20230684 Ver 1_Boyd_Farm_CLT10_401-404_IP_20230511_20230511

(3 Stantec
BOYD FARM DATA CENTER (CLT10)
PERMIT APPLICATION NARRATIVE
Army Corps of Engineers Individual Permit
North Carolina Individual 401 Certification
May 11, 2023
Prepared for:
Microsoft Corporation
One Microsoft Way
Redmond, WA 98052
Prepared by:
Stantec Consulting Services Inc.
801 Jones Franklin Road
Raleigh, NC 27606
Project Number:
SAW-2023-00665

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
This document entitled Boyd Farm Data center (CLT10) Permit Application Narrative was prepared by
Stantec Consulting Services Inc. ("Stantec") for the account of Microsoft Corporation (the "Client"). Any
reliance on this document by any third party is strictly prohibited. The material in it reflects Stantec's
professional judgment in light of the scope, schedule and other limitations stated in the document and in the
contract between Stantec and the Client. The opinions in the document are based on conditions and
information existing at the time the document was published and do not take into account any subsequent
changes. In preparing the document, Stantec did not verify information supplied to it by others. Any use which
a third party makes of this document is the responsibility of such third party. Such third party agrees that
Stantec shall not be responsible for costs or damages of any kind, if any, suffered by it or any other third party
as a result of decisions made or actions taken based on this document.
Prepared by
(signature)
Amber Forestier
Reviewed by
(signature)
Loretta Cummings, PhD
N
Approved by
(signature)
Travis Crayosky

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
Table of Contents
1.0
THE APPLICANT/PROJECT OVERVIEW
..................................................................... 1
1.1
THE APPLICANT/PROJECT OVERVIEW......................................................................
1
1.2
PROJECT LOCATION...................................................................................................
1
1.3
EXISTING SITE CONDITIONS.......................................................................................
1
2.0
PROJECT DESCRIPTION.............................................................................................
8
2.1
LAND OWNERSHIP.......................................................................................................
8
2.2
CONSTRUCTION SEQUENCE......................................................................................
8
2.3
PROPOSED IMPACTS.................................................................................................10
2.4
STORMWATER QUALITY CONTROLS........................................................................13
3.0 THE PUBLIC NEED......................................................................................................14
4.0
PROJECT PURPOSE AND NEED................................................................................14
4.1
UNITED STATES..........................................................................................................14
4.2
NORTH CAROLINA......................................................................................................15
4.3
CATAWBA COUNTY.....................................................................................................17
5.0
OTHER FEDERAL, STATE, AND LOCAL AUTHORIZATIONS OBTAINED OR
REQUIRED & PENDING...............................................................................................18
5.1
STATE WATER QUALITY (401) CERTIFICATION........................................................18
5.2
STORMWATER PERMIT..............................................................................................18
5.3
EROSION AND SEDIMENT CONTROL PERMIT.........................................................18
5.4
SITE PLAN APPROVAL................................................................................................18
5.5
AIR PERMITTING.........................................................................................................18
5.6
DRIVEWAY PERMIT.....................................................................................................18
6.0 PROJECT ALTERNATIVES/ALTERNATIVES CONSIDERED.....................................19
6.1 PART I: INFRASTRUCTURE NEEDS...........................................................................19
6.2 PART II: AVOIDANCE (NO ACTION, UPLANDS, AND AVAILABILITY OF
OTHERSITES).............................................................................................................20
6.3 PART III: MINIMIZATION (ONSITE ANALYSIS)............................................................32
7.0 MITIGATION.................................................................................................................40
8.0 EVALUATION OF THE 401(B)(1) GUIDELINES (FACTUAL
DETERMINATIONS) EVALUATION OF THE 401(B)(1) GUIDELINES
(FACTUAL DETERMINATIONS)..................................................................................41
8.1
PHYSICAL SUBSTRATE..............................................................................................41
8.2
WATER CIRCULATION, FLUCTUATION, AND SALINITY............................................41
8.3
SUSPENDED PARTICULATE/TURBIDITY...................................................................41
8.4
CONTAMINANT AVAILABILITY....................................................................................41
8.5
AQUATIC ECOSYSTEM EFFECTS..............................................................................42
8.6
PROPOSED DISPOSAL SITE......................................................................................42

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
9.0
PUBLIC INTEREST REVIEW.......................................................................................43
9.1
CONSERVATION..........................................................................................................43
9.2
ECONOMICS................................................................................................................43
9.3
AESTHETICS................................................................................................................44
9.4
GENERAL ENVIRONMENTAL CONCERNS(33CFR320.4(P)).....................................44
9.5
WETLANDS (33CFR320.4(B))......................................................................................44
9.6
HISTORIC AND CULTURAL RESOURCES(33CFR320.4(E))......................................44
9.7
FISH AND WILDLIFE VALUES (33CFR320.4(C)).........................................................44
9.8
FLOOD HAZARDS........................................................................................................44
9.9
FLOODPLAIN VALUES (33CFR320.4(1)).....................................................................45
9.10
LAND USE....................................................................................................................45
9.11
NAVIGATION(33CFR320.4(0))....................................................................................45
9.12
SHORE EROSION AND ACCRETION..........................................................................45
9.13
RECREATION...............................................................................................................45
9.14
WATER SUPPLY(33CFR320.4(M))..............................................................................45
9.15
WATER QUALITY (ALSO 33CFR320.4(D)) 030501011102..........................................45
9.16
ENERGY NEEDS(33CFR320.4(N))..............................................................................46
9.17
SAFETY........................................................................................................................46
9.18
FOOD AND FILTER PRODUCTION.............................................................................46
9.19
MINERAL NEEDS.........................................................................................................46
9.20
CONSIDERATIONS OF PROPERTY OWNERSHIP.....................................................46
9.21
ENVIRONMENTAL JUSTICE........................................................................................47
9.22
AIR QUALITY................................................................................................................49
9.23
PREVIOUS PUBLIC OUTREACH.................................................................................50
9.24
INDIRECT AND CUMULATIVE EFFECTS....................................................................50
9.25
CUMULATIVE IMPACTS...............................................................................................51
APPENDIX A APPLICATION FOR DEPARTMENT OF THE ARMY PERMIT
..................A
APPENDIX B GRAPHICS...................................................................................................B
APPENDIX C JURISDICTIONAL FEATURES....................................................................0
APPENDIX D SOILS...........................................................................................................D
APPENDIX E THREATENED & ENDANGERED SPECIES ................................................ E
APPENDIX F CULTURAL RESOURCES........................................................................... F
APPENDIX G STORMWATER MANAGEMENT PLAN.......................................................G
APPENDIX H ENVIRONMENTAL JUSTICE.......................................................................H
APPENDIX I MITIGATION..................................................................................................

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
List of Illustrations
Illustration 1.
Data Center Locations in the U.S.........................................................................15
Illustration 2.
MBC Optical Transport Network...........................................................................16
Illustration 3.
Data Center Locations in North Carolina..............................................................16
Illustration 4.
Catawba County Offsite Alternative Parcels.........................................................21
Illustration 5.
Alternative Site 1 Topography..............................................................................23
Illustration 6.
Alternative Site 2 Topography..............................................................................25
Illustration 7.
Alternative Site 3 Topography..............................................................................26
Illustration 8.
Preferred Site Topography...................................................................................28
Illustration 9.
Alternative Layout 1.............................................................................................34
Illustration 10.
Alternative Layout 2...........................................................................................36
Illustration 11.
Alternative Layout 3...........................................................................................37
Illustration 12.
Census Block Groups (EPA EJSCREEN)..........................................................48
List of Tables
Table 1.
Jurisdictional Features.................................................................................................
2
Table 2.
Stream Functional Assessment (NCSAM) Ratings.......................................................
3
Table3.
Soils.............................................................................................................................
4
Table 4.
Potentially Occurring T&E Species in the vicinity of the CLT10 Boyd Farm Site
(USFWS IPaC 03/31/2023)..........................................................................................
5
Table 5.
Previously Identified Archaeological Sites within a 1-Mile Radius of the Project
Area.............................................................................................................................
6
Table 6.
Previously Identified Architectural Resources Within a 1-Mile Radius of the
ProjectArea.................................................................................................................
7
Table7.
Project Parcels.............................................................................................................
8
Table 8.
Jurisdictional Impacts..................................................................................................10
Table 9.
Offsite Alternative Impacts...........................................................................................29
Table 10.
Offsite Alternatives Criteria........................................................................................30
Table 11.
Alternative Layout 1 Estimated Stream Impacts........................................................35
Table 12.
Alternative Layout 2 Estimated Stream Impacts........................................................37
Table 13.
Alternative Layout 3 Estimated Stream Impacts........................................................38
Table 14.
Alternative Layout Impact Comparison......................................................................38
Table 15.
Stream Compensatory Mitigation..............................................................................40
Table 16.
Census Block Groups................................................................................................48
Table 17.
Census Information...................................................................................................49

Executive Summary
This document is intended to provide supplementary information in support of the U. S. Army Corps of
Engineers' (USACE) preparation of the Environmental Assessment, Finding of No Significant Impact,
Statement of Findings, and Review and Compliance Determination according to the 404(b)(1) guidelines
for the proposed Boyd Farm Data Center (CLT10) in Maiden, North Carolina.
APPLICANT: Microsoft Corporation c/o Mr. Chris Sander
One Microsoft Way
Redmond, WA 98052
Email: chsandera-microsoft.com
Phone: [phone]
Alternate: Ms. Claire Wolanski
Email: v-cwolanskia-microsoft.com
Phone: [phone]
AGENT: Stantec Consulting Services Inc. - Amber Forestier
801 Jones Franklin Road
Raleigh, NC 27606
Email: amber.forestiera-stantec.com
Phone: [phone]
The Applicant is proposing to develop a multi -phase data center development with five (5) single -story
data center buildings and associated infrastructure that will be collectively known as the Boyd Farm Data
Center (CLT10). The proposed project is located on five (5) parcels consisting of approximately 294.73
acres (AC) to the northwest of Zeb Haynes Road, east of Crestwood Street and south of Clarks Creek
Circle in the Town of Maiden, NC. (Appendix B; Figures 1 and 2). The primary function of the data center
campus is to provide the most efficient, controlled environment for communication servers housed inside
the facility. The project includes five 48-megawatt (MW) data center buildings with parking, access roads,
a pad site for one (1) Duke Energy substation, security entrances and features, installation and/or
relocation of utilities, and stormwater management treatment facilities with impacts to jurisdictional
streams. A completed application for a Department of the Army permit is provided for your review in
Appendix A.
The purpose of the CLT10 project is to provide additional cloud storage capacity in support of Microsoft
Corporation's (Microsoft) North Carolina Regional Network Gateway (RNG). Microsoft establishes RNG's
around the globe within identified regions. Sites within the RNG are required to meet certain connectivity
and redundancy requirements and must be located within 20-kilometers (km) of other data centers in the
region that are all connected through fiber optic lines.
The North Carolina region is outgrowing the current capacity provided by existing data centers. Because
these projects usually take 18-24 months to design and construct each phase, Microsoft is planning now
for future growth. This data center design is advanced and is expected to provide optimal operational

efficiencies. Within North Carolina, locations for a data center are mainly limited by access to fiber optic
lines and adequate electrical power.
After analyzing off -site and on -site alternatives, the Preferred Alternative was found to be the Least
Environmentally Damaging Practicable Alternative (LEDPA). The Preferred Alternative will result in
permanent impacts to 686 LF (0.07 AC) stream channel and temporary impacts to 258 LF (0.02 AC) of
stream channel. Compensatory mitigation totaling 1,208 credits is proposed to be provided through a
credit purchase from the NCDEQ Division of Mitigation Services (DMS) In -Lieu Fee Program.
The Applicant is seeking authorization to take the proposed impacts under an Individual Permit from the
U.S. Army Corps of Engineers (USACE), pursuant to Section 404 of the Clean Water Act (33 USC 1344)
and authorization under an Individual 401 Water Quality Certification (WQC) from the North Carolina
Division of Water Resources (DWR) pursuant to Section 401 of the Clean Water Act and Section15A
NCAC 02H.0500 et seq. of the North Carolina Administrative Code.

Acronyms/Abbreviations
AC Acre
BMP Best Management Practice
Corps U.S. Army Corps of Engineers
FEMA Federal Emergency Management Agency
FIRM Flood Insurance Rate Map
HPO North Carolina State Historic Preservation Office
HUC Hydrologic Unit Code
IPaC U.S. Fish and Wildlife Information for Planning and Conservation
LEDPA Least Environmentally Damaging Practicable Alternative
LF Linear Feet
Km Kilometer
kV Kilovolts
MW Megawatts
DEQ North Carolina Department of Environmental Quality
DAQ North Carolina Division of Air Quality
DCM North Carolina Division of Coastal Management
DEMLR North Carolina Division of Energy, Mineral, and Land Resources
DMF North Carolina Division of Marine Fisheries
DWR North Carolina Division of Water Resources
NC North Carolina
NCDOT North Carolina Department of Transportation
NC SAM North Carolina Stream Assessment Method
NC WAM
North Carolina Wetland Assessment Method
NHDE
North Carolina Natural Heritage Data Explorer
NHP
North Carolina Natural Heritage Program
NPDES
National Pollutant Discharge Elimination System
NRHP
National Register of Historic Places
OAH
North Carolina Office of Archives and History
OSA
North Carolina Office of State Archaeology
PEM
Palustrine Emergent Wetlands
PFO
Palustrine Forested Wetlands
PJD
Preliminary Jurisdictional Determination
POW
Palustrine Open Water
PSS
Palustrine Scrub -Shrub Wetlands
SF
Square Feet
SWM
Stormwater Management
USFWS
U. S. Fish and Wildlife Service
WRC
North Carolina Wildlife Resources Commission

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
THE APPLICANT/PROJECT OVERVIEW
In THE APPLICANT/PROJECT OVERVIEW
1.1 THE APPLICANT/PROJECT OVERVIEW
This document is intended to provide supplementary information in support of the U. S. Army Corps of
Engineers' (USACE) preparation of the Environmental Assessment, Finding of No Significant Impact,
Statement of Findings, and Review and Compliance Determination according to the 404(b)(1) guidelines
for the proposed Boyd Farm Data Center (CLT10) in the Town of Maiden, North Carolina (NC).
The Applicant is proposing to develop a multi -phase development with five (5) single -story data center
buildings and associated infrastructure that will be collectively known as the Boyd Farm Data Center
(CLT10). The primary function of the data center campus is to provide the most efficient, controlled
environment for communication servers housed inside the facility. The project will provide 488 MW of data
storage and includes five 48-megawatt (MW) data center buildings with parking, access roads, a pad site
for one (1) Duke Energy substation, security entrances and features, installation and/or relocation of
utilities, and stormwater management treatment facilities with impacts to jurisdictional streams. A
completed application for a Department of the Army permit is provided for your review in Appendix A.
1.2 PROJECT LOCATION
The proposed Project Site, referred to as the Boyd Farm Data Center (CLT10), is located on five (5)
parcels consisting of approximately 294.73 acres (AC) to the northwest of Zeb Haynes Road, east of
Crestwood Street and south of Clarks Creek Circle in the Town of Maiden, NC. (Appendix B; Figures 1
and 2). The project site contains Clark Creek, and unnamed tributaries with wetlands which flow into Clark
Creek. The site is located within the Upper Clark Creek watershed in Hydrologic Unit Code (HUC)
03050102.
1.3 EXISTING SITE CONDITIONS
Land Us -
Currently the property is vacant with the northern portion of the site having been farmed with wooded
areas along the Clark Creek stream corridor. Within the past 10 years, these previously farmed areas
have been reforested in a pine plantation. The eastern -most parcel was recently cleared for agricultural
fields. The area around Old Maiden Road, in the southern section of the site, has remained an open field
for at least 30 years.
,.%;.2 wFwV,%Atjhy
The site is located to the east of Clark Creek and consists of moderate to severe sloping areas with the
steepest areas generally adjacent to the 100-year floodplain. Two stream drainages with steep slopes

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
THE APPLICANT/PROJECT OVERVIEW
cross the property. The site generally slopes down from east to west, from a high of 925 feet to a low of
800 feet.
1.3.3 Jurisdictional Features
On -site streams and wetlands were first evaluated in the field by Black & Veatch between June 28-30,
2022. Stantec reviewed the existing natural resource investigations completed by Black & Veatch in July
2022 and conducted a site visit on November 10, 2022. A site visit with the LISACOE was completed on
December 1, 2022, to evaluate current conditions. Stantec reevaluated portions of Black & Veatch's
jurisdictional waters delineation and changes were made to streams extents and classifications based on
local regulatory experience. Aquatic features were evaluated and delineated based on the North Carolina
Division of Water Resources (DWR) Stream Identification Method (version 4.11) and the 1987 US Army
Corps of Engineers Manual and the Eastern Mountains and Piedmont (EMP) Regional Supplement. The
following table summarizes the jurisdictional features delineated within the Project Site and approved by
the Corps.
Table 1. Jurisdictional Features
Site Name
Latitude
Longitude
Estimated amount
Type of
Geographic
(decimal
(decimal
of aquatic
aquatic
authority to which
degrees)
degrees)
resource in review
resource (i.e.,
the aquatic
area (acreage and
wetland vs.
resource "may
linear feet, if
non -wetland
be" subject (i.e.,
applicable)
waters)
Section 404 or
Section 10/404
SA
35.589794
-81.235323
1,009 LF
Non -wetland
Section 404/401
waters
SA Intermittent
35.589209
-81.232058
249 LF
Non -wetland
Section 404/401
waters
SB
35.589069
-81.231642
102 LF
Non -wetland
Section 404/401
waters
SC
35.595089
-81.234077
1,400 LF
Non -wetland
Section 404/401
waters
SC Intermittent
35.595198
-81.228817
74 LF
Non -wetland
Section 404/401
waters
Clark's Creek
35.593939
-81.235291
5,994 LF
Non -wetland
Section 404/401
waters
A request for a preliminary jurisdictional determination (PJD) confirmation was submitted to the Corps on
January 24, 2023. The PJD was issued by the Corps in a letter dated March 30, 2023. The site was
determined to contain 8,828 LF of streams. A copy of the wetland delineation and PJD are included in
Appendix C.
1.3.3.1 NORTH CAROLINA STREAM ASSESSMENT METHOD (NCSAM)
Functional assessment of the onsite streams was evaluated by Stantec staff on November 10, 2022,
using the NC Stream Assessment Method (NC SAM) v.2.1. This methodology consists of a rapid
assessment of multiple functions against reference conditions for the stream type to give an overall
2

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
THE APPLICANT/PROJECT OVERVIEW
assessment of function'. All streams evaluated were headwater streams and exhibited narrower confined
valley shapes (type B) in small watersheds (Size 1 <0.1 milez). Overall, the streams are incised but not
generally unstable except at head cuts near the stream origins. There are some signs of past channel
straightening. Forested riparian corridors are wide and do not exhibit an abundance of invasive species.
All streams rated as medium quality streams. The assessed stream segment ratings are provided in
Table 2. The NC SAM sheets are provided in Appendix C.
Table 2. Stream Functional Assessment (NCSAM) Ratings
Stream ID
Flow Regime
Function Rating Summary
Overall Stream Rating
Hydrology - Low
SA
Perennial
Water Qual.- Medium
Medium
Habitat - Medium
Hydrology - Low
SA Intermittent
Intermittent
Water Qual.- High
Medium
Habitat - Medium
Hydrology - Low
SB
Intermittent
Water Qual.- High
Medium
Habitat - Medium
Hydrology - Medium
SC
Perennial
Water Qual.- Medium
Medium
Habitat - High
Hydrology - Low
SC Intermittent
Intermittent
Water Qual.- Medium
Medium
Habitat — Medium/High
1.3.4 Soils
The U.S. Department of Agriculture Natural Resources Conservation Service Web Soil Survey indicates
that there are thirteen different soil units present in the vicinity of the project area. The four most abundant
being:
1. Lloyd loam, 2 to 6 percent slopes;
2. Pacolet clay loam, 10 to 25 percent slopes. The natural drainage class is severely eroded;
3. Lloyd loam, 6 to 10 percent slopes; and
4. Lloyd clay loam, 6 to 10 percent slopes. The natural drainage class is moderately eroded.
Nine other soil types make up approximately 29% of the site. Lloyd loam is also present at 10 to 15
percent slopes. There is an area of moderately eroded Lloyd clay loam at 2 to 6 percent slope. Frequently
flooded Buncombe loamy sand is present on site at 0 to 5 percent slopes. Chewacla loam and Congaree
' N.C. Stream Functional Assessment Team. 2015. N.C. Stream Assessment Method (NCSAM) User
Manual. Version 2.1.
3

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
THE APPLICANT/PROJECT OVERVIEW
loam are both present at 0 to 2 percent slopes and are rated as frequently flooded. There is also an area
of Dorian fine sandy loam that exists at 0 to 6 percent slopes and is rarely flooded. Moderately eroded
Madison -Bethlehem complex is present at 10 to 25 percent slopes. The last two soil types are Pacolet
soils at 10 to 25 percent slopes and occasionally flooded Roanoke loam at 0 to 2 percent slopes. Table 3
includes additional information on all the soil types found on site. Best Management Practices (BMPs) to
control runoff and sedimentation during construction, as described in the North Carolina Erosion and
Sediment Control Planning and Design Manual, (2013), will be used. No adverse impacts are expected to
the topography, geology, or soils of the project area or surrounding areas. A copy of the United States
Department of Agriculture (USDA) Natural Resources Conservation Service (NRCS) Custom Soil Report
for the project site is included as Appendix D.
Table 3. Soils
MAP UNIT
SYMBOL
MAP UNIT NAME
HYDRIC
SOIL
SOIL
GROUP
AC
PERCENT
BuB
Buncombe loamy sand, 0 to 5 percent slopes, frequently
flooded
No
A
2.8
1.0%
ChA
Chewacla loam, 0 to 2 percent slopes, frequently flooded
Yes
B/D
18.0
6.2%
CoA
Congaree loam, 0 to 2 percent slopes, frequently flooded
Yes
C
18.7
6.4%
DoB
Dorian fine sandy loam, 0 to 6 percent slopes, rarely flooded
Yes
C
15.1
5.2%
LcB
Lloyd loam, 2 to 6 percent slopes
No
B
66.9
22.9%
LcC
Lloyd loam, 6 to 10 percent slopes
No
B
44.1
15.1 %
LcD
Lloyd loam, 10 to 15 percent slopes
No
B
4.2
1.4%
LdB2
Lloyd clay loam, 2 to 6 percent slopes, moderately eroded
No
B
2.0
0.7%
LdC2
Lloyd clay loam, 6 to 10 percent slopes, moderately eroded
No
B
31.2
10.7%
MhE2
Madison -Bethlehem complex, 10 to 25 percent slopes,
moderately eroded
No
B
16.9
5.8%
PaE3
Pacolet clay loam, 10 to 25 percent slopes, severely eroded
No
B
64.1
21.9%
PeE
Pacolet soils, 10 to 25 percent slopes
No
B
3.0
1.0%
RkA
Roanoke loam, 0 to 2 percent slopes, occasionally flooded
Yes
C/D
5.3
1.8%
TOTAL
100.0%
1.3.5 Vegetation
A variety of vegetative communities are present onsite with at least half the site under timber
management and planted with pine trees. Hardwood forests are present along Clark Creek and the
tributaries onsite ranging from piedmont alluvial forests along the channels to mesic mixed oak hickory
C!

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
THE APPLICANT/PROJECT OVERVIEW
forests on side slopes and ridges. These forests vary in age but primarily exhibit native vegetation.
Maintained areas onsite include a few grassy fields, a sanitary sewer easement along Clark Creek and an
electrical transmission line along the northern boundary of the site. A large area in the northeast portion of
the site has been clearcut and has been left to regenerate in young successional forest.
1.0.0 r%=u%=, ,,y & StGTC'LIJ1%=U I,,,%=u,%=,u= d of r-,,u jil CICd SpCC.ICJ
Stantec reviewed the preliminary natural resource investigations completed by Black and Veatch in July
2022 and then visited the site on December 1, 2022, and March 20, 2023. Stantec biologists assessed
wetlands and waters of the US, vegetative communities, and threatened and endangered species habitat.
A survey for dwarf -flowered Heartleaf (Hexastylis naniflora) was conducted but no specimens were found.
Updates to federally protected species as of March 30, 2023 are summarized below and include the
proposed listing of the tricolored bat and the absence of dwarf -flowered heartleaf.
The USFWS Information for Planning and Consultation (IPaC) has detailed the dwarf -flowered heartleaf
as a potentially occurring species for the project area in Catawba County, NC (Table 4). The North
Carolina Natural Heritage Program (NHP) January 2023 Q4 Element Occurrence dataset shows an
occurrence of tricolored bat in the Pinch Gut Creek culvert under W. Maiden Road approximately 0.25
miles southeast of the project.
During field evaluation in December 2022, suitable dwarf flowered heartleaf habitat was found. Stantec
performed a site visit within the approved survey window on March 20, 2023, to assess current site
conditions and evaluate potential habitat for the dwarf -flowered heartleaf but no individual Hexastylis sp.
plants were located. Due to the absence of specimens in the potential habitat, this project has been
determined to have no effect on this species.
Table 4. Potentially Occurring T&E Species in the vicinity of the CLT10 Boyd Farm Site (USFWS
IPaC 03/31/2023)
Common Name
Scientific Name
Federal Status*
Habitat
Biological Conclusion
Tri-colored bat
Perimyotis
PE
Yes
Unresolved
subfla vus
Bog Turtle
Glyptemys
T-SA
Marginal
Not Required
muhlenbergii
Dwarf -flowered
Hexastylis naniflora
T
Yes
No Effect
Heartleaf
Bald Eagle
Haliaeetus
BGPA
No
No Effect
leucocephalus
'PE= Proposed Endangered; T-SA= Threatened due to similar appearance; T= Threatened; BGPA= Bald and Golden Eagle
Protection Act
The tri-colored bat has been proposed to be federally listed as endangered and is expected to be officially
listed before this site goes to construction. Roosting habitat is present across the site in the form of
forested areas. Acoustic surveys are scheduled to occur at the end of May 2023 for this species and
further analysis and results will be provided at that time.
5

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
THE APPLICANT/PROJECT OVERVIEW
During field evaluation on December 1, 2022, marginal bog turtle habitat was found in a few wetter areas
of the Clark Creek floodplain. These areas are not being disturbed as part of this project.Since bog turtle
is listed due to similarity of appearance to the northern bog turtle no further action is required.
The monarch butterfly is listed as a candidate species and is not yet listed on the endangered species list.
No further action is required. Additionally, during field evaluation in December 2022, no milkweed was
observed, and the open fields appeared to be maintained. A memo including the database search results
can be found in Appendix E.
1.3.7 Cultural Resources
The NC Office of State Archaeology (OSA) files of archaeological sites were examined, and information
was retrieved on sites located within a 1.6-kilometer (1-mile) radius of the survey corridor. Additionally,
North Carolina Historic Preservation Office (HPO) files of architectural surveys were examined, and
information was retrieved on sites located within a 1.6-kilometer (1-mile) radius of the survey corridor.
Background research also focused on relevant sources of local historical information and available
historical maps, which were examined to provide an historical context for the Project Area and to check
for any buildings and other cultural features present within the Project Area.
1.3.7.1 ARCHAEOLOGICAL SITES
No previously recorded archaeological sites are located within the Project Area. Four previously recorded
archaeological sites are located within a 1.6-kilometer (1-mile) radius of the Project Area (Table 5;
Appendix F - Figure 1). Of the four total previously recorded archaeological sites in the vicinity of the
Project Area, three are Native American and one is historic.
Table 5. Previously Identified Archaeological Sites within a 1-Mile Radius of the Project Area
Resource
Resource Type
Association
Reference
NRHP Status
31CT129
Lithic Scatter
Pre -Contact
McCabe et al. 1978
Unassessed
31CT261
Cemetery
19t" Century
Farrow & Idol 2016
Unassessed
31CT285
Lithic Scatter
Pre -Contact
O'Neil 2022
Unassessed
31CT286
Lithic Scatter
Pre -Contact
O'Neil 2022
Unassessed
1.3.7.2 ARCHITECTURAL RESOURCES
No previously recorded architectural resources are located within the Project Area. Seven previously
recorded architectural resources are located within a 1.6-kilometer (1-mile) radius of the Project Area
(Table 6; Appendix F - Figure 2). Of these, five represent houses with no recorded date and the 1845
William Pinckney Reinhardt House (CT0416) which has been listed on the NHRP and is located 0.5 miles
away from the Project Site. The seventh architectural resource is the Carolina Mills, also with no recorded
date of construction.
C:

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
THE APPLICANT/PROJECT OVERVIEW
Table 6. Previously Identified Architectural Resources Within a 1-Mile Radius of the Project Area
Site #
Resource Type
Date
Recorded By
NRHP Recommendation
CT0416
William Pinckney Reinhardt House
1845
Kooiman 1989
NRHP Listed 1990
CT0476
House
n.d.
Unknown 1977
Unassessed
CT0543
House
n.d.
Unknown 1977
Unassessed
CT0640
Joe Reinhardt House
n.d.
Unknown 1977
Unassessed
CT0751
Carolina Mills
n.d.
Unknown 1977
Unassessed
CT0764
Parker House
n.d.
Unknown 1977
Unassessed
CT0857
Mike Keener House
n.d.
Unknown 1977
Demolished
1.3.8 Regulated Floodplair
The project area is located on the Federal Emergency Management Agency's (FEMA) Flood Insurance
Rate Maps (FIRM) 3710363700J and 3710363800J, which show that the 100-year floodplain is present
within the project area. No construction is occurring in the floodplain and this project will not increase the
100-year floodplain elevation. FIRM maps are provided in Appendix B — Figures 3 & 4.
1.0.7 LV11111 j.
The five (5) parcels are located in the Town of Maiden and are zoned M-1 — Industrial District. Data
centers are a permitted use within the M-1 district under the Unified Development Ordinance of the Town
of Maiden, NC.
III

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
PROJECT DESCRIPTION
2.0 PROJECT DESCRIPTION
2.1 LAND OWNERSHIP
All five of the parcels within the project limits are owned by the Microsoft. A list of the parcels and their
acreages is provided in Table 1. A map of the subject parcels is provided in Appendix B on Figure 5.
Table 7. Project Parcels
Parcel ID
Acreage
363819608696
86.96
363708992517
23.86
363707699340
70.64
363707678981
58.54
363711569552
54.73
TOTAL
294.73
2.2 CONSTRUCTION SEQUENCE
The early site works plan dated April 4, 2023, includes mass grading of the site and all jurisdictional
impacts will be taken under this construction plan. Construction will follow this construction sequence:
1. Obtain grading/erosion control plan approval from Catawba County. Post the erosion control placard
at the jobsite and maintain current approved set of plans.
2. Obtain certificate of coverage from the NC Department of Environmental Quality and store the
certificate on -site at all times. Permit must be updated yearly.
3. Set up an on -site pre -construction conference with erosion control inspector to discuss erosion
control measures. Failure to schedule such conference 48 hours prior to any land disturbing activity is
a violation.
4. Prior to any clearing or installation of erosion control devices, contractor shall stake clearing limits and
stake all trees, and structures to remain and be protected.
5. All erosion control measures shall be constructed in accordance with the NC Erosion and Sediment
Control Planning and Design Manual, US Department of Agriculture and Catawba County standards
and specifications.
6. Install construction entrance, perimeter silt fence, sediment traps, temporary diversion ditches, and
other measures as shown on Phase I erosion control plans, clearing only as necessary to install
these devices. Sediment basins shall be installed and functioning properly prior to moving forward
with remaining clearing and grubbing.
E:

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
PROJECT DESCRIPTION
7. Install 3 culverts as shown on Phase I erosion control plans by implementing stream pump around
measures as required. Protect work zone using temporary diversions and double row silt fence as
shown on plans. Contractor shall work from downstream to upstream installing the outlet protection
first. All sediment laden water from the work zone shall be pumped through a DEQ approved filter
bag. Adhere to pump around sequence of construction as shown on design specification.
8. Contractor to block all possible entrances to site besides approved construction entrance(s) with
fencing and orange barrels.
9. Contractor shall ensure that erosion control measures are in place and functioning prior to demolition,
grubbing, and grading operations.
10. Prepare staging, operations and stockpile areas.
11. Call for on -site inspection by inspector. When approved, inspector issues the grading permit and
clearing and grubbing may begin.
12. Begin grading and demolition activities, installing additional erosion control measures as indicated or
as deemed necessary by the erosion control inspector. Limit the amount of exposed soil by initiating
stabilization measures as construction progresses.
13. Contractor shall fully construct the roadway connection between Northern Drive and the main campus
pad as quickly as possible, this drive shall be used as the main connection point to the project.
14. Install storm drain as shown on plans in conjunction with grading operations. Install erosion control
measures as required while storm drain systems are installed, including but not limited to, temporary
slope drains.
15. As construction commences, the contractor shall adjust diversion ditches and temporary slope drains,
as necessary, as site is brought to finished grade. Contractor shall also install additional erosion
control measures as shown on the plan and as deemed necessary by the erosion control inspector.
Contractor shall maintain a 24-inch berm at the top of all fill slopes, directing water to the slope
drains.
16. The contractor shall diligently and continuously maintain all erosion control devices and structures.
17. For phased erosion control plans, contractor shall meet with erosion control inspector prior to
commencing with each phase of erosion control measures.
18. Stabilize slopes immediately with permanent erosion control matting and permanent grass seeding
once they are brought to finished grade. Slopes greater than 20 feet high shall be seeded when the
slope is brought up to the next slope bench. All slopes shall be walked with tracked equipment prior to
seeding/grassing.
19. Contractor may install deep storm drainage piping system and other deep utilities as the fill section is
being brought up to finish grades. Contractor may use the storm drainage system to route water to
sediment basins, including inlet protection as required.
20. Upon reaching pad grades, place stone base on laydown areas, building pads as indicated on the
plans for stabilization. Slope stone pads to the temporary ditches. All areas of the pad not to receive a
stone base shall be permanently stabilized with seeding/grassing.

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
PROJECT DESCRIPTION
21. Coordinate with erosion control inspector prior to removal of any erosion control measures.
22. No device shall be removed until site is stabilized. Riser sediment basins 1, 2A, 28, and 2C as shown
on Phase I erosion and sediment control plans are to remain installed and operational until future
work packages are completed. Riser sediment basin 4, and skimmer sediment basins 3, and 5 may
be removed once all work draining to it has been permanently stabilized and with prior approval from
the erosion control inspector and engineer.
23. All disturbed areas shall receive either stone, asphalt, or permanent stabilization. Contractor shall be
responsible for maintaining the site until full stabilization is complete and the Catawba County erosion
control permit is closed.
2.3 PROPOSED IMPACTS
The project will have permanent impacts to 686 LF (0.07 AC) stream channel and temporary impacts to
258 LF (0.02 AC) of stream channel (Table 8). The overall impacts are shown on the Jurisdictional
Impacts Maps created by WK Dickson located in Appendix B on Figures 6 through 9A. Profile views of
the impacts have been included. Computations for riprap outfall protection associated with culverts are
based on NC Department of Transportation (NCDOT) and FEMA floodplain requirements.
Table 8. Jurisdictional Impacts
Impact
Type of Impact
Permanent Stream Impacts
Temporary Stream Impacts
AC
LF
AC
LF
SA1
Fill for access road
0.001
16
-
-
SA2
Temporary construction access
-
-
0.001
11
SA3
Temporary construction access
-
-
0.003
44
SA4
Road Crossing - Culvert
0.013
225
-
-
SA5
Riprap Outfall
0.002
33
-
-
SA6
Temporary construction access
-
-
0.001
48
SC1
Fill for access road
0.0002
5
-
-
SC2
Temporary construction access
-
-
0.004
78
SC3
Temporary construction access
-
-
0.004
27
SC4
Road Crossing - Culvert
0.049
358
-
-
SC5
Riprap Outfall
0.007
49
-
-
SC6
Temporary construction access
-
-
0.007
50
TOTAL
0.07 AC
686 LF
0.02 AC
258 LF
10

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
PROJECT DESCRIPTION
DISCUSSION OF IMPACTS
The project requires impacts to stream channels. All construction within stream channels will occur in the
dry. If there is flow in the channel, a pump -around system will be utilized during construction. Design
specifications for the pump -around system are provided in Appendix B on Figure 10 provided by WK
Dickson. All temporarily impacted stream channels will be returned to pre -construction contours after
construction is complete.
1. Impact SA1 — Fill for access road
The project will permanently impact 16 LF of intermittent stream with the placement of fill necessary for
the construction of an internal access road associated with the security entrance. Utilities will also be
installed within the roadbed. The plan and profile for Impact SA1 are provided in Appendix B on Figures 7
& 7A.
2. Impact SA2 - Temporary construction access
The construction of the internal access road will also temporarily impact 11 LF of intermittent stream to
allow for construction of the slope and installation of perimeter security fencing. The plan and profile for
Impact SA2 are provided in Appendix B on Figures 7 & 7A.
3. Impact SA3 - Temporary construction access
Temporary impacts associated with the construction of the culvert and wingwalls at the main entrance to
the site from Old Maiden Road will occur. The construction will temporarily impact 44 LF of perennial
stream to allow access for installation of the culvert, utilities, wingwalls and security fencing. The plan and
profile for Impact SA3 are provided in Appendix B on Figures 7 & 7A.
4. Impact SA4 - Road Crossing - Culvert
The project will permanently impact 225 LF of perennial stream with the placement of a 204-foot-long 60-
inch reinforced concrete pipe (RCP) with wingwalls to construct the main entrance to the site from Old
Maiden Road. Utilities will also be installed at the crossing. The culvert will be countersunk 12-inches and
back -filled with onsite materials. The plan and profile for Impact SA4 are provided in Appendix B on
Figures 7 & 7A.
5. Impact SA5 - Riprap Outfall
The installation of riprap outfall protection will permanently impact 33 LF of stream. The plan and profile
for Impact SA5 are provided in Appendix B on Figures 7 & 7A.
6. Impact SA6 - Temporary construction access
Temporary impacts associated with the construction of the culvert and wingwalls at the main entrance to
the site from Old Maiden Road will occur. The construction will temporarily impact 48 LF of perennial
stream to allow access for installation of the culvert, utilities, wingwalls, riprap and security fencing. The
plan and profile for Impact SA6 are provided in Appendix B on Figures 7 & 7A.
11

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
PROJECT DESCRIPTION
7. Impact SC1 - Fill for access road
The project will permanently impact 5 LF of intermittent stream with the placement of fill necessary for the
construction of an internal access road. The slope in this area was increased from a 3:1 slope to a 2:1
slope to decrease impacts. The plan and profile for Impact SC1 are provided in Appendix B on Figures 8
& 8A. The outflow pipe from Wetpond #2C is directed towards the channel and a riprapped ditch has
been provided to direct flow towards the stream channel.
8. Impact SC2 - Temporary construction access
The construction of the internal access road will also temporarily impact 78 LF of intermittent stream to
allow for construction of the slope and installation of perimeter security fencing. A temporary three -foot -
tall rip -rap temporary sediment trap will be installed across the stream as described in NCDEQ6.60.2. The
stream channel will be returned to pre -construction contours when construction is complete. The plan and
profile for Impact SC2 are provided in Appendix B on Figures 8 & 8A.
9. Impact SC3 - Temporary construction access
Temporary impacts associated with the construction of the culvert and wingwalls at the crossing between
the north and south sections of the site will occur. The construction will temporarily impact 27 LF of
perennial stream to allow access for installation of the culvert, utilities, and wingwalls. The plan and profile
for Impact SC3 are provided in Appendix B on Figures 9 & 9A.
10. Impact SC4 -Road Crossing —Culverts
The project will permanently impact 358 LF of perennial stream and FEMA designated 100-year
floodplain with the placement of two 333-foot-long, 84-inch RCP with wingwalls at the crossing between
the north and south sections of the site. Multiple ductbanks will be installed at the crossing. The crossing
has been designed to meet local and FEMA floodplain construction requirements. The culvert will be
countersunk 17-inches to meet FEMA requirements and back -filled with onsite materials. The plan and
profile for Impact SC4 are provided in Appendix B on Figures 9 & 9A.
11. Impact SC5 - Riprap Outfall
The project will permanently impact 49 LF of perennial stream with the placement of 49-foot-long by 75-
foot-wide riprap outfall protection at the crossing between the north and south sections of the site. The
plan and profile for Impact SC5 are provided in Appendix B on Figures 9 & 9A.
12. Impact SC6 - Temporary construction access
Temporary impacts associated with the construction of the culvert at the crossing between the north and
south sections of the site will occur. The construction will temporarily impact 50 LF of perennial stream to
allow access for installation of the culvert, utilities, wingwalls and a riprap outfall. The plan and profile for
Impact SC4 are provided in Appendix B on Figures 9 & 9A.
12

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
PROJECT DESCRIPTION
2.4 STORMWATER QUALITY CONTROLS
The stormwater runoff for the proposed project originates from driveway access, building roofs, a gravel
substation pad site, parking lots and on -site grassed drainage. This project has an assumed
proposed/future total impervious area totaling 79.99 acres. Stormwater from the above -mentioned areas
is directed to any one of a number of drainage structures, including but not limited to curb inlets, grate
inlets, and yard inlets. Once the stormwater has entered the drainage system through these structures, it
is directed by gravity flow through the stormwater drainage system to the BMP wet ponds. A copy of the
Stormwater Management Plans and Stormwater Report are attached in Appendix G. The following steps
will be followed during construction:
1. During the mass grading operation, storm drainage infrastructure should be installed across the site.
As part of the Phase I Erosion and Sediment Control Plan (E&SCP), the seven erosion control
sediment basins on the site function as the storm drainage system.
2. Phase 2 of the E&SCP will begin following the completion of Phase 1 and will include construction of
an access road from Old Maiden Road and Zeb Hayes Road. Mass grading will occur around these
drives as it comes onto the site. Access road from Zeb Hayes Road will be paved with asphalt.
Grading of the primary entrance from Old Maiden Road will be completed and paved with gravel.
Once mass grading is complete and the entire site has been stabilized erosion control sediment
basins 3, 4, and 5 will be removed. Erosion control sediment basins 1, 2A, 2B, and 2C will be
converted to a BMP wet pond.
3. The 4 BMP wet ponds will provide storm water management for all impervious surfaces at the site.
4. BMP wet pond 1 has been sized to receive storm drainage from the primary entrance with a proposed
drainage area of 9.49 acres and a max impervious area of 1.62 acres (17% of total site). BMP wet
pond 2A has been sized to receive storm drainage from the future roof drainage, parking areas and
driveway access with a proposed drainage area of 53.46 acres and a max impervious area of 41.39
acres (77% of total site). BMP wet pond 2B has been sized to receive storm drainage from the future
roof drainage, parking areas and driveway access with a proposed drainage area of 41.02 acres and
a max impervious area of 27.63 acres (67% of total site). BMP wet pond 2C has been sized to
receive storm drainage from the future roof drainage, parking areas and driveway access with a
proposed drainage area of 31.67 acres and a max impervious area of 9.35 acres (30% of total site).
13

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
THE PUBLIC NEED
1.0 THE PUBLIC NEED
In the last few years, the workplace has shifted to a hybrid model which has led to a massive increase in
the need for data storage. Microsoft (Applicant) develops, manufactures, licenses, and supports a range
of services, devices, and software products for a wide variety of devices. Its software products include
operating systems for servers, personal computers, and intelligent devices; server applications for
distributed computing environments; information worker productivity applications; business solution
applications; high-performance computing applications; and software development tools. In the web
search portal business, the Applicant provides access to the Internet and operates web sites that provide
access to a wide variety of online services. The project is needed to address expanding customer
demand for these services in the region as teleworking capacities, cloud -based storage, gaming and
contactless living behaviors continue to increase.
r'Mict...i rUKPd�C HimU NEED
The purpose of the CLT10 project is to provide additional cloud storage capacity in support of Microsoft's
North Carolina Regional Network Gateway (RNG). Microsoft establishes RNG's around the globe within
regions identified through a rigorous planning process. Sites within the RNG are required to meet certain
connectivity and redundancy requirements and must be located within 20-kilometers (km) of other data
centers in the region that are all connected through fiber optic lines.
The proposed site layout has been optimized to meet the needs of the facility's operational requirements
while minimizing site disturbance and disturbance to natural resources. Microsoft has committed to
reducing the company's operational carbon footprint by 75% by 2030. They have also added water to
their long-standing carbon and energy commitments, launching a new water replenishment strategy to
replace what their operations consume in water -stressed regions by the year 2030.
4.1 UNITED STATES
In the U.S., data centers are located in a few centralized areas from New York to Virginia on the East
Coast, Los Angeles to Seattle on the West Coast; from Miami to Dallas in the south and Chicago in the
north. The segment from New Jersey to Virginia contains a large number of data centers. Specifically,
larger scale data centers are concentrated where cloud and internet provider companies can best serve
their customers. As data storage needs continue to increase, data center locations are expanding across
the country along existing long -haul fiber optic lines in order to meet local demand and latency. The Data
Center Map in Illustration 2 shows the locations of data centers in the U.S. based on density.
14

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
PROJECT PURPOSE AND NEED
Data Center Map
Welcome to Data Center Map • your guide to the global data center market, with Focus on coloration, I transit, cloud and various hosting services.
Navigate through the map below, browse through our text -based index, use our search function or request a quote via our quote service.
Deta Center Map loud Scher Map
Map satelb;e . r
46 >1oRTM �Y �
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Source: https://vv wv.data centermap.com/
Illustration 1. Data Center Locations in the U.S.
Microsoft identifies data needs in regions and sub -regions to determine where additional data centers are
required. On the east coast of the U.S., the data center market is rapidly expanding outwards from the
northern Virginia area and North Carolina is currently outgrowing the capacity provided by existing data
centers. In recent years a number of fiber optic lines have also been installed under the Atlantic Ocean
terminating in Virginia Beach connecting the region with cities in Europe, further increasing the flow of
data and need for data centers.
4.2 NORTH CAROLINA
Larger scale data centers are concentrated where cloud and internet provider companies can best serve
their customers. Because the internet was originally a federal government funded/subsidized service
before it was commercialized, the mid -Atlantic region is the global leader in computing and data center
capacity. Due to its proximity, North Carolina is becoming a peer hub in the southeast for domestic fiber
networks, with growing demand for data centers spurred by the expansion of the market into the private
sector. The State of North Carolina encourages data centers to locate within the state and currently
provides three sales and use tax exemptions for purchase of items related to data centers and their
operations.
A map showing Mid -Atlantic Broadband Communities Corporation's [MBC] existing long-range optical
transport network in North Carolina as an example is provided in Illustration 2. Starting in 2007, the state
attracted data center developments for multiple large companies. As shown in Illustration 3 below, the
locations of existing data centers cluster along the existing long -haul fiber lines. The area from
Greensboro to Charlotte is becoming a data center corridor.
15

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
PROJECT PURPOSE AND NEED
MBC Network Coverage
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MBC Qvvned Colo Nodes MBC 3rd Party Leased RU Fiber rn rERE, w,s,•o.„o,.,. wr .EP�ePS
Source: httos://mbc-va.com/interactive-coverage-map/
Illustration 2. MBC Optical Transport Network
" ra
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Source: https://v*vw.data centermap.com/
Illustration 3. Data Center Locations in North Carolina
16

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
PROJECT PURPOSE AND NEED
Data centers also require adequate, affordable and reliable electricity. In North Carolina, these needs are
met by Dominion Energy North Carolina, Duke Energy, electric membership corporations (EMCs), and
municipally -owned electric utilities.
4.3 CATAWBA COUNTY
Catawba County is located within an hour of Charlotte, NC and Winston-Salem, NC, and three hours from
Boydton, Virginia, the site of a Microsoft campus. With just over 400 square miles, Catawba County's first
data center was built in 2009 and the second in 2012. Because Catawba County is already home to
several data centers, the county has adequate existing fiber and electrical infrastructure to serve
additional sites as well as low taxes, making it a desirable location for data centers. There are high-speed
fiber optic lines crossing the county and electrical powerlines are in place or planned to be constructed in
the near future. With 25% of the land in the county utilized for agriculture, larger parcels of land are
readily available, in areas away from dense residential areas.
Data centers require large parcels of land that have access to adequate power, water and sewer and fiber
in proximity. Access to sewer and water in agricultural areas is a limiting factor as most local governments
restrict the sewer and water in agricultural areas to limit growth. Within Catawba County the smaller towns
and cities run their own wastewater treatment plants and water systems, therefore land within or adjoining
these areas meets two of the required criteria for data center construction and operation. As discussed in
Section 4.0, Microsoft has entered into agreements with Catawba County and the Town of Maiden that
include the construction of this project.
Catawba County has worked to attract data centers for over 13 years, welcoming its first data center in
2010. While incentives and grants are typically approved for these projects, there are specific monetary
performance requirements that need to be met. For example, Microsoft has guaranteed a $1 billion
minimum investment in Catawba County associated with four data center sites. The Economic
Development Corporation of Catawba County posted an article entitled "Microsoft to Invest $1 Billion in
Technology Facilities in Catawba County" on November 8, 20222 that states that the proposed Microsoft
data center projects in the county have the support of all of the local governments involved including the
leaders of Catawba County, the Cities of Maiden and Hickory and the Town of Maiden. The Town of
Maiden Economic Development Department states on its website that: "Looking to replace the vacancies
left by companies impacted by economic hardships Maiden has found its place as the perfect location for
new industries, including some of the world's foremost technology leaders... Maiden continues to look for
growth in this field due to its ideal location for placement of mission critical facilities. Maiden has
numerous sites identified with abundant, low cost and reliable power, water and fiber as well as an area
typically isolated from disasters.113 The Project is providing an economic boost to the area and will provide
jobs for the local community.
z https://www.catawbaedc.org/news/microsoft-announcement
3 https:Hmaidennc.com/economic development.html
17

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
OTHER FEDERAL, STATE, AND LOCAL AUTHORIZATIONS OBTAINED OR REQUIRED & PENDING
5.0 OTHER FEDERAL, STATE, AND LOCAL AUTHORIZATIONS
OBTAINED OR REQUIRED & PENDING
Microsoft will obtain all required permits and approvals required by federal, state, and local entities prior
to construction of the Project. The permits described below cover the main approvals necessary for
construction of the Project, however other approvals for items such as utility connections, floodplain
impacts and/or air quality permits may also be required.
5.1 STATE WATER QUALITY (401) CERTIFICATION
Construction of the Project will require a Section 401 Individual Water Quality Certification from the NC
Division of Water Resources (DWR) in addition to a Corps permit under the Clean Water Act Section 404.
5.2 STORMWATER PERMIT
A request for a general National Pollutant Discharge Elimination System (NPDES) construction
stormwater permit, and a Stormwater Management Plan will be submitted to the Town of Maiden for
review and approval. The stormwater practices proposed will meet all the requirements of the NC
Stormwater Design Manual.
5.3 EROSION AND SEDIMENT CONTROL PERMIT
In order to prevent impacts to downstream receiving waters during construction, a Sediment and Erosion
Control (E&SC) Plan/ Land Disturbance Permit will be required from Catawba County. The E&SC
practices proposed will meet all the requirements of the NC Erosion and Sediment Control Planning and
Design Manual.
5.4 SITE PLAN APPROVAL
A site plan will be submitted to the Town of Maiden for review and approval prior to construction of the
Project.
5.5 AIR PERMITTING
An air permit will be required for the proposed 3MW and 500 kW diesel -fired generators. The engines
may be eligible for coverage under NCDEQ's General Permit OOOOOG00 (diesel generators with rated
capacity not to exceed 8,400 kW).
5.6 DRIVEWAY PERMIT
Driveway permits from the NC Department of Transportation (NCDOT) will be required to document that
any development submittal requesting access to the state's public highway system is designated, located
and constructed to minimum State standards.
18

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
PROJECT ALTERNATIVES/ALTERNATIVES CONSIDERED
i.0 PROJECT ALTERNATIVES/ALTERNATIVES CONSIDERED
The following information is provided per the guidance, Guidelines for Preparation of Analysis of Section
404 Permit Applications Pursuant to the Section 404 (B)(1) Guidelines of the Clean Water Act (40 CFR,
Section 230). Part I of the Guidance is mostly focused on infrastructure, zoning, location and support
needs. Part II of the analysis is primarily focused on environmental concerns and is provided in Section
6.2.
6.1 PART I: INFRASTRUCTURE NEEDS
The proposed site was primarily selected due to its ability to provide sufficient and reliable power and
utility infrastructure in accordance with the proposed facility's needs. The site selection process was
conducted as a joint effort amongst the applicant/owner of the site, Catawba County, the County
Economic Development Committee, and the Town of Maiden. Below is a summary of the regional
analysis criteria used for the selection of the subject site.
The top 11 criteria are provided below in detail. Although each site that is reviewed for site selection and
suitability is unique in what it can offer, past successful site candidates have offered most of the following
attributes in a package that the client has found to be beneficial, if not necessary, in supporting their
critical strategic location decisions:
Minimum of 100 contiguous acres with standard geometry to provide adequate buildable area for
the required facilities. The facilities required to provide the needed cloud storage facilities include
five 48 MW single -story data center buildings with associated equipment, stormwater
management drainage pipes and facilities, underground electrical and fiber lines, two electrical
substations and a water tower. The calculation also incorporates local open space and buffering
requirements.
2. Statutory incentives for taxes and or local rebates/incentives: examples - property tax
abatements, income tax free zones, enterprise zones.
3. Low-cost, availability and capacity of utilities (electrical, water, sewer) to serve the site and cost to
develop the site to meet the assigned clients' needs. Preference to existing or locally funded
infrastructure improvements for sewer, water, and utilities.
4. Cost of Land (possibly owned by the state government, the local county, or in a business park),
and constructability of land (ability to construct a data center(s) with reasonable permits).
Redundant fiber connection options within 20 kilometers (km) of the site from long -haul fiber
sources. A region is a set of data centers set up within a latency defined radius. Latency is the
delay before a transfer of data begins following an instruction for its transfer. The 20 km distance
allows Microsoft to meet their service level agreements of latency, resiliency, and reliability to
customers in the region.
6. Redundant transmission level power service (minimum of a 230kV source) and/or be identified
future power service expansion.
19

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
PROJECT ALTERNATIVES/ALTERNATIVES CONSIDERED
a. Given the client's publicly stated carbon neutrality commitment and imposition of an
internal fee on carbon associated with our energy use, they gain business value from
cost-effective policies that increase the availability of low carbon and renewable energy
for us to use in their operations.
7. Proper zoning in place (industrial or light industrial) or ability to get zoning.
8. Phase 1 environmental studies and preliminary geotechnical borings complete.
9. Land that is:
a. Least impactful to the environment (wetlands/waters of the US, other
environmental issues, artifacts, and endangered species).
b. Not close to airports, freeways, schools, churches, and shopping centers.
10. Non-restrictive local codes, covenants, or restrictions for the following:
a. Emergency generators.
b. Security fencing and cameras.
c. Public ROW for Access/egress.
d. Architectural details and building materials.
e. Fuel storage tanks.
f. No requirement to have storage tanks (diesel and water) below ground.
11. Reasonable timeline for delivery to customer/client for their use (data center, tank farm,
substation).
6.2 PART II: AVOIDANCE (NO ACTION, UPLANDS, AND AVAILABILITY
OF OTHER SITES)
� 2 '1 Nc, action Alternative
The No Action Alternative would require that the Applicant's proposed Project be implemented without
requiring any approval from the Corps, or that the proposed Project would not be implemented at all. The
No Action Alternative would serve as a baseline from which to compare the effects of permitting the
proposed Project or an alternative to proceed. Microsoft has considered the possibility of implementing
the Project without impacts to jurisdictional features and has determined that, while the No -Action
Alternative would be the least environmentally damaging alternative, it would not be practicable or
support the Project's purpose and need.
The construction of five 48-MW data center buildings with parking, access roads, substations, water
tanks, security entrances and features, installation and/or relocation of utilities, and stormwater
management treatment facilities requires at least 100 AC of land. As demonstrated through the offsite
alternatives in Section 6.2.2.4 below, environmental constraints, in the form of jurisdictional features,
floodplains and steep slopes, exist on all the available sites analyzed in Catawba County. Complete
avoidance of jurisdictional features was not possible due to the locations of the features in the landscape.
During the planning process, the Applicant has avoided and minimized impacts where practicable to offer
20

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
PROJECT ALTERNATIVES/ALTERNATIVES CONSIDERED
the least environmentally damaging practicable alternative (LEDPA). Appropriate and necessary steps
have been taken to minimize potential adverse impacts resulting from the discharge of fill into the aquatic
ecosystem. If the Project were not built, future data storage and use would need to be routed to existing,
out of state data centers which are already at capacity and the distances would affect the latency,
resiliency, and reliability of data storage and transfer to customers in the region.
'�.2.2 Mite Alternatk es Ai., lysis
The following analysis is included to provide the research and analysis performed to choose a project site
within Catawba County.
6.2.2.1 OFFSITE ALTERNATIVES
A map of the locations of the three alternative sites analyzed in Catawba County in relation to the
Preferred Alternative site (CLT10) is provided in Illustration 4 below. During the due diligence phase,
these sites were initially identified based on availability and size.
Illustration 4. Catawba County Offsite Alternative Parcels
21

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
PROJECT ALTERNATIVES/ALTERNATIVES CONSIDERED
While the site layout differs from the Boyd Farm site, the pad -sites and stormwater management impacts
are similar in scope. Each offsite alternative was evaluated with respect to the minimal criteria for site
selection, including utility availability, overall cost/constructability, and potential environmental constraints
Publicly available state and federal environmental databases were reviewed to determine the effect, if
any, that each alternative may have on threatened and endangered species, wetlands and Waters of the
U.S, and other environmental resources. The United States Geological Survey (USGS) mapping, U.S.
Fish & Wildlife Service National Wetlands Inventory (NWI) database, USGS National Hydrography
Dataset (NHD) and current LiDAR data were analyzed to determine preliminary limits of jurisdictional
features within each alternative property.
In order to meet the required data storage needs, the current project includes five 48-MW data center
buildings. Potential impacts to jurisdictional features were analyzed by attempting to provide adequate
buildable area for five data center buildings and associated infrastructure, a substation pad, parking,
access roads, substations, security entrances and features, installation and/or relocation of utilities, and
stormwater management treatment facilities. The plans presented to analyze the offsite alternatives are
conceptual in nature and do not account for any required grading. Therefore, the jurisdictional impact
totals provided are a minimum and potential impacts would be much greater. Probable wetland and
steam locations have been assumed based on the National Wetlands Inventory (NWI) maps, soil maps
and drainages indicated by topography. All four sites had similar threatened and endangered species
results.
ALTERNATIVE SITE 1 (TRIVIUM)
Alternative Site 1, known as the Trivium parcel, is located approximately 8.3 kilometers southwest of the
Preferred Alternative and can be accessed via Trivium Parkway (Appendix B- Figure 11). The property is
situated on 108 AC and generally consists of mixed hardwood -pine forest. Historical imagery indicates
that the parcel was previously used for agriculture, with the majority of the site cleared in the 1990s.
There are unpaved roads across the southern and eastern sides of the site, which connect to a driveway
to the south of the site. The parcel is currently zoned for industrial use. An existing Duke Energy electrical
transmission line with 160-foot-wide easement transects the center of the property from northwest to
southeast, multiple sanitary sewer line owned by the Town of Hickory traverse the project and a gas line
easement passes through the eastern portion of the site.
Clark Creek extends along the eastern parcel boundary and unnamed tributaries flow into Clark Creek
through the site from the western and southern boundaries. Topography indicates extremely steep slopes
in the eastern and southeastern sections of the property (Illustration 5). Approximately 0.44 ac of
wetlands are likely to be present on site within the floodplains of Clark Creek.
22

