DP#5
Subcat DP#4
Subcat Reach on Link

HYD
2159 SIA PRE Type 11 24-hr 2-Year Rainfall=3.57"
Prepared by {enter your company name here) Printed 5/11/2022
HydroCADO 10.10-6a s/n 03736 © 2020 HydroCAD Software Solutions LLC Page 2
Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-Q
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SubcatchmentDP#3: Subcat DP#3 Runoff Area=9.24 ac 0.00% Impervious Runoff Depth>1.48"
Flow Length=1,070' Tc=12.9 min CN=WQ Runoff=18.84 cfs 1.142 of
SubcatchmentDP#4: Subcat DP#4 Runoff Area=7.69 ac 10.40% Impervious Runoff Depth>1.76"
Flow Length=916' Tc=15.9 min CN=WQ Runoff=16.46 cfs 1.127 of
SubcatchmentDP#5: Subcat DP#5 Runoff Area=54.36 ac 14.85% Impervious Runoff Depth>1.80"
Flow Length=2,669' Tc=22.5 min CN=WQ Runoff=97.94 cfs 8.162 of
Total Runoff Area = 71.29 ac Runoff Volume = 10.432 of Average Runoff Depth = 1.76"
87.56% Pervious = 62.42 ac 12.44% Impervious = 8.87 ac

HYD
2159 SIA PRE Type 11 24-hr 2-Year Rainfall=3.57"
Prepared by {enter your company name here) Printed 5/11/2022
HydroCADO 10.10-6a s/n 03736 © 2020 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment DP#3: Subcat DP#3
Runoff = 18.84 cfs @ 12.05 hrs, Volume= 1.142 af, Depth> 1.48"
Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Year Rainfall=3.57"
Area (ac) CN Description
8.97 77 Forest, good, HSG D
0.27 80 Open, good, HSG D
9.24 Weighted Average
9.24 77 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
9.4
75
0.0800
0.13
Sheet Flow, SHEET FLOW
Woods: Light underbrush n= 0.400 P2= 3.50"
1.5
455
0.0970
5.01
Shallow Concentrated Flow, SHALLOW CONCENTRATED
Unpaved Kv= 16.1 fps
2.0
540
0.0270
4.39
8.79 Channel Flow, CHANNEL
Area= 2.0 sf Perim= 4.0' r= 0.50'
n= 0.035 Earth, dense weeds
12.9 1,070 Total
Summary for Subcatchment DP#4: Subcat DP#4
Runoff = 16.46 cfs @ 12.08 hrs, Volume= 1.127 af, Depth> 1.76"
Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Year Rainfall=3.57"
Area (ac) CN Description
3.57
77
Forest, good, HSG D
3.32
80
Open, good, HSG D
0.80
98
Other Impervious, good, HSG D
7.69
Weighted Average
6.89
78
89.60% Pervious Area
0.80
98
10.40% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
12.4
75
0.0400
0.10
Sheet Flow, SHEET FLOW
Woods: Light underbrush n= 0.400 P2= 3.50"
2.8
603
0.0510
3.64
Shallow Concentrated Flow, SHALLOW CONCENTRATED
Unpaved Kv= 16.1 fps
0.7
238
0.0420
5.48
10.96 Channel Flow, CHANNEL
Area= 2.0 sf Perim= 4.0' r= 0.50'
n= 0.035 Earth, dense weeds
15.9 916 Total

HYD
2159 SIA PRE Type 11 24-hr 2-Year Rainfall=3.57"
Prepared by {enter your company name here) Printed 5/11/2022
HydroCADO 10.10-6a s/n 03736 © 2020 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment DP#5: Subcat DP#5
Runoff = 97.94 cfs @ 12.16 hrs, Volume= 8.162 af, Depth> 1.80"
Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Year Rainfall=3.57"
Area (ac)
CN
Description
32.22
77
Forest, good, HSG D
14.07
80
Open, good, HSG D
8.07
98
Offsite Impervious, good, HSG D
54.36
Weighted Average
46.29
78
85.15% Pervious Area
8.07
98
14.85% Impervious Area
Tc Length Slope Velocity Capacity Description
min) (feet) (ft/ft) (ft/sec) (cfs)
11.0
75
0.0530
0.11
Sheet Flow, SHEET FLOW
Woods: Light underbrush n= 0.400 P2= 3.50"
3.7
711
0.0390
3.18
Shallow Concentrated Flow, SHALLOW CONCENTRATED
Unpaved Kv= 16.1 fps
1.0
597
0.0270
9.77
17.26 Pipe Channel,
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013
6.8
1,286
0.0140
3.16
6.33 Channel Flow, CHANNEL
Area= 2.0 sf Perim= 4.0' r= 0.50'
n= 0.035 Earth, dense weeds
22.5 2,669 Total

HYD
2159 SIA PRE Type/1 24-hr 10-Year Rainfall=5.15"
Prepared by {enter your company name here) Printed 5/11/2022
HydroCADO 10.10-6a s/n 03736 © 2020 HydroCAD Software Solutions LLC Page 5
Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-Q
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SubcatchmentDP#3: Subcat DP#3 Runoff Area=9.24 ac 0.00% Impervious Runoff Depth>2.75"
Flow Length=1,070' Tc=12.9 min CN=WQ Runoff=35.10 cfs 2.116 of
SubcatchmentDP#4: Subcat DP#4 Runoff Area=7.69 ac 10.40% Impervious Runoff Depth>3.08"
Flow Length=916' Tc=15.9 min CN=WQ Runoff=29.01 cfs 1.975 of
Subcatchment DP#5: Subcat DP#5 Runoff Area=54.36 ac 14.85% Impervious Runoff Depth>3.13"
Flow Length=2,669' Tc=22.5 min CN=WQ Runoff=171.94 cfs 14.158 of
Total Runoff Area = 71.29 ac Runoff Volume = 18.249 of Average Runoff Depth = 3.07"
87.56% Pervious = 62.42 ac 12.44% Impervious = 8.87 ac

HYD
2159 SIA PRE Type/1 24-hr 10-Year Rainfall=5.15"
Prepared by {enter your company name here) Printed 5/11/2022
HydroCADO 10.10-6a s/n 03736 © 2020 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment DP#3: Subcat DP#3
Runoff = 35.10 cfs @ 12.05 hrs, Volume= 2.116 af, Depth> 2.75"
Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-Year Rainfall=5.15"
Area (ac) CN Description
8.97 77 Forest, good, HSG D
0.27 80 Open, good, HSG D
9.24 Weighted Average
9.24 77 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
9.4
75
0.0800
0.13
Sheet Flow, SHEET FLOW
Woods: Light underbrush n= 0.400 P2= 3.50"
1.5
455
0.0970
5.01
Shallow Concentrated Flow, SHALLOW CONCENTRATED
Unpaved Kv= 16.1 fps
2.0
540
0.0270
4.39
8.79 Channel Flow, CHANNEL
Area= 2.0 sf Perim= 4.0' r= 0.50'
n= 0.035 Earth, dense weeds
12.9 1,070 Total
Summary for Subcatchment DP#4: Subcat DP#4
Runoff = 29.01 cfs @ 12.08 hrs, Volume= 1.975 af, Depth> 3.08"
Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-Year Rainfall=5.15"
Area (ac) CN Description
3.57
77
Forest, good, HSG D
3.32
80
Open, good, HSG D
0.80
98
Other Impervious, good, HSG D
7.69
Weighted Average
6.89
78
89.60% Pervious Area
0.80
98
10.40% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
12.4
75
0.0400
0.10
Sheet Flow, SHEET FLOW
Woods: Light underbrush n= 0.400 P2= 3.50"
2.8
603
0.0510
3.64
Shallow Concentrated Flow, SHALLOW CONCENTRATED
Unpaved Kv= 16.1 fps
0.7
238
0.0420
5.48
10.96 Channel Flow, CHANNEL
Area= 2.0 sf Perim= 4.0' r= 0.50'
n= 0.035 Earth, dense weeds
15.9 916 Total

HYD
2159 SIA PRE Type/1 24-hr 10-Year Rainfall=5.15"
Prepared by {enter your company name here) Printed 5/11/2022
HydroCADO 10.10-6a s/n 03736 © 2020 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment DP#5: Subcat DP#5
Runoff = 171.94 cfs @ 12.15 hrs, Volume= 14.158 af, Depth> 3.13"
Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-Year Rainfall=5.15"
Area (ac)
CN
Description
32.22
77
Forest, good, HSG D
14.07
80
Open, good, HSG D
8.07
98
Offsite Impervious, good, HSG D
54.36
Weighted Average
46.29
78
85.15% Pervious Area
8.07
98
14.85% Impervious Area
Tc Length Slope Velocity Capacity Description
min) (feet) (ft/ft) (ft/sec) (cfs)
11.0
75
0.0530
0.11
Sheet Flow, SHEET FLOW
Woods: Light underbrush n= 0.400 P2= 3.50"
3.7
711
0.0390
3.18
Shallow Concentrated Flow, SHALLOW CONCENTRATED
Unpaved Kv= 16.1 fps
1.0
597
0.0270
9.77
17.26 Pipe Channel,
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013
6.8
1,286
0.0140
3.16
6.33 Channel Flow, CHANNEL
Area= 2.0 sf Perim= 4.0' r= 0.50'
n= 0.035 Earth, dense weeds
22.5 2,669 Total

HYD
2159 SIA PRE Type/1 24-hr 100-Year Rainfall=7.58"
Prepared by {enter your company name here) Printed 5/11/2022
HydroCADO 10.10-6a s/n 03736 © 2020 HydroCAD Software Solutions LLC Page 8
Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-Q
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SubcatchmentDP#3: Subcat DP#3 Runoff Area=9.24 ac 0.00% Impervious Runoff Depth>4.89"
Flow Length=1,070' Tc=12.9 min CN=WQ Runoff=61.65 cfs 3.763 of
SubcatchmentDP#4: Subcat DP#4 Runoff Area=7.69 ac 10.40% Impervious Runoff Depth>5.28"
Flow Length=916' Tc=15.9 min CN=WQ Runoff=49.23 cfs 3.381 of
Subcatchment DP#5: Subcat DP#5 Runoff Area=54.36 ac 14.85% Impervious Runoff Depth>5.32"
Flow Length=2,669' Tc=22.5 min CN=WQ Runoff=291.60 cfs 24.088 of
Total Runoff Area = 71.29 ac Runoff Volume = 31.232 of Average Runoff Depth = 5.26"
87.56% Pervious = 62.42 ac 12.44% Impervious = 8.87 ac

HYD
2159 SIA PRE Type/1 24-hr 100-Year Rainfall=7.58"
Prepared by {enter your company name here) Printed 5/11/2022
HydroCADO 10.10-6a s/n 03736 © 2020 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment DP#3: Subcat DP#3
Runoff = 61.65 cfs @ 12.05 hrs, Volume= 3.763 af, Depth> 4.89"
Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-Year Rainfall=7.58"
Area (ac) CN Description
8.97 77 Forest, good, HSG D
0.27 80 Open, good, HSG D
9.24 Weighted Average
9.24 77 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
9.4
75
0.0800
0.13
Sheet Flow, SHEET FLOW
Woods: Light underbrush n= 0.400 P2= 3.50"
1.5
455
0.0970
5.01
Shallow Concentrated Flow, SHALLOW CONCENTRATED
Unpaved Kv= 16.1 fps
2.0
540
0.0270
4.39
8.79 Channel Flow, CHANNEL
Area= 2.0 sf Perim= 4.0' r= 0.50'
n= 0.035 Earth, dense weeds
12.9 1,070 Total
Summary for Subcatchment DP#4: Subcat DP#4
Runoff = 49.23 cfs @ 12.08 hrs, Volume= 3.381 af, Depth> 5.28"
Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-Year Rainfall=7.58"
Area (ac) CN Description
3.57
77
Forest, good, HSG D
3.32
80
Open, good, HSG D
0.80
98
Other Impervious, good, HSG D
7.69
Weighted Average
6.89
78
89.60% Pervious Area
0.80
98
10.40% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
12.4
75
0.0400
0.10
Sheet Flow, SHEET FLOW
Woods: Light underbrush n= 0.400 P2= 3.50"
2.8
603
0.0510
3.64
Shallow Concentrated Flow, SHALLOW CONCENTRATED
Unpaved Kv= 16.1 fps
0.7
238
0.0420
5.48
10.96 Channel Flow, CHANNEL
Area= 2.0 sf Perim= 4.0' r= 0.50'
n= 0.035 Earth, dense weeds
15.9 916 Total

HYD
2159 SIA PRE Type/1 24-hr 100-Year Rainfall=7.58"
Prepared by {enter your company name here) Printed 5/11/2022
HydroCADO 10.10-6a s/n 03736 © 2020 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment DP#5: Subcat DP#5
Runoff = 291.60 cfs @ 12.15 hrs, Volume= 24.088 af, Depth> 5.32"
Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-Year Rainfall=7.58"
Area (ac)
CN
Description
32.22
77
Forest, good, HSG D
14.07
80
Open, good, HSG D
8.07
98
Offsite Impervious, good, HSG D
54.36
Weighted Average
46.29
78
85.15% Pervious Area
8.07
98
14.85% Impervious Area
Tc Length Slope Velocity Capacity Description
min) (feet) (ft/ft) (ft/sec) (cfs)
11.0
75
0.0530
0.11
Sheet Flow, SHEET FLOW
Woods: Light underbrush n= 0.400 P2= 3.50"
3.7
711
0.0390
3.18
Shallow Concentrated Flow, SHALLOW CONCENTRATED
Unpaved Kv= 16.1 fps
1.0
597
0.0270
9.77
17.26 Pipe Channel,
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013
6.8
1,286
0.0140
3.16
6.33 Channel Flow, CHANNEL
Area= 2.0 sf Perim= 4.0' r= 0.50'
n= 0.035 Earth, dense weeds
22.5 2,669 Total

POST -DEVELOPMENT

TO VVDB#2
TO I
DB#2
DP#3
Subcat DP#3 AB�#
W�B#2 D P#2
2L Subcat DP#2
DP#2
1L
D 1
DP#1
Subcat DP#1
B#1
B#1
D P#4
Subcat DP#4
T 1
TO WDB#1
Subcat Reach on Link Routing Diagram for 2159 SIA POST
=Hyd,.CAD@
epared by Horvath Associates, Printed 10/11/2022
10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC

2159 SIA POST Type // 24-hr 1-Year Rainfall=3.00"
Prepared by Horvath Associates Printed 10/11/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 2
Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-Q
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SubcatchmentDP#1: Subcat DP#1 Runoff Area=3.43 ac 9.62% Impervious Runoff Depth>1.29"
Flow Length=843' Tc=13.1 min CN=WQ Runoff=5.83 cfs 0.368 of
SubcatchmentDP#2: Subcat DP#2 Runoff Area=4.35 ac 0.00% Impervious Runoff Depth>1.08"
Flow Length=1,261' Tc=17.5 min CN=WQ Runoff=5.47 cfs 0.392 of
SubcatchmentDP#3: Subcat DP#3 Runoff Area=8.01 ac 5.99% Impervious Runoff Depth>1.19"
Flow Length=953' Tc=11.9 min CN=WQ Runoff=13.23 cfs 0.796 of
SubcatchmentDP#4: Subcat DP#4 Runoff Area=4.10 ac 10.73% Impervious Runoff Depth>1.32"
Flow Length=712' Tc=11.6 min CN=WQ Runoff=7.50 cfs 0.450 of
SubcatchmentTO WDB#1: TO WDB#1 Runoff Area=8.37 ac 52.09% Impervious Runoff Depth>2.05"
Tc=5.0 min CN=WQ Runoff=27.66 cfs 1.427 of
SubcatchmentTO WDB#2: TO WDB#2 Runoff Area=13.97 ac 48.60% Impervious Runoff Depth>1.99"
Tc=5.0 min CN=WQ Runoff=45.18 cfs 2.320 of
Pond WDB#1: WDB#1 Peak EIev=353.80' Storage=39,001 cf Inflow=27.66 cfs 1.427 of
Outflow=1.09 cfs 0.882 of
Pond WDB#2: WDB#2 Peak EIev=346.41' Storage=75,628 cf Inflow=45.18 cfs 2.320 of
Outflow=0.62 cfs 0.651 of
Link 1L: DP#1 Inflow=6.75 cfs 1.250 of
Primary=6.75 cfs 1.250 of
Link 2L: DP#2 Inflow=5.98 cfs 1.043 of
Primary=5.98 cfs 1.043 of
Total Runoff Area = 42.23 ac Runoff Volume = 5.753 of Average Runoff Depth = 1.63"
70.64% Pervious = 29.83 ac 29.36% Impervious = 12.40 ac

2159 SIA POST Type // 24-hr 1-Year Rainfall=3.00"
Prepared by Horvath Associates Printed 10/11/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment DP#1: Subcat DP#1
[47] Hint: Peak is 109% of capacity of segment #3
Runoff = 5.83 cfs @ 12.05 hrs, Volume= 0.368 af, Depth> 1.29"
Routed to Link 1 L : DP#1
Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=3.00"
Area (ac)
CN
Description
2.03
77
Forest, good, HSG D
1.07
80
Open, good, HSG D
0.03
98
Other Impervious, good, HSG D
0.23
98
Roof, good, HSG D
0.07
98
Sidewalk, good, HSG D
3.43 Weighted Average
3.10 78 90.38% Pervious Area
0.33 98 9.62% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
8.8
75
0.0933
0.14
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
0.5
162
0.1050
5.22
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.8
606
0.0100
2.67
5.35 Channel Flow,
Area= 2.0 sf Perim= 4.0' r= 0.50' n= 0.035
13.1 843 Total

2159 SIA POST Type // 24-hr 1-Year Rainfall=3.00"
Prepared by Horvath Associates Printed 10/11/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 4
N
3
0
FL
Subcatchment DP#1: Subcat DP#1
Hydrograph
5.
type 11 24yhr,
-1'-Yea r-RalnfaH1 3.0-0u, - -
Ruhoff Arca=3,43 ac
il
u�of f Vo;lunlp= I0.368 of
Runoff Depth>',1.297
Flow Len th^g43'
-tc=,$ 1; MM
DN VV
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

2159 SIA POST Type // 24-hr 1-Year Rainfall=3.00"
Prepared by Horvath Associates Printed 10/11/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment DP#2: Subcat DP#2
[47] Hint: Peak is 102% of capacity of segment #3
Runoff = 5.47 cfs @ 12.11 hrs, Volume= 0.392 af, Depth> 1.08"
Routed to Link 2L : DP#2
Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=3.00"
Area (ac) CN Description
3.95 77 Forest, good, HSG D
0.40 80 Ooen. 000d. HSG D
4.35 Weighted Average
4.35 77 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
11.0
75
0.0530
0.11
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
0.9
289
0.1200
5.58
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
5.6
897
0.0100
2.67
5.35 Channel Flow,
Area= 2.0 sf Perim= 4.0' r= 0.50' n= 0.035
17.5 1,261 Total
Subcatchment DP#2: Subcat DP#2
Hydrograph
■ Runoff
5.
-type-IH-Z41hr--------I-- --
1-Year Rainfall=31.00"
Runoff Ard&:4�35 ac-J--
Runoff Vo',lurmq=0.3i,91 a
-Runes f Dept�i>1.03'1- --
FloW Le'�noth,^1',,21 1'
- -c=:- '15;min; -----------
DN W
Time (hours)