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
PROJECT ALTERNATIVES/ALTERNATIVES CONSIDERED
N
N �ZZ
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948
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Illustration 5. Alternative Site 1 Topography
According to the USFWS IPaC, tri-colored bat and dwarf -flowered heartleaf habitat presence are likely.
Tri-colored bat presence is highly likely due to clusters of great roosting trees present throughout the site
and with multiple foraging corridors existing such as wooded trails, field edges, and stream corridors, a
survey may be necessary. Dwarf -flowered heartleaf habitat presence is likely with steep banks being
present within the site; a survey may be necessary.
Based on the conceptual layout, Alternative Site 1 was not chosen because:
• The building layout would impact 0.23 AC of wetlands and 2,700 LF of stream at a minimum, much
larger than the impacts associated with the Preferred Alternative.
• Based on site limitations, appears only 2 buildings (96 MW) could be built onsite:
o Building 1 could not be built as shown because:
■ Structures are not allowed to be constructed within electrical easements,
■ There would be impacts to existing City of Hickory sanitary sewer lines with little to no area
available to realign them, and
■ The existing Piedmont Natural Gas line would require additional safety setbacks for building
construction, further limiting the buildable area.
o Building 2 could not be built as shown with associated roads because the footprint exceeds the
property boundary.
o Building 4 would have impacts to at least 1.5 AC of a FEMA regulated 100-year floodplain and
the associated floodway. The area contains very steep slopes and grading impacts to the
floodplain would be much greater. Engineering requirements would be extensive; mitigation for
the impacts would not be possible onsite; and permitting requirements (if possible) would extend
the timeline of construction.
23

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
PROJECT ALTERNATIVES/ALTERNATIVES CONSIDERED
• Stormwater management regulations require that sizing of best management practices (ponds)
corresponds to 15% of the proposed impervious area on a site. The minimum pond area that would
be required for this site is 12.5 AC and the layout only includes 4.8 AC of ponds.
• Due to security requirements, structures maintained by outside entities require dedicated access
roads outside of the security fences. The placement of the substation would not be acceptable due to
its location onsite.
• The City of Hickory Land Development Code requires a 35 FT setback and that a 30-foot vegetated
buffer be maintained between industrial and residentially zoned sites, further limiting the developable
area. This would affect number of buildings that would fit onsite.
In summary, Site 1 would not meet the project purpose because of insufficient developable area for the
required data storage capacity and would also have greater impacts to the aquatic environment.
ALTERNATIVE SITE 2 (SHUFORD',
Alternative Site 2, known as the Shuford parcels, is located approximately 7.5 kilometers to the west of
the Preferred Alternative and can be accessed via Tate Boulevard. The overall site includes 119 AC and
is irregularly shaped. Vegetation generally consists of mixed hardwood -pine forest. Historical imagery
indicates that the parcel has remained forested since the 1990s, with some clearing occurring in the early
2000's. One 60-AC parcel is zoned for business use and would require rezoning in order to allow
industrial use. An existing Duke Energy transmission line with a 160-foot-wide easement transects the
center of the property from southwest to northeast. A conceptual plan for the site is provided in Appendix
B on Figure 12.
Vegetation generally consists of mixed hardwood forest in the uplands and within the floodplain along
Miller Branch, a tributary of Upper Clark Creek. Miller Branch passes through a portion of the property
and then extends along the length of the northeastern parcel boundary, with several of its unnamed
tributaries extending south towards the center of the parcel. Topography indicates a potential stream
valley passing through the center of the largest parcel and all of the parcels contain steep slopes
(Illustration 6). Large areas of PFO wetlands are likely to be found within the floodplain of Miller Branch
and two ponds connected to Miller Branch through a tributary exist within the property limits.
According to the USFWS IPaC, tri-colored bat and dwarf -flowered heartleaf habitat presence are likely.
Potential roosting and foraging habitat highly likely for the tri-colored bat with stream corridors and a
powerline right of way present; a survey may be necessary. Dwarf -flowered heartleaf habitat may be
present along stream corridor with steep banks throughout the site. Furthermore, there are documented
populations of Dwarf -flowered heartleaf within a one -mile radius of this site; a survey may be necessary.
24

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
PROJECT ALTERNATIVES/ALTERNATIVES CONSIDERED
Illustration 6. Alternative Site 2 Topography
Based on the conceptual layout for 4 buildings, Alternative Site 2 was not chosen because:
• The building layout would impact 1.10 AC of wetlands and 1,450 LF of stream at a minimum, much
larger than the impacts associated with the Preferred Alternative.
• Based on site limitations, appears only two buildings (96 MW) could be built onsite:
o Building 1 could not be built as shown because structures are not allowed to be constructed
within electrical easements,
o Building 4 could not be built as shown because the footprint exceeds the property boundary.
o Buildings 3 and 4 would have extensive impacts to Miller Creek and associated wetlands as well
as the FEMA regulated 100-year floodplain and the associated floodway (5.9 AC), effectively
blocking flow. Engineering requirements would be extensive, mitigation for the impacts would
have to be undertaken onsite through reconstruction of a channel and floodplain to reconnect the
0.89 square mile upstream drainage area with downstream portions maintain stream and
floodplain continuity and permitting requirements, if possible, would extend the timeline of
construction. The site does not contain adequate buildable area to reconstruct the stream.
• Stormwater management regulations require that sizing of best management practices (ponds)
corresponds to 15% of the proposed impervious area on a site. The minimum pond area that would
be required for this site is 10.5 AC and the layout only includes 7.5 AC of ponds.
• This site has access to one existing 8-inch sewer line; however, the project specifications require a
minimum of 12-inch sewer tie in.
25

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
PROJECT ALTERNATIVES/ALTERNATIVES CONSIDERED
• The City of Hickory Land Development Code requires a 10 FT side setback and 20 FT rear setback
from the property line between industrial zoned sites, further limiting the developable area. This would
affect number of buildings that would fit onsite.
In summary, Site 2 would not meet the project purpose because of insufficient developable area for the
required data storage capacity, insufficient utilities and would also have greater impacts to the aquatic
environment.
ALTERNATIVE SITE 3 (MCCREARY FARMS)
Alternative Site 3 is located approximately 13.4 kilometers south of the Proposed Alternative Clark Creek
and has dual access from Prison Camp Road and is zoned for industrial use. The property is situated on
106.1 AC and generally consists of agricultural land with mixed hardwood -pine forest along tributaries of
Pinch Gut Creek. Aerials indicate that the site has been in active agriculture since the 1980s. The parcel
is currently zoned industrial and is surrounded by residential land. The parcels bordering the west and
east sides of the site were initially analyzed for additional acreage, but they are zoned residential, which
would require rezoning and they were not available for purchase. A conceptual plan for the site is
provided in Appendix B on Figure 13.
Pinch Gut Creek is along the southern edge of the parcel, with one unnamed tributary starting in the
middle of the parcel and flowing to the southwestern corner. Based on NWI, there are no wetlands and
about 2,670 LF of streams on site. Topography indicates steep slopes along the stream channel that
flows across the site from north to south (Illustration 7).
Illustration 7. Alternative Site 3 Topography
26

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
PROJECT ALTERNATIVES/ALTERNATIVES CONSIDERED
According to the USFWS IPaC, tri-colored bat and dwarf -flowered heartleaf habitat presence are likely.
Potential roosting habitat present for the tri-colored bat throughout the site in forested area with mature
hardwoods; a survey may be necessary. Dwarf -flowered heartleaf potential habitat present with steep
banks throughout the site near the stream also located on site; a survey may be necessary.
Based on the conceptual layout for 5 buildings, Alternative Site 3 was not chosen because:
• The building layout would impact at least 1,800 LF of stream at a minimum, much larger than the
impacts associated with the Proposed Alternative. Due to the tight fit and steep slopes along the rear
of the site, fill would be required withing the FEMA 100-year floodplain. Avoidance of impacts would
not be possible, as the steep slopes on site would require extensive cut and fill.
• In order to provide additional stormwater management, one building would need to be sacrificed,
reducing the number of buildings to four (192 MW).
• The area at the rear of the property along Pinch Gut Creek contains very steep slopes and grading
would have impacts to at least 1.5 AC of a FEMA regulated 100-year floodplain and the associated
floodway. Engineering requirements would be extensive; mitigation for the impacts would not be
possible onsite; and permitting requirements, if possible, would extend the timeline of construction.
• Existing electrical service is inadequate. Required substation would be ±4,600 FT from Town of
Maiden substation and ±5,000 FT from Duke Energy 230KV transmission line. Connection would
require extensive coordination with Duke Energy to provide a new transmission line and would extend
the timeline of construction by more than a year due to planning and permitting requirements.
• Site would also require an additional 2,000 LF of 12-inch sewer line to tie into an existing 24-inch
sewer main.
• No existing fiber in proximity. This would require an extension from existing lines.
• Stormwater management regulations require that sizing of best management practices (ponds)
corresponds to 15% of the proposed impervious area on a site. The minimum pond area that would
be required for this site is 11.2 ac and the layout only includes 4.5 AC of ponds.
• The Catawba County Unified Development Ordinance requires that a 50-foot buffer be maintained
between industrial and residentially zoned sites, further limiting the developable area. This would
affect the number of buildings that would fit onsite.
In summary, Site 3 would not meet the project purpose because of insufficient developable area for the
required data storage capacity, insufficient utilities and would also have greater impacts to the aquatic
environment.
PREFERRED SITE (BOYD FARM)
The Preferred Site, known as Boyd Farm, is located on five (5) parcels consisting of approximately
293.73 AC to the northwest of Zeb Haynes Road and can be accessed via Old Maiden Road. Vegetation
generally consists of mixed hardwood -pine forest and planted pine with some agricultural fields. Historical
27

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
PROJECT ALTERNATIVES/ALTERNATIVES CONSIDERED
imagery indicates that the northern and southern portions of the parcel were farmed, and the central
portion has been utilized as a pine plantation. Existing Duke Energy 230 kV and 100 kV power
transmission lines are located within an easement along the northern property line. The initial conceptual
plans for the site are discussed in Section 6.3 below.
Clark Creek and its associated floodplain extends along the length of the western parcel boundary, with
two unnamed tributaries flowing from east to west across the parcel. Topography consists of moderate to
severe sloping areas with the steepest areas generally adjacent to the 100-year floodplain and the along
the stream channels (Illustration 8). The site slopes down from east to west, from a high of 925 FT to a
low of 800 FT. The parcel contains 8,828 LF of streams. According to the USFWS IPaC, tri-colored bat
and dwarf -flowered heartleaf habitat presence are likely. There is potential roosting habitat present for the
tri-colored bat throughout the site in forested area with mature hardwoods; a survey is being conducted at
the end of May. Dwarf -flowered heartleaf potential habitat is present with steep banks throughout the site
near the streams; a survey was conducted, and no individual specimens were found.
Illustration 8. Preferred Site Topography
Based on the conceptual layout for five buildings, the Preferred Site was chosen because:
• The building layout would impact less than 1,000 LF of stream. There was potential for a 60%
decrease in stream impacts from Alternative Site 3. Road crossing would require minor fill within the
FEMA 100-year floodplain.
28

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
PROJECT ALTERNATIVES/ALTERNATIVES CONSIDERED
• Electricity is available from existing Duke Energy 230 kV and 100kV transmission lines east of the
campus.
• The site has access to the Town of Maiden's existing 12-inch diameter water transmission line
located in the northern shoulder of NC Highway 16.
• Four existing sewer lines located on or adjacent to site. Two are 12 inch or larger.
• Existing fiber is located adjacent to site on the west side.
• There is adequate buildable area for 5 data center buildings.
• There is adequate buildable area for the required stormwater management BMPs.
• There is adequate buildable area to meet the Town of Maiden Zoning Appendix requirements for
property line setbacks of 25 FT on the sides and 15 FT at the rear of a parcel and a planted buffer of
30 FT along properties zoned residential.
Site Comparison
When a direct comparison is made, the preferred project site is the only site analyzed that met the
requirements for construction of 5 data center buildings. Table 9 provides the likely impacts for each site
and Table 10 below compares the four parcels based on the applicable screening selection criteria. All of
the onsite alternatives presented in Section 6.2 included less impacts jurisdictional features than the
offsite alternatives.
Table 9. Offsite Alternative Impacts
ALTERNATIVE
SITE
DATA STORAGE
CAPACITY (MW)
IMPACTS
WETLANDS (AC)
STREAM CHANNELS (LF)
FLOODPLAIN
(AC)
1
96
0.23
2,700
1.5
2
96
1.10
1,450
5.9
3
240
N/A
1,800
0.5
Preferred site
288
N/A
686
0.6
29

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]

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
PROJECT ALTERNATIVES/ALTERNATIVES CONSIDERED
6.3 PART III: MINIMIZATION (ONSITE ANALYSIS)
The proposed layout of the site is dependent on several issues based on the required components. The
project includes five 48 MW data center buildings with parking, access roads, a substation with a
switching station, security entrances and features, installation and/or relocation of utilities, and stormwater
management treatment facilities consisting of four wet ponds. The project also includes a water tower
with maintenance access roads for the Town of Maiden. Water mains and water tanks located onsite will
be used for non -contact cooling water. Discharge water will be removed offsite via sanitary sewer.
The location and size of the substation is based on Duke Energy's size and connection requirements and
became one of the controlling features of the site layout. The substation/switching station pad will be 13.4
AC in size. The substation footprints shown on the impacts map are based on a set design and will not
change in size. The connection from the transmission lines is currently planned to come from the north to
connect on the east side of the substation pad and no impacts to jurisdictional features are currently
anticipated.
From an environmental perspective, the project site contains steep slopes along multiple stream valleys
with associated drainages. Stream types include Clark Creek, a stream on the western property line,
perennial streams and intermittent streams. Portions of the eastern side of the parcel are located within a
100-year floodplain (See Section 1.3.8 for additional information).
6.3.1 Onsite Limitations
On -site limitations include:
• Only two parcels have road access. The site requires two road access points and main access road
location is limited to Old Maiden Road, which requires a stream crossing to access the pad site.
• Parcel shape is asymmetrical creating a "bottleneck": an offsite stream valley separating the two data
center pad sites. The offsite, triangular parcel appears to contain multiple stream channels.
• Steep slopes due to stream valley on eastern side which will require extensive grading and fill to
create pad site.
• There are two limitations along the south side of Clark Creek:
o A 30-foot-wide sanitary sewer line easement. This is a sanitary sewer main and it cannot be
moved.
o A 100-year floodplain which generally aligns with the sanitary sewer easement.
• A 200-foot-wide electrical transmission line easement along the northern portion of the site. Building
CLT14 is shifted to south in order to avoid additional grading impacts within the easement.
• Substation pad size requirements are provided by Duke Energy based upon internal design
specifications and the size cannot be modified.
• Substation requires a dedicated stormwater management facility (pond).
32

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
PROJECT ALTERNATIVES/ALTERNATIVES CONSIDERED
• Microsoft requirements include a security buffer, security fencing around the entire site, and access to
substation outside of security gates.
Other issues which affect onsite avoidance and minimization planning include:
• Two-story building options were considered but did not support the construction schedule (longer
initial construction duration). Construction is planned to start in mid-2024. Schedules and need -by
dates for this site are driven by customer demand. The current demand necessitated the use of
single -Story Pre -Engineered Metal Building (PEMB) construction due to the short duration to design
and erect, anticipated to be 18 months.
The tenant evaluates project viability by calculating a cost per MW of IT capacity. This internal
benchmark is tied to the profit margin and is treated as strictly confidential. The cost for the data
centers using the standard single -story design already approximates this internal benchmark because
of the requirement of building public roads and utilities required by the County. The baseline
evaluation for single -story design was used to establish a viability limit for construction costs, which is
proprietary to this client.
The building cost for two story construction was weighed against the reduction in cost for site works
and the required permittee responsible mitigation. It was determined the net added cost increased the
building to approximately 110% of the viability limit. Because these costs are higher than the viability
limit, using two story construction for this site was deemed an impractical way to minimize impacts.
• Ancillary equipment associated with each of the five (5) colocation units in each building, such as
electrical transformers and emergency diesel generators and tanks, cannot be placed on the rooftops
due to safety concerns. Cooling equipment is not put on rooftops to maintain high safety standards for
installation, maintenance, and roof lifespan. Cooling equipment is located in the interior of the
building. The other ancillary equipment is located on the north and south sides of the building along
with the electrical conduits, sewer and water lines. Generators are located immediately adjacent to
the buildings due to sheer size, weight (fuel capacity of tank is +10,000 gallons), and access for use
and maintenance.
Locating equipment on the roof is not feasible due to technical challenges in safety and operational
maintenance. More specifically:
o Having people work from heights is adding potential risk for falls/injury, and frequency of access
for equipment would put that in the `high' category for safety in design analysis.
o Response time to equipment for issues would be longer and more difficult for multiple people to
access.
o General maintenance accessibility (snow, ice, etc.).
o This is costly as the roof/steel must be able to support additional loads.
o Roof failure risk.
With these issues in mind, all the alternatives were restricted to larger contiguous land areas while
minimizing stream impacts to the greatest extent feasible and staying out of the sanitary sewer easement.
33

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
PROJECT ALTERNATIVES/ALTERNATIVES CONSIDERED
The following alternative layouts were considered to evaluate the potential environmental impacts of the
grading and design features.
6.3.2 Onsite Alternatives
All onsite alternatives avoid impacts to the sanitary sewer line easement, grading within the 100-year
floodplain along Clark Creek to the greatest extent feasible and the electrical transmission line easement.
Note that the onsite alternatives were created prior to approval of the wetlands delineation and designers
conservatively assumed streams were present in drainages shown on the topography for the site. Impact
totals presented for Alternative Layouts 1, 2 and 3 are based on the anticipated streams as shown on the
site layouts.
The location of the 90-foot-wide 100-year floodplain crossing connecting the north and south pad sites
cannot be avoided due to the parcel shapes, topography, and stormwater management regulations which
require stormwater to be treated onsite for each pad site. There will be multiple duct banks installed within
the crossing, adjacent to the road bed, in order to minimize stream crossings.
6.3.2.1 ALTERNATIVE LAYOUT 1
Illustration 9. Alternative Layout 1
34

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
PROJECT ALTERNATIVES/ALTERNATIVES CONSIDERED
As shown in Illustration 9, Alternative Layout 1 in the initial due -diligence phase of planning included six
48 MW (288 MW) and a 10.73 AC substation pad site, a main entrance road, an access road for the
substation and an internal road crossing of a stream within the 100-year floodplain. The initial road
alignment at the main entrance from Old Maiden Road was running east to west almost parallel to the
stream channel in order to allow area for a stormwater management pond between the road and first
building and would have impacted more than 610 LF. The road crossing connecting the north and south
pad sites would impact 376 LF with the installation of culvert pipes and associated grading. Outlet
protection was not included in these impact calculations and would have increased the stream impacts.
The three buildings on the north side were pulled away from the electrical transmission easement to avoid
grading impacts and impacts to 240 LF of stream channel were anticipated. Overall stream impacts
associated with this layout totaled 1,226 LF. Table 11 provides the estimated impact totals.
Table 11. Alternative Layout 1 Estimated Stream Impacts
IMPACT TYPE
ESTIMATED STREAM IMPACTS (LF)
Entrance Road impacts
610
Floodplain stream crossing impacts
376
Fill for pad sites/perimeter roads
240
TOTAL
1, 226 LF
35

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
PROJECT ALTERNATIVES/ALTERNATIVES CONSIDERED
6.3.2.2 ALTERNATIVE 2
1b
0
r
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Illustration 10. Alternative Layout 2
As shown in Illustration 10, Alternative Layout 2 included four 48 MW buildings, two smaller 38.4 MW
buildings (268.8 MW), a larger 12.67 AC substation pad site, a main entrance road, an entrance to the
north pad site, an access road for the substation and an internal road crossing of a stream within the 100-
year floodplain. In this alternative the proposed stormwater pond was moved to the west side of the
project area and the entrance road was realigned to cross the stream in perpendicular, with the security
entrance gates to the east of the entrance. This decreased the road impact to 315 LF. The road crossing
connecting the north and south pad sites would still impact 376 LF with the installation of culvert pipes
and associated grading. Outlet protection was not included in these impact calculations and would have
increased the stream impacts. The substation pad was increased in size while decreasing the size of two
buildings in order to try and fit the substation pad in the north east section of the project area. Grading for
the northern data center pad site was slightly decreased to an anticipated 120 LF of impacts. Overall
stream impacts associated with this layout totaled 921 LF. Table 11 provides the estimated impact totals.
36

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
PROJECT ALTERNATIVES/ALTERNATIVES CONSIDERED
Table 12. Alternative Layout 2 Estimated Stream Impacts
IMPACT TYPE
ESTIMATED STREAM IMPACTS (LF)
Entrance Road impacts
315
Floodplain stream crossing impacts
376
Fill for pad sites/perimeter roads
230
TOTAL
836 LF
6.3.2.3 ALTERNATIVE 3
Propoud
Retain i nq
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ift
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Illustration 11. Alternative Layout 3
As shown in Illustration 11, Alternative Layout 3 decreased the number of buildings to five 48 MW
buildings (240 MW) with an even larger 13.43 ac substation pad site, a main entrance road, an entrance
to the north pad site with an access road for the substation and an internal road crossing of a stream
within the 100-year floodplain. This alternative included additional engineering, including proposed
grading and additional stormwater management design, including maintenance access roads. Fine
grading for the entrance road increased impacts to 382 LF. Outlet protection was not included in these
impact calculations and would have increased the stream impacts. Due to the increase in the substation
pad size and the shape required by Duke Energy the substation pad site was realigned on a north to
37

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
PROJECT ALTERNATIVES/ALTERNATIVES CONSIDERED
south axis. One building was removed in order to fit the pad site between the northern access road and
the electrical transmission easement. Because this layout did not include stormwater management
planning for the new substation location, the anticipated impacts with the northern project components
decreased to 120 LF. Overall stream impacts associated with this layout totaled 1,201 LF. Table 13
provides the anticipated impact totals.
Table 13. Alternative Layout 3 Estimated Stream Impacts
IMPACT TYPE
ESTIMATED STREAM IMPACTS (LF)
Floodplain stream crossing impacts
629
Entrance Road impacts
382
Fill for pad sites/perimeter roads
190
TOTAL
1,201 LF
6.3.2.4 COMPARISON OF ALTERNATIVE LAYOUTS
The stream impacts of each alternative are provided in Table 14.
Table 14. Alternative Layout Impact Comparison
ALTERNATIVE
PERMANENT STREAM IMPACTS (LF)
1
1,226
2
836
3
1,201
Preferred
686* (796#)
*Based on approved wetlands delineation mapping
n Based on the anticipated streams
Alternative Layout 1 was not chosen due to excessive impacts to streams with the entrance road and the
easternmost building on the northern pad site. Alternative Layout 2 included minimization of the stream
impacts associated with the entrance road, but the impacts were still too high and the added requirement
to increase the substation pad site required a redesign; therefore, this alternative was not chosen.
Alternative 3 was not chosen due to excessive impacts to streams that added over 250 LF of stream
impacts to the floodplain crossing. The total amount of data storage also decreased from 288 MW in
Alternative Layout 1 to 268.8 MW in Alternative Layout 2 then 244 MW in Alternative Layout 3 and finally
240 MW in the Preferred Alternative.
Based on the above analysis, the Preferred Alternative was selected as the least environmentally
damaging project alternative, and best meets the project's purpose and need.
38

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
PROJECT ALTERNATIVES/ALTERNATIVES CONSIDERED
6.3.3 PREFERRED ALTERNATIVE
Avoidance and minimization were further integrated into site planning to ensure the impact proposed are
the minimum required to construct the project. In the Preferred Alternative the main entrance road was
realigned, and the security entrance features were shifted to the east of the road, thereby reducing
impacts to the stream with culvert installation to 225 LF with riprap outfall protection. The floodplain road
crossing culvert was minimized through the realignment of maintenance access roads for the stormwater
ponds and the addition of wingwalls and has been reduced to 358 LF. With final engineering design,
riprap outlet protection has been added to both crossings.
The approved wetland delineation determined that the upper portion of the drainageway was not a
jurisdictional channel (identified as stream SC on the wetland delineation) within the parcel which was
located on the north pad site, reducing the potential impacts in that area. Due to the requirement for a
stormwater pond to treat stormwater from the substation site, the road to the south of the substation was
shifted further south. Impacts to the headwater of stream SC were reduced through the shifting of parking
on the CLT 14 building from the south end to the east side in order to shorten the building footprint. In
addition, stormwater runoff from Building CLT14 is routed to the stormwater pond to the west, thereby
decreasing the required size of the substation pond.
The stormwater management structures have been designed outside the limits of the wetlands. In
addition, development has been restricted to only 79.99 ac of the 294.73 ac site, thereby avoiding
impacts to 8,142 LF of stream channel, the majority of the 100-year floodplain and preserving open
space.
The Applicant has avoided and minimized impacts where practicable to offer the least environmentally
damaging practicable alternative. Appropriate and necessary steps have been taken to minimize potential
adverse impacts resulting from the discharge of fill into the aquatic ecosystem. This project is not
expected to impact public water supply, shellfish harvesting areas, spawning grounds, or waterfowl
habitat, nor will it disrupt the movement of aquatic life or jeopardize threatened or endangered species, of
which we are aware. Therefore, this activity should neither cause nor contribute to significant degradation
of waters of the US, nor should the activity adversely or substantially affect human health or welfare, life
stages of organisms dependent upon the aquatic ecosystem, ecosystem diversity, productivity, stability,
or recreational, aesthetic, or economic values.
39

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
MITIGATION
7.0 MITIGATION
Mitigation is required for impacts to stream. Table 15 documents the size of the impact, mitigation ratio,
and compensatory mitigation required.
Table 15. Stream Compensatory Mitigation
Impact
p
Length of
Impact (L)
Mitigation
Ratio (MR)
Compensation
Requirement
( )
LF
(L x MR)
SA1
16
2:1
32
SA4
225
2:1
450
SA5
33
N/A (PNNL)*
0
SC1
5
2:1
10
SC4
358
2:1
716
SC5
49
N/A (PNNL)*
0
TOTAL
686
Total CR
1,208
'Permanent No Net Loss Impacts (Riprap)
The mitigation requirement of 1,208 credits will be met with a credit purchase from the NCDEQ Division of
Mitigation Services (DMS) In -Lieu Fee Program. A letter of credit availability can be found in Appendix I.
:81

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
EVALUATION OF THE 401(B)(1) GUIDELINES (FACTUAL DETERMINATIONS) EVALUATION OF THE
401(B)(1) GUIDELINES (FACTUAL DETERMINATIONS)
8.0 EVALUATION OF THE 401(B)(1) GUIDELINES (FACTUAL
DETERMINATIONS) EVALUATION OF THE 401(B)(1)
GUIDELINES (FACTUAL DETERMINATIONS)
8.1 PHYSICAL SUBSTRATE
The Project area consists of mix of wooded and agricultural areas. Clark Creek flows along the back
property line. No impacts to Clark Creek are proposed. There are two stream channels traversing the
property from east to west sides and floodplain exists along Clark Creek. The Project will permanently
impact 21 LF of stream channel with fill, 583 LF of stream channel with culverts for road crossings and 82
LF of stream with riprap outfalls. Areas of fill are located at the top of two stream reaches and if
groundwater flow is encountered the flow downstream will be maintained through the use of slope drains.
At road crossings, culverts will be installed with the bottom of the pipes countersunk (where possible).
The bottom of the culverts will allow the existing physical substrate to recreate a stream bed. Riprap
outfall protection will be utilized where necessary based on hydrologic modeling to avoid scouring.
8.2 WATER CIRCULATION, FLUCTUATION, AND SALINITY
The Project is not anticipated to have negative effects on water circulation, fluctuation, or salinity.
Hydrology on the Project site consists of two tributaries draining towards floodplain areas and into Clark
Creek. The jurisdictional features onsite are all fresh water and the Project will not affect their salinity
levels. The use of BMPs, counter -sunk pipes and slope drains where needed in areas of fill will maintain
water circulation and water fluctuations due to Project components are not anticipated.
8.3 SUSPENDED PARTICULATE/TURBIDITY
The Project will utilize erosion and sediment control measures which will minimize sediment releases
downstream. Turbidity increases are most likely during active construction on the site. Stormwater runoff
will be directed to sediment basins onsite and denuded areas will be temporarily or permanently stabilized
as the areas meet final grade. Therefore, the effects of the Project on turbidity area expected to be minor
and short-term.
8.4 CONTAMINANT AVAILABILITY
As portions of the Project area were previously used for farming, residual amounts of pesticides and
fertilizer may be flushed out during initial grading activities. During construction, a Spill Prevention,
Control, and Countermeasures (SPCC) Plan will be followed to ensure containment of hazardous
chemicals. For example, fuel storage containers will be placed in secondary containment. Any offsite fill
material will be certified as contaminant free prior to use. Wastewater will leave the Project site via
sanitary sewer lines.
41

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
EVALUATION OF THE 401(13)(1) GUIDELINES (FACTUAL DETERMINATIONS) EVALUATION OF THE
401(13)(1) GUIDELINES (FACTUAL DETERMINATIONS)
8.5 AQUATIC ECOSYSTEM EFFECTS
Long term direct negative effects on aquatic ecosystems will occur due to the use of fill and culverts for
road crossings. Fill placed in streams and wetlands will permanently affect the aquatic ecosystems
through a complete loss of function. Some aquatic ecosystem function will be maintained through the
counter -sinking of culverts placed in streams and connectivity between upper and lower stream segments
will be maintained. Short term indirect negative effects may occur due to minor sediment releases during
construction. Even properly maintained erosion and sediment control measures allow some turbidity to
move downstream, especially in larger storms.
8.6 PROPOSED DISPOSAL SITE
No disposal sites are required by the Project.
42

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
PUBLIC INTEREST REVIEW
).0 PUBLIC INTEREST REVIEW
9.1 CONSERVATION
Development of the Project will follow all erosion control and stormwater management guidelines as
required by state and local codes. The Project area contains 8,828 LF of stream of which 8,078 LF of
stream channel were avoided. The proposed design preserves more than 91 % of site streams and is the
LEDPA while still meeting project needs.
9.2 ECONOMICS
The proposed Project will expand the Applicant's ability to provide cloud services through the construction
of a data center. The proposed project is needed to address expanding customer demand for Microsoft's
services. Catawba County has been guaranteed a minimum investment of $1 billion and the Town of
Maiden will have an increase of local tax revenue in the long run based on property tax assessments. The
increase in revenue allows the localities to provide additional services to the local communities.
Both temporary and permanent jobs will be created. Temporary jobs will be created during the site
development and building construction phases, estimated to be 4-7 years. Permanent jobs are related to
the functioning of the data center, including IT engineers and programmers, operational staff,
maintenance teams, and security personnel.
A standard single -story build requires about 50 full-time and contract employees with roles in campus
management, critical environment operations, IT operations, electrical and mechanical engineering
security, and building maintenance. A standard building requires about 1 million hours of construction labor
over 18 to 24 months, equating to 300-350 construction jobs annually. Skilled construction workers include
electricians, plumbers and pipefitters, carpenters, iron and steel workers, concrete workers, and earth
movers.
Microsoft's development in West Des Moines, Iowa is typical for datacenter development in a region
where work started in 201 14 , and a third campus was approved for development in December 20205.
Currently more than West Des Moines campuses employe more than 300 operations workers; and
Microsoft estimates the new campus will require 3.4 million work hours and more than 800 construction
workers to build6.
4 Microsoft Starts Building Iowa Data Center I Data Center Knowledge I News and analysis for the data center
industry
5 Microsoft gains site approval for third building at Osmium site - DCD (datacenterdynamics.com)
6 Microsoft datacenters in Iowa
43

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
PUBLIC INTEREST REVIEW
9.3 AESTHETICS
The Project will be designed to be aesthetically pleasing and will include landscaping buffers and lighting
plans designed to reduce visual impacts. Existing vegetated buffers along residential areas will be
augmented to increase visual buffers. Natural buffers are to be left in place on the northwest side of the
project area through the avoidance of Clark Creek and the associated floodplain area.
9.4 GENERAL ENVIRONMENTAL CONCERNS (33CFR320.4(P))
The proposed project will adhere to strict erosion and sediment control and stormwater management
practices to minimize impacts to downstream resources. Floodplain and vegetated buffers along Clark
Creek have been avoided. Air emissions will be permitted and limited to testing and emergency use of
generators onsite as opposed to ongoing emissions associated with traditional fossil fuel generation.
The site is bordered to the north and east by residential properties which will potentially have visual and
noise impacts from the development of the site. Mitigation methods will include extensive vegetated
buffers, berms, possible noise walls, and entrances off of Zeb Haynes Road rather than utilizing internal
residential road connections. Additionally, noise from construction will also be minimal and temporary and
will be contained within the project area. Once commissioned, the normal daily operation of the data
center will be passive and have no substantive impact to the character of the community.
9.5 WETLANDS (33CFR320.4(B))
The Project includes permanent impacts to 686 LF of streams and temporary impacts to 258 LF of
stream. See Section 7 for the proposed compensatory mitigation.
9.6 HISTORIC AND CULTURAL RESOURCES (33CFR320.4(E))
No previously recorded archaeological or architectural sites are located within the Project area.
9.7 FISH AND WILDLIFE VALUES (33CFR320.4(C))
The Project is not expected to adversely affect the fish and wildlife value in the area. All stream impacts
have been limited to the intermittent tributaries to Clark Creek, avoiding impact to the perennial stream.
Strict erosion and sediment control practices will be used to avoid impacts to the streams from sediment
and other pollutants. Coordination with USFWS with regards to threatened and endangered species is
ongoing in order to ensure that project effects on wildlife will be minimal.
9.8 FLOOD HAZARDS
The Project will not result in increased flood hazards within the watershed. While the project will increase
the impervious surfaces onsite, resulting in increased runoff during storm events, seven (7) sediment
basins will be utilized during construction and four (4) stormwater management wet ponds will be utilized
to treat the increased quantity of stormwater runoff from impervious surfaces.

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
PUBLIC INTEREST REVIEW
9.9 FLOODPLAIN VALUES (33CFR320.4(1))
Per Executive Order 11988, floodplain development is to be avoided wherever practicable in order to
avoid the potential of flooding disasters due to unwise development of the floodplain. The project area is
located on the FEMA Flood Insurance Rate Maps 3710363700J and 3710363800J, which show that the
100-year floodplain is present within the project area. The entirety of the proposed project is located
outside of the floodplain with the exception of a road crossing between the two pad sites. Due to the
location of parcel boundaries, this infringement into the floodplain cannot be avoided.
9.10 LAND USE
Historically, the northern portion of the site has been farmed and wooded areas along the Clark Creek
stream valley have been avoided. Within the past 10 years, these previously farmed areas have been
reforested with pine plantation. Recently, the eastern -most parcel was cleared. The Project would result
in the conversion of agricultural land to industrial development. While this would be a major change in
land use, the Project site is currently zoned for industrial development and is consistent with long range
planning goals for this area.
9.11 NAVIGATION (33CFR320.4(0))
The Project is not located on a Section 10 navigable waterway.
9.12 SHORE EROSION AND ACCRETION
The Project is not located in an area where shoreline erosion or accretion are applicable.
9.13 RECREATION
No existing recreational facilities will be affected by the Project.
9.14 WATER SUPPLY (33CFR320.4(M))
The Applicant has confirmed that water supply services are available from the Town of Maiden. Maiden
Public Works is the water provider for the property. There is an existing 12-inch main line routed through
the southern end of the property with another potential connection at the northeast edge of the property
along Zeb Haynes Road. The City of Maiden has confirmed capacity is available for the full buildout, no
expansions or upgrades are required for water supply. For fire water, a separate site loop is required, and
the fire loop needs to be separated from the domestic/cooling water supply system. Offsite water supplies
are not anticipated to be impacted by the Project.
9.15 WATER QUALITY (ALSO 33CFR320.4(D)) 030501011102
A DWR Individual Certification is required for the issuance of this requested Individual Permit from the
Corp, has been applied for in association with this permit application. Special conditions are anticipated,
45

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
PUBLIC INTEREST REVIEW
and a copy of these conditions will be provided to the Corps. No major impacts to water quality are
expected. However, increases in turbidity during construction, loss of nutrient removal capacity of the
impacted streams, and some discharge of pollutants and nutrients in the runoff could result. The controls
required under the erosion and sediment control plan approved by the Town of Maiden will provide water
quality protection. A Town approved stormwater management plan will also be required for the project.
Four (4) SWM BMPs (wet ponds) will be constructed to treat the increased runoff from the impervious
surfaces associated with the proposed project for both water quality and quantity. These BMP's will
prevent unintended impacts to receiving waters from pollutants, flooding, and erosion.
9.16 ENERGY NEEDS (33CFR320.4(N))
The Project will have an energy need of 240 MW, increasing the need for energy in the area. There are
existing 230 kV and 100 kV power lines traversing the property. The applicant has received confirmation
that Duke Energy will provide a substation within the project limits to provide power to the five data center
buildings. Duke Energy has indicated that there will be adequate capacity for the Project.
9.17 SAFETY
All project entrances will meet the standards of the NC Department of Transportation. Additionally, all
safety regulations imposed by state law and the Occupational Safety and Health Administration (OSHA)
will be followed during the construction of the Project. The completed Project will be surrounded by a
fence and gated access to limit public access for the safety of both the data centers and potential
trespassers. Stormwater management basins will be located within the fencing.
9.18 FOOD AND FILTER PRODUCTION
The Project is located within an area historically used for silviculture or agricultural production, but the
current land use is vacant. The Project is not anticipated to impact food or fiber production in the area.
9.19 MINERAL NEEDS
Consideration of mineral needs is not applicable to the Project, as the previous land use did not involve
the production of minerals.
9.20 CONSIDERATIONS OF PROPERTY OWNERSHIP
While the Project may affect adjacent landowners, the applicant has established a need for the project
based on customer demands. The Project meets all zoning requirements and has the support of the
Town of Maiden and Catawba County, and the adjacent properties will be adequately screened with
existing vegetation or landscaping. The adjacent landowners may also experience increased commercial
interest in their property, leading to higher land values.

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
PUBLIC INTEREST REVIEW
9.21 ENVIRONMENTAL JUSTICE
The US Environmental Protection Agency (USEPA) defines Environmental Justice as the fair treatment
and meaningful involvement of all people regardless of race, color, national origin, or income with respect
to the development, implementation, and enforcement of environmental laws, regulations, and policies.
The State of North Carolina does not provide specific standards for assessing environmental justice
issues. For this assessment, Stantec utilized the Virginia Environmental Justice Act of 2020 (VEJA)7 code
requirements to assess the potential for disproportionate and adverse environmental impacts among local
communities in Catawba County, NC.
Environmental justice communities under VEJA (§2.2-234) are defined as:
• Environmental justice community: any low-income community or community of color.
• Fenceline community: an area that contains all or part of a low-income community or community of
color and that presents an increased health risk to its residents due to its proximity to a major source
of pollution.
• Community of color: any geographically distinct area where the population of color, expressed as a
percentage of the total population of such area, is higher than the population of color in the
Commonwealth expressed as a percentage of the total population of the Commonwealth. However, if
a community of color is composed primarily of one of the groups listed in the definition of "population
of color," the percentage population of such group in the Commonwealth shall be used instead of the
percentage population of color in the Commonwealth.
Low-income community: any census block group in which 30 percent or more of the population is
composed of people with low income. Low income: having an annual household income equal to or
less than the greater of (i) an amount equal to 80 percent of the median income of the area in which
the household is located, as reported by the Department of Housing and Urban development, and (ii)
200 percent of the Federal Poverty Level.
Stantec conducted online search to determine whether populations of people of color or low-income
communities, according to the definitions under VEJA, are present within one mile of the project area.
Stantec used data from the Environmental Protection Agency's EJScreen website8, 2020 U.S. Census
Bureau9, Clarion Ledger - American Community Survey (ACS)10 2015-2019, and Department of Housing
and Urban Development (HUD)11. Search results are provided in Appendix G.
https:Hlaw.lis.virginia.qov/vacodefull/title2.2/chapter2/articlel 2/
8 https:Heiscreen.epa.gov/mapper/
9 https:Hdata.census.gov/
10 https:Hdata.clarionledger.com/american-community-survey/
11 https://www.huduser.qov/portal/datasets/i1.html#2020
A

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
PUBLIC INTEREST REVIEW
Illustration 12. Census Block Groups (EPA EJSCREEN)
Table 16. Census Block Groups
Census Block Depicted
in Map Above
County
Block Group #,
Census Tract #
A
Catawba County, NC
Group 2, Tract 117.02
B
Catawba County, NC
Group 1, Tract 117.02
C
Catawba County, NC
Group 3, Tract 117.02
D
Catawba County, NC
Group 3, Tract 116.01
E
Catawba County, NC
Group 1, Tract 116.02
F
Catawba County, NC
Group 4, Tract 117.02
The 1-mile buffer surrounding the project area contains percentages higherthan or matching the state
average of less than high school education, under the age of 5 and over the age of 64. Within the same
buffer there are two schools and one place of worship. The final project components will not produce any
emissions or excessive noise. Temporary construction impacts (for example noise, traffic, et cetera) can
be expected, but are limited in nature.

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
PUBLIC INTEREST REVIEW
Table 17. Census Information
TWO
Low-income
Census
Total Minority
Hispanic 3
Black/
African
American
Asian
Pacific
Some
ece
or
areas as
defined by
Block
Populations'
American
Indian
Islander
Race 4
Ra
More
VEJA
Races
(<$55,500)
A
16%
5%
3%
1%
0%
2%
2%
$68,268
B
25%
19%
5%
0%
1%
0%
3%
0%
$68,083
C
8%
3%
0%
1%
0%
0%
3%
4%
$75,385
D
6%
12%
0%
0%
0%
0%
21 %
$72,125
E
13%
0%
0%
0%
0%
6%
0%
$42,778
F
20%
9%
10%
0%
0%
0%
7%
0%
$52,399
1. Red cells indicate EJ populations based on VEJA thresholds.
2. Detail may not sum to totals due to rounding.
3. Hispanic Population can be of any race.
4. While "Some Other Race" is not considered People of Color under the VEJA, several CBGs have significant populations
of "Some Other Race". These CBGs also have high Hispanic population percentages and are otherwise classified as
Communities of Color based upon those criteria.
5. CBGs in orange do not intersect the project area directly but do intersect the 1-mile buffer surrounding the project area.
The total population of color is above the state average in one CBG. One out of six CBGs have higher
percentages of Hispanic population, and two out of six are higher in American Indian population. The
Asian population in one out of six CBGs is higher than average but only in the CBG's that do not directly
intersect the project area. Two CBGs would be considered low-income communities. There are no
fenceline communities present as the project would not be a major source of pollution.
The project is expected to have impacts that will generally be contained within the project area and/or will
be temporary in nature. Onsite impacts will include land clearing activities that would remove vegetation
and affect wildlife. Construction and post -construction stormwater discharges will be addressed through
approval of erosion and sediment control and stormwater management plans. Air emissions will be
minimal and limited to construction and emergency generators. No hazardous material will be stored
onsite or generated during operation. Noise from construction will also be minimal and temporary and will
be contained within the project area. In addition, the applicant has engaged a subject matter expert
consultant to support comprehensive community engagement planning and outreach for projects located
within Catawba County.
Once commissioned, the daily operation of the data centers will be passive and have no substantive
impact to the character of the community. As such, no disproportionate impacts to the identified
environmental justice communities are expected. This project will create jobs within the local area,
thereby improving the local economy.
9.22 AIR QUALITY
The Project includes diesel -fired generators as a back-up energy source which will be eligible for
coverage under NCDEQ's Division of Air Quality General Permit OOOOOG00.
•

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
PUBLIC INTEREST REVIEW
9.23 PREVIOUS PUBLIC OUTREACH
The applicant has engaged a subject matter expert consultant to support comprehensive community
engagement planning and outreach for projects located within Catawba County. The Community is aware
that Microsoft is developing on this site, but there has not been formal outreach to date.
9.24 INDIRECT AND CUMULATIVE EFFECTS
9.24.1 INDIRECT EFFECTS
9.24.1.1 INCREASE IN POPULATION IN THE AREA
The proposed project will not increase the population in the area because it is an industrial use.
9.24.1.2 TRAFFIC INCREASE
A temporary increase in traffic will occur during construction; however, the long-term increase in traffic will
be negligible because the number of full-time employees onsite at a given time will not be significant.
9.24.1.3 ECONOMY
The Project is needed to address expanding customer demand for cloud services in the region. An
economic boost for the Town of Maiden and Catawba County is expected due to an increase in local tax
revenue in the long run, due to the large facilities and the associated property tax assessments.
Temporary and permanent jobs will also add to the local economy.
9.24.1.4 COMMUNITY
The Project will have positive effects for the City of Maiden's community. Microsoft is committed to the
long-term health of the communities in which we operate and where our employees live and work.
Through conversations with community leaders and organizations, they work to support inclusive
economic opportunity, protect fundamental rights, build a sustainable future, and earn trust. Examples of
community investment include restoring native habitat as a community space for Chase City, Virginia
creating job centers to provide employment opportunities, and partnering with local non -governmental
organizations such as Loudoun Hunger Relief in northern Virginia.
9.24.1.5 WATER QUALITY
Erosion and sediment control and stormwater management pose a risk of degradation of water quality
due to potential sediment releases during construction; however, the erosion and sediment controls
required under the NC Erosion and Sediment Control Planning and Design Manual, and the stormwater
minimum design criteria required under the NC Stormwater Design Manual should provide adequate
water quality protection.
50

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
PUBLIC INTEREST REVIEW
9.25 CUMULATIVE IMPACTS
Wildlife — Cumulative impacts to wildlife resources would be primarily related to habitat loss, habitat
fragmentation, and animal displacement. This project will utilize both open pasture/field and forest land.
Due to the abundance of both open pasture/field and forests in the County, a significant negative
cumulative effect on wildlife is not anticipated.
Air Quality — Cumulative effects to air quality when proposed Project emissions are combined with
impacts from background emissions sources associated with other past and present actions. Cumulative
effects in the vicinity of the Project would be minimal as the surrounding land use is residential and has
remained stable for over 20 years. The area is currently in and will remain in an air quality attainment
area. Total cumulative impacts are expected to remain below the National Ambient Air Quality Standards
(NAAQS) for the region.
Visual Resources — The data center buildings will be visible from the road, but screening will be
maintained to residential areas. A significant cumulative visual affect is not anticipated.
Environmental Justice — No negative cumulative effects to the protected communities is anticipated.
The project, along with other land development in the County, will be an overall positive effect including
job creation and strengthening the tax base for the region.
Socioeconomics — This project, along with other land development in the County, will be an overall
positive effect including job creation and strengthening the tax base for the region.
Growth — This Project is not likely to create secondary growth in the area. While it will contribute to the
economy, it is not likely to cause a need for housing or support services.
Aquatic Resources — The Project would not have a negative cumulative effect when considered in the
context of other past, present, and future actions. For the purpose of assessing cumulative effects that
the proposed action may have to the aquatic environment, it is reasonable to evaluate the effects within
the project boundaries and downstream of the Project as it could affect the watershed. Direct impacts of
the Project include permanent impacts to 686 LF of stream. Stormwater discharge from the Project is not
anticipated to affect downstream properties or the natural environment. Overall, the anticipated effects of
the proposed project would be moderate relative to similar types of projects in the region, and taken
alone, do not present a significant or imminent threat to the stability and integrity of the aquatic ecosystem
within the watershed. The type of wetland and stream system that would be impacted is not a particularly
unique or high -quality resource. Clark Creek, the largest system in the area, has no direct impacts. By
implementing proposed best management practices, such as the retention of stormwater and the
implementation of sediment and erosion control measures, the effects of the project will be somewhat
reduced. The direct loss of stream function would also be replaced by the proposed mitigation.
51

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
APPLICATION FOR DEPARTMENT
OF THE ARMY PERMIT
n

U.S. Army Corps of Engineers (USACE)
Form Approved -
APPLICATION FOR DEPARTMENT OF THE ARMY PERMIT
OMB No. 0710-0003
33 CFR 325. The proponent agency is CECW-CO-R.
Expires: 01-08-2018
The public reporting burden for this collection of information, OMB Control Number 0710-0003, is estimated to average 11 hours per response, including the time
for reviewing instructions, searching existing data sources, gathering and maintaining the data needed, and completing and reviewing the collection of
information. Send comments regarding the burden estimate or burden reduction suggestions to the Department of Defense, Washington Headquarters Services,
at whs. mc-alex.esd.mbx.dd-dod-information-collections(cr) mail. mil. Respondents should be aware that notwithstanding any other provision of law, no person shall
be subject to any penalty for failing to comply with a collection of information if it does not display a currently valid OMB control number. PLEASE DO NOT
RETURN YOUR APPLICATION TO THE ABOVE EMAIL.
PRIVACY ACT STATEMENT
Authorities: Rivers and Harbors Act, Section 10, 33 USC 403; Clean Water Act, Section 404, 33 USC 1344; Marine Protection, Research, and Sanctuaries Act,
Section 103, 33 USC 1413; Regulatory Programs of the Corps of Engineers; Final Rule 33 CFR 320-332. Principal Purpose: Information provided on this form
will be used in evaluating the application for a permit. Routine Uses: This information may be shared with the Department of Justice and other federal, state, and
local government agencies, and the public and may be made available as part of a public notice as required by Federal law. Submission of requested information
is voluntary, however, if information is not provided the permit application cannot be evaluated nor can a permit be issued. One set of original drawings or good
reproducible copies which show the location and character of the proposed activity must be attached to this application (see sample drawings and/or instructions)
and be submitted to the District Engineer having jurisdiction over the location of the proposed activity. An application that is not completed in full will be returned.
System of Record Notice (SORN). The information received is entered into our permit tracking database and a SORN has been completed (SORN #A1145b)
and may be accessed at the following website: http://dpcld.defense.gov/Privacy/SORNslndex/DOD-wide-SORN-Article-View/Article/570115/a1145b-ce.aspx
(ITEMS 1 THRU 4 TO BE FILLED BY THE CORPS)
1. APPLICATION NO.
2. FIELD OFFICE CODE
3. DATE RECEIVED
4. DATE APPLICATION COMPLETE
(ITEMS BELOW TO BE FILLED BY APPLICANT)
5. APPLICANT'S NAME
8. AUTHORIZED AGENT'S NAME AND TITLE (agent is not required)
First - Chris Middle - H. Last - Sander
First - Amber Middle - Last - Forestier
Company - Microsoft Corporation
Company - Stantec Consulting Services Inc.
E-mail Address - chsander(a,microsoft.com; lexijones(ac�xnicrosoft.com
E-mail Address - amber.forestierLy),stantec.com
6. APPLICANT'S ADDRESS:
9. AGENT'S ADDRESS:
Address- One Microsoft Way
Address- 801 Jones Franklin Road
City - Redmond State - WA Zip - 9805 Country -USA
City - Raleigh State - NC Zip - 2760 Country -USA
7. APPLICANT'S PHONE NOs. w/AREA CODE
10. AGENTS PHONE NOs. w/AREA CODE
a. Residence b. Business c. Fax
a. Residence b. Business c. Fax
N/A [phone] N/A
N/A [phone] N/A
STATEMENT OF AUTHORIZATION
11. I hereby authorize, Stantec Consulting Services Inc. to act in my behalf as my agent in the processing of this application and to furnish, upon request,
supplemental information in support or this permit application.
Chris(May 10, 2023 07:06 PDT) May 10, 2023
NAME, LOCATION, AND DESCRIPTION OF PROJECT OR ACTIVITY
12. PROJECT NAME OR TITLE (see instructions)
Boyd Farm Data Center
13. NAME OF WATERBODY, IF KNOWN (if applicable)
14. PROJECT STREET ADDRESS (if applicable)
unnamed tributaries to Clark Creek; Clark Creek
Address 1250 OLD MAIDEN RD
15. LOCATION OF PROJECT
Latitude: -N 35.59474 Longitude: -W-81.230705
City - Maiden, State- NC Zip- 28650
16. OTHER LOCATION DESCRIPTIONS, IF KNOWN (see instructions)
State Tax Parcel ID Municipality Town of Maiden
Section - Township - Range -
ENG FORM 4345, MAY 2018 PREVIOUS EDITIONS ARE OBSOLETE. Page 3 of 1

17. DIRECTIONS TO THE SITE
From I495 exit 16 head northwest on NC-16 N for 26 miles then turn left onto Balls Creek Rd/Providence Mill Rd. Continue for 3 miles then
turn right onto Joe Campbell Rd. After 0.5 mile turn left onto St James Church Rd and continue onto Mays Chapel Church Rd. Follow for
1.2 miles and turn right on US-321 BUS N. After 0.5 mile turn left onto Zeb Haynes Rd and then turn right onto Haynes Dr. Project site is at
end of road.
18. Nature of Activity (Description of project, include all features)
The Applicant is proposing to develop a multi -phase development with five (5) single -story data center buildings and associated
infrastructure that will be collectively known as the Boyd Farm Data Center (CLT10). The primary function of the data center campus is to
provide the most efficient, controlled environment for communication servers housed inside the facility. The project includes five 48-
megawatt (MW) data center buildings with parking, access roads, one (1) Duke Energy substation, security entrances and features,
installation and/or relocation of utilities, and stormwater management treatment facilities with impacts to jurisdictional streams. The Town of
Maiden is a regional water provider to local municipalities and local governments. The project also includes water towers with storage tanks
and maintenance access roads. Please see narrative for additional information.
19. Project Purpose (Describe the reason or purpose of the project, see instructions)
The purpose of the CLT04 project is to provide additional cloud storage capacity in support of Microsoft's North Carolina Regional Network
Gateway (RNG). Microsoft establishes RNG's around the globe within identified regions. Sites within the RNG are required to meet certain
connectivity and redundancy requirements and must be located within 20-kilometers (km) of other data centers in the region that are all
connected through fiber optic lines.
The North Carolina region is outgrowing the current capacity provided by existing data centers. Because these projects usually take 18-24
months to design and construct each phase, Microsoft is planning now for future growth. This data center design is advanced and is expected
to provide optimal operational efficiencies. Within North Carolina, locations for a data center are mainly limited by access to fiber optic lines
and adequate electrical power. Please see narrative for additional information.
USE BLOCKS 20-23 IF DREDGED AND/OR FILL MATERIAL IS TO BE DISCHARGED
20. Reason(s) for Discharge
Discharge of fill in jurisdictional areas is necessary for pad site construction, culverts and riprap outfalls associated with road crossings.
Please see narrative for additional information.
21. Type(s) of Material Being Discharged and the Amount of Each Type in Cubic Yards:
Type Type Type
Amount in Cubic Yards Amount in Cubic Yards Amount in Cubic Yards
Fill - 1.56 cy Culvert - 200.78 cy Riprap - 27.89 cy
22. Surface Area in Acres of Wetlands or Other Waters Filled (see instructions)
Acres
or
Linear Feet 686 LF
23. Description of Avoidance, Minimization, and Compensation (see instructions)
Avoidance measures included alignment of road crossings perpendicular to the streams in sections with less sinuosity where possible.
Impacts were minimized through limiting road crossings to the minimum width necessary to allow for access, placing utilities within the
roadbed and utilizing the minimum riprap dimensions allowed under NCDOT requirements; and the use of 2:1 slopes to minimize impacts to
a headwater stream. Please see narrative for additional information.
ENG FORM 4345, MAY 2018 Page 3 of 2

24. Is Any Portion of the Work Already Complete? Yes F—)(]No IF YES, DESCRIBE THE COMPLETED WORK
N/A
25. Addresses of Adjoining Property Owners, Lessees, Etc., Whose Property Adjoins the Waterbody (if more than can be entered here, please attach a supplemental list).
a.Address- SEE ATTACHED LIST AND MAP
City - State - Zip -
b. Address -
City - State - Zip -
c. Address -
City - State - Zip -
d. Address -
City - State - Zip -
e. Address -
City - State - Zip -
26. List of Other Certificates or Approvals/Denials received from other Federal, State, or Local Agencies for Work Described in This Application.
AGENCY TYPE APPROVAL' IDENTIFICATION DATE APPLIED DATE APPROVED DATE DENIED
NUMBER
USACE PJD SAW-2023-00665 01/24/2023 03/30/2023 N/A
Would include but is not restricted to zoning, building, and flood plain permits
27. Application is hereby made for permit or permits to authorize the work described in this application. I certify that this information in this application is
complete and accurate. I further certify that I possess the authority to undertake the work described herein or am acting as the duly authorized agent of the
applicant.
r1 1 May 10, 2023
Chn, Sander (May 10, 2023 07 06 PX
SIGNATURE OF APPLICANT DATE SIGNATURE OF AGENT DATE
The Application must be signed by the person who desires to undertake the proposed activity (applicant) or it may be signed by a duly
authorized agent if the statement in block 11 has been filled out and signed.
18 U.S.C. Section 1001 provides that: Whoever, in any manner within the jurisdiction of any department or agency of the United States
knowingly and willfully falsifies, conceals, or covers up any trick, scheme, or disguises a material fact or makes any false, fictitious or fraudulent
statements or representations or makes or uses any false writing or document knowing same to contain any false, fictitious or fraudulent
statements or entry, shall be fined not more than $10,000 or imprisoned not more than five years or both.
ENG FORM 4345, MAY 2018 Page 3 of 3

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This map/report product was prepared from the Catawba County, NC Geospatial Information Services. Catawba County has made substantial efforts
to ensure the accuracy of location and labeling information contained on this map or data on this report. Catawba County promotes and recommends
the independent verification of any data contained on this map/report product by the user. The County of Catawba, its employees, agents, and
personnel, disclaim, and shall not be held liable for any and all damages, loss or liability, whether direct, indirect or consequential which arises or may
arise from this map/report product or the use thereof by any person or entity.
Copyright 2023 Catawba County NC
03/21 /2023

From: 401PreFile
To: Ruiz, Melissa
Subject: Automatic reply: [External] 401/Buffer Pre -filing Meeting Request
Date: Wednesday, February 1, 2023 9:40:32 AM
This email confirms receipt of your pre -filing meeting request. Please retain this email for your
records and submit this documentation as part of your 401 application (PCN Application) as
required by federal law. DWR will not be able to accept your application without this federally
required documentation. 401 applications received without documentation that a pre -filing
meeting request was submitted at least 30 days prior will be returned as incomplete.
Responses to this email are not monitored.
If you need to contact 401/Buffer Permitting Staff, please use the following link(s) to access of
staff contact list(s).
For Non -Transportation Central Staff:
https://deq.nc.gov/about/divisions/water-resources/water-quality_permitting/401-buffer-
permitting/401-buffer-permitting-contacts
For Non -Transportation Regional
Staff: httl2s://edocs.deg.nc.gov/WaterResources/DocView.asl2x?dbid=0&id=2162034&cr=1
For all Transportation Projects Including NCDOT Projects:
https://deq.nc.gov/about/divisions/water-resources/water-resources-permits/transportation-
permitting/staff-contacts

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
APPENDIX B
GRAPHICS

Location & Vicinity Maps

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This map/report product was prepared from the Catawba County, NC Geospatial Information Services. Catawba County has made substantial efforts
to ensure the accuracy of location and labeling information contained on this map or data on this report. Catawba County promotes and recommends
the independent verification of any data contained on this map/report product by the user. The County of Catawba, its employees, agents, and
personnel, disclaim, and shall not be held liable for any and all damages, loss or liability, whether direct, indirect or consequential which arises or may
arise from this map/report product or the use thereof by any person or entity.
Copyright 2023 Catawba County NC
03/20/2023

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BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
APPENDIX C
JURISDICTIONAL FEATURES

Wetlands Delineation

U.S. ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
Action Id. SAW-2023-00665 County: CatawbaU.S.G.S. Quad: NC -Maiden
NOTIFICATION OF JURISDICTIONAL DETERMINATION
Requestor: Microsoft Corporation
Chris Sanders
Address: One Microsoft way
Redmond. WA 98052
Telephone Number: 434-584-1390
E-mail: chsanderkmicrosoft.com
Size (acres) 292.43
Nearest Waterway C1arkCreek
USGS HUC 03050102
Nearest Town Maiden
RiverBasin Santee
Coordinates Latitude:35.589794
Longitude:-81.235323
Location description: Project is located Northwest of the intersection of Old Maiden Road and Zeb Haynes Drive, near the town
of Maiden. Catawba County, North Carolina. PIN(s):363707678981.363707699340.363708992517.363711569552 and
363819608696
Indicate Which of the Following Apply:
A. Preliminary Determination
® There appear to be waters on the above described project area/property, thatmay be subjectto Section 404 of the Clean Water
Act (CWA)(33 USC § 1344) and/or Section 10 ofthe Rivers and Harbors Act (RHA) (33 USC § 403). The waters have been
delineated, and the delineation has beenverifiedby the Corps to be sufficiently accurate and reliable. The approximate boundaries
of these waters are shown on the enclosed delineation map dated 3/22/2023. Therefore this preliminary jurisdiction determination
maybe used in the permit evaluation process, including determining compensatory mitigation. For purposes of computationof
impacts, compensatory mitigationrequirements, and other resource protection measures, a permit decision made on the basis of a
preliminary JD will treat allwaters and wetlands thatwould be affected in anyway by the permitted activity on the site as if they
are jurisdictional waters of the U.S. This preliminary determination is not an appealable action under the Regulatory Program
Administrative Appeal Process (Reference 33 CFR Part 331). However, y ou m ay reque st a n a pproved JD, which is an appealable
action, by contacting the Corps district for further instruction.
❑ There appear to be waters on the above described project area/property, thatmay be subjectto Section 404 of the Clean Water
Act (CWA)(33 USC § 1344) and/or Section 10 ofthe Rivers and Harbors Act (RHA) (33 USC § 403). However, since the waters
have not been properly delineated, this preliminary jurisdiction determination may not be used in the permit evaluation process.
Without a verified wetland delineation, this preliminary determination is merely an effective presumption of C WA/RHA
jurisdiction over allof the waters at the project area, which is not sufficiently accurate andreliable to support an enforceable
permit decision. We recommend that you have the waters on your project area/property delineated. As the Corps may not be able
to accomplish this wetland delineation in a timely manner, you may wish to obtain a consultantto conduct a delineation thatcan
be verified by the Corps.
B. Approved Determination
❑ There are Navigable Waters ofthe United States within the above describedproject area/property subjectto the permit
requirements of Section 10 of the Rivers andHarbors Act (RHA) (33 USC § 403) and Section 404 ofthe Clean WaterAct
(CWA)(33USC§ 1344). Unless there is a change in law or our published regulations, this determination maybe relied upon for
a period not to exceed five years from the date of this notification.
❑ There are waterson the above described project area/property subjectto the permit requirements of Section 404 ofthe Clean
WaterAct(CWA)(33USC§ 1344). Unless there is a change in the law or our published regulations, this determination maybe
relied upon fora period notto exceed five years from the date ofthis notification.
❑ We recommend you have the waters on your project area/property delineated. As the Corps may notbe able to accomplish
this wetland delineation in a timely manner, you may wish to obtain a consultant to conduct a delineation thatcan be verified by
the Corps.
❑ The waters on yourproject area/property have been delineated and the delineation has beenverifiedby the Corps. The
approximate boundaries of these waters are shown onthe enclosed delineationmapdatedDATE. We strongly suggest youhave

SAW-2023-00665
this delineation surveyed. Upon completion, this survey should be reviewed and verified by the Corps. Once verified, this survey
will provide an accurate depiction of all areas subject to CWAjurisdiction on your property which, provided there is no change in
the law or our published regulations, maybe relied upon for a periodnotto exceed five years.
❑ The waters have been delineated and surveyed and are accurately depicted on the plat signed by the Corps Regulatory Official
identified below onDATE. Unless there is a change in the law or our published regulations, this determination maybe relied
upon for a period not to exceed five years from the date of this notification.
❑ There are no waters of the U.S., to include wetlands, pre sent on the above described project area/property which are subject to the
permit requirements of Section404 of the Clean Water Act (33 USC 1344). Unless there is a change in the law or our published
regulations, this determination maybe relied upon for a period notto exceed five years from the date of this notification.
❑ The property is located in one of the 2 0 Coastal Counties subject to regulation under the Coastal Area Management Act (CAMA).
You should contact the Division of CoastalMa nagement in Morehead City, NC, at [phone] to determine their
requirements.
Placementof dredged or fill materialwithin waters of the US, including wetlands, without aDepartment oftheArmy permit may
constitute a violation of Section 301 of the Clean WaterAct (33 USC § 1311). Placement of dredged or fill material,construction or
placement of structures, or work within navigable waters ofthe United States without a Department of the Army permit may
constitute a violation of Sections 9 and/or 10 of the Rivers and Harbors Act (33 USC § 401 and/or403). If you have any questions
rega rdin g this determination and/or the Corps regulatory program, please contact Krystynka B Stygar at 252-545-0507 or
krystynka.b.stygar&sace.army.mil.
C. Basis For Determination: Based on information submitted by the applicant and available to the U.S.
Army Corps of Engineers, the proiect area exhibits criteria for waters of the U.S. as defined in 33
CFR 328, Regulatory Guidance Letter 05-05, the 1987 Wetland Delineation Manual, and/or the
Regional Supplement to the 1987 Manual: Eastern Piedmont and Mountains v2.0: See the
preliminary jurisdictional determination form dated 3/30/2023.
D. Remarks: See approximate aquatic resources on map, "Figure 3, 0312212023"
E. Attention USDA Program Participants
This delineation/determinationhas been conducted to identify the limits of Corps' Clean Water Act jurisdiction for the particular site
identified in this request. The delineation/determination may notbe valid for the wetland conservation provisions of the Food Security
Act of 1985. If you or your tenant are USDA Program participants, or anticipate participation in USDA programs, you should request
a certified wetland determination from the local office of the Natural Resources Conservation Service, prior to starting work.
F. Appeals Information (This information applies only to approved jurisdictional determinations as indicated in B.
above)
If you object to this determination, you may request an adin inistrativeappeal under Corps regulations at33CFRPart 331. Enclosed
you will find a Notification of Appeal Process (NAP) fact sheet and Request for Appeal (RFA) form. Ifyourequest to appealthis
determ ination you must submit a completed RFA form to the following address:
US Army Corps of Engineers
South Atlantic Division
Attn: Mr. Philip A. Shannin
Administrative Appeal Review Officer
60 Forsyth StreetSW,FloorM9
Atlanta, Georgia 3 0303-8803
AND
PH I L I P.A. SHANNIN&USACE.ARMY.MIL
In order for an RFAto be accepted by the Corps, the Corps must determine that it is complete, thatit meets the criteria for appeal
under 33 CFR part 331.5, andthat it has been received by the Division Office within 60 days of the date of the NAP. Should you
decide to submit an RFA form, it must be received at the above address by Not applicable.
* * It is not necessary to submit anRFAform to the Division Office if you do notobject to the determination in this correspondence.**
Corps Regulatory Official: />
Date of JD: 3/30/2023 Expiration Date of JD: Not applicable

SAW-2023-00665
The Wilmington District is committed to providing the highest level of support to the public. To help us ensure we
continue to do so, please complete the Customer Satisfaction Survey located at
http://corpsmapu.usace.army.mil/cm_apex/f?p=136:4:0
Copy furnished:
Agent: Stantee
Melissa Ruiz
Address: 801 Jones Franklin Road Suite 300
Raleigh, NC 27606

NOTIFICATION OF ADMINISTRATIVE APPEAL OPTIONS AND PROCESS AND
REQUEST FOR APPEAL
Applicant: Microsoft Corporation, Chris Sanders File Number:SAW-2023-00665
Date:3/30/2023
Attached is:
See Section below
INITIAL PROFFERED PERMIT (Standard Permit or Letter of permission)
A
PROFFERED PERMIT (Standard Permit or Letter of permission)
B
PERMITDENIAL
C
APPROVED JURISDICTIONAL DETERMINATION
D
®
PRELIMINARY JURISDICTIONAL DETERMINATION
E
SECTION I - The following identifies yourrights and options regarding an administrative appealof the above decision.
Additional information may be found at orhttp://www.usace.army.miUMissions/CivilWorks/Regulatory Pro aamandPermits.aspx
or the Corps regulations at 33 CFR Part 331.
A: INITIAL PROFFERED PERMIT: You may accept or object to the permit.
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and yourwork is authorized. Your
signature on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all
rights to appealthe permit, including its terms and conditions, and approved jurisdictionaldeterminations associated with the
permit.
• OBJECT: If you object to the permit (Standard or LOP) because of certain term sand conditions therein, you may request
that the permit be modified accordingly. You must complete Section II of this form and return the form to the district
engineer. Your objections must be received by the district engineer within 60 days of the date of this notice, or you will
forfeit yourright to appealthe permit in the future. Upon receipt of your letter, the district engineer will evaluate your
objections and may: (a)modify the permit to address allof your concerns, (b) modify the permit to address some of your
objections, or (c) not modify the permit having determined that the permit should be issued as previously written. After
evaluatingyour objections, the district engineer will send you a proffered permit for your reconsideration, as indicated in
Section B below.
B: PROFFERED PERMIT: You may accept or appealthe permit
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and yourwork is authorized. Your
signature on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all
rights to appealthe permit, including its terms and conditions, and approved jurisdictionaldeterminations associated with the
permit.
• APPEAL: If you choose to decline the proffered permit (Standard or LOP) because of certain terms and conditions therein,
you may appealthe declined permit underthe Corps of Engineers Administrative AppealProcess by completing Section II of
this form and sendingthe form to the division engineer. This form must be received by the division engineer within 60 days
of the date of this notice.
C: PERMIT DENIAL: You may appealthe denialof a permit underthe Corps of Engineers Administrative AppealProcess by
completing Section II of this form and sending the form to the division engineer. This form must be received by the division
engineer within 60 days of the date of this notice.
D: APPROVED JURISDICTIONAL DETERMINATION: You may accept orappealthe approved JD or provide new
information.
• ACCEPT: You do not need to notify the Corps to accept an approved JD. Failure to notify the Corps within 60 days of the
date of this notice, means that you accept the approved JD in its entirety, and waive all rights to appealthe approved JD.
• APPEAL: If you disagree with the approved JD, you may appealthe approved JD under the Corps of Engineers
Administrative AppealProcess by completing Section II of this form and sending the form to the district engineer. This form
must be received by the division engineer within 60 days of the date of this notice.

E: PRELIMINARY JURISDICTIONAL DETERMINATION: You do not need to respond to the Corps regarding the
preliminary JD. The Preliminary JD is not appealable. If you wish, you may request an approved JD (which maybe appealed),
by contacting the Corps district for further instruction. Also you may provide new information for further consideration by the
Corps to reevaluate the JD.
SECTION II - REQUEST FOR APPEAL or OBJECTIONS TO AN INITIAL PROFFERED PERMIT
REASONS FOR APPEAL OR OBJECTIONS: (Describe yourrea sons for appea ling the decision or your obj ections to an initial
proffered permit in clear concise statements. You may attach additionalinformation to this form to clarify where yourreasons or
objections are addressed in the administrative record.)
ADDITIONAL INFORMATION: The appealis limited to a review of the administrative record, the Corps memorandum forthe
record of the a ppea I conference ormeeting, and any supplemental information that the review officerha s determined is needed to
clarify the administrative record. Neither the appellant northe Corps may add new information oranalysesto the record.
However, you may provide additional information to clarify the location of information that is already in the administrative
record.
POINT OF CONTACT FOR QUESTIONS OR INFORMATION:
If you have questions regardingthis decision and/or the
If you only have questions regardingthe appealprocess you may
appealprocess you may contact:
also contact:
District Engineer, Wilmington Regulatory Division
MR. PHILIP A. SHANNIN
Attn: Krystynka B Stygar
ADMINISTRATIVE APPEAL REVIEW OFFICER
Charlotte Regulatory Office
CESAD-PDS-O
U.S Army Corps of Engineers
60 FORSYTH STREET SOUTHWEST, FLOOR M9
8430 University Executive Park Drive, Suite 615
ATLANTA, GEORGIA 30303-8803
Cha rlottc, No rth Carolina 28262
PHONE: [phone]; FAX[phone]
EMAIL: PHILIP.A.SHANNINna,USACE.ARMY.MIL
RIGHT OF ENTRY: Your signature below grants the right of entry to Corps of Engineers personnel, and any government
consultants, to conduct investigations of the project site during the course of the appealprocess. You will be provided a 15-day
notice of any site investigation, and will have the opportunity to participate in all site investi ations.
Date:
Telephone number:
Signature of appellant or agent.
For appeals on Initial Proffered Permits send this form to:
District Engineer, Wilmington Regulatory Division, Attn: Krystynka B Stygar, 8430University Executive Park Drive, suite
615, Charlotte, North Carolina 28262
For Permit denials, Proffered Permits and Approved Jurisdictional Determinations send this form to:
Division Engineer, Commander, U.S. Army Engineer Division, South Atlantic, Attn: Mr. Philip Shannin, Administrative
Appeal Officer, CE SAD-PDO, 60 Forsyth Street, Room 10M15, Atla nta, Georgia 30303-8801
Phone: [phone]

PRELIMINARY JURISDICTIONAL DETERMINATION (PJD) FORM
BACKGROUND INFORMATION
A. REPORT COMPLETION DATE FOR PJD: 03/27/2023
B. NAME AND ADDRESS OF PERSON REQUESTING PJD: Microsoft Corporation, Chris Sanders, One
Microsoft way, Redmond, WA 98052
C. DISTRICT OFFICE, FILE NAME, AND NUMBER: Wilmington District, CLT 10_Microsoft, SAW-
2023-00665
D. PROJECT LOCATION(S) AND BACKGROUND INFORMATION: Project is located Northwest of the
intersection of Old Maiden Road and Zeb Haynes Drive, near the town of Maiden, Catawba County, North
Carolina. PIN(s):363707678981, 363707699340, 363708992517, 363711569552 and 363819608696
(USE THE TABLE BELOW TO DOCUMENT MULTIPLE AQUATIC RESOURCES
AND/OR AQUATIC RESOURCES AT DIFFERENT SITES)
State: NC County: Catawba City: Maiden
Center coordinates of site (lat/long in degree decimalformat): Latitude: 35.589794 Longitude: -81.235323
Universal Transverse Mercator:
Name of nearestwaterbody: Clark Creek
E. REVIEW PERFORMED FOR SITE EVALUATION (CHECK ALL THAT APPLY):
❑ Office (Desk) Determination. Date:
® Field Determination. Date(s): December 1, 2022
TABLE OF AQUATIC RESOURCES IN REVIEW AREA WHICH "MAY BE" SUBJECT TO
REGULATORY JURISDICTION
Site Number
Latitude
Longitude
Estimated
Type of aquatic
Geographic
(decimal
(decimal
amountof
resources (i.e.,
authority to which
degrees)
degrees)
aquatic
wetland vs. non-
the aquatic
resources in
wetland waters)
resource "may be"
reviewarea
subject (i.e.,
(acreage and
Section 404or
linear feet, if
Section 10/404)
applicable
SA
35.589794
-81.235323
1009 LF
Non -wetland waters
Section 404
SA intermittent
35.589209
-81.232058
249 LF
Non -wetland waters
Section 404
SB
35.589069
-81.231642
102 LF
Non -wetland waters
Section 404
Sc
35.595089
-81.234077
1400 LF
Non -wetland waters
Section 404
SC Intermittent
35.595198
-81.2288170
74 LF
Non -wetland waters
Section 404
Clarks Creek
35.593939
-81.235291
5994 LF
Non -wetland waters
Section 404
1. The Corps of Engineers believes that there may bejurisdictional aquatic resources in the

review area, and the requestor of this PJD is hereby advised of his or her option to request
and obtain an approved JD (AJD) for that review area based on an informed decision after
having discussed the various types of JDs and their characteristics and circumstances when
they may be appropriate.
2. In any circumstance where a permit applicant obtains an individual permit, or a Nationwide
General Permit (NWP) or othergeneral permitverification requiring "pre- construction
notification" (PCN), or requests verification for a non -reporting NWP or other general
permit, and the permit applicant has not requested an AJD for the activity, the permit
applicant is hereby made aware that: (1) the permit applicant has elected to seek a permit
authorization based on a PJD, which does not make an official determination of
jurisdictional aquatic resources; (2) the applicant has the option to request an AJD before
accepting the terms and conditions of the permit authorization, and that basing a permit
authorization on an AJD could possibly result in less compensatory mitigation being
required or different special conditions; (3) the applicant has the rightto request an
individual permit rather than accepting the terms and conditions of the NWP or other
general permit authorization; (4) the applicant can accept a permit authorization and
thereby agree to comply with all the terms and conditions of that permit, including
whatever mitigation requirements the Corps has determined to be necessary; (5)
undertaking any activity in reliance upon the subjectpermit authorization without
requesting an AJD constitutes the applicant's acceptance of the use of the PJD; (6)
accepting a permit authorization (e.g., signing a proffered individual permit) or undertaking
any activity in reliance on any form of Corps permit authorization based on a PJD
constitutes agreement that all aquatic resources in the review area affected in any way by
that activity will be treated as jurisdictional, and waives any challenge to such jurisdiction
in any administrative orjudicial compliance or enforcement action, or in any administrative
appeal or in any Federal court; and (7) whether the applicant elects to use either an AJD or
a PJD, the JD will be processed as soon as practicable. Further, an AJD, a proffered
individual permit (and all terms and conditions contained therein), or individual permit
denial can be administratively appealed pursuant to 33 C.F.R. Part 331. If, during an
administrative appeal, it becomes appropriate to make an official determination whether
geographic jurisdiction exists over aquatic resources in the review area, or to provide an
official delineation of jurisdictional aquatic resources in the review area, the Corps will
provide an AJD to accomplish that result, as soon as is practicable. This PJD finds that
there "may be"waters of the U.S. and/or that there "maybe" navigable waters of the U.S.
on the subject review area, and identifies all aquatic features in the review area that could
be affectedby the proposed activity, based on the following information:
SUPPORTING DATA. Data reviewed for PJD (check all that apply) Checked items are included in the administrative
record and are appropriately cited:
® Maps, plans, plots or plat submitted by or on behalf of the PJD requestor:

Map:
® Data sheets prepared/submitted by or on behalf of the PJD requestor. Datasheets:
® Office concurs with data sheets/delineation report.
❑ Office does not concur with data sheets/delineation report. Rationale:
❑ Data sheets prepared by the Corps:
El Corps navigable waters' study:
El U.S. Geological Survey Hydrologic Atlas:
❑USGS NHD data:
❑ USGS 8 and 12 digit HUC maps:
® U.S. Geological Survey map(s). Cite scale & quad name: 24 K : NEWTON
® Natural Resources Conservation Service Soil Survey. Citation: Catawba County Soil Survey
®Nationalwetlands inventory map(s). Cite name:
❑ State/local wetland inventory map(s):
❑ FEMA/FIRM maps:
❑ 100-yearFloodplain Elevation is: (National Geodetic Vertical Datum of 1929)
❑Photographs: ❑ Aerial (Name & Date):
or ❑ Other (Name & Date):
❑Previous determination(s). File no. and date of response letter:
❑Other information (please specify):
IMPORTANT NOTE: The information recorded on this form has not necessarily been verified by the Corns
and should not be relied upon for later jurisdictional determinations.
SigrKature and da e of Regulatory
staff member completing PJD
3/30/2023
Signature and date of person requesting PJD
(REQUIRED, unless obtainingthe signature is
impracticable)'
1 Districts may establish timeframes for requester to return signed PJD forms. If the requester does not respondwithin the established
time frame, the district may presume concurrence and no additional follow up is necessary prior to finalizing an action_

Legend
EJ Project Study Area
Potential Jurisdictional Streams -
Perennial
_ Potential Jurisdictional Streams -
Intermittent
Notes
1. Coordinate System: NAD 1983 State Plane North
Carolina RIPS 3200 Feet
2. Data Sources:
3. Background: Source: Een, Maxar, GeoEye,
Earth star Geographics, CNES/Airbus DS, USDA,
U SGS, AeroGRID, IGN, and the GIs User
Community
5��300 N
metres
(At original document size of B.Sx 11)
1:12,000
® Stantec ■
Pmject Location Prepared by GRG on 2023-02-01
TR by ALC on 2023-03-22
Catawba County, NC IR Review by MMR on 2023-03-22
CMent/Pmject 203401902 REVB
Microsoft
CLT10 Data Center
Preliminary Jurisdictional Determination
Potential Jurisdictional Features.
Disclaimer: This document has been prepared based on information provided by others as cited in the Notes section. Stantec has not verified the accuracy and/or completeness ofthis information and shall not be responsible for any errors
or omissions which may be incorporated herein as a result. Stantec assumes no responsibility for data supplied in electronic format, and the recipient accepts full responsibility for verifying the accuracy and completeness ofthe data.

® Stantec
To: Krysta Stygar
USACE Charlotte Field Office
Project/File: Microsoft Data Centers
Reference: CLT10 Boyd Farm Data Center
From: Melissa Ruiz
Raleigh
Date: January 24, 2023
Microsoft proposes to construct a data center at a site referred to as CLT10 Boyd Farm Data Center
northwest of Maiden in Catawba County. Stantec reviewed the existing natural resource investigations
completed by Black and Veatch in July 2022. A site visit was completed on December 1, 2022, to evaluate
current conditions. Stantec reevaluated portions of Black and Veatch's jurisdictional waters delineation and
changes were made to streams extents and classification based on local regulatory experience. Wetland
extents were not changed and a summary by Black and Veatch of the wetland characteristics is attached.
Also please find a preliminary jurisdictional determination (PJD) packet for your review. Microsoft and its
consultants will use the PJD information in order to avoid and minimize impacts to waters of the U.S.
(WOUS) to the maximum extent possible.
The Boyd Farm site consists of Catawba County tax parcels #363707678981, 363707699340,
363708992517, 363711569552, and 363819608696 (Subject Parcels). Three wetlands and 4 streams were
delineated totaling approximately 0.09 acres wetland and of 8,828 linear feet of stream.
Thank you,
PWS
Principal
Phone: [phone]
Mobile: [phone]
[e-mail]
Attachment: Field Investigation Summary
Vicinity Map
USGS Figure
USDA-NRCS Soil Survey Figure
NWI Figure
JD Features
Data Forms
Photos
Design with community in mind

Black and Veatch Onsite Delineation Survey Results
Wetland Delineation Sample Points 0
Three wetlands were delineated during survey activities and were designated PEM1, PEM2, and PEM3.
Total acreage for each delineated wetland is as follows: PEM1, 0.05 acre; PEM2, 0.03 acre; and PEM3, 0.01
acre. Representative sample points were taken at wetland and upland locations to confirm wetland
criteria and wetland boundaries, resulting in a total of six documented sample points. Delineated wetlands
are depicted on Figure 4-2 and photographs of sample points are available in Appendix B. USACE Wetland
Determination Data Forms are located in Appendix C.
Sample Point WET1 (taken within wetland PEM1): The dominant vegetation was Commelina diffusa,
which has a facultative wetland (FACW) hydric rating. Vegetation met both the dominance and prevalence
index hydrophytic vegetation indicators. Prominent redox concentrations were observed in soil at a depth
of 0 to 13 inches. The soil matrix color was recorded as 10YR 4/4 to 10YR 4/3 with 25 percent redox
concentrations of color 2.5YR 3/6. Given the local concave relief, it was determined that soils would meet
the F8 hydric soil indicator for redox depressions. The soil was saturated and showed evidence of oxidized
rhizospheres on living roots, meeting both A3 and C3 wetland hydrology indicators. Sample point WET1
was determined to be within a palustrine emergent wetland.
Sample Point UPL1 (taken near wetland PEM1): The vegetation varied from Acer negundo (facultative;
FAC) and Juniperus virginiana (facultative upland; FACU) in the tree stratum to Microstegium vimineum
(FAC) in the herb stratum. Overall, vegetation passed the dominance test for hydrophytic vegetation. Soil
color was observed to be 10YR 5/6 from 0 to 12 inches with no redox features. No wetland hydrology
indicators were observed. This was determined an upland sample point.
Sample Point WET2 (taken within wetland PEM2): The vegetation on the site was dominated by Scirpus
cyperinus (FACW) and Ludwigia palustris (obligate; OBL). Vegetation met both the dominance and
prevalence index hydrophytic vegetation indicators. Soil matrix color at the point was recorded as 10YR
4/2 with 25 percent redox concentrations of color 5YR 4/6. It was determined that soils met both depleted
matrix (F3) and redox depressions (F8) hydric soil indicators. Soil saturation was present at the surface and
oxidized rhizospheres were observed, meeting both A3 and C3 wetland hydrology indicators. Though no
standing water was present at the time of sampling, the presence of Ludwigia palustris indicates that
shallow, ponded water occurs within this feature in most years. Sample point WET2 was determined to be
within a palustrine emergent wetland.
Sample Point UPI-2 (taken near wetland PEM2): Dominant vegetation at the sample point varied across
strata from Acer negundo (FAC) to Solidago altissima (FACU) to Lonicera japonica (FACU). Overall, the
vegetation passed the dominance test for hydrophytic vegetation. Soil color was recorded as 7.5YR 4/4
from 0 to 12 inches with no redox features. No wetland hydrology indicators were observed. This was
determined an upland sample point.

Sample Point WET3 (taken within wetland PEM3): Dominant vegetation at the sample point was Scirpus
polyphyllus (OBL) and an unidentified species of Sagittaria (assumed OBL). Vegetation met both the
dominance and prevalence index hydrophytic vegetation indicators. Soil matrix color was recorded to be
7.5YR 4/1 with 20 percent redox concentrations of color 7.5YR 4/6. It was determined that soils met both
depleted matrix (F3) and redox depressions (F8) hydric soil indicators. Oxidized rhizospheres were
observed on living roots, meeting the C3 indicator for wetland hydrology. Sample point WET3 was
determined to be in a palustrine emergent wetland.
Sample Point UPL3 (taken near wetland PEM3): Dominant vegetation at the sample point included
Liquidambar styraciflua (FAC), Froxinus pennsylvanica (FACW), Pyrus calleryana (upland; UPL), and
Microstegium vimineum (FAC). Overall, vegetation passed the dominance test for hydrophytic vegetation.
Soil matrix color was recorded to be 7.5YR 4/4 throughout the 12-inch depth sample. No wetland
hydrology indicators were observed. This was determined an upland sample point.
Design with community in mind

urisdictional Determination Reauest
US Army Corps
of Engineers.
Wilmington District
This form is intended for use by anyone requesting a jurisdictional determination (JD) from the
U.S. Army Corps of Engineers, Wilmington District (Corps). Please include all supporting
information, as described within each category, with your request. You may submit your request
via mail, electronic mail, or facsimile. Requests should be sent to the appropriate project
manager of the county in which the property is located. A current list of project managers by
assigned counties can be found on-line at:
http://www.saw.usace.aimy.mil/Missions/Re ul�atoiyPermitProi4ram/Contact/CountyLocator.aspx,
by calling 910-251-4633, or by contacting any of the field offices listed below. Once your
request is received you will be contacted by a Corps project manager.
ASHEVILLE & CHARLOTTE REGULATORY
FIELD OFFICES
US Army Corps of Engineers
151 Patton Avenue, Room 208
Asheville, North Carolina 28801-5006
General Number: [phone]
Fax Number: [phone]
RALEIGH REGULATORY FIELD OFFICE
US Army Corps of Engineers
3331 Heritage Trade Drive, Suite 105
Wake Forest, North Carolina 27587
General Number: [phone]
Fax Number: [phone]
INSTRUCTIONS:
WASHINGTON REGULATORY FIELD OFFICE
US Army Corps of Engineers
2407 West Fifth Street
Washington, North Carolina 27889
General Number: [phone]
Fax Number: [phone]
WILMINGTON REGULATORY FIELD OFFICE
US Army Corps of Engineers
69 Darlington Avenue
Wilmington, North Carolina 28403
General Number: 910-251-4633
Fax Number: [phone]
All requestors must complete Parts A, B, C, D, E, F and G.
NOTE TO CONSULTANTS AND AGENCIES: If you are requesting a JD on behalf of a
paying client or your agency, please note the specific submittal requirements in Part H.
NOTE ON PART D — PROPERTY OWNER AUTHORIZATION: Please be aware that
all JD requests must include the current property owner authorization for the Corps to
proceed with the determination, which may include inspection of the property when
necessary. This form must be signed by the current property owner(s) or the owner(s)
authorized agent to be considered a complete request.
NOTE ON PART D - NCDOT REQUESTS: Property owner authorization/notification for
JD requests associated with North Carolina Department of Transportation (NCDOT)
projects will be conducted according to the current NCDOT/USACE protocols.
NOTE TO USDA PROGRAM PARTICIPANTS: A Corps approved or preliminary JD
may not be valid for the wetland conservation provisions of the Food Security Act of
1985. If you or your tenant are USDA Program participants, or anticipate participation in
USDA programs, you should also request a certified wetland determination from the local
office of the Natural Resources Conservation Service, prior to starting work.
Version: May 2017 Page 1

Jurisdictional Determination Request
A. PARCEL INFORMATION
Street Address: 1250 OLD MAIDEN RD
City, State: Maiden, North Carolina
County: Catawba
Parcel Index Number(s) (PIN): See parcel list
B. REQUESTOR INFORMATION
Name: Stantec. Melissa Ruiz
Mailing Address: 801 Jones Franklin Rd. Suite 300
Telephone Number:
Electronic Mail Address:
Select one:
Raleigh, NC 27606
[phone]
[e-mail]
I am the current property owner.
I am an Authorized Agent or Environmental Consultanti
Interested Buyer or Under Contract to Purchase
Other, please explain.
C. PROPERTY OWNER INFORMATION
Name: Microsoft Corporation, Chris Sander
Mailing Address: One Microsoft Way
Redmond, WA 98052 USA
Telephone Number: (434)-584-1390
Electronic Mail Address: [e-mail]; lexijones@r
1 Must provide completed Agent Authorization Form/Letter.
2 Documentation of ownership also needs to be provided with request (copy of Deed, County GIS/Parcel/Tax Record).
Version: May 2017 Page 2

Parcel Number
Address
363711569552
1250 OLD MAIDEN RD
363707678981
363707699340
363819608696
363708992517

Jurisdictional Determination Request
D. PROPERTY ACCESS CERTIFICATION',4
By signing below, I authorize representatives of the Wilmington District, U.S. Army Corps of
Engineers (Corps) to enter upon the property herein described for the purpose of conducting on -
site investigations, if necessary, and issuing a jurisdictional determination pursuant to Section
404 of the Clean Water Act and/or Section 10 of the Rivers and Harbors Act of 1899. I, the
undersigned, am either a duly authorized owner of record of the property identified herein, or
acting as the duly authorized agent of the owner of record of the property.
Melissa Ruiz
Print Name
Capacity: ❑ Owner Z Authorized Agent'
Date
E. REASON FOR JD REQUEST: (Check as many as applicable)
❑ I intend to construct/develop a projector perform activities on this parcel which would be
designed to avoid all aquatic resources.
❑ I intend to construct/develop a projector perform activities on this parcel which would be
designed to avoid all jurisdictional aquatic resources under Corps authority.
❑✓ I intend to construct/develop a projector perform activities on this parcel which may
require authorization from the Corps, and the JD would be used to avoid and minimize
impacts to jurisdictional aquatic resources and as an initial step in a future permitting
process.
❑ I intend to construct/develop a projector perform activities on this parcel which may
require authorization from the Corps; this request is accompanied by my permit application
and the JD is to be used in the permitting process.
❑ I intend to construct/develop a project or perform activities in a navigable water of the
U.S. which is included on the district Section 10 list and/or is subject to the ebb and flow of
the tide.
❑ A Corps JD is required in order obtain my local/state authorization.
❑ I intend to contest jurisdiction over a particular aquatic resource and request the Corps
confirm that jurisdiction does/does not exist over the aquatic resource on the parcel.
❑ I believe that the site may be comprised entirely of dry land.
❑ Other:
' For NCDOT requests following the current NCDOT/USAGE protocols, skip to Part E.
a If there are multiple parcels owned by different parties, please provide the following for each additional parcel on a
continuation sheet.
s Must provide agent authorization form/letter signed by owner(s).
Version: May 2017 Page 3

Jurisdictional Determination Request
F. JURISDICTIONAL DETERNIINATION (JD) TYPE (Select One)
7 I am requesting that the Corps provide a preliminM JD for the property identified herein.
A Preliminary Jurisdictional Determination (PJD) provides an indication that there may
be "waters of the United States" or "navigable waters of the United States"on a property.
PJDs are sufficient as the basis for permit decisions. For the purposes of permitting, all
waters and wetlands on the property will be treated as if they are jurisdictional "waters of
the United States". PJDs cannot be appealed (33 C.F.R. 331.2); however, a PJD is
"preliminary" in the sense that an approved JD can be requested at any time. PJDs do
not expire.
❑ I am requesting that the Corps provide an approved JD for the property identified herein.
An Approved Jurisdictional Determination (AJD) is a determination that
jurisdictional "waters of the United States" or "navigable waters of the United
States" are either present or absent on a site. An approved JD identifies the limits of
waters on a site determined to be jurisdictional under the Clean Water Act and/or
Rivers and Harbors Act. Approved JDs are sufficient as the basis for permit
decisions. AJDs are appealable (33 C.F.R. 331.2). The results of the AJD will be
posted on the Corps website. A landowner, permit applicant, or other "affected
party" (33 C.F.R. 331.2) who receives an AJD may rely upon the AJD for five years
(subject to certain limited exceptions explained in Regulatory Guidance Letter 05-
02).
❑ I am unclear as to which JD I would like to request and require additional information
to inform my decision.
G. ALL REQUESTS
Map of Property or Project Area. This Map must clearly depict the boundaries of the
review area.
✓❑ Size of Property or Review Area 292.43 acres.
❑ The property boundary (or review area boundary) is clearly physically marked on the site.
Version: May 2017 Page 4

Jurisdictional Determination Request
H. REQUESTS FROM CONSULTANTS
Project Coordinates (Decimal Degrees): Latitude:
35.59474
Longitude:-81.230705
A legible delineation map depicting the aquatic resources and the property/review area.
Delineation maps must be no larger than 1 Ix 17 and should contain the following: (Corps
signature of submitted survey plats will occur after the submitted delineation map has been
reviewed and approved).6
■ North Arrow
■ Graphical Scale
■ Boundary of Review Area
■ Date
■ Location of data points for each Wetland Determination Data Form or tributary
assessment reach.
For Approved Jurisdictional Determinations:
■ Jurisdictional wetland features should be labeled as Wetland Waters of the US, 404
wetlands, etc. Please include the acreage of these features.
■ Jurisdictional non -wetland features (i.e. tidal/navigable waters, tributaries,
impoundments) should be labeled as Non -Wetland Waters of the US, stream, tributary,
open water, relatively permanent water, pond, etc. Please include the acreage or linear
length of each of these features as appropriate.
■ Isolated waters, waters that lack a significant nexus to navigable waters, or non -
jurisdictional upland features should be identified as Non -Jurisdictional. Please
include a justification in the label regarding why the feature is non jurisdictional (i.e.
"Isolated", "No Significant Nexus", or "Upland Feature"). Please include the acreage
or linear length of these features as appropriate.
For Preliminary Jurisdictional Determinations:
Wetland and non -wetland features should not be identified as Jurisdictional, 404,
Waters of the United States, or anything that implies jurisdiction. These features can be
identified as Potential Waters of the United States, Potential Non -wetland Waters of
the United States, wetland, stream, open water, etc. Please include the acreage and
linear length of these features as appropriate.
Completed Wetland Determination Data Forms for appropriate region
(at least one wetland and one upland form needs to be completed for each wetland type)
6 Please refer to the guidance document titled "Survey Standards for Jurisdictional Determinations" to ensure that the
supplied map meets the necessary mapping standards. hM2://www.saw.usace.4rmy.mil/Missions/Regulatoly-Permit-
Pro gram/Jurisdiction/
Version: May 2017 Page 5

Jurisdictional Determination Request
F4Completed appropriate Jurisdictional Determination form
• PJDs, please complete a Preliminary Jurisdictional Determination Form' and include the
Aquatic Resource Table
• AJDS• please complete an Approved Jurisdictional Determination Form'.
Vicinity Map
Aerial Photograph
USGS Topographic Map
Soil Survey Map
Other Maps, as appropriate (e.g. National Wetland Inventory Map, Proposed Site
Plan, previous delineation maps, LIDAR maps, FEMA floodplain maps)
Landscape Photos (if taken)
NCSAM and/or NCWAM Assessment Forms and Rating Sheets
NC Division of Water Resources Stream Identification Forms
hJ Other Assessment Forms
' www.saw.usace.4rmy.mil/Portals/59/docs/regulatory/readocs/JD/RGL 08-02_App A Prelim _JD_Form fillable.pdf
8 Please see hM2://www.saw.usace.4M.mil/Missions/Regulatory-Permit-Program/Jurisdiction/
Principal Purpose: The information that you provide will be used in evaluating your request to determine
whether there are any aquatic resources within the project area subject to federaljurisdiction under the regulatory
authorities referenced above.
Routine Uses: This information may be shared with the Department of Justice and other federal, state, and local
government agencies, and the public, and may be made available as part of a public notice as required by federal
law. Your name and property location where federal jurisdiction is to be determined will be included in the
approved jurisdictional determination (AJD), which will be made available to the public on the District's website
and on the Headquarters USAGE website.
Disclosure: Submission of requested information is voluntary; however, if information is not provided, the
request for an AJD cannot be evaluated nor can an AJD be issued.
Version: May 2017 Page 6

Appendix 2 - PRELIMINARY JURISDICTIONAL DETERMINATION (PJD) FORM
BACKGROUND INFORMATION
A. REPORT COMPLETION DATE FOR PJD: January 24, 2023
B. NAME AND ADDRESS OF PERSON REQUESTING PJD: Melissa Ruiz, 801 Jones Franklin Rd. Suite 300 Raleigh, NC 27606
C. DISTRICT OFFICE, FILE NAME, AND NUMBER:
D. PROJECT LOCATION(S) AND BACKGROUND INFORMATION:
(USE THE TABLE BELOW TO DOCUMENT MULTIPLE AQUATIC RESOURCES AND/OR
AQUATIC RESOURCES AT DIFFERENT SITES)
State: NC County/parish/borough: Catawba City: Maiden
Center coordinates of site (lat/long in degree decimal format):
Lat.: 35.594740 Long.:-81.230705
Universal Transverse Mercator:
Name of nearest waterbody: Clark Creek
E. REVIEW PERFORMED FOR SITE EVALUATION (CHECK ALL THAT APPLY):
❑ Office (Desk) Determination. Date:
■❑ Field Determination. Date(s): June 28-30, 2022; November 10, 2022
TABLE OF AQUATIC RESOURCES IN REVIEW AREA WHICH "MAY BE" SUBJECT TO REGULATORY
JURISDICTION.
Site
number
Latitude
(decimal
degrees)
Longitude
(decimal
degrees)
Estimated amount
of aquatic resource
in review area
(acreage and linear
feet, if applicable)
Type of aquatic
resource (i.e., wetland
vs. non -wetland
waters)
Geographic authority
to which the aquatic
resource "may be"
subject (i.e., Section
404 or Section 10/404)
See Attached

Site Number
Latitude
Longitude
Estimated
Type of
Geographic
(decimal
(decimal
amount of
aquatic
authority to
degrees)
degrees)
aquatic
resource (i.e.,
which the
resource in
wetland vs.
aquatic
review area
non -wetland
resource "may
(acreage and
waters)
be" subject
linear feet, if
(i.e., Section
applicable)
404 or Section
10/404
PEM1
35.599205
-81.232771
0.05 ac
Wetland
Section
404/401
PEM2
35.600955
-81.231508
0.03 ac
Wetland
Section
404/401
PEM3
35.598228
-81.233267
0.01 ac
Wetland
Section
404/401
SA
35.589794
-81.235323
1,009 if
Non -wetland
Section
waters
404/401
SA
35.589209
-81.232058
249If
Non -wetland
Section
Intermittent
waters
404/401
SIB
35.589069
-81.231642
102If
Non -wetland
Section
waters
404/401
SC
35.595089
-81.234077
1,400If
Non -wetland
Section
waters
404/401
SC
35.595198
-81.228817
74If
Non -wetland
Section
Intermittent
waters
404/401
Clark's Creek
35.593939
-81.235291
5,994 If
Non -wetland
Section
waters
404/401

1) The Corps of Engineers believes that there may be jurisdictional aquatic resources in
the review area, and the requestor of this PJD is hereby advised of his or her option
to request and obtain an approved JD (AJD) for that review area based on an
informed decision after having discussed the various types of JDs and their
characteristics and circumstances when they may be appropriate.
2) In any circumstance where a permit applicant obtains an individual permit, or a
Nationwide General Permit (NWP) or other general permit verification requiring "pre -
construction notification" (PCN), or requests verification for a non -reporting NWP or
other general permit, and the permit applicant has not requested an AJD for the
activity, the permit applicant is hereby made aware that: (1) the permit applicant has
elected to seek a permit authorization based on a PJD, which does not make an
official determination of jurisdictional aquatic resources; (2) the applicant has the
option to request an AJD before accepting the terms and conditions of the permit
authorization, and that basing a permit authorization on an AJD could possibly result
in less compensatory mitigation being required or different special conditions; (3) the
applicant has the right to request an individual permit rather than accepting the terms
and conditions of the NWP or other general permit authorization; (4) the applicant can
accept a permit authorization and thereby agree to comply with all the terms and
conditions of that permit, including whatever mitigation requirements the Corps has
determined to be necessary; (5) undertaking any activity in reliance upon the subject
permit authorization without requesting an AJD constitutes the applicant's acceptance
of the use of the PJD; (6) accepting a permit authorization (e.g., signing a proffered
individual permit) or undertaking any activity in reliance on any form of Corps permit
authorization based on a PJD constitutes agreement that all aquatic resources in the
review area affected in any way by that activity will be treated as jurisdictional, and
waives any challenge to such jurisdiction in any administrative or judicial compliance
or enforcement action, or in any administrative appeal or in any Federal court; and (7)
whether the applicant elects to use either an AJD or a PJD, the JD will be processed
as soon as practicable. Further, an AJD, a proffered individual permit (and all terms
and conditions contained therein), or individual permit denial can be administratively
appealed pursuant to 33 C.F.R. Part 331. If, during an administrative appeal, it
becomes appropriate to make an official determination whether geographic
jurisdiction exists over aquatic resources in the review area, or to provide an official
delineation of jurisdictional aquatic resources in the review area, the Corps will
provide an AJD to accomplish that result, as soon as is practicable. This PJD finds
that there "may be" waters of the U.S. and/or that there "may be" navigable waters of
the U.S. on the subject review area, and identifies all aquatic features in the review
area that could be affected by the proposed activity, based on the following
information:

SUPPORTING DATA. Data reviewed for PJD (check all that apply)
Checked items should be included in subject file. Appropriately reference sources
below where indicated for all checked items:
■❑ Maps, plans, plots or plat submitted by or on behalf of the PJD requestor:
Map:
0 Data sheets prepared/submitted by or on behalf of the PJD requestor.
❑ Office concurs with data sheets/delineation report.
❑ Office does not concur with data sheets/delineation report. Rationale:
❑ Data sheets prepared by the Corps:
❑ Corps navigable waters' study:
❑ U.S. Geological Survey Hydrologic Atlas:
❑ USGS NHD data.
❑ USGS 8 and 12 digit HUC maps.
■❑ U.S. Geological Survey map(s). Cite scale & quad name: 24K Newton
■❑ Natural Resources Conservation Service Soil Survey. Citation: Catawba County Soil Survey
■❑ National wetlands inventory map(s). Cite name:
❑ State/local wetland inventory map(s):
❑ FEMA/FIRM maps:
❑ 100-year Floodplain Elevation is: .(National Geodetic Vertical Datum of 1929)
❑ Photographs: ❑ Aerial (Name & Date):
or ❑ Other (Name & Date):
❑ Previous determination (s). File no. and date of response letter:
❑ Other information (please specify):
IMPORTANT NOTE: The information recorded on this form has not necessarily
been verified by the Corps and should not be relied upon for later jurisdictional
determinations.
Signature and date of
Regulatory staff member
completing PJD
Signature nd date of
person requesting PJD
(REQUIRED, unless obtaining
the signature is impracticable)'
' Districts may establish timeframes for requestor to return signed PJD forms. If the requestor does not respond
within the established time frame, the district may presume concurrence and no additional follow up is
necessary prior to finalizing an action.

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Pmject Location Prepared by GRG on 2022-12-01
TR by AL C on 2022-12-0.
Catawba County, NC IR Review by MMR on 2022-12-20
Client/Project 203401902 REVA
Microsoft
Notes CLT10 Data Center
1. Coordinate System: NAD 1983 StatePlane North Preliminary Jurisdictional Determination
Carolina FIPS 3200 Feet
Figure No.
2. Data Sources: Catawba County Parcels data
1
3. Background: Sources: Esn, HERE, Gannin,
Intermap, increment P Corp., GEBCO, USGS, FAO, Tale
NPS, NRCAN, GeoBase, IGN, Kadaster NL, Vicinity Map.
Ordnance Survey, Esri Japan, METI, Esri China
(Hong Kong), (c) OpenStreetMap contributors, and
Disclaimer: This document has been prepared based on information provided by others as cited in the Notes section. Stantec has not verified the accuracy and/or completeness of this information and shall not be responsible for any
errors or omissions which may be incorporated herein as a result. Stantec assumes no responsibility for data supplied in electronic format, and the recipient accepts full responsibility for verifying the accuracy and completeness of the
data.

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Project Location Prepared by GRG on 2022-12-07
TR by ALC on 2022-120'
Catawba County, NC IR Review by MMR on 2022-12:20
Client/Project 203401902 REVA
Microsoft
Notes CLT10 Data Center
1. Coordinate System: NAD 1983 StatePlane North Carolina FIPS 3200 Feet Preliminary Jurisdictional Determination
2. Data Sources: Catawba County Parcels data Figure No.
2
3. Background: Sources: Esn, HERE, Gannin,
Intermap, increment P Corp., GEBCO, USGS, FAO, Tale
NPS, NRCAN, GeoBase, IGN, Kadaster NL, Project .Study Area
Ordnance Survey, Esri Japan, METI, Esri China
(Hong Kong), (c) OpenStreetMap contributors, and
Disclaimer: This document has been prepared based on information provided by others as cited in the Notes section. Stantec has not verified the accuracy and/or completeness of this information and shall not be responsible for any
errors or omissions which may be incorporated herein as a result. Stantec assumes no responsibility for data supplied in electronic format, and the recipient accepts full responsibility for verifying the accuracy and completeness of the
data.

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g Disclaimer: This document has been prepared based on information provided by others as cited in the Notes section. Stantec has not verified the accuracy and/or completeness of this information and shall not be responsible for any
v errors or omissions which may be incorporated herein as a result. Stantec assumes no responsibility for data supplied in electronic format, and the recipient accepts full responsibility for verifying the accuracy and completeness of the
data.
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_
Intermittent
Pmject Location Prepared by GRG on 2022-12-07
USACE Data Points TR by Al on 2022-12-OB
Catawba County, NC IR Review by MMR on 2022-12-20
Client/Project 203401902 REVA
Microsoft
Notes CLT10 Data Center
1. Coordinate System: NAD 1983 StatePlane North Carolina FIPS 3200 Feet Preliminary Jurisdictional Determination
2. Data Sources: Esri, Maxar, Earthstar Geographics, Figure No.
3
and the GIs User Community
3. Background: Esri, HERE, Garmin, (c) Tale
OpenStreetMap contributors, and the GIs user Potential Jurisdictional Features.
community
4. Field Date(s): June 28-30, 2022 by Black & Veatch,
November 10, 2022 by Stantec

Microsoft I POTENTIAL WATERS OF THE U.S./ FEDERAL AND STATE LISTED SPECIES DESKTOP AND FIELD SURVEY
Figure 3-4 USFWS NWI Features
Site CLT10, Boyd Farm- Catawba County, North Carolina
= NWI Features = Site Boundary
0 0.25 0.5 0.75 Miles
J.England, N. Pellegrini July 20, 2022
Figure 3-4 USFWS NWI Features
BLACK & VEATCH I Preliminary Data Gathering and Synthesis
0. BLACK & VEATCH
Sources: Esri Topo (basemap)
Projection:NAD 1983 StatePlane North.Carolina—FIPS 3200 Feet
3-8

Microsoft I POTENTIAL WATERS OF THE U.S./ FEDERAL AND STATE LISTED SPECIES DESKTOP AND FIELD SURVEY
Figure 3-5 MRCS Soil Map Units
Site CLT10. Boyd Farm, Catawba County. North Carolina BLACK & VEATCH
Site Boundary NRCS Soil Map Units
Selected Hydric Sails
025 0.5 0.75 1 Mlles
Swrcem. Er r. arf212} (bm m ap]
J. Enp lend_ N. PaIW ini J u it/ 20. 2022 PA*wdiw.NAD_15�3_StafePfane_Mwil:_carof+na_ rips _3200_Feet
Figure 3-5 NRCS Soil Map Units
BLACK & VEATCH I Preliminary Data Gathering and Synthesis 3-9

Microsoft I POTENTIAL WATERS OF THE U.S./ FEDERAL AND STATE LISTED SPECIES DESKTOP AND FIELD SURVEY
U.S. Army Carps of Engineers 0MR cont, k a7}a-xxxx, Exp: Pending
WETLAND DETERMINATION DATA SHEET— Eastern Mountains and Piedmont Region Requirement Control Symbol EXEMPT:
See ER11i TR-07-24: the proponent agency is CECW-CO-R {Authority: AR 335.15, paragraph 5.2a)
ProjecltlSite: MSFT - Boyd CitylCounty: Catawba County Sampling Date: M29122
ApplicantlCwner: State: NC Sampling Point: WET1
Investigator(s): Richter/Symonds Section, Township, Range: North Carolina is a non-PLSS region
Landform (hillside, terrace, etc.): floodplain LccaI relief (concave, convex, none): concave Slope (%): 0-1%
Subregion (LRR or MLRA]: LRR P, MLRA 136 Lat: 35.59919 Long:-81.23277 Datum: NAD'83
Soil Map Unit Name: ChA, BuB -see soils remarks forfull map unit names NWI classification: PUBF
Are climatic 1 hydrologic conditions on the site typical for this time of year? Yes X No _ (If no, explain in Remarks.)
Are Vegetation _, Soil _, or Hydrology_ significantly disturbed? Are "Normal Circumstances' present? Yes X No
Are Vegetation Soil or Hydrology naturally problematic? (If needed, explain any answers in Remarks.)
SUMMARY OF FINDINGS — Attach site map showing sampling point locations, transects, important features, etc.
IHydrophytio Vegetation Present? Yes X No Is the Sampled Area I
Hydric Soil Present? Yes X No within a Wetland? Yes X No
Wetland Hydrology Present? Yes X No
Remarks:
PUBF = Palustrine, Unconsolidated Bottom, Semipermanently Flooded
HYDROLOGY
Wetland Hydrology Indicators:
Secondary Indicators (minimum of two reauired)
Primary Indicators {minimum of one is reouiredi
check all that si
_Surface Soil Cracks (B6)
_Surface Water (At)
_True Aquatic Plants (B14)
_Sparsely Vegetated Concave Surface (138)
_High Water Table (A2)
_Hydrogen Sulfide Odor (Cl)
_Drainage Patterns (510)
X Saturation (A3)
X Oxidized Rhizospheres on Living Roots (C3)
Moss Trim Lines IS16)
_Water Marks (1131)
Presence of Reduced Iran (04)
Dry -Season Water Tabla (C2)
Sediment Deposits (82)
_Recent Iron Reduction in Tilled Sails (C6)
_Crayfish Burrows (C5)
_Drift Deposits (133)
_Thin Muck Surface (C7)
_Saturation Visible on Aerial Imagery (C9)
_Algal Met or Crust (Ii
_Other (Explain in Remarks)
_Stunted or Stressed Plants (DI)
Iron Deposits (85)
X Geomorphic Position (02)
Inundation Visible on Aerial Imagery (137)
Shallow Aquitard (133)
—Water-Stained Leaves (139)
_Microtopographic Reliaf (D4)
_Aquatic Fauna (1313)
X FAC-Neutral Test (D5)
Field Observations:
Surface Water Present? Yes
No X Depth (inches):
Wale rTable Present? Yes
No X Depth (inches):
Saturation Present? Yes X
No Depth (inches): 0
Wetland
Hydrology Present? Yes X No
includes capillary fringe)
Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections). If available:
Remarks:
sample location occurs within FEMA Zane AF 100-year flood hazard area -
ENG FORM 6116-4-SG, JItL 2018
Eastern Mountains and Piedmont— Version 2.0
BLACK & VEATCH I Appendix C C-2

Microsoft I POTENTIAL WATERS OF THE U.S./ FEDERAL AND STATE LISTED SPECIES DESKTOP AND FIELD SURVEY
VEGETATION (Four Strata) - Use scientific names cf plants. sampling Point: WET1
Absolute Dominant
Indicator
Tree Stratum (Plot size: 30 =I. r. )
% Cover Species?
Status
Dominance Test worksheets
1
Number of Dominant Species
2.
That Are OBL, FACW, or FAC 1 (A)
3.
Total NLim berof Dominant
4,
Species Across All Strata: 1 {B)
5-
Percent of Dominant Species
6.
That Are OBL, FACW, or FAD, 100.0% {AIB}
7.
Prevalence Index worksheets
=Total Cover
Total %Coverof: Multiply by:
50% of total cover:
20% of total cover:
QBL species 0 x 1 = 0
SaolinolShrub Stratum (Plot size: 15 ft r.
}
FACW species 100 x 2 = 200
1.
FAG species 0 x 3 = D
2.
FACU species 0 x 4 = 0
3-
Ill species 0 x 5 = 0
4.
Column Totals: 100 (A) 200 (B)
5.
Prevalence Index = BIA = 2M
B-
Hydrophytic Vegetation Indicators:
7.
_ 1 - Rapid Test for Hydrophytic. Vegetation
8,
X 2 - Dominance Test is �50%
9.
X 3 - Prevalence Index is s3 0'
=Total Cover
4 - Morphological Adaptations' (Provide supporting
50% of total cover,
20% of total cover
data in Remarks or on a separate sheet)
Herb Stratum (Plot size: 5 ft. r. )
_ Problematic Hydrophytic Vegetation' (Explain)
1. Commelina diffusa
100 Yes
FACW
11indicators of hydric soil and wetland hydrology must be
2.
present, unless disturbed or problematic.
Definitions of Four Vegetation Strata:
3.
4•
Tree - Woody plants, excluding vines, 3 in. (7,15 cm) or
5•
more in diameter M breast height (DBH), regardless of
8
height.
7•
Saplingl5hrub - Woody plants, excluding vines, less
8,
than 3 in. Di and greater than or equal to 3.28 R
9.
(1 m)tail.
10
Herb -All herbaceous (non -woody) plards, regardless
11
of size, and woody plants less than 3 2B ft tall.
1 DO =Total Cover
Woody Vine - All woody vines greater than 3.28 ft in
50% of total cover:
s0 20% of total cover:
20
height.
Woody Vine Stratum (Plot size: 30 ft, r- }
1.
2.
3.
4,
5.
Hydrophytic
-Total Cover
Vegetation
50% of total cover
20% of total cover:
Present? Yes X No
Remarks (Include photo numbers here or on a separate sheet.)
EN FORM 6116-4-SG, Jl1L 2018
Eastern Mountains and Piedmont- Version 2.0
BLACK & VEATCH I Appendix C C-3

Microsoft I POTENTIAL WATERS OF THE U.S./ FEDERAL AND STATE LISTED SPECIES DESKTOP AND FIELD SURVEY
SOIL
Sampling Point WETS
Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators_)
Depth Matrix
Redox Features
inches Color (moist] F
Color (moist) I Type Loc Texture Rema ks
0-10 10YR 414 75
2.5YR 316 25 C PLIM LoamylClayey Prominent redox concentrations
10-13 10YR 413 75
2.5YR 316 25 C PLIM LoamylClayey Prominent redox concentrations
13-16 5Y 311 100
Mucky Loarri greasy texture
'Type: C=Concentration, D=De letion, RM=Reduced Matrix, MS=Masked Sand Grains. 21-ocation PL=Pore Lining, M=Matrix.
Hydric Soil Indicators:
Indicators for Problematic Hydric I ls3:
Histosol (Al)
�HisticEpipedon
Polyvalue Below Surface (SS) (MLRA 147,148) 2 cm Muck (At 0) (MLRA 147)
(A2)
_Thin Dark Surface (S9) (MLRA 147, 148) _Coast Prairie Redox (A16)
_ Slack H islic(A3)
_ Loamy Mucky Mineral (F1){MLRA 136) (MLRA 147, 10)
_Hydrogen Sulfide (A4)
_Loamy Gleyed Matdx (F2) _Piedmont Flocdplain Soils (F19)
_Stratified Layers (A5)
_Depleted Matrix(F3) (MLRA136, 147)
_2 cm Muck (A10) (LRR N)
Redox Dark Surface (F6) Red Parent Material (F21)
`_Depleted
_Depleted Below Dark Surface (Ali)
Dark Surface (F7) (outside MLRA 127, 147, 148)
Thick Dark Surface (Al2)
X Redox Depressions (F8) Very Shallow Dark Surface (F22)
_Sandy Mucky Mineral (S1)
_Iron -Manganese Masses IF12) (LRR N, _other (Explain in Remarks)
Sandy Gleyed Matrix (54)
MLRA 136)
_
Sandy Redox (S5)
Urnbric Surface (F13) (MLRA 122, 136) 31ndicators of hydrophytic vegetation and
_Stripped Matrlx(S6)
_Piedmont Fldodplain Soils (F19) (MLRA 148) wetland hydrology mustbe present,
Dark Surface (S7)
Red Parent Material (F21) (MLRA 127, 147, 148) unless disturbed or problematic.
Restrictive Layer (if observed):
Type'
Depth (inches):
Hydric Soil Present? Yes X No
Remarks'
ChA = Chewacla loam, 0 to 2 percent slopes, frequently flooded, noted as an NRCS hydric soil map unit. BuB = Buncombe loamy sand, 0 to 5
percent slopes, frequently flooded, not listed as an NRCS hydric soil map unit- Both soil map units listed as map unit boundary line approximately
bisects the sample point location.
ENO FORM 6116-4-SG, JUL 2018
Eastern Mountains and Piedmont— Version 2.0
BLACK & VEATCH I Appendix C C-4