2159 SIA POST Type // 24-hr 1-Year Rainfall=3.00"
Prepared by Horvath Associates Printed 10/11/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment DP#3: Subcat DP#3
[47] Hint: Peak is 151% of capacity of segment #3
Runoff = 13.23 cfs @ 12.04 hrs, Volume= 0.796 af, Depth> 1.19"
Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=3.00"
Area (ac) CN Description
6.47
77
Forest, good, HSG D
1.06
80
Open, good, HSG D
0.04
98
Other Impervious, good, HSG D
0.34
98
Roof, good, HSG D
0.10
98
Sidewalk, good, HSG D
8.01
Weighted Average
7.53
77
94.01 % Pervious Area
0.48
98
5.99% Impervious Area
Tc
Length
Slope
Velocity
min)
(feet)
(ft/ft)
(ft/sec)
8.8
75
0.0930
0.14
1.1
338
0.0970
5.01
11.9 953 Total
Capacity Description
(cfs)
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
8.79 Channel Flow,
Area= 2.0 sf Perim= 4.0' r= 0.50' n= 0.035

2159 SIA POST Type // 24-hr 1-Year Rainfall=3.00"
Prepared by Horvath Associates Printed 10/11/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 7
Subcatchment DP#3: Subcat DP#3
Hydrograph
--'�---'�---'�--;--;--;--;--;--'�---'�--;--;--;--;--;--;--'�---'�--;--;--;--;--;-- ■Runoff
14 13.23 cfs
13-tXe-II-I-�41hr----------'-- -- -- -- --'-----'-- -- -- -- --' --
12 -4 Year -Ralq#au=3'I:A0"-'I---
- --;--;--;--;--'I---'I--;--;--;--;--;--
11 I I I I I I I I I I I I I I I
-Ru-hoffAr6a-&-01'- ac----- ----------------------------------
I II IIIIIIIIIII
10
9 I U�IO�Vo'IU171P 0.706 af' -- -- ----+--+----+-- -- -- --+--
------------------------------- ---------------------------------
u 8- � - F�u-Hoff De t�i-'1.1�� ---
-9-��--J -1--1--L--L--1---1--J--1--1--L--L--
, --Runoff I I I I I I I I I I I I I I I I I I I I I
LL �
r
6-
5-
4-
3
2
--+-+--+--+--+--+--+--------,--+-+--+--+--+-+--+--+--+--
1 I I I I I I I I I I
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

2159 SIA POST Type // 24-hr 1-Year Rainfall=3.00"
Prepared by Horvath Associates Printed 10/11/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment DP#4: Subcat DP#4
Runoff = 7.50 cfs @ 12.04 hrs, Volume= 0.450 af, Depth> 1.32"
Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=3.00"
Area (ac) CN Description
2.09
77
Forest, good, HSG D
1.57
80
Open, good, HSG D
0.34
98
Other Impervious, good, HSG D
0.08
98
Roof, good, HSG D
0.02
98
Sidewalk, good, HSG D
4.10
Weighted Average
3.66
78
89.27% Pervious Area
0.44
98
10.73% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
9.1
50
0.0400
0.09
Sheet Flow,
Grass: Bermuda n= 0.410 P2= 3.50"
1.8
424
0.0610
3.98
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
0.7
238
0.0420
5.48
10.96 Channel Flow,
Area= 2.0 sf Perim= 4.0' r= 0.50' n= 0.035
11.6
N
3
0
FL
712 Total
Subcatchment DP#4: Subcat DP#4
Hydrograph
7.
- ape-I'IH-�4yhr, ----------JI--
1-Year Rainfalllll=31.00"
Runoff Arca�4610 ac
-Runo#Vo1u�Imq--0.4$QIII a
Runoff_ Depth>II11,32', -1- -
FloW ILe'Inoth,^T12'
I I I I I
rt
r--r.--r r --
rain
I I I I I I I I I
50 cfs
t -
-t--t--I---I---I--t--t--t--------I--
-- --I--
� r--Ir--Ir--Ii- I t--r- -r- -Ii --Ii- I
Time (hours)
■ Runoff

2159 SIA POST Type // 24-hr 1-Year Rainfall=3.00"
Prepared by Horvath Associates Printed 10/11/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment TO WDB#1: TO WDB#1
[49] Hint: Tc<2dt may require smaller dt
Runoff = 27.66 cfs @ 11.95 hrs, Volume= 1.427 af, Depth> 2.05"
Routed to Pond WDB#1 : WDB#1
Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=3.00"
Area (ac) CN Description
4.01
80
Open, good, HSG D
0.26
98
Other Impervious, good, HSG D
1.31
98
Roadway, good, HSG D
1.35
98
Roof, good, HSG D
0.24
100
SCM, good, HSG D
1.20
98
Sidewalk, good, HSG D
8.37
Weighted Average
4.01 80 47.91 % Pervious Area
4.36 98 52.09% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment TO WDB#1: TO WDB#1
Hydrograph
30 - - ■Runoff
-- - - - - - - - - - --- --- --- - - - - -- 27.66 cfs -- -- --;--;
28
--' --+-- -- -- - -- -- --+-- -- -- Type*24=hr -
26
-- - - -'-- -- '- - -------'-- --
-- --T
24 17 ear Rai-nfa[1#100" -
--' --+-- -- -- -- ----+--+--+--l-----+----+--+-- --
22 - - - - - RuIll Ar6&8137 -ac -
-------------------------------
zo R-pnpffl V-p1pmIe I1 .42 c1f -
18
w
16 -- -- ----Runoffl�Dopf�i>Z05'F-
`—'
0 14 T&S.'0 -%n i h -
--- -- ---
------ - -- --
12---------- --+-- ------------ --'-- -- --------- -- v��'*'
10
--------I-- I-- I-- I --I --I---I---I---I 8-
6
4
2
0 11 12 13 14 15 16 17 18 19 20 21
Time (hours)

2159 SIA POST Type // 24-hr 1-Year Rainfall=3.00"
Prepared by Horvath Associates Printed 10/11/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment TO WDB#2: TO WDB#2
[49] Hint: Tc<2dt may require smaller dt
Runoff = 45.18 cfs @ 11.95 hrs, Volume= 2.320 af, Depth> 1.99"
Routed to Pond WDB#2 : WDB#2
Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=3.00"
Area (ac) CN Description
7.18
80
Open, good, HSG D
0.37
98
Other Impervious, good, HSG D
1.85
98
Roadway, good, HSG D
2.23
98
Roof, good, HSG D
0.39
100
SCM, good, HSG D
1.95
98
Sidewalk, good, HSG D
13.97
Weighted Average
7.18
80
51.40% Pervious Area
6.79
98
48.60% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
w
3
0
LL
Subcatchment TO WDB#2: TO WDB#2
-- -----------------------
--I---I---I--r--r--r--r--r--I-
----------L--1--L--L-----�-
-
----I- - - I -- r -- r -- r -- r ------
-
---------r-- r-- r-- r--r--I---I--r
--------I-- T--r-- - -- -
/-
-----------L--L--L
-
-------'--J
--I---I---I-- r -- Y -- r -- r--I---I---I-- r
i
I I I I I I I I I I I
--------------L----------�--
Hydrograph
--1--J--L--
45.18cfs
--------------------------------
r--r--r--r--I---I--r--r--r--r--r--
-
-r--r--r-------r--r - -T ---r--
-- --- Type -NI'124-h-
--r--r--r--r--r--I--r--r--r--r--r--
7Year rainfall T1001" -
- - - - nbff Allre&13197 at -
--rrOff tfplrme=2.Y-
----1--RLm-- 'IDe-PttvM--9W"1--
-------TAGTA
- - T - -I - -I - - r - -I- - -I- - r - -
0 11 12 13 14 15 16 17 18 19 20 21
Time (hours)
■ Runoff

2159 SIA POST Type // 24-hr 1-Year Rainfall=3.00"
Prepared by Horvath Associates Printed 10/11/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 11
Summary for Pond WDB#1: WDB#1
Inflow Area = 8.37 ac, 52.09% Impervious, Inflow Depth > 2.05" for 1-Year event
Inflow = 27.66 cfs @ 11.95 hrs, Volume= 1.427 of
Outflow = 1.09 cfs @ 13.43 hrs, Volume= 0.882 af, Atten= 96%, Lag= 88.9 min
Primary = 1.09 cfs @ 13.43 hrs, Volume= 0.882 of
Routed to Link 1 L : DP#1
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 353.80' @ 13.43 hrs Surf.Area= 16,060 sf Storage= 39,001 cf
Plug -Flow detention time= 353.2 min calculated for 0.882 of (62% of inflow)
Center -of -Mass det. time= 241.2 min ( 1,018.3 - 777.1 )
Volume
Invert Avail.Storage
Storage
Description
#1
351.00' 169,339 cf
Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation
Surf.Area Inc.Store
Cum.Store
(feet)
(sq-ft) (cubic -feet)
(cubic -feet)
351.00
10,622
0
0
351.50
12,801
5,856
5,856
352.00
13,469
6,568
12,423
353.00
14,882
14,176
26,599
354.00
16,351
15,617
42,215
355.00
17,875
17,113
59,328
356.00
19,456
18,666
77,994
357.00
21,092
20,274
98,268
358.00
22,785
21,939
120,206
359.00
24,572
23,679
143,885
360.00
26,337
25,455
169,339
Device Routing Invert Outlet Devices
#1
Primary
346.00'
30.0" Round Culvert
L= 158.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 346.00' / 339.00' S= 0.0443 T Cc= 0.900
n= 0.013, Flow Area= 4.91 sf
#2
Device 1
351.00'
2.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3
Device 1
352.40'
5.0" W x 5.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4
Device 1
357.50'
48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Primary OutFlow Max=1.09 cfs @ 13.43 hrs HW=353.80' (Free Discharge)
L1=Culvert (Passes 1.09 cfs of 60.50 cfs potential flow)
�2=Orifice/Grate (Orifice Controls 0.17 cfs @ 7.94 fps)
3=Orifice/Grate (Orifice Controls 0.91 cfs @ 5.25 fps)
4=Orifice/G rate ( Controls 0.00 cfs)

2159 SIA POST Type // 24-hr 1-Year Rainfall=3.00"
Prepared by Horvath Associates Printed 10/11/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 12
'1.71 0 \yiyl Q Ul Mytyl Q dill
Hydrograph
--1--t--t--r--r--1----t--r--1--t--+--r--I- t--r--1---1--t--r--r--1--
■ Inflow
--J--1--L--1---1----L--1- 27.66 CfS--1--J--1-----1--1--L--�- -- ■ Primary
28 --III-- T--!--III---III-- --!--III-- - lryffowAl ela=, .-37-ac-
-I--J--i--L--II---I1--1--L--II---II--J-L--1--J--1--L--1---1--L--L--�--1--
26
Peak tlw.�-3.518W
24
22 ' 1
20
------------------------------ ---r_�ge--39�Qd1
So1-c--
18 --1----7--r--r--1----r--r--1----r--r---7--r--1---1----r--r--1--
w
16
,1 1
I I I I I I I I 1
2 14
LL
12
10
-
i
6
i
I 1
2 1.09 cfs
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

2159 SIA POST Type // 24-hr 1-Year Rainfall=3.00"
Prepared by Horvath Associates Printed 10/11/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 13
Summary for Pond WDB#2: WDB#2
Inflow Area = 13.97 ac, 48.60% Impervious, Inflow Depth > 1.99" for 1-Year event
Inflow = 45.18 cfs @ 11.95 hrs, Volume= 2.320 of
Outflow = 0.62 cfs @ 18.40 hrs, Volume= 0.651 af, Atten= 99%, Lag= 386.6 min
Primary = 0.62 cfs @ 18.40 hrs, Volume= 0.651 of
Routed to Link 2L : DP#2
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 346.41' @ 18.40 hrs Surf.Area= 25,668 sf Storage= 75,628 cf
Plug -Flow detention time= 443.1 min calculated for 0.651 of (28% of inflow)
Center -of -Mass det. time= 268.1 min ( 1,047.9 - 779.7 )
Volume Invert
Avail.Storage Storage Description
#1 343.00'
291,342 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
343.00
17,005
0 0
343.50
20,025
9,258 9,258
344.00
20,947
10,243 19,501
345.00
22,863
21,905 41,406
346.00
24,835
23,849 65,255
347.00
26,863
25,849 91,104
348.00
28,947
27,905 119,009
349.00
31,088
30,018 149,026
350.00
33,284
32,186 181,212
351.00
35,536
34,410 215,622
352.00
37,846
36,691 252,313
353.00
40,211
39,029 291,342
Device Routing
Invert
Outlet Devices
#1 Primary
338.00'
30.0" Round Culvert
L= 198.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 338.00' / 337.00' S= 0.0051 T Cc= 0.900
n= 0.013, Flow Area= 4.91 sf
#2 Device 1
343.00'
2.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1
344.40'
3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#4 Device 1
349.00'
48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=0.62 cfs @ 18.40 hrs HW=346.41' (Free Discharge)
L1=Culvert (Passes 0.62 cfs of 56.72 cfs potential flow)
12=Orifice/Grate (Orifice Controls 0.30 cfs @ 8.76 fps)
3=Orifice/Grate (Orifice Controls 0.32 cfs @ 6.61 fps)
4=Orifice/G rate ( Controls 0.00 cfs)

2159 SIA POST Type // 24-hr 1-Year Rainfall=3.00"
Prepared by Horvath Associates Printed 10/11/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 14
Pond WDB#2: WDB#2
Hydrograph
- 45.18 cfs
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Inflow
■ Primary

2159 SIA POST Type // 24-hr 1-Year Rainfall=3.00"
Prepared by Horvath Associates Printed 10/11/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 15
Summary for Link 1 L: DP#1
Inflow Area = 11.80 ac, 39.75% Impervious, Inflow Depth > 1.27" for 1-Year event
Inflow = 6.75 cfs @ 12.06 hrs, Volume= 1.250 of
Primary = 6.75 cfs @ 12.06 hrs, Volume= 1.250 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Link 1 L: DP#1
Hydrograph
Time (hours)

2159 SIA POST Type // 24-hr 1-Year Rainfall=3.00"
Prepared by Horvath Associates Printed 10/11/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 16
Summary for Link 2L: DP#2
Inflow Area = 18.32 ac, 37.06% Impervious, Inflow Depth > 0.68" for 1-Year event
Inflow = 5.98 cfs @ 12.11 hrs, Volume= 1.043 of
Primary = 5.98 cfs @ 12.11 hrs, Volume= 1.043 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Link 2L: DP#2
Hydrograph
Time (hours)

TO WDB#2
TO DB#2
D P#3
Subcat DP#3 B#2
WDB#2
D P#5
3L
Subcat DP#5
D P#5
DB#1
7 B#1
D P#4
Subcat DP#4
TO WDB#1
TO WDB#1
Subcat Reach on Link Routing Diagram for 2159 SIA POST
EHyd,.CAD@
epared by Horvath Associates, Printed 10/10/2022
10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC

2159 SIA POST Type 11 24-hr 2-Year Rainfall=3.57"
Prepared by Horvath Associates Printed 10/10/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 2
Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-Q
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SubcatchmentDP#3: Subcat DP#3 Runoff Area=8.01 ac 5.99% Impervious Runoff Depth>1.62"
Flow Length=953' Tc=11.9 min CN=WQ Runoff=18.13 cfs 1.079 of
SubcatchmentDP#4: Subcat DP#4 Runoff Area=4.10 ac 10.73% Impervious Runoff Depth>1.76"
Flow Length=712' Tc=11.6 min CN=WQ Runoff=10.09 cfs 0.600 of
SubcatchmentDP#5: Subcat DP#5 Runoff Area=40.41 ac 20.79% Impervious Runoff Depth>1.94"
Flow Length=2,669' Tc=22.5 min CN=WQ Runoff=77.69 cfs 6.517 of
SubcatchmentTO WDB#1: TO WDB#1 Runoff Area=8.37 ac 52.09% Impervious Runoff Depth>2.55"
Tc=5.0 min CN=WQ Runoff=34.48 cfs 1.781 of
SubcatchmentTO WDB#2: TO WDB#2 Runoff Area=13.97 ac 48.60% Impervious Runoff Depth>2.50"
Tc=5.0 min CN=WQ Runoff=56.54 cfs 2.906 of
Pond WDB#1: WDB#1 Peak Elev=354.41' Storage=49,096 cf Inflow=34.48 cfs 1.781 of
Outflow=1.31 cfs 1.132 of
Pond WDB#2: WDB#2 Peak Elev=347.20' Storage=96,395 cf Inflow=56.54 cfs 2.906 of
Outflow=0.72 cfs 0.756 of
Link 3L: DP#5 Inflow=79.51 cfs 8.405 of
Primary=79.51 cfs 8.405 of
Total Runoff Area = 74.86 ac Runoff Volume = 12.883 of Average Runoff Depth = 2.07"
72.66% Pervious = 54.39 ac 27.34% Impervious = 20.47 ac

2159 SIA POST Type 11 24-hr 2-Year Rainfall=3.57"
Prepared by Horvath Associates Printed 10/10/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment DP#3: Subcat DP#3
[47] Hint: Peak is 206% of capacity of segment #3
Runoff = 18.13 cfs @ 12.04 hrs, Volume= 1.079 af, Depth> 1.62"
Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Year Rainfall=3.57"
Area (ac) CN Description
6.47
77
Forest, good, HSG D
1.06
80
Open, good, HSG D
0.04
98
Other Impervious, good, HSG D
0.34
98
Roof, good, HSG D
0.10
98
Sidewalk, good, HSG D
8.01
Weighted Average
7.53
77
94.01 % Pervious Area
0.48
98
5.99% Impervious Area
Tc
Length
Slope
Velocity
min)
(feet)
(ft/ft)
(ft/sec)
8.8
75
0.0930
0.14
1.1
338
0.0970
5.01
11.9 953 Total
Capacity Description
(cfs)
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
8.79 Channel Flow,
Area= 2.0 sf Perim= 4.0' r= 0.50' n= 0.035

2159 SIA POST Type 11 24-hr 2-Year Rainfall=3.57"
Prepared by Horvath Associates Printed 10/10/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 4
Subcatchment DP#3: Subcat DP#3
Hydrograph
20
-------'----1--L-- --'-----L--L--L--1---1--J--L--1--L--
- 18.13 cfs --
--L--
--1---1--J--1--1--L--L--
-- ■Runoff
18
--'n-`��1L--'r--------I--- ----'L--'r--'
-----'--
-- --
--'L--'
--
17
16
----------1p--p+--+--r--li-C-i9---i--+ --+--+--r--r-------+--+--+--r--r--
-2--Year-RainfaU; .57„-li--y -----
+--r--Ir--Ir--li--y-----+--r--Ir--
15
14
r-li-li --rt--r--r--Ir--Ir--li--
-Ru_I o I ArdaC 101 aCi_ ----
_�
-r--r--r--r- r-- -i-i r --r--
r--r--
r--
----7--r--Ir--
r----r--r--r--r--r--
13
-u-nWV 0'lUn1 11.0.7��}}1 -- --
---------------
--
--
-----
12
11
p DeptK>1.62"------
i
3 10
LL 9
----------------------------'---
-RoWlenatb^9'�, 3','--'',---
--
7
1� ---------'--J-1--1--L--
-
-c=fi:g rein
--1---1--J--1--1--L--r--
6
-'Y—rMVG--+--L--r---------- ---L--r--
-------
----+--L--
--
5
4
,
--r------+--+--+--+-------i--+ -+--+--+--+--r----+--+--+--+--+--
--r-------1--+--+--r--r-----i--- -- --
+--r--r--r--i--
----+--r--+--
3
r--r--r--r--r--r--i---i--r r--r--r--r--r--i-
r--r--r--r--
2
i i i rrrrr i-- i--r
rr--r--�
�
7r4-4--
1
0
1 2 3 4 5 6 7 8 9 10 11 12 13 14
Time (hours)
15 16
17
18 19 20 21
22
23
24
0