Microsoft I POTENTIAL WATERS OF THE U.S./ FEDERAL AND STATE LISTED SPECIES DESKTOP AND FIELD SURVEY
U.S. Army Carps of Engineers 0MR cont, A, a7}a-xxxx, Exp: Pending
WETLAND DETERMINATION DATA SHEET— Eastern Mountains and Piedmont Region Requirement Control Symbol EXEMPT:
See ER11i TR-07-24: the proponent agency is CECW-CO-R {Aufhorilyr AR 335.15, paragraph 5.2a)
ProjectlSite: MSFT - Boyd CitylCounty: Catawba County Sampling Date: M29122
ApplicantlOwner: State: NC Sampling Point: UPL1
Investigator(s): Richter/Symonds Section, Township, Range: North Carolina is a non-PLSS region
Landform (hillside, terrace, etc.): upland LccaI relief (concave, convex, none)! hillslope Slope (%)! 3-50%
Subregion (LRR or MLRA]: LRR P, MLRA 138 Lat: 35.59904 Long:-81.23284 Datum: NAD'83
Soil Map Unit Name: Bub -5ee soils remarks for full map unit name NWI classification: none
Are climatic 1 hydrologic conditions on the site typical for this time of year? Yes X No _ (If no, explain in Remarks.)
Are Vegetation _, Soil _, or Hydrology_ significantly disturbed? Are "Normal Circumstances' present? Yes X No
Are Vegetation Soil or Hydrology naturally problematic? (If needed, explain any answers in Remarks.)
SUMMARY OF FINDINGS — Attach site map showing sampling paint locations, transects, important features, etc.
Hydrophytio Vegetation Present? Yes x No I Is the Sampled Area
Hydric Soil Present? Yes_ No X within aWetland? Yes_ No X
Wetland Hydrology Present? Yes_ No X
Remarks:
HYDROLOGY
Wetland Hydrology Indicators:
Secondary Indicators (minimum of two reauired]
Primary Indicators {minimum of one is reouiredi
check all that aonly)
_Surface Soil Cracks (B6)
_Surface Water (At)
_True Aquatic Plants (1314)
_Sparsely Vegetated Concave Surface (B8)
_High Water Table (A2)
_Hydrogen Sulfide Odor (Cl)
_Drainage Patterns (B10)
Saturation (A3)
Oxidized Rhizospheres on Living Roots (C3)
Moss Trim Lines IS16)
—Dry-Season
_Water Marks (B1)
_Presence of Reduced Iran (04)
Water Tabla (C2)
Sediment Deposits (82)
_Recent Iron Reduction in Tilled Soils (C6)
_Crayfish Burrows (C8)
—Drift Deposits (133)
—Thin Muck Surface (U)
_ Saturation Visible on Aerial Imagery (C9)
_Algal Met or Crust (Ii
_Other (Explain in Remarks}
_Stunted or Stressed Plants (DI)
Iron Deposits (85)
Geomorphic Position (02)
--Shallow
_Inundation Visible on Aerial Imagery (87)
Aquitard (133)
—Water-Stained Leaves (139)
Microtopographic Reliaf (D4)
_Aquatic Fauna (1313)
FAC-Neutral Test (D5)
Field Observations:
Surface Water Present? Yes
No X Depth (inches):
Water Table Present? Yes
No X Depth (inches):
Saturation Present? Yes_
No X Depth (inches)
Wetland
Hydrology Present? Yea_ No x
includes capillary fringe)
Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections). If available:
Remarks'
sample location occurs within FEMA Zane AF 100-year flood hazard area -
ENG FORM 6116-4-SG, JItL 2018
Eastern Mountains and Piedmont— Version 2.0
BLACK & VEATCH I Appendix C C-5

Microsoft I POTENTIAL WATERS OF THE U.S./ FEDERAL AND STATE LISTED SPECIES DESKTOP AND FIELD SURVEY
VEGETATION (Four Strata) - Use scientific names of plants. sampling Point: UPL1
Absolute
Dominant
Indicator
Tree Stratum (Plot size: 30 =I. r. )
% Cover
Species?
Status
Dominance Test worksheets
1.
Acernegundo
30
Yes
FAC
Nu mber of Dom I n ant Sped es
2,
Juniperus Orginiana
20
Yes
FACU
That Are OBL, FACW, or FAC 5 (A)
3.
Acerrubrum
15
No
FAC
Total NLim berof Dominant
4.
Morus rubra
15
No
FACU
Species Across All Strata: 9 {B)
5.
Linodendr❑n Mipifera
10
N❑
FACU
Percent of Dominant Species
6.
Prunus serotins
5
No
FACU
That Are OBL, FACW, or FAC, 55.6% (AJB)
7.
Prevalence Index worksheets
95
=Total Cover
Total %Cover oi: Multiply by:
501% of total cover:
48
20% of total cover:
19
QBL species 0 x 1 = 0
SaolinolShruh Stratum (Plot size: 15 ft r.
}
FACW species 14 x 2 = 28
1.
Pyrus calleryana
10
Yes
UPL
FAC species 105 x 3 = 405
2.
Ligustrum vulgare
5
Yes
FACU
FACU species 65 x 4 = 280
3-
Acer neguxlo
5
Yes
FAC
UPL species 20 x 5 = 100
4.
Column Totals: 234 (A) 793 (B)
5.
Prevalence Index = BIA = 3.39
B-
Hydrophytic Vegetation Indicators:
7.
_ 1 - Rapid Test for Hydrophytic. Vegetation
8,
X 2 - Dominance Test is �60%
9.
3 - Prevalence Index is s3 0'
20
=Total Cover
4 - Morphological Adaptations' (Provide supporting
50% of total cover,
10
20% of total cover
4
data in Remarks or on a separate sheet)
Herb Stratum (Plot size: 5 ft. r. )
_ Problematic Hydrophytic Vegetation' (Explain)
1.
Microsregium vimineum
80
Yes
FAC
' Indicators of hydric soil and wetland hydrology must be
2.
FVyslicfvum acrosflchaldes
10
No
UPL
present, unless disturbed or problematic.
Definitions of Four Vegetation Strata:
3. Ligustrum vulgare 5 No FACU
4,
Pilea purnile
2
No
FACW
Tree - Woody plants, excluding Vines, 3 in. (7,6 cm) or
5.
Fraxinus ponnsylvanica
2
No
FACW
more in diameter M breast height (DBH), regardless of
6
height.
7•
Saplingl5hrub - Woody plants, excluding vines, less
g,
than 3 in. Di and greater than or equal to 3.28 R
(1 m)tail.
10
Herb -All herbaceous (non -woody) plants, regardless
11
nt size, and woody plants less than 3 2B ft tali.
99
=Total Cover
Woody Vine - All woody vines greater than 3.28 ft in
50% of total cover:
50
20% of total cover:
20
height.
Woody Vine Stratum (Plot size: 30 ft, r. }
1.
Vilis riparia
10
Yes
FACW
2.
L❑nkera japonica
5
Yes
FACU
3.
6ignonia capreolala
5
Yes
FAC
4,
5,
Hydrophytic
20
-Total Cover
Vegetation
50% of total cover
10
20% of total cover:
4
Present? Yes X No
Remarks (Include photo numbers here or on a separate sheet.)
EN FORM 6116-4-SG, Jl1L 2018
Eastern Mountains and Piedmont- Version 2.0
BLACK & VEATCH I Appendix C C-6

Microsoft I POTENTIAL WATERS OF THE U.S./ FEDERAL AND STATE LISTED SPECIES DESKTOP AND FIELD SURVEY
SOIL
Sam piing Point UPI. 1
Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators_)
Depth Matrix
Redox Features
inches Color (moist)
Color (moist) I Type Loc Texture Remarks
0-12 10YR 516 109
LoamylClayey limited sand present in soil
'Type: C=Concentration, D=De letion, RM=Reduced Matrix, MS=Masked Sand Grains.
21-ocation PL=Pore Lining, M=Matrix.
Hydric Soil Indicators:
Indicators for Problematic Hydric I ls3:
Histosol (Al)
�HisticEpipedon
_Polyvalue Below Surface (SS) (MLRA 147,148)
2 cm Muck (At0) (MLRA 147)
(A2)
_Thin Dark Surface (S9) (MLRA 147, 148)
_Coast Prairie Radox (A16)
_ Slack H islic(A3)
_Loamy Mucky Mineral (F1){MLRA 136)
(MLRA 147, 10}
_Hydrogen Sulfide (A4)
_Loamy Gleyed Matdx (F2)
_Piedmont Floodplain Soils (F19)
_Stratified Layers (A5)
_Depleted Matrix(F3)
(MLRA136, 147)
_2 cm Muck (A10) (LRR N)
Redox Dark Surface (F6)
`_Depleted
Red Parent Material (F21)
_Depleted Below Dark Surface (Ali)
Dark Surface (F7)
(outside MLRA 127, 147, 149)
Thick Dark Surface (Al2)
Redox Depressions (F8)
Very Shallow Dark Surface (F22)
_Sandy Mucky Mineral (S1)
_Iron -Manganese Masses IF12) (LRR N,
_other (Explain in Remarks)
Sandy Gleyed Matrix (54)
MLRA 136)
_
Sandy Redox (S5)
Urnbric Surface (F13) (MLRA 122, 136)
31ndicators of hydrophytic vegetation and
_Stripped Matrlx(S6)
_Piedmont Fldodplain Soils (F19) (MLRA 148)
wetland hydrology m ust be present,
Dark Surface (S7)
Red Parent Material (F21) (MLRA 127, 147, 148)
unless disturbed or problematic.
Restrictive Layer (if observed):
Type
Depth (inches):
Hydric Soil Present? Yes No X
Remarks'
Bug = Buncombe loamy sand, 0 to 5 percent slopes, frequently flooded, not listed as an NRCS hydric soil map unit.
ENO FORM 6116-4-SG, JUL 2018
Eastern Mountains and Piedmont— Version 2.0
BLACK & VEATCH I Appendix C C-7

Microsoft I POTENTIAL WATERS OF THE U.S./ FEDERAL AND STATE LISTED SPECIES DESKTOP AND FIELD SURVEY
U.S. Army Carps of Engineers 0MR cont, A, a7}a-xxxx, Exp: Pending
WETLAND DETERMINATION DATA SHEET— Eastern Mountains and Piedmont Region Requirement Control Symbol EXEMPT:
See ERIJCIEL TR-07-24: the proponent agency is CECW-CO-R {Authority: AR 335.15, paragraph 5.2a)
ProjecitlSite: MSFT - Boyd CitylCounty: Catawba County Sampling Date: 06129/22
ApplicantlCwner: State: NC Sampling Point: WET2
Investigator(s): Richter/Symonds Section, Township, Range: North Carolina is a non-PLSS region
Landform (hillside, terrace, etc.): floodplain Local relief (concave, convex, none): concave Slope (%): 0-1%
Subregion (LRR or MLRA]: LRR P, MLRA 136 Lat: 35.60099 Long:-81.23148 Datum: NAD'83
Soil Map Unit Name: LcS -see sails remarks for full map unit names NW I classification: PUBF
Are climatic 1 hydrologic conditions on the site typical for this time of year? Yes X No _ (If no, explain in Remarks.)
Are Vegetation _, Soil _, or Hydrology_ significantly disturbed? Are "Normal Circumstances' present? Yes X No
Are Vegetation Soil or Hydrology naturally problematic? (If needed, explain any answers in Remarks.)
SUMMARY OF FINDINGS — Attach site map showing sampling point locations, transects, important features, etc.
IHydrophytio Vegetation Present? Yes X No Is the Sampled Area I
Hydric Soil Present? Yes X No within a Wetland? Yes X No
Wetland Hydrology Present? Yes X No
Remarks:
PUBF = Palustrine, Unconsolidated Bottom, Semipermanently Flooded
HYDROLOGY
Wetland Hydrology Indicators:
Secondary Indicators (minimum of two reauired)
Primary Indicators {minimum of one is reouired:
check all that aonly)
_Surface Soil Cracks (B6)
_Surface Water (At)
_True Aquatic Plants (B14)
_Sparsely Vegetated Concave Surface (68)
_High Water Table (A2)
_Hydrogen Sulfide Odor (Cl)
_Drainage Patterns (510)
X Saturation (A3)
X Oxidized Rhizospheres on Living Roots (C3)
Moss Trim Lines IS16)
_Water Marks (1131)
Presence of Reduced Iran (04)
Dry -Season Water Tabla (C2)
Sediment Deposits (82)
_Recent Iron Reduction in Tilled Sails (C6)
_Crayfish Burrows (C5)
—Drift Deposits (133)
—Thin Muck Surface (U)
_ Saturation Visible on Aerial Imagery (C9)
_Algal Met or Crust (Ii
_Other (Explain in Remarks)
_Stunted or Stressed Plants (DI)
Iron Deposits (85)
X Geomorphic Position (02)
Inundation Visible on Aerial Imagery (137)
Shallow Aquitard (133)
—Water-Stained Leaves (139)
_Microtopographic Reliaf (D4)
_Aquatic Fauna (1313)
X FAC-Neutral Test (D5)
Field Observations:
Surface Water Present? Yes
No X Depth (inches):
Water Table Present? Yes
No X Depth (inches):
Saturation Present? Yes X
No Depth (inches): 0
Wetland
Hydrology Present? Yes X No
includes capillary fringe)
Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections). If available:
Remarks:
sample location occurs within FEMA Zane AF 100-year flood hazard area Water table encountered at 20 Inches depth_
EN FORM 6116-4-SG, JItL 2018
Eastern Mountains and Piedmont— Version 2.0
BLACK & VEATCH I Appendix C C-8

Microsoft I POTENTIAL WATERS OF THE U.S./ FEDERAL AND STATE LISTED SPECIES DESKTOP AND FIELD SURVEY
VEGETATION (Four Strata) - Use scientific names of plants. Sampling Point: WET2
Absolute Dominant
Indicator
Tree Stratum (Plot size: 30 =I. r. )
% Cover Species?
Status
Dominance Test worksheets
1
Number of Dominant Species
2.
That Are OBL, FACW, or FAC 2 (A)
3.
Total NLim berof Dominant
4,
Species Across All Strata: 2 {B)
5-
Percent of Dominant Species
6.
That Are OBL, FACW, or FAD, 100.0% {AIB}
7.
Prevalence Index worksheets
=Total Cover
Total%Cover of: Multiply by
50% of total cover:
20% of total cover:
QBL species 20 x 1 = 20
SaolinolShrub Stratum (Plot size: 15 ft r.
}
FACW species 75 x 2 = 150
1.
FAG species 0 x 3 = 0
2.
FACU species 0 x 4 = 0
3-
Ill species 0 x 5 = 0
4.
Column Totals: 95 (A) 170 (B)
5.
Prevalence Index = BIA = 1.79
B-
Hydrophytic Vegetation Indicators:
7.
_ 1 - Rapid Test for Hydrophytic. Vegetation
8,
X 2 - Dominance Test is �50%
9.
X 3 - Prevalence Index is s3 0'
=Total Cover
4 - Marphologi cal Adaptations' (Provide supporting
50% of total cover,
20% of total cover
data in Remarks or on a separate sheet)
Herb Stratum (Plot size: 5 ft. r. )
_ Problematic Hydrophytic Vegetation' (Explain)
1. Scirpus cypeanus
75 Yes
FACW
'Indicators of hydric soil and wetland hydrology must be
2. Ludwigm palusIns
20 Yes
OBL
present, unless disturbed or problematic.
Definitions of Four Vegetation Strata:
3.
4•
Tree - Woody plants, excluding vines, 3 in. (7,15 cm) or
5•
more in diameter M breast height (DBH), regardless of
8
height.
7•
Saplingl5hrub - Woody plants, excluding vines, less
8,
than 3 in. Di and greater than or equal to 3.28 R
9.
(1 m)tail.
10
Herb -All herbaceous (non -woody) plards, regardless
11
of size, and woody plants less than 3 2B ft tall.
95 =Total Cover
Woody Vine - All woody vines greater than 3.28 ft in
50% of total cover:
48 20% of total cover:
19
height.
Woody Vine Stratum (Plot size: 30 ft, r- }
1.
2.
3.
4,
5.
Hydrophytic
-Total Cover
Vegetation
50% of total cover
20% of total cover:
Present? Yes X No
Remarks (Include photo numbers here or on a separate sheet.)
EN FORM 6116-4-SG, Jl1L 2018
Eastern Mountains and Piedmont- Version 2.0
BLACK & VEATCH I Appendix C C-9

Microsoft I POTENTIAL WATERS OF THE U.S./ FEDERAL AND STATE LISTED SPECIES DESKTOP AND FIELD SURVEY
SOIL
Sam piing Point WET2
Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators_)
Depth Matrix
Redox Features
inches Color (moist) F
Color (moist) I Type Loc Texture Remarks
0-12 10YR 412 75
5YR 416 25 C PLIM LoamylClayey silty
'Type: C=Concentration, D=De letion, RM=Reduced Matrix, MS=Masked Sand Grains.
21-ocation PL=Pore Lining, M=Matrix.
Hydric Boll Indicators:
Indicators for Problematic Hydric I ls3:
Histosol (Al)
�HisticEpipedon
_Polyvalue Below Surface (SS) (MLRA 147,148)
2 cm Muck (At0) (MLRA 147)
(A2)
_Thin Dark Surface (S9) (MLRA 147, 148)
_Coast Prairie Radox (A16)
_ Slack H islic(A3)
_Loamy Mucky Mineral(FI) JMLRA 136)
(MLRA 147, 10)
_Hydrogen Sulfide (A4)
_Loamy Gleyed Matrix (F2)
_Piedmont Flocdplain Soils (F19)
_Stratified Layers (A5)
x Depleted Matrix(F3)
(MLRA136, 147)
_2 cm Muck (A10) (LRR N)
Redox Dark Surface (F6)
Red Parent Material (F21)
_Depleted Below Dark Surface (A11)
_Depleted Dark Surface (F7)
(outside MLRA 127, 147, 148)
Thick Dark Surface (Al2)
X Redox Depressions (F8)
Very Shallow Dark Surface (F22)
_Sandy Mucky Mineral (S1)
_Iron -Manganese Masses IF12) (LRR N,
_other (Explain in Remarks)
Sandy Gleyed Matrix (54)
MLRA 136)
_
Sandy Redox (S5)
Urnbric Surface (F13) (MLRA 122, 136)
31ndicators of hydrophytic vegetation and
_Stripped Matrlx(S6)
_Piedmont Fldodplain Soils (F19) (MLRA 148)
wetland hydrology m ust be present,
Dark Surface (S7)
Red Parent Material (F21) (MLRA 127, 147, 148)
unless disturbed or problematic.
Restrictive Layer (if observed):
Type
Depth (inches):
Hydric Soil Present? Yes X No
Remarks'
LcB = Lloyd loam, 2 to S percent slopes, not listed as an NRCS hydric soil map unit.
ENO FORM 6116-4-SG, JUL 2018
Eastern Mountains and Piedmont— Version 2.0
BLACK & VEATCH I Appendix C C-10

Microsoft I POTENTIAL WATERS OF THE U.S./ FEDERAL AND STATE LISTED SPECIES DESKTOP AND FIELD SURVEY
U.S. Army Carps of Engineers 0MR cont, A, a7}a-xxxx, Exp: Pending
WETLAND DETERMINATION DATA SHEET— Eastern Mountains and Piedmont Region Requirement Control Symbol EXEMPT:
See ER11i TR-07-24: the proponent agency is CECW-CO-R {Aufhorilyr AR 335.15, paragraph 5.2a)
ProjectlSite: MSFT - Boyd CitylCounty: Catawba County Sampling Date: M29122
ApplicantlOwner: State: NC Sampling Point: Ull
Investigator(s): Richter/Symonds Section, Township, Range: North Carolina is a non-PLSS region
Landform (hillside, terrace, etc.): upland Local relief (concave, convex, none): hillslope Slope (%)! 3-50%
Subregion (LRR or MLRA]: LRR P, MLRA 138 Lat: 35.60105 Long:-81.23146 Datum: NAD'83
Soil Map Unit Name: LcS -see sails remarks for full map unit name NW I classification: none
Are climatic 1 hydrologic conditions on the site typical for this time of year? Yes X No _ (If no, explain in Remarks.)
Are Vegetation _, Soil _, or Hydrology_ significantly disturbed? Are "Normal Circumstances' present? Yes X No
Are Vegetation Soil or Hydrology naturally problematic? (If needed, explain any answers in Remarks.)
SUMMARY OF FINDINGS — Attach site map showing sampling paint locations, transects, important features, etc.
Hydrophytio Vegetation Present? Yes x No I Is the Sampled Area
Hydric Soil Present? Yes_ No X within aWetland? Yes_ No X
Wetland Hydrology Present? Yes_ No X
Remarks:
HYDROLOGY
Wetland Hydrology Indicators:
Secondary Indicators (minimum of two reauired]
Primary Indicators {minimum of one is reouiredi
check all that aonly)
_Surface Soil Cracks (B6)
_Surface Water (At)
_True Aquatic Plants (1314)
_Sparsely Vegetated Concave Surface (B8)
_High Water Table (A2)
_Hydrogen Sulfide Odor (Cl)
_Drainage Patterns (B10)
Saturation (A3)
Oxidized Rhizospheres on Living Roots (C3)
Moss Trim Lines IS16)
—Dry-Season
_Water Marks (B1)
_Presence of Reduced Iran (04)
Water Tabla (C2)
Sediment Deposits (82)
_Recent Iron Reduction in Tilled Soils (C6)
_Crayfish Burrows (C8)
—Drift Deposits (133)
—Thin Muck Surface (U)
_ Saturation Visible on Aerial Imagery (C9)
_Algal Met or Crust (Ii
_Other (Explain in Remarks}
_Stunted or Stressed Plants (DI)
Iron Deposits (85)
Geomorphic Position (02)
--Shallow
_Inundation Visible on Aerial Imagery (87)
Aquitard (133)
—Water-Stained Leaves (139)
Microtopographic Reliaf (D4)
_Aquatic Fauna (1313)
FAC-Neutral Test (D5)
Field Observations:
Surface Water Present? Yes
No X Depth (inches):
Water Table Present? Yes
No X Depth (inches):
Saturation Present? Yes_
No X Depth (inches):
Wetland
Hydrology Present? Yea_ No x
includes capillary fringe)
Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections). If available:
Remarks:
sample location occurs within FEMA Zane AF 100-year flood hazard area -
ENG FORM 6116-4-SG, JItL 2018
Eastern Mountains and Piedmont— Version 2.0
BLACK & VEATCH I Appendix C C-11

Microsoft I POTENTIAL WATERS OF THE U.S./ FEDERAL AND STATE LISTED SPECIES DESKTOP AND FIELD SURVEY
VEGETATION (Four Strata) - Use scientific names cf plants. Sampling Point: JPL2
Absolute
Dominant
Indicator
Tree Stratum (Plot size: 30 =I. r. )
% Cover
Species?
Status
Dominance Test worksheets
1
Number of Dominant Species
2.
That Are OBL, FACW, or FAC 5 (A)
3.
Total NLim berof Dominant
4,
Species Across All Strata: 8 {B)
5-
Percent of Dominant Species
6.
That Are OBL, FACW, or FAD, 62.5% {AIB}
7.
Prevalence Index worksheets
=Total Cover
Total %Cover oi: Multiply by
50% of total cover:
20% of total cover:
QBL species 0 x t = 0
SaolinolShrubStratum (Plotsize: 15fLr.
}
FACW species 20 x2= 40
1.
Acer negundo
12
Yes
FAC
FAC species 85 x 3 = 255
2.
Viburnum dentatum
5
Yes
FAC
FACU species 50 x 4 = 200
3-
Sam6ucus racemosa
5
Yes
FACU
UPL species 0 x 5 = D
4.
Fraxinus pannsylvanica
5
Yes
FACW
Column Totals: 155 (A) 495 (B)
5.
Prevalence Index = BIA = 3.19
6-
Hydrophytic Vegetation Indicators:
7.
_ 1 - Rapid Test for Hydrophytic. Vegetation
8,
X 2 - Dominance Test is �50%
9.
3 - Prevalence Index is s3 0'
27
=Total Cover
4 - Marphologi cal Adaptations' (Provide supporting
50% of total cover,
14 20% of total cover,
6
data in Remarks or on a separate sheet)
Herb Stratum (Plot size: 5 ft. r. )
_ Problematic Hydrophytic Vegetation' (Explain)
1.
Sotidago altissima
30
Yes
FACU
11indicators of hydric soil and wetland hydrology must be
2.
Rubus pensilvanicus
25
Yes
FAC
present, unless disturbed or problematic.
Definitions of Four Vegetation Strata:
3. Arundinaria giganfea 15 No FACW
4,
Verbesina alteraftia
15
No
FAC
Tree - Woody plants, excluding vines, 3 in. (7,6 cm) or
5.
Dichaniholium clandestinum
10
No
FAC
more in diameter M breast height (DBH), regardless of
6.
Viburnum dentatum
t0
No
FAC
height.
7•
Saplingl5hrub - Woody plants, excluding vines, less
g,
than 3 in. Di and greater than or equal to 3.28 R
(1 m)tail.
10
Herb -All herbaceous (non -woody) plards, regardless
11
of size, and woody plants less than 3 2B ft tali.
1 D5
=Total Cover
Woody Vine - All woody vines greater than 3.28 ft in
50% of total cover:
53 20% of total cover:
21
height.
Woody Vine Stratum (Plot size: 30 ft, r. }
1.
Lvnicera japonica
15
Yes
FACU
2.
Vitis rotunddotia
8
Yes
FAC
3,
4,
5,
Hydrophytic
23
-Total Cover
Vegetation
50% of total cover
12 20% of total cover:
5
Present? Yes X No
Remarks (Include photo numbers here or on a separate sheet.)
EN FORM 6116-4-SG, Jl1L 2018
Eastern Mountains and Piedmont- Version 2.0
BLACK & VEATCH I Appendix C C-12

Microsoft I POTENTIAL WATERS OF THE U.S./ FEDERAL AND STATE LISTED SPECIES DESKTOP AND FIELD SURVEY
SOIL
Sam piing Point UPI 2
Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators_)
Depth Matrix
Radox Features
inches Color (moist)
Color (moist) I Type Loc Texture Remarks
0-12 7.5YR 414 103
LoamylClayey limited sand present in soil
'Type: C=Concentration, D=De letion, RM=Reduced Matrix, MS=Masked Sand Grains.
21-ocation PL=Pore Lining, M=Matrix.
Hydric Soil Indicators:
Indicators for Problematic Hydric I ls3:
Histosol (Al)
�HisticEpipedon
Polyvalue Below Surface (SS) (MLRA 147,148)
2 cm Muck (At0) (MLRA 147)
(A2)
_Thin Dark Surface (S9) (MLRA 147, 148)
_Coast Prairie Radox (A16)
_ Slack H islic(A3)
_ Loamy Mucky Mineral (F1){MLRA 136)
(MLRA 147, tdt)}
_Hydrogen Sulfide (A4)
_Loamy Gleyed Matrix (F2)
_Piedmont Floodplain Soils (F19)
_Stratified Layers (A5)
_Depleted Matrix(F3)
(MLRA136, 147)
_2 cm Muck (A10) (LRR N)
Redox Dark Surface (F6)
`_Depleted
Red Parent Material (F21)
_Depleted Below Dark Surface (Ali)
Dark Surface (F7)
(outside MLRA 127, 147, 149)
Thick Dark Surface (Al2)
Redox Depressions (F8)
Very Shallow Dark Surface (F22)
_Sandy Mucky Mineral (S1)
_Iron -Manganese Masses (F12) (LRR N,
Qther (Explain in Remarks)
Sandy Gleyed Matrix (54)
MLRA 136)
_
Sandy Redox (S5)
Urnbric Surface (F13) (MLRA 122, 136)
31ndicators of hydrophytic vegetation and
_Stripped Matrlx(S6)
_Piedmont Fldodplain Soils (F19) (MLRA 148)
wetland hydrology m ust be present,
Dark Surface (S7)
Red Parent Material (F21) (MLRA 127, 147, 148)
unless disturbed or problematic.
Restrictive Layer (if observed):
Type
Depth (inches):
Hydric Soil Present? Yes No X
Remarks'
LcB = Lloyd loam, 2 to S percent slopes, not listed as an NRCS hydric soil map unit.
ENO FORM 6116-4-SG, JUL 2018
Eastern Mountains and Piedmont— Version 2.0
BLACK & VEATCH I Appendix C C-13

Microsoft I POTENTIAL WATERS OF THE U.S./ FEDERAL AND STATE LISTED SPECIES DESKTOP AND FIELD SURVEY
U.S. Army Carps of Engineers 0MR cont, k a7}a-xxxx, Exp: Pending
WETLAND DETERMINATION DATA SHEET— Eastern Mountains and Piedmont Region Requirement Control Symbol EXEMPT:
See ER11i TR-07-24: the proponent agency is CECW-CO-R {Aufhorilyr AR 335.15, paragraph 5.2a)
ProjectlSite: MSFT - Boyd CitylCounty: Catawba County Sampling Date: 06130/22
ApplicantlCwner: State: NC Sampling Point: WET3
Investigator(s): Richter/Symonds Section, Township, Range: North Carolina is a non-PLSS region
Landform (hillside, terrace, etc.): floodplain LccaI relief (concave, convex, none): concave Slope (%): 0-1%
Subregion (LRR or MLRA]: LRR P, MLRA 138 Lat: 35.59824 Long:-81.23328 Datum: NAD'83
Soil Map Unit Name: ChA -see soils remarks for full map unit names NWI classification: none
Are climatic 1 hydrologic conditions on the site typical for this time of year? Yes X No _ (If no, explain in Remarks.)
Are Vegetation _, Soil _, or Hydrology_ significantly disturbed? Are "Normal Circumstances' present? Yes X No
Are Vegetation Soil or Hydrology naturally problematic? (If needed, explain any answers in Remarks.)
SUMMARY OF FINDINGS — Attach site map showing sampling point locations, transects, important features, etc.
Hydrophytio Vegetation Present? Yes X No_ Is the Sampled Area
Hydric Soil Present? Yes X No withinaWelland? Yes X No
Wetland Hydrology Present? Yes X No
Remarks:
HYDROLOGY
Wetland Hydrology Indicators:
Secondary Indicators (minimum of two reauired]
Primary Indicators {minimum of one is reouiredi
check all that aonly)
_Surface Soil Cracks (B6)
_Surface Water (At)
_True Aquatic Plants (1314)
_Sparsely Vegetated Concave Surface (B8)
_High Water Table (A2)
_Hydrogen Sulfide Odor (Cl)
_Drainage Patterns (B10)
Saturation (A3)
X Oxidized Rhizospheres on Living Roots (C3)
Moss Trim Lines IS16)
—Dry-Season
_Water Marks (B1)
Presence of Reduced Iran (04)
Water Tabla (C2)
Sediment Deposits (82)
_Recent Iron Reduction in Tilled Sails (C6)
_Crayfish Burrows (C8)
_Drift Deposits (133)
_Thin Muck Surface (C7)
_Saturation Visible on Aerial Imagery (C9)
_Algal Met or Crust (Ii
_Other (Explain in Remarks}
_Stunted or Stressed Plants (DI)
Iran Deposits (85)
X Geomorphic Position (02)
Inundation Visible on Aerial Imagery (87)
Shallow Aquitard (133)
—Water-Stained Leaves (139)
_Microtopographic Reliaf (D4)
_Aquatic Fauna (1313)
X FAC-Neutral Test (D5)
Field Observations:
Surface Water Present? Yes
No X Depth (inches):
Wale rTable Present? Yes
No X Depth (inches):
Saturation Present? YeS
No X Depth (inches):
Wetland
Hydrology Present? Yes X No
includes capillary fringe)
Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections). If available:
Remarks:
sample location occurs within FEMA Zane AF 100-year flood hazard area -
ENG FORM 6116-4-SG, JItL 2018
Eastern Mountains and Piedmont— Version 2.0
BLACK & VEATCH I Appendix C C-14

Microsoft I POTENTIAL WATERS OF THE U.S./ FEDERAL AND STATE LISTED SPECIES DESKTOP AND FIELD SURVEY
VEGETATION (Four Strata) - Use scientific names of plants. sampling Point: WETS
Absolute Dominant
Indicator
Tree Stratum (Plot size: 30 =I. r. )
% Cover Species?
Status
Dominance Test worksheets
1
Number of Dominant Species
2.
That Are OBL, FACW, or FAC 2 (A)
3.
Total NLim berof Dominant
4,
Species Across All Strata: 2 {B)
5-
Percent of Dominant Species
6.
That Are OBL, FACW, or FAD, 100.0% {AIB}
7.
Prevalence Index worksheets
=Total Cover
Total %Cover oi: Multiply by
50% of total cover:
20% of total cover:
QBL species 85 x t = 85
SaolinolShrub Stratum (Plot size: 15 ft r.
}
FACW species Is x 2 = 30
1.
FAC species 25 x 3 = 7n
2.
FACU species 0 x 4 = 0
3-
Ill species 0 x 5 = 0
4.
Column Totals: 125 (A) 190 (B)
5.
Prevalence Index = BIA = 1.52
B-
Hydrophytic Vegetation Indicators:
7.
_ 1 - Rapid Test for Hydrophytic. Vegetation
8,
X 2 - Dominance Test is �50%
9.
X 3 - Prevalence Index is s3 0'
=Total Cover
4 - Morphological Adaptations' (Provide supporting
50% of total cover,
20% of total cover
data in Remarks or on a separate sheet)
Herb Stratum (Plot size: 5 ft. r. )
_ Problematic Hydrophytic Vegetation' (Explain)
1. Sc rpus polyphyllus
55 Yes
OBL
Indicators of hydric soil and wetland hydrology must be
2. Saginaria sp.
30 Yes
OBL
present, unless disturbed or problematic.
Definitions of Four Vegetation Strata:
3. Soehmeria cylindrica 15 No FACW
4, MimVegium virn;mum
15 No
FAC
Tree - Woody plants, excluding vines, 3 in. (7,6 cm) or
5. Rubus psn. idvanicus
10 No
FAC
more in diameter M breast height (DBH), regardless of
6
height.
7•
Saplingl5hrub - Woody plants, excluding vines, less
8,
than 3 in. Di and greater than or equal to 3.28 R
9.
(1 m)tail.
10
Herb -All herbaceous (non -woody) plards, regardless
11
of size, and woody plants less than 3 2B ft tali.
125 =Total Cover
Woody Vine - All woody vines greater than 3.28 ft in
50% of total cover:
63 20% of total cover:
25
height.
Woody Vine Stratum (Plot size: 30 ft, r- }
1.
2.
3.
4,
5.
Hydrophytic
-Total Cover
Vegetation
50% of total cover
20% of total cover:
Present? Yes X No
Remarks (Include photo numbers here or on a separate sheet.)
EN FORM 6116-4-SG, Jl1L 2018
Eastern Mountains and Piedmont- Version 2.0
BLACK & VEATCH I Appendix C C-15

Microsoft I POTENTIAL WATERS OF THE U.S./ FEDERAL AND STATE LISTED SPECIES DESKTOP AND FIELD SURVEY
SOIL
Sam piing Point WETS
Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators_)
Depth Matrix
Redox Features
inches Color (moist) F
Color (moist) I Type Loc Texture
Remarks
0-12 7.5YR 411 80
7.5YR 416 20 C PLIM LoamylClayey Prominent redox concentrations
'Type: C=Concentration, D=De letion, RM=Reduced Matrix, MS=Masked Sand Grains. 21-ocation PL=Pore Lining, M=Matrix.
Hydric Boll Indicators:
Indicators for Problematic Hydric I ls3:
Histosol (Al)
�HisticEpipedon
Polyvalue Below Surface (SS) (MLRA 147,148)
2 cm Muck (At0) (MLRA 147)
(A2)
_Thin Dark Surface (S9) (MLRA 147, 148)
_Coast Prairie Radox (A16)
_ Slack H islic(A3)
_Loamy Mucky Mineral (F1){MLRA 136)
(MLRA 147. 10)
_Hydrogen Sulfide (A4)
_Loamy Gleyed Matrix (F2)
_Piedmont Flocdplain Soils (F19)
_Stratified Layers (A5)
x Depleted Matrix(F3)
(MLRA 136, 147)
_2 cm Muck (A10) (LRR N)
Redox Dark Surface (F6)
Red Parent Material (F21)
_Depleted Below Dark Surface (A11)
_Depleted Dark Surface (F7)
(outside MLRA 127, 147, 148)
Thick Dark Surface (Al2)
X Redox Depressions (F8)
Very Shallow Dark Surface (F22)
_Sandy Mucky Mineral (S1)
_Iron -Manganese Masses IF12) (LRR N,
_other (Explain in Remarks)
Sandy Gleyed Matrix (54)
MLRA 136)
_
Sandy Redox (S5)
Urnbric Surface (F13) (MLRA 122, 136)
31ndicators of hydrophytic vegetation and
_Stripped Matrlx(S6)
_Piedmont Fldodplain Soils (F19) (MLRA 148)
wetland hydrology m ust be present,
Dark Surface (S7)
Red Parent Material (F21) (MLRA 127, 147, 148)
unless disturbed or problematic.
Restrictive Layer (if observed):
Type
Depth (inches):
Hydric Soil Present? Yes X No
Remarks'
ChA = Chewacla loam, 0 to 2 percent slopes, frequently flooded, noted as an MRCS hydric soil map unit.
ENO FORM 6116-4-SG, JUL 2018
Eastern Mountains and Piedmont— Version 2.0
BLACK & VEATCH I Appendix C C-16

Microsoft I POTENTIAL WATERS OF THE U.S./ FEDERAL AND STATE LISTED SPECIES DESKTOP AND FIELD SURVEY
U.S. Army Carps of Engineers 0MR cont, A, a7}a-xxxx, Exp: Pending
WETLAND DETERMINATION DATA SHEET— Eastern Mountains and Piedmont Region Requirement Control Symbol EXEMPT:
See ER11i TR-07-24: the proponent agency is CECW-CO-R {Aufhorilyr AR 335.15, paragraph 5.2a)
ProjectlSite: MSFT - Boyd CitylCounty: Catawba County Sampling Date: 06130/22
ApplicantlOwner: State: NC Sampling Point: Ull
Investigator(s): Richter/Symonds Section, Township, Range: North Carolina is a non-PLSS region
Landform (hillside, terrace, etc.): upland LccaI relief (concave, convex, none): hillslope Slope (%)! 3-50%
Subregion (LRR or MLRA]: LRR P, MLRA 138 Lat: 35.59815 Long:-81.23319 Datum: NAD'83
Soil Map Unit Name: RkA -see soils remarks for full map unit name NWI classification: none
Are climatic 1 hydrologic conditions on the site typical for this time of year? Yes X No _ (If no, explain in Remarks.)
Are Vegetation _, Soil _, or Hydrology_ significantly disturbed? Are "Normal Circumstances' present? Yes X No
Are Vegetation Soil or Hydrology naturally problematic? (If needed, explain any answers in Remarks.)
SUMMARY OF FINDINGS — Attach site map showing sampling paint locations, transects, important features, etc.
Hydrophytio Vegetation Present? Yes x No I lathe Sampled Area
Hydric Soil Present? Yes_ No X within aWetland? Yes_ No X
Wetland Hydrology Present? Yes_ No X
Remarks:
HYDROLOGY
Wetland Hydrology Indicators:
Secondary Indicators (minimum of two reauired]
Primary Indicators {minimum of one is reouiredi
check all that aonly)
_Surface Soil Cracks (B6)
_Surface Water (At)
_True Aquatic Plants (1314)
_Sparsely Vegetated Concave Surface (B8)
_High Water Table (A2)
_Hydrogen Sulfide Odor (Cl)
_Drainage Patterns (B10)
Saturation (A3)
Oxidized Rhizospheres on Living Roots (C3)
Moss Trim Lines IS16)
—Dry-Season
_Water Marks (B1)
_Presence of Reduced Iran (04)
Water Tabla (C2)
Sediment Deposits (82)
_Recent Iron Reduction in Tilled Sails (C6)
_Crayfish Burrows (C8)
_Drift Deposits (133)
_Thin Muck Surface (C7)
_Saturation Visible on Aerial Imagery (C9)
_Algal Met or Crust (Ii
_Other (Explain in Remarks}
_Stunted or Stressed Plants (DI)
Iran Deposits (85)
— Geomorphic Position (02)
Inundation Visible on Aerial Imagery (87)
Shallow Aquitard (133)
—Water-Stained Leaves (139)
Microtopographic Reliaf (D4)
_Aquatic Fauna ill
FAC-Neutral Test (D5)
Field Observations:
Surface Water Present? Yes
No X Depth (inches):
Water Table Present? Yes
No X Depth (inches):
Saturation Present? Yes_
No X Depth (inches):
Wetland
Hydrology Present? Yea_ No x
includes capillary fringe)
Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections). If available:
Remarks:
sample location occurs within FEMA Zane AF 100-year flood hazard area -
ENG FORM 6116-4-SG, JItL 2018
Eastern Mountains and Piedmont— Version 2.0
BLACK & VEATCH I Appendix C C-17

Microsoft I POTENTIAL WATERS OF THE U.S./ FEDERAL AND STATE LISTED SPECIES DESKTOP AND FIELD SURVEY
VEGETATION (Four Strata) - Use scientific names cf plants. sampling Point: UPL3
Absolute
Dominant
Indicator
Tree Stratum (Plot size: 30 ft. r. )
% Cover
Species?
Status
Dominance Test worksheets
1.
Liquidamberslyraoffva
30
Yes
FAC
Nu mber of Dom I n ant Sped es
2.
Fraxinuspennsytvanica
20
Yes
FACW
That Are OBL, FACW, or FAC 9 (A)
3.
Platanus occidenta6s
20
Yes
FACW
Total NLim berof Dominant
4,
Acerrubrum
20
Yes
FAC
Species Across All Strata: 12 {B)
5.
Prunvs serotina
10
No
FACU
Percent of Dominant Species
6.
That Are OBL, FACW, or FAD, 75.0% {AIB}
7.
Prevalence Index worksheets
100
=Total Cover
Total %Cover oi: Multiply by
50% of total cover:
50
20% of total cover:
20
QBL species 0 x t = 0
SaolinolShruhStratum (Plotsize: 15ftr.
}
FACW species 50 x2= 100
1.
Pyrus calieryana
25
Yes
UPL
FAC species 170 x 3 = 510
2.
Ligustrum vulgate
20
Yes
FACU
FACU species 30 x 4 = 120
3-
Asimina triloba
15
Yes
FAC
UPL species 25 x 5 = 125
4.
Column Totals: 275 (A) 855 (B)
5.
Prevalence Index = BIA = 3A1
B-
Hydrophytic Vegetation Indicators:
7.
_ 1 - Rapid Test for Hydrophytic. Vegetation
8,
X 2 - Dominance Test is �60%
9.
3 - Prevalence Index is s3 0'
60
=Total Cover
4 - Marphologi cal Adaptations' (Provide supporting
50% of total cover,
30
20% of total cover-
12
data in Remarks or on a separate sheet)
Herb Stratum (Plot size: 5 ft. r. )
_ Problematic Hydrophytic Vegetation' (Explain)
1.
Microsregium vimineum
60
Yes
FAC
Indicators of hydric soil and wetland hydrology must be
2.
Rosa multifiora
25
Yes
present, unless disturbed or problematic.
Definitions of Four Vegetation Strata:
3. Acer negundo 15 No FAC
4,
Toxicodendron r20can3
10
No
FAC
Tree - Woody plants, excluding Vines, 3 in. (7,6 cm) or
5.
Fraxinus ponnsylvanica
10
No
FACW
more in diameter M breast height (DBH), regardless of
6
height.
7•
Saplingl5hrub - Woody plants, excluding vines, less
g,
than 3 in. Di and greater than or equal to 3.28 ft
(1 m)tail.
10
Herb -All herbaceous (non -woody) plants, regardless
11
of size, and woody plants less than 3 2B ft tall.
120
=Total Cover
Woody Vine - All woody vines greater than 3.28 ft in
50% of total cover:
60
20% of total cover:
24
height.
Woody Vine Stratum (Plot size: 30 ft, r. }
1.
Toxicodendron radicans
10
Yes
FAC
2.
Vitis rotundifolia
5
Yes
FAC
3.
5mitax rolundifolia
5
Yes
FAC
4,
5,
Hydrophytic
20
-Total Cover
Vegetation
50% of total cover
10
20% of total cover:
4
Present? Yes X No
Remarks (Include photo numbers here or on a separate sheet.)
EN FORM 6116-4-SG, Jl1L 2018
Eastern Mountains and Piedmont- Version 2.0
BLACK & VEATCH I Appendix C C-18

Microsoft I POTENTIAL WATERS OF THE U.S./ FEDERAL AND STATE LISTED SPECIES DESKTOP AND FIELD SURVEY
SOIL
Sam piing Point UPL3
Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators_)
Depth Matrix
Radox Features
inches Color (moist)
Color (moist) I Type Loc Texture Remarks
0-12 7.5YR 414 103
LoarnylClayey limited sand present in soil
'Type: C=Concentration, D=De letion, RM=Reduced Matrix, MS=Masked Sand Grains.
21-ocation PL=Pore Lining, M=Matrix.
Hydric Soil Indicators:
Indicators for Problematic Hydric I ls3:
Histosol (Al)
�HisticEpipedon
Polyvalue Below Surface (SS) (MLRA 147,148)
2 cm Muck (At0) (MLRA 147)
(A2)
_Thin Dark Surface (S9) (MLRA 147, 148)
_Coast Prairie Radox (A16)
_ Slack H islic(A3)
_ Loamy Mucky Mineral (F1){MLRA 136)
(MLRA 147, tdt)}
_Hydrogen Sulfide (A4)
_Loamy Gleyed Matrix (F2)
_Piedmont Floodplain Soils (F19)
_Stratified Layers (A5)
_Depleted Matrix(F3)
(MLRA136, 147)
_2 cm Muck (A10) (LRR N)
Redox Dark Surface (F6)
`_Depleted
Red Parent Material (F21)
_Depleted Below Dark Surface (Ali)
Dark Surface (F7)
(outside MLRA 127, 147, 149)
Thick Dark Surface (Al2)
Redox Depressions (F8)
Very Shallow Dark Surface (F22)
_Sandy Mucky Mineral (S1)
_Iron -Manganese Masses IF12) (LRR N,
_other (Explain in Remarks)
Sandy Gleyed Matrix (54)
MLRA 136)
_
Sandy Redox (S5)
Urnbric Surface (F13) (MLRA 122, 136)
31ndicators of hydrophytic vegetation and
_Stripped Matrlx(S6)
_Piedmont Fldodplain Soils (F19) (MLRA 148)
wetland hydrology m ust be present,
Dark Surface (S7)
Red Parent Material (F21) (MLRA 127, 147, 148)
unless disturbed or problematic.
Restrictive Layer (if observed):
Typc
Depth (inches):
Hydric Soil Present? Yes No X
Remarks'
RkA = Roanoke loam, 0 to 2 percent slopes, occasionally Pcoded, listed as an NRCS hydrlc soiE map unit.
ENO FORM 6116-4-SG, JUL 2018
Eastern Mountains and Piedmont— Version 2.0
BLACK & VEATCH I Appendix C C-19

NC DWQ Stream Identification Form Version 4.11
Date: November 10, 2022
Project/Site: SAP
Latitude: 35.589847
Evaluator: ALC TGW
County: Catawba
Longitude:
-81.235298
Total Points: 31
Stream is at least intermittent
Stream Determination:
Other:
if >_ 19 or perennial if >_ 30
Intermittent
e.g. Quad Name:
A.fGeomor holo (fubtotal = 17)
Absen
Wea
Modera
Stron
19. Continuity of bed and bank
❑ 0
❑ 1
0 2
❑ 3
2. Sinuosity of channel along thalweg
❑ 0
❑ 1
0 2
❑ 3
3. In -channel structure: ex. riffle -pool,
step -pool, ripple -pool sequence
❑ 0
❑ 1
0 2
❑ 3
4. Particle size of stream substrate
❑ 0
❑ 1
0 2
❑ 3
5. Active/relict floodplain
❑ 0
❑ 1
0 2
❑ 3
6. Depositional bars or benches
❑ 0
❑ 1
❑ 2
0 3
7. Recent alluvial deposits
❑ 0
❑ 1
0 2
❑ 3
8. Headcuts
0 0
❑ 1
❑ 2
❑ 3
9. Grade controls
❑ 0
P 0.5
❑ 1
❑ 1.5
10. Natural valley
❑ 0
10 0.5
❑ 1
10 1.5
11. Second or greater order channel
0 No
❑ Yes
a Man-made ditches are not rated; see discussions in manual
B. Hydrology ( Subtotal = 7)
12.
Presence of Baseflow
0 0
❑ 1
❑ 2
❑ 3
13.
Iron oxidizing bacteria
❑ 0
❑ 1
0 2
❑ 3
14.
Leaf litter
❑ 1.5
❑ 1
0 0.5
❑ 0
15.
Sediment on plants or debris
❑ 0
0 0.5
❑ 1
❑ 1.5
16.
Organic debris lines or piles
❑ 0
❑ 0.5
0 1
❑ 1.5
17.
Soil -based evidence of high water table?
❑ No
0 Yes
C. Biology ( Subtotal = 7)
18. Fibrous roots in streambed
❑ 3
0 2
❑ 1
❑ 0
19. Rooted upland plants in streambed
❑ 3
0 2
❑ 1
❑ 0
20. Macrobenthos (note diversity and abundance)
El 0
❑ 1
❑ 2
❑ 3
21. Aquatic Mollusks
❑ 0
0 1
❑ 2
❑ 3
22. Fish
❑ 0
❑ 0.5
❑ 1
0 1.5
23. Crayfish
0 0
❑ 0.5
❑ 1
❑ 1.5
24. Amphibians
0 0
❑ 0.5
❑ 1
❑ 1.5
25. Algae
❑ 0
0 0.5
❑ 1
❑ 1.5
26. Wetland plants in streambed
❑ FACW ❑
0 Other
OBL
* perennial streams may also be identified using other methods. See p. 35 of manual
Notes: Scored conservatively. Might be more macros in the summer. 6" OHWM, surrounding banks 4'
Sketch:
Bank Height (ft): 4
Bank full Width (ft): 2.5
Water Depth (in): 2

NC DWQ Stream Identification Form Version 4.11
Date: November 10, 2022
Project/Site: SA
Latitude: 35.589233
Evaluator: Melissa Ruiz, Amber
County: Catawba
Longitude:-81.231894
Coleman
Total Points: 29
Stream Determination:
Other:
Stream is at least intermittent
Intermittent
e.g. Quad Name:
if >_ 19 or perennial if >_ 30
A. Geomorphology ( Subtotal = 15.5)
Absen
Wea
Modera
Stron
19. Continuity of bed and bank
❑ 0
❑ 1
0 2
❑ 3
2. Sinuosity of channel along thalweg
❑ 0
❑ 1
0 2
❑ 3
3. In -channel structure: ex. riffle -pool,
step -pool, ripple -pool sequence
❑ 0
0 1
❑ 2
❑ 3
4. Particle size of stream substrate
❑ 0
❑ 1
0 2
❑ 3
5. Active/relict floodplain
❑ 0
0 1
❑ 2
❑ 3
6. Depositional bars or benches
0 0
❑ 1
❑ 2
❑ 3
7. Recent alluvial deposits
0 0
❑ 1
❑ 2
❑ 3
8. Headcuts
❑ 0
❑ 1
❑ 2
0 3
9. Grade controls
0 0
❑ 0.5
❑ 1
❑ 1.5
10. Natural valley
❑ 0
10 0.5
❑ 1
10 1.5
11. Second or greater order channel
❑ No
0 Yes
a Man-made ditches are not rated; see discussions in manual
B. Hydrology ( Subtotal = 7.5)
12.
Presence of Baseflow
❑ 0
❑ 1
0 2
❑ 3
13.
Iron oxidizing bacteria
❑ 0
❑ 1
0 2
❑ 3
14.
Leaf litter
❑ 1.5
❑ 1
0 0.5
❑ 0
15.
Sediment on plants or debris
0 0
❑ 0.5
❑ 1
❑ 1.5
16.
Organic debris lines or piles
0 0
❑ 0.5
❑ 1
❑ 1.5
17.
Soil -based evidence of high water table?
❑ No
0 Yes
C. Biology ( Subtotal = 6)
18. Fibrous roots in streambed
0 3
❑ 2
❑ 1
❑ 0
19. Rooted upland plants in streambed
0 3
❑ 2
❑ 1
❑ 0
20. Macrobenthos (note diversity and abundance)
El 0
❑ 1
❑ 2
❑ 3
21. Aquatic Mollusks
0 0
❑ 1
❑ 2
❑ 3
22. Fish
0 0
❑ 0.5
❑ 1
❑ 1.5
23. Crayfish
0 0
❑ 0.5
❑ 1
❑ 1.5
24. Amphibians
0 0
❑ 0.5
❑ 1
❑ 1.5
25. Algae
0 0
❑ 0.5
❑ 1
❑ 1.5
26. Wetland plants in streambed
❑ FACW ❑
0 Other
OBL
* perennial streams may also be identified using other methods. See p. 35 of manual
Notes: 2nd order
Sketch:
Bank Height (ft): 1
Bank full Width (ft): 4
Water Depth (in): 3

NC DWQ Stream Identification Form Version 4.11
Date: November 10, 2022
Project/Site: SB
Latitude: 35.589017
Evaluator: Melissa Ruiz, Amber
County: Catawba
Longitude:-81.231721
Coleman
Total Points: 19
Stream Determination:
Other:
Stream is at least intermittent
Intermittent
e.g. Quad Name:
if >_ 19 or perennial if >_ 30
A. Geomorphology ( Subtotal = 9)
Absen
Wea
Modera
Stron
19. Continuity of bed and bank
❑ 0
0 1
❑ 2
❑ 3
2. Sinuosity of channel along thalweg
❑ 0
0 1
❑ 2
❑ 3
3. In -channel structure: ex. riffle -pool,
step -pool, ripple -pool sequence
0 0
❑ 1
❑ 2
❑ 3
4. Particle size of stream substrate
❑ 0
❑ 1
0 2
❑ 3
5. Active/relict floodplain
❑ 0
0 1
❑ 2
❑ 3
6. Depositional bars or benches
0 0
❑ 1
❑ 2
❑ 3
7. Recent alluvial deposits
0 0
❑ 1
❑ 2
❑ 3
8. Headcuts
❑ 0
❑ 1
❑ 2
0 3
9. Grade controls
0 0
❑ 0.5
❑ 1
❑ 1.5
10. Natural valley
❑ 0
10 0.5
0 1
10 1.5
11. Second or greater order channel
0 No
❑ Yes
a Man-made ditches are not rated; see discussions in manual
B. Hydrology ( Subtotal = 6)
12.
Presence of Baseflow
❑ 0
0 1
❑ 2
❑ 3
13.
Iron oxidizing bacteria
❑ 0
❑ 1
0 2
❑ 3
14.
Leaf litter
❑ 1.5
❑ 1
❑ 0.5
0 0
15.
Sediment on plants or debris
0 0
❑ 0.5
❑ 1
❑ 1.5
16.
Organic debris lines or piles
0 0
❑ 0.5
❑ 1
❑ 1.5
17.
Soil -based evidence of high water table?
❑ No
0 Yes
C. Biology ( Subtotal = 4)
18. Fibrous roots in streambed
❑ 3
0 2
❑ 1
❑ 0
19. Rooted upland plants in streambed
❑ 3
0 2
❑ 1
❑ 0
20. Macrobenthos (note diversity and abundance)
0 0
❑ 1
❑ 2
❑ 3
21. Aquatic Mollusks
0 0
❑ 1
❑ 2
❑ 3
22. Fish
0 0
❑ 0.5
❑ 1
❑ 1.5
23. Crayfish
0 0
❑ 0.5
❑ 1
❑ 1.5
24. Amphibians
0 0
❑ 0.5
❑ 1
❑ 1.5
25. Algae
0 0
❑ 0.5
❑ 1
❑ 1.5
26. Wetland plants in streambed
❑ FACW ❑
0 Other
OBL
* perennial streams may also be identified using other methods. See p. 35 of manual
Notes:
Sketch:
Bank Height (ft): 0.5
Bank full Width (ft): 2
Water Depth (in): 2

NC DWQ Stream Identification Form Version 4.11
Date: November 10, 2022
Project/Site: SC
Latitude: 35.594534
Evaluator: TGW ALC
County: Catawba
Longitude:-81.229619
Total Points: 40.75
Stream is at least intermittent
Stream Determination:
Other:
if >_ 19 or perennial if >_ 30
Perennial
e.g. Quad Name:
A. Geomorphology ( Subtotal = 24.5)
Absen
Wea
Modera
Stron
19. Continuity of bed and bank
❑ 0
❑ 1
❑ 2
0 3
2. Sinuosity of channel along thalweg
❑ 0
❑ 1
❑ 2
0 3
3. In -channel structure: ex. riffle -pool,
step -pool, ripple -pool sequence
❑ 0
❑ 1
❑ 2
0 3
4. Particle size of stream substrate
❑ 0
❑ 1
❑ 2
0 3
5. Active/relict floodplain
❑ 0
❑ 1
0 2
❑ 3
6. Depositional bars or benches
❑ 0
❑ 1
❑ 2
0 3
7. Recent alluvial deposits
❑ 0
❑ 1
❑ 2
0 3
8. Headcuts
0 0
❑ 1
❑ 2
❑ 3
9. Grade controls
0 0
❑ 0.5
❑ 1
❑ 1.5
10. Natural valley
❑ 0
10 0.5
❑ 1
10 1.5
11. Second or greater order channel
❑ No
0 Yes
a Man-made ditches are not rated; see discussions in manual
B. Hydrology ( Subtotal = 8)
12.
Presence of Baseflow
❑ 0
❑ 1
❑ 2
0 3
13.
Iron oxidizing bacteria
0 0
❑ 1
❑ 2
❑ 3
14.
Leaf litter
❑ 1.5
0 1
❑ 0.5
❑ 0
15.
Sediment on plants or debris
0 0
❑ 0.5
❑ 1
❑ 1.5
16.
Organic debris lines or piles
❑ 0
❑ 0.5
0 1
❑ 1.5
17.
Soil -based evidence of high water table?
❑ No
0 Yes
C. Biology ( Subtotal = 8.25)
18. Fibrous roots in streambed
0 3
❑ 2
❑ 1
❑ 0
19. Rooted upland plants in streambed
0 3
❑ 2
❑ 1
❑ 0
20. Macrobenthos (note diversity and abundance)
❑ 0
0 1
❑ 2
❑ 3
21. Aquatic Mollusks
0 0
❑ 1
❑ 2
❑ 3
22. Fish
0 0
❑ 0.5
❑ 1
❑ 1.5
23. Crayfish
❑ 0
0 0.5
❑ 1
❑ 1.5
24. Amphibians
0 0
❑ 0.5
❑ 1
❑ 1.5
25. Algae
0 0
❑ 0.5
❑ 1
❑ 1.5
26. Wetland plants in streambed
0 FACW ❑
❑ Other
OBL
* perennial streams may also be identified using other methods. See p. 35 of manual
Notes: Caddisfly case found under rocks
Crayfish burrow found just I/P
Sketch:
Bank Height (ft): 4
Bank full Width (ft): 6
Water Depth (in): 3

NC DWQ Stream Identification Form Version 4.11
Date: November 10, 2022
Project/Site: SC Intermittent
Latitude: 35.594882
Evaluator: Melissa Ruiz, Amber
County: Catawba
Longitude:-81.229085
Coleman
Total Points: 24.5
Stream Determination:
Other:
Stream is at least intermittent
Intermittent
e.g. Quad Name:
if >_ 19 or perennial if >_ 30
A. Geomorphology ( Subtotal = 12.5)
Absen
Wea
Modera
Stron
19. Continuity of bed and bank
❑ 0
❑ 1
0 2
❑ 3
2. Sinuosity of channel along thalweg
❑ 0
0 1
❑ 2
❑ 3
3. In -channel structure: ex. riffle -pool,
step -pool, ripple -pool sequence
❑ 0
0 1
❑ 2
❑ 3
4. Particle size of stream substrate
❑ 0
0 1
❑ 2
❑ 3
5. Active/relict floodplain
❑ 0
0 1
❑ 2
❑ 3
6. Depositional bars or benches
❑ 0
❑ 1
0 2
❑ 3
7. Recent alluvial deposits
❑ 0
0 1
❑ 2
❑ 3
8. Headcuts
❑ 0
❑ 1
0 2
❑ 3
9. Grade controls
0 0
❑ 0.5
❑ 1
❑ 1.5
10. Natural valley
❑ 0
10 0.5
❑ 1
10 1.5
11. Second or greater order channel
0 No
❑ Yes
a Man-made ditches are not rated; see discussions in manual
B. Hydrology ( Subtotal = 7)
12.
Presence of Baseflow
❑ 0
❑ 1
❑ 2
0 3
13.
Iron oxidizing bacteria
0 0
❑ 1
❑ 2
❑ 3
14.
Leaf litter
❑ 1.5
❑ 1
0 0.5
❑ 0
15.
Sediment on plants or debris
0 0
❑ 0.5
❑ 1
❑ 1.5
16.
Organic debris lines or piles
❑ 0
0 0.5
❑ 1
❑ 1.5
17.
Soil -based evidence of high water table?
❑ No
0 Yes
C. Biology ( Subtotal = 5)
18. Fibrous roots in streambed
❑ 3
0 2
❑ 1
❑ 0
19. Rooted upland plants in streambed
0 3
❑ 2
❑ 1
❑ 0
20. Macrobenthos (note diversity and abundance)
El 0
❑ 1
❑ 2
❑ 3
21. Aquatic Mollusks
0 0
❑ 1
❑ 2
❑ 3
22. Fish
0 0
❑ 0.5
❑ 1
❑ 1.5
23. Crayfish
0 0
❑ 0.5
❑ 1
❑ 1.5
24. Amphibians
0 0
❑ 0.5
❑ 1
❑ 1.5
25. Algae
0 0
❑ 0.5
❑ 1
❑ 1.5
26. Wetland plants in streambed
❑ FACW ❑
0 Other
OBL
* perennial streams may also be identified using other methods. See p. 35 of manual
Notes: Possibly perennial
Sketch:
Bank Height (ft): 1
Bank full Width (ft): 2
Water Depth (in): 4