2159 SIA POST Type 11 24-hr 2-Year Rainfall=3.57"
Prepared by Horvath Associates Printed 10/10/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment DP#4: Subcat DP#4
Runoff = 10.09 cfs @ 12.04 hrs, Volume= 0.600 af, Depth> 1.76"
Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Year Rainfall=3.57"
Area (ac) CN Description
2.09
77
Forest, good, HSG D
1.57
80
Open, good, HSG D
0.34
98
Other Impervious, good, HSG D
0.08
98
Roof, good, HSG D
0.02
98
Sidewalk, good, HSG D
4.10
Weighted Average
3.66
78
89.27% Pervious Area
0.44
98
10.73% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
9.1
50
0.0400
0.09
Sheet Flow,
Grass: Bermuda n= 0.410 P2= 3.50"
1.8
424
0.0610
3.98
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
0.7
238
0.0420
5.48
10.96 Channel Flow,
Area= 2.0 sf Perim= 4.0' r= 0.50' n= 0.035
11.6 712 Total
Subcatchment DP#4: Subcat DP#4
Hydrograph
--------
�--,--r--r--r--r--�---�--r--r--r--r--r--r--�---I--,--r--r--r--r--
-- 1--L-- - -- 10.09-----1--J--1--1--L--L--
10 type ',II �41hr
91 2-Year Rainfall;:3���.57"
Runoff Area=4,10 ac
7 Runoff Vo'luimq=0.600', of
6 Runoff DePth>1.76"
LL 5 Flow Le'ingth=7'12''
--_ - r--r--r--r--i--r -r--r--r--r--r--i--r--r--r--r--r--
4 --c 1 6 m,i n
Irv=vuc
2
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Runoff

2159 SIA POST Type 11 24-hr 2-Year Rainfall=3.57"
Prepared by Horvath Associates Printed 10/10/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment DP#5: Subcat DP#5
[47] Hint: Peak is 450% of capacity of segment #3
[47] Hint: Peak is 1227% of capacity of segment #4
Runoff = 77.69 cfs @ 12.16 hrs, Volume= 6.517 af, Depth> 1.94"
Routed to Link 3L : DP#5
Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Year Rainfall=3.57"
Area (ac) CN Description
17.03
77
Forest, good, HSG D
14.98
80
Open, good, HSG D
8.07
98
Offsite Impervious, good, HSG D
0.03
98
Other Impervious, good, HSG D
0.23
98
Roof, good, HSG D
0.07
98
Sidewalk, good, HSG D
40.41
Weighted Average
32.01
78
79.21 % Pervious Area
8.40
98
20.79% Impervious Area
Tc Length Slope Velocity Capacity Description
in) (feet) (ft/ft) (ft/sec) (cfs)
11.0
75
0.0530
0.11
Sheet Flow, SHEET FLOW
Woods: Light underbrush n= 0.400 P2= 3.50"
3.7
711
0.0390
3.18
Shallow Concentrated Flow, SHALLOW CONCENTRATED
Unpaved Kv= 16.1 fps
1.0
597
0.0270
9.77
17.26 Pipe Channel,
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013
6.8
1,286
0.0140
3.16
6.33 Channel Flow, CHANNEL
Area= 2.0 sf Perim= 4.0' r= 0.50'
n= 0.035 Earth, dense weeds
22.5 2,669 Total

2159 SIA POST Type 11 24-hr 2-Year Rainfall=3.57"
Prepared by Horvath Associates Printed 10/10/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 7
Subcatchment DP#5: Subcat DP#5
Hydrograph
85--------------li ---- --li --il--------------li --li --il------------ri- ■Runoff
-r--r--r--r--r--i-- 77169 CfS -----r-------r---- --i --r--
1'
75 VV e-''- 41h r' 1 11
--'L�--11----------------'---'
- -I--I --I --'---'---'---'--I--I--I --'---
70 -2 Year -RA lnfaHr-3.U"-',---',- ---------',---',---',---',-- -------',---
65
-F uhoffArda-40.41-�c-- - - --; --;--r-------r-- -- --; --r--
60----------+--4--+--+----C------�+- -+--+--+--+-------+--+--+--+--+--
55-FtU-naffVC)]Urrie7o.617'�aF--1--1--L--+-----'----1--1--L-- --
w50 - --' --'-----------'-- --' --' --' --
45
=Fu=Hoff --! --! --F --T--!
0 40 -FloW-Lean ft*-.669!-----+ -+--+--+--+-------+--+--+--+--+--
LL
35 _ 30 �f/�lr -1�-i----------'---1--1--L----1---1--J--1--1--L-- --
1'i Ci=G6 Mini
25 FF�
,
20--r-------y--+--r--r--r-----i--y rt--+--r--r--r----y----+--r--r--
,
15------------1--L--------------i--L----1---1--J--1--1--L-- --
10
5 I I 1
Time (hours)

2159 SIA POST Type 11 24-hr 2-Year Rainfall=3.57"
Prepared by Horvath Associates Printed 10/10/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment TO WDB#1: TO WDB#1
[49] Hint: Tc<2dt may require smaller dt
Runoff = 34.48 cfs @ 11.95 hrs, Volume= 1.781 af, Depth> 2.55"
Routed to Pond WDB#1 : WDB#1
Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Year Rainfall=3.57"
Area (ac) CN Description
4.01
80
Open, good, HSG D
0.26
98
Other Impervious, good, HSG D
1.31
98
Roadway, good, HSG D
1.35
98
Roof, good, HSG D
0.24
100
SCM, good, HSG D
1.20
98
Sidewalk, good, HSG D
8.37
Weighted Average
4.01 80 47.91 % Pervious Area
4.36 98 52.09% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment TO WDB#1: TO WDB#1
Hydrograph
38
--------------------------
36 34.
--------------------------
34-----------'---' --'---'---'---'---'--
32
------------------------------
30
28 --------- -' -- -' -- ----------'--
26
24---------- -- --, --,----------
m 22-----------'---' --'---'---'---'---'--
20
0 18------- - I -- -- --T --F--------�--
16
14 ----------------------------
12
10------�---- -- --�--------�--
8
---------- ------F----------
6
4--------I-- -- -- ----------I--
� � � --'� --'�--'---'---'---'-- I'� -- I'� --'� --'� -- ■Runoff
-------------------------------
--''Type-N 24-b� -
-- -- 7-Year Rai nfal1#3.�'� 7'r-
-' -- -----------------------------
--
- - - RuIllII�f Ar&a:8137 -ac -
-- --
-- l-- RunoffD"th>Z.�55'r=
-I ------------------�\i�.i lillf�--
-- li --i --i --i--i------i-- IiC�?I�*1 -
-i -- -- -- --i------- -i-- -- -- --i --
-I -----------I--------------I---
0 11 12 13 14 15 16 17 18 19 20 21
Time (hours)

2159 SIA POST Type 11 24-hr 2-Year Rainfall=3.57"
Prepared by Horvath Associates Printed 10/10/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment TO WDB#2: TO WDB#2
[49] Hint: Tc<2dt may require smaller dt
Runoff = 56.54 cfs @ 11.95 hrs, Volume= 2.906 af, Depth> 2.50"
Routed to Pond WDB#2 : WDB#2
Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Year Rainfall=3.57"
Area (ac) CN Description
7.18
80
Open, good, HSG D
0.37
98
Other Impervious, good, HSG D
1.85
98
Roadway, good, HSG D
2.23
98
Roof, good, HSG D
0.39
100
SCM, good, HSG D
1.95
98
Sidewalk, good, HSG D
13.97
Weighted Average
7.18
80
51.40% Pervious Area
6.79
98
48.60% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
w
3
0
LL
Subcatchment TO WDB#2: TO WDB#2
------I-- 7 -- Y --+-- r --I_ --I-
-------7--Y--+--r--r-------
--' 1--L--L-- --J
�IIIIIIIIIIIIIIIIIIIIII
--------'-- -- L -- L -- L--------'-- L
-----------
j-- +-- II --II --II -------
Hydrograph
56.54 cfs
--III--II--II1---'ITYp II;2 -h;r
--+--+--r--+--I---I--+--+--+--+--+r
2+Year RainfaIIT3.57"
4 - - + - - � - - � - -1- - -I- - � - - � - - + - - + - - � - -
RWnbffl AeeA=1197 at
iRnOffLVplme=2.0_elf -
-----i--Runaff_IDupth>2,,50"_
-CN'r-AQ
I I I I I I I I I I I
0 11 12 13 14 15 16 17 18 19 20 21
Time (hours)
■ Runoff

2159 SIA POST Type 11 24-hr 2-Year Rainfall=3.57"
Prepared by Horvath Associates Printed 10/10/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 10
Summary for Pond WDB#1: WDB#1
Inflow Area = 8.37 ac, 52.09% Impervious, Inflow Depth > 2.55" for 2-Year event
Inflow = 34.48 cfs @ 11.95 hrs, Volume= 1.781 of
Outflow = 1.31 cfs @ 13.46 hrs, Volume= 1.132 af, Atten= 96%, Lag= 90.7 min
Primary = 1.31 cfs @ 13.46 hrs, Volume= 1.132 of
Routed to Link 3L : DP#5
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 354.41' @ 13.46 hrs Surf.Area= 16,980 sf Storage= 49,096 cf
Plug -Flow detention time= 364.1 min calculated for 1.132 of (64% of inflow)
Center -of -Mass det. time= 254.8 min ( 1,029.0 - 774.2 )
Volume
Invert Avail.Storage
Storage
Description
#1
351.00' 169,339 cf
Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation
Surf.Area Inc.Store
Cum.Store
(feet)
(sq-ft) (cubic -feet)
(cubic -feet)
351.00
10,622
0
0
351.50
12,801
5,856
5,856
352.00
13,469
6,568
12,423
353.00
14,882
14,176
26,599
354.00
16,351
15,617
42,215
355.00
17,875
17,113
59,328
356.00
19,456
18,666
77,994
357.00
21,092
20,274
98,268
358.00
22,785
21,939
120,206
359.00
24,572
23,679
143,885
360.00
26,337
25,455
169,339
Device Routing Invert Outlet Devices
#1
Primary
346.00'
30.0" Round Culvert
L= 158.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 346.00' / 339.00' S= 0.0443 T Cc= 0.900
n= 0.013, Flow Area= 4.91 sf
#2
Device 1
351.00'
2.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3
Device 1
352.40'
5.0" W x 5.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4
Device 1
357.50'
48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Primary OutFlow Max=1.31 cfs @ 13.46 hrs HW=354.41' (Free Discharge)
L1=Culvert (Passes 1.31 cfs of 63.26 cfs potential flow)
�2=Orifice/Grate (Orifice Controls 0.19 cfs @ 8.79 fps)
3=Orifice/Grate (Orifice Controls 1.12 cfs @ 6.46 fps)
4=Orifice/G rate ( Controls 0.00 cfs)

2159 SIA POST Type 11 24-hr 2-Year Rainfall=3.57"
Prepared by Horvath Associates Printed 10/10/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 11
Hydrograph
38
_
-J--J--L-
- -1--J--J--'-
34.48 cfS
-1--J--1-L--1---1--J -L--+ -'--
_
■ Inflow
■ Primary
36
----J--
--
-------
--
-------J
- _ -
FrMlow A'l la = a.37-ac- -
34
32
----+--+--+-------+--+-------+
Peak-E�T364.4th---+--i---i--+--r--+--i--
30
28
26
----+--+--r--r----+--r--r--i--+
--r a��ti��/6-Cf
to
----r--r--r--r----r--r--r--i--r
--r--r-r--r r-----i- r--r--r--i--
24
w 22
----
--7--r--r---1--r--i
--i--
-- --i--T--r-----i-- --r-- --i--
- 20
i
o 18
��
--�----
--
16
14
12
-J---L
L-------J--L-----'--J
-L--1--J--1--L-----'-- L--L--'--
10
-J--J--L-------J--L-----'--
-J----J--J--L-----'-- L--J--'--
8
---J--
--L-------
--
-------
- ---- ----L------- L-- ----
6
-J--
--L-------
--
-------
------+--L----- - ----
4
1.31
cfs
2
0
0 1
2
3
4
5 6
7 8
9
10 11 12 13
14 15 16 17 18 19 20 21 22 23 24
Time (hours)

2159 SIA POST Type 11 24-hr 2-Year Rainfall=3.57"
Prepared by Horvath Associates Printed 10/10/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 12
Summary for Pond WDB#2: WDB#2
Inflow Area = 13.97 ac, 48.60% Impervious, Inflow Depth > 2.50" for 2-Year event
Inflow = 56.54 cfs @ 11.95 hrs, Volume= 2.906 of
Outflow = 0.72 cfs @ 18.83 hrs, Volume= 0.756 af, Atten= 99%, Lag= 412.3 min
Primary = 0.72 cfs @ 18.83 hrs, Volume= 0.756 of
Routed to Link 3L : DP#5
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 347.20' @ 18.83 hrs Surf.Area= 27,270 sf Storage= 96,395 cf
Plug -Flow detention time= 452.6 min calculated for 0.756 of (26% of inflow)
Center -of -Mass det. time= 268.3 min ( 1,045.1 - 776.8 )
Volume Invert
Avail.Storage Storage Description
#1 343.00'
291,342 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
343.00
17,005
0 0
343.50
20,025
9,258 9,258
344.00
20,947
10,243 19,501
345.00
22,863
21,905 41,406
346.00
24,835
23,849 65,255
347.00
26,863
25,849 91,104
348.00
28,947
27,905 119,009
349.00
31,088
30,018 149,026
350.00
33,284
32,186 181,212
351.00
35,536
34,410 215,622
352.00
37,846
36,691 252,313
353.00
40,211
39,029 291,342
Device Routing
Invert
Outlet Devices
#1 Primary
338.00'
30.0" Round Culvert
L= 198.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 338.00' / 337.00' S= 0.0051 T Cc= 0.900
n= 0.013, Flow Area= 4.91 sf
#2 Device 1
343.00'
2.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1
344.40'
3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#4 Device 1
349.00'
48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=0.72 cfs @ 18.83 hrs HW=347.20' (Free Discharge)
L1=Culvert (Passes 0.72 cfs of 59.86 cfs potential flow)
12=Orifice/Grate (Orifice Controls 0.33 cfs @ 9.74 fps)
3=Orifice/Grate (Orifice Controls 0.39 cfs @ 7.87 fps)
4=Orifice/G rate ( Controls 0.00 cfs)

2159 SIA POST Type 11 24-hr 2-Year Rainfall=3.57"
Prepared by Horvath Associates Printed 10/10/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 13
3
0
U-
Pond WDB#2: WDB#2
Hydrograph
56.54 cfs
T- -T- -T--T--T--i--
Inflow ',Area=13.97 '',ac,
-- - -- - --
--L --'-- L-- L -- L-----'-- 1 -- L --L --'--
--L--' - --J L--L-----'--1--L--L--'--
-- -t- --+--------- -- -- -t-
-------+-- L-----�-- -- L --� --1--
0.72
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Inflow
■ Primary

2159 SIA POST Type 11 24-hr 2-Year Rainfall=3.57"
Prepared by Horvath Associates Printed 10/10/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 14
Summary for Link 3L: DP#5
Inflow Area = 62.75 ac, 31.16% Impervious, Inflow Depth > 1.61" for 2-Year event
Inflow = 79.51 cfs @ 12.16 hrs, Volume= 8.405 of
Primary = 79.51 cfs @ 12.16 hrs, Volume= 8.405 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Link 3L: DP#5
Hydrograph
'---'--'------�---�--
❑Inflow
---------------,-- ------
-- -
- -I--
- - - - ----,--
- - -
- - - - -,--
❑ Primary
85
- r - -
1'IIi� low Area s�•
- 79.51 cfs
-r----T--T--r-------T--r--r----
80
7s
j
----r--r--r--
-----,--r--r-------
--r--
----
70-----,--r-------
65
'
--I--I--4--I--I-------+-----I--
---I----+----I---I--4------I--
60
55
w 50
u
3 45
--J--1--L--1-----L--L--1---1-
-L--1--J--1--
--1---1--L--L--L--'--
0 40
LL-
- - -
-
-
-
-
-
- -
35
30
25
--i-- ----r-------I- -r-
I I
----r--r--r--I---1--r--r--1---I-
-i --i-
--i--
--T--r--------F--r--F--i--
I
I
I
I
20
--r-r--r--r--r--i--r--r--r--i-
r--1--
--r-r--r--r--r--i--r--r--r--i--
r--
T--
r--1---I--
7--
r--
r--I--
15
10
5
0
0 1
2 3 4 5 6 7 8 9
10 11 12 13
14 15
16
17
18 19
20 21
22
23 24
Time (hours)

2159 SIA POST Type/1 24-hr 10-Year Rainfall=5.15"
Prepared by Horvath Associates Printed 10/10/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 15
Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-Q
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SubcatchmentDP#3: Subcat DP#3 Runoff Area=8.01 ac 5.99% Impervious Runoff Depth>2.91"
Flow Length=953' Tc=11.9 min CN=WQ Runoff=32.73 cfs 1.941 of
SubcatchmentDP#4: Subcat DP#4 Runoff Area=4.10 ac 10.73% Impervious Runoff Depth>3.08"
Flow Length=712' Tc=11.6 min CN=WQ Runoff=17.71 cfs 1.052 of
Subcatchment DP#5: Subcat DP#5 Runoff Area=40.41 ac 20.79% Impervious Runoff Depth>3.28"
Flow Length=2,669' Tc=22.5 min CN=WQ Runoff=133.09 cfs 11.060 of
SubcatchmentTO WDB#1: TO WDB#1 Runoff Area=8.37 ac 52.09% Impervious Runoff Depth>4.01"
Tc=5.0 min CN=WQ Runoff=53.85 cfs 2.798 of
SubcatchmentTO WDB#2: TO WDB#2 Runoff Area=13.97 ac 48.60% Impervious Runoff Depth>3.95"
Tc=5.0 min CN=WQ Runoff=88.88 cfs 4.594 of
Pond WDB#1: WDB#1 Peak EIev=356.07' Storage=79,391 cf Inflow=53.85 cfs 2.798 of
Outflow=1.79 cfs 1.681 of
Pond WDB#2: WDB#2 Peak EIev=349.05' Storage=150,685 cf Inflow=88.88 cfs 4.594 of
Outflow=1.78 cfs 1.198 of
Link 3L: DP#5 Inflow=135.57 cfs 13.940 of
Primary=135.57 cfs 13.940 of
Total Runoff Area = 74.86 ac Runoff Volume = 21.445 of Average Runoff Depth = 3.44"
72.66% Pervious = 54.39 ac 27.34% Impervious = 20.47 ac

2159 SIA POST Type/1 24-hr 10-Year Rainfall=5.15"
Prepared by Horvath Associates Printed 10/10/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 16
Summary for Subcatchment DP#3: Subcat DP#3
[47] Hint: Peak is 372% of capacity of segment #3
Runoff = 32.73 cfs @ 12.04 hrs, Volume= 1.941 af, Depth> 2.91"
Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-Year Rainfall=5.15"
Area (ac) CN Description
6.47
77
Forest, good, HSG D
1.06
80
Open, good, HSG D
0.04
98
Other Impervious, good, HSG D
0.34
98
Roof, good, HSG D
0.10
98
Sidewalk, good, HSG D
8.01
Weighted Average
7.53
77
94.01 % Pervious Area
0.48
98
5.99% Impervious Area
Tc
Length
Slope
Velocity
min)
(feet)
(ft/ft)
(ft/sec)
8.8
75
0.0930
0.14
1.1
338
0.0970
5.01
11.9 953 Total
Capacity Description
(cfs)
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
8.79 Channel Flow,
Area= 2.0 sf Perim= 4.0' r= 0.50' n= 0.035

2159 SIA POST Type/1 24-hr 10-Year Rainfall=5.15"
Prepared by Horvath Associates Printed 10/10/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 17
Subcatchment DP#3: Subcat DP#3
Hydrograph
36---------- -- -- -------------i-- -- --- ------------ -- -- -- -- ■Runoff
34 1 1 1 1 32.73 cfs T 11 1
32 type -I'in-Z4-14r'r--Ir--I'r--I'i---'i-- -- 28 --Ir--Ir--I'r--I'i---I'i--7--,--7--Ir--I'r--
30
-Year Rainfaff='�5.'w'`- -- -- -- -------'-- -- -- -- --' --
28--------I--+--+--+--+----------+ --+--+--+--+-------+--+--+--+--+--
26 ' -Ruhaff Ard&: 01-ac--'�--L --L-- --L--' -------J--L--L--L--L--
24 -Iu'-o 0ju�n-L-1'-1.S4�C'af --1--1--L--L--1--- 1--J--1--1--L--L--
22 1' T - p=
------------------------------- --------------------------------
--
20 Fltua#Dep2.91��---,---, ---------------------------,---
3 18-
0 16 LL
FlofinrZe'nfFi^9r-�-- --, - --! --! --'r----,--7--! --'r--
14
12--+--+----------i-- - --+-- ---------+----+--+-- --
10 -�-�� t--1--L--L--------�--�---i----��-----------1--L--��--
8--------'----1--L----------'--J-1--1--L--L-------J----1--L--L--
6
---------------------
4
------------------- %///////i ///

2159 SIA POST Type/1 24-hr 10-Year Rainfall=5.15"
Prepared by Horvath Associates Printed 10/10/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 18
Summary for Subcatchment DP#4: Subcat DP#4
[47] Hint: Peak is 162% of capacity of segment #3
Runoff = 17.71 cfs @ 12.03 hrs, Volume= 1.052 af, Depth> 3.08"
Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-Year Rainfall=5.15"
Area (ac) CN Description
2.09
77
Forest, good, HSG D
1.57
80
Open, good, HSG D
0.34
98
Other Impervious, good, HSG D
0.08
98
Roof, good, HSG D
0.02
98
Sidewalk, good, HSG D
4.10
Weighted Average
3.66
78
89.27% Pervious Area
0.44
98
10.73% Impervious Area
Tc
Length
Slope
Velocity
min)
(feet)
(ft/ft)
(ft/sec)
9.1
50
0.0400
0.09
1.8
424
0.0610
3.98
181 V�WN KIM,IM E,K
11.6 712 Total
Capacity Description
(cfs)
Sheet Flow,
Grass: Bermuda n= 0.410 P2= 3.50"
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
10.96 Channel Flow,
Area= 2.0 sf Perim= 4.0' r= 0.50' n= 0.035

2159 SIA POST Type/1 24-hr 10-Year Rainfall=5.15"
Prepared by Horvath Associates Printed 10/10/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 19
Subcatchment DP#4: Subcat DP#4
Hydrograph
19
--'---'---'---'---'--'---'---'---'---------'-----'---'---'---'---'---'---'
-
-t--L-
-----------1 L L -------'-- 17.71 cfs
-L-----'--
--1--1--t--L--
---'
--'---'---
■Runoff
17
- �[�e-'111- I L--------''--J --1--
--L--'L-------J--1--1--L--'L--
16
,IIIIIIIIIII
,
IIIIIIIIIII
-��0-YeIar�Rainfafr-I15.�Fs�� -JI --
--
--IL-------JI--
--
--
--IL--
15
14
----------/�----r--r---------- -- --
-Ru-haff Arch=4,1Qa�----- -- --
--r--
--r--
-------
-------
--
--
--
--+--r--
--r--
--
--
13
12
u
^3 11
r->-1rI
------IiI ----
Il-8
---
10
0 9
LL
+I
-RI -u-l-nII-o--fI --D1I -Ipt-+I --V-"
-Ro -Lencift=712-�I
--II
--IIr-------y--
--i--II
--Ilr--
-
$
-+�-+--+--------I--+ -+--+--r--+--I---I--+--+--+--+--+--
-:j MMt--t--'I---'I---'I--t -t--
t--
t--
t--I---I-
-t--
t--
t--
t--
t--
6
4- _ WQ - - Y - - T - -
5
I__1__7__T__r__I___I___I__1
4
--�---------t--r-4r-4-----�------r--r
--�r
-------
----t--r--
�r
--
3
2
I I I �--r--r--r--T --I-- I-- �
r--r---I---I
7--r-4-4--
1
0
0
1 2 3 4 5 6 7 8 9 10 11 12 13 14
Time (hours)
15
16
17
18 19 20
21
22
23
24

2159 SIA POST Type/1 24-hr 10-Year Rainfall=5.15"
Prepared by Horvath Associates Printed 10/10/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 20
Summary for Subcatchment DP#5: Subcat DP#5
[47] Hint: Peak is 771% of capacity of segment #3
[47] Hint: Peak is 2103% of capacity of segment #4
Runoff = 133.09 cfs @ 12.15 hrs, Volume= 11.060 af, Depth> 3.28"
Routed to Link 3L : DP#5
Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-Year Rainfall=5.15"
Area (ac) CN Description
17.03
77
Forest, good, HSG D
14.98
80
Open, good, HSG D
8.07
98
Offsite Impervious, good, HSG D
0.03
98
Other Impervious, good, HSG D
0.23
98
Roof, good, HSG D
0.07
98
Sidewalk, good, HSG D
40.41
Weighted Average
32.01
78
79.21 % Pervious Area
8.40
98
20.79% Impervious Area
Tc Length Slope Velocity Capacity Description
in) (feet) (ft/ft) (ft/sec) (cfs)
11.0
75
0.0530
0.11
Sheet Flow, SHEET FLOW
Woods: Light underbrush n= 0.400 P2= 3.50"
3.7
711
0.0390
3.18
Shallow Concentrated Flow, SHALLOW CONCENTRATED
Unpaved Kv= 16.1 fps
1.0
597
0.0270
9.77
17.26 Pipe Channel,
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013
6.8
1,286
0.0140
3.16
6.33 Channel Flow, CHANNEL
Area= 2.0 sf Perim= 4.0' r= 0.50'
n= 0.035 Earth, dense weeds
22.5 2,669 Total

2159 SIA POST Type/1 24-hr 10-Year Rainfall=5.15"
Prepared by Horvath Associates Printed 10/10/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 21
Subcatchment DP#5: Subcat DP#5
Hydrograph
--�---�--�--�--+--�--�--�--�--�--�--+--�---�---�--�--+--�--�---�---�--�--�-- ■Runoff
140 133.09 cfs
130 ' rtype�l4-rL-- J--1--1--------'-- -- -- ----------i--i--
120
110Flu-no#f-/fir a74a.41-ac ii,--,-------------------------- --,--
100 1
90
-RuAoff-Volurh-e-"fl.-OW af---------- --+------------ -- --
80 ' Ru-'Hoff-[e� tli>.28--- -- - - --- -- - --
P -- -- -- -- -- --+- -- -- -- --
o 70 low60- a g+nth=2,009' -- --+-------'-- --+----+-----'-- --+--
�I
50
40
-----i--
30
20
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

2159 SIA POST Type/1 24-hr 10-Year Rainfall=5.15"
Prepared by Horvath Associates Printed 10/10/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 22
Summary for Subcatchment TO WDB#1: TO WDB#1
[49] Hint: Tc<2dt may require smaller dt
Runoff = 53.85 cfs @ 11.95 hrs, Volume= 2.798 af, Depth> 4.01"
Routed to Pond WDB#1 : WDB#1
Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-Year Rainfall=5.15"
Area (ac) CN Description
4.01
80
Open, good, HSG D
0.26
98
Other Impervious, good, HSG D
1.31
98
Roadway, good, HSG D
1.35
98
Roof, good, HSG D
0.24
100
SCM, good, HSG D
1.20
98
Sidewalk, good, HSG D
8.37
Weighted Average
4.01 80 47.91 % Pervious Area
4.36 98 52.09% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
N
3
0
LL
Subcatchment TO WDB#1: TO WDB#1
Hydrograph
Runoff
85cfs I--�--�--III--III---III--�I--�--�--�--III--
-- --III---III---III---III---IIIType-W24-b�-
--
- t - RuIll Ar6a=&37, ad -
--R-pn9ffII-d-p1 le=12:�-9$-� -
-- ----Runaf#IIIDeptK>4.01llL
-- --III---III---III---III---III--TicT^5.'I -fig--
--7--T--r--r-------�-- IV-N=
0 11 12 13 14 15 16 17 18 19 20 21
Time (hours)

2159 SIA POST Type/1 24-hr 10-Year Rainfall=5.15"
Prepared by Horvath Associates Printed 10/10/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 23
Summary for Subcatchment TO WDB#2: TO WDB#2
[49] Hint: Tc<2dt may require smaller dt
Runoff = 88.88 cfs @ 11.95 hrs, Volume= 4.594 af, Depth> 3.95"
Routed to Pond WDB#2 : WDB#2
Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-Year Rainfall=5.15"
Area (ac) CN Description
7.18
80
Open, good, HSG D
0.37
98
Other Impervious, good, HSG D
1.85
98
Roadway, good, HSG D
2.23
98
Roof, good, HSG D
0.39
100
SCM, good, HSG D
1.95
98
Sidewalk, good, HSG D
13.97
Weighted Average
7.18
80
51.40% Pervious Area
6.79
98
48.60% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
N
3
0
LL
Subcatchment TO WDB#2: TO WDB#2
Hydrograph
------------------------------ ■Runoff
88 cfs --F F- -- --
--
i - -Ru no f-Ati eA=12197 at, -
--;- Runoff�D�ptK>3.95"-
+--+--+--+--+-------iAi=`5.0-�iFI--
+--+--+--r--+-------+--+ _
r --r--r--r--r--r--i--r--r--r--r--r--
r--r--r--r--r--r i--r--r--r--r--r--
r --r--r--r--r-------r--r--r--r--r--
-r--r--r--r--rirrrrr--
0 11 12 13 14 15 16 17 18 19 20 21
Time (hours)

2159 SIA POST Type/1 24-hr 10-Year Rainfall=5.15"
Prepared by Horvath Associates Printed 10/10/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 24
Summary for Pond WDB#1: WDB#1
Inflow Area = 8.37 ac, 52.09% Impervious, Inflow Depth > 4.01" for 10-Year event
Inflow = 53.85 cfs @ 11.95 hrs, Volume= 2.798 of
Outflow = 1.79 cfs @ 13.69 hrs, Volume= 1.681 af, Atten= 97%, Lag= 104.1 min
Primary = 1.79 cfs @ 13.69 hrs, Volume= 1.681 of
Routed to Link 3L : DP#5
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 356.07' @ 13.69 hrs Surf.Area= 19,573 sf Storage= 79,391 cf
Plug -Flow detention time= 383.6 min calculated for 1.677 of (60% of inflow)
Center -of -Mass det. time= 272.4 min ( 1,040.3 - 767.9 )
Volume
Invert Avail.Storage
Storage
Description
#1
351.00' 169,339 cf
Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation
Surf.Area Inc.Store
Cum.Store
(feet)
(sq-ft) (cubic -feet)
(cubic -feet)
351.00
10,622
0
0
351.50
12,801
5,856
5,856
352.00
13,469
6,568
12,423
353.00
14,882
14,176
26,599
354.00
16,351
15,617
42,215
355.00
17,875
17,113
59,328
356.00
19,456
18,666
77,994
357.00
21,092
20,274
98,268
358.00
22,785
21,939
120,206
359.00
24,572
23,679
143,885
360.00
26,337
25,455
169,339
Device Routing Invert Outlet Devices
#1
Primary
346.00'
30.0" Round Culvert
L= 158.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 346.00' / 339.00' S= 0.0443 T Cc= 0.900
n= 0.013, Flow Area= 4.91 sf
#2
Device 1
351.00'
2.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3
Device 1
352.40'
5.0" W x 5.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4
Device 1
357.50'
48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Primary OutFlow Max=1.79 cfs @ 13.69 hrs HW=356.07' (Free Discharge)
L1=Culvert (Passes 1.79 cfs of 70.20 cfs potential flow)
�2=Orifice/Grate (Orifice Controls 0.23 cfs @ 10.75 fps)
3=Orifice/Grate (Orifice Controls 1.56 cfs @ 8.96 fps)
4=Orifice/G rate ( Controls 0.00 cfs)

2159 SIA POST Type/1 24-hr 10-Year Rainfall=5.15"
Prepared by Horvath Associates Printed 10/10/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 25
'1.71 0 \yiyl Q Vii Mytyl Q Vii
Hydrograph
,� � � � � � � � � � � � � � � � � � � � � ■Inflow
60-----------------�--�- 53.8■Prima
55--IIII-- -- --Ili--IIII---IIII-- --Ili--IIII----- -FrMo v�A'l la=a.-3'�7-ac-- Primary
50----J--1--L-----I----L-----I--J --
Pe1 --Vev-I-
'akT366:071-
45--1--J--1--L-------J--L-----I--J --L--I--J--1--L--I-----1--L--+--I--
40 or_agl,e_ - 9, 391 c - -
N 35---------i---------i --i --I--- --i---------i---------i --i --I--
� I I I I I I I I I I I I I I I I I I I I I
3 30-----I-------I-- --I--------I-------I-- --I--
0
I
25 ,I--I--�--r--r--I---I--�--r--i --I--�--r--I--r--r--r--I---I--�--r--r--I--
I I I I I I I I I I I I I I I I I I I I I I I
20 --I--r--r--r--I---I--r--r--r--I--r --r----r--r--r-------r--r--r--I--
, I I I I I I I I I I I I I I I I I I I I I I
15----+--+--r--r----+--r--r--I-- --r--r-+--+--r-------+--r--r--I--
10----+--+--r-------+--+-----I-- 5-
0

2159 SIA POST Type/1 24-hr 10-Year Rainfall=5.15"
Prepared by Horvath Associates Printed 10/10/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 26
Summary for Pond WDB#2: WDB#2
Inflow Area = 13.97 ac, 48.60% Impervious, Inflow Depth > 3.95" for 10-Year event
Inflow = 88.88 cfs @ 11.95 hrs, Volume= 4.594 of
Outflow = 1.78 cfs @ 15.55 hrs, Volume= 1.198 af, Atten= 98%, Lag= 216.0 min
Primary = 1.78 cfs @ 15.55 hrs, Volume= 1.198 of
Routed to Link 3L : DP#5
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 349.05' @ 15.55 hrs Surf.Area= 31,205 sf Storage= 150,685 cf
Plug -Flow detention time= 445.4 min calculated for 1.196 of (26% of inflow)
Center -of -Mass det. time= 258.6 min ( 1,028.9 - 770.3 )
Volume Invert
Avail.Storage Storage Description
#1 343.00'
291,342 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
343.00
17,005
0 0
343.50
20,025
9,258 9,258
344.00
20,947
10,243 19,501
345.00
22,863
21,905 41,406
346.00
24,835
23,849 65,255
347.00
26,863
25,849 91,104
348.00
28,947
27,905 119,009
349.00
31,088
30,018 149,026
350.00
33,284
32,186 181,212
351.00
35,536
34,410 215,622
352.00
37,846
36,691 252,313
353.00
40,211
39,029 291,342
Device Routing
Invert
Outlet Devices
#1 Primary
338.00'
30.0" Round Culvert
L= 198.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 338.00' / 337.00' S= 0.0051 T Cc= 0.900
n= 0.013, Flow Area= 4.91 sf
#2 Device 1
343.00'
2.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1
344.40'
3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#4 Device 1
349.00'
48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=1.55 cfs @ 15.55 hrs HW=349.05' (Free Discharge)
L1=Culvert (Passes 1.55 cfs of 66.69 cfs potential flow)
12=Orifice/Grate (Orifice Controls 0.40 cfs @ 11.74 fps)
3=Orifice/Grate (Orifice Controls 0.50 cfs @ 10.25 fps)
4=Orifice/G rate (Weir Controls 0.64 cfs @ 0.75 fps)

2159 SIA POST Type/1 24-hr 10-Year Rainfall=5.15"
Prepared by Horvath Associates Printed 10/10/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 27
Pond WDB#2: WDB#2
Hydrograph
-J--1--L--1-----1--L--1-
- - - -
I'
-
-
-
-
88.88 CfS
- -1--J--1--L--1-----1--L--L--'--
■ Inflow
■ Primary
95
-J--1--L--I'---I'--�--L--I'---'--J
--
J- -J--J-�--'---' J--'--
-1-n o�W_ Ares= r ac
90
--+--
-------
--
-------
-
85
804--
---- --
--
-----I--
--+-----I--
--I --I -- - -- -- - F-
75
70
65
'
------------------------------
--------------------------------
60
w 55
3 50
---- --
--
-------
--
-------
-- ---- --+--------- -- -- ----
0 45
--I----+--r-----I--
--+-----I--
--r--I----+--r-----I----r--r--I--
40
35
----I---F
T- r-
---I-
- r--'i--i--
-- --i--T-- r--r----�--r--F --i--
30
-
- -
-
- -
- - - - - -
25
20
-J--1--L--1-----1--L--1---1--
-L--1--J--1----1---1--1--L-- --'--
15
-J--J--L-------1--L--1---1--
L--1--J--1-------'--J--J--'--
10
1.78 cfs
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