NC SAM SHEETS

NC SAM FIELD ASSESSMENT RESULTS
Accompanies User Manual Version 2.1
USACE AID #: NCDWR #:
INSTRUCTIONS: Attach a sketch of the assessment area and photographs. Attach a copy of the USGS 7.5-minute topographic quadrangle,
and circle the location of the stream reach under evaluation. If multiple stream reaches will be evaluated on the same property, identify and
number all reaches on the attached map, and include a separate form for each reach. See the NC SAM User Manual for detailed descriptions
and explanations of requested information. Record in the "Notes/Sketch" section if supplementary measurements were performed. See the
NC SAM User Manual for examples of additional measurements that may be relevant.
NOTE EVIDENCE OF STRESSORS AFFECTING THE ASSESSMENT AREA (do not need to be within the assessment area).
PROJECT/SITE INFORMATION:
1. Project name (if any): CLT10
2. Date of evaluation: 11/10/2022
A. Coleman and
3. Applicant/owner name: Microsoft 4. Assessor name/organization: T.Walker/Stantec
5. County: Catawba 6. Nearest named water body
7. River basin: Catawba on USGS 7.5-minute quad: Clark Creek
8. Site coordinates (decimal degrees, at lower end of assessment reach): 35.589847,-81.235298
STREAM INFORMATION: (depth and width can be approximations)
9. Site number (show on attached map): SA 10. Length of assessment reach evaluated (feet): 100
11. Channel depth from bed (in riffle, if present) to top of bank (feet): 4 ❑Unable to assess channel depth.
12. Channel width at top of bank (feet): 2.5 13. Is assessment reach a swamp steam? ❑Yes ❑No
14. Feature type: ®Perennial flow ❑Intermittent flow ❑Tidal Marsh Stream
STREAM CATEGORY INFORMATION:
15. NC SAM Zone: ❑ Mountains (M) ® Piedmont (P) ❑ Inner Coastal Plain (1) ❑ Outer Coastal Plain (0)
16. Estimated geomorphic ❑AL J ®B
valley shape (skip for
Tidal Marsh Stream): (more sinuous stream, flatter valley slope) (less sinuous stream, steeper valley slope)
17. Watershed size: (skip ®Size 1 (< 0.1 mi2) ❑Size 2 (0.1 to < 0.5 mil) ❑Size 3 (0.5 to < 5 mil) ❑Size 4 (>_ 5 mil)
for Tidal Marsh Stream)
ADDITIONAL INFORMATION:
18. Were regulatory considerations evaluated? ®Yes ❑No If Yes, check all that apply to the assessment area.
❑Section 10 water ❑Classified Trout Waters ❑Water Supply Watershed (❑l ❑II ❑III ❑IV ❑V)
❑Essential Fish Habitat ❑Primary Nursery Area ❑ High Quality Waters/Outstanding Resource Waters
❑Publicly owned property ❑NCDWR Riparian buffer rule in effect ❑Nutrient Sensitive Waters
❑Anadromous fish ❑303(d) List ❑CAMA Area of Environmental Concern (AEC)
❑Documented presence of a federal and/or state listed protected species within the assessment area.
List species:
❑Designated Critical Habitat (list species)
19. Are additional stream information/supplementary measurements included in "Notes/Sketch" section or attached? ®Yes ❑No
1. Channel Water - assessment reach metric (skip for Size 1 streams and Tidal Marsh Streams)
❑A Water throughout assessment reach.
❑B No flow, water in pools only.
❑C No water in assessment reach.
2. Evidence of Flow Restriction - assessment reach metric
❑A At least 10% of assessment reach in -stream habitat or riffle -pool sequence is severely affected by a flow restriction or fill to the
point of obstructing flow or a channel choked with aquatic macrophytes or ponded water or impoundment on flood or ebb within
the assessment reach (examples: undersized or perched culverts, causeways that constrict the channel, tidal gates, debris jams,
beaver dams).
®B Not
3. Feature Pattern - assessment reach metric
®A A majority of the assessment reach has altered pattern (examples: straightening, modification above or below culvert).
❑B Not
4. Feature Longitudinal Profile - assessment reach metric
®A Majority of assessment reach has a substantially altered stream profile (examples: channel down -cutting, existing damming, over
widening, active aggradation, dredging, and excavation where appropriate channel profile has not reformed from any of these
disturbances).
❑B Not
5. Signs of Active Instability - assessment reach metric
Consider only current instability, not past events from which the stream has currently recovered. Examples of instability include
active bank failure, active channel down -cutting (head -cut), active widening, and artificial hardening (such as concrete, gabion, rip -rap).
❑A < 10% of channel unstable
®B 10 to 25% of channel unstable
❑C > 25% of channel unstable

Streamside Area Interaction — streamside area metric
Consider for the Left Bank (LB) and the Right Bank (RB).
LB RB
❑A ❑A Little or no evidence of conditions that adversely affect reference interaction
®B ®B Moderate evidence of conditions (examples: berms, levees, down -cutting, aggradation, dredging) that adversely affect
reference interaction (examples: limited streamside area access, disruption of flood flows through streamside area, leaky
or intermittent bulkheads, causeways with floodplain constriction, minor ditching [including mosquito ditching])
❑C ❑C Extensive evidence of conditions that adversely affect reference interaction (little to no floodplain/intertidal zone access
[examples: causeways with floodplain and channel constriction, bulkheads, retaining walls, fill, stream incision, disruption
of flood flows through streamside area] or too much floodplain/intertidal zone access [examples: impoundments, intensive
mosquito ditching]) or floodplain/intertidal zone unnaturally absent or assessment reach is a man-made feature on an
interstream divide
Water Quality Stressors — assessment reach/intertidal zone metric
Check all that apply.
❑A Discolored water in stream or intertidal zone (milky white, blue, unnatural water discoloration, oil sheen, stream foam)
®B Excessive sedimentation (burying of stream features or intertidal zone)
❑C Noticeable evidence of pollutant discharges entering the assessment reach and causing a water quality problem
❑D Odor (not including natural sulfide odors)
❑E Current published or collected data indicating degraded water quality in the assessment reach. Cite source in "Notes/Sketch"
section.
❑F Livestock with access to stream or intertidal zone
❑G Excessive algae in stream or intertidal zone
❑H Degraded marsh vegetation in the intertidal zone (removal, burning, regular mowing, destruction, etc)
❑I Other: (explain in "Notes/Sketch" section)
❑J Little to no stressors
8. Recent Weather — watershed metric (skip for Tidal Marsh Streams)
For Size 1 or 2 streams, D1 drought or higher is considered a drought; for Size 3 or 4 streams, D2 drought or higher is considered a drought.
❑A Drought conditions and no rainfall or rainfall not exceeding 1 inch within the last 48 hours
❑B Drought conditions and rainfall exceeding 1 inch within the last 48 hours
®C No drought conditions
9. Large or Dangerous Stream — assessment reach metric
❑Yes ®No Is stream is too large or dangerous to assess? If Yes, skip to Metric 13 (Streamside Area Ground Surface Condition).
10. Natural In -stream Habitat Types — assessment reach metric
10a. ❑Yes ®No Degraded in -stream habitat over majority of the assessment reach (examples of stressors include excessive
sedimentation, mining, excavation, in -stream hardening [for example, rip -rap], recent dredging, and snagging)
(evaluate for Size 4 Coastal Plain streams only, then skip to Metric 12)
10b. Check all that occur (occurs if > 5% coverage of assessment reach) (skip for Size 4 Coastal Plain streams)
❑A Multiple aquatic macrophytes and aquatic mosses F, W ❑F 5% oysters or other natural hard bottoms
(include liverworts, lichens, and algal mats) F E ❑G Submerged aquatic vegetation
®B Multiple sticks and/or leaf packs and/or emergent o w ❑H Low -tide refugia (pools)
vegetation Y r ❑I Sand bottom
❑C Multiple snags and logs (including lap trees) r ❑J 5% vertical bank along the marsh
®D 5% undercut banks and/or root mats and/or roots ❑K Little or no habitat
in banks extend to the normal wetted perimeter
❑E Little or no habitat
***************************** 'REMAINING QUESTIONS ARE NOT APPLICABLE FOR TIDAL MARSH STREAMS****************************
11. Bedform and Substrate —assessment reach metric (skip for Size 4 Coastal Plain streams and Tidal Marsh Streams)
11a. ❑Yes ®No Is assessment reach in a natural sand -bed stream? (skip for Coastal Plain streams)
11 b. Bedform evaluated. Check the appropriate box(es).
®A Riffle -run section (evaluate 11c)
❑B Pool -glide section (evaluate 11d)
❑C Natural bedform absent (skip to Metric 12, Aquatic Life)
11c. In riffle sections, check all that occur below the normal wetted perimeter of the assessment reach — whether or not submerged. Check
at least one box in each row (skip for Size 4 Coastal Plain streams and Tidal Marsh Streams). Not Present (NP) = absent, Rare
(R) = present but < 10%, Common (C) _ > 10-40%, Abundant (A) _ > 40-70%, Predominant (P) _ > 70%. Cumulative percentages
should not exceed 100% for each assessment reach.
NP R C A P
® ❑ ❑ ❑ ❑ Bedrock/saprolite
® ❑ ❑ ❑ ❑ Boulder (256 — 4096 mm)
❑ ® ❑ ❑ ❑ Cobble (64 — 256 mm)
❑ ❑ ® ❑ ❑ Gravel (2 — 64 mm)
❑ ❑ ❑ ® ❑ Sand (.062 — 2 mm)
❑ ❑ ❑ ® ❑ Silt/clay (< 0.062 mm)
❑ ® ❑ ❑ ❑ Detritus
❑ ® ❑ ❑ ❑ Artificial (rip -rap, concrete, etc.)
11 d. ❑Yes ❑No Are pools filled with sediment? (skip for Size 4 Coastal Plain streams and Tidal Marsh Streams)

12. Aquatic Life — assessment reach metric (skip for Tidal Marsh Streams)
12a. ®Yes ❑No Was an in -stream aquatic life assessment performed as described in the User Manual?
If No, select one of the following reasons and skip to Metric 13. ❑No Water ❑Other:
12b. ®Yes ❑No Are aquatic organisms present in the assessment reach (look in riffles, pools, then snags)? If Yes, check all that
apply. If No, skip to Metric 13.
1 >1 Numbers over columns refer to "individuals" for Size 1 and 2 streams and "taxa" for Size 3 and 4 streams.
❑ ❑Adult frogs
❑ ❑Aquatic reptiles
❑ ❑Aquatic macrophytes and aquatic mosses (include liverworts, lichens, and algal mats)
❑ ❑Beetles
❑ ❑Caddisfly larvae (T)
❑ ❑Asian clam (Corbicula)
❑ ❑Crustacean (isopod/amphipod/crayfish/shrimp)
❑ ❑Damselfly and dragonfly larvae
❑ ❑Dipterans
❑ ❑Mayfly larvae (E)
❑ ❑Megaloptera (alderfly, fishfly, dobsonfly larvae)
❑ ❑Midges/mosquito larvae
❑ ❑Mosquito fish (Gambusia) or mud minnows (Umbra pygmaea)
❑ ❑Mussels/Clams (not Corbicula)
❑ ®Other fish
❑ ❑ Sal amanders/tadpoles
❑ ®Snails
❑ ❑Stonefly larvae (P)
❑ ❑Tipulid larvae
❑ ❑Worms/leeches
13. Streamside Area Ground Surface Condition — streamside area metric (skip for Tidal Marsh Streams and B valley types)
Consider for the Left Bank (LB) and the Right Bank (RB). Consider storage capacity with regard to both overbank flow and upland runoff.
LB RB
❑A ❑A Little or no alteration to water storage capacity over a majority of the streamside area
❑B ❑B Moderate alteration to water storage capacity over a majority of the streamside area
❑C ❑C Severe alteration to water storage capacity over a majority of the streamside area (examples: ditches, fill, soil compaction,
livestock disturbance, buildings, man-made levees, drainage pipes)
14. Streamside Area Water Storage — streamside area metric (skip for Size 1 streams, Tidal Marsh Streams, and B valley types)
Consider for the Left Bank (LB) and the Right Bank (RB) of the streamside area.
LB RB
❑A ❑A Majority of streamside area with depressions able to pond water >_ 6 inches deep
❑B ❑B Majority of streamside area with depressions able to pond water 3 to 6 inches deep
❑C ❑C Majority of streamside area with depressions able to pond water < 3 inches deep
15. Wetland Presence — streamside area metric (skip for Tidal Marsh Streams)
Consider for the Left Bank (LB) and the Right Bank (RB). Do not consider wetlands outside of the streamside area or within the normal
wetted perimeter of assessment reach.
LB RB
❑Y ❑Y Are wetlands present in the streamside area?
ON ON
16. Baseflow Contributors — assessment reach metric (skip for Size 4 streams and Tidal Marsh Streams)
Check all contributors within the assessment reach or within view of and draining to the assessment reach.
®A Streams and/or springs (jurisdictional discharges)
❑B Ponds (include wet detention basins; do not include sediment basins or dry detention basins)
❑C Obstruction passing flow during low -flow periods within the assessment area (beaver dam, leaky dam, bottom -release dam, weir)
❑D Evidence of bank seepage or sweating (iron in water indicates seepage)
®E Stream bed or bank soil reduced (dig through deposited sediment if present)
❑F None of the above
17. Baseflow Detractors — assessment area metric (skip for Tidal Marsh Streams)
Check all that apply.
❑A Evidence of substantial water withdrawals from the assessment reach (includes areas excavated for pump installation)
❑B Obstruction not passing flow during low -flow periods affecting the assessment reach (ex: watertight dam, sediment deposit)
❑C Urban stream (>_ 24% impervious surface for watershed)
❑D Evidence that the streamside area has been modified resulting in accelerated drainage into the assessment reach
❑E Assessment reach relocated to valley edge
OF None of the above
18. Shading — assessment reach metric (skip for Tidal Marsh Streams)
Consider aspect. Consider "leaf -on" condition.
®A Stream shading is appropriate for stream category (may include gaps associated with natural processes)
❑B Degraded (example: scattered trees)
❑C Stream shading is gone or largely absent

19. Buffer Width — streamside area metric (skip for Tidal Marsh Streams)
Consider "vegetated buffer" and "wooded buffer" separately for left bank (LB) and right bank (RB) starting at the top of bank out
to the first break.
Vegetated Wooded
LB RB LB RB
®A ®A ❑A ®A >_ 100 feet wide or extends to the edge of the watershed
❑B ❑B ®B ❑B From 50 to < 100 feet wide
❑C ❑C ❑C ❑C From 30 to < 50 feet wide
❑D ❑D ❑D ❑D From 10 to < 30 feet wide
❑E ❑E ❑E ❑E < 10 feet wide or no trees
20. Buffer Structure — streamside area metric (skip for Tidal Marsh Streams)
Consider for left bank (LB) and right bank (RB) for Metric 19 ("Vegetated" Buffer Width).
LB RB
®A ®A Mature forest
❑B ❑B Non -mature woody vegetation or modified vegetation structure
❑C ❑C Herbaceous vegetation with or without a strip of trees < 10 feet wide
❑D ❑D Maintained shrubs
❑E ❑E Little or no vegetation
21. Buffer Stressors — streamside area metric (skip for Tidal Marsh Streams)
Check all appropriate boxes for left bank (LB) and right bank (RB). Indicate if listed stressor abuts stream (Abuts), does not abut but is
within 30 feet of stream (< 30 feet), or is between 30 to 50 feet of stream (30-50 feet).
If none of the following stressors occurs on either bank, check here and skip to Metric 22:
Abuts < 30 feet 30-50 feet
LB RB LB RB LB RB
❑A ❑A ❑A ❑A ❑A ❑A Row crops
❑B ❑B ❑B ❑B ❑B ❑B Maintained turf
❑C ❑C ❑C ❑C ❑C ❑C Pasture (no livestock)/commercial horticulture
❑D ❑D ❑D ❑D ❑D ❑D Pasture (active livestock use)
22. Stem Density — streamside area metric (skip for Tidal Marsh Streams)
Consider for left bank (LB) and right bank (RB) for Metric 19 ("Wooded" Buffer Width).
LB RB
®A ®A Medium to high stem density
❑B ❑B Low stem density
❑C ❑C No wooded riparian buffer or predominantly herbaceous species or bare ground
23. Continuity of Vegetated Buffer — streamside area metric (skip for Tidal Marsh Streams)
Consider whether vegetated buffer is continuous along stream (parallel). Breaks are areas lacking vegetation > 10 feet wide.
LB RB
®A ®A The total length of buffer breaks is < 25 percent.
❑B ❑B The total length of buffer breaks is between 25 and 50 percent.
❑C ❑C The total length of buffer breaks is > 50 percent.
24. Vegetative Composition — streamside area metric (skip for Tidal Marsh Streams)
Evaluate the dominant vegetation within 100 feet of each bank or to the edge of the watershed (whichever comes first) as it contributes to
assessment reach habitat.
LB RB
®A ®A Vegetation is close to undisturbed in species present and their proportions. Lower strata composed of native species,
with non-native invasive species absent or sparse.
❑B ❑B Vegetation indicates disturbance in terms of species diversity or proportions, but is still largely composed of native
species. This may include communities of weedy native species that develop after clear -cutting or clearing or
communities with non-native invasive species present, but not dominant, over a large portion of the expected strata or
communities missing understory but retaining canopy trees.
❑C ❑C Vegetation is severely disturbed in terms of species diversity or proportions. Mature canopy is absent or communities
with non-native invasive species dominant over a large portion of expected strata or communities composed of planted
stands of non -characteristic species or communities inappropriately composed of a single species or no vegetation.
25. Conductivity —assessment reach metric (skip for all Coastal Plain streams)
25a. ❑Yes ®No Was conductivity measurement recorded?
If No, select one of the following reasons. ❑No Water ❑Other:
25b. Check the box corresponding to the conductivity measurement (units of microsiemens per centimeter).
❑A < 46 ❑B 46 to < 67 ❑C 67 to < 79 ❑D 79 to < 230 ❑E >_ 230
Notes/Sketch

Draft INC SAM Stream Rating Sheet
Accompanies User Manual Version 2.1
Stream Site Name CLT10 SA Date of Assessment 11/10/2022
Stream Category Pb1 Assessor Name/Organization A. Coleman and
T.Walker/Stantec
Notes of Field Assessment Form (Y/N)
NO
Presence of regulatory considerations (Y/N)
NO
Additional stream information/supplementary measurements included (Y/N)
YES
NC SAM feature type (perennial, intermittent, Tidal Marsh Stream)
Perennial
USACE/ NCDWR
Function Class Rating Summary
All Streams Intermittent
(1) Hydrology
LOW
(2) Baseflow
HIGH
(2) Flood Flow
LOW
(3) Streamside Area Attenuation
MEDIUM
(4) Floodplain Access
MEDIUM
(4) Wooded Riparian Buffer
HIGH
(4) Microtopography
NA
(3) Stream Stability
LOW
(4) Channel Stability
MEDIUM
(4) Sediment Transport
LOW
(4) Stream Geomorphology
LOW
(2) Stream/Intertidal Zone Interaction
NA
(2) Longitudinal Tidal Flow
NA
(2) Tidal Marsh Stream Stability
NA
(3) Tidal Marsh Channel Stability
NA
(3) Tidal Marsh Stream Geomorphology
NA
(1) Water Quality
MEDIUM
(2) Baseflow
HIGH
(2) Streamside Area Vegetation
HIGH
(3) Upland Pollutant Filtration
HIGH
(3) Thermoregulation
HIGH
(2) Indicators of Stressors
NO
(2) Aquatic Life Tolerance
LOW
(2) Intertidal Zone Filtration
NA
(1) Habitat
MEDIUM
(2) In -stream Habitat
LOW
(3) Baseflow
HIGH
(3) Substrate
LOW
(3) Stream Stability
MEDIUM
(3) In -stream Habitat
MEDIUM
(2) Stream -side Habitat
HIGH
(3) Stream -side Habitat
HIGH
(3) Thermoregulation
HIGH
(2) Tidal Marsh In -stream Habitat
NA
(3) Flow Restriction
NA
(3) Tidal Marsh Stream Stability
NA
(4) Tidal Marsh Channel Stability
NA
(4) Tidal Marsh Stream Geomorphology
NA
(3) Tidal Marsh In -stream Habitat
NA
(2) Intertidal Zone
NA
Overall
MEDIUM

NC SAM FIELD ASSESSMENT RESULTS
Accompanies user ivianuai version c.,i
I USACE AID #: NCDWR #: I
INSTRUCTIONS: Attach a sketch of the assessment area and photographs. Attach a copy of the USGS 7.5-minute topographic quadrangle,
and circle the location of the stream reach under evaluation. If multiple stream reaches will be evaluated on the same property, identify and
number all reaches on the attached map, and include a separate form for each reach. See the NC SAM User Manual for detailed descriptions
and explanations of requested information. Record in the "Notes/Sketch" section if supplementary measurements were performed. See the
NC SAM User Manual for examples of additional measurements that may be relevant.
NOTE EVIDENCE OF STRESSORS AFFECTING THE ASSESSMENT AREA (do not need to be within the assessment area).
PROJECT/SITE INFORMATION:
1. Project name (if any): CLT10 2. Date of evaluation: 11/10/2022
3. Applicant/owner name: Microsoft 4. Assessor name/organization: T.Walker/M Ruiz/A Coleman
5. County: Catawba 6. Nearest named water body
7. River basin: Catawba on USGS 7.5-minute quad: Clark Creek
8. Site coordinates (decimal degrees, at lower end of assessment reach): 35.589233,-81.231894
STREAM INFORMATION: (depth and width can be approximations)
9. Site number (show on attached map): SA Int 10. Length of assessment reach evaluated (feet): 100
11. Channel depth from bed (in riffle, if present) to top of bank (feet): 5 ❑Unable to assess channel depth.
12. Channel width at top of bank (feet): 4 13. Is assessment reach a swamp steam? ❑Yes ❑No
14. Feature type: ❑Perennial flow ®Intermittent flow ❑Tidal Marsh Stream
STREAM CATEGORY INFORMATION:
15. NC SAM Zone: ❑ Mountains (M) ® Piedmont (P) ❑ Inner Coastal Plain (I) ❑ Outer Coastal Plain (0)
16. Estimated geomorphic ❑AL J
valley shape (skip for
Tidal Marsh Stream): (more sinuous stream, flatter valley slope)
(less sinuous stream, steeper valley slope)
17. Watershed size: (skip ®Size 1 (< 0.1 mi2) ❑Size 2 (0.1 to < 0.5 mil) ❑Size 3 (0.5 to < 5 mil) ❑Size 4 (>_ 5 mil)
for Tidal Marsh Stream)
ADDITIONAL INFORMATION:
18. Were regulatory considerations evaluated? ®Yes ❑No If Yes, check all that apply to the assessment area.
❑Section 10 water ❑Classified Trout Waters ❑Water Supply Watershed (❑I ❑II ❑III ❑IV ❑V)
❑Essential Fish Habitat ❑Primary Nursery Area ❑ High Quality Waters/Outstanding Resource Waters
❑Publicly owned property ❑NCDWR Riparian buffer rule in effect ❑Nutrient Sensitive Waters
❑Anadromous fish ❑303(d) List ❑CAMA Area of Environmental Concern (AEC)
❑Documented presence of a federal and/or state listed protected species within the assessment area.
List species:
❑Designated Critical Habitat (list species)
19. Are additional stream information/supplementary measurements included in "Notes/Sketch" section or attached? ❑Yes ❑No
1. Channel Water — assessment reach metric (skip for Size 1 streams and Tidal Marsh Streams)
❑A Water throughout assessment reach.
❑B No flow, water in pools only.
❑C No water in assessment reach.
2. Evidence of Flow Restriction — assessment reach metric
❑A At least 10% of assessment reach in -stream habitat or riffle -pool sequence is severely affected by a flow restriction or fill to the
point of obstructing flow or a channel choked with aquatic macrophytes or ponded water or impoundment on flood or ebb within
the assessment reach (examples: undersized or perched culverts, causeways that constrict the channel, tidal gates, debris jams,
beaver dams).
®B Not
3. Feature Pattern — assessment reach metric
®A A majority of the assessment reach has altered pattern (examples: straightening, modification above or below culvert).
❑B Not
4. Feature Longitudinal Profile — assessment reach metric
®A Majority of assessment reach has a substantially altered stream profile (examples: channel down -cutting, existing damming, over
widening, active aggradation, dredging, and excavation where appropriate channel profile has not reformed from any of these
disturbances).
❑B Not
5. Signs of Active Instability — assessment reach metric
Consider only current instability, not past events from which the stream has currently recovered. Examples of instability include
active bank failure, active channel down -cutting (head -cut), active widening, and artificial hardening (such as concrete, gabion, rip -rap).
❑A < 10% of channel unstable
❑B 10 to 25% of channel unstable
®C > 25% of channel unstable

Streamside Area Interaction — streamside area metric
Consider for the Left Bank (LB) and the Right Bank (RB).
LB RB
❑A ❑A Little or no evidence of conditions that adversely affect reference interaction
❑B ❑B Moderate evidence of conditions (examples: berms, levees, down -cutting, aggradation, dredging) that adversely affect
reference interaction (examples: limited streamside area access, disruption of flood flows through streamside area, leaky
or intermittent bulkheads, causeways with floodplain constriction, minor ditching [including mosquito ditching])
®C ®C Extensive evidence of conditions that adversely affect reference interaction (little to no floodplain/intertidal zone access
[examples: causeways with floodplain and channel constriction, bulkheads, retaining walls, fill, stream incision, disruption
of flood flows through streamside area] or too much floodplain/intertidal zone access [examples: impoundments, intensive
mosquito ditching]) or floodplain/intertidal zone unnaturally absent or assessment reach is a man-made feature on an
interstream divide
Water Quality Stressors — assessment reach/intertidal zone metric
Check all that apply.
❑A Discolored water in stream or intertidal zone (milky white, blue, unnatural water discoloration, oil sheen, stream foam)
❑B Excessive sedimentation (burying of stream features or intertidal zone)
❑C Noticeable evidence of pollutant discharges entering the assessment reach and causing a water quality problem
❑D Odor (not including natural sulfide odors)
❑E Current published or collected data indicating degraded water quality in the assessment reach. Cite source in "Notes/Sketch"
section.
❑F Livestock with access to stream or intertidal zone
❑G Excessive algae in stream or intertidal zone
❑H Degraded marsh vegetation in the intertidal zone (removal, burning, regular mowing, destruction, etc)
❑I Other: (explain in "Notes/Sketch" section)
®J Little to no stressors
8. Recent Weather — watershed metric (skip for Tidal Marsh Streams)
For Size 1 or 2 streams, D1 drought or higher is considered a drought; for Size 3 or 4 streams, D2 drought or higher is considered a drought.
❑A Drought conditions and no rainfall or rainfall not exceeding 1 inch within the last 48 hours
❑B Drought conditions and rainfall exceeding 1 inch within the last 48 hours
®C No drought conditions
9. Large or Dangerous Stream — assessment reach metric
❑Yes ®No Is stream is too large or dangerous to assess? If Yes, skip to Metric 13 (Streamside Area Ground Surface Condition).
10. Natural In -stream Habitat Types — assessment reach metric
10a. ®Yes ❑No Degraded in -stream habitat over majority of the assessment reach (examples of stressors include excessive
sedimentation, mining, excavation, in -stream hardening [for example, rip -rap], recent dredging, and snagging)
(evaluate for Size 4 Coastal Plain streams only, then skip to Metric 12)
10b. Check all that occur (occurs if > 5% coverage of assessment reach) (skip for Size 4 Coastal Plain streams)
❑A Multiple aquatic macrophytes and aquatic mosses W ❑F 5% oysters or other natural hard bottoms
(include liverworts, lichens, and algal mats) M ❑G Submerged aquatic vegetation
❑B Multiple sticks and/or leaf packs and/or emergent o w ❑H Low -tide refugia (pools)
vegetation Y r ❑I Sand bottom
❑C Multiple snags and logs (including lap trees) r ❑J 5% vertical bank along the marsh
❑D 5% undercut banks and/or root mats and/or roots ❑K Little or no habitat
in banks extend to the normal wetted perimeter
®E Little or no habitat
***************************** 'REMAINING QUESTIONS ARE NOT APPLICABLE FOR TIDAL MARSH STREAMS****************************
11. Bedform and Substrate —assessment reach metric (skip for Size 4 Coastal Plain streams and Tidal Marsh Streams)
11a. ❑Yes ®No Is assessment reach in a natural sand -bed stream? (skip for Coastal Plain streams)
11 b. Bedform evaluated. Check the appropriate box(es).
®A Riffle -run section (evaluate 11c)
❑B Pool -glide section (evaluate 11d)
❑C Natural bedform absent (skip to Metric 12, Aquatic Life)
11c. In riffle sections, check all that occur below the normal wetted perimeter of the assessment reach — whether or not submerged. Check
at least one box in each row (skip for Size 4 Coastal Plain streams and Tidal Marsh Streams). Not Present (NP) = absent, Rare
(R) = present but < 10%, Common (C) _ > 10-40%, Abundant (A) _ > 40-70%, Predominant (P) _ > 70%. Cumulative percentages
should not exceed 100% for each assessment reach.
NP R C A P
® ❑ ❑ ❑ ❑ Bedrock/saprolite
® ❑ ❑ ❑ ❑ Boulder (256 — 4096 mm)
❑ ® ❑ ❑ ❑ Cobble (64 — 256 mm)
❑ ® ❑ ❑ ❑ Gravel (2 — 64 mm)
❑ ❑ ❑ ® ❑ Sand (.062 — 2 mm)
❑ ❑ ❑ ® ❑ Silt/clay (< 0.062 mm)
❑ ® ❑ ❑ ❑ Detritus
® ❑ ❑ ❑ ❑ Artificial (rip -rap, concrete, etc.)
11 d. ❑Yes ❑No Are pools filled with sediment? (skip for Size 4 Coastal Plain streams and Tidal Marsh Streams)

12. Aquatic Life — assessment reach metric (skip for Tidal Marsh Streams)
12a. ®Yes ❑No Was an in -stream aquatic life assessment performed as described in the User Manual?
If No, select one of the following reasons and skip to Metric 13. ❑No Water ❑Other:
12b. ❑Yes ®No Are aquatic organisms present in the assessment reach (look in riffles, pools, then snags)? If Yes, check all that
apply. If No, skip to Metric 13.
1 >1 Numbers over columns refer to "individuals" for Size 1 and 2 streams and "taxa" for Size 3 and 4 streams.
❑ ❑Adult frogs
❑ ❑Aquatic reptiles
❑ ❑Aquatic macrophytes and aquatic mosses (include liverworts, lichens, and algal mats)
❑ ❑Beetles
❑ ❑Caddisfly larvae (T)
❑ ❑Asian clam (Corbicula)
❑ ❑Crustacean (isopod/amphipod/crayfish/shrimp)
❑ ❑Damselfly and dragonfly larvae
❑ ❑Dipterans
❑ ❑Mayfly larvae (E)
❑ ❑Megaloptera (alderfly, fishfly, dobsonfly larvae)
❑ ❑Midges/mosquito larvae
❑ ❑Mosquito fish (Gambusia) or mud minnows (Umbra pygmaea)
❑ ❑Mussels/Clams (not Corbicula)
❑ ❑Other fish
❑ ❑ Sal amanders/tadpoles
❑ ❑Snails
❑ ❑Stonefly larvae (P)
❑ ❑Tipulid larvae
❑ ❑Worms/leeches
13. Streamside Area Ground Surface Condition — streamside area metric (skip for Tidal Marsh Streams and B valley types)
Consider for the Left Bank (LB) and the Right Bank (RB). Consider storage capacity with regard to both overbank flow and upland runoff.
LB RB
❑A ❑A Little or no alteration to water storage capacity over a majority of the streamside area
❑B ❑B Moderate alteration to water storage capacity over a majority of the streamside area
❑C ❑C Severe alteration to water storage capacity over a majority of the streamside area (examples: ditches, fill, soil compaction,
livestock disturbance, buildings, man-made levees, drainage pipes)
14. Streamside Area Water Storage — streamside area metric (skip for Size 1 streams, Tidal Marsh Streams, and B valley types)
Consider for the Left Bank (LB) and the Right Bank (RB) of the streamside area.
LB RB
❑A ❑A Majority of streamside area with depressions able to pond water >_ 6 inches deep
❑B ❑B Majority of streamside area with depressions able to pond water 3 to 6 inches deep
❑C ❑C Majority of streamside area with depressions able to pond water < 3 inches deep
15. Wetland Presence — streamside area metric (skip for Tidal Marsh Streams)
Consider for the Left Bank (LB) and the Right Bank (RB). Do not consider wetlands outside of the streamside area or within the normal
wetted perimeter of assessment reach.
LB RB
❑Y ❑Y Are wetlands present in the streamside area?
ON ON
16. Baseflow Contributors — assessment reach metric (skip for Size 4 streams and Tidal Marsh Streams)
Check all contributors within the assessment reach or within view of and draining to the assessment reach.
®A Streams and/or springs (jurisdictional discharges)
❑B Ponds (include wet detention basins; do not include sediment basins or dry detention basins)
❑C Obstruction passing flow during low -flow periods within the assessment area (beaver dam, leaky dam, bottom -release dam, weir)
❑D Evidence of bank seepage or sweating (iron in water indicates seepage)
®E Stream bed or bank soil reduced (dig through deposited sediment if present)
❑F None of the above
17. Baseflow Detractors — assessment area metric (skip for Tidal Marsh Streams)
Check all that apply.
❑A Evidence of substantial water withdrawals from the assessment reach (includes areas excavated for pump installation)
❑B Obstruction not passing flow during low -flow periods affecting the assessment reach (ex: watertight dam, sediment deposit)
❑C Urban stream (>_ 24% impervious surface for watershed)
❑D Evidence that the streamside area has been modified resulting in accelerated drainage into the assessment reach
❑E Assessment reach relocated to valley edge
OF None of the above
18. Shading — assessment reach metric (skip for Tidal Marsh Streams)
Consider aspect. Consider "leaf -on" condition.
®A Stream shading is appropriate for stream category (may include gaps associated with natural processes)
❑B Degraded (example: scattered trees)
❑C Stream shading is gone or largely absent

19. Buffer Width — streamside area metric (skip for Tidal Marsh Streams)
Consider "vegetated buffer" and "wooded buffer" separately for left bank (LB) and right bank (RB) starting at the top of bank out
to the first break.
Vegetated Wooded
LB RB LB RB
®A ®A ®A ®A >_ 100 feet wide or extends to the edge of the watershed
❑B ❑B ❑B ❑B From 50 to < 100 feet wide
❑C ❑C ❑C ❑C From 30 to < 50 feet wide
❑D ❑D ❑D ❑D From 10 to < 30 feet wide
❑E ❑E ❑E ❑E < 10 feet wide or no trees
20. Buffer Structure — streamside area metric (skip for Tidal Marsh Streams)
Consider for left bank (LB) and right bank (RB) for Metric 19 ("Vegetated" Buffer Width).
LB RB
®A ®A Mature forest
❑B ❑B Non -mature woody vegetation or modified vegetation structure
❑C ❑C Herbaceous vegetation with or without a strip of trees < 10 feet wide
❑D ❑D Maintained shrubs
❑E ❑E Little or no vegetation
21. Buffer Stressors — streamside area metric (skip for Tidal Marsh Streams)
Check all appropriate boxes for left bank (LB) and right bank (RB). Indicate if listed stressor abuts stream (Abuts), does not abut but is
within 30 feet of stream (< 30 feet), or is between 30 to 50 feet of stream (30-50 feet).
If none of the following stressors occurs on either bank, check here and skip to Metric 22:
Abuts < 30 feet 30-50 feet
LB RB LB RB LB RB
❑A ❑A ❑A ❑A ❑A ❑A Row crops
❑B ❑B ❑B ❑B ❑B ❑B Maintained turf
❑C ❑C ❑C ❑C ❑C ❑C Pasture (no livestock)/commercial horticulture
❑D ❑D ❑D ❑D ❑D ❑D Pasture (active livestock use)
22. Stem Density — streamside area metric (skip for Tidal Marsh Streams)
Consider for left bank (LB) and right bank (RB) for Metric 19 ("Wooded" Buffer Width).
LB RB
®A ®A Medium to high stem density
❑B ❑B Low stem density
❑C ❑C No wooded riparian buffer or predominantly herbaceous species or bare ground
23. Continuity of Vegetated Buffer — streamside area metric (skip for Tidal Marsh Streams)
Consider whether vegetated buffer is continuous along stream (parallel). Breaks are areas lacking vegetation > 10 feet wide.
LB RB
®A ®A The total length of buffer breaks is < 25 percent.
❑B ❑B The total length of buffer breaks is between 25 and 50 percent.
❑C ❑C The total length of buffer breaks is > 50 percent.
24. Vegetative Composition — streamside area metric (skip for Tidal Marsh Streams)
Evaluate the dominant vegetation within 100 feet of each bank or to the edge of the watershed (whichever comes first) as it contributes to
assessment reach habitat.
LB RB
®A ®A Vegetation is close to undisturbed in species present and their proportions. Lower strata composed of native species,
with non-native invasive species absent or sparse.
❑B ❑B Vegetation indicates disturbance in terms of species diversity or proportions, but is still largely composed of native
species. This may include communities of weedy native species that develop after clear -cutting or clearing or
communities with non-native invasive species present, but not dominant, over a large portion of the expected strata or
communities missing understory but retaining canopy trees.
❑C ❑C Vegetation is severely disturbed in terms of species diversity or proportions. Mature canopy is absent or communities
with non-native invasive species dominant over a large portion of expected strata or communities composed of planted
stands of non -characteristic species or communities inappropriately composed of a single species or no vegetation.
25. Conductivity —assessment reach metric (skip for all Coastal Plain streams)
25a. ❑Yes ®No Was conductivity measurement recorded?
If No, select one of the following reasons. ❑No Water ❑Other:
25b. Check the box corresponding to the conductivity measurement (units of microsiemens per centimeter).
❑A < 46 ❑B 46 to < 67 ❑C 67 to < 79 ❑D 79 to < 230 ❑E >_ 230
Notes/Sketch

Draft INC SAM Stream Rating Sheet
Accompanies User Manual Version 2.1
Stream Site Name CLT10 SA Int Date of Assessment
11/10/2022
Stream Category Pb1 Assessor Name/Organization
T.Walker/M Ruiz/A Coleman
Notes of Field Assessment Form (Y/N)
NO
Presence of regulatory considerations (Y/N)
NO
Additional stream information/supplementary measurements included (Y/N)
NC SAM feature type (perennial, intermittent, Tidal Marsh Stream)
Intermittent
USACE/
NCDWR
Function Class Rating Summary All
Streams
Intermittent
(1) Hydrology
LOW
LOW
(2) Baseflow
HIGH
HIGH
(2) Flood Flow
LOW
LOW
(3) Streamside Area Attenuation
LOW
LOW
(4) Floodplain Access
LOW
LOW
(4) Wooded Riparian Buffer
HIGH
HIGH
(4) Microtopography
NA
NA
(3) Stream Stability
LOW
LOW
(4) Channel Stability
LOW
LOW
(4) Sediment Transport
LOW
LOW
(4) Stream Geomorphology
LOW
LOW
(2) Stream/Intertidal Zone Interaction
NA
NA
(2) Longitudinal Tidal Flow
NA
NA
(2) Tidal Marsh Stream Stability
NA
NA
(3) Tidal Marsh Channel Stability
NA
NA
(3) Tidal Marsh Stream Geomorphology
NA
NA
(1) Water Quality
HIGH
HIGH
(2) Baseflow
HIGH
HIGH
(2) Streamside Area Vegetation
HIGH
HIGH
(3) Upland Pollutant Filtration
HIGH
HIGH
(3) Thermoregulation
HIGH
HIGH
(2) Indicators of Stressors
NO
NO
(2) Aquatic Life Tolerance
HIGH
NA
(2) Intertidal Zone Filtration
NA
NA
(1) Habitat
MEDIUM
MEDIUM
(2) In -stream Habitat
LOW
LOW
(3) Baseflow
HIGH
HIGH
(3) Substrate
LOW
LOW
(3) Stream Stability
LOW
LOW
(3) In -stream Habitat
LOW
LOW
(2) Stream -side Habitat
HIGH
HIGH
(3) Stream -side Habitat
MEDIUM
MEDIUM
(3) Thermoregulation
HIGH
HIGH
(2) Tidal Marsh In -stream Habitat
NA
NA
(3) Flow Restriction
NA
NA
(3) Tidal Marsh Stream Stability
NA
NA
(4) Tidal Marsh Channel Stability
NA
NA
(4) Tidal Marsh Stream Geomorphology
NA
NA
(3) Tidal Marsh In -stream Habitat
NA
NA
(2) Intertidal Zone
NA
NA
Overall
MEDIUM
MEDIUM

NC SAM FIELD ASSESSMENT RESULTS
Accompanies user ivianuai version c.,i
USACE AID #: NCDWR #:
INSTRUCTIONS: Attach a sketch of the assessment area and photographs. Attach a copy of the USGS 7.5-minute topographic quadrangle,
and circle the location of the stream reach under evaluation. If multiple stream reaches will be evaluated on the same property, identify and
number all reaches on the attached map, and include a separate form for each reach. See the NC SAM User Manual for detailed descriptions
and explanations of requested information. Record in the "Notes/Sketch" section if supplementary measurements were performed. See the
NC SAM User Manual for examples of additional measurements that may be relevant.
NOTE EVIDENCE OF STRESSORS AFFECTING THE ASSESSMENT AREA (do not need to be within the assessment area).
PROJECT/SITE INFORMATION:
1. Project name (if any): CLT10 2. Date of evaluation: 11/10/2022
3. Applicant/owner name: Microsoft 4. Assessor name/organization: T.Walker/M Ruiz/A Coleman
5. County: Catawba 6. Nearest named water body
7. River basin: Catawba on USGS 7.5-minute quad: Clark Creek
8. Site coordinates (decimal degrees, at lower end of assessment reach): 35.589276,-81.232182
STREAM INFORMATION: (depth and width can be approximations)
9. Site number (show on attached map): SB 10. Length of assessment reach evaluated (feet): 100
11. Channel depth from bed (in riffle, if present) to top of bank (feet): 5 ❑Unable to assess channel depth.
12. Channel width at top of bank (feet): 4 13. Is assessment reach a swamp steam? ❑Yes ❑No
14. Feature type: ❑Perennial flow ®Intermittent flow ❑Tidal Marsh Stream
STREAM CATEGORY INFORMATION:
15. NC SAM Zone: ❑ Mountains (M) ® Piedmont (P) ❑ Inner Coastal Plain (I) ❑ Outer Coastal Plain (0)
16. Estimated geomorphic ❑A ®B
valley shape (skip for
Tidal Marsh Stream): (more sinuous stream, flatter valley slope) (less sinuous stream, steeper valley slope)
17. Watershed size: (skip ®Size 1 (< 0.1 mi2) ❑Size 2 (0.1 to < 0.5 mil) ❑Size 3 (0.5 to < 5 mil) ❑Size 4 (>_ 5 mil)
for Tidal Marsh Stream)
ADDITIONAL INFORMATION:
18. Were regulatory considerations evaluated? ®Yes ❑No If Yes, check all that apply to the assessment area.
❑Section 10 water ❑Classified Trout Waters ❑Water Supply Watershed (❑I ❑II ❑III ❑IV ❑V)
❑Essential Fish Habitat ❑Primary Nursery Area ❑ High Quality Waters/Outstanding Resource Waters
❑Publicly owned property ❑NCDWR Riparian buffer rule in effect ❑Nutrient Sensitive Waters
❑Anadromous fish ❑303(d) List ❑CAMA Area of Environmental Concern (AEC)
❑Documented presence of a federal and/or state listed protected species within the assessment area.
List species:
❑Designated Critical Habitat (list species)
19. Are additional stream information/supplementary measurements included in "Notes/Sketch" section or attached? ❑Yes ❑No
1. Channel Water — assessment reach metric (skip for Size 1 streams and Tidal Marsh Streams)
❑A Water throughout assessment reach.
❑B No flow, water in pools only.
❑C No water in assessment reach.
2. Evidence of Flow Restriction — assessment reach metric
❑A At least 10% of assessment reach in -stream habitat or riffle -pool sequence is severely affected by a flow restriction or fill to the
point of obstructing flow or a channel choked with aquatic macrophytes or ponded water or impoundment on flood or ebb within
the assessment reach (examples: undersized or perched culverts, causeways that constrict the channel, tidal gates, debris jams,
beaver dams).
®B Not
3. Feature Pattern — assessment reach metric
®A A majority of the assessment reach has altered pattern (examples: straightening, modification above or below culvert).
❑B Not
4. Feature Longitudinal Profile — assessment reach metric
®A Majority of assessment reach has a substantially altered stream profile (examples: channel down -cutting, existing damming, over
widening, active aggradation, dredging, and excavation where appropriate channel profile has not reformed from any of these
disturbances).
❑B Not
5. Signs of Active Instability — assessment reach metric
Consider only current instability, not past events from which the stream has currently recovered. Examples of instability include
active bank failure, active channel down -cutting (head -cut), active widening, and artificial hardening (such as concrete, gabion, rip -rap).
❑A < 10% of channel unstable
❑B 10 to 25% of channel unstable
®C > 25% of channel unstable

Streamside Area Interaction — streamside area metric
Consider for the Left Bank (LB) and the Right Bank (RB).
LB RB
❑A ❑A Little or no evidence of conditions that adversely affect reference interaction
❑B ❑B Moderate evidence of conditions (examples: berms, levees, down -cutting, aggradation, dredging) that adversely affect
reference interaction (examples: limited streamside area access, disruption of flood flows through streamside area, leaky
or intermittent bulkheads, causeways with floodplain constriction, minor ditching [including mosquito ditching])
®C ®C Extensive evidence of conditions that adversely affect reference interaction (little to no floodplain/intertidal zone access
[examples: causeways with floodplain and channel constriction, bulkheads, retaining walls, fill, stream incision, disruption
of flood flows through streamside area] or too much floodplain/intertidal zone access [examples: impoundments, intensive
mosquito ditching]) or floodplain/intertidal zone unnaturally absent or assessment reach is a man-made feature on an
interstream divide
Water Quality Stressors — assessment reach/intertidal zone metric
Check all that apply.
❑A Discolored water in stream or intertidal zone (milky white, blue, unnatural water discoloration, oil sheen, stream foam)
❑B Excessive sedimentation (burying of stream features or intertidal zone)
❑C Noticeable evidence of pollutant discharges entering the assessment reach and causing a water quality problem
❑D Odor (not including natural sulfide odors)
❑E Current published or collected data indicating degraded water quality in the assessment reach. Cite source in "Notes/Sketch"
section.
❑F Livestock with access to stream or intertidal zone
❑G Excessive algae in stream or intertidal zone
❑H Degraded marsh vegetation in the intertidal zone (removal, burning, regular mowing, destruction, etc)
❑I Other: (explain in "Notes/Sketch" section)
®J Little to no stressors
8. Recent Weather — watershed metric (skip for Tidal Marsh Streams)
For Size 1 or 2 streams, D1 drought or higher is considered a drought; for Size 3 or 4 streams, D2 drought or higher is considered a drought.
❑A Drought conditions and no rainfall or rainfall not exceeding 1 inch within the last 48 hours
❑B Drought conditions and rainfall exceeding 1 inch within the last 48 hours
®C No drought conditions
9. Large or Dangerous Stream — assessment reach metric
❑Yes ®No Is stream is too large or dangerous to assess? If Yes, skip to Metric 13 (Streamside Area Ground Surface Condition).
10. Natural In -stream Habitat Types —assessment reach metric
10a. ®Yes ❑No Degraded in -stream habitat over majority of the assessment reach (examples of stressors include excessive
sedimentation, mining, excavation, in -stream hardening [for example, rip -rap], recent dredging, and snagging)
(evaluate for Size 4 Coastal Plain streams only, then skip to Metric 12)
10b. Check all that occur (occurs if > 5% coverage of assessment reach) (skip for Size 4 Coastal Plain streams)
❑A
Multiple aquatic macrophytes and aquatic mosses
F, W
❑F
5% oysters or other natural hard bottoms
(include liverworts, lichens, and algal mats)
F E
❑G
Submerged aquatic vegetation
❑B
Multiple sticks and/or leaf packs and/or emergent
o w
❑H
Low -tide refugia (pools)
vegetation
Y r
❑I
Sand bottom
❑C
Multiple snags and logs (including lap trees)
r
❑J
5% vertical bank along the marsh
❑D
5% undercut banks and/or root mats and/or roots
0 :5
❑K
Little or no habitat
in banks extend to the normal wetted perimeter
®E
Little or no habitat
***************************** 'REMAINING QUESTIONS ARE NOT APPLICABLE FOR TIDAL MARSH STREAMS****************************
11. Bedform and Substrate —assessment reach metric (skip for Size 4 Coastal Plain streams and Tidal Marsh Streams)
11a. ❑Yes ®No Is assessment reach in a natural sand -bed stream? (skip for Coastal Plain streams)
11 b. Bedform evaluated. Check the appropriate box(es).
®A Riffle -run section (evaluate 11c)
❑B Pool -glide section (evaluate 11d)
❑C Natural bedform absent (skip to Metric 12, Aquatic Life)
11c. In riffle sections, check all that occur below the normal wetted perimeter of the assessment reach — whether or not submerged. Check
at least one box in each row (skip for Size 4 Coastal Plain streams and Tidal Marsh Streams). Not Present (NP) = absent, Rare
(R) = present but < 10%, Common (C) _ > 10-40%, Abundant (A) _ > 40-70%, Predominant (P) _ > 70%. Cumulative percentages
should not exceed 100% for each assessment reach.
NP R C A P
® ❑ ❑ ❑ ❑ Bedrock/saprolite
® ❑ ❑ ❑ ❑ Boulder (256 — 4096 mm)
❑ ® ❑ ❑ ❑ Cobble (64 — 256 mm)
❑ ® ❑ ❑ ❑ Gravel (2 — 64 mm)
❑ ❑ ❑ ® ❑ Sand (.062 — 2 mm)
❑ ❑ ❑ ® ❑ Silt/clay (< 0.062 mm)
❑ ® ❑ ❑ ❑ Detritus
® ❑ ❑ ❑ ❑ Artificial (rip -rap, concrete, etc.)
11d. ❑Yes ❑No Are pools filled with sediment? (skip for Size 4 Coastal Plain streams and Tidal Marsh Streams)

12. Aquatic Life — assessment reach metric (skip for Tidal Marsh Streams)
12a. ®Yes ❑No Was an in -stream aquatic life assessment performed as described in the User Manual?
If No, select one of the following reasons and skip to Metric 13. ❑No Water ❑Other:
12b. ❑Yes ®No Are aquatic organisms present in the assessment reach (look in riffles, pools, then snags)? If Yes, check all that
apply. If No, skip to Metric 13.
1 >1 Numbers over columns refer to "individuals" for Size 1 and 2 streams and "taxa" for Size 3 and 4 streams.
❑ ❑Adult frogs
❑ ❑Aquatic reptiles
❑ ❑Aquatic macrophytes and aquatic mosses (include liverworts, lichens, and algal mats)
❑ ❑Beetles
❑ ❑Caddisfly larvae (T)
❑ ❑Asian clam (Corbicula)
❑ ❑Crustacean (isopod/amphipod/crayfish/shrimp)
❑ ❑Damselfly and dragonfly larvae
❑ ❑Dipterans
❑ ❑Mayfly larvae (E)
❑ ❑Megaloptera (alderfly, fishfly, dobsonfly larvae)
❑ ❑Midges/mosquito larvae
❑ ❑Mosquito fish (Gambusia) or mud minnows (Umbra pygmaea)
❑ ❑Mussels/Clams (not Corbicula)
❑ ❑Other fish
❑ ❑ Sal amanders/tadpoles
❑ ❑Snails
❑ ❑Stonefly larvae (P)
❑ ❑Tipulid larvae
❑ ❑Worms/leeches
13. Streamside Area Ground Surface Condition — streamside area metric (skip for Tidal Marsh Streams and B valley types)
Consider for the Left Bank (LB) and the Right Bank (RB). Consider storage capacity with regard to both overbank flow and upland runoff.
LB RB
❑A ❑A Little or no alteration to water storage capacity over a majority of the streamside area
❑B ❑B Moderate alteration to water storage capacity over a majority of the streamside area
❑C ❑C Severe alteration to water storage capacity over a majority of the streamside area (examples: ditches, fill, soil compaction,
livestock disturbance, buildings, man-made levees, drainage pipes)
14. Streamside Area Water Storage — streamside area metric (skip for Size 1 streams, Tidal Marsh Streams, and B valley types)
Consider for the Left Bank (LB) and the Right Bank (RB) of the streamside area.
LB RB
❑A ❑A Majority of streamside area with depressions able to pond water >_ 6 inches deep
❑B ❑B Majority of streamside area with depressions able to pond water 3 to 6 inches deep
❑C ❑C Majority of streamside area with depressions able to pond water < 3 inches deep
15. Wetland Presence — streamside area metric (skip for Tidal Marsh Streams)
Consider for the Left Bank (LB) and the Right Bank (RB). Do not consider wetlands outside of the streamside area or within the normal
wetted perimeter of assessment reach.
LB RB
❑Y ❑Y Are wetlands present in the streamside area?
ON ON
16. Baseflow Contributors — assessment reach metric (skip for Size 4 streams and Tidal Marsh Streams)
Check all contributors within the assessment reach or within view of and draining to the assessment reach.
®A Streams and/or springs (jurisdictional discharges)
❑B Ponds (include wet detention basins; do not include sediment basins or dry detention basins)
❑C Obstruction passing flow during low -flow periods within the assessment area (beaver dam, leaky dam, bottom -release dam, weir)
❑D Evidence of bank seepage or sweating (iron in water indicates seepage)
®E Stream bed or bank soil reduced (dig through deposited sediment if present)
❑F None of the above
17. Baseflow Detractors — assessment area metric (skip for Tidal Marsh Streams)
Check all that apply.
❑A Evidence of substantial water withdrawals from the assessment reach (includes areas excavated for pump installation)
❑B Obstruction not passing flow during low -flow periods affecting the assessment reach (ex: watertight dam, sediment deposit)
❑C Urban stream (>_ 24% impervious surface for watershed)
❑D Evidence that the streamside area has been modified resulting in accelerated drainage into the assessment reach
❑E Assessment reach relocated to valley edge
OF None of the above
18. Shading — assessment reach metric (skip for Tidal Marsh Streams)
Consider aspect. Consider "leaf -on" condition.
®A Stream shading is appropriate for stream category (may include gaps associated with natural processes)
❑B Degraded (example: scattered trees)
❑C Stream shading is gone or largely absent

19. Buffer Width — streamside area metric (skip for Tidal Marsh Streams)
Consider "vegetated buffer" and "wooded buffer" separately for left bank (LB) and right bank (RB) starting at the top of bank out
to the first break.
Vegetated Wooded
LB RB LB RB
®A ®A ®A ®A >_ 100 feet wide or extends to the edge of the watershed
❑B ❑B ❑B ❑B From 50 to < 100 feet wide
❑C ❑C ❑C ❑C From 30 to < 50 feet wide
❑D ❑D ❑D ❑D From 10 to < 30 feet wide
❑E ❑E ❑E ❑E < 10 feet wide or no trees
20. Buffer Structure — streamside area metric (skip for Tidal Marsh Streams)
Consider for left bank (LB) and right bank (RB) for Metric 19 ("Vegetated" Buffer Width).
LB RB
®A ®A Mature forest
❑B ❑B Non -mature woody vegetation or modified vegetation structure
❑C ❑C Herbaceous vegetation with or without a strip of trees < 10 feet wide
❑D ❑D Maintained shrubs
❑E ❑E Little or no vegetation
21. Buffer Stressors — streamside area metric (skip for Tidal Marsh Streams)
Check all appropriate boxes for left bank (LB) and right bank (RB). Indicate if listed stressor abuts stream (Abuts), does not abut but is
within 30 feet of stream (< 30 feet), or is between 30 to 50 feet of stream (30-50 feet).
If none of the following stressors occurs on either bank, check here and skip to Metric 22:
Abuts < 30 feet 30-50 feet
LB RB LB RB LB RB
❑A ❑A ❑A ❑A ❑A ❑A Row crops
❑B ❑B ❑B ❑B ❑B ❑B Maintained turf
❑C ❑C ❑C ❑C ❑C ❑C Pasture (no livestock)/commercial horticulture
❑D ❑D ❑D ❑D ❑D ❑D Pasture (active livestock use)
22. Stem Density — streamside area metric (skip for Tidal Marsh Streams)
Consider for left bank (LB) and right bank (RB) for Metric 19 ("Wooded" Buffer Width).
LB RB
®A ®A Medium to high stem density
❑B ❑B Low stem density
❑C ❑C No wooded riparian buffer or predominantly herbaceous species or bare ground
23. Continuity of Vegetated Buffer — streamside area metric (skip for Tidal Marsh Streams)
Consider whether vegetated buffer is continuous along stream (parallel). Breaks are areas lacking vegetation > 10 feet wide.
LB RB
®A ®A The total length of buffer breaks is < 25 percent.
❑B ❑B The total length of buffer breaks is between 25 and 50 percent.
❑C ❑C The total length of buffer breaks is > 50 percent.
24. Vegetative Composition — streamside area metric (skip for Tidal Marsh Streams)
Evaluate the dominant vegetation within 100 feet of each bank or to the edge of the watershed (whichever comes first) as it contributes to
assessment reach habitat.
LB RB
®A ®A Vegetation is close to undisturbed in species present and their proportions. Lower strata composed of native species,
with non-native invasive species absent or sparse.
❑B ❑B Vegetation indicates disturbance in terms of species diversity or proportions, but is still largely composed of native
species. This may include communities of weedy native species that develop after clear -cutting or clearing or
communities with non-native invasive species present, but not dominant, over a large portion of the expected strata or
communities missing understory but retaining canopy trees.
❑C ❑C Vegetation is severely disturbed in terms of species diversity or proportions. Mature canopy is absent or communities
with non-native invasive species dominant over a large portion of expected strata or communities composed of planted
stands of non -characteristic species or communities inappropriately composed of a single species or no vegetation.
25. Conductivity —assessment reach metric (skip for all Coastal Plain streams)
25a. ❑Yes ®No Was conductivity measurement recorded?
If No, select one of the following reasons. ❑No Water ❑Other:
25b. Check the box corresponding to the conductivity measurement (units of microsiemens per centimeter).
❑A < 46 ❑B 46 to < 67 ❑C 67 to < 79 ❑D 79 to < 230 ❑E >_ 230
Notes/Sketch