2159 SIA POST Type/1 24-hr 10-Year Rainfall=5.15"
Prepared by Horvath Associates Printed 10/10/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 28
Summary for Link 3L: DP#5
Inflow Area = 62.75 ac, 31.16% Impervious, Inflow Depth > 2.67" for 10-Year event
Inflow = 135.57 cfs @ 12.15 hrs, Volume= 13.940 of
Primary = 135.57 cfs @ 12.15 hrs, Volume= 13.940 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Link 3L: DP#5
Hydrograph
--�--�--1--L--1--L--L--1---1--L--L--1--J--1--L--1--J--1--L--1--L--L--I---
--�--�--r--'�--'�--�--r--'�
--'�-
T--r--'�--�--r--'�--'�--�--r--'�
--
❑ Inflow
150
❑Primary
140
��
+ _ +
-1'In CoItivlAre,e=64
135.57 cfs
--+-------
--
-- ----
-- -----
130
I I I I I I I I
I I I
I
I I
I
I
I I
I
I I
120
100
--I--y--+--'r--'I----t---
- - --t--y--t--r----y--+--'r--'I--
--t--'I---
90
N
U $O
_-I--7--t--r--I--�--r--I---I--Y-
-7--Y__r__I__7__t--r--I--�--r--I---
70
LL
i
----T--+--T------+--I
- - --T-
--T
--T----T
--T
--T------+
--I --
60
I T
50
'�
------L--L --' ----L-- -
- -'-- -
-- L
--L --I-
-
--L
--L --'
--
--L--I---
40
--I-- -- --II --I-- -- --II
--I-- - ---
T
--II-----I--
--II --I--
-- --II --
30
,'I
-------+-- ------+-------
I I I I I I I I
-
I I
--
I
-- ----
I I
I
--+--
I
----
I I
I
--+-----
I I
20
10
Rig!
0
0 1
2 3 4 5 6 7 8 9
10 11 12 13 14
15
16 17
18
19
20 21
22
23 24
Time (hours)

2159 SIA POST Type/1 24-hr 100-Year Rainfall=7.58"
Prepared by Horvath Associates Printed 10/10/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 29
Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-Q
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SubcatchmentDP#3: Subcat DP#3 Runoff Area=8.01 ac 5.99% Impervious Runoff Depth>5.07"
Flow Length=953' Tc=11.9 min CN=WQ Runoff=56.41 cfs 3.384 of
SubcatchmentDP#4: Subcat DP#4 Runoff Area=4.10 ac 10.73% Impervious Runoff Depth>5.27"
Flow Length=712' Tc=11.6 min CN=WQ Runoff=29.95 cfs 1.801 of
Subcatchment DP#5: Subcat DP#5 Runoff Area=40.41 ac 20.79% Impervious Runoff Depth>5.50"
Flow Length=2,669' Tc=22.5 min CN=WQ Runoff=222.08 cfs 18.525 of
SubcatchmentTO WDB#1: TO WDB#1 Runoff Area=8.37 ac 52.09% Impervious Runoff Depth>6.33"
Tc=5.0 min CN=WQ Runoff=84.05 cfs 4.417 of
SubcatchmentTO WDB#2: TO WDB#2 Runoff Area=13.97 ac 48.60% Impervious Runoff Depth>6.26"
Tc=5.0 min CN=WQ Runoff=139.37 cfs 7.287 of
Pond WDB#1: WDB#1 Peak Elev=357.55' Storage=110,052 cf Inflow=84.05 cfs 4.417 of
Outflow=15.72 cfs 2.634 of
Pond WDB#2: WDB#2 Peak Elev=349.82' Storage=175,314 cf Inflow=139.37 cfs 7.287 of
Outflow=39.98 cfs 3.855 of
Link 3L: DP#5 Inflow=273.51 cfs 25.013 of
Primary=273.51 cfs 25.013 of
Total Runoff Area = 74.86 ac Runoff Volume = 35.415 of Average Runoff Depth = 5.68"
72.66% Pervious = 54.39 ac 27.34% Impervious = 20.47 ac

2159 SIA POST Type/1 24-hr 100-Year Rainfall=7.58"
Prepared by Horvath Associates Printed 10/10/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 30
Summary for Subcatchment DP#3: Subcat DP#3
[47] Hint: Peak is 642% of capacity of segment #3
Runoff = 56.41 cfs @ 12.03 hrs, Volume= 3.384 af, Depth> 5.07"
Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-Year Rainfall=7.58"
Area (ac) CN Description
6.47
77
Forest, good, HSG D
1.06
80
Open, good, HSG D
0.04
98
Other Impervious, good, HSG D
0.34
98
Roof, good, HSG D
0.10
98
Sidewalk, good, HSG D
8.01
Weighted Average
7.53
77
94.01 % Pervious Area
0.48
98
5.99% Impervious Area
Tc
Length
Slope
Velocity
min)
(feet)
(ft/ft)
(ft/sec)
8.8
75
0.0930
0.14
1.1
338
0.0970
5.01
11.9 953 Total
Capacity Description
(cfs)
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
8.79 Channel Flow,
Area= 2.0 sf Perim= 4.0' r= 0.50' n= 0.035

2159 SIA POST Type/1 24-hr 100-Year Rainfall=7.58"
Prepared by Horvath Associates Printed 10/10/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 31
Subcatchment DP#3: Subcat DP#3
Hydrograph
--------'---
i� -------------------
1 2;

2159 SIA POST Type/1 24-hr 100-Year Rainfall=7.58"
Prepared by Horvath Associates Printed 10/10/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 32
Summary for Subcatchment DP#4: Subcat DP#4
[47] Hint: Peak is 273% of capacity of segment #3
Runoff = 29.95 cfs @ 12.03 hrs, Volume= 1.801 af, Depth> 5.27"
Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-Year Rainfall=7.58"
Area (ac) CN Description
2.09
77
Forest, good, HSG D
1.57
80
Open, good, HSG D
0.34
98
Other Impervious, good, HSG D
0.08
98
Roof, good, HSG D
0.02
98
Sidewalk, good, HSG D
4.10
Weighted Average
3.66
78
89.27% Pervious Area
0.44
98
10.73% Impervious Area
Tc
Length
Slope
Velocity
min)
(feet)
(ft/ft)
(ft/sec)
9.1
50
0.0400
0.09
1.8
424
0.0610
3.98
181 V�WN KIM,IM E,K
11.6 712 Total
Capacity Description
(cfs)
Sheet Flow,
Grass: Bermuda n= 0.410 P2= 3.50"
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
10.96 Channel Flow,
Area= 2.0 sf Perim= 4.0' r= 0.50' n= 0.035

2159 SIA POST Type/1 24-hr 100-Year Rainfall=7.58"
Prepared by Horvath Associates Printed 10/10/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 33
Subcatchment DP#4: Subcat DP#4
Hydrograph
32
29■Runoff
--r-------r--r--r--r--r--I-- .95 cfs 30- T 1 K"-I' ,n-�w1h --r--r--r--r----r--r--r--r--r-
�{�i�p ---------- - - - - - - - - - - -
- -
28
26 1100=YearRa[nfaD=7.58"-, -- -- -- ------------ -- -- --,, --
--I---I---I--r--r--r--r--r--I---I--r --r--r--r--r-------r--r--r--r--r--
24-RuihaffArea=41I I I lQca---- I -- -- -- --------- -- --+-- -- --
I I I I I I I I I I I I I I I I I I
22 -Ru f VO]UMe7-1�'.$01'�f
20
18 _RunaffQePth->&2.7" ---
-- - -- -- --'-----'-- -- -- -- --' --
O 1 6 I I I I
levtnth', T �''-- -- - - - - -- -- - - --
LL 14
r--r.--
r--r--r--I---I--r -r--r--r--r--I---I--r--r--r--r--r--
12-'Ic=1- .6_4 rrtmn----- - - -'-- --- + - - - - -'-----'-------+--+--' --
10
MvG
8
I I I rr - -r- -r I I I r-rr - -r- -r I I rrrr--r--
6
4
2
0
0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

2159 SIA POST Type/1 24-hr 100-Year Rainfall=7.58"
Prepared by Horvath Associates Printed 10/10/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 34
Summary for Subcatchment DP#5: Subcat DP#5
[47] Hint: Peak is 1287% of capacity of segment #3
[47] Hint: Peak is 3509% of capacity of segment #4
Runoff = 222.08 cfs @ 12.15 hrs, Volume= 18.525 af, Depth> 5.50"
Routed to Link 3L : DP#5
Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-Year Rainfall=7.58"
Area (ac) CN Description
17.03
77
Forest, good, HSG D
14.98
80
Open, good, HSG D
8.07
98
Offsite Impervious, good, HSG D
0.03
98
Other Impervious, good, HSG D
0.23
98
Roof, good, HSG D
0.07
98
Sidewalk, good, HSG D
40.41
Weighted Average
32.01
78
79.21 % Pervious Area
8.40
98
20.79% Impervious Area
Tc Length Slope Velocity Capacity Description
in) (feet) (ft/ft) (ft/sec) (cfs)
11.0
75
0.0530
0.11
Sheet Flow, SHEET FLOW
Woods: Light underbrush n= 0.400 P2= 3.50"
3.7
711
0.0390
3.18
Shallow Concentrated Flow, SHALLOW CONCENTRATED
Unpaved Kv= 16.1 fps
1.0
597
0.0270
9.77
17.26 Pipe Channel,
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013
6.8
1,286
0.0140
3.16
6.33 Channel Flow, CHANNEL
Area= 2.0 sf Perim= 4.0' r= 0.50'
n= 0.035 Earth, dense weeds
22.5 2,669 Total

2159 SIA POST Type/1 24-hr 100-Year Rainfall=7.58"
Prepared by Horvath Associates Printed 10/10/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 35
Subcatchment DP#5: Subcat DP#5
Hydrograph
240
230
I
I I I
----1--T--T--T--T--,---- -----I--
--1---1--J--1-- --L-- --'-- _ 222.8 cfs----'--
-
--
-T-
--
-T-------1--T--T--
--1---1---1--1--1--
■Runoff
�'
210
200
--------------------------'--'- --'---'---'---'--'---'---'---'---'---'--'---
- 91=Y1ea1t` Rai =-7----'�,-----'�--
----'�
-
190
180­Runoff
------i-----nfaN
--5
-
MeaT40.41-ac--l-'-
+-----
+-----
+-----
+-----
--
170
160
-------- ---
,- .I a
----RuofVolurefi8525 f
--------
----
----+,-,'--------'�,'-----------'�'----
---
--------'�'I --------
--- '-- --
----
-
--
150
w 140
v 130
------,----r--r-------------T -I--I---I--,--r--r--
-RQ_>r�offe>V1�'---'--'- -'--------'--'
--r - ,--,--� -r r��--��-I- r--,--, -r-------,--r--r--r--r----,--,--
--'
-------
--'----------'---
--T--
120
110
I-
-i'1QW e g h=La''+VV� --+--+ ---------+--+--+----------+--+--
LL
10090
21-----------,-- --,-------I--
-c:57min-------'--
--
---
---------I--
--,
--
80
-- --+-------'--
�r��/�//�7--r--r------T--T--T --------T--r--r--
--
--
--------'--
-------T--T--
--+--
70
60
i l
- 1_SIT-Y1J--1--L--L__1--J--1--1-------'--
------- --- --- r-- r-- r----,--,--T--------,--r--r-
--1--L--1---1---1--1--1--
----r
I
- - I- - 7--T--
,
20
-------+--+--+--+--+----+--+-- --+
---+--+--
--------+--+--
Time (hours)

2159 SIA POST Type/1 24-hr 100-Year Rainfall=7.58"
Prepared by Horvath Associates Printed 10/10/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 36
Summary for Subcatchment TO WDB#1: TO WDB#1
[49] Hint: Tc<2dt may require smaller dt
Runoff = 84.05 cfs @ 11.95 hrs, Volume= 4.417 af, Depth> 6.33"
Routed to Pond WDB#1 : WDB#1
Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-Year Rainfall=7.58"
Area (ac) CN Description
4.01
80
Open, good, HSG D
0.26
98
Other Impervious, good, HSG D
1.31
98
Roadway, good, HSG D
1.35
98
Roof, good, HSG D
0.24
100
SCM, good, HSG D
1.20
98
Sidewalk, good, HSG D
8.37
Weighted Average
4.01 80 47.91 % Pervious Area
4.36 98 52.09% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment TO WDB#1: TO WDB#1
Hydrograph
90- i -- I- il--i---i---i-- i -- i -- i---li -- ■Runoff
--------------------- 84.05 cfs - -- -- -- - - --
85
-----'--- --------;--------------'iyp _"TZ4=h'>r�-
80
----------------------------
75--------,---- , -- + --��, --,-----,---, -- 404-Ya-Rairtfai[1=�7.87'--
70
65 -- ,--7--+--r-- - --, -- --+-Runoff-Aro&8137 at -
55-----------+--+---------i--�----+---------------+--+--�--
50 Runoff Qepth>6.3311. -
0 45---------- --+-- ------------ -- -- -- -- ------ 7cy-��
LL 40 T\iTJ.I'V-Ilill�ll
35--------'----1--L----------'----1--1--L-------'-- --�*'_
30--------'----1--L----------'----1--1--L--L--1---1--J--L--1--L--L--
25
20
15
10
5
0 11 12 13 14 15 16 17 18 19 20 21
Time (hours)

2159 SIA POST Type/1 24-hr 100-Year Rainfall=7.58"
Prepared by Horvath Associates Printed 10/10/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 37
Summary for Subcatchment TO WDB#2: TO WDB#2
[49] Hint: Tc<2dt may require smaller dt
Runoff = 139.37 cfs @ 11.95 hrs, Volume= 7.287 af, Depth> 6.26"
Routed to Pond WDB#2 : WDB#2
Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-Year Rainfall=7.58"
Area (ac) CN Description
7.18
80
Open, good, HSG D
0.37
98
Other Impervious, good, HSG D
1.85
98
Roadway, good, HSG D
2.23
98
Roof, good, HSG D
0.39
100
SCM, good, HSG D
1.95
98
Sidewalk, good, HSG D
13.97
Weighted Average
7.18
80
51.40% Pervious Area
6.79
98
48.60% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment TO WDB#2: TO WDB#2
Hydrograph
-----�-- L -- L -- L -- L --L --�-- L-- -- L -- L--------�-- -- L -- L--------�-- 1 -- L -
■Runoff
150 '
140 139.37 cfs-------;--T -- --'-----I--4- T --
I- - i- L- 'L- 'I- I- - L I- 'I- 'I- - i-
' ' ' '
yii}pi [f —h
130
- - - - 0;ar Ra Yei nfa►1 f�7.8 5"F-
1zo - -'10
110 RUn6ffAteci=13.97 at
-----i--
100
w g0
w -80- 1 _F T - -r-- -1 -1 T - ----Runoff Depfh>626"F-
il:I 7cy5.0 tnih
0 70
60------J--1--1--L----1--J--L--------------L--L-----
50
-- -- -- -
40
------- -- -- -- -- ---- -- ------------ -- -- -------------+--
30
------------------------
--i-- ----------i--i---i-----------i--i--
20
10
11 12 13
Time (hours)

2159 SIA POST Type/1 24-hr 100-Year Rainfall=7.58"
Prepared by Horvath Associates Printed 10/10/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 38
Summary for Pond WDB#1: WDB#1
Inflow Area = 8.37 ac, 52.09% Impervious, Inflow Depth > 6.33" for 100-Year event
Inflow = 84.05 cfs @ 11.95 hrs, Volume= 4.417 of
Outflow = 15.72 cfs @ 12.15 hrs, Volume= 2.634 af, Atten= 81 %, Lag= 11.9 min
Primary = 15.72 cfs @ 12.15 hrs, Volume= 2.634 of
Routed to Link 3L : DP#5
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 357.55' @ 12.15 hrs Surf.Area= 22,018 sf Storage= 110,052 cf
Plug -Flow detention time= 333.4 min calculated for 2.628 of (59% of inflow)
Center -of -Mass det. time= 222.6 min ( 983.7 - 761.1 )
Volume
Invert Avail.Storage
Storage
Description
#1
351.00' 169,339 cf
Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation
Surf.Area Inc.Store
Cum.Store
(feet)
(sq-ft) (cubic -feet)
(cubic -feet)
351.00
10,622
0
0
351.50
12,801
5,856
5,856
352.00
13,469
6,568
12,423
353.00
14,882
14,176
26,599
354.00
16,351
15,617
42,215
355.00
17,875
17,113
59,328
356.00
19,456
18,666
77,994
357.00
21,092
20,274
98,268
358.00
22,785
21,939
120,206
359.00
24,572
23,679
143,885
360.00
26,337
25,455
169,339
Device Routing Invert Outlet Devices
#1
Primary
346.00'
30.0" Round Culvert
L= 158.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 346.00' / 339.00' S= 0.0443 T Cc= 0.900
n= 0.013, Flow Area= 4.91 sf
#2
Device 1
351.00'
2.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3
Device 1
352.40'
5.0" W x 5.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4
Device 1
357.50'
48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Primary OutFlow Max=18.74 cfs @ 12.15 hrs HW=357.55' (Free Discharge)
L1=Culvert (Passes 18.74 cfs of 75.84 cfs potential flow)
�2=Orifice/Grate (Orifice Controls 0.27 cfs @ 12.24 fps)
3=Orifice/Grate (Orifice Controls 1.86 cfs @ 10.70 fps)
4=Orifice/G rate (Orifice Controls 16.62 cfs @ 1.04 fps)

2159 SIA POST Type/1 24-hr 100-Year Rainfall=7.58"
Prepared by Horvath Associates Printed 10/10/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 39
'1.71 0 \yiyl Q Vii Mytyl Q Vii
Hydrograph
� �
-------------------------
�
� �
� �
�
�
84.05 CfS--_-_-- _ --,------- _ -- _ --, ----
■Inflow
■ Primary
90
85
_'___'________'==='I==
-rnfCowiIra==S.=37=
C-
80
75
==l'=-='-
IIIIIIIIII
-J--1--L--1---�--L--L--1---I--�
--=------
--=-----II---
=-II-
--_- _ -I-- 1
�I
L�!��C��Ce�rT35�,��1--
70
65
=_'___''__''___
==
I I I
4 Ia'- =='Il 'I� Ij082Icf
60
'
I-J--J--L--I---I--J--L--I---I--J
1
-L--I--J--J--L--I---I--J--L--L--I--
H 55
50
0 45
---- --
--
---------
- --
- ----- --
---- --+--------- -- -- ----
LL 40
---J--J--L--I---I--J--L--I---I--J
-L--I--J--J--L--I---I--J--L--L--I--
35
- --
--
-------
--
-------
- ---- --+--------- -- -- ----
30
---J--J--L-------J--L-----I--J
-L----J--J--L-----I-- L--L--I--
25
20
' ,'I
15.72 cfs
15
-------I---I---4----I----------+-------I-
---I--
10
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

2159 SIA POST Type/1 24-hr 100-Year Rainfall=7.58"
Prepared by Horvath Associates Printed 10/10/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 40
Summary for Pond WDB#2: WDB#2
Inflow Area = 13.97 ac, 48.60% Impervious, Inflow Depth > 6.26" for 100-Year event
Inflow = 139.37 cfs @ 11.95 hrs, Volume= 7.287 of
Outflow = 39.98 cfs @ 12.10 hrs, Volume= 3.855 af, Atten= 71 %, Lag= 8.6 min
Primary = 39.98 cfs @ 12.10 hrs, Volume= 3.855 of
Routed to Link 3L : DP#5
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 349.82' @ 12.10 hrs Surf.Area= 32,893 sf Storage= 175,314 cf
Plug -Flow detention time= 242.0 min calculated for 3.855 of (53% of inflow)
Center -of -Mass det. time= 121.8 min ( 885.0 - 763.3 )
Volume Invert
Avail.Storage Storage Description
#1 343.00'
291,342 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
343.00
17,005
0 0
343.50
20,025
9,258 9,258
344.00
20,947
10,243 19,501
345.00
22,863
21,905 41,406
346.00
24,835
23,849 65,255
347.00
26,863
25,849 91,104
348.00
28,947
27,905 119,009
349.00
31,088
30,018 149,026
350.00
33,284
32,186 181,212
351.00
35,536
34,410 215,622
352.00
37,846
36,691 252,313
353.00
40,211
39,029 291,342
Device Routing
Invert
Outlet Devices
#1 Primary
338.00'
30.0" Round Culvert
L= 198.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 338.00' / 337.00' S= 0.0051 T Cc= 0.900
n= 0.013, Flow Area= 4.91 sf
#2 Device 1
343.00'
2.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1
344.40'
3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#4 Device 1
349.00'
48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=39.60 cfs @ 12.10 hrs HW=349.82' (Free Discharge)
L1=Culvert (Passes 39.60 cfs of 69.31 cfs potential flow)
12=Orifice/Grate (Orifice Controls 0.43 cfs @ 12.48 fps)
3=Orifice/Grate (Orifice Controls 0.54 cfs @ 11.08 fps)
4=Orifice/G rate (Weir Controls 38.63 cfs @ 2.96 fps)