Draft INC SAM Stream Rating Sheet
Accompanies User Manual Version 2.1
Stream Site Name CLT10 SB Int Date of Assessment
11/10/2022
Stream Category Pb1 Assessor Name/Organization
T.Walker/M Ruiz/A Coleman
Notes of Field Assessment Form (Y/N)
NO
Presence of regulatory considerations (Y/N)
NO
Additional stream information/supplementary measurements included (Y/N)
NC SAM feature type (perennial, intermittent, Tidal Marsh Stream)
Intermittent
USACE/
NCDWR
Function Class Rating Summary All
Streams
Intermittent
(1) Hydrology
LOW
LOW
(2) Baseflow
HIGH
HIGH
(2) Flood Flow
LOW
LOW
(3) Streamside Area Attenuation
LOW
LOW
(4) Floodplain Access
LOW
LOW
(4) Wooded Riparian Buffer
HIGH
HIGH
(4) Microtopography
NA
NA
(3) Stream Stability
LOW
LOW
(4) Channel Stability
LOW
LOW
(4) Sediment Transport
LOW
LOW
(4) Stream Geomorphology
LOW
LOW
(2) Stream/Intertidal Zone Interaction
NA
NA
(2) Longitudinal Tidal Flow
NA
NA
(2) Tidal Marsh Stream Stability
NA
NA
(3) Tidal Marsh Channel Stability
NA
NA
(3) Tidal Marsh Stream Geomorphology
NA
NA
(1) Water Quality
HIGH
HIGH
(2) Baseflow
HIGH
HIGH
(2) Streamside Area Vegetation
HIGH
HIGH
(3) Upland Pollutant Filtration
HIGH
HIGH
(3) Thermoregulation
HIGH
HIGH
(2) Indicators of Stressors
NO
NO
(2) Aquatic Life Tolerance
HIGH
NA
(2) Intertidal Zone Filtration
NA
NA
(1) Habitat
MEDIUM
MEDIUM
(2) In -stream Habitat
LOW
LOW
(3) Baseflow
HIGH
HIGH
(3) Substrate
LOW
LOW
(3) Stream Stability
LOW
LOW
(3) In -stream Habitat
LOW
LOW
(2) Stream -side Habitat
HIGH
HIGH
(3) Stream -side Habitat
MEDIUM
MEDIUM
(3) Thermoregulation
HIGH
HIGH
(2) Tidal Marsh In -stream Habitat
NA
NA
(3) Flow Restriction
NA
NA
(3) Tidal Marsh Stream Stability
NA
NA
(4) Tidal Marsh Channel Stability
NA
NA
(4) Tidal Marsh Stream Geomorphology
NA
NA
(3) Tidal Marsh In -stream Habitat
NA
NA
(2) Intertidal Zone
NA
NA
Overall
MEDIUM
MEDIUM

NC SAM FIELD ASSESSMENT RESULTS
Accompanies User Manual Version 2.1
USACE AID #: NCDWR #:
INSTRUCTIONS: Attach a sketch of the assessment area and photographs. Attach a copy of the USGS 7.5-minute topographic quadrangle,
and circle the location of the stream reach under evaluation. If multiple stream reaches will be evaluated on the same property, identify and
number all reaches on the attached map, and include a separate form for each reach. See the NC SAM User Manual for detailed descriptions
and explanations of requested information. Record in the "Notes/Sketch" section if supplementary measurements were performed. See the
NC SAM User Manual for examples of additional measurements that may be relevant.
NOTE EVIDENCE OF STRESSORS AFFECTING THE ASSESSMENT AREA (do not need to be within the assessment area).
PROJECT/SITE INFORMATION:
1. Project name (if any):
CLT10
3. Applicant/owner name:
Microsoft
5. County:
Catawba
7. River basin:
Catawba
2. Date of evaluation: 11/10/2022
4. Assessor name/organization: T.Walker/M Ruiz/ A Coleman
6. Nearest named water body
on USGS 7.5-minute quad: Clark Creek
8. Site coordinates (decimal degrees, at lower end of assessment reach): 35.594952,-81.234701
STREAM INFORMATION: (depth and width can be approximations)
9. Site number (show on attached map): SC 10. Length of assessment reach evaluated (feet): 100
11. Channel depth from bed (in riffle, if present) to top of bank (feet): 4 ❑Unable to assess channel depth.
12. Channel width at top of bank (feet): 6 13. Is assessment reach a swamp steam? ❑Yes ❑No
14. Feature type: ®Perennial flow ❑Intermittent flow ❑Tidal Marsh Stream
STREAM CATEGORY INFORMATION:
15. NC SAM Zone: ❑ Mountains (M) ® Piedmont (P) ❑ Inner Coastal Plain (1) ❑ Outer Coastal Plain (0)
16. Estimated geomorphic ❑A� J ®B
valley shape (skip for
Tidal Marsh Stream): (more sinuous stream, flatter valley slope) (less sinuous stream, steeper valley slope)
17. Watershed size: (skip ®Size 1 (< 0.1 mi2) ❑Size 2 (0.1 to < 0.5 mil) ❑Size 3 (0.5 to < 5 mil) ❑Size 4 (>_ 5 mil)
for Tidal Marsh Stream)
ADDITIONAL INFORMATION:
18. Were regulatory considerations evaluated? ®Yes ❑No If Yes, check all that apply to the assessment area.
❑Section 10 water ❑Classified Trout Waters ❑Water Supply Watershed (❑l ❑II ❑III ❑IV ❑V)
❑Essential Fish Habitat ❑Primary Nursery Area ❑ High Quality Waters/Outstanding Resource Waters
❑Publicly owned property ❑NCDWR Riparian buffer rule in effect ❑Nutrient Sensitive Waters
❑Anadromous fish ❑303(d) List ❑CAMA Area of Environmental Concern (AEC)
❑Documented presence of a federal and/or state listed protected species within the assessment area.
List species:
❑Designated Critical Habitat (list species)
19. Are additional stream information/supplementary measurements included in "Notes/Sketch" section or attached? ❑Yes ❑No
1. Channel Water - assessment reach metric (skip for Size 1 streams and Tidal Marsh Streams)
❑A Water throughout assessment reach.
❑B No flow, water in pools only.
❑C No water in assessment reach.
2. Evidence of Flow Restriction - assessment reach metric
❑A At least 10% of assessment reach in -stream habitat or riffle -pool sequence is severely affected by a flow restriction or fill to the
point of obstructing flow or a channel choked with aquatic macrophytes or ponded water or impoundment on flood or ebb within
the assessment reach (examples: undersized or perched culverts, causeways that constrict the channel, tidal gates, debris jams,
beaver dams).
®B Not
3. Feature Pattern - assessment reach metric
®A A majority of the assessment reach has altered pattern (examples: straightening, modification above or below culvert).
❑B Not
4. Feature Longitudinal Profile - assessment reach metric
®A Majority of assessment reach has a substantially altered stream profile (examples: channel down -cutting, existing damming, over
widening, active aggradation, dredging, and excavation where appropriate channel profile has not reformed from any of these
disturbances).
❑B Not
5. Signs of Active Instability - assessment reach metric
Consider only current instability, not past events from which the stream has currently recovered. Examples of instability include
active bank failure, active channel down -cutting (head -cut), active widening, and artificial hardening (such as concrete, gabion, rip -rap).
®A < 10% of channel unstable
❑B 10 to 25% of channel unstable
❑C > 25% of channel unstable

Streamside Area Interaction — streamside area metric
Consider for the Left Bank (LB) and the Right Bank (RB).
LB RB
❑A ❑A Little or no evidence of conditions that adversely affect reference interaction
®B ®B Moderate evidence of conditions (examples: berms, levees, down -cutting, aggradation, dredging) that adversely affect
reference interaction (examples: limited streamside area access, disruption of flood flows through streamside area, leaky
or intermittent bulkheads, causeways with floodplain constriction, minor ditching [including mosquito ditching])
❑C ❑C Extensive evidence of conditions that adversely affect reference interaction (little to no floodplain/intertidal zone access
[examples: causeways with floodplain and channel constriction, bulkheads, retaining walls, fill, stream incision, disruption
of flood flows through streamside area] or too much floodplain/intertidal zone access [examples: impoundments, intensive
mosquito ditching]) or floodplain/intertidal zone unnaturally absent or assessment reach is a man-made feature on an
interstream divide
Water Quality Stressors — assessment reach/intertidal zone metric
Check all that apply.
❑A Discolored water in stream or intertidal zone (milky white, blue, unnatural water discoloration, oil sheen, stream foam)
❑B Excessive sedimentation (burying of stream features or intertidal zone)
❑C Noticeable evidence of pollutant discharges entering the assessment reach and causing a water quality problem
❑D Odor (not including natural sulfide odors)
❑E Current published or collected data indicating degraded water quality in the assessment reach. Cite source in "Notes/Sketch"
section.
❑F Livestock with access to stream or intertidal zone
❑G Excessive algae in stream or intertidal zone
❑H Degraded marsh vegetation in the intertidal zone (removal, burning, regular mowing, destruction, etc)
❑I Other: (explain in "Notes/Sketch" section)
®J Little to no stressors
8. Recent Weather — watershed metric (skip for Tidal Marsh Streams)
For Size 1 or 2 streams, D1 drought or higher is considered a drought; for Size 3 or 4 streams, D2 drought or higher is considered a drought.
❑A Drought conditions and no rainfall or rainfall not exceeding 1 inch within the last 48 hours
❑B Drought conditions and rainfall exceeding 1 inch within the last 48 hours
®C No drought conditions
9. Large or Dangerous Stream — assessment reach metric
❑Yes ®No Is stream is too large or dangerous to assess? If Yes, skip to Metric 13 (Streamside Area Ground Surface Condition).
10. Natural In -stream Habitat Types — assessment reach metric
10a. ❑Yes ®No Degraded in -stream habitat over majority of the assessment reach (examples of stressors include excessive
sedimentation, mining, excavation, in -stream hardening [for example, rip -rap], recent dredging, and snagging)
(evaluate for Size 4 Coastal Plain streams only, then skip to Metric 12)
10b. Check all that occur (occurs if > 5% coverage of assessment reach) (skip for Size 4 Coastal Plain streams)
❑A Multiple aquatic macrophytes and aquatic mosses W ❑F 5% oysters or other natural hard bottoms
(include liverworts, lichens, and algal mats) F M ❑G Submerged aquatic vegetation
®B Multiple sticks and/or leaf packs and/or emergent o w ❑H Low -tide refugia (pools)
vegetation Y r ❑I Sand bottom
❑C Multiple snags and logs (including lap trees) r ❑J 5% vertical bank along the marsh
®D 5% undercut banks and/or root mats and/or roots ❑K Little or no habitat
in banks extend to the normal wetted perimeter
❑E Little or no habitat
***************************** 'REMAINING QUESTIONS ARE NOT APPLICABLE FOR TIDAL MARSH STREAMS****************************
11. Bedform and Substrate —assessment reach metric (skip for Size 4 Coastal Plain streams and Tidal Marsh Streams)
11a. ®Yes ❑No Is assessment reach in a natural sand -bed stream? (skip for Coastal Plain streams)
11 b. Bedform evaluated. Check the appropriate box(es).
®A Riffle -run section (evaluate 11c)
❑B Pool -glide section (evaluate 11d)
❑C Natural bedform absent (skip to Metric 12, Aquatic Life)
11c. In riffle sections, check all that occur below the normal wetted perimeter of the assessment reach — whether or not submerged. Check
at least one box in each row (skip for Size 4 Coastal Plain streams and Tidal Marsh Streams). Not Present (NP) = absent, Rare
(R) = present but < 10%, Common (C) _ > 10-40%, Abundant (A) _ > 40-70%, Predominant (P) _ > 70%. Cumulative percentages
should not exceed 100% for each assessment reach.
NP R C A P
® ❑ ❑ ❑ ❑ Bedrock/saprolite
® ❑ ❑ ❑ ❑ Boulder (256 — 4096 mm)
❑ ® ❑ ❑ ❑ Cobble (64 — 256 mm)
❑ ❑ ❑ ❑ ❑ Gravel (2 — 64 mm)
❑ ❑ ❑ ® ❑ Sand (.062 — 2 mm)
❑ ❑ ® ❑ ❑ Silt/clay (< 0.062 mm)
❑ ® ❑ ❑ ❑ Detritus
® ❑ ❑ ❑ ❑ Artificial (rip -rap, concrete, etc.)
11 d. ❑Yes ❑No Are pools filled with sediment? (skip for Size 4 Coastal Plain streams and Tidal Marsh Streams)

12. Aquatic Life — assessment reach metric (skip for Tidal Marsh Streams)
12a. ®Yes ❑No Was an in -stream aquatic life assessment performed as described in the User Manual?
If No, select one of the following reasons and skip to Metric 13. ❑No Water ❑Other:
12b. ®Yes ❑No Are aquatic organisms present in the assessment reach (look in riffles, pools, then snags)? If Yes, check all that
apply. If No, skip to Metric 13.
1 >1 Numbers over columns refer to "individuals" for Size 1 and 2 streams and "taxa" for Size 3 and 4 streams.
❑ ❑Adult frogs
❑ ❑Aquatic reptiles
® ❑Aquatic macrophytes and aquatic mosses (include liverworts, lichens, and algal mats)
❑ ❑Beetles
❑ ❑Caddisfly larvae (T)
❑ ❑Asian clam (Corbicula)
® ❑Crustacean (isopod/amphipod/crayfish/shrimp)
❑ ❑Damselfly and dragonfly larvae
❑ ❑Dipterans
❑ ❑Mayfly larvae (E)
❑ ❑Megaloptera (alderfly, fishfly, dobsonfly larvae)
❑ ❑Midges/mosquito larvae
❑ ❑Mosquito fish (Gambusia) or mud minnows (Umbra pygmaea)
❑ ❑Mussels/Clams (not Corbicula)
❑ ❑Other fish
❑ ❑ Sal amanders/tadpoles
❑ ❑Snails
❑ ❑Stonefly larvae (P)
❑ ❑Tipulid larvae
❑ ❑Worms/leeches
13. Streamside Area Ground Surface Condition — streamside area metric (skip for Tidal Marsh Streams and B valley types)
Consider for the Left Bank (LB) and the Right Bank (RB). Consider storage capacity with regard to both overbank flow and upland runoff.
LB RB
❑A ❑A Little or no alteration to water storage capacity over a majority of the streamside area
❑B ❑B Moderate alteration to water storage capacity over a majority of the streamside area
❑C ❑C Severe alteration to water storage capacity over a majority of the streamside area (examples: ditches, fill, soil compaction,
livestock disturbance, buildings, man-made levees, drainage pipes)
14. Streamside Area Water Storage — streamside area metric (skip for Size 1 streams, Tidal Marsh Streams, and B valley types)
Consider for the Left Bank (LB) and the Right Bank (RB) of the streamside area.
LB RB
❑A ❑A Majority of streamside area with depressions able to pond water >_ 6 inches deep
❑B ❑B Majority of streamside area with depressions able to pond water 3 to 6 inches deep
❑C ❑C Majority of streamside area with depressions able to pond water < 3 inches deep
15. Wetland Presence — streamside area metric (skip for Tidal Marsh Streams)
Consider for the Left Bank (LB) and the Right Bank (RB). Do not consider wetlands outside of the streamside area or within the normal
wetted perimeter of assessment reach.
LB RB
❑Y ❑Y Are wetlands present in the streamside area?
ON ON
16. Baseflow Contributors — assessment reach metric (skip for Size 4 streams and Tidal Marsh Streams)
Check all contributors within the assessment reach or within view of and draining to the assessment reach.
®A Streams and/or springs (jurisdictional discharges)
❑B Ponds (include wet detention basins; do not include sediment basins or dry detention basins)
❑C Obstruction passing flow during low -flow periods within the assessment area (beaver dam, leaky dam, bottom -release dam, weir)
❑D Evidence of bank seepage or sweating (iron in water indicates seepage)
®E Stream bed or bank soil reduced (dig through deposited sediment if present)
❑F None of the above
17. Baseflow Detractors — assessment area metric (skip for Tidal Marsh Streams)
Check all that apply.
❑A Evidence of substantial water withdrawals from the assessment reach (includes areas excavated for pump installation)
❑B Obstruction not passing flow during low -flow periods affecting the assessment reach (ex: watertight dam, sediment deposit)
❑C Urban stream (>_ 24% impervious surface for watershed)
❑D Evidence that the streamside area has been modified resulting in accelerated drainage into the assessment reach
❑E Assessment reach relocated to valley edge
OF None of the above
18. Shading — assessment reach metric (skip for Tidal Marsh Streams)
Consider aspect. Consider "leaf -on" condition.
®A Stream shading is appropriate for stream category (may include gaps associated with natural processes)
❑B Degraded (example: scattered trees)
❑C Stream shading is gone or largely absent

19. Buffer Width — streamside area metric (skip for Tidal Marsh Streams)
Consider "vegetated buffer" and "wooded buffer" separately for left bank (LB) and right bank (RB) starting at the top of bank out
to the first break.
Vegetated Wooded
LB RB LB RB
®A ®A ®A ®A >_ 100 feet wide or extends to the edge of the watershed
❑B ❑B ❑B ❑B From 50 to < 100 feet wide
❑C ❑C ❑C ❑C From 30 to < 50 feet wide
❑D ❑D ❑D ❑D From 10 to < 30 feet wide
❑E ❑E ❑E ❑E < 10 feet wide or no trees
20. Buffer Structure — streamside area metric (skip for Tidal Marsh Streams)
Consider for left bank (LB) and right bank (RB) for Metric 19 ("Vegetated" Buffer Width).
LB RB
®A ®A Mature forest
❑B ❑B Non -mature woody vegetation or modified vegetation structure
❑C ❑C Herbaceous vegetation with or without a strip of trees < 10 feet wide
❑D ❑D Maintained shrubs
❑E ❑E Little or no vegetation
21. Buffer Stressors — streamside area metric (skip for Tidal Marsh Streams)
Check all appropriate boxes for left bank (LB) and right bank (RB). Indicate if listed stressor abuts stream (Abuts), does not abut but is
within 30 feet of stream (< 30 feet), or is between 30 to 50 feet of stream (30-50 feet).
If none of the following stressors occurs on either bank, check here and skip to Metric 22:
Abuts < 30 feet 30-50 feet
LB RB LB RB LB RB
❑A ❑A ❑A ❑A ❑A ❑A Row crops
❑B ❑B ❑B ❑B ❑B ❑B Maintained turf
❑C ❑C ❑C ❑C ❑C ❑C Pasture (no livestock)/commercial horticulture
❑D ❑D ❑D ❑D ❑D ❑D Pasture (active livestock use)
22. Stem Density — streamside area metric (skip for Tidal Marsh Streams)
Consider for left bank (LB) and right bank (RB) for Metric 19 ("Wooded" Buffer Width).
LB RB
®A ®A Medium to high stem density
❑B ❑B Low stem density
❑C ❑C No wooded riparian buffer or predominantly herbaceous species or bare ground
23. Continuity of Vegetated Buffer — streamside area metric (skip for Tidal Marsh Streams)
Consider whether vegetated buffer is continuous along stream (parallel). Breaks are areas lacking vegetation > 10 feet wide.
LB RB
®A ®A The total length of buffer breaks is < 25 percent.
❑B ❑B The total length of buffer breaks is between 25 and 50 percent.
❑C ❑C The total length of buffer breaks is > 50 percent.
24. Vegetative Composition — streamside area metric (skip for Tidal Marsh Streams)
Evaluate the dominant vegetation within 100 feet of each bank or to the edge of the watershed (whichever comes first) as it contributes to
assessment reach habitat.
LB RB
®A ®A Vegetation is close to undisturbed in species present and their proportions. Lower strata composed of native species,
with non-native invasive species absent or sparse.
❑B ❑B Vegetation indicates disturbance in terms of species diversity or proportions, but is still largely composed of native
species. This may include communities of weedy native species that develop after clear -cutting or clearing or
communities with non-native invasive species present, but not dominant, over a large portion of the expected strata or
communities missing understory but retaining canopy trees.
❑C ❑C Vegetation is severely disturbed in terms of species diversity or proportions. Mature canopy is absent or communities
with non-native invasive species dominant over a large portion of expected strata or communities composed of planted
stands of non -characteristic species or communities inappropriately composed of a single species or no vegetation.
25. Conductivity —assessment reach metric (skip for all Coastal Plain streams)
25a. ❑Yes ®No Was conductivity measurement recorded?
If No, select one of the following reasons. ❑No Water ❑Other:
25b. Check the box corresponding to the conductivity measurement (units of microsiemens per centimeter).
❑A < 46 ❑B 46 to < 67 ❑C 67 to < 79 ❑D 79 to < 230 ❑E >_ 230
Notes/Sketch

Draft INC SAM Stream Rating Sheet
Accompanies User Manual Version 2.1
Stream Site Name CLT10 SC Date of Assessment 11/10/2022
Stream Category Pb1 Assessor Name/Organization T.Walker/M Ruiz/ A Coleman
Notes of Field Assessment Form (Y/N)
NO
Presence of regulatory considerations (Y/N)
NO
Additional stream information/supplementary measurements included (Y/N)
NC SAM feature type (perennial, intermittent, Tidal Marsh Stream)
Perennial
USACE/ NCDWR
Function Class Rating Summary
All Streams Intermittent
(1) Hydrology
MEDIUM
(2) Baseflow
HIGH
(2) Flood Flow
MEDIUM
(3) Streamside Area Attenuation
HIGH
(4) Floodplain Access
HIGH
(4) Wooded Riparian Buffer
HIGH
(4) Microtopography
NA
(3) Stream Stability
LOW
(4) Channel Stability
HIGH
(4) Sediment Transport
LOW
(4) Stream Geomorphology
LOW
(2) Stream/Intertidal Zone Interaction
NA
(2) Longitudinal Tidal Flow
NA
(2) Tidal Marsh Stream Stability
NA
(3) Tidal Marsh Channel Stability
NA
(3) Tidal Marsh Stream Geomorphology
NA
(1) Water Quality
MEDIUM
(2) Baseflow
HIGH
(2) Streamside Area Vegetation
HIGH
(3) Upland Pollutant Filtration
HIGH
(3) Thermoregulation
HIGH
(2) Indicators of Stressors
NO
(2) Aquatic Life Tolerance
LOW
(2) Intertidal Zone Filtration
NA
(1) Habitat
HIGH
(2) In -stream Habitat
HIGH
(3) Baseflow
HIGH
(3) Substrate
HIGH
(3) Stream Stability
MEDIUM
(3) In -stream Habitat
HIGH
(2) Stream -side Habitat
HIGH
(3) Stream -side Habitat
HIGH
(3) Thermoregulation
HIGH
(2) Tidal Marsh In -stream Habitat
NA
(3) Flow Restriction
NA
(3) Tidal Marsh Stream Stability
NA
(4) Tidal Marsh Channel Stability
NA
(4) Tidal Marsh Stream Geomorphology
NA
(3) Tidal Marsh In -stream Habitat
NA
(2) Intertidal Zone
NA
Overall
MEDIUM

NC SAM FIELD ASSESSMENT RESULTS
Hccomnanies user ivianuai version z.i
I USACE AID #: NCDWR #: I
INSTRUCTIONS: Attach a sketch of the assessment area and photographs. Attach a copy of the USGS 7.5-minute topographic quadrangle,
and circle the location of the stream reach under evaluation. If multiple stream reaches will be evaluated on the same property, identify and
number all reaches on the attached map, and include a separate form for each reach. See the NC SAM User Manual for detailed descriptions
and explanations of requested information. Record in the "Notes/Sketch" section if supplementary measurements were performed. See the
NC SAM User Manual for examples of additional measurements that may be relevant.
NOTE EVIDENCE OF STRESSORS AFFECTING THE ASSESSMENT AREA (do not need to be within the assessment area).
PROJECT/SITE INFORMATION:
1. Project name (if any):
CLT10
3. Applicant/owner name:
Microsoft
5. County:
Catawba
7. River basin:
Catawba
Date of evaluation: 11/10/2022
Assessor name/organization: T.Walker/M Ruiz/ A Coleman
Nearest named water body
on USGS 7.5-minute quad: Clark Creek
8. Site coordinates (decimal degrees, at lower end of assessment reach): 35.595055,-81.228903
STREAM INFORMATION: (depth and width can be approximations)
9. Site number (show on attached map): SC-int 10. Length of assessment reach evaluated (feet): 100
11. Channel depth from bed (in riffle, if present) to top of bank (feet): 2 ❑Unable to assess channel depth.
12. Channel width at top of bank (feet): 4 13. Is assessment reach a swamp steam? ❑Yes ❑No
14. Feature type: ❑Perennial flow ®Intermittent flow ❑Tidal Marsh Stream
STREAM CATEGORY INFORMATION:
15. NC SAM Zone: ❑ Mountains (M) ® Piedmont (P) ❑ Inner Coastal Plain (1) ❑ Outer Coastal Plain (0)
16. Estimated geomorphic ❑A` J ®B
valley shape (skip for
Tidal Marsh Stream): (more sinuous stream, flatter valley slope) (less sinuous stream, steeper valley slope)
17. Watershed size: (skip ®Size 1 (< 0.1 mi2) ❑Size 2 (0.1 to < 0.5 mil) ❑Size 3 (0.5 to < 5 mil) ❑Size 4 (>_ 5 mil)
for Tidal Marsh Stream)
ADDITIONAL INFORMATION:
18. Were regulatory considerations evaluated? ®Yes ❑No If Yes, check all that apply to the assessment area.
❑Section 10 water ❑Classified Trout Waters ❑Water Supply Watershed (❑l ❑II ❑III ❑IV ❑V)
❑Essential Fish Habitat ❑Primary Nursery Area ❑ High Quality Waters/Outstanding Resource Waters
❑Publicly owned property ❑NCDWR Riparian buffer rule in effect ❑Nutrient Sensitive Waters
❑Anadromous fish ❑303(d) List ❑CAMA Area of Environmental Concern (AEC)
❑Documented presence of a federal and/or state listed protected species within the assessment area.
List species:
❑Designated Critical Habitat (list species)
19. Are additional stream information/supplementary measurements included in "Notes/Sketch" section or attached? ®Yes ❑No
1. Channel Water — assessment reach metric (skip for Size 1 streams and Tidal Marsh Streams)
❑A Water throughout assessment reach.
❑B No flow, water in pools only.
❑C No water in assessment reach.
2. Evidence of Flow Restriction — assessment reach metric
❑A At least 10% of assessment reach in -stream habitat or riffle -pool sequence is severely affected by a flow restriction or fill to the
point of obstructing flow or a channel choked with aquatic macrophytes or ponded water or impoundment on flood or ebb within
the assessment reach (examples: undersized or perched culverts, causeways that constrict the channel, tidal gates, debris jams,
beaver dams).
®B Not
3. Feature Pattern — assessment reach metric
®A A majority of the assessment reach has altered pattern (examples: straightening, modification above or below culvert).
❑B Not
4. Feature Longitudinal Profile — assessment reach metric
®A Majority of assessment reach has a substantially altered stream profile (examples: channel down -cutting, existing damming, over
widening, active aggradation, dredging, and excavation where appropriate channel profile has not reformed from any of these
disturbances).
❑B Not
5. Signs of Active Instability — assessment reach metric
Consider only current instability, not past events from which the stream has currently recovered. Examples of instability include
active bank failure, active channel down -cutting (head -cut), active widening, and artificial hardening (such as concrete, gabion, rip -rap).
®A < 10% of channel unstable
❑B 10 to 25% of channel unstable
❑C > 25% of channel unstable

Streamside Area Interaction — streamside area metric
Consider for the Left Bank (LB) and the Right Bank (RB).
LB RB
❑A ❑A Little or no evidence of conditions that adversely affect reference interaction
®B ®B Moderate evidence of conditions (examples: berms, levees, down -cutting, aggradation, dredging) that adversely affect
reference interaction (examples: limited streamside area access, disruption of flood flows through streamside area, leaky
or intermittent bulkheads, causeways with floodplain constriction, minor ditching [including mosquito ditching])
❑C ❑C Extensive evidence of conditions that adversely affect reference interaction (little to no floodplain/intertidal zone access
[examples: causeways with floodplain and channel constriction, bulkheads, retaining walls, fill, stream incision, disruption
of flood flows through streamside area] or too much floodplain/intertidal zone access [examples: impoundments, intensive
mosquito ditching]) or floodplain/intertidal zone unnaturally absent or assessment reach is a man-made feature on an
interstream divide
Water Quality Stressors — assessment reach/intertidal zone metric
Check all that apply.
❑A Discolored water in stream or intertidal zone (milky white, blue, unnatural water discoloration, oil sheen, stream foam)
❑B Excessive sedimentation (burying of stream features or intertidal zone)
❑C Noticeable evidence of pollutant discharges entering the assessment reach and causing a water quality problem
❑D Odor (not including natural sulfide odors)
❑E Current published or collected data indicating degraded water quality in the assessment reach. Cite source in "Notes/Sketch"
section.
❑F Livestock with access to stream or intertidal zone
❑G Excessive algae in stream or intertidal zone
❑H Degraded marsh vegetation in the intertidal zone (removal, burning, regular mowing, destruction, etc)
❑I Other: (explain in "Notes/Sketch" section)
®J Little to no stressors
8. Recent Weather — watershed metric (skip for Tidal Marsh Streams)
For Size 1 or 2 streams, D1 drought or higher is considered a drought; for Size 3 or 4 streams, D2 drought or higher is considered a drought.
❑A Drought conditions and no rainfall or rainfall not exceeding 1 inch within the last 48 hours
❑B Drought conditions and rainfall exceeding 1 inch within the last 48 hours
®C No drought conditions
9. Large or Dangerous Stream — assessment reach metric
❑Yes ®No Is stream is too large or dangerous to assess? If Yes, skip to Metric 13 (Streamside Area Ground Surface Condition).
10. Natural In -stream Habitat Types —assessment reach metric
10a. ❑Yes ®No Degraded in -stream habitat over majority of the assessment reach (examples of stressors include excessive
sedimentation, mining, excavation, in -stream hardening [for example, rip -rap], recent dredging, and snagging)
(evaluate for Size 4 Coastal Plain streams only, then skip to Metric 12)
10b. Check all that occur (occurs if > 5% coverage of assessment reach) (skip for Size 4 Coastal Plain streams)
❑A
Multiple aquatic macrophytes and aquatic mosses
F, W
❑F
5% oysters or other natural hard bottoms
(include liverworts, lichens, and algal mats)
2 E
❑G
Submerged aquatic vegetation
®B
Multiple sticks and/or leaf packs and/or emergent
o w
❑H
Low -tide refugia (pools)
vegetation
Y r
❑I
Sand bottom
❑C
Multiple snags and logs (including lap trees)
r
❑J
5% vertical bank along the marsh
❑D
5% undercut banks and/or root mats and/or roots
0 :5
❑K
Little or no habitat
in banks extend to the normal wetted perimeter
❑E
Little or no habitat
***************************** 'REMAINING QUESTIONS ARE NOT APPLICABLE FOR TIDAL MARSH STREAMS****************************
11. Bedform and Substrate —assessment reach metric (skip for Size 4 Coastal Plain streams and Tidal Marsh Streams)
11 a. ❑Yes ®No Is assessment reach in a natural sand -bed stream? (skip for Coastal Plain streams)
11 b. Bedform evaluated. Check the appropriate box(es).
®A Riffle -run section (evaluate 11c)
❑B Pool -glide section (evaluate 11d)
❑C Natural bedform absent (skip to Metric 12, Aquatic Life)
11c. In riffle sections, check all that occur below the normal wetted perimeter of the assessment reach — whether or not submerged. Check
at least one box in each row (skip for Size 4 Coastal Plain streams and Tidal Marsh Streams). Not Present (NP) = absent, Rare
(R) = present but < 10%, Common (C) _ > 10-40%, Abundant (A) _ > 40-70%, Predominant (P) _ > 70%. Cumulative percentages
should not exceed 100% for each assessment reach.
NP R C A P
® ❑ ❑ ❑ ❑ Bedrock/saprolite
® ❑ ❑ ❑ ❑ Boulder (256 — 4096 mm)
® ❑ ❑ ❑ ❑ Cobble (64 — 256 mm)
❑ ® ❑ ❑ ❑ Gravel (2 — 64 mm)
❑ ❑ ® ❑ ❑ Sand (.062 — 2 mm)
❑ ❑ ® ❑ ❑ Silt/clay (< 0.062 mm)
❑ ® ❑ ❑ ❑ Detritus
® ❑ ❑ ❑ ❑ Artificial (rip -rap, concrete, etc.)
11 d. ❑Yes ❑No Are pools filled with sediment? (skip for Size 4 Coastal Plain streams and Tidal Marsh Streams)

12. Aquatic Life — assessment reach metric (skip for Tidal Marsh Streams)
12a. ®Yes ❑No Was an in -stream aquatic life assessment performed as described in the User Manual?
If No, select one of the following reasons and skip to Metric 13. ❑No Water ❑Other:
12b. ❑Yes ®No Are aquatic organisms present in the assessment reach (look in riffles, pools, then snags)? If Yes, check all that
apply. If No, skip to Metric 13.
1 >1 Numbers over columns refer to "individuals" for Size 1 and 2 streams and "taxa" for Size 3 and 4 streams.
❑ ❑Adult frogs
❑ ❑Aquatic reptiles
❑ ❑Aquatic macrophytes and aquatic mosses (include liverworts, lichens, and algal mats)
❑ ❑Beetles
❑ ❑Caddisfly larvae (T)
❑ ❑Asian clam (Corbicula)
❑ ❑Crustacean (isopod/amphipod/crayfish/shrimp)
❑ ❑Damselfly and dragonfly larvae
❑ ❑Dipterans
❑ ❑Mayfly larvae (E)
❑ ❑Megaloptera (alderfly, fishfly, dobsonfly larvae)
❑ ❑Midges/mosquito larvae
❑ ❑Mosquito fish (Gambusia) or mud minnows (Umbra pygmaea)
❑ ❑Mussels/Clams (not Corbicula)
❑ ❑Other fish
❑ ❑ Sal amanders/tadpoles
❑ ❑Snails
❑ ❑Stonefly larvae (P)
❑ ❑Tipulid larvae
❑ ❑Worms/leeches
13. Streamside Area Ground Surface Condition — streamside area metric (skip for Tidal Marsh Streams and B valley types)
Consider for the Left Bank (LB) and the Right Bank (RB). Consider storage capacity with regard to both overbank flow and upland runoff.
LB RB
❑A ❑A Little or no alteration to water storage capacity over a majority of the streamside area
❑B ❑B Moderate alteration to water storage capacity over a majority of the streamside area
❑C ❑C Severe alteration to water storage capacity over a majority of the streamside area (examples: ditches, fill, soil compaction,
livestock disturbance, buildings, man-made levees, drainage pipes)
14. Streamside Area Water Storage — streamside area metric (skip for Size 1 streams, Tidal Marsh Streams, and B valley types)
Consider for the Left Bank (LB) and the Right Bank (RB) of the streamside area.
LB RB
❑A ❑A Majority of streamside area with depressions able to pond water >_ 6 inches deep
❑B ❑B Majority of streamside area with depressions able to pond water 3 to 6 inches deep
❑C ❑C Majority of streamside area with depressions able to pond water < 3 inches deep
15. Wetland Presence — streamside area metric (skip for Tidal Marsh Streams)
Consider for the Left Bank (LB) and the Right Bank (RB). Do not consider wetlands outside of the streamside area or within the normal
wetted perimeter of assessment reach.
LB RB
❑Y ❑Y Are wetlands present in the streamside area?
®N ®N
16. Baseflow Contributors — assessment reach metric (skip for Size 4 streams and Tidal Marsh Streams)
Check all contributors within the assessment reach or within view of and draining to the assessment reach.
❑A Streams and/or springs (jurisdictional discharges)
❑B Ponds (include wet detention basins; do not include sediment basins or dry detention basins)
❑C Obstruction passing flow during low -flow periods within the assessment area (beaver dam, leaky dam, bottom -release dam, weir)
❑D Evidence of bank seepage or sweating (iron in water indicates seepage)
®E Stream bed or bank soil reduced (dig through deposited sediment if present)
❑F None of the above
17. Baseflow Detractors — assessment area metric (skip for Tidal Marsh Streams)
Check all that apply.
❑A Evidence of substantial water withdrawals from the assessment reach (includes areas excavated for pump installation)
❑B Obstruction not passing flow during low -flow periods affecting the assessment reach (ex: watertight dam, sediment deposit)
❑C Urban stream (>_ 24% impervious surface for watershed)
❑D Evidence that the streamside area has been modified resulting in accelerated drainage into the assessment reach
❑E Assessment reach relocated to valley edge
®F None of the above
18. Shading — assessment reach metric (skip for Tidal Marsh Streams)
Consider aspect. Consider "leaf -on" condition.
®A Stream shading is appropriate for stream category (may include gaps associated with natural processes)
❑B Degraded (example: scattered trees)
❑C Stream shading is gone or largely absent

19. Buffer Width — streamside area metric (skip for Tidal Marsh Streams)
Consider "vegetated buffer" and "wooded buffer" separately for left bank (LB) and right bank (RB) starting at the top of bank out
to the first break.
Vegetated Wooded
LB RB LB RB
®A ®A ®A ®A >_ 100 feet wide or extends to the edge of the watershed
❑B ❑B ❑B ❑B From 50 to < 100 feet wide
❑C ❑C ❑C ❑C From 30 to < 50 feet wide
❑D ❑D ❑D ❑D From 10 to < 30 feet wide
❑E ❑E ❑E ❑E < 10 feet wide or no trees
20. Buffer Structure — streamside area metric (skip for Tidal Marsh Streams)
Consider for left bank (LB) and right bank (RB) for Metric 19 ("Vegetated" Buffer Width).
LB RB
®A ®A Mature forest
❑B ❑B Non -mature woody vegetation or modified vegetation structure
❑C ❑C Herbaceous vegetation with or without a strip of trees < 10 feet wide
❑D ❑D Maintained shrubs
❑E ❑E Little or no vegetation
21. Buffer Stressors — streamside area metric (skip for Tidal Marsh Streams)
Check all appropriate boxes for left bank (LB) and right bank (RB). Indicate if listed stressor abuts stream (Abuts), does not abut but is
within 30 feet of stream (< 30 feet), or is between 30 to 50 feet of stream (30-50 feet).
If none of the following stressors occurs on either bank, check here and skip to Metric 22:
Abuts < 30 feet 30-50 feet
LB RB LB RB LB RB
❑A ❑A ❑A ❑A ❑A ❑A Row crops
❑B ❑B ❑B ❑B ❑B ❑B Maintained turf
❑C ❑C ❑C ❑C ❑C ❑C Pasture (no livestock)/commercial horticulture
❑D ❑D ❑D ❑D ❑D ❑D Pasture (active livestock use)
22. Stem Density — streamside area metric (skip for Tidal Marsh Streams)
Consider for left bank (LB) and right bank (RB) for Metric 19 ("Wooded" Buffer Width).
LB RB
®A ®A Medium to high stem density
❑B ❑B Low stem density
❑C ❑C No wooded riparian buffer or predominantly herbaceous species or bare ground
23. Continuity of Vegetated Buffer — streamside area metric (skip for Tidal Marsh Streams)
Consider whether vegetated buffer is continuous along stream (parallel). Breaks are areas lacking vegetation > 10 feet wide.
LB RB
®A ®A The total length of buffer breaks is < 25 percent.
❑B ❑B The total length of buffer breaks is between 25 and 50 percent.
❑C ❑C The total length of buffer breaks is > 50 percent.
24. Vegetative Composition — streamside area metric (skip for Tidal Marsh Streams)
Evaluate the dominant vegetation within 100 feet of each bank or to the edge of the watershed (whichever comes first) as it contributes to
assessment reach habitat.
LB RB
®A ®A Vegetation is close to undisturbed in species present and their proportions. Lower strata composed of native species,
with non-native invasive species absent or sparse.
❑B ❑B Vegetation indicates disturbance in terms of species diversity or proportions, but is still largely composed of native
species. This may include communities of weedy native species that develop after clear -cutting or clearing or
communities with non-native invasive species present, but not dominant, over a large portion of the expected strata or
communities missing understory but retaining canopy trees.
❑C ❑C Vegetation is severely disturbed in terms of species diversity or proportions. Mature canopy is absent or communities
with non-native invasive species dominant over a large portion of expected strata or communities composed of planted
stands of non -characteristic species or communities inappropriately composed of a single species or no vegetation.
25. Conductivity —assessment reach metric (skip for all Coastal Plain streams)
25a. ❑Yes ®No Was conductivity measurement recorded?
If No, select one of the following reasons. ❑No Water ❑Other:
25b. Check the box corresponding to the conductivity measurement (units of microsiemens per centimeter).
❑A < 46 ❑B 46 to < 67 ❑C 67 to < 79 ❑D 79 to < 230 ❑E >_ 230
Notes/Sketch:
This section of SC has been straightened in the past. Riparian zone is forested and made of primarily successional native vegetation

Draft INC SAM Stream Rating Sheet
Accompanies User Manual Version 2.1
Stream Site Name CLT10 SC Int Date of Assessment 11/10/2022
Stream Category Pb1 Assessor Name/Organization T.Walker/M Ruiz/ A Coleman
Notes of Field Assessment Form (Y/N)
YES
Presence of regulatory considerations (Y/N)
NO
Additional stream information/supplementary measurements included (Y/N)
YES
NC SAM feature type (perennial, intermittent, Tidal Marsh Stream)
Intermittent
USACE/
NCDWR
Function Class Rating Summary
All Streams
Intermittent
(1) Hydrology
LOW
LOW
(2) Baseflow
HIGH
HIGH
(2) Flood Flow
LOW
LOW
(3) Streamside Area Attenuation
MEDIUM
MEDIUM
(4) Floodplain Access
MEDIUM
MEDIUM
(4) Wooded Riparian Buffer
HIGH
HIGH
(4) Microtopography
NA
NA
(3) Stream Stability
LOW
LOW
(4) Channel Stability
HIGH
HIGH
(4) Sediment Transport
LOW
LOW
(4) Stream Geomorphology
LOW
LOW
(2) Stream/Intertidal Zone Interaction
NA
NA
(2) Longitudinal Tidal Flow
NA
NA
(2) Tidal Marsh Stream Stability
NA
NA
(3) Tidal Marsh Channel Stability
NA
NA
(3) Tidal Marsh Stream Geomorphology
NA
NA
(1) Water Quality
MEDIUM
MEDIUM
(2) Baseflow
HIGH
HIGH
(2) Streamside Area Vegetation
HIGH
HIGH
(3) Upland Pollutant Filtration
HIGH
HIGH
(3) Thermoregulation
HIGH
HIGH
(2) Indicators of Stressors
NO
NO
(2) Aquatic Life Tolerance
LOW
NA
(2) Intertidal Zone Filtration
NA
NA
(1) Habitat
MEDIUM
HIGH
(2) In -stream Habitat
LOW
MEDIUM
(3) Baseflow
HIGH
HIGH
(3) Substrate
LOW
LOW
(3) Stream Stability
MEDIUM
MEDIUM
(3) In -stream Habitat
LOW
HIGH
(2) Stream -side Habitat
HIGH
HIGH
(3) Stream -side Habitat
HIGH
HIGH
(3) Thermoregulation
HIGH
HIGH
(2) Tidal Marsh In -stream Habitat
NA
NA
(3) Flow Restriction
NA
NA
(3) Tidal Marsh Stream Stability
NA
NA
(4) Tidal Marsh Channel Stability
NA
NA
(4) Tidal Marsh Stream Geomorphology
NA
NA
(3) Tidal Marsh In -stream Habitat
NA
NA
(2) Intertidal Zone
NA
NA
Overall
MEDIUM
MEDIUM

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
APPENDIX D
SOILS

USDA United States
Department of
Agriculture
N RCS
Natural
Resources
Conservation
Service
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Catawba County,
North Carolina
CLT10
April 4, 2023

Preface
Soil surveys contain information that affects land use planning in survey areas.
They highlight soil limitations that affect various land uses and provide information
about the properties of the soils in the survey areas. Soil surveys are designed for
many different users, including farmers, ranchers, foresters, agronomists, urban
planners, community officials, engineers, developers, builders, and home buyers.
Also, conservationists, teachers, students, and specialists in recreation, waste
disposal, and pollution control can use the surveys to help them understand,
protect, or enhance the environment.
Various land use regulations of Federal, State, and local governments may impose
special restrictions on land use or land treatment. Soil surveys identify soil
properties that are used in making various land use or land treatment decisions.
The information is intended to help the land users identify and reduce the effects of
soil limitations on various land uses. The landowner or user is responsible for
identifying and complying with existing laws and regulations.
Although soil survey information can be used for general farm, local, and wider area
planning, onsite investigation is needed to supplement this information in some
cases. Examples include soil quality assessments (http://www.nres.usda.gov/wps/
portal/nres/main/soils/health/) and certain conservation and engineering
applications. For more detailed information, contact your local USDA Service Center
(https:Hoffices.sc.egov.usda.gov/locator/app?agency=nres) or your NRCS State Soil
Scientist (http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/?
cid=nres142p2_053951).
Great differences in soil properties can occur within short distances. Some soils are
seasonally wet or subject to flooding. Some are too unstable to be used as a
foundation for buildings or roads. Clayey or wet soils are poorly suited to use as
septic tank absorption fields. A high water table makes a soil poorly suited to
basements or underground installations.
The National Cooperative Soil Survey is a joint effort of the United States
Department of Agriculture and other Federal agencies, State agencies including the
Agricultural Experiment Stations, and local agencies. The Natural Resources
Conservation Service (NRCS) has leadership for the Federal part of the National
Cooperative Soil Survey.
Information about soils is updated periodically. Updated information is available
through the NRCS Web Soil Survey, the site for official soil survey information.
The U.S. Department of Agriculture (USDA) prohibits discrimination in all its
programs and activities on the basis of race, color, national origin, age, disability,
and where applicable, sex, marital status, familial status, parental status, religion,
sexual orientation, genetic information, political beliefs, reprisal, or because all or a
part of an individual's income is derived from any public assistance program. (Not
all prohibited bases apply to all programs.) Persons with disabilities who require

alternative means for communication of program information (Braille, large print,
audiotape, etc.) should contact USDA's TARGET Center at [phone] (voice
and TDD). To file a complaint of discrimination, write to USDA, Director, Office of
Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or
call [phone] (voice) or [phone] (TDD). USDA is an equal opportunity
provider and employer.

Contents
Preface.............................................................................................................. .
How Soil Surveys Are Made............................................................................
SoilMap.............................................................................................................
SoilMap..........................................................................................................
Legend............................................................................................................
MapUnit Legend.............................................................................................
MapUnit Descriptions.....................................................................................
Catawba County, North Carolina.................................................................
BuB—Buncombe loamy sand, 0 to 5 percent slopes, frequently flooded
ChA—Chewacla loam, 0 to 2 percent slopes, frequently flooded............
CoA—Congaree loam, 0 to 2 percent slopes, frequently flooded............
DoB—Dorian fine sandy loam, 0 to 6 percent slopes, rarely flooded......
LcB—Lloyd loam, 2 to 6 percent slopes ..................................................
LcC—Lloyd loam, 6 to 10 percent slopes ................................................
LcD—Lloyd loam, 10 to 15 percent slopes ..............................................
LdB2—Lloyd clay loam, 2 to 6 percent slopes, moderately eroded.........
LdC2—Lloyd clay loam, 6 to 10 percent slopes, moderately eroded......
MhE2—Madison-Bethlehem complex, 10 to 25 percent slopes,
moderately eroded............................................................................
PaE3—Pacolet clay loam, 10 to 25 percent slopes, severely eroded.....
PeE—Pacolet soils, 10 to 25 percent slopes ...........................................
RkA—Roanoke loam, 0 to 2 percent slopes, occasionally flooded.........
References........................................................................................................
.2
..5
.8
..9
10
11
11
14
14
15
16
17
18
19
20
21
22
23
25
26
27
29

How Soil Surveys Are Made
Soil surveys are made to provide information about the soils and miscellaneous
areas in a specific area. They include a description of the soils and miscellaneous
areas and their location on the landscape and tables that show soil properties and
limitations affecting various uses. Soil scientists observed the steepness, length,
and shape of the slopes; the general pattern of drainage; the kinds of crops and
native plants; and the kinds of bedrock. They observed and described many soil
profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The
profile extends from the surface down into the unconsolidated material in which the
soil formed or from the surface down to bedrock. The unconsolidated material is
devoid of roots and other living organisms and has not been changed by other
biological activity.
Currently, soils are mapped according to the boundaries of major land resource
areas (MLRAs). MLRAs are geographically associated land resource units that
share common characteristics related to physiography, geology, climate, water
resources, soils, biological resources, and land uses (USDA, 2006). Soil survey
areas typically consist of parts of one or more MLRA.
The soils and miscellaneous areas in a survey area occur in an orderly pattern that
is related to the geology, landforms, relief, climate, and natural vegetation of the
area. Each kind of soil and miscellaneous area is associated with a particular kind
of landform or with a segment of the landform. By observing the soils and
miscellaneous areas in the survey area and relating their position to specific
segments of the landform, a soil scientist develops a concept, or model, of how they
were formed. Thus, during mapping, this model enables the soil scientist to predict
with a considerable degree of accuracy the kind of soil or miscellaneous area at a
specific location on the landscape.
Commonly, individual soils on the landscape merge into one another as their
characteristics gradually change. To construct an accurate soil map, however, soil
scientists must determine the boundaries between the soils. They can observe only
a limited number of soil profiles. Nevertheless, these observations, supplemented
by an understanding of the soil -vegetation -landscape relationship, are sufficient to
verify predictions of the kinds of soil in an area and to determine the boundaries.
Soil scientists recorded the characteristics of the soil profiles that they studied. They
noted soil color, texture, size and shape of soil aggregates, kind and amount of rock
fragments, distribution of plant roots, reaction, and other features that enable them
to identify soils. After describing the soils in the survey area and determining their
properties, the soil scientists assigned the soils to taxonomic classes (units).
Taxonomic classes are concepts. Each taxonomic class has a set of soil
characteristics with precisely defined limits. The classes are used as a basis for
comparison to classify soils systematically. Soil taxonomy, the system of taxonomic
classification used in the United States, is based mainly on the kind and character
of soil properties and the arrangement of horizons within the profile. After the soil

Custom Soil Resource Report
scientists classified and named the soils in the survey area, they compared the
individual soils with similar soils in the same taxonomic class in other areas so that
they could confirm data and assemble additional data based on experience and
research.
The objective of soil mapping is not to delineate pure map unit components; the
objective is to separate the landscape into landforms or landform segments that
have similar use and management requirements. Each map unit is defined by a
unique combination of soil components and/or miscellaneous areas in predictable
proportions. Some components may be highly contrasting to the other components
of the map unit. The presence of minor components in a map unit in no way
diminishes the usefulness or accuracy of the data. The delineation of such
landforms and landform segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, onsite
investigation is needed to define and locate the soils and miscellaneous areas.
Soil scientists make many field observations in the process of producing a soil map.
The frequency of observation is dependent upon several factors, including scale of
mapping, intensity of mapping, design of map units, complexity of the landscape,
and experience of the soil scientist. Observations are made to test and refine the
soil -landscape model and predictions and to verify the classification of the soils at
specific locations. Once the soil -landscape model is refined, a significantly smaller
number of measurements of individual soil properties are made and recorded.
These measurements may include field measurements, such as those for color,
depth to bedrock, and texture, and laboratory measurements, such as those for
content of sand, silt, clay, salt, and other components. Properties of each soil
typically vary from one point to another across the landscape.
Observations for map unit components are aggregated to develop ranges of
characteristics for the components. The aggregated values are presented. Direct
measurements do not exist for every property presented for every map unit
component. Values for some properties are estimated from combinations of other
properties.
While a soil survey is in progress, samples of some of the soils in the area generally
are collected for laboratory analyses and for engineering tests. Soil scientists
interpret the data from these analyses and tests as well as the field -observed
characteristics and the soil properties to determine the expected behavior of the
soils under different uses. Interpretations for all of the soils are field tested through
observation of the soils in different uses and under different levels of management.
Some interpretations are modified to fit local conditions, and some new
interpretations are developed to meet local needs. Data are assembled from other
sources, such as research information, production records, and field experience of
specialists. For example, data on crop yields under defined levels of management
are assembled from farm records and from field or plot experiments on the same
kinds of soil.
Predictions about soil behavior are based not only on soil properties but also on
such variables as climate and biological activity. Soil conditions are predictable over
long periods of time, but they are not predictable from year to year. For example,
soil scientists can predict with a fairly high degree of accuracy that a given soil will
have a high water table within certain depths in most years, but they cannot predict
that a high water table will always be at a specific level in the soil on a specific date.
After soil scientists located and identified the significant natural bodies of soil in the
survey area, they drew the boundaries of these bodies on aerial photographs and

Custom Soil Resource Report
identified each as a specific map unit. Aerial photographs show trees, buildings,
fields, roads, and rivers, all of which help in locating boundaries accurately.

Soil Map
The soil map section includes the soil map for the defined area of interest, a list of
soil map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.

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Custom Soil Resource Report
Map Unit Legend
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
BuB
Buncombe loamy sand, 0 to 5
2.8
1.0%
percent slopes, frequently
flooded
ChA
Chewacla loam, 0 to 2 percent
18.0
6.2%
slopes, frequently flooded
CoA
Congaree loam, 0 to 2 percent
18.7
6.4%
slopes, frequently flooded
DoB
Dorian fine sandy loam, 0 to 6
15.1
5.2%
percent slopes, rarely flooded
LcB
Lloyd loam, 2 to 6 percent
66.9
22.9%
slopes
LcC
Lloyd loam, 6 to 10 percent
44.1
15.1 %
slopes
LcD
Lloyd loam, 10 to 15 percent
4.2
1.4%
slopes
LdB2
Lloyd clay loam, 2 to 6 percent
2.0
0.7%
slopes, moderately eroded
LdC2
Lloyd clay loam, 6 to 10 percent
31.2
10.7%
slopes, moderately eroded
MhE2
Madison -Bethlehem complex,
16.9
5.8%
10 to 25 percent slopes,
moderately eroded
PaE3
Paco let clay loam, 10 to 25
64.1
21.9%
percent slopes, severely
eroded
PeE
Pacolet soils, 10 to 25 percent
3.0
1.0%
slopes
RkA
Roanoke loam, 0 to 2 percent
5.3
1.8%
slopes, occasionally flooded
Totals for Area of Interest
292.6
100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
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Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
pure taxonomic classes but rather to separate the landscape into Iandforms or
Iandform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, however,
onsite investigation is needed to define and locate the soils and miscellaneous
areas.
An identifying symbol precedes the map unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major
horizons that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness,
salinity, degree of erosion, and other characteristics that affect their use. On the
basis of such differences, a soil series is divided into soil phases. Most of the areas
shown on the detailed soil maps are phases of soil series. The name of a soil phase
commonly indicates a feature that affects use or management. For example, Alpha
silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
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Custom Soil Resource Report
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha -Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas, or it can be made
up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation. Rock outcrop is an example.
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Catawba County, North Carolina
BuB—Buncombe loamy sand, 0 to 5 percent slopes, frequently flooded
Map Unit Setting
National map unit symbol. 2mlww
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Not prime farmland
Map Unit Composition
Buncombe and similar soils: 95 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Buncombe
Setting
Landform: Natural levees on flood plains
Down -slope shape: Convex
Across -slope shape: Convex
Parent material: Sandy alluvium derived from igneous and metamorphic rock
Typical profile
Ap - 0 to 10 inches: loamy sand
C1 - 10 to 55 inches: sand
C2 - 55 to 80 inches: sandy loam
Properties and qualities
Slope: 0 to 5 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Excessively drained
Runoff class: Negligible
Capacity of the most limiting layer to transmit water (Ksat): High to very high (1.98
to 19.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: FrequentNone
Frequency of ponding: None
Available water supply, 0 to 60 inches: Low (about 3.4 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 5w
Hydrologic Soil Group: A
Ecological site: F136XY630GA - Flood plain levee forest, sandy
Hydric soil rating: No
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ChA—Chewacla loam, 0 to 2 percent slopes, frequently flooded
Map Unit Setting
National map unit symbol: 2vy6r
Elevation: 330 to 660 feet
Mean annual precipitation: 39 to 47 inches
Mean annual air temperature: 55 to 63 degrees F
Frost -free period: 200 to 250 days
Farmland classification: Prime farmland if drained and either protected from flooding
or not frequently flooded during the growing season
Map Unit Composition
Chewacla, frequently flooded, and similar soils: 90 percent
Minor components: 5 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Chewacla, Frequently Flooded
Setting
Landform: Flood plains
Landform position (two-dimensional): Toeslope
Landform position (three-dimensional): Tread, talf
Down -slope shape: Linear
Across -slope shape: Linear
Parent material: Loamy alluvium derived from igneous and metamorphic rock
Typical profile
Ap - 0 to 6 inches: loam
Bw - 6 to 52 inches: sandy clay loam
Cg - 52 to 80 inches: stratified sandy loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Somewhat poorly drained
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.20 to 2.00 in/hr)
Depth to water table: About 6 to 24 inches
Frequency of flooding: FrequentNone
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 7.6 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4w
Hydrologic Soil Group: B/D
Ecological site: F136XY610GA - Flood plain forest, wet
Hydric soil rating: No
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Minor Components
Wehadkee, frequently flooded
Percent of map unit. 5 percent
Landform: Flood plains
Landform position (two-dimensional): Toeslope
Landform position (three-dimensional): Tread, talf
Down -slope shape: Linear
Across -slope shape: Linear
Hydric soil rating: Yes
CoA—Congaree loam, 0 to 2 percent slopes, frequently flooded
Map Unit Setting
National map unit symbol: 2mlxx
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Prime farmland if protected from flooding or not frequently
flooded during the growing season
Map Unit Composition
Congaree and similar soils: 85 percent
Minor components: 3 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Congaree
Setting
Landform: Flood plains
Down -slope shape: Linear
Across -slope shape: Linear
Parent material: Loamy alluvium derived from igneous and metamorphic rock
Typical profile
Ap - 0 to 10 inches: loam
C - 10 to 80 inches: loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Moderately well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: About 30 to 48 inches
Frequency of flooding: FrequentNone
Frequency of ponding: None
Available water supply, 0 to 60 inches: High (about 9.6 inches)
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Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3w
Hydrologic Soil Group: C
Ecological site: F136XY620GA - Flood plain forest, moist
Hydric soil rating: No
Minor Components
Wehadkee, undrained
Percent of map unit: 3 percent
Landform: Depressions on flood plains
Down -slope shape: Concave
Across -slope shape: Linear
Hydric soil rating: Yes
DoB—Dorian fine sandy loam, 0 to 6 percent slopes, rarely flooded
Map Unit Setting
National map unit symbol: 2mlwg
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Dorian and similar soils: 90 percent
Minor components: 3 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Dorian
Setting
Landform: Flats on stream terraces
Landform position (three-dimensional): Tread
Down -slope shape: Concave
Across -slope shape: Linear
Parent material: Old clayey alluvium derived from igneous and metamorphic rock
Typical profile
Ap - 0 to 6 inches: fine sandy loam
E - 6 to 10 inches: fine sandy loam
Bt1 - 10 to 18 inches: clay loam
Bt2 - 18 to 50 inches: clay
C - 50 to 80 inches: sandy clay loam
Properties and qualities
Slope: 0 to 6 percent
Depth to restrictive feature: More than 80 inches
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Drainage class: Moderately well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): Moderately high (0.20
to 0.57 in/hr)
Depth to water table: About 18 to 36 inches
Frequency of flooding: Rare
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 8.4 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: C
Ecological site: F136XY66ONC - High-bottomland forest, moist
Hydric soil rating: No
Minor Components
Roanoke, undrained
Percent of map unit. 3 percent
Landform: Backswamps on stream terraces, depressions on stream terraces
Landform position (three-dimensional): Flat
Down -slope shape: Concave
Across -slope shape: Linear
Hydric soil rating: Yes
LcB—Lloyd loam, 2 to 6 percent slopes
Map Unit Setting
National map unit symbol: 2mml y
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Lloyd and similar soils: 90 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Lloyd
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down -slope shape: Linear
Across -slope shape: Convex
Parent material: Saprolite derived from diorite and/or gabbro and/or diabase
and/or gneiss
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Typical profile
Ap - 0 to 8 inches: loam
Btl - 8 to 38 inches: clay
Bt2 - 38 to 49 inches: clay loam
BC - 49 to 80 inches: loam
Properties and qualities
Slope: 2 to 6 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 7.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: B
Ecological site: F136XY820GA - Acidic upland forest, moist
Hydric soil rating: No
LcC—Lloyd loam, 6 to 10 percent slopes
Map Unit Setting
National map unit symbol: 2mml z
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Lloyd and similar soils: 90 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Lloyd
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down -slope shape: Linear
Across -slope shape: Convex
Parent material: Saprolite derived from diorite and/or gabbro and/or diabase
and/or gneiss
Typical profile
Ap - 0 to 8 inches: loam
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Btl - 8 to 38 inches: clay
Bt2 - 38 to 49 inches: clay loam
BC - 49 to 80 inches: loam
Properties and qualities
Slope: 6 to 10 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 7.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: B
Ecological site: F136XY820GA - Acidic upland forest, moist
Hydric soil rating: No
LcD—Lloyd loam, 10 to 15 percent slopes
Map Unit Setting
National map unit symbol. 2mm20
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Lloyd and similar soils: 90 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Lloyd
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down -slope shape: Linear
Across -slope shape: Convex
Parent material: Saprolite derived from diorite and/or gabbro and/or diabase
and/or gneiss
Typical profile
Ap - 0 to 8 inches: loam
Btl - 8 to 38 inches: clay
Bt2 - 38 to 49 inches: clay loam
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BC - 49 to 80 inches: loam
Properties and qualities
Slope: 10 to 15 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 7.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: B
Ecological site: F136XY820GA - Acidic upland forest, moist
Hydric soil rating: No
LdB2—Lloyd clay loam, 2 to 6 percent slopes, moderately eroded
Map Unit Setting
National map unit symbol. 2mm2b
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Lloyd, moderately eroded, and similar soils: 90 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Lloyd, Moderately Eroded
Setting
Landform: I me rfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down -slope shape: Convex
Across -slope shape: Convex
Parent material: Saprolite derived from diorite and/or gabbro and/or diabase
and/or gneiss
Typical profile
Ap - 0 to 7 inches: clay loam
Btl - 7 to 58 inches: clay
Bt2 - 58 to 73 inches: clay loam
C - 73 to 80 inches: loam
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Properties and qualities
Slope: 2 to 6 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 8.3 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: B
Ecological site: F136XY820GA - Acidic upland forest, moist
Hydric soil rating: No
LdC2—Lloyd clay loam, 6 to 10 percent slopes, moderately eroded
Map Unit Setting
National map unit symbol: 2mm2c
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Lloyd, moderately eroded, and similar soils: 90 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Lloyd, Moderately Eroded
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down -slope shape: Linear
Across -slope shape: Convex
Parent material: Saprolite derived from diorite and/or gabbro and/or diabase
and/or gneiss
Typical profile
Ap - 0 to 7 inches: clay loam
Btl - 7 to 58 inches: clay
Bt2 - 58 to 73 inches: clay loam
C - 73 to 80 inches: loam
Properties and qualities
Slope: 6 to 10 percent
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Custom Soil Resource Report
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 8.3 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: B
Ecological site: F136XY820GA - Acidic upland forest, moist
Hydric soil rating: No
MhE2—Madison-Bethlehem complex, 10 to 25 percent slopes,
moderately eroded
Map Unit Setting
National map unit symbol: 2mm2l
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Not prime farmland
Map Unit Composition
Madison, moderately eroded, and similar soils: 48 percent
Bethlehem, moderately eroded, and similar soils: 45 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Madison, Moderately Eroded
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down -slope shape: Linear
Across -slope shape: Convex
Parent material: Residuum weathered from mica schist and/or other micaceous
metamorphic rock
Typical profile
Ap - 0 to 6 inches: gravelly sandy loam
Bt - 6 to 37 inches: clay
BC - 37 to 50 inches: sandy clay loam
C - 50 to 80 inches: sandy loam
Properties and qualities
Slope: 10 to 25 percent
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Custom Soil Resource Report
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 8.6 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4e
Hydrologic Soil Group: B
Ecological site: F136XY820GA - Acidic upland forest, moist
Hydric soil rating: No
Description of Bethlehem, Moderately Eroded
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down -slope shape: Linear
Across -slope shape: Convex
Parent material: Residuum weathered from metamorphic rock and/or schist
Typical profile
Ap - 0 to 8 inches: gravelly sandy clay loam
Bt - 8 to 30 inches: clay
BC - 30 to 34 inches: gravelly sandy clay loam
Cr - 34 to 45 inches: weathered bedrock
R - 45 to 80 inches: unweathered bedrock
Properties and qualities
Slope: 10 to 25 percent
Depth to restrictive feature: 20 to 40 inches to paralithic bedrock; 40 to 80 inches
to lithic bedrock
Drainage class: Well drained
Runoff class: High
Capacity of the most limiting layer to transmit water (Ksat): Very low to low (0.00 to
0.01 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Low (about 4.1 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4e
Hydrologic Soil Group: C
Ecological site: F136XY83ONC - Acidic upland forest, dry -moist
Hydric soil rating: No
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Custom Soil Resource Report
PaE3—Pacolet clay loam, 10 to 25 percent slopes, severely eroded
Map Unit Setting
National map unit symbol. 2mlx1
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Not prime farmland
Map Unit Composition
Pacolet, severely eroded, and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Pacolet, Severely Eroded
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down -slope shape: Linear
Across -slope shape: Convex
Parent material: Saprolite derived from granite and gneiss and/or schist
Typical profile
A - 0 to 3 inches: clay loam
Bt - 3 to 29 inches: clay
BC - 29 to 37 inches: clay loam
C1 - 37 to 52 inches: clay loam
C2 - 52 to 80 inches: loam
Properties and qualities
Slope: 10 to 25 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Runoff class: High
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 7.7 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 6e
Hydrologic Soil Group: B
Ecological site: F136XY820GA - Acidic upland forest, moist
Hydric soil rating: No
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PeE—Pacolet soils, 10 to 25 percent slopes
Map Unit Setting
National map unit symbol: 2mm2r
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Not prime farmland
Map Unit Composition
Pacolet and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Pacolet
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down -slope shape: Linear
Across -slope shape: Convex
Parent material: Saprolite derived from granite and gneiss and/or schist
Typical profile
A - 0 to 3 inches: gravelly sandy loam
E - 3 to 7 inches: gravelly sandy loam
Bt - 7 to 25 inches: sandy clay
C - 25 to 80 inches: sandy clay loam
Properties and qualities
Slope: 10 to 25 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Runoff class: High
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 7.3 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4e
Hydrologic Soil Group: B
Ecological site: F136XY820GA - Acidic upland forest, moist
Hydric soil rating: No
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RkA—Roanoke loam, 0 to 2 percent slopes, occasionally flooded
Map Unit Setting
National map unit symbol. 2mm35
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Not prime farmland
Map Unit Composition
Roanoke, undrained, and similar soils: 80 percent
Roanoke, drained, and similar soils: 10 percent
Minor components: 2 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Roanoke, Undrained
Setting
Landform: Backswamps on stream terraces, depressions on stream terraces
Landform position (three-dimensional): Flat
Down -slope shape: Concave
Across -slope shape: Linear
Parent material: Old clayey alluvium derived from igneous and metamorphic rock
Typical profile
A - 0 to 4 inches: silt loam
Btg1 - 4 to 13 inches: silty clay loam
Btg2 - 13 to 43 inches: silty clay
Cg - 43 to 80 inches: silty clay loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Poorly drained
Runoff class: Very high
Capacity of the most limiting layer to transmit water (Ksat): Low to moderately high
(0.01 to 0.20 in/hr)
Depth to water table: About 0 to 12 inches
Frequency of flooding: NoneOccasional
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 8.2 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4w
Hydrologic Soil Group: C/D
Ecological site: F136XY640VA - Bottomland swamp forest, hydric soils
Hydric soil rating: Yes
27

Custom Soil Resource Report
Description of Roanoke, Drained
Setting
Landform: Backswamps on stream terraces, depressions on stream terraces
Landform position (three-dimensional): Flat
Down -slope shape: Concave
Across -slope shape: Linear
Parent material: Old clayey alluvium derived from igneous and metamorphic rock
Typical profile
Ap - 0 to 4 inches: silt loam
Btg1 - 4 to 13 inches: silty clay loam
Btg2 - 13 to 43 inches: silty clay
Cg - 43 to 80 inches: silty clay loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Poorly drained
Runoff class: Very high
Capacity of the most limiting layer to transmit water (Ksat): Low to moderately high
(0.01 to 0.20 in/hr)
Depth to water table: About 0 to 12 inches
Frequency of flooding: NoneOccasional
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 8.2 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3w
Hydrologic Soil Group: C/D
Ecological site: F136XY640VA - Bottomland swamp forest, hydric soils
Hydric soil rating: Yes
Minor Components
Wehadkee, undrained
Percent of map unit. 2 percent
Landform: Depressions on flood plains
Down -slope shape: Concave
Across -slope shape: Linear
Hydric soil rating: Yes
28

References
American Association of State Highway and Transportation Officials (AASHTO).
2004. Standard specifications for transportation materials and methods of sampling
and testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of
soils for engineering purposes. ASTM Standard D2487-00.
Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of
wetlands and deep -water habitats of the United States. U.S. Fish and Wildlife
Service FWS/OBS-79/31.
Federal Register. July 13, 1994. Changes in hydric soils of the United States.
Federal Register. September 18, 2002. Hydric soils of the United States.
Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric
soils in the United States.
National Research Council. 1995. Wetlands: Characteristics and boundaries.
Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service.
U.S. Department of Agriculture Handbook 18. http://www.nres.usda.gov/wps/portal/
n res/d eta i I/n ati o n a I/s o i Is/?cid = n res 142 p2_0 54262
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for
making and interpreting soil surveys. 2nd edition. Natural Resources Conservation
Service, U.S. Department of Agriculture Handbook 436. http://
www. nres. usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053577
Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://
www. nres. usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053580
Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control, Wetlands
Section.
United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of
Engineers wetlands delineation manual. Waterways Experiment Station Technical
Report Y-87-1.
United States Department of Agriculture, Natural Resources Conservation Service.
National forestry manual. http://www.nres.usda.gov/wps/portal/nres/detail/soils/
home/?cid=nres142p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/
detail/national/landuse/rangepastu re/?cid=stelprdb1043084
29

Custom Soil Resource Report
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI. http://www.nres.usda.gov/wps/portal/
n res/d eta i I/so i Is/scie ntists/?cid=n res 142 p2_054242
United States Department of Agriculture, Natural Resources Conservation Service.
2006. Land resource regions and major land resource areas of the United States,
the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook
296. http://www.nres.usda.gov/wps/portal/nres/detail/national/soils/?
cid = n res 142 p2_05 3624
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210. http:H
www.nrcs.usda.gov/lnternet/FSE—DOCUMENTS/nrcsl 42p2_052290. pdf
30

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
APPENDIX F
THREATENED & ENDANGERED
SPECIES
E

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
APPENDIX f
THREATENED & ENDANGERED
SPECIES

Stantec Consulting Services Inc.
521 East Morehead Street, Suite 425
Stantec Charlotte NC 28202-2695
March 30,2023
Lexi Jones
Microsoft Corporation
RE: Protected Species Evaluation of CLT10- Boyd Farm Site
Maiden, Catawba County, NC
Dear Mrs. Jones:
Stantec has been contracted by Microsoft to evaluate the Boyd Farm Site (CLT10) for the current extents of
jurisdictional waters and potential presence of protected species. Stantec reviewed the existing natural
resource investigations completed by Black and Veatch in July 2022. On December 1, 2022, and March 20,
2023, Stantec biologists visited the site to assess wetlands and waters of the US, vegetative communities,
and threatened and endangered species habitat. A survey for dwarf -flowered Heartleaf (Hexastylis
naniflora) was conducted but no specimens were found. Updates to federally protected species as of March
30, 2023, are summarized below and generally include the proposed listing of tricolored bat and the
absence of dwarf -flowered heartleaf.
Rare species are protected by the Endangered Species Act and the Bald and Golden Eagle Protection Act
administered by the United States Fish and Wildlife Service (USFWS). Black and Veach evaluated the site
for the potential presence of protected species habitat in June 2022. Stantec reviewed their findings and
obtained up-to-date listing and occurrence information from USFWS and NC Natural Heritage Program
(NCNHP). Stantec performed a site visit within the approved survey window on March 20, 2023, to assess
current site conditions and evaluate potential habitat for the dwarf -flowered heartleaf. The USFWS
Information for Planning and Consultation (IPaC) has detailed the potentially occurring species for the
project area in Catawba County, NC (Table 1). The NCNHP January 2023 Q4 Element Occurrence dataset
shows an occurrence of tricolored bat in the Pinch Gut Creek culvert under W Maiden Road approximately
0.25 miles southeast of the project.
Table 1. Potentially Occurring T&E Species in the vicinity of the CLT10 Boyd Farm Site (USFWS IPaC
03/31 /2023)
Common Name
Scientific Name
Federal Status*
Habitat
Biological Conclusion
Tri-colored bat
Perimyotis
PE
Yes
Unresolved
subflavus
Bog Turtle
Glyptemys
T-SA
Marginal
Not Required
muhlenber ii
Dwarf -flowered
Hexastylis
T
Yes
No Effect
Heartleaf
naniflora
Bald Eagle
Haliaeetus
BGPA
No
No Effect
leucoce halus
*PE= Proposed Endangered; T-SA= Threatened due to similar appearance; T= Threatened; BGPA= Bald and Golden
Eagle Protection Act
A variety of vegetative communities are present onsite with at least half the site under timber management
and planted with pine trees. Hardwood forests are present along Clark Creek and the tributaries onsite
Design with community in mind

March 30, 2023
LexiJones
Page 2 of 2
Reference: Protected Species Evaluation and Update
ranging from piedmont alluvial forests along the channels to mesic mixed oak hickory forests on side slopes
and ridges. These forests vary in age but primarily exhibit native vegetation. Maintained areas onsite
include a few grassy fields, a sanitary sewer easement along Clark Creek and an electrical transmission
line along the northern boundary of the site. A large area in the northeast portion of the site has been
clearcut and has been left to regenerate in young successional forest.
The tri-colored bat has been proposed as Endangered and is expected to be officially listed before this site
goes to construction. Roosting habitat is present across the site in the form of forested areas. Acoustic
surveys are scheduled in May 2023 for these species and further analysis and recommendations will be
provided at that time.
During field evaluation in December 2022, suitable dwarf flowered heartleaf habitat was found. No
individual Hexastylis sp. plants were found. Stantec revisited the site on March 20, 2023, to assess the
potential habitat for dwarf -flowered heartleaf but no specimens were located. Due to the absence of
specimen in the potential habitat this project has been determined to have no effect on this species.
During field evaluation on December 1, 2022, marginal bog turtle habitat was found in a few wetter areas of
the Clark Creek floodplain. These areas will not be impacted by the project and USFWS has confirmed that
no surveys are needed. Since bog turtle is listed due to similarity of appearance to the northern bog turtle
no further action is required.
Monarch butterfly is listed as a candidate species and is not yet listed on the endangered species list. No
further action is required. Additionally, during field evaluation in December 2022, no milkweed was
observed and the open fields appeared to be maintained.
Additionally, no water bodies large enough or sufficiently open to be considered potential feeding sources
for bald eagle were identified. Due to lack of habitat and known occurrences it has been determined that
this project will not affect this species.
Stantec is appreciative of the opportunity to provide natural resource services to our client. Please
don't hesitate to contact Melissa Ruiz ([e-mail]/ 919-649-0545) if you have any questions
or concerns.
Sincerely,
STANTEC CONSULTING SERVICES INC.
Pronmental
T
Mrcuic Princip
En Scientist
Phone:[phone]
Melissa.ruizgstantec.com
Design with community in mind

IPaC
U.S. Fish & Wildlife Service
IPaC resource list
This report is an automatically generated list of species and other resources such as critical habitat
(collectively referred to as trust resources) under the U.S. Fish and Wildlife Service's (USFWS)
jurisdiction that are known or expected to be on or near the project area referenced below. The list
may also include trust resources that occur outside of the project area, but that could potentially be
directly or indirectly affected by activities in the project area. However, determining the likelihood and
extent of effects a project may have on trust resources typically requires gathering additional site -
specific (e.g., vegetation/species surveys) and project -specific (e.g., magnitude and timing of proposed
activities) information.
Below is a summary of the project information you provided and contact information for the USFWS
office(s) with jurisdiction in the defined project area. Please read the introduction to each section that
follows (Endangered Species, Migratory Birds, USFWS Facilities, and NWI Wetlands) for additional
information applicable to the trust resources addressed in that section
Location
Catawba County, North Carolina
Local office
Asheville Ecological Services Field Office
k. [phone]
Ja [phone]
160 Zillicoa Street
Asheville, NC 28801-1082
�
GO
0

Endangered species
This resource list is for informational purposes only and does not constitute an analysis of project
level impacts.
The primary information used to generate this list is the known or expected range of each species.
Additional areas of influence (AOI) for species are also considered. An AOI includes areas outside of the
species range if the species could be indirectly affected by activities in that area (e.g., placing a dam
upstream of a fish population even if that fish does not occur at the dam site, may indirectly impact the
species by reducing or eliminating water- flow downstream). Because species can move, and site
conditions can change, the species on this list are not guaranteed to be found on or near the project
area. To fully determine any potential effects to species, additional site -specific and project -specific
information is often required.
Section 7 of the Endangered Species Act requires Federal agencies to "request of the Secretary
Information whether any species which is listed or proposed to be listed may be present in the area of
such proposed action" for any project that is conducted, permitted, funded, or licensed by any Federal
agency. A letter from the local office and a species list which fulfills this requirement can only be
obtained by requesting an official species list from either the Regulatory Review section in IPaC (see
directions below) or from the local field office directly_
For project evaluations that require USFWS concurrence/review, please return to the IPaC website and
request an official species list by doing the following:
1. Draw the project location and click CONTINUE.
2. Click DEFINE PROJECT.
3. Log in (if directed to d❑ so).
4. Provide a name and description for your project.
5. Click REQUEST SPECIES LIST.
Listed species! and their critical habitats are managed by the Ecological Services Program of the U.S.
Fish and Wildlife Service (USFWS) and the fisheries division of the National Oceanic and Atmospheric
Administration (NOAA Fisheriesl).
Species and critical habitats under the sole responsibility of NOAA Fisheries are not shown on this list.
Please contact NOAA Fisheries for species under their jurisdiction.
1. Species listed under the Endangered Species Act are threatened or endangered; IPaC also shows
species that are candidates, or proposed, for listing. See the listing status page for more
information. IPaC only shows species that are regulated by USFWS (see FAQ).
2. 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.
The following species are potentially affected by activities in this location:
Mammals

NAME
STATUS
Tricolored Bat Perimyotis subflavus
Wherever found
No critical habitat has been designated for this species.
https://ecos.fws.gov/ecp/species/10515
Reptiles
NAME
Bog Turtle Glyptemys muhlenbergii
No critical habitat has been designated for this species.
https://ecos.fws.gov/ecplspecies/6962
Insects
NAME
Monarch Butterfly ❑anaus plexippus
Wherever Found
No critical habitat has been designated for this species.
https://ecos.fws.gov/ecplspecies/9743
Flowering Plants
NAME
Dwarf -flowered Heartleaf Hexastyiis naniflora
Wherever found
No critical habitat has been designated for this species.
https://ecos.fws.ggy/e plspecies124
Critical habitats
Proposed Endangered
STATUS
SAT
STATUS
Candidate
STATUS
Threatened
Potential effects to critical habitat(s) in this location must be analyzed along with the endangered
species themselves.
There are no critical habitats at this location.
You are still required to determine if your project(s) may have effects on all above
listed species.
Migratory birds

Certain birds are protected under the Migratory Bird Treaty Act! and the Bald and Golden Eagle
Protection Acts.
Any person or organization who plans or conducts activities that may result in impacts to migratory
birds, eagles, and their habitats should follow appropriate regulations and consider implementing
appropriate conservation measures, as described below.
1. The Migratory Birds Treaty Act of 1918.
2. The Bald and Golden Eagle Protection Act of 1940.
Additional information can be found using the following links:
• Birds of Conservation Concern https://www.fws.gov//program/migratory-birds/species
• Measures for avoiding and minimizing impacts to birds
https://www.fws.gov/library/collections/avoidi ng-a nd-mi nimizing-incidental-take-migratory-birds
• Nationwide conservation measures for birds
https://www.fws.gov/sites/default/files/documents/nationwide-standard-conservation-
measures.pdf
The birds listed below are birds of particular concern either because they occur on the USFWS Birds
of Conservation Concern (BCQ list or warrant special attention in your project location. To learn
more about the levels of concern for birds on your list and how this list is generated, see the FAQ
below. This is not a list of every bird you may find in this location, nor a guarantee that every bird on
this list will be found in your project area. To see exact locations of where birders and the general
public have sighted birds in and around your project area, visit the E-bird data mapping tool (Tip: enter
your location, desired date range and a species on your list). For projects that occur off the Atlantic
Coast, additional maps and models detailing the relative occurrence and abundance of bird species on
your list are available. Links to additional information about Atlantic Coast birds, and other important
information about your migratory bird fist, including haw to properly interpret and use your migratory
bird report, can be found below.
For guidance on when to schedule activities or implement avoidance and minimization measures to
reduce impacts to migratory birds on your list, click on the PROBABILITY OF PRESENCE SUMMARY at
the top of your list to see when these birds are most likely to be present and breeding in your project
area.
NAW
Chimney Swift Chaetura pelagica
This is a Bird of Conservation Concern (BCC) throughout its range in the
continental USA and Alaska.
Prairie Warbler Dendroica discolor
This is a Bird of Conservation Concern (BCC) throughout its range in the
continental USA and Alaska.
BREEDING SEASON
Breeds Mar 15 to Aug 25
Breeds May 1 to Jul 31
Red-headed Woodpecker Melanerpes erythrocephalus
This is a Bird of Conservation Concern (BCC) throughout its range in the
continental USA and Alaska.
Breeds May 10 to Sep 10

Probability of Presence Summary
The graphs below provide our best understanding of when birds of concern are most likely to be
present in your project area. This information can be used to tailor and schedule your project activities
to avoid or minimize impacts to birds. Please make sure you read and understand the FAQ "Proper
Interpretation and Use of Your Migratory Bird Report" before using or attempting to interpret this
report.
Probability of Presence (■)
Each green bar represents the bird's relative probability of presence in the 10km grid cell(s) your
project overlaps during a particular week of the year. (A year is represented as 12 4-week months.) A
taller bar indicates a higher probability of species presence. The survey effort (see below) can be used
to establish a level of confidence in the presence score. One can have higher confidence in the
presence score if the corresponding survey effort is also high.
How is the probability of presence score calculated? The calculation is done in three steps:
1. The probability of presence for each week is calculated as the number of survey events in the week
where the species was detected divided by the total number ❑f survey events for that week. For
example, if in week 12 there were 20 survey events and the Spotted Towhee was found in 5 of
them, the probability of presence of the Spotted Towhee in week 12 is 0.25.
2. To properly present the pattern of presence across the year, the relative probability of presence is
calculated. This is the probability of presence divided by the maximum probability of presence
across all weeks. For example, imagine the probability ❑f presence in week 20 for the Spotted
Towhee is 0.05, and that the probability of presence at week 12 (0.25) is the maximum of any week
of the year. The relative probability of presence ❑n week 12 is 0.25/0.25 = 1; at week 20 it is
0.05/0.25 = 0.2.
3. The relative probability of presence calculated in the previous step undergoes a statistical
conversion so that all possible values fall between 0 and 10, inclusive. This is the probability of
presence score.
To see a bar's probability of presence score, simply hover your mouse cursor over the bar.
Breeding Season( )
Yellow bars denote a very liberal estimate of the time -frame inside which the gird breeds across its
entire range. If there are no yellow bars shown for a bird, it does not breed in your project area.
Survey Effort (')
Vertical black lines superimposed on probability of presence bars indicate the number of surveys
performed for that species in the 10km grid cell(s) your project area overlaps. The number of surveys is
expressed as a range, for example, 33 to 64 surveys.
To see a bar's survey effort range, simply hover your mouse cursor over the bar.
No Data( )
A week is marked as having no data if there were no survey events for that week.
Survey Timeframe

Surveys from only the last 10 years are used in order to ensure delivery of currently relevant
information. The exception to this is areas off the Atlantic coast, where bird returns are based on all
years of available data, since data in these areas is currently much more sparse.
probability of presence breeding season
survey effort
no data
SPECIES JAN
FEB MAR APR MAY
JUN JUL AUG SEP
OCT NOV
DEC
Chimney Swift —
--_ _ _
_ _ — _ ++
-1 1 1 ,
BCC Rangewide
(CON)
Prairie Warbler -
- - - - - - - - - - - Jill
Jill Jill -+++
,'+- ----
----
BCC Rangewide
(CON)
Red-headed — - -
- - - - - - - -- - - --
III
nil 1111 fill
Woodpecker
BCC Rangewide
(CAN)
r
Tell me more about conservation measures I can implement to avoid or minimize impacts
to migratory birds.
Nationwide Conservation Measures describes measures that can help avoid and minimize impacts to all birds at any
location year round. Implementation of these measures is particularly important when birds are most likely to occur in
the project area. When birds may be breeding in the area, identifying the locations of any active nests and avoiding
their destruction is a very helpful impact minimization measure. To see when birds are most likely to occur and be
breeding in your project area, view the Probability of Presence Summary. Additional measures or permits may be
advisable depending on the type of activity you are conducting and the type of infrastructure or bird species present
on your project site.
What does IPaC use to generate the list of migratory girds that potentially occur in my specified location?
The Migratory Bird Resource List is comprised of USFWS Birds of Conservation Concern (BCC) and other species that
may warrant special attention in your project location.
The migratory bird list generated for your project is derived from data provided by the Avian Knowledge Network
[AKN). The AKN data is based on a growing collection of survey, banding, and citizen science datasets and is queried
and filtered to return a list of those birds reported as occurring in the 1 Okm grid cell(s) which your project intersects,
and that have been identified as warranting special attention because they are a BCC species in that area, an eagle
(Bogie Act requirements may apply), or a species that has a particular vulnerability to offshore activities or
development.
Again, the Migratory Bird Resource list includes only a subset of birds that may occur in your project area. It is not
representative of all birds that may occur in your project area. To get a list of all birds potentially present in your
project area, please visit the Rapid Avian Information Locator (RAIL) Tool.
What does IPaC use to generate the probability of presence graphs for the migratory birds potentially occurring in
my specified location?
The probability of presence graphs associated with your migratory bird list are based on data provided by the Avian
Knowledge Network (AKN). This data is derived from a growing collection of survey., banding, and citizen science
datasets.
Probability of presence data is continuously being updated as new and better information becomes available. To learn
more about how the probability of presence graphs are produced and how to interpret them, go the Probability of
Presence Summary and then click on the "Tell me about these graphs" link.

How do I know if a bird is breeding, wintering or migrating in my area?
To see what part of a particular bird's range your project area falls within (i.e. breeding, wintering, migrating or year-
round), you may query your location using the RAIL Tool and look at the range maps provided for birds in your area at
the bottom of the profiles provided for each bird in your results. If a bird on your migratory bird species list has a
breeding season associated with it, if that bird does occur in your project area, there may be nests present at some
point within the timeframe specified. If "Breeds elsewhere" is indicated, then the bird likely does not breed in your
project area.
What are the levels of concern for migratory birds?
Migratory birds delivered through IPaC fall into the following distinct categories of concern:
1. "BCC Rangewide" birds are Birds of Conservation Concern (BCC) that are of concern throughout their range
anywhere within the USA (including Hawaii, the Pacific Islands, Puerto Rico, and the Virgin Islands);
2. "BCC - BCR" birds are BCCs that are of concern only in particular Bird Conservation Regions (SCRs) in the
continental USA; and
3. "Non -BCC - Vulnerable" birds are not BCC species in your project area, but appear on your list either because of
the Eagle Act requirements (for eagles) or (for non -eagles) potential susceptibilities in offshore areas from certain
types of development or activities (e.g. offshore energy development or longline fishing).
Although it is important to try to avoid and minimize impacts to all birds, efforts should be made, in particular, to avoid
and minimize impacts to the birds on this list, especially eagles and BCC species of rangewide concern. For more
information on conservation measures you can implement to help avoid and minimize migratory bird impacts and
requirements for eagles, please see the FAQs for these topics.
Details about birds that are potentially affected by offshore projects
For additional details about the relative occurrence and abundance of both individual bird species and groups of bird
species within your project area off the Atlantic Coast, please visit the Northeast Ocean Data Portal, The Portal also
offers data and information about othertaxa besides birds that may be helpful to you in your project review.
Alternately, you may download the bird model results files underlying the portal maps through the NOAA NCCOS
tntegrative Statistical Modeling and Predictive Mapping of Marine Bird Distributions and Abundance on the Atlantic
Outer Continental Shelf project webpage.
Bird tracking data can also provide additional details about occurrence and habitat use throughout the year, including
migration. Models relying on survey data may not include this information. For additional information on marine bird
tracking data, see the ❑wing Bird Study and the nanotag studies or contact Caleb Spiegel or Pam Loring.
What if I have eagles on my list?
If your project has the potential to disturb or kill eagles, you may need to obtain a permit to avoid violating the Eagle
Act should such impacts occur.
Proper Interpretation and Use of Your Migratory Bird Report
The migratory bird list generated is not a list of all birds in your project area, only a subset of birds of priority concern.
To learn more about how your list is generated, and see options for identifying what other birds may be in your project
area, please see the FAQ "What does IPaC use to generate the migratory birds potentially occurring in my specified
location". Please be aware this report provides the "probability of presence" of birds within the 10 km grid cell(s) that
overlap your project; not your exact project footprint. On the graphs provided, please also look carefully at the survey
effort (indicated by the black vertical bar) and for the existence of the "no data" indicator (a red horizontal bar). A high
survey effort is the key component. If the survey effort is high, then the probability of presence score can be viewed as
more dependable. In contrast, a low survey effort bar or no data bar means a lack of data and, therefore, a lack of

certainty about presence of the species. This list is not perfect; it is simply a starting point for identifying what birds of
concern have the potential to be in your project area, when they might be there, and if they might be breeding (which
means nests might be present). The list helps you know what to look for to confirm presence, and helps guide you in
knowing when to implement conservation measures to avoid or minimize potential impacts from your project
activities, should presence be confirmed. To learn more about conservation measures, visit the FAQ "Tell me about
conservation measures I can implement to avoid or minimize impacts to migratory birds" at the bottom of your
migratory bird trust resources page.
Facilities
National Wildlife Refuge lands
Any activity proposed on lands managed by the National Wiidlife Refuge system must undergo a
'Compatibility Determination' conducted by the Refuge. Please contact the individual Refuges to
discuss any questions or concerns.
There are no refuge lands at this location.
Fish hatcheries
There are no fish hatcheries at this location.
0 e\P%
\,00
CAW)
r
Wetlands in the National Wetlands Inventory (NWI)
Impacts to NWI wetlands and other aquatic habitats may be subject to reguiation under Section 404 of
the Clean Water Act, or other State/Federal statutes.
For more information please contact the Regulatory Program of the local U.S. Army Corps of Engineers
District.
Wetland information is not available at this time
This can happen when the National Wetlands Inventory (NWI) map service is unavailable, or for very
large projects that intersect many wetland areas. Try again, or visit the NWI map to view wetlands at
this location.
Data limitations

The Service's objective of mapping wetlands and deepwater habitats is to produce reconnaissance level information
on the location, type and size of these resources. The maps are prepared from the analysis of high altitude imagery.
Wetlands are identified based on vegetation, visible hydrology and geography. A margin of error is inherent in the use
of imagery; thus, detailed on -the -ground inspection of any particular site may result in revision of the wetland
boundaries or classification established through image analysis.
The accuracy of image interpretation depends on the quality of the imagery, the experience of the image analysts, the
amount and quality of the collateral data and the amount of ground truth verification work conducted. Metadata
should be consulted to determine the date of the source imagery used and any mapping problems.
Wetlands or other mapped features may have changed since the date of the imagery or field work. There may be
occasional differences in polygon boundaries or classifications between the information depicted on the map and the
actual conditions on site.
Data exclusions
Certain wetland habitats are excluded from the National mapping program because of the limitations of aerial imagery
as the primary data source used to detect wetlands. These habitats include seagrasses or submerged aquatic 41*
vegetation that are found in the intertidal and subtidal zones of estuaries and nearshore coastal waters. Some
deepwater reef communities (coral or tuberficid worm reefs) have also been excluded from the inventory. These:\*4
habitats, because of their depth, go undetected by aerial imagery.
Data precautions
Federal, state, and local regulatory agencies with jurisdiction over wetlands may define and describe wetlands in a
different manner than that used in this inventory. There is no attempt, in either the design or products of this
inventory, to define the limits of proprietary jurisdiction of any Federal, state, or local government or to establish the
geographical scope of the regulatory programs of government agencies. Persons intending to engage in activities
involving modifications within or adjacent to wetland areas should seek the advice of appropriate Federal, state, or
local agencies concerning specified agency regulatory programs and proprietary jurisdictions that may affect such
activities.

Roy Cooper, Governor
9" 0 INC DEPARTMENT OF
""i ■
WMk.M 1 NATURAL AND CULTURAL RESOURCES
■-000
May 5, 2023
Amber Coleman
Stantec
801 Jones Franklin Road
Raleigh, NC 27606
RE: CLT 10 Boyd Farm Data Center; 203401902
Dear Amber Coleman:
13. Reid Wilson, Secretary
Misty Buchanan
Deputy Director, Natural Heritage Program
041011 .11]�AN ZP AI
The North Carolina Natural Heritage Program (NCNHP) appreciates the opportunity to provide
information about natural heritage resources for the project referenced above.
A query of the NCNHP database indicates that there are records for rare species, important natural
communities, natural areas, and/or conservation/managed areas within the proposed project
boundary. These results are presented in the attached `Documented Occurrences' tables and map.
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 documented within the project area or 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:
httr)s://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.
Also please note that 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 an occurrence of a Federally -listed species is documented near the project area.
If you have questions regarding the information provided in this letter or need additional assistance,
please contact Rodney A. Butler at rod ney.butler�ncdcr.gov or 919-707-8603.
Sincerely,
NC Natural Heritage Program
DEPARTMENT OF NATURAL AND CULTURAL RESOURCES
121 1N. JON S STREET, RALEIGI I_ NC 27603 - 16Sl MAOL SERVICE CENTER. PAL EIGH. rkc 276�0
OFC 919.707.9120 • FAK 919.707.9421

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BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
APPENDIX F
CULTURAL RESOURCES

4u�n'
TIMM
CT261
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0000
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a r
0 1,250 2,500 N
Project Area Feet
(At original document size of 8 Sx11)
L Historic Site Location
1:30,000
- Prehistoric Site Location
® Surveyed Area
Stantec
a 1-Mile Buffer
rqe a ion Prepared by ECL on 2022-12-23
TR by BJW on 2023-01-24
Catawba County, North Carolina IR by BSS on 2023-01-03
Clien"p- 203401902
Microsoft
Notes MS CLT10 Environmental Permitting
1. Coordinate System: NAD 1983 StatePlane Virginia South
FI PS 4502 Feet Figure No.
2. Data Sources: Microsoft, Stantec, NC Geodetic Survey, and
NC State Historic Preservation Office
3. Topographic map © USGS 7.5 Minute Series Topographic Tdle
Map, Maiden, NC Quadrangle, 1996 Previously Identified Archaeological
Sites within a 1-Mile Radius of the
Project Area Page 5.3
Disclaimer: This document has been prepared based on information provided by others as cited in the Notes section. Stantec has not verified the accuracy and/or completeness ofthis information and shall not be responsible for any errors
or omissions which maybe incorporated herein as a result. Stantec assumes no responsibility for data supplied in electronic format, and the recipient accepts full responsibility for verifying the accuracy and completeness of the data.

CT0416
1
CT0476 • J `_�+�"
a '�'_�'A ■ � f- - ,fit
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woo.• /
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0 1,250 2,500 N
National Register individual listing Feet
Surveyed Only (At original document size of 8.Sx11)
1:30,000
Surveyed, Gone
Project Area
a 1-Mile Buffer Stantec
rqe a Ion Prepared by ECL on 2022-12-21
TR by BJW on 2023-01-24
Catawba County, North Carolina IR by BSS on 2023-01-03
11 902
Cllenf/F_ 203401
Microsoft
Notes MS CLT10 Environmental Permitting
1. Coordinate System: NAD 1983 StatePlane Virginia South
FI PS 4502 Feet Figure No.
2. Data Sources: Microsoft, DCR, NC Geodetic Survey, and NC 2State Historic Preservation Office
3. Topographic map © USGS 7.5 Minute Series Topographic Tdle
Map, Maiden, NC Quadrangle, 1996 Previously Identified Architectural
Resources within a 1-Mile Radius of the
Project Area Page 5.4
Disclaimer: This document has been prepared based on information provided by others as cited in the Notes section. Stantec has not verified the accuracy and/or completeness of this information and shall not be responsible for any errors
or omissions which maybe incorporated herein as a result. Stantec assumes no responsibility for data supplied in electronic format, and the recipient accepts full responsibility for verifying the accuracy and completeness of the data.

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
APPENDIX G
STORMWATER MANAGEMENT PLAN
& REPORT
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STORMWATER REPORT
Prepared For:
OANC
BOYD FARM CLT10
MAIDEN, NORTH CAROLINA
Prepared By:
W.K. DICKSON & CO., INC.
CHARLOTTE, NORTH CAROLINA
WKD Project # 20230068.00.CL
MARCH 2O23
NORTH CAROLINA
BOARD OF EXAMINERS
FOR ENGINEERS AND
SURVEYORS
LICENSE NO. F-0374

TABLE OF CONTENTS
Page
1.0 CONSTRUCTION NARRATIVE....................................................................................I
1.1 PROJECT DESCRIPTION..................................................................................... 1
1.2 SITE DESCRIPTION............................................................................................. 1
1.3 ADJACENT PROPERTIES................................................................................... 1
1.4 SOILS..................................................................................................................... 1
2.0 STORMWATER CONSTRUCTION SEQUENCE.......................................................2
3.0 PERMANENT STORMWATER MEASURES..............................................................3
3.1 PROPOSED STORMWATER SYSTEM.............................................................. 3
3.2 STORMWATER CALCULATIONS..................................................................... 4
APPENDICES
APPENDIX A — STORMWATER CALCULATIONS SUPPLEMENTAL DOCUMENTS
APPENDIX B — PERMANENT STORMWATER CALCULATIONS
APPENDIX C — EROSION CONTROL CALCULATIONS
-i- CLT10 — DATA CENTER
Stormwater Report
March 2023

WhWK
iffDICKSON
community infrastructure consultants
1.0 CONSTRUCTION NARRATIVE
1.1 PROJECT DESCRIPTION
The 296.41 acre site will serve for a future data center for Microsoft, and it will have five new one-
story Ballard Design data centers and one new Duke Energy Substation. This stormwater submittal
will cover the following activities at the site: the erosion control phase 1 and 2, mass grading,
utilities, storm piping network, parking lot/driveway access and BMP (best management practices)
Wetponds installation.
1.2 SITE DESCRIPTION
The site is largely vacant farmland with some wooded areas. The site, latitude N35°35'22" and
longitude W81°13'49", is situated in Maiden, North Carolina. The 7.5 Minute Series USGS
Topographical Map (Maiden, North Carolina) was published in 2022, and included in Appendix
A. The site naturally drains east to west into the floodplain of Clark Creek. See Exhibit 1 "Pre -
Development Drainage Area Map" in Appendix B.
1.3 ADJACENT PROPERTIES
The land use in the vicinity is mainly undeveloped with neighboring farm/residential
properties.
1.4 SOILS
The project site soils are in Hydrologic Soil Group's B, C, & D. See Soil Data Section in
Appendix A of this report.
-1- CLT10 — DATA CENTER
Stormwater Report
March 2023

N&WK
iffDICKSON
community infrastructure consultants
2.0 STORMWATER CONSTRUCTION SEQUENCE
1. During the mass grading operation, storm drainage infrastructure should be installed across the
site. As part of the Phase 1 Erosion and Sediment Control Plan (E&SCP), the seven erosion
control sediment basins on the site function as the storm drainage system. Please refer to
Appendix C for the calculations related to sediment basins.
2. Phase 2 of the E&SCP will begin following the completion of Phase 1 and will include
construction of an access road from Old Maiden Road and Zeb Hayes Road. Mass grading will
occur around these drives as it comes onto the site. Access road from Zeb Hayes Road will be
paved with asphalt. Grading of the primary entrance from Old Maiden Road will be completed
and paved with gravel. Once mass grading is complete and the entire site has been stabilized
erosion control sediment basins #3, 94, and #5 will be removed. Erosion control sediment
basins #1, #2A, #2B, and #2C will be converted to a BMP Wetponds. See Exhibit 3 "Overall
BMP Phasing Plan" in Appendix B.
3. The four (4) BMP Wetponds will serve will provide storm water management for all
impervious surfaces at the site.
4. BMP Wetpond #1 has been sized to receive storm drainage from the primary entrance with a
proposed drainage area of 9.49 acres and a max impervious area of 1.62 acres (17% of total
site). BMP Wetpond #2A has been sized to receive storm drainage from the future roof
drainage, parking areas and driveway access with a proposed drainage area of 53.46 acres and
a max impervious area of 41.39 acres (77% of total site). BMP Wetpond #2B has been sized
to receive storm drainage from the future roof drainage, parking areas and driveway access
with a proposed drainage area of 41.02 acres and a max impervious area of 27.63 acres (67%
of total site). BMP Wetpond #2C has been sized to receive storm drainage from the future roof
drainage, parking areas and driveway access with a proposed drainage area of 31.67 acres and
a max impervious area of 9.35 acres (30% of total site). See Exhibit 2 "Post -Development
Drainage Area Map" in Appendix B.
-2- CLT10 — DATA CENTER
Stormwater Report
March 2023

WhWK
iffDICKSON
community infrastructure consultants
5. If impervious acreages from these areas are more than previously stated, the Wetponds will be
re-evaluated/re-designed to account for the increase.
3.0 PERMANENT STORMWATER MEASURES
3.1 PROPOSED STORMWATER SYSTEM
The stormwater runoff for the project, once totally built out, primarily originates from
driveway access, building roofs, gravel substations, parking lots and on -site grassed drainage.
This project has an assumed proposed/future total impervious area totaling 79.99 acres. See
Exhibit 2 "Post -Development Drainage Area Map" for the drainage areas for each of the
proposed stormwater management facilities. Stormwater from the above mentioned areas are
directed to any one of a number of drainage structures, including but not limited to curb inlets,
grate inlets, and yard inlets. Once the stormwater has entered the drainage system through
these structures, it is directed by gravity flow through the stormwater drainage system to the
BMP Wetponds.
For the proposed Point of Interests (POI) 91 and 92, Hydrology analysis using TR-55 Tables
provided a weighted curve number (CNw) of 57.9 (POI #1) and 61.9 (POI #2) for pre -developed
area, and a CNw of 67.5 (BMP #1), 89.7 (BMP 92A), 85.9 (BMP #213), 71.9 (BMP #2C), 62.3
(POI #1 BYPASS), and 61.7 (POI #2 BYPASS) for post -developed area. See Appendix B for
CNw calculations. Rainfall depth data from NOAA Atlas 14, Volume 2, Version 3. See Appendix
A for NOAA storm depths. The SCS methodology using Hydraflow Hydrographs was utilized to
calculate pre -development and post -development peak discharges. Table 1 summarizes the
discharges at both POI.
-3- CLT10 — DATA CENTER
Stormwater Report
March 2023

WhWK
iffDICKSON
community infrastructure consultants
TABLE 1. SUMMARY OF PRE/POST PEAK DISCHARGES & MAX ELEVATIONS
ANALYSIS POINT - WETPOND OUTFALL
PEAK
CONTROL
STORM
EVENTS
PRE-
DEVELOPMENT
POI #1
POST-
DEVELOPMENT
POI #1
PRE-
DEVELOPMENT
POI #2
POST-
DEVELOPMENT
POI #2
ELEVATION
BMP #1
FBMP #2A
BMP #213
BMP #2C
TopofDam
825.00
825.00
830.00
860.00
100YR-24HR
70.88
CFS
40.49
CFS
273.46
CFS
539.62
CFS
820.44
823.78
828.70
857.50
25YR-24HR
42.33
CFS
25.03
CFS
171.42
CFS
253.00
CFS
819.89
823.15
827.94
856.44
10YR-24HR
26.81
CFS
16.61
CFS
114.66
CFS
135.93
CFS
819.59
822.75
827.67
855.85
2YR-24HR
7.02
CFS
5.42
CFS
37.55
CFS
35.78
CFS
819.16
822.03
826.53
855.14
1YR-24HR
2.66
CFS
2.58
CFS
18.06
CFS
17.73
CFS1
818.96
1 821.23
1 825.80
854.78
To comply with the requirements set forth by the NCDEQ and Town of Maiden UDO (The Unified
Development Ordinance of the Town of Maiden, North Carolina), it is necessary to reduce the
post -developed peak discharge for the 1-year, 24-hour storm event. The analysis shows that the
installation of the BMP Wetponds will reduce the post -development peak discharge at both POIs.
Riprap dissipaters in conjunction with matting and riprap lined channels are used to reduce flow
velocities. Furthermore, after the stormwater runoff has exited the riprap dissipators, it will flow
through undisturbed existing vegetated areas, further decreasing the velocity before entering
surface waters adjacent to the site. Results can be found in Appendix B.
3.2 STORMWATER CALCULATIONS
Stormwater calculations were performed using the rational method to determine the peak flow
through any one drainage structure. These flows were added together, proceeding downstream in
the system to ensure that each subsequent pipe was capable of handling the peak flows. The
rational coefficient (C) was conservatively assumed to be constant throughout the drainage area,
even in areas that will be landscaped or grassed. The 25-year 24-hour storm event was used with
a 5 minute time -of -concentration to yield an intensity (i) value for the storm drainage piping
system. See Appendix B for results.
Based on the existing and proposed topography, two culverts will be required to maintain the
current stream flowing through the site. The "small culvert" is located near the entrance to Old
Maiden Road, where the entrance drive crosses the existing stream. The "large culvert" is located
-4- CLT10 - DATA CENTER
Stormwater Report
March 2023

OftwK
II<SON
community infrastructure consultants
near the center of the project under the drive that connects the southern building pads to the
northern building pads. These locations can be found in Exhibit 2 "Post -Development Drainage
Area Map". Since both streams are live, maintaining habitat was considered. As such, both culverts
were designed with a 20% embedment to allow wildlife to move through the culvert as they
currently do.
Basin delineation was completed using a combination of survey and GIS topography. A total of
26.7 AC was determined to drain to the small culvert and 170.1 AC to the large culvert in the post -
development condition. Weighted curve numbers for each drainage basin were determined using
TR-55 tables for the post -development conditions, small culvert curve number is 62 and the large
culvert is 71. Rainfall depth data is from NOAA Atlas 14, Volume 2, Version 3; see Appendix A
for NOAA storm depths. The SCS methodology in Hydraflow Hydrographs was utilized to
calculate the post -development peak flows. The flow values were inputted into HY-8 software to
simulate and determine the size for the culverts.
Wetpond calculations were performed using Hydrographs while treating the 1st inch of rainfall
with the outlet structure controlling the 1-year 24-hour storm events, resulting in the flows from
post -development being less than the pre -development flows.
The Wetpond #1 outlet control structure (OCS) has been designed to handle a 1-year storm event
with a peak flow of 0.06 cubic -feet -per -second (cfs). The top of the OCS can accommodate a 100-
year storm event, with a 15-foot broad crested weir located on the side of the dam. The top OCS
sits 2.5 feet below the top of the berm, and the emergency overflow weir is set to be 1.5 feet below
the dam. The Wetpond #2A OCS has been designed to handle a 1-year storm event with a peak
flow of 1.30 cfs. The top of the OCS can accommodate a 100-year storm event, with a 25-foot
broad crested weir located on the side of the dam. The top OCS sits 2.5 feet below the top of the
berm, and the emergency overflow weir is set to be 1.5 feet below the dam. The Wetpond #2B
OCS has been designed to handle a 1-year storm event with a peak flow of 0.95 cfs. The top of
the OCS can accommodate a 100-year storm event, with a 15-foot broad crested weir located on
the side of the dam. The top OCS sits 2.5 feet below the top of the berm, and the emergency
-5- CLT10 — DATA CENTER
Stormwater Report
March 2023

O&WK
iODICKSON
community infrastructure consultants
overflow weir is set to be 1.5 feet below the dam. The Wetpond #2C OCS has been designed to
handle a 1-year storm event with a peak flow of 0.48 cfs. The top of the OCS can accommodate
a 100-year storm event. The top OCS sits 2.5 feet below the top of the berm.
The proposed stormwater management facilities (Wetponds) are designed to treat approximately
79.99 acres of development on data center site. If future impervious are constructed upon final
development, Wetponds shall be resized, or additional facilities installed. Microsoft will be
required to maintain the design and development records for each lot to ensure that no more than
46.22 impervious area coverage is provided in the future. Microsoft will be responsible for the
overall construction and future operation and maintenance of the stormwater measure.
-6- CLT10 — DATA CENTER
Stormwater Report
March 2023

APPENDIX A
STORMWATER CALCULATIONS SUPPLEMENTAL
DOCUMENTS

USGS TOPOGRAPHY MAP

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Hydrologic Soil Group
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
BuB
Buncombe loamy sand,
A
2.8
0.2%
0 to 5 percent slopes,
frequently flooded
CaB
Cecil sandy loam, 2 to 6
A
21.5
1.7%
percent slopes
CaC
Cecil sandy loam, 6 to
A
1.6
0.1 %
10 percent slopes
ChA
Chewacla loam, 0 to 2
B/D
116.3
9.1 %
percent slopes,
frequently flooded
CoA
Congaree loam, 0 to 2
C
114.8
9.0%
percent slopes,
frequently flooded
DoB
Dorian fine sandy loam,
C
28.8
2.3%
0 to 6 percent slopes,
rarely flooded
LcB
Lloyd loam, 2 to 6
B
297.9
23.4%
percent slopes
LcC
Lloyd loam, 6 to 10
B
252.6
19.8%
percent slopes
LcD
Lloyd loam, 10 to 15
B
22.7
1.8%
percent slopes
LcE
Lloyd loam, 15 to 25
B
10.3
0.8%
percent slopes
LdB2
Lloyd clay loam, 2 to 6
B
13.4
1.0%
percent slopes,
moderately eroded
LdC2
Lloyd clay loam, 6 to 10
B
109.8
8.6%
percent slopes,
moderately eroded
MhE2
Madison -Bethlehem
B
19.9
1.6%
complex, 10 to 25
percent slopes,
moderately eroded
MkF4
Madison-Lldorthents
B
0.1
0.0%
complex, 25 to 45
percent slopes, gullied
PaE3
Pacolet clay loam, 10 to
B
243.7
19.1 %
25 percent slopes,
severely eroded
PeE
Pacolet soils, 10 to 25
B
13.5
1.1 %
percent slopes
RkA
Roanoke loam, 0 to 2
C/D
5.3
0.4%
percent slopes,
occasionally flooded
USDA Natural Resources Web Soil Survey 3/8/2023
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group —Catawba County, North Carolina
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
Totals for Area of Interest
1,276.2
100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.- None Specified
Tie -break Rule: Higher
USDA Natural Resources Web Soil Survey 3/8/2023
Conservation Service National Cooperative Soil Survey Page 4 of 4

RAINFALL DATA

2/21/23, 3:06 PM
Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
(D Location name: Maiden, North Carolina, USA*�'
Latitude: 35.5913°, Longitude:-81.2318° v�
Elevation: 892.48 ft**
'source: ESRI Maps
"source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Average recurrence interval (years)
Duration
1
����������
2
5
10
25
50
100
200
500
1000
0.379
0.449
0.528
0.588
0.660
0.712
0.764
0.813
0.873
0.920
5-min
(0.349-0.413)
(0.413-0.489)
(0.485-0.576)
(0.538-0.640)
(0.600-0.719)
(0.643-0.777)
(0.684-0.835)
(0.721-0.892)
(0.763-0.965)
(0.794-1.02)
0.606
0.717
0.846
0.940
1.05
1.14
1.21
1.29
1.38
1.45
10-min
(0.557-0.659)
(0.661-0.782)
(0.776-0.923)
(0.860-1.02)
(0.956-1.15)
(1.02-1.24) 11
(1.09-1.33)
1 (1.14-1.42)
1 (1.21-1.53)
(1.25-1.61)
0.757
0.902
1.07
1.19
1.33
1.44
1.53
1.63
1.74
1.82
15-min
(0.697-0.824)
(0.830-0.983)
(0.982-1.17)
1 (1.09-1.30)
1 (1.21-1.45) 11
(1.30-1.57) 11
(1.37-1.68)
1 (1.44-1.79)
1 (1.52-1.92)
(1.57-2.02)
1.04
1.25
1.52
1.72
1.98
2.16
2.35
2.53
2.77
2.94
30-min
(0.955-1.13)
1 (1.15-1.36) 11
(1.40-1.66)
1 (1.58-1.88)
1 (1.80-2.15) 11
(1.95-2.36)
(2.11-2.57)
(2.24-2.78)
(2.42-3.06) 11
(2.54-3.28)
1.29
1.56
1.95
2.24
2.63
2.93
3.24
3.55
3.97
4.30
60-min
(1.19-1.41)
1 (1.44-1.70) 11
(1.79-2.13)
1 (2.05-2.44)
(2.39-2.87)
(2.65-3.20)
(2.90-3.54)
(3.15-3.90)
(3.47-4.39)
(3.71-4.78)
1.50
1.82
2.29
2.66
3.16
3.56
3.96
4.39
4.97
5.44
2-hr
(1.38-1.64)
1 (1.67-2.00) 11
(2.10-2.51)
1 (2.42-2.90)
(2.86-3.45)
(3.20-3.89)
(3.53-4.35)
1 (3.87-4.84)
1 (4.32-5.52)
(4.66-6.08)
1.61
1.95
2.45
2.86
3.42
3.88
4.35
4.86
5.58
6.16
3-hr
(1.48-1.77)
1 (1.79-2.14) 11
(2.24-2.69)
1 (2.60-3.13)
1 (3.09-3.75) 11
(3.48-4.26) 11
(3.87-4.80)
1 (4.27-5.38)
1 (4.81-6.22) 11
(5.24-6.91)
1.98
2.38
3.00
3.48
4.17
4.73
5.31
5.93
6.81
7.52
6-hr
(1.82-2.16)
1 (2.20-2.61) 11
(2.75-3.27)
1 (3.19-3.80)
1 (3.79-4.54) 11
(4.26-5.16) 11
(4.74-5.81)
1 (5.23-6.52)
1 (5.90-7.52) 11
(6.42-8.35)
2.42
2.92
3.66
4.25
5.08
5.74
6.44
7.17
8.20
9.03
12-hr
(2.23-2.63)
1 (2.69-3.18) 11
(3.37-3.99)
1 (3.90-4.63)
1 (4.62-5.52) 11
(5.19-6.24) 11
(5.77-7.00)
1 (6.35-7.81)
1 (7.15-8.95) 11
(7.76-9.89)
2.94
3.56
4.50
5.24
6.26
7.06
7.90
8.75
9.93
10.9
24-hr
(2.74-3.18)
(3.31-3.85)
(4.18-4.86)
(4.85-5.65)
(5.77-6.74)
(6.50-7.61)
(7.23-8.51)
1 (7.98-9.44)
1 (9.01-10.7) 11
(9.82-11.8)
3.50
4.22
5.29
6.12
7.25
8.15
9.05
9.99
11.3
12.3
2-day
(3.24-3.78)
(3.92-4.57)
(4.91-5.72)
(5.67-6.61)
(6.69-7.82)
(7.49-8.79)
(8.30-9.77)
1 (9.13-10.8)
1 (10.2-12.2) 11
(11.1-13.3)
3.72
4.47
5.57
6.43
7.59
8.51
9.45
10.4
11.7
12.8
3-day
(3.45-4.00)
(4.16-4.82)
(5.17-6.00)
(5.96-6.92)
(7.01-8.17)
(7.83-9.16)
(8.67-10.2)
1 (9.52-11.2)
1 (10.7-12.7) 11
(11.6-13.8)
3.93
4.73
5.86
6.74
7.93
8.88
9.84
10.8
12.2
13.2
4-day
(3.67-4.22)
(4.40-5.08)
(5.44-6.29)
(6.25-7.23)
(7.33-8.52)
(8.18-9.54)
(9.04-10.6)
1 (9.92-11.7)
1 (11.1-13.1) 11
(12.0-14.3)
4.54
5.43
6.62
7.54
8.78
9.75
10.7
11.7
13.1
14.2
7-day
(4.26-4.85)
(5.09-5.80)
(6.19-7.06)
(7.04-8.05)
(8.18-9.37)
(9.06-10.4)
(9.95-11.5)
1 (10.8-12.6)
1 (12.0-14.1) 11
(13.0-15.2)
5.20
6.19
7.44
8.40
9.67
10.7
11.6
12.6
14.0
15.0
10tlay
(4.89-5.53)
(5.83-6.58)
(6.99-7.91)
(7.88-8.93)
(9.06-10.3)
(9.95-11.3)
(10.8-12.4)
1 (11.7-13.5)
1 (12.9-14.9) 11
(13.9-16.0)
6.95
8.21
9.70
10.9
12.4
13.6
14.8
16.0
17.6
18.9
20tlay
(6.57-7.34)
(7.77-8.68)
(9.17-10.2)
(10.2-11.5)
(11.7-13.1)
(12.8-14.4)
(13.8-15.6)
1 (14.9-16.9)
1 (16.4-18.7) 11
(17.5-20.0)
8.56
10.1
11.6
12.8
14.3
15.5
16.6
17.7
19.2
20.3
30tlay
(8.17-8.98)
(9.61-10.6)
(11.1-12.2)
(12.2-13.4)
(13.6-15.0)
(14.7-16.3)
(15.7-17.4)
1 (16.8-18.6)
1 (18.1-20.2) 11
(19.1-21.4)
10.8
12.6
14.3
15.6
17.2
18.4
19.6
20.7
22.2
23.3
45tlay
(10.3-11.3)
(12.1-13.2)
(13.7-15.0)
(14.9-16.3)
(16.5-18.0)
(17.6-19.3)
(18.7-20.5)
1 (19.7-21.7)
1 (21.1-23.3) 11
(22.1-24.5)
12.8
15.0
16.8
18.2
20.0
21.4
22.7
23.9
25.5
26.7
60tlay
(12.3-13.4)
(14.4-15.6)
(16.2-17.5)
(17.5-19.0)
(19.2-20.9)
(20.5-22.3)
(21.7-23.6)
(22.8-25.0)
(24.3-26.7) J1
(25.4-27.9)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates
(for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds
are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.5913&Ion=-81.23l8&data=depth&units=english&series=pds 1 /4

2/21/23, 3:06 PM Precipitation Frequency Data Server
PD5-based dep-h-duratio n-frequency {DDF} curves
Latitude- 35-5913 Longitude:-81.2318'
3D
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t 20
a
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9
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M
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Duration
30
25
c
t 20
rz
m
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a
10
EL
5
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAAAtlas 14, Volume 2, Version 3 Created {GMT}. The Fet 21 20:O6:20 2023
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
ml erva I
{years}
— 1
2
— 5
— 14
— 25
64
100
200
500
1000
Du ration
5--mkn —
2-day
— 1 Wsun
3-stay
15-min —
4-day
— 30-,min —
T-aay
— 60anin —
14-day
— 2fir —
20-day
— 341r —
3"ay
4"ay
C;"By
— 24-lir
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds—printpage.htmI?lat=35.5913&Ion=-81.2318&data=depth&units=engIish&series=pds 2/4