2159 SIA POST Type/1 24-hr 100-Year Rainfall=7.58"
Prepared by Horvath Associates Printed 10/10/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 41
Hydrograph
���
-�--�--L--'--�--L--1---1--1--L--1--J--1--L--1--J--1--L--1--�--L--'---
-------------------- -- 139.37 cfs-- ----
■Inflow
Primary
-Inf)0w-Area=iIa•-97
140
sac77
130
1--
(� �%
f-I0
120
110
--I----t--r----,--r-------7--r -----P`FaK ,-=�4,9.02---
---- --'; --' --'-- --';-------;--';--J-to�rai,1s'3'F4 cf--
__
90
--i--r--+--r--i--r--r--r--i--r--r -r--t--r--i--r--+--r--i--r--r--r--
u
80
- '-�--1--L--1--1--L--1---1--1- -J--1--L--1--J--1--L--1--1--L--1---
-T--T----T- -r------T-- -T--T--r----T--T--T----T--T--r--
0 70
LL
T-
60
50
39.98 cfs
40
--i--,--r--r--i--,--r--r- ,--,--r--i--,--r--r--i--,--r--r--
30
i
1
10
0
0 1
2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

2159 SIA POST Type/1 24-hr 100-Year Rainfall=7.58"
Prepared by Horvath Associates Printed 10/10/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 42
Summary for Link 3L: DP#5
Inflow Area = 62.75 ac, 31.16% Impervious, Inflow Depth > 4.78" for 100-Year event
Inflow = 273.51 cfs @ 12.14 hrs, Volume= 25.013 of
Primary = 273.51 cfs @ 12.14 hrs, Volume= 25.013 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Link 3L: DP#5
Hydrograph
❑ Inflow
300
----+--+--+-+--+--+--+-+
-
+--+--i--+--+--+-+--+--+--+--
❑ Primary
280
-1',nto-w',-A a
273.51 cfs
--
------------------
--------
260
--i--r--r--r--i--r--r--r--i--r-
-r--r--r--i--r--r--r--i--r--r--r--
240
220
---- --T-- ---- --T--
---- -
- T-
-T-
-T----
--T--
----
--T-4--
200
180
N
� I
160
.2 140-
LL
i
120
--i--r--r--r--i--r--r--r--i--r-
r--+--r--i--r--r--r--i--r--r--r--
100
80
----T--T--F----T --T --
----T- T-
-T
--T----T--T--
----T--T--
--
60
i
1
20
0
0 1
2 3 4 5 6 7 8 9
10 11 12 13 14
15
16 17
18
19
20 21
22
23 24
Time (hours)

E
#2
TOW B#2
DB 2
100-Yr Freeboard
D P#5
3L
Subcat DP#5
DP#5
DB 1
1 -Yr Freeboard
TO WDB#1
TO WDB#1
Subcat Reach on Link Routing Diagram for 2159 SIA POST
EHydoCAD@
epared by Horvath Associates, Printed 10/10/2022
10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC

2159 SIA POST Type/1 24-hr 100-Year Rainfall=7.58"
Prepared by Horvath Associates Printed 10/10/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 2
Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-Q
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment DP#5: Subcat DP#5 Runoff Area=40.41 ac 20.79% Impervious Runoff Depth>5.50"
Flow Length=2,669' Tc=22.5 min CN=WQ Runoff=222.08 cfs 18.525 of
SubcatchmentTO WDB#1: TO WDB#1 Runoff Area=8.37 ac 52.09% Impervious Runoff Depth>6.33"
Tc=5.0 min CN=WQ Runoff=84.05 cfs 4.417 of
SubcatchmentTO WDB#2: TO WDB#2 Runoff Area=13.97 ac 48.60% Impervious Runoff Depth>6.26"
Tc=5.0 min CN=WQ Runoff=139.37 cfs 7.287 of
Pond WDB 1: 100-Yr Freeboard Peak Elev=358.19' Storage=15,656 cf Inflow=84.05 cfs 4.417 of
Outflow=64.24 cfs 4.417 of
Pond WDB 2: 100-Yr Freeboard Peak Elev=350.85' Storage=61,216 cf Inflow=139.37 cfs 7.287 of
Outflow=72.69 cfs 7.231 of
Link 3L: DP#5 Inflow=334.39 cfs 30.172 of
Primary=334.39 cfs 30.172 of
Total Runoff Area = 62.75 ac Runoff Volume = 30.229 of Average Runoff Depth = 5.78"
68.84% Pervious = 43.20 ac 31.16% Impervious = 19.55 ac

2159 SIA POST Type/1 24-hr 100-Year Rainfall=7.58"
Prepared by Horvath Associates Printed 10/10/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment DP#5: Subcat DP#5
[47] Hint: Peak is 1287% of capacity of segment #3
[47] Hint: Peak is 3509% of capacity of segment #4
Runoff = 222.08 cfs @ 12.15 hrs, Volume= 18.525 af, Depth> 5.50"
Routed to Link 3L : DP#5
Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-Year Rainfall=7.58"
Area (ac) CN Description
17.03
77
Forest, good, HSG D
14.98
80
Open, good, HSG D
8.07
98
Offsite Impervious, good, HSG D
0.03
98
Other Impervious, good, HSG D
0.23
98
Roof, good, HSG D
0.07
98
Sidewalk, good, HSG D
40.41
Weighted Average
32.01
78
79.21 % Pervious Area
8.40
98
20.79% Impervious Area
Tc Length Slope Velocity Capacity Description
in) (feet) (ft/ft) (ft/sec) (cfs)
11.0
75
0.0530
0.11
Sheet Flow, SHEET FLOW
Woods: Light underbrush n= 0.400 P2= 3.50"
3.7
711
0.0390
3.18
Shallow Concentrated Flow, SHALLOW CONCENTRATED
Unpaved Kv= 16.1 fps
1.0
597
0.0270
9.77
17.26 Pipe Channel,
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013
6.8
1,286
0.0140
3.16
6.33 Channel Flow, CHANNEL
Area= 2.0 sf Perim= 4.0' r= 0.50'
n= 0.035 Earth, dense weeds
22.5 2,669 Total

2159 SIA POST Type/1 24-hr 100-Year Rainfall=7.58"
Prepared by Horvath Associates Printed 10/10/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 4
Subcatchment DP#5: Subcat DP#5
Hydrograph
240
230
I
I I I
----1--T--T--T--T--,---- -----I--
--1---1--J--1-- --L-- --'-- _ 222.8 cfs----'--
-
--
-T-
--
-T-------1--T--T--
--1---1---1--1--1--
■Runoff
�'
210
200
--------------------------'--'- --'---'---'---'--'---'---'---'---'---'--'---
- 91=Y1ea1t` Rai =-7----'�,-----'�--
----'�
-
190
180­Runoff
------i-----nfaN
--5
-
MeaT40.41-ac--l-'-
+-----
+-----
+-----
+-----
--
170
160
-------- ---
,- .I a
----RuofVolurefi8525 f
--------
----
----+,-,'--------'�,'-----------'�'----
---
--------'�'I --------
--- '-- --
----
-
--
150
w 140
v 130
------,----r--r-------------T -I--I---I--,--r--r--
-RQ_>r�offe>V1�'---'--'- -'--------'--'
--r - ,--,--� -r r��--��-I- r--,--, -r-------,--r--r--r--r----,--,--
--'
-------
--'----------'---
--T--
120
110
I-
-i'1QW e g h=La''+VV� --+--+ ---------+--+--+----------+--+--
LL
10090
21-----------,-- --,-------I--
-c:57min-------'--
--
---
---------I--
--,
--
80
-- --+-------'--
�r��/�//�7--r--r------T--T--T --------T--r--r--
--
--
--------'--
-------T--T--
--+--
70
60
i l
- 1_SIT-Y1J--1--L--L__1--J--1--1-------'--
------- --- --- r-- r-- r----,--,--T--------,--r--r-
--1--L--1---1---1--1--1--
----r
I
- - I- - 7--T--
,
20
-------+--+--+--+--+----+--+-- --+
---+--+--
--------+--+--
Time (hours)

2159 SIA POST Type/1 24-hr 100-Year Rainfall=7.58"
Prepared by Horvath Associates Printed 10/10/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment TO WDB#1: TO WDB#1
[49] Hint: Tc<2dt may require smaller dt
Runoff = 84.05 cfs @ 11.95 hrs, Volume= 4.417 af, Depth> 6.33"
Routed to Pond WDB 1 : 100-Yr Freeboard
Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-Year Rainfall=7.58"
Area (ac) CN Description
4.01
80
Open, good, HSG D
0.26
98
Other Impervious, good, HSG D
1.31
98
Roadway, good, HSG D
1.35
98
Roof, good, HSG D
0.24
100
SCM, good, HSG D
1.20
98
Sidewalk, good, HSG D
8.37
Weighted Average
4.01 80 47.91 % Pervious Area
4.36 98 52.09% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment TO WDB#1: TO WDB#1
Hydrograph
90- i -- I- il--i---i---i-- i -- i -- i---li -- ■Runoff
--------------------- 84.05 cfs - -- -- -- - - --
85
-----'--- --------;--------------'iyp _"TZ4=h'>r�-
80
----------------------------
75--------,---- , -- + --��, --,-----,---, -- 404-Ya-Rairtfai[1=�7.87'--
70
65 -- ,--7--+--r-- - --, -- --+-Runoff-Aro&8137 at -
55-----------+--+---------i--�----+---------------+--+--�--
50 Runoff Qepth>6.3311. -
0 45---------- --+-- ------------ -- -- -- -- ------ 7cy-��
LL 40 T\iTJ.I'V-Ilill�ll
35--------'----1--L----------'----1--1--L-------'-- --�*'_
30--------'----1--L----------'----1--1--L--L--1---1--J--L--1--L--L--
25
20
15
10
5
0 11 12 13 14 15 16 17 18 19 20 21
Time (hours)

2159 SIA POST Type/1 24-hr 100-Year Rainfall=7.58"
Prepared by Horvath Associates Printed 10/10/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment TO WDB#2: TO WDB#2
[49] Hint: Tc<2dt may require smaller dt
Runoff = 139.37 cfs @ 11.95 hrs, Volume= 7.287 af, Depth> 6.26"
Routed to Pond WDB 2 : 100-Yr Freeboard
Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-Year Rainfall=7.58"
Area (ac) CN Description
7.18
80
Open, good, HSG D
0.37
98
Other Impervious, good, HSG D
1.85
98
Roadway, good, HSG D
2.23
98
Roof, good, HSG D
0.39
100
SCM, good, HSG D
1.95
98
Sidewalk, good, HSG D
13.97
Weighted Average
7.18
80
51.40% Pervious Area
6.79
98
48.60% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment TO WDB#2: TO WDB#2
Hydrograph
-----�-- L -- L -- L -- L --L --�-- L-- -- L -- L--------�-- -- L -- L--------�-- 1 -- L -
■Runoff
150 '
140 139.37 cfs-------;--T -- --'-----I--4- T --
I- - i- L- 'L- 'I- I- - L I- 'I- 'I- - i-
' ' ' '
yii}pi [f —h
130
- - - - 0;ar Ra Yei nfa►1 f�7.8 5"F-
1zo - -'10
110 RUn6ffAteci=13.97 at
-----i--
100
w g0
w -80- 1 _F T - -r-- -1 -1 T - ----Runoff Depfh>626"F-
il:I 7cy5.0 tnih
0 70
60------J--1--1--L----1--J--L--------------L--L-----
50
-- -- -- -
40
------- -- -- -- -- ---- -- ------------ -- -- -------------+--
30
------------------------
--i-- ----------i--i---i-----------i--i--
20
10
11 12 13
Time (hours)

2159 SIA POST Type/1 24-hr 100-Year Rainfall=7.58"
Prepared by Horvath Associates Printed 10/10/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 7
Summary for Pond WDB 1: 100-Yr Freeboard
Inflow Area = 8.37 ac, 52.09% Impervious, Inflow Depth > 6.33" for 100-Year event
Inflow = 84.05 cfs @ 11.95 hrs, Volume= 4.417 of
Outflow = 64.24 cfs @ 12.01 hrs, Volume= 4.417 af, Atten= 24%, Lag= 3.4 min
Primary = 64.24 cfs @ 12.01 hrs, Volume= 4.417 of
Routed to Link 3L : DP#5
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 358.19' @ 12.01 hrs Surf.Area= 23,133 sf Storage= 15,656 cf
Plug -Flow detention time= 1.7 min calculated for 4.407 of (100% of inflow)
Center -of -Mass det. time= 1.5 min ( 762.6 - 761.1 )
Volume Invert Avail.Storage Storage Description
#1 357.50' 60,312 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
357.50 21,932 0 0
358.00 22,785 11,179 11,179
359.00 24,572 23,679 34,858
360.00 26,337 25,455 60,312
Device Routing Invert Outlet Devices
#1 Primary 346.00' 30.0" Round Culvert
L= 158.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 346.00' / 339.00' S= 0.0443 T Cc= 0.900
n= 0.013, Flow Area= 4.91 sf
#2 Device 1 357.50' 48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Primary OutFlow Max=63.59 cfs @ 12.01 hrs HW=358.18' (Free Discharge)
L1=Culvert (Passes 63.59 cfs of 78.14 cfs potential flow)
L2=Orifice/Grate (Orifice Controls 63.59 cfs @ 3.97 fps)

2159 SIA POST Type/1 24-hr 100-Year Rainfall=7.58"
Prepared by Horvath Associates Printed 10/10/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 8
Hydrograph
�
-------------------------
�
�
� �
� �
�
�
84.05 cfS--_-_-- _ --,------- _ -- _ --I ----
■Inflow
■ Primary
90
85
---====_=====1===1========1===II==-
- -I-
I rj�€ �w� Q �}
-!�!IoY1IIra=1=V1.7=V -
- -
80
75
70
65
==1=-==__===-=1=-=1=-==____----
-
-
- -
64.24 cfs
-=�Storcg=T',Ic=
60
H 55
50
0 45
----
-- --
-------
L__I___I_
--
------ -- ---- --+--------- -- -- ----
LL40
35
-
-- --
-------
--
------ - ---- --+--------- -- -- ----
30_I--
25
20
----
-- --
-------
--
------ - ---- --+--------- -- -- ----
15
I
I
I
I
I I
I I
I
I I I I I I I I I I I I I
10
5
0
0 1
2
3
4
5 6
7 8
9
10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

2159 SIA POST Type/1 24-hr 100-Year Rainfall=7.58"
Prepared by Horvath Associates Printed 10/10/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 9
Summary for Pond WDB 2: 100-Yr Freeboard
Inflow Area = 13.97 ac, 48.60% Impervious, Inflow Depth > 6.26" for 100-Year event
Inflow = 139.37 cfs @ 11.95 hrs, Volume= 7.287 of
Outflow = 72.69 cfs @ 12.05 hrs, Volume= 7.231 af, Atten= 48%, Lag= 5.6 min
Primary = 72.69 cfs @ 12.05 hrs, Volume= 7.231 of
Routed to Link 3L : DP#5
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 350.85' @ 12.05 hrs Surf.Area= 35,193 sf Storage= 61,216 cf
Plug -Flow detention time= 19.5 min calculated for 7.216 of (99% of inflow)
Center -of -Mass det. time= 14.4 min ( 777.7 - 763.3 )
Volume Invert
Avail.Storage Storage Description
#1 349.00'
142,316 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
349.00
31,088
0 0
350.00
33,284
32,186 32,186
351.00
35,536
34,410 66,596
352.00
37,846
36,691 103,287
353.00
40,211
39,029 142,316
Device Routing
Invert
Outlet Devices
#1 Primary
338.00'
30.0" Round Culvert
L= 198.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 338.00' / 337.00' S= 0.0051 T Cc= 0.900
n= 0.013, Flow Area= 4.91 sf
#2 Device 1
349.00'
48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=72.66 cfs @ 12.05 hrs HW=350.84' (Free Discharge)
L1=Culvert (Barrel Controls 72.66 cfs @ 14.80 fps)
L2=Orifice/Grate (Passes 72.66 cfs of 104.45 cfs potential flow)

2159 SIA POST Type/1 24-hr 100-Year Rainfall=7.58"
Prepared by Horvath Associates Printed 10/10/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 10
Hydrograph
���
-------------------- -- 139.37 cfs-- ----
■Inflow
Primary
-Inf)ow-Area=iIa•-97
140
sac77
130t
1--
K f-I0V��55
120
110
,-=,nn
,r7r-----Po•0-
*1
- - Sto1ap-1-6cf�- ---
100
-------------
90
----t--+--t------t--t----t--r-t--t--r-7-t--+--t------t--t--
1 1
U----L--1--L--1--L--L--1--
80
J--L--L--1--J--L--L--1--L--L--1---
1 1 1 1 1 72.69 cfs
0 70
LL
----;--r--'----- - -r- -' ----7- - --T-- --r--' ---- --r--' --
60
50
40
i
--i--t--r--r--i--t--r--r--i--t- -t--t--r--i--t--r--r--i--t--r--r--
30
i
20
1 1
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

2159 SIA POST Type/1 24-hr 100-Year Rainfall=7.58"
Prepared by Horvath Associates Printed 10/10/2022
HydroCADO 10.20-2b s/n 03736 © 2021 HydroCAD Software Solutions LLC Page 11
Summary for Link 3L: DP#5
Inflow Area = 62.75 ac, 31.16% Impervious, Inflow Depth > 5.77" for 100-Year event
Inflow = 334.39 cfs @ 12.11 hrs, Volume= 30.172 of
Primary = 334.39 cfs @ 12.11 hrs, Volume= 30.172 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Link 3L: DP#5
Hydrograph
❑Inflow
--'--A--1--L--1--1--L--1 ---1-
1 1 1
-L--L----J--L--L----L--L--'---
❑ Primary
360
- - -I--L -'-- - L -
fn roles 1A�e
334.39 cfs
- -L--L----J--L--L--'--
--L--'---
340
_ =6 . _
L-L--L--L----L--L--L----L--L--'--
320
_-L--L--L----L--L--1---1--1-
-J--1--L--1--J--1--L--1--L--L--'--
300
---L--L--L----L--L-----'--L-
-L--L--L----L--L--L----L--L--'--
280
- -- -- --'-- -------'--
-
-
--+--
--'--
--
-- --'--
-- --'--
260
---L--L--L----L--L-----'--L-
-L--L--L----L--L--L----L--L--'--
240
220
-L--L--L----L--L-----'--L-
-L--L--L----L--L--L----L--L--'--
u 200
0 180
--'-- -- -- --'-- -------'--
-
-
--+--
--'--
--
-- --'--
-- --'---
LL 160
140
- -- -- --'-- -------'--
-
--+--
--'--
--
-- --'--
-- --'--
120
100
1
1 1 1 1 1 1 1 1 1
1
1
1
1 1
1
1
1 1
1
1 1
80
1
1 1 1 1 1 1 1 1 1
1
1
1
1 1
1
1
1 1
1
1 1
60
40
20
0
0 1
2 3 4 5 6 7 8 9 10
11 12 13
14
15
16 17
18
19
20 21
22
23 24
Time (hours)

Required Maps and Information

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FLOOD HAZARD INFORMATION NOTES TO USERS SCALE
SEE FIS REPORTFORZONE DESCRIPTIONSANO INDEE MAP
THE INFORMATION DEPICTED ON THIS MAP AND SUPPORTING
DOCUMENTATION AREA AVAILABLE IN DIGITAL FORMATAT
HTFP://FRIS.NC.GOV/FRIS
WdhouAt Be 99Flood Elevation (BFE)
N%h BFE or Depth zone AE, A0. Al, It, as
SPECIAL
HAZARD ARMD—Regulmory Flood-y
HAZARD FLOOD
— 0.2%Annual Chance Flood Hazard, Areas
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STRUCTURES ..........„.Non -accredited Levee, Dike, or FIoDdwall
North Carolina Geodetic Survey bench mark
Nnal Geoetic Survey be dnch mark
Ito® Cantatiomclor Est NCFMPSurveybenchmark
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Ilnch=500feet 1:6,000
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PANEL LOCATOR
NORTH CAROLINA FLOODPIAIN MAPPING PROGRAM
NATIONALFLOOD INSURANCE PROGRAM
' INSURANCE RATE MAP
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1827 - CHEEK FAUCETTE
DEVELOPMENT
USGS MAP
DU RHAM NORTH EAST
QUADRANGLE
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SCALE l: 24,000 N

PRE -DEVELOPMENT LAND USE MAP
SCALE: 1 "=100'
0 100 200 400
SCALE: 1" = 200'
LEGEND
PROJECT AREA LAND COVERS
ROOF
PARKING/DRIVEWAY/SIDEWALK
PROTECTED FOREST OTHER
[-] PERVIOUS/LANDSCAPING
ENTIRE SITE
12,071 SF
6,423 SF
4,234,765 SF
133,268 SF
PIN: 0842-41-92-4250, PIN: 0842-43-84-5553.DUR
PID: 168334 PID: 168452
PIN: 0842-43-84-5553. R ED
PID: 168453
■
■
■
■
■
■
■
■
■
■
■
■
■
HORVATH
■ A S S O C I A T E S
CIVIL ENGINEERING LANDSCAPE ARCHITECTURE
■ LAND PLANNING STORMWATER MANAGEMENT
■ 16 CONSULTANT PLACE, SUITE 201
DURHAM, NORTH CAROLINA 27707
■ P 919.490.4990 F 919.490.8953
■ NORTH CAROLINA BOARD OF
EXAMINERS FOR ENGINEERS AND
■ SURVEYORS LICENSE NO.: C-0676
■ www.horvafhassociates.com
■
■
■
■
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■ ry
■
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■
■
■
■
■ PRE LAND USE
MAP
■
■
■
■ MAY 17, 2022
■ 1 I PER CITY REVIEW I RV
COMMENTS
■ AUGUST 19, 2022
■ 2 I PER CITY REVIEW I RV
COMMENTS
■ SEPTEMBER 27, 2C22
■ 3 I PER CITY REVIEW I TS
COMMENTS
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■ 811 - CALL BEFORE YOU DIG
■ DRAWN BY: CHECKED BY:
■ CH TS
■ DATE
FEBRUARY 25, 2022
■
PROJECT NO.
■ 2159
■ SHEET NO.
LUMI■
■
■ PRELIMINARY PLAT
© COPYRIGHT 2022 THIS DOCUMENT AND THE DESIGN ARE THE PROPERTY OF HORVATH ASSOCIATES, P.A. ANY REPRODUCTION WITHOUT PRIOR WRITTEN CONSENT IS PROHIBITED

POST -DEVELOPMENT LAND USE MAP
SCALE: 1 "=100'
0 100 200 400
SCALE: 1" = 200'
PROJECT AREA LAND COVERS
ROADWAY
PARKING/DRIVEWAY/SIDEWALK
PROTECTED FOREST OTHER
[-] PERVIOUS/LANDSCAPING
LAND TAKEN UP BY SCM
LEGEND
ENTIRE SITE
W DB# 1
W DB#2
184,524 SF
58,754 SF
97,310 SF
137,252 SF
56,838 SF
80,414 SF
165,373 SF
52,094 SF
85,051 SF
2,495,496 SF
-
-
1,376,254 SF
174,801 SF
267,560 SF
27,628 SF
10,622 SF
17,006 SF
IMPERVIOUS ASSIGNED PER LOT (NOT SHADED)
TOTAL NUMBER OF UNITS
. • • ■
PARKING/DRIVEWAY/SIDEWALK
18' TH UNIT
201
918 SF
482 SF
PIN: 0842-41-92-4250, PIN: 0842-43-84-5553.DUR
PID: 168334 PID: 168452
PIN: 0842-43-84-5553. R ED
PID: 168453
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HORVATH
■ A S S O C I A T E S
CIVIL ENGINEERING LANDSCAPE ARCHITECTURE
■ LAND PLANNING STORMWATER MANAGEMENT
■ 16 CONSULTANT PLACE, SUITE 201
DURHAM, NORTH CAROLINA 27707
■ P 919.490.4990 F 919.490.8953
■ NORTH CAROLINA BOARD OF
EXAMINERS FOR ENGINEERS AND
■ SURVEYORS LICENSE NO.: C-0676
■ www.horvafhassociates.com
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■ Lu z
o ■ J
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■ �_ ry U
■ W
■ W ry
=O
■ LJJ U z
■ Lo
oQ
N N =
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■ POST LAND
USE MAP
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■ 811 - CALL BEFORE YOU DIG
■ DRAWN BY: CHECKED BY:
■ CH TS
■ DATE
FEBRUARY 25, 2022
■
PROJECT NO.
■ 2159
■ SHEET NO.
■ LUM2
■
■
■ PRELIMINARY PLAT
© COPYRIGHT 2022 THIS DOCUMENT AND THE DESIGN ARE THE PROPERTY OF HORVATH ASSOCIATES, P.A. ANY REPRODUCTION WITHOUT PRIOR WRITTEN CONSENT IS PROHIBITED

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HORVATH
■ A S S O C I A T E S
CIVIL ENGINEERING LANDSCAPE ARCHITECTURE
■ LAND PLANNING STORMWATER MANAGEMENT
16 CONSULTANT PLACE, SUITE 201 ■
DURHAM, NORTH CAROLINA 27707
■ P 919.490.4990 F 919.490.8953
■ NORTH CAROLINA BOARD OF
EXAMINERS FOR ENGINEERS AND
■ SURVEYORS LICENSE NO.: C-0676
■ www.horvathassociates.com
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■ I I
■ CITY OF DURHAM
■ PUBLIC WORKS DEPARTMENT
■ APPROVED
ENGINEERING DATE
■ STORM WATER DATE
■ TRANSPORTATION DATE
■ 811 -CALL BEFORE YOU DIG
■ DRAWN BY: CHECKED BY:
■ CH NA
■ DATE
OCTOBER 12, 2022
■
PROJECT NO.
■ 2159
■ SHEET NO.
■
■ DAI
■
■ CONSTRUCTION DRAWINGS
©COPYRIGHT 2022 THIS DOCUMENT AND THE DESIGN ARE THE PROPERTY OF HORVATH ASSOCIATES, P.A. ANY REPRODUCTION W ITHOUT PRIOR WRITTEN CONSENT IS PROHIBITED

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HORVATH
■ A S S O C I A T E S
CIVIL ENGINEERING LANDSCAPE ARCHITECTURE
■ LAND PLANNING STORMWATER MANAGEMENT
■ 16 CONSULTANT PLACE, SUITE 201
DURHAM, NORTH CAROLINA 27707
■ P 919.490.4990 F 919.490.8953
■ NORTH CAROLINA BOARD OF
EXAMINERS FOR ENGINEERS AND
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HORVATH
■ A S S O C I A T E S
CIVIL ENGINEERING LANDSCAPE ARCHITECTURE
■ LAND PLANNING STORMWATER MANAGEMENT
16 CONSULTANT PLACE, SUITE 201 ■
DURHAM, NORTH CAROLINA 27707
■ P 919.490.4990 F 919.490.8953
■ NORTH CAROLINA BOARD OF
EXAMINERS FOR ENGINEERS AND
■ SURVEYORS LICENSE NO.: C-0676
■ www.horvathassociates.com
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■ CITY OF DURHAM
■ PUBLIC WORKS DEPARTMENT
■ APPROVED
ENGINEERING DATE
■ STORM WATER DATE
■ TRANSPORTATION DATE
■ 811 - CALL BEFORE YOU DIG
■ DRAWN BY: CHECKED BY:
■ CH NA
■ DATE
OCTOBER 12, 2022
■
PROJECT NO.
■ 2159
■ SHEET NO.
■
■ DA2
■
■ CONSTRUCTION DRAWINGS
©COPYRIGHT 2022 THIS DOCUMENT AND THE DESIGN ARE THE PROPERTY 0F H0RVATH ASSOCIATES, P.A. ANY REPRODUCTION WITHOUT PRIOR WRITTEN CONSENT IS PROHIBITED

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H O RVAT H
■ A S S O C I A T E S
CIVIL ENGINEERING LANDSCAPE ARCHITECTURE
■ LAND PLANNING STORMWATER MANAGEMENT
■ 16 CONSULTANT PLACE, SUITE 201
DURHAM, NORTH CAROLINA 27707
■ P 919.490.4990 F 919.490.8953
■ NORTH CAROLINA BOARD OF
EXAMINERS FOR ENGINEERS AND
■ SURVEYORS LICENSE NO.: C-0676
■ www.horvathassociates.com
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■ PUBLIC WORKS DEPARTMENT
■ APPROVED
ENGINEERING DATE
■ STORM WATER DATE
■ TRANSPORTATION DATE
■ 81 1 - CALL BEFORE YOU DIG
■ DRAWN BY: CHECKED BY:
■ CH NA
■ DATE
OCTOBER 12, 2022
■
PROJECT NO.
■ 2159
■ SHEET NO.
■ DA4■
■
■ CONSTRUCTION DRAWINGS
© COPYRIGHT 2022 THIS DOCUMENT AND THE DESIGN ARETHE PROPERTY OF HORVATH ASSOCIATES, P.A. ANY REPRODUCTION WITHOUT PRIOR WRITTEN CONSENT IS PROHIBITED

FROEHLING 4'
ROBERTSON
Assess. Manage. Consult.
February 15, 2022
Mr. Roman Acosta
Forward Planner
KB Home Carolinas Division
4506 S. Miami Blvd, Suite 100
Durham, North Carolina 27703
Email: [e-mail]
Re: Review of Historic Resources and Protected Species
Cheek Road Residential
2509 Cheek Road
Durham, Durham County, North Carolina
F&R Project: 59Z-0497
Mr. Acosta:
Froehling & Robertson, Inc., (F&R) presents herein the results of the informal historical resources and protected
species review conducted at the above -mentioned site.
SUMMARY
The following is a summary of our findings and is not intended to replace more detailed information contained
elsewhere in this report. F&R reviewed information at the North Carolina State Historic Preservation Office
(SHPO) and submitted a Request for Comments (RFC) letter to SHPO. The RFC letter included basic project
information and documentation of F&R's information review. SHPO responded with comments indicating they
are unaware of historic resources that would be affected by the project and therefore had no comment on the
project as proposed.
Additionally, F&R reviewed information from the North Carolina Department of Environmental Quality — Natural
Heritage Program (NC NHP) and the U.S. Fish and Wildlife Service (USFWS) in order to determine if protected
species are likely to be affected. Based on a review of the NHP response letter and the USFWS Information for
Planning and Consultation (IPaC) official species list for the project site, five federally protected species have
been identified that may occur in the proposed project location. However, critical habitat was not identified
within the project area and F&R's field observations did not identify obvious suitable habitat for the identified
species. Based upon this information, it appears that the proposed project is not likely to adversely affect
federally or state listed threatened and endangered species or their designated critical habitats.
PURPOSE
The purpose of the Historical Resources Review was to gain an understanding of what historic, cultural, and/or
archeological resources as protected by the National Historic Preservation Act are present within the immediate
vicinity of the project site. The purpose of the Protected (threatened & endangered) Species review was to gain
an understanding of what biological resources as protected by the state and federal Endangered Species Acts
are present within the immediate vicinity of the project site. The purpose of the North Carolina Natural Heritage
A Minority -Owned Business

f&R
Program (NCNHP) review is to gain an understanding of the records for rare species, important natural
communities, natural areas, and/or conservation or managed areas within the project boundary.
PROJECT SITE
According to Client -provided information, the Property is located at 2509 Cheek Road, along the north side of
Cheek Road, approximately 1,200 feet west of the intersection with Junction Road in Durham, Durham County,
North Carolina, herein referred to as the Property. The Property totals 99.23 acres and is currently comprised
of unimproved, wooded land. Four sewer easements extend across the Property. Several streams are mapped
within the Property. The Property contains three parcels of land identified as Durham County Parcel Numbers
168334 (4.35 acres), 168452 (58.88 acres), and 168453 (36.0 acres). However, the northern half of the Property
is not planned for development. The Property is located in an area of residential, institutional, and commercial
development. The Property is bordered to the north by wooded and single-family residential land; to the east
by commercial development including J&D Recyclers, Nelson Towing, Durham Scrap Metal (salvage yard),
Unlimited Recovery LLC (towing service), Biggs & Watson Wrecker LLC (towing service), and Truckin' Movers
Corporation; to the south by Cheek Road, beyond which is residential and wooded land, Chatham Steel
Corporation, and a solar farm; and to the west by single-family residential development and wooded land.
A property topographic map adapted from the USGS 7.5 Minute Topographic Quadrangle Map "Northeast
Durham, NC" dated 2019 is included as Figure 2 in the attachments.
SCOPE OF WORK
The informal rare & endangered species and historical resources review was conducted in general accordance
with F&R's Proposal No. 2159-00904, dated December 6, 2021.
INFORMAL SURVEY
HISTORIC RESOURCES REVIEW
F&R visited the SHPO GIS Website to review the most current information. Based on F&R's review of 7.5 —
Minute USGS Topographic Quadrangle Map and the supporting literature available at the SHPO GIS website,
sites listed on the National Register (NR) or the Study List (SL) for the NR were not identified on the project site
nor determined eligible for listing (DOE) on the National Register of Historic Places. However, DH2136 Lee Allen
Farm, DH2550 Ross Primitive Baptist Church, and DH1764 Mrs Holloway House (Gone), were depicted within
approximately 1,500 feet to the east of the Property on the Surveyed Only List. Furthermore, sites listed on the
NR were not identified within 1,500 feet of the Property.
F&R sent a Request for Comments (RFC) Letter to SHPO. The letter included the above project information and
the results of F&R's review. SHPO responded to the RFC with a letter dated February 11, 2022. SHPO responded
with comments indicating they are unaware of historic resources that would be affected by the project and
therefore had no comment on the project as proposed. A copy of the response letter is attached.
PROTECTED SPECIES REVIEW
F&R visited the NC NHP Data Explorer to review the most current information regarding protected species.
Based on F&R's review of the 7.5 — Minute USGS Topographic Quadrangle Map "Northeast Durham, NC" and
KB Home Carolinas Division Cheek Road Residential — Protected Resources
F&R Project No. 59Z-0497 2 February 15, 2022

f&R
the supporting literature available in the NC NHP Data Explorer, there are no rare species, important natural
communities, natural areas, and/or conservation/managed areas documented within the project boundary. In
addition, listed or proposed listed threatened species, or listed or proposed endangered species, or designated
critical habitats are not mapped at the project site. Several Natural Areas were identified within one mile of the
Property; however, Rare Species or Managed Areas were not depicted within a one mile radius of the project
site on the Data Explorer map.
Additionally, the U.S. Fish and Wildlife Service (USFWS) IPaC list did not identify critical habitat areas within the
project area. However, five threatened, endangered, or candidate species are included on the official USFWS
list of protected species that may occur in the proposed project location. Listed species include:
• Neuse River Waterdog (Necturus lewisi) — Status: Threatened (amphibian);
• Carolina Madtom (Noturus furiosus) — Status: Endangered (fish);
• Monarch Butterfly (Danaus plexippus) — Status: Candidate (insect); and
• Michaux's Sumac (Rhus michauxii) — Status: Endangered (flowering plant); and
• Smooth Coneflower (Echinacea laevigata) — Status: Endangered (flowering plant).
F&R's field observations did not identify obvious suitable habitat for the above -identified species. However, if
suitable habitat is determined to be present within the disturbance area during future development of the site,
a formal survey may be required in order to determine the species' presence or absence within the project area.
Based upon this information, it appears that the proposed project is not likely to adversely affect federally or
state listed threatened and endangered species or their designated critical habitats. Copies of the NHP response
and USFWS IPaC letter are attached.
CONCLUSIONS
F&R reviewed information at the North Carolina State Historic Preservation Office (SHPO) and submitted a
Request for Comments (RFC) letter to SHPO. The RFC letter included basic project information and
documentation of F&R's information review. SHPO responded with comments indicating they are unaware of
historic resources that would be affected by the project and therefore had no comment on the project as
proposed.
The Natural Heritage Program has provided a response that includes a table of Potential Occurrences that may
occur within a one mile radius of the project site. Based on a review of this information, there do not appear to
be species listed by NHP that would be adversely affected by the proposed project. Based on a review of the
USFWS IPaC official species list for the project site, five federally protected species have been identified that
may occur in the proposed project location. However, critical habitat was not identified within the project area
and F&R's field observations did not identify obvious suitable habitat for the identified species. Based upon this
information, it appears that the proposed project is not likely to adversely affect federally or state listed
threatened and endangered species or their designated critical habitats.
LIMITATIONS
This report has been prepared for the exclusive use of the KB Home Carolinas Division (the client), and its assigns,
for this specific project. These services have been provided in accordance with generally accepted environmental
practices. No other warranty, expressed, or implied, is made. F&R did not perform a detailed field study for rare
KB Home Carolinas Division Cheek Road Residential — Protected Resources
F&R Project No. 59Z-0497 3 February 15, 2022

f&R
& endangered species or an intensive historical resources survey, including an archaeological assessment. 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.
F&R, by virtue of providing the services described herein, 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 which may present a potential concern to public health, safety, or the
environment. It is F&R's understanding that the client will notify appropriate regulatory agencies as required.
CLOSURE
Please do not hesitate to contact us if you have any questions or comments.
Respectfully Submitted,
FROEHLING && ROBERTSON, INC.
Paul M. Hughes
Environmental Scientist
Attachments: NC SHPO Response Letter
NC Natural Heritage Program Response
U.S. Fish & Wildlife Service IPaC Letter
Figures
Photos
Elias N. Ruhl
Regional Environmental Manager
KB Home Carolinas Division Cheek Road Residential — Protected Resources
F&R Project No. 59Z-0497 4 February 15, 2022

North Carolina Department of Natural and Cultural Resources
State Historic Preservation Office
Ramona M. Bartos, Administrator
Governor Roy Cooper
Secretary D. Reid Wilson
February 11, 2022
Paul Hughes
Froehling & Robertson
310 Hubert Street
Raleigh, NC 27603
Office of Archives and History
Deputy Secretary, Darin J. Waters, Ph.D.
phu_hes e,fandr.com
Re: Construct residential subdivision, 2509 Cheek Road, Durham, Durham County, ER 22-0101
Dear Mr. Hughes:
Thank you for your letter of January 18, 2022, regarding the above -referenced undertaking. We have
reviewed the submittal and offer the following comments.
We have conducted a review of the project and are aware of no historic resources which would be affected
by the project. Therefore, we have no comment on the project as proposed.
The above comments are made pursuant to Section 106 of the National Historic Preservation Act and the
Advisory Council on Historic Preservation's Regulations for Compliance with Section 106 codified at 36
CFR Part 800.
Thank you for your cooperation and consideration. If you have questions concerning the above comment,
contact Renee Gledhill -Earley, environmental review coordinator, at 919-814-6579
or environmental.review(a�ncdcr.gov. In all future communication concerning this project, please cite the
above referenced tracking number.
Sincerely,
(1, 0
Ramona Bartos, Deputy
State Historic Preservation Officer
Location: 109 East Jones Street, Raleigh NC 27601 Mailing Address: 4617 Mail Service Center, Raleigh NC 27699-4617 Telephone/Fax: [phone]-6599

Roy Cooper, Governor
0■0■0 INC DEPARTMENT OF
■■0■o NATURAL AND CULTURAL RESOURCES
■ ■■■
January 3, 2022
Elias Ruhl
F&R
310 Hubert Street
Raleigh, NC 27603
RE. Cheek Road Residential, 59Z-0497
Dear Elias Ruhl.
D_ Reid Wilson, Secretary
Misty Buchanan
Deputy Director, Natural Heritage Program
NCNHDE-16704
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.
httl2s //www.fws.gov/offices/Directory/ListOffices.cfm?statecode=37.
Please note that natural heritage element data are maintained for the purposes of conservation
planning, project review, and scientific research, and are not intended for use as the primary criteria
for regulatory decisions. Information provided by the NCNHP database may not be published
without prior written notification to the NCNHP, and the NCNHP must be credited as an information
source in these publications. Maps of NCNHP data may not be redistributed without permission.
The NC Natural Heritage Program may follow this letter with additional correspondence if a
Dedicated Nature Preserve, Registered Heritage Area, Land and Water Fund easement, or Federally -
listed species are documented near the project area.
If you have questions regarding the information provided in this letter or need additional assistance,
please contact Rodney A. Butler at rod ney.butlerLncdcr.gov or 919-707-8603.
Sincerely,
NC Natural Heritage Program
DEPAR71MENT OF NATURAL AND CULTURAL RESOVRCES
Q 121 W. JONES STREET. RALEIGH. NC 27603 • 1651 MAIL SERVICE CENTER. RALEIGH. NC 27699
OFC 918.707.9120 • FAX [phone]

Natural Heritage Element Occurrences, Natural Areas, and Managed Areas Within a One -mile Radius of the Project Area
Cheek Road Residential
Project No. 59Z-0497
January 3, 2022
NCNHDE-16704
No Element Occurrences are Documented Within a One -mile Radius of the Project Area
No Natural Areas are Documented Within a One -mile Radius of the Project Area
Managed Areas Documented Within a One -mile Radius of the Project Area
Managed Area Name Owner Owner Type -
City of Durham - Twin Lakes Park City of Durham Local Government
Durham County Open Space Durham County Local Government
City of Durham Open Space City of Durham Local Government
Durham County Soil and Water District Property Durham County Soil and Water Local Government
Conservation District
Definitions and an explanation of status designations and codes can be found at httr)s://ncnhde.natureserve.org/helr). Data query generated on January 3, 2022; source: NCNHP, Q3 October 2021. Please
resubmit your information request if more than one year elapses before project initiation as new information is continually added to the NCNHP database.
Page 2 of 3

Ellerbe Creek
NCNHDE-16704: Cheek Road Residential
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Project Boundary
Buffered Project Boundary
Managed Area (MAREA)
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0 0.325 0.65 1.3 km
Sources' Esri, HERE, Garmin-, Intermap, increment P Carp-, GEBCC,, USGS,
FAO, NPS, NRCAN, GeoBase, IGN, Kadaster NL Ordnance Survey, Esri Japan,
METI, Esn China (Hong Kong), (c) OpenStreetMap contributors, and the GIS
User Community
Page 3 of 3

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:
Consultation Code: 04EN2000-2022-SLI-0537
Event Code: 04EN2000-2022-E-01185
Project Name: Cheek Road Residential
January 03, 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 species list generated pursuant to the information you provided identifies threatened,
endangered, proposed and candidate species, as well as proposed and final designated critical
habitat, that may occur within the boundary of your proposed project and/or may be affected by
your proposed project. The species list fulfills the requirements of the U.S. Fish and Wildlife
Service (Service) under section 7(c) of the Endangered Species Act (Act) of 1973, as amended
(16 U.S.C. 1531 et seq.).
New information based on updated surveys, changes in the abundance and distribution of
species, changed habitat conditions, or other factors could change this list. Please feel free to
contact us if you need more current information or assistance regarding the potential impacts to
federally proposed, listed, and candidate species and federally designated and proposed critical
habitat. Please note that under 50 CFR 402.12(e) of the regulations implementing section 7 of the
Act, the accuracy of this species list should be verified after 90 days. This verification can be
completed formally or informally as desired. The Service recommends that verification be
completed by visiting the ECOS-IPaC website at regular intervals during project planning and
implementation for updates to species lists and information. An updated list may be requested
through the ECOS-IPaC system by completing the same process used to receive the enclosed list.
Section 7 of the Act requires that all federal agencies (or their designated non-federal
representative), in consultation with the Service, insure that any action federally authorized,
funded, or carried out by such agencies is not likely to jeopardize the continued existence of any
federally -listed endangered or threatened species. A biological assessment or evaluation may be
prepared to fulfill that requirement and in determining whether additional consultation with the
Service is necessary. In addition to the federally -protected species list, information on the
species' life histories and habitats and information on completing a biological assessment or

01/03/2022 Event Code: 04EN2000-2022-E-01185 2
evaluation and can be found on our web page at http://www.fws.gov/raleigh. Please check the
web site often for updated information or changes
If your project contains suitable habitat for any of the federally -listed species known to be
present within the county where your project occurs, the proposed action has the potential to
adversely affect those species. As such, we recommend that surveys be conducted to determine
the species' presence or absence within the project area. The use of North Carolina Natural
Heritage program data should not be substituted for actual field surveys.
If you determine that the proposed action may affect (i.e., likely to adversely affect or not likely
to adversely affect) a federally -protected species, you should notify this office with your
determination, the results of your surveys, survey methodologies, and an analysis of the effects
of the action on listed species, including consideration of direct, indirect, and cumulative effects,
before conducting any activities that might affect the species. If you determine that the proposed
action will have no effect (i.e., no beneficial or adverse, direct or indirect effect) on federally
listed species, then you are not required to contact our office for concurrence (unless an
Environmental Impact Statement is prepared). However, you should maintain a complete record
of the assessment, including steps leading to your determination of effect, the qualified personnel
conducting the assessment, habitat conditions, site photographs, and any other related articles.
Please be aware that bald and golden eagles are protected under the Bald and Golden Eagle
Protection Act (16 U.S.C. 668 et seq.), and projects affecting these species may require
development of an eagle conservation plan (http://www.fws.gov/windenergy/
eagle_guidance.html). Additionally, wind energy projects should follow the wind energy
guidelines (http://www.fws.gov/windenergy/) for minimizing impacts to migratory birds and
bats.
Guidance for minimizing impacts to migratory birds for projects including communications
towers (e.g., cellular, digital television, radio, and emergency broadcast) can be found at: http://
www.fws.gov/migratorybirds/CurrentBirdlssues/Hazards/towers/towers.htm; http://
www.towerkill.com; and http://www.fws.gov/migratoDLbirds/CurrentBirdlssues/Hazards/
towers/comtow.html.
Not all Threatened and Endangered Species that occur in North Carolina are subject to section 7
consultation with the U.S Fish and Wildlife Service. Atlantic and shortnose sturgeon, sea
turtles,when in the water, and certain marine mammals are under purview of the National Marine
Fisheries Service. If your project occurs in marine, estuarine, or coastal river systems you should
also contact the National Marine Fisheries Service, http://www.nmfs.noaa.gov/
We appreciate your concern for threatened and endangered species. The Service encourages
Federal agencies to include conservation of threatened and endangered species into their project
planning to further the purposes of the Act. Please include the Consultation Tracking Number in
the header of this letter with any request for consultation or correspondence about your project
that you submit to our office. If you have any questions or comments, please contact John Ellis
of this office atjohn—[e-mail].

01/03/2022 Event Code: 04EN2000-2022-E-01185
Attachment(s):
• Official Species List

01/03/2022 Event Code: 04EN2000-2022-E-01185
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]

01/03/2022 Event Code: 04EN2000-2022-E-01185 2
Project Summary
Consultation Code: 04EN2000-2022-SLI-0537
Event Code: Some(04EN2000-2022-E-01185)
Project Name: Cheek Road Residential
Project Type: DEVELOPMENT
Project Description: Residential subdivision development
Project Location:
Approximate location of the project can be viewed in Google Maps: https:
www. google.com/maps/Q36.00855730000001,-78.84805716206421,14z
Counties: Durham County, North Carolina

01/03/2022 Event Code: 04EN2000-2022-E-01185 3
Endangered Species Act Species
There is a total of 5 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
Fisheriesi, 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.
Amphibians
NAME
STATUS
Neuse River Waterdog Necturus lewisi Threatened
There is final critical habitat for this species. The location of the critical habitat is not available.
Species profile: https:Hecos.fws.gov/ecp/species/6772
Fishes
NAME
STATUS
Carolina Madtom Noturus furiosus Endangered
There is final critical habitat for this species. The location of the critical habitat is not available.
Species profile: https:Hecos.fws.gov/ecp/species/528
Insects
NAME
Monarch Butterfly Danaus plexippus
No critical habitat has been designated for this species.
Species profile: https:Hecos.fws.gov/ecp/species/9743
STATUS
Candidate

01/03/2022 Event Code: 04EN2000-2022-E-01185 4
Flowering Plants
NAME STATUS
Michaux's Sumac Rhus michauxii Endangered
No critical habitat has been designated for this species.
Species profile: https:Hecos.fws.gov/ecp/species/5217
Smooth Coneflower Echinacea laevigata Endangered
No critical habitat has been designated for this species.
Species profile: https:Hecos.fws.gov/ecp/species/3473
Critical habitats
THERE ARE NO CRITICAL HABITATS WITHIN YOUR PROJECT AREA UNDER THIS OFFICE'S
JURISDICTION.

` ,
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Froehling & Robertson, Inc.
F4 310 Hubert Street
(�( Raleigh, North Carolina 27603
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Property Location Map
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Project Number:
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Site I❑
Status
Site Name
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Notes
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Year Survey
Year Survey Updated
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Year Survey
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Lat-tude
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Froehling & Robertson, Inc.
310 Hubert Street
Raleigh, North Carolina 27603
T 919.828.3441
DH2136
50
Lee Allen Farm
None
1991
1997
None
131425501 Ross Primitive Baptist Church
Site ID
Status
Site Name
Description
Notes
Loce I Status
Year Survey
Year Survey Updated
HD status
DOE report or Local Link
County
Quad Name
Township
Densr
Location
Photo Link
Spatial Accuracy
Larzude
Longitude
Internal
Durham
Northeast Durham
Oak Grove
L
N s de SR 1600 at jct wJ SR 1825
36.007704
-78.839694
DH2550
SO
Ross Primitve Bap* st Church
None
1991
1997
None
Durham
Northeast Durham
Oak Grove
L
SE jct SR 1838 and 5R 1800
36.005769
-78.841731
Property Information
KB Home Carolinas
Cheek Road Residential
Durham, Durham County, NC
!r: 59Z-0497
NC Historic Preservation Office GIS
FIGURE 5
No.

�w
r r
View of sewer easement transecting the northern portion of the
Property, from the east facing northwest toward the Property.
View of southwest corner of the Property, facing north.
Phase I Environmental Site Assessment F&R Project # 59Z-0497
Cheek Road Residential 0111812022
Durham, NC

View of former residential area on the southern boundary of the
Property, facing northwest.
{.
eh
Additional view of former residential area on the southern boundary of
the Property, facing north.
Phase I Environmental Site Assessment F&R Project # 59Z-0497
Cheek Road Residential 0111812022
Durham, NC

View of wooded path on the northwest portion of the Property, from
Logan Street facing north.
View of northwest portion of the Property, facing southeast.
Phase I Environmental Site Assessment F&R Project # 59Z-0497
Cheek Road Residential 0111812022
Durham, NC

View of towing business adjacent to the southeast corner of the
Property, facing north.
5
4;R-11
ry 5Yr ei4'
View of wooded land adjacent to the southeast of the Property, from
the Property facing southeast across Cheek Road.
Phase I Environmental Site Assessment F&R Project # 59Z-0497
Cheek Road Residential 0111812022
Durham, NC

View of adjacent site to the south of the Property, from the Property
facing south across Cheek Road.
View along Cheek Road, from the Property facing soutwest.
Phase I Environmental Site Assessment F&R Project # 59Z-0497
Cheek Road Residential 0111812022
Durham, NC

View of adjacent site to the southwest of the Property, from Cheek Road
facing north.
View along Logan Street, from the Property facing south.
Phase I Environmental Site Assessment F&R Project # 59Z-0497
Cheek Road Residential 0111812022
Durham, NC

View of residence to the northwest of the Property.
View of East Geer Street to the northwest of the Property, facing
northwest.
Phase I Environmental Site Assessment F&R Project # 59Z-0497
Cheek Road Residential 0111812022
Durham, NC

United States Department of the Interior
FISH AND WILDLIFE SERVICE
Raleigh ES Field Office
551-F Pylon Drive
Raleigh, North Carolina 27606
March 31, 2021
Gary Kreiser
WithersRavenel
115 MacKenan Drive
Cary, NC 27511
Re: Cheek Road — Durham County
Dear Mr. Kreiser:
This letter is to inform you that the Service has established an on-line project planning and
consultation process which assists developers and consultants in determining whether a
federally -listed species or designated critical habitat may be affected by aproposed project. For
future projects, please visit the Raleigh Field Office'sproject planning website at
https://www.fws.gov/raleigh/pp.html. If you are only searching for a list of species that may be
present in the project's Action Area, then you may use the Service's Information, Planning, and
Consultation System (IPaC) website to determine if any listed, proposed, or candidate species
may be present in the Action Area and generate a species list. The IPaC website may be viewed
at https://ecos.fws.gov/ipac/. The IPaC web site contains a complete and frequently updated list
of all endangered threatened species protected by the provisions of the Endangered Species Act
of 1973, as amended (16 U.S.C. 1531 et seq.)(Act), a list of federal species of concern' that are
known to occur in each county in North Carolina, and other resources.
Section 7 of the Act requires that all federal agencies (or their designated non-federal
representative), in consultation with the Service, insure that any action federally authorized,
funded, or carried out by such agencies is not likely to jeopardize the continued existence of any
federally -listed endangered or threatened species. A biological assessment or evaluation may be
prepared to fulfill that requirement and in determining whether additional consultation with the
Service is necessary. In addition to the federally -protected species list, information on the
species' life histories and habitats and information on completing a biological assessment or
'The term "federal species of concern" refers to those species which the Service believes might be in need of
concentrated conservation actions. Federal species of concern receive no legal protection and their designation
does not necessarily imply that the species will eventually be proposed for listing as a federally endangered or
threatened species. However, we recommend that all practicable measures be taken to avoid or minimize adverse
impacts to federal species of concern.

evaluation and can be found on our web page at http://www.fws.gov/raleigh. Please check the
web site often for updated information or changes.
If your project contains suitable habitat for any of the federally -listed species known to be
present within the county where your project occurs, the proposed action has the potential to
adversely affect those species. As such, we recommend that surveys be conducted to determine
the species' presence or absence within the project area. The use of North Carolina Natural
Heritage program data should not be substituted for actual field surveys.
If you determine that the proposed action may affect (i.e., likely to adversely affect or not likely
to adversely affect) a federally -protected species, you should notify this office with your
determination, the results of your surveys, survey methodologies, and an analysis of the effects
of the action on listed species, including consideration of direct, indirect, and cumulative effects,
before conducting any activities that might affect the species. If you determine that the proposed
action will have no effect (i.e., no beneficial or adverse, direct or indirect effect) on federally
listed species, then you are not required to contact our office for concurrence (unless an
Environmental Impact Statement is prepared). However, you should maintain a complete record
of the assessment, including steps leading to your determination of effect, the qualified personnel
conducting the assessment, habitat conditions, site photographs, and any other related articles.
With regard to the above -referenced project, we offer the following remarks. Ourcomments are
submitted pursuant to, and in accordance with, provisions of the Endangered Species Act.
Based on the information provided and other information available, it appears that the proposed
action is not likely to adversely affect any federally -listed endangered or threatened species, their
formally designated critical habitat, or species currently proposed for listing under the Act at
these sites. We believe that the requirements of section 7(a)(2) of the Act have been satisfied for
your project. Please remember that obligations under section 7 consultation must be
reconsidered if: (1) new information reveals impacts of this identified action that may affect
listed species or critical habitat in a manner not previously considered; (2) this action is
subsequently modified in a manner that was not considered in this review; or, (3) a new species
is listed or critical habitat determined that may be affected by the identified action.
However, the Service is concerned about the potential impacts the proposed action might have
on aquatic species. Aquatic resources are highly susceptible to sedimentation. Therefore, we
recommend that all practicable measures be taken to avoid adverse impacts to aquatic species,
including implementing directional boring methods and stringent sediment and erosion control
measures. An erosion and sedimentation control plan should be submitted to and approved by
the North Carolina Division of Land Resources, Land Quality Section prior to construction.
Erosion and sedimentation controls should be installed and maintained between the construction
site and any nearby down -gradient surface waters. In addition, we recommend maintaining
natural, vegetated buffers on all streams and creeks adjacent to the project site.
The North Carolina Wildlife Resources Commission has developed a Guidance Memorandum (a
copy can be found on our website at (http://www.fws.gov/raleigh) to address and mitigate
secondary and cumulative impacts to aquatic and terrestrial wildlife resources and water quality.

We recommend that you consider this document in the development of your projects and in
completing an initiation package for consultation (if necessary).
We hope you find our web page useful and informative and that following the process described
above will reduce the time required, and eliminate the need, for general correspondence for
species' lists. If you have any questions or comments, please contact John Ellis of this office at
[phone] ext. 26.
Sincerely,
Pete Benja
Field Supervisor