2/21/23, 3:06 PM
Precipitation Frequency Data Server
Large scale terrain
r•
Kingsp41"t• Bristol
•
J411n54n City Winston-Salem
r�4
• • Durh
Greensboro
3' I.At Mit-:hall
ei k •Asheville h0RTH C A R 0 L I N A
'Charlotte + evill
- reenville �` —
100km
s mi UTH CAROLINA
Large scale map
Kin9$Pi__ Bristol
Johnson City
inston-6 lem Greensboro
f
Ashevil'Ie,-- _++ North
ICarolina
arlotte
irk
le —
100km
Large scale aerial
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.5913&Ion=-81.23l8&data=depth&units=english&series=pds 3/4

2/21/23, 3:06 PM
Precipitation Frequency Data Server
Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: [e-mail]
Disclaimer
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.5913&Ion=-81.23l8&data=depth&units=english&series=pds 4/4

APPENDIX B
PERMANENT STORMWATER CALCULATIONS

DRAINAGE AREAS

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\ < \ •'i — _ — �.i.`/, � /., 1 1 .�i[.^) I I / 11 I. S �� 1

WEIGHTED CURVE NUMBER CALCULATIONS

COMPOSITE CURVE NUMBERS WN)
Pre -Construction Conditions:
POI 41
Cover Type/Condition
Soil Type
CN
Area SF
Area AC
Residential; 1/2 acre lot
B
70
150,994
3.47
Woods (Good)
B
55
1,171,317
26.89
Woods (Good)
C
70
22,075
0.51
Open Space, Grassed areas (Good)
B
61
75,478
1.73
Road; Paved; Open Ditches
B
89
35,818
0.82
TOTAL:
57.9
1,455,682
33.42
POI 42
Cover Type/Condition
Soil Type
CN
Area SF
Area AC
Residential; 1/2 acre lot
B
70
904,644
20.77
Farmsteads
B
74
699,530
16.06
Woods (Good)
B
55
3,473,039
79.73
Woods (Good)
C
70
34,899
0.80
Woods (Good)
D
77
363,662
8.35
Open Space, Grassed areas (Good)
B
61
1,254,328
28.80
Open Space, Grassed areas (Good)
D
61
24,615
0.57
Road; Paved; Open Ditches
B
89
141,225
3.24
TOTAL:
61.9
6,895,942
158.31
Post -Construction Conditions:
BMP 41
Cover Type/Condition
Soil Type
CN
Area SF
Area AC
Impervious
B
98
70,677
1.62
Residential; 1/2 acre lot
B
70
9,046
0.21
Open Space, Grassed areas (Good)
B
61
333,827
7.66
TOTAL:
1 67.5
1 413,550
1 9.49
BMP 42A
Cover Type/Condition
Soil Type
CN
Area SF
Area AC
Impervious
B
98
1,802,851
41.39
O pen Space, Grassed areas (Good)
B
61
515,232
11.83
Open Space, Grassed areas (Good)
D
80
10,728
0.25
TOTAL:
89.7
2,328,811
1 53.46

BMP 42B
Cover Type/Condition
Soil Type
CN
Area SF
Area AC
Impervious
B
98
1,203,698
27.63
O pen Space, Grassed areas (Good)
B
61
582,950
13.38
TOTAL:
85.9
1,786,648
41.02
MEMEMEMMMI
BMP 42C
Cover Type/Condition
Soil Type
CN
Area SF
Area AC
Impervious
B
98
407,174
9.35
O pen Space, Grassed areas (Good)
B
61
972,379
22.32
TOTAL:
71.9
1,379,553
31.67
EMEMEMMEMI
POI 41 BYPASS
Cover Type/Condition
Soil Type
CN
Area SF
Area AC
Residential; 1/2 acre lot
B
70
141,948
3.26
Woods (Good)
B
55
265,716
6.10
Woods (Good)
C
70
22,075
0.51
Open Space, Grassed areas (Good)
B
61
193,865
4.45
Road; Paved; Open Ditches
B
89
35,347
0.81
TOTAL:
62.3
658,951
15.13
POI 42 BYPASS
Cover Type/Condition
Soil Type
CN
Area SF
Area AC
Residential; 1/2 acre lot
B
70
904,644
20.77
Farmsteads
B
74
699,530
16.06
Woods (Good)
B
55
3,587,943
82.37
Woods (Good)
C
70
34,899
0.80
Woods (Good)
D
77
289,371
6.64
Open Space, Grassed areas (Good)
B
61
483,470
11.10
Open Space, Grassed areas (Good)
D
61
1 83,093
1.91
Road; Paved; Open Ditches
B
89
141,225
3.24
TOTAL:
61.7
6,224,175
142.89

TIME OF CONCENTRATION CALCULATIONS

N
BASIN I.D.
n
oo
D
o
=
MANNING'S N
0
4�-
0
0
FLOW LENGTH
N
W
I,
m
0
0
SLOPE
0
0
im
w
rn
w
rn
z
2-YR, 24-H R RAINFALL
m
TRAVELTIME
w
ifl
z
n
O
0
o
z
0
0
3
MANNING'S N
m
w
w
N
z
W
FLOW LENGTH
m
m
m
m
2
�p
n
n
n
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0
0
0
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ul
ul
ul
ul
ul
ul
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N
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0
c
m
m
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0
D
0
D
0
D
0
D
00
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TRAVELTIME
D
N
0
0
0
0
0
K
No
3
MANNING'S N
0
z
z
z
z
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CULVERT CALCULATIONS

HY-8 Culvert Analysis Report
Crossing Discharge Data
Discharge Selection Method: Recurrence
Table 1 - Summary of Culvert Flows at Crossing: Large Culvert
Headwater
Discharge
Total
Box
Roadway
Iterations
Elevation
Names
Discharge
Discharge
Discharge
(ft)
(cfs)
(cfs)
(cfs)
809.88
1 year
74.09
74.09
0.00
1
810.32
2 year
121.44
121.44
0.00
1
810.97
5 year
202.11
202.11
0.00
1
811.45
10 year
270.84
270.84
0.00
1
812.08
25 year
369.63
369.63
0.00
1
812.57
50 year
451.73
451.73
0.00
1
813.05
100 year
537.91
537.91
0.00
1
847.75
Overtopping
2992.17
2992.17
0.00
Overtopping
Rating Curve Plot for Crossing: Large Culvert
Total Rating Curve
Crossing: Large Culvert
85C
84:
84C
v 83:
0
a
m
}
°7 83C
w
a�
m
� 82:
m
aD
z
82C
ai:
sic
V .�VV IVVV IJVV tUuu C.'VV JVVV
Total Discharge (cfs)

Culvert Data: Box
Table 1 - Culvert Summary Table: Box
Disc
harg
e
Nam
es
Total
Disc
harg
a
(cfs)
Culy
ert
Disc
harg
a
(cfs)
Head
water
Eleva
tion
(ft)
Inle
t
Con
trol
Dep
th
(ft)
Out
let
Con
trol
Dep
th
(ft)
Fl
o
w
Ty
pe
Nor
mal
Dep
th
(ft)
Crit
ical
De
pth
(ft)
On
tle
t
De
pth
(ft)
Tail
wate
r
Dept
h (ft)
Outl
et
Vel
ocit
y
(ft/
s)
Tail
wate
r
Velo
city
(ft/s
)
1
74.09
74.09
809.8
1.13
1.14
3-
0.79
0.6
1.6
1.63
1.89
2.99
year
cfs
cfs
8
6
M
7
3
1t
2
121.4
121.4
810.3
1.57
1.59
3-
1.07
0.9
1.9
1.96
2.58
3.39
year
4 cfs
4 cfs
2
1
M
3
6
1t
5
202.1
202.1
810.9
2.21
2.23
3-
1.46
1.3
2.4
2.43
3.46
3.61
year
1 cfs
1 cfs
7
5
M
0
3
1t
10
270.8
270.8
811.4
2.68
2.72
3-
1.74
1.5
2.7
2.73
4.13
3.68
year
4 cfs
4 cfs
5
0
M
8
3
1t
25
369.6
369.6
812.0
3.29
3.35
3-
2.11
1.9
2.9
2.99
5.16
4.07
year
3 cfs
3 cfs
8
2
M
5
9
1t
50
451.7
451.7
812.5
3.75
3.83
3-
2.39
2.2
3.1
3.17
5.93
4.33
year
3 cfs
3 cfs
7
6
M
2
7
1t
100
537.9
537.9
813.0
4.20
4.31
3-
2.66
2.5
3.3
3.35
6.69
4.57
year
1 cfs
1 cfs
5
5
M
0
5
1t
Culvert Barrel Data
Culvert Barrel Type Straight Culvert
Inlet Elevation (invert): 808.73 ft,
Outlet Elevation (invert): 804.00 ft
Culvert Length: 396.81 ft,
Culvert Slope: 0.0119

Culvert Performance Curve Plot: Box
850
845
840
835
a
}
830
w
a�
m
825
m
aD
z
820
815
810
Performance Curve
Culvert: Box
0
Inlet Control Elev
0
Outlet Control Elev
■
i
i
0 560 1000 1500 2000 2500 3000
Total Discharge (ds)

Water Surface Profile Plot for Culvert: Box
Crossing - Large Culvert, Design Discharge - 537.9 cfs
Station (ft)
Site Data - Box
Site Data Option: Culvert Invert Data
Inlet Station: 0.00 ft
Inlet Elevation: 807.33 ft
Outlet Station: 396.78 ft
Outlet Elevation: 802.60 ft
Number of Barrels: 2
Culvert Data Summary - Box
Barrel Shape: Concrete Box
Barrel Span: 12.00 ft
Barrel Rise: 7.00 ft
Barrel Material: Concrete
Embedment: 16.80 in

Barrel Manning's n: 0.0120 (top and sides)
Manning's n: 0.0350 (bottom)
Culvert Type: Straight
Inlet Configuration: Square Edge (902) Headwall (Ke=0.5)
Inlet Depression: None
Tailwater Data for Crossing: Large Culvert
Table 2 - Downstream Channel Rating Curve (Crossing: Large Culvert)
Flow (cfs)
Water
Velocity
Depth (ft)
Shear (psf)
Froude
Surface
(ft/s)
Number
Elev (ft)
74.09
805.63
1.63
2.99
0.88
0.58
121.44
805.96
1.96
3.39
1.05
0.60
202.11
806.43
2.43
3.61
1.31
0.61
270.84
806.73
2.73
3.68
1.47
0.62
369.63
806.99
2.99
4.07
1.60
0.63
451.73
807.17
3.17
4.33
1.70
0.64
537.91
807.35
3.35
4.57
1.80
0.65
Tailwater Channel Data - Large Culvert
Tailwater Channel Option: Irregular Channel
Channel Slope: Irregular Channel
User Defined Channel Cross -Section
Coord No.
Station (ft)
Elevation (ft)
Manning's n
1
0.00
824.00
0.0400
2
5.52
822.16
0.0400
3
22.39
818.84
0.0400
4
37.66
814.28
0.0400
5
54.58
810.00
0.0400
6
63.75
809.53
0.0400
7
94.17
804.00
0.0400
8
120.66
806.02
0.0400
9
124.26
806.24
0.0400
10
145.24
806.73
0.0400
11
154.52
807.54
0.0400
12
160.78
808.67
0.0400
13
174.67
809.52
0.0400
14
195.54
813.43
0.0400
15 i
227.25
824.00
0.0000
Roadway Data for Crossing: Large Culvert
Roadway Profile Shape: Irregular Roadway Shape (coordinates)

Irregular Roadway Cross -Section
Coord No.
Station (ft)
Elevation (ft)
0
0.00
862.49
1
52.48
863.00
2
102.43
861.62
3
152.58
859.49
4
286.49
852.80
5
312.55
851.50
6
349.93
849.86
7
387.31
848.69
8
425.05
847.99
9
462.43
847.75
10
499.93
847.99
11
537.55
848.69
12
574.94
849.86
13
612.30
851.50
14
772.38
859.50
15
816.67
861.62
16
849.23
863.00
Roadway Surface: Paved
Roadway Top Width: 90.00 ft

HY-8 Culvert Analysis Report
Crossing Discharge Data
Discharge Selection Method: Recurrence
Table 1 - Summary of Culvert Flows at Crossing: Small Culvert
Headwater
Discharge
Total
5 ft Cir
Roadway
Iterations
Elevation
Names
Discharge
Discharge
Discharge
(ft)
(cfs)
(cfs)
(cfs)
814.79
1 year
3.67
3.67
0.00
1
815.07
2 year
7.90
7.90
0.00
1
815.56
5 year
16.29
16.29
0.00
1
815.92
10 year
23.87
23.87
0.00
1
816.38
25 year
35.17
35.17
0.00
1
816.73
50 year
44.83
44.83
0.00
1
817.09
100 year
55.16
55.16
0.00
1
839.72
Overtopping
280.16
280.16
0.00
Overtopping
Rating Curve Plot for Crossing: Small Culvert
Total Rating Curve
Crossing: Small Culver[
835
830
0
a
m
}
a)
W
825
820
815
D 50 100 150 200 250 300
Total Discharge (cfs)

Culvert Data: 5 ft Cir
Table 1 - Culvert Summary Table: 5 ft Cir
Disc
Total
Culy
Head
Inle
Out
Fl
Nor
Crit
On
Tail
Outl
Tail
harg
Disc
ert
water
t
let
o
mal
ical
tle
wate
et
wate
e
harg
Disc
Eleva
Con
Con
w
Dep
De
t
r
Vel
r
Nam
a
harg
tion
trol
trol
Ty
th
pth
De
Dept
ocit
Velo
es
(cfs)
a
(ft)
Dep
Dep
pe
(ft)
(ft)
pth
h (ft)
y
city
(cfs)
th
th
(ft)
(ft/
(ft/s
(ft)
(ft)
s)
)
1
3.67
3.67
814.7
0.54
0.50
2-
0.32
0.3
0.3
0.58
3.00
2.19
year
cfs
cfs
9
4
M
0
0
2c
2
7.90
7.90
815.0
0.79
0.82
2-
0.52
0.4
0.4
0.77
3.82
2.69
year
cfs
cfs
7
5
M
9
9
2c
5
16.29
16.29
815.5
1.24
1.30
2-
0.81
0.7
0.7
1.05
4.79
3.03
year
cfs
cfs
6
8
M
7
7
2c
10
23.87
23.87
815.9
1.60
1.66
2-
1.03
0.9
0.9
1.21
5.40
3.22
year
cfs
cfs
2
6
M
8
8
2c
25
35.17
35.17
816.3
2.06
2.12
2-
1.31
1.2
1.2
1.38
6.11
3.47
year
cfs
cfs
8
6
M
5
5
2c
50
44.83
44.83
816.7
2.41
2.48
2-
1.54
1.4
1.4
1.50
6.61
3.65
year
cfs
cfs
3
0
M
6
6
2c
100
55.16
55.16
817.0
2.75
2.83
2-
1.73
1.6
1.6
1.60
7.10
3.82
year
cfs
cfs
9
8
M
6
6
2c
Culvert Barrel Data
Culvert Barrel Type Straight Culvert
Inlet Elevation (invert): 814.25 ft,
Outlet Elevation (invert): 809.16 ft
Culvert Length: 235.38 ft,
Culvert Slope: 0.0216

Culvert Performance Curve Plot: 5 ft Cir
835
m
LL1
m 825
CU
CU
820
815
Performance Curve
culvert: 5 tz Cir
0
Inlet Control Elev
0
Outlet Control Elev
J
i
i
i
i
i
I
50 100 150 200 250 300
Total Discharge (ds)

Water Surface Profile Plot for Culvert: 5 ft Cir
Crossing - Small Culvert, Design Discharge - 55.2 cfs
Culvert - 5 R Cir, Culvert Discharge - 552 cfs
82
840
835
830
0
} 825
w
820
815
810
1
1
1
1
1
1
1
�
III
III
,111
11 1
11
�1
4 —
�1
-50 0 50 100 150 200 250 30(
Station (ft)
Site Data - 5 ft Cir
Site Data Option: Culvert Invert Data
Inlet Station: 0.00 ft
Inlet Elevation: 813.25 ft
Outlet Station: 235.32 ft
Outlet Elevation: 808.16 ft
Number of Barrels: 1
Culvert Data Summary - 5 ft Cir
Barrel Shape: Circular
Barrel Diameter: 5.00 ft
Barrel Material: Concrete
Embedment: 12.00 in
Barrel Manning's n: 0.0120 (top and sides)

Manning's n: 0.0350 (bottom)
Culvert Type: Straight
Inlet Configuration: Square Edge with Headwall (Ke=0.5)
Inlet Depression: None
Tailwater Data for Crossing: Small Culvert
Table 2 - Downstream Channel Rating Curve (Crossing: Small Culvert)
Flow (cfs)
Water
Velocity
Depth (ft)
Shear (psf)
Froude
Surface
(ft/s)
Number
Elev (ft)
3.67
809.31
0.58
2.19
0.67
0.71
7.90
809.50
0.77
2.69
0.90
0.74
16.29
809.78
1.05
3.03
1.22
0.77
23.87
809.94
1.21
3.22
1.41
0.78
35.17
810.11
1.38
3.47
1.61
0.80
44.83
810.23
1.50
3.65
1.75
0.81
55.16
810.33
1.60
3.82
1.87
0.82
Tailwater Channel Data - Small Culvert
Tailwater Channel Option: Irregular Channel
Channel Slope: Irregular Channel
User Defined Channel Cross -Section
Coord No.
Station (ft)
Elevation (ft)
Manning's n
1
0.00
834.00
0.0400
2
4.04
833.55
0.0400
3
14.13
830.50
0.0400
4
33.14
827.35
0.0400
5
53.55
822.98
0.0400
6
64.77
821.52
0.0400
7
84.89
816.76
0.0400
8
96.34
813.20
0.0400
9
104.85
811.54
0.0400
10
105.78
811.56
0.0400
11
128.00
809.62
0.0400
12
128.76
808.73
0.0400
13
132.78
809.16
0.0400
14
165.53
813.56
0.0400
15
167.98
813.39
0.0400
16
187.73
815.56
0.0400
17
193.64
815.94
0.0400
18
215.27
819.18
0.0400
19
241.50
821.32
0.0400
20
263.17
825.45
0.0400

21 271.04 826.16 0.0400
22 278.77 827.82 0.0400
23 311.29 832.56 0.0400
24 325.69 834.00 0.0000
Roadway Data for Crossing: Small Culvert
Roadway Profile Shape: Irregular Roadway Shape (coordinates)
Irregular Roadway Cross -Section
Coord No. Station (ft) Elevation (ft)
0 0.00 837.12
1 127.43 839.72
2 309.49 843.38
Roadway Surface: Paved
Roadway Top Width: 70.00 ft

WETPOND CALCULATIONS

WK Dickson & Co., Inc.
Project Name: CLT 10
CEC Project #: 2023006800CL
Description: BMP #1 Calculations
Wet Pond Water Quality Calculations
Drainage Area
9.49 ac
Impervious Area
1.62 ac
Impervious %
17%
Estimated Avg. Depth
5 ft
SA/DA Ratio
0.54
SA Required
0.05 ac
SA Required
2,234 sf
SA Provided 27,775 sf
SA Provided 0.64 ac
Pool Depth Provided 7.00 ft
Double Interpolated SA DA Ratio
Imp %
Pool Depth (ft)
4.00
5.00
6.00
10%
0.43
0.37
0.30
20%
0.69
0.61
0.51
30%
0.94
0.84
0.72
'C-3 Table 1 (Piedmont and Mountain Region)
(NCDEQ BMP Design Manual revised 4-18-2017)
Rv = 0.05 + 0.9 *IA SIMPLE METHOD PER NCDEQ BMP MANUAL SECTION 3.3.1
Rv = Runoff coefficient [storm runoff (in)/storm rainfall (in)], unitless
Impervious fraction [impervious portion of drainage area
IA = (ac)/drainage area (ac)], unitless
**V = Volume of runoff that must be controlled for the design storm (ft3)
RD = Design storm rainfall depth (in) (Typically, 1.0" or 1.5")
A = Watershed area (ac)
WQv = 3630 * Ro * Rv * A
Rv 0.20 (finch)
WQv 7,024 (1 inch)
Permament Pool
DMAX 0.5 ft
Perimeterpp 709 ft
WldthSUBMERGED 3.0 ft
Provided Depth= 7.00 ft VSHELF 531.75 cf
Calc Avg. Depth 5.42 OKAY Must be greater than Estimated ave. depth
Volume Calculation
Stage
Area
Inc. Vol.
Acc Vol.
811
811.5
13765
0
0
812
14596
7090
7090
813
16308
15452
22542
814
18089
17199
39741
815
19936
19013
58753
816
21847
20892
79645
817
23820
22834
102478
818
25856
24838
127316
818.5
27775
13408
140724
Bottom of Sediment Removal
Top of Sediment Removal
Bottom of Shelf
Permanent Pool

Temporary Pool Volume Elevation
819.00
Vnhimc ('a Iridafinn
Stage
Area
Inc. Vol.
Acc Vol.
818.5
36559
0
0
819
39509
19017
19017
820
44214
41862
60879
821
46994
45604
106483
822
49836
48415
154898
8231
52740
1 51288
1 206186
8241
55705
1 54223
1 260408
8251
58731
1 57218
1 317626
Assumed Stage Interval for Treatment of WQv 818.5
Interpolate 0.10 area between even stages at WQv stage
Vnhimc ('alrnlatinn
Stage
Area
Inc. Vol.
Acc Vol.
818.5
36559
0
0
818.6
36854
3671
3671
818.7
37149
3700
7371
818.8
37444
3730
11100
818.9
37739
3759
14860
819.0
38034
3789
18648
819.1
38329
3818
22466
819.2
38624
3848
26314
819.3
38919
3877
30191
819.4
39214
3907
34098
819.5
39509
3936
38034
Permanent Pool
818.50
Fop of Shelf
819.00
820.00
821.00
822.00
823.00
824.00
Fop of Dam (allow 1 ft FB)
825.00
Lower WQv stage 818.5
818.6
818.7
818.8
818.9
819.0
819.1
819.2
819.3
819.4
Higher WQv Stage <-- 819.5
Calc WQV Stage 819.0
Calculate Orifice Size in
Treatment Vol
18,648
Draw Down Time
2
Draw Down Time
172,800
Flow (Q)
0.108
Cd
0.6
H/3
0.167
Area of orifice
0.055
Dia.
3.17
Orifice Size Used (Dia.)
2.00
Draw Down Time
4.94
FOREBAY VOLUME
Vnhimc ('a Iridafinn
CF
18,648
DAYS
5 (NCDEQ required time frame)
sec
432,000
CFS
0.043
0.6
ft
0.167
sf
0.022
in
2.00 (Choose between two sizes)
in
JOKAY
DAYS
JOKAY
Stage
Area
Inc. Vol.
Acc Vol.
811
811.5
2243
0
0
812
2570
1203
1203
813
3276
2923
4126
814
4051
3664
7790
815
4897
4474
12264
816
5811
5354
17618
817
6796
6304
23921
818
7850
7323
31244
818.5
8784
4159
35403
819
9770
4639
40041
15% Permanent Pool 21109 REQUIRED VOLUME
20% Permanent Pool 28145
Provided 40041 Okay
28 /o
Bottom of Sediment storage
Bottom of calc storage volume

WK Dickson & Co., Inc.
Project Name: CLT 10
CEC Project #: 2023006800CL
Description: BMP #2A Calculations
Wet Pond Water Quality Calculations
Drainage Area
53.46 ac
Impervious Area
41.39 ac
Impervious %
77%
Estimated Avg. Depth
4
SA/DA Ratio
2.33 %
SA Required
1.24 ac
SA Required
54,198 sf
Double Interpolated SA DA Ratio
Imp %
Pool Depth (ft)
3.00
4.00
5.00
60%
2.09
1.77
1.49
70%
2.51
2.09
1.80
80%
2.92
2.41
2.07
'C-3 Table 1 (Piedmont and Mountain Region)
(NCDEQ BMP Design Manual revised 4-18-2011)
SA Provided 86,718 sf
SA Provided 1.99 ac
Pool Depth Provided 4.50 ft
Rv = 0.05 + 0.9 *IA SIMPLE METHOD PER NCDEQ BMP MANUAL SECTION 3.3.1
Rv = Runoff coefficient [storm runoff (in)/storm rainfall (in)], unitless
Impervious fraction [impervious portion of drainage area
IA = (ac)/drainage area (ac)], unitless
**V = Volume of runoff that must be controlled for the design storm (ft)
RD = Design storm rainfall depth (in) (Typically, 1.0" or 1.5")
A = Watershed area (ac)
WQv=3630* RD* Rv*A
Rv 0.75 (1 inch)
WQv 144,917 (1 inch)
Permament Pool
DMAX 0.5 ft
Perimeterpp 1291.0 ft
WidthSUBMERGED 3.0 ft
Provided Depth= 4.50 VSH ELF 968.25 cf
Calc Avg. Depth 4.14 OKAY Must be greater than Estimated ave. depth
Volume Calculation
Stage
Area
Inc. Vol.
Acc Vol.
813.5
814
68690
0
0
815
72254
70472
70472
816
75887
74071
144543
817
79589
77738
222281
8181
83361
1 81475
1 303756
818.51
86718
1 42520
1 346275
Bottom of Sediment Removal
Top of Sediment Removal
Bottom of Shelf
Permanent Pool

Temporary Pool Volume Elevation
819.90
Vnlump Calculatinn
Stage
Area
Inc. Vol.
Acc Vol.
818.5
104015
0
0
819
107432
52862
52862
820
118153
112793
165654
821
122520
120337
285991
822
126964
124742
410733
8231
131486
1 129225
1 539958
8241
136084
1 133785
1 673743
8251
140760
1 138422
1 812165
Assumed Stage Interval for Treatment of WQv 819.0
Interpolate 0.10 area between even stages at WQv stage
Volume Calculation
Stage
Area
Inc. Vol.
Acc Vol.
819.0
107432
0
52862
819.1
108504
10797
63659
819.2
109576
10904
74563
819.3
110648
11011
85574
819.4
111720
11118
96692
819.5
112793
11226
107918
819.6
113865
11333
119251
819.7
114937
11440
130691
819.8
116009
11547
142238
819.9
117081
11654
153893
820.0
118153
11762
165654
Permanent Pool
818.50
fop of Shelf
819.00
820.00
821.00
822.00
823.00
824.00
fop of Dam (allow 1 ft FB)
825.00
Lower WQv stage 819.0
819.1
819.2
819.3
819.4
819.5
819.6
819.7
819.8
819.9
Higher WQv Stage <-- 820.0
Calc WQV Stage 819.9
Calculate Orifice Size in
Treatment Vol
153,893
Draw Down Time
2
Draw Down Time
172,800
Flow (Q)
0.891
Cd
0.6
H/3
0.467
Area of orifice
0.271
Dia.
7.05
Orifice Size Used (Dia.)
4.50
Draw Down Time
4.82
FOREBAY VOLUME
Vnlump r'alridAtinn
CF
153,893
DAYS
5 (NCDEQ required time frame)
sec
432,000
CFS
0.356
0.6
ft
0.467
sf
0.108
in
4.46 (Choose between two sizes)
in
JOKAY
DAYS
OKAY
Stage
Area
Inc. Vol.
Acc Vol.
813.5
814
8309
0
0
815
10041
9175
9175
816
11852
10947
20122
817
13740
12796
32918
8181
15707
1 14724
1 47641
818.51
17297
1 8251
1 55892
8191
18941
1 9060
1 64952
15% Permanent Pool 51941 REQUIRED VOLUME
20% Permanent Pool 69255
Provided 649502 Okay
19 /o
3ottom of Sediment storage
3ottom of calc storage volume

WK Dickson & Co., Inc.
Project Name: CLT 10
CEC Project #: 2023006800CL
Description: BMP #213 Calculations
Wet Pond Water Quality Calculations
Drainage Area
41.02 ac
Impervious Area
27.63 ac
Impervious %
67%
Estimated Avg. Depth
5
SA/DA Ratio
1.72 %
SA Required
0.70 ac
SA Required
30,704 sf
Double Interpolated SA DA Ratio
Imp %
Pool Depth (ft)
4.00
5.00
6.00
60%
1.77
1.49
1.31
70%
2.09
1.80
1.56
80%
2.41
2.07
1.82
'C-3 Table 1 (Piedmont and Mountain Region)
(NCDEQ BMP Design Manual revised 4-18-2011)
SA Provided 62,326 sf
SA Provided 1.43 ac
Pool Depth Provided 7.25 ft
Rv = 0.05 + 0.9 *IA SIMPLE METHOD PER NCDEQ BMP MANUAL SECTION 3.3.1
Rv = Runoff coefficient [storm runoff (in)/storm rainfall (in)], unitless
Impervious fraction [impervious portion of drainage area
IA = (ac)/drainage area (ac)], unitless
**V = Volume of runoff that must be controlled for the design storm (ft)
RD = Design storm rainfall depth (in) (Typically, 1.0" or 1.5")
A = Watershed area (ac)
WQv=3630* RD* Rv*A
Rv 0.66 (1 inch)
WQv 97,722 (1 inch)
Permament Pool
DMAX 0.5 ft
Perimeterpp 1153 ft
WidthSUBMERGED 3.0 ft
Provided Depth= 7.25 VSH ELF 864.75 cf
Calc Avg. Depth 6.01 OKAY Must be greater than Estimated ave. depth
Volume Calculation
Stage
Area
Inc. Vol.
Acc Vol.
815.75
816.25
38224
0
0
817
40406
29486
29486
818
43379
41893
71379
819
46427
44903
116282
820
49549
47988
164270
821
52747
51148
215418
822
56021
54384
269802
823
59371
57696
327498
823.5
62326
30424
357922
Bottom of Sediment Removal
Top of Sediment Removal
Bottom of Shelf
Permanent Pool

Temporary Pool Volume Elevation
824.70
Vnlump Calculatinn
Stage
Area
Inc. Vol.
Acc Vol.
823.5
77175
0
0
824
81934
39777
39777
825
90646
86290
126067
826
94852
92749
218816
827
99131
96992
315808
8281
103483
1 101307
1 417115
8291
107907
1 105695
1 522810
8301
112405
1 110156
1 632966
Assumed Stage Interval for Treatment of WQv 824.0
Interpolate 0.10 area between even stages at WQv stage
Volume Calculation
Stage
Area
Inc. Vol.
Acc Vol.
824.0
81934
0
39777
824.1
82805
8237
48014
824.2
83676
8324
56338
824.3
84548
8411
64749
824.4
85419
8498
73248
824.5
86290
8585
81833
824.6
87161
8673
90506
824.7
88032
8760
99265
824.8
88904
8847
108112
824.9
89775
8934
117046
825.0
90646
9021
126067
Permanent Pool
823.50
fop of Shelf
824.00
825.00
826.00
827.00
828.00
829.00
fop of Dam (allow 1 ft FB)
Lower WQv stage 824.0
824.1
824.2
824.3
824.4
824.5
824.6
824.7
824.8
824.9
Higher WQv Stage <-- 825.0
Calc WQV Stage 824.7
Calculate Orifice Size in
Treatment Vol
99,265
Draw Down Time
2
Draw Down Time
172,800
Flow (Q)
0.574
Cd
0.6
H/3
0.400
Area of orifice
0.189
Dia.
5.88
Orifice Size Used (Dia.)
3.75
Draw Down Time
4.83
FOREBAY VOLUME
Vnlump r'alridAtinn
CF
99,265
DAYS
5 (NCDEQ required time frame)
sec
432,000
CFS
0.230
0.6
ft
0.400
sf
0.075
in
3.72 (Choose between two sizes)
in
JOKAY
DAYS
OKAY
Stage
Area
Inc. Vol.
Acc Vol.
815.75
816.25
2957
0
0
817
3766
2521
2521
818
4977
4372
6893
819
6333
5655
12548
820
7833
7083
19631
821
9476
8655
28285
822
11261
10369
38654
823
13188
12225
50878
823.5
14849
7009
57887
824
16596
7861
65749
15% Permanent Pool 53688 REQUIRED VOLUME
20% Permanent Pool 71584
Provided 657409 Okay
18 /o
Bottom of Sediment storage
Bottom of calc storage volume

WK Dickson & Co., Inc.
Project Name: CLT 10
CEC Project #: 2023006800CL
Description: BMP #2C Calculations
Wet Pond Water Quality Calculations
Drainage Area
31.67 ac
Impervious Area
9.35 ac
Impervious %
30%
Estimated Avg. Depth
3
SA/DA Ratio
1.15 %
SA Required
0.37 ac
SA Required
15,913 sf
Double Interpolated SA DA Ratio
Imp %
Pool Depth (ft)
3.00
4.00
5.00
20%
0.84
0.69
0.61
30%
1.17
0.94
0.84
40%
1.51
1.24
1.09
'C-3 Table 1 (Piedmont and Mountain Region)
(NCDEQ BMP Design Manual revised 4-18-2011)
SA Provided 42,317 sf
SA Provided 0.97 ac
Pool Depth Provided 4.00 ft
Rv = 0.05 + 0.9 *IA SIMPLE METHOD PER NCDEQ BMP MANUAL SECTION 3.3.1
Rv = Runoff coefficient [storm runoff (in)/storm rainfall (in)], unitless
Impervious fraction [impervious portion of drainage area
IA = (ac)/drainage area (ac)], unitless
**V = Volume of runoff that must be controlled for the design storm (ft)
RD = Design storm rainfall depth (in) (Typically, 1.0" or 1.5")
A = Watershed area (ac)
WQv=3630* RD* Rv*A
Rv 0.32 (1 inch)
WQv 36,286 (1 inch)
Permament Pool
DMAX 0.5 ft
Perimeterpp 893 ft
WidthSUBMERGED 3.0 ft
Provided Depth= 4.00 VSH ELF 669.75 cf
Calc Avg. Depth 3.25 OKAY Must be greater than Estimated ave. depth
Volume Calculation
Stage
Area
Inc. Vol.
Acc Vol.
849.5
850
35397
0
0
851
34815
35106
35106
852
37310
36063
71169
853
39881
38596
109764
853.51
42317
1 20550
1 130314
Bottom of Sediment Removal
Top of Sediment Removal
Bottom of Shelf
Permanent Pool

Temporary Pool Volume Elevation
854.20
Vnlump Calculatinn
Stage
Area
Inc. Vol.
Acc Vol.
853.5
50688
0
0
854
54204
26223
26223
855
59566
56885
83108
856
62942
61254
144362
857
66398
64670
209032
8581
69936
1 68167
1 277199
8591
73554
1 71745
1 348944
8601
77253
1 75404
1 424348
Assumed Stage Interval for Treatment of WQv 854.0
Interpolate 0.10 area between even stages at WQv stage
Volume Calculation
Stage
Area
Inc. Vol.
Acc Vol.
854.0
54204
0
26223
854.1
54740
5447
31670
854.2
55276
5501
37171
854.3
55813
5554
42725
854.4
56349
5608
48334
854.5
56885
5662
53995
854.6
57421
5715
59711
854.7
57957
5769
65479
854.8
58494
5823
71302
854.9
59030
5876
77178
855.0
59566
5930
83108
Permanent Pool
853.50
fop of Shelf
854.00
855.00
856.00
857.00
858.00
859.00
fop of Dam (allow 1 ft FB)
Lower WQv stage 854.0
854.1
854.2
854.3
854.4
854.5
854.6
854.7
854.8
854.9
Higher WQv Stage <-- 855.0
Calc WQV Stage 854.2
Calculate Orifice Size in
Treatment Vol
37,171
Draw Down Time
2
Draw Down Time
172,800
Flow (Q)
0.215
Cd
0.6
H/3
0.233
Area of orifice
0.092
Dia.
4.12
Orifice Size Used (Dia.)
2.75
Draw Down Time
4.40
FOREBAY VOLUME
Vnlump r'alridAtinn
C F
37,171
DAYS
5 (NCDEQ required time frame)
sec
432,000
CFS
0.086
0.6
ft
0.233
sf
0.037
in
2.61 (Choose between two sizes)
in
JOKAY
DAYS
OKAY
Stage
Area
Inc. Vol.
Acc Vol.
849.5
850
4453
0
0
851
5358
4906
4906
852
6343
5851
10756
853
7410
6877
17633
853.51
8371
1 3945
1 21578
8541
9388
1 4440
1 26018
15% Permanent Pool
20% Permanent Pool
Provided
19547 REQUIRED VOLUME
26063
260108 Okay
20 /o
3ottom of Sediment storage
3ottom of calc storage volume

Table 7: Piedmont and Mounfain SAIDA Table (Adapted from Drisco;), 1986)
10%
0,51
0.43
0.37
0.30
0.27
0.25
20%
0,A4
0 89
0.61
0.51
0.44
0.40
30%
1.17
0.94
Q.�14
0.72
0.1�1
0-56
40%
1.51
1.24
1.419
F1.91
U.7B
U_71
50%
1.79
1.51
1.31
1.13
0.95
0.87
60%
2.09
1.77
1.49
1.31
1.12
1_01
70%
2.51
2 09
1,b4
1.56
1.34
1.17
"%
2,Ia2
2-41
2.07
1,82
1.62
1AO
90%
3.25
2.04
2.31
2.04
1.84
1.59
1001%
3.55
2.79
2-52
2.34
2.04
1.75
Equation 3. Average depth when the shelfis submerged and
the shell is being excluded from the avarage depth -calculation
rip-VSftelf
Dgyg
Abottomo f r el f
Where: Da4p - Average depth in feet
VPP = Total volume of pefrmarie;nt pool {feel3)
VOON = Volume over the shelf only (feet) - see below
Anwm. flr:nru = Area of wet pond al the bottom of the shelf (feel-2)
VSMII = 0.5 * Depthtmy*versherrPe}rimuterp4rm pao, * Widthouarnerigeu pare of eh.0
Where: DmeK 4wer811eIr = Depth of water at the deep side of the shelf as
measured at permanent pool (feet)
PerimeterpR"i nra wd = Perimeter of permanent pool all. the bottom of the
shelf (feet)
Widths bF ,rwd part hrgF Width from the deep side to the dry side of the
shelf as measured at permanent pool (feet)
C-3. 4Vet pond 8 RL%vised' 4-18-2017

WETPOND DETAILS

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—�—
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WETPOND HYDROGRAPH CALCULATIONS

Watershed Model Schematic
1
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
CD
4
oleo
1
3
1
Leaend
Hyd. Origin Description
1 SCS Runoff PRE POI #1 6
2 SCS Runoff PRE POI #2
4 SCS Runoff BMP #1
5 Reservoir BMP #1 ROUTE
6 Reach BMP #1 REACH {
7 SCS Runoff BMP #1 BYPASS'
19
8 SCS Runoff BMP #2A
9 Reservoir BMP #2A ROUTE
10 Reach BMP #2A REACH
11 SCS Runoff BMP #213
12 Reservoir BMP #213 ROUTE 20
13 Reach BMP #213 REACH
14 SCS Runoff BMP #2C
15 Reservoir BMP #2C ROUTE
16 Reach BMP #2C REACH
17 SCS Runoff BMP #2 BYPASS
19 Combine POST POI #1
20 Combine POST POI #2
Project: Model.gpw Sunday, 03 / 12 / 2023

Hydrograph Return Period ReC"draflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2022
Hyd.
Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No.
type
hyd(s)
Description
(origin)
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
1
SCS Runoff
------
2.666
7.016
-------
16.93
26.81
42.33
55.91
70.88
PRE POI #1
2
SCS Runoff
------
18.06
37.55
-------
77.22
114.66
171.42
220.34
273.46
PRE POI #2
4
SCS Runoff
------
7.726
13.16
-------
22.51
30.54
42.14
51.89
62.31
BMP #1
5
Reservoir
4
0.064
0.187
-------
0.490
0.853
1.529
2.205
3.008
BMP #1 ROUTE
6
Reach
5
0.064
0.187
-------
0.490
0.853
1.529
2.205
3.008
BMP #1 REACH
7
SCS Runoff
------
2.551
5.372
-------
11.00
16.20
24.00
30.71
37.98
BMP #1 BYPASS
8
SCS Runoff
------
160.37
206.13
-------
275.50
329.88
403.70
462.58
523.38
BMP #2A
9
Reservoir
8
1.302
1.559
-------
7.058
22.00
90.00
188.09
291.74
BMP #2A ROUTE
10
Reach
9
1.302
1.559
-------
7.058
21.99
90.04
188.25
292.49
BMP #2A REACH
11
SCS Runoff
------
105.29
139.72
-------
192.72
234.66
291.86
337.59
384.85
BMP #213
12
Reservoir
11
0.946
1.168
-------
2.415
8.161
28.77
68.71
129.27
BMP #213 ROUTE
13
Reach
12
0.946
1.168
-------
2.411
8.130
28.37
64.72
120.71
BMP #213 REACH
14
SCS Runoff
------
37.22
57.74
-------
91.99
120.72
162.01
196.09
231.99
BMP #2C
15
Reservoir
14
0.484
1.363
-------
5.125
11.20
23.91
37.86
53.93
BMP #2C ROUTE
16
Reach
15
0.484
1.361
-------
5.092
10.96
23.06
35.54
50.24
BMP #2C REACH
17
SCS Runoff
------
15.85
33.19
-------
68.66
102.23
153.23
197.22
245.01
BMP #2 BYPASS
19
Combine
6, 7,
2.584
5.424
-------
11.12
16.61
25.03
32.42
40.49
POST POI #1
20
Combine
10, 13, 16,
17.73
35.78
-------
74.92
135.93
253.00
360.13
539.62
POST POI #2
17,
Proj. file: Model.gpw
Sunday, 03 / 12 / 2023

Hydrograph Summary Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
2.666
1
752
30,733
------
------
------
PRE POI #1
2
SCS Runoff
18.06
1
767
212,758
------
------
------
PRE POI #2
4
SCS Runoff
7.726
1
720
19,825
------
------
------
BMP #1
5
Reservoir
0.064
1
1447
7,407
4
818.96
196,089
BMP #1 ROUTE
6
Reach
0.064
1
1451
7,396
5
------
------
BMP #1 REACH
7
SCS Runoff
2.551
1
743
21,181
------
------
------
BMP #1 BYPASS
8
SCS Runoff
160.37
1
719
369,448
------
------
------
BMP #2A
9
Reservoir
1.302
1
1444
151,945
8
821.23
729,769
BMP #2A ROUTE
10
Reach
1.302
1
1445
151,846
9
------
------
BMP #2A REACH
11
SCS Runoff
105.29
1
719
238,804
------
------
------
BMP #213
12
Reservoir
0.946
1
1444
106,606
11
825.80
622,669
BMP #213 ROUTE
13
Reach
0.946
1
1448
106,257
12
------
------
BMP #213 REACH
14
SCS Runoff
37.22
1
720
88,279
------
------
------
BMP #2C
15
Reservoir
0.484
1
1444
45,496
14
854.78
229,113
BMP #2C ROUTE
16
Reach
0.484
1
1451
45,295
15
------
------
BMP #2C REACH
17
SCS Runoff
15.85
1
767
188,650
------
------
------
BMP #2 BYPASS
19
Combine
2.584
1
743
28,578
6, 7,
------
------
POST POI #1
20
Combine
17.73
1
768
492,049
10, 13, 16,
------
------
POST POI #2
17,
Model.gpw
Return Period: 1 Year
Sunday, 03 / 12 / 2023

Hydrograph
Report
4
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 1
PRE POI #1
Hydrograph type
= SCS Runoff
Peak discharge
= 2.666 cfs
Storm frequency
= 1 yrs
Time to peak
= 752 min
Time interval
= 1 min
Hyd. volume
= 30,733 cuft
Drainage area
= 33.420 ac
Curve number
= 57.9
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 41.80 min
Total precip.
= 2.94 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
PRE POI #1
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

Hydrograph Report
I-
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Hyd. No. 2
PRE POI #2
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 1 min
Drainage area
= 158.310 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 2.94 in
Storm duration
= 24 hrs
Q (cfs)
21.00
18.00
15.00
12.00
• Me
3.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PRE POI #2
Hyd. No. 2 -- 1 Year
Sunday, 03 / 12 / 2023
= 18.06 cfs
= 767 min
= 212,758 cuft
= 61.9
= 0 ft
= 69.40 min
= Type II
= 484
Q (cfs)
21.00
18.00
15.00
12.00
M
3.00
0.00 11 1 1 1 1 I .J I I I I I I u 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 2 Time (min)

Hydrograph
Report
6
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 4
BMP #1
Hydrograph type
= SCS Runoff
Peak discharge
= 7.726 cfs
Storm frequency
= 1 yrs
Time to peak
= 720 min
Time interval
= 1 min
Hyd. volume
= 19,825 cuft
Drainage area
= 9.490 ac
Curve number
= 67.5
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 2.94 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
BMP #1
Q (cfs) Hyd. No. 4 -- 1 Year Q (cfs)
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 4 Time (min)

Hydrograph
Report
7
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 5
BMP #1 ROUTE
Hydrograph type
= Reservoir
Peak discharge
= 0.064 cfs
Storm frequency
= 1 yrs
Time to peak
= 1447 min
Time interval
= 1 min
Hyd. volume
= 7,407 cuft
Inflow hyd. No.
= 4 - BMP #1
Max. Elevation
= 818.96 ft
Reservoir name
= BMP #1
Max. Storage
= 196,089 cuft
Storage Indication method used. Wet pond routing start elevation = 818.50 ft
Q (cfs)
8.00
M
4.00
2.00
0.00
0 300
— Hyd No. 5
BMP #1 ROUTE
Hyd. No. 5 -- 1 Year
600 900 1200 1500 1800 2100 2400 2700
Hyd No. 4 Total storage used = 196,089 cuft
Q (cfs)
8.00
WE
4.00
2.00
0.00
3000
Time (min)

Pond Report
8
Hydraflow Hydrographs Extension for
Autodesk@ Civil 3D@ by Autodesk,
Inc. v2022
Sunday, 03 / 12
/ 2023
Pond No. 1 - BMP #1
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation
= 811.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 811.00
00
0
0
0.50 811.50
16,008
2,668
2,668
1.00 812.00
17,166
8,291
10,959
2.00 813.00
19,584
18,360
29,319
3.00 814.00
22,140
20,847
50,165
4.00 815.00
24,833
23,471
73,637
5.00 816.00
27,658
26,230
99,867
6.00 817.00
30,616
29,122
128,989
7.00 818.00
33,706
32,145
161,134
7.50 818.50
36,559
17,560
178,694
8.00 819.00
39,509
19,010
197,704
9.00 820.00
44,214
41,835
239,539
10.00 821.00
46,994
45,592
285,132
11.00 822.00
49,836
48,403
333,535
12.00 823.00
52,740
51,276
384,811
13.00 824.00
55,705
54,210
439,021
14.00 825.00
58,731
57,206
496,227
Culvert / Orifice Structures
Weir Structures
[A]
[B] [C] [PrFRSr]
[A] [B]
[C] [D]
Rise (in) = 24.00
2.00 0.00 0.00
Crest Len (ft) =
23.50 0.50
15.00 Inactive
Span (in) = 24.00
2.00 0.00 0.00
Crest El. (ft) =
822.50 819.00
823.50 0.00
No. Barrels = 1
1 0 0
Weir Coeff. =
3.33 3.33
3.33 3.33
Invert El. (ft) = 810.50
818.50 0.00 0.00
Weir Type =
1 Rect
Ciplti Ciplti
Length (ft) = 84.00
0.00 0.00 0.00
Multi -Stage =
Yes Yes
No No
Slope (%) = 1.00
0.00 0.00 n/a
N-Value = .013
.013 .013 n/a
Orifice Coeff. = 0.60
0.60 0.60 0.60
Exfil.(in/hr) =
0.000 (by Wet area)
Multi -Stage = n/a
Yes No No
TW Elev. (ft) =
0.00
Note: CulverlJOrifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence
(s).
Stage / Storage / Discharge
Table
Stage Storage Elevation
Clv A Clv B Clv
C PrfRsr Wr A
Wr B Wr C
Wr D Exfil User
Total
ft cuft ft
cfs cfs cfs
cfs cfs
cfs cfs
cfs cfs cfs
cfs
0.00 0 811.00
0.00 0.00 ---
--- 0.00
0.00 0.00
--- --- ---
0.000
0.50 2,668 811.50
1.50 is 0.00 ---
--- 0.00
0.00 0.00
--- --- ---
0.000
1.00 10,959 812.00
1.50 is 0.00 ---
--- 0.00
0.00 0.00
--- --- ---
0.000
2.00 29,319 813.00
1.50 is 0.00 ---
--- 0.00
0.00 0.00
--- --- ---
0.000
3.00 50,165 814.00
1.50 is 0.00 ---
--- 0.00
0.00 0.00
--- --- ---
0.000
4.00 73,637 815.00
1.50 is 0.00 ---
--- 0.00
0.00 0.00
--- --- ---
0.000
5.00 99,867 816.00
1.50 is 0.00 ---
--- 0.00
0.00 0.00
--- --- ---
0.000
6.00 128,989 817.00
1.50 is 0.00 ---
--- 0.00
0.00 0.00
--- --- ---
0.000
7.00 161,134 818.00
1.50 is 0.00 ---
--- 0.00
0.00 0.00
--- --- ---
0.000
7.50 178,694 818.50
1.50 is 0.00 ---
--- 0.00
0.00 0.00
--- --- ---
0.000
8.00 197,704 819.00
1.50 is 0.07 is ---
--- 0.00
0.00 0.00
--- --- ---
0.068
9.00 239,539 820.00
1.81 is 0.13 is ---
--- 0.00
1.66 0.00
--- --- ---
1.790
10.00 285,132 821.00
4.87 is 0.16 is ---
--- 0.00
4.71 0.00
--- --- ---
4.873
11.00 333,535 822.00
8.91 is 0.19 is ---
--- 0.00
8.65 0.00
--- --- ---
8.846
12.00 384,811 823.00
41.20 is 0.21 is ---
--- 27.67
13.32 0.00
--- --- ---
41.20
13.00 439,021 824.00
53.34 is 0.03 is ---
--- 49.28 s
4.03 s 17.66
--- --- ---
70.99
14.00 496,227 825.00
55.54 is 0.01 is ---
--- 52.53 s
2.97 s 91.76
--- --- ---
147.28

Hydrograph
Report
9
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 6
BMP #1 REACH
Hydrograph type
= Reach
Peak discharge
= 0.064 cfs
Storm frequency
= 1 yrs
Time to peak
= 1451 min
Time interval
= 1 min
Hyd. volume
= 7,396 cuft
Inflow hyd. No.
= 5 - BMP #1 ROUTE
Section type
= Triangular
Reach length
= 350.0 ft
Channel slope
= 6.0 %
Manning's n
= 0.040
Bottom width
= 0.0 ft
Side slope
= 2.0.1
Max. depth
= 0.0 ft
Rating curve x
= 4.570
Rating curve m
= 1.333
Ave. velocity
= 0.00 ft/s
Routing coeff.
= 0.3048
Modified Att-Kin routing method used
0 300
— Hyd No. 6
BMP #1 REACH
Hyd. No. 6 -- 1 Year
600 900 1200
— Hyd No. 5
1500 1800 2100 2400 2700 3000v vv
Time (min)

Hydrograph
Report
10
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 7
BMP #1 BYPASS
Hydrograph type
= SCS Runoff
Peak discharge
= 2.551 cfs
Storm frequency
= 1 yrs
Time to peak
= 743 min
Time interval
= 1 min
Hyd. volume
= 21,181 cuft
Drainage area
= 15.100 ac
Curve number
= 62.3
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 41.70 min
Total precip.
= 2.94 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
BMP #1 BYPASS
Q (cfs) Hyd. No. 7 -- 1 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 7 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 8
B M P #2A
Hydrograph type
= SCS Runoff
Peak discharge
= 160.37 cfs
Storm frequency
= 1 yrs
Time to peak
= 719 min
Time interval
= 1 min
Hyd. volume
= 369,448 cuft
Drainage area
= 53.460 ac
Curve number
= 89.7
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 2.94 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
1 1 MI ppi •1 :1 •11 1 1 •.1 1:1 11 1 1
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 9
BMP #2A ROUTE
Hydrograph type
= Reservoir
Peak discharge
= 1.302 cfs
Storm frequency
= 1 yrs
Time to peak
= 1444 min
Time interval
= 1 min
Hyd. volume
= 151,945 cuft
Inflow hyd. No.
= 8 - BMP #2A
Max. Elevation
= 821.23 ft
Reservoir name
= BMP #2A
Max. Storage
= 729,769 cuft
Storage Indication method used. Wet pond routing start elevation = 818.50 ft.
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
0 300
— Hyd No. 9
BMP #2A ROUTE
Hyd. No. 9 -- 1 Year
600 900 1200 1500 1800 2100 2400 2700 3000v vv
Time (min)
Hyd No. 8 Total storage used = 729,769 cult

Pond Report
13
Hydraflow Hydrographs Extension for
Autodesk@ Civil 3D@ by Autodesk,
Inc. v2022
Sunday, 03 / 12
/ 2023
Pond No. 2 - BMP #2A
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation
= 813.50 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr.
Storage (cuft)
Total storage (cuft)
0.00 813.50
00
0
0
0.50 814.00
76,999
12,832
12,832
1.50 815.00
82,295
79,624
92,456
2.50 816.00
87,739
84,994
177,450
3.50 817.00
93,329
90,511
267,961
4.50 818.00
99,068
96,175
364,135
5.00 818.50
104,015
50,761
414,896
5.50 819.00
107,432
52,854
467,750
6.50 820.00
118,153
112,739
580,489
7.50 821.00
122,520
120,318
700,807
8.50 822.00
126,964
124,723
825,530
9.50 823.00
131,486
129,206
954,735
10.50 824.00
136,084
133,765
1,088,500
11.50 825.00
140,760
138,402
1,226,902
Culvert / Orifice Structures
Weir Structures
[A]
[B] [C] [PrFRSr]
[A] [B]
[C] [D]
Rise (in) = 72.00
4.50 4.00 0.00
Crest Len (ft) =
48.00 25.00
Inactive Inactive
Span (in) = 72.00
4.50 4.00 0.00
Crest El. (ft) =
822.50 823.00
0.00 0.00
No. Barrels = 1
1 1 0
Weir Coeff. =
3.33 3.33
3.33 3.33
Invert El. (ft) = 813.00
818.50 819.90 0.00
Weir Type =
1 Ciplti
Rect Rect
Length (ft) = 78.00
0.00 0.00 0.00
Multi -Stage =
Yes No
No No
Slope (%) = 1.00
0.00 0.00 n/a
N-Value = .013
.013 .013 n/a
Orifice Coeff. = 0.60
0.60 0.60 0.60
Exfil.(in/hr) =
0.000 (by Wet area)
Multi -Stage = n/a
Yes Yes No
TW Elev. (ft) =
0.00
Note: CulverlJOrifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge
Table
Stage Storage Elevation
Clv A Clv B
Clv C
PrfRsr Wr A
Wr B Wr C
Wr D Exfil User
Total
ft cuft ft
cfs cfs
cfs
cfs cfs
cfs cfs
cfs cfs cfs
cfs
0.00 0 813.50
0.00 0.00
0.00
--- 0.00
0.00 ---
--- --- ---
0.000
0.50 12,832 814.00
2.86 is 0.00
0.00
--- 0.00
0.00 ---
--- --- ---
0.000
1.50 92,456 815.00
2.86 is 0.00
0.00
--- 0.00
0.00 ---
--- --- ---
0.000
2.50 177,450 816.00
2.86 is 0.00
0.00
--- 0.00
0.00 ---
--- --- ---
0.000
3.50 267,961 817.00
2.86 is 0.00
0.00
--- 0.00
0.00 ---
--- --- ---
0.000
4.50 364,135 818.00
2.86 is 0.00
0.00
--- 0.00
0.00 ---
--- --- ---
0.000
5.00 414,896 818.50
2.86 is 0.00
0.00
--- 0.00
0.00 ---
--- --- ---
0.000
5.50 467,750 819.00
2.86 is 0.30 is
0.00
--- 0.00
0.00 ---
--- --- ---
0.297
6.50 580,489 820.00
2.86 is 0.61 is
0.02 is
--- 0.00
0.00 ---
--- --- ---
0.633
7.50 700,807 821.00
2.86 is 0.81 is
0.41 is
--- 0.00
0.00 ---
--- --- ---
1.214
8.50 825,530 822.00
2.86 is 0.97 is
0.58 is
--- 0.00
0.00 ---
--- --- ---
1.552
9.50 954,735 823.00
58.78 is 1.10 is
0.72 is
--- 56.51
0.00 ---
--- --- ---
58.34
10.50 1,088,500 824.00
295.26 oc 0.90 is
0.71 is
--- 293.64
83.25 ---
--- --- ---
378.51
11.50 1,226,902 825.00
396.34 is 0.38 is
0.30 is
--- 395.65 s
235.47 ---
--- --- ---
631.80

Hydrograph
Report
14
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 10
BMP #2A REACH
Hydrograph type
= Reach
Peak discharge
= 1.302 cfs
Storm frequency
= 1 yrs
Time to peak
= 1445 min
Time interval
= 1 min
Hyd. volume
= 151,846 cuft
Inflow hyd. No.
= 9 - BMP #2A ROUTE
Section type
= Triangular
Reach length
= 325.0 ft
Channel slope
= 6.0 %
Manning's n
= 0.040
Bottom width
= 0.0 ft
Side slope
= 2.0.1
Max. depth
= 0.0 ft
Rating curve x
= 4.570
Rating curve m
= 1.333
Ave. velocity
= 0.00 ft/s
Routing coeff.
= 0.5825
Modified Att-Kin routing method used
Q (cfs)
2.00
1.00
e
300
Hyd No. 10
Me
BMP #2A REACH
Hyd. No. 10 -- 1 Year
900 1200
Hyd No. 9
1500 1800 2100 2400 2700
Q (cfs)
2.00
1.00
1 0.00
3000
Time (min)

Hydrograph Report
15
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Hyd. No. 11
BMP #2B
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 1 min
Drainage area
= 41.020 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 2.94 in
Storm duration
= 24 hrs
Q (cfs)
120.00
100.00
40.00
20.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
BMP #2B
Hyd. No. 11 -- 1 Year
0.00 ' 1 1'
0 120 240 360 480 600 720
— Hyd No. 11
840
Sunday, 03 / 12 / 2023
= 105.29 cfs
= 719 min
= 238,804 cuft
= 85.9
= 0 ft
= 10.00 min
= Type II
= 484
Q (cfs)
120.00
100.00
40.00
20.00
T " ' 0.00
960 1080 1200 1320 1440 1560
Time (min)

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 12
BMP #213 ROUTE
Hydrograph type
= Reservoir
Peak discharge
= 0.946 cfs
Storm frequency
= 1 yrs
Time to peak
= 1444 min
Time interval
= 1 min
Hyd. volume
= 106,606 cuft
Inflow hyd. No.
= 11 - BMP #2B
Max. Elevation
= 825.80 ft
Reservoir name
= BMP #213
Max. Storage
= 622,669 cuft
Storage Indication method used. Wet pond routing start elevation = 823.50 ft.
Q (cfs)
120.00
100.00
40.00
20.00
0.00
0 300
— Hyd No. 12
BMP #2113 ROUTE
Hyd. No. 12 -- 1 Year
Q (cfs)
120.00
100.00
40.00
20.00
0.00
900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 11 Total storage used = 622,669 cult

Pond Report
17
Hydraflow Hydrographs Extension for
Autodesk@ Civil 3D@ by Autodesk,
Inc. v2022
Sunday, 03 / 12
/ 2023
Pond No. 3 - BMP #213
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation
= 815.75 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr.
Storage (cuft)
Total storage (cuft)
0.00 815.75
00
0
0
0.50 816.25
41,181
6,863
6,863
1.25 817.00
44,172
31,998
38,860
2.25 818.00
48,356
46,244
85,104
3.25 819.00
52,760
50,537
135,641
4.25 820.00
57,382
55,049
190,690
5.25 821.00
62,223
59,780
250,471
6.25 822.00
67,282
64,730
315,200
7.25 823.00
72,559
69,897
385,097
7.75 823.50
77,175
37,424
422,521
8.25 824.00
81,934
39,767
462,288
9.25 825.00
90,646
86,245
548,533
10.25 826.00
94,852
92,732
641,265
11.25 827.00
99,131
96,974
738,239
12.25 828.00
103,483
101,289
839,528
13.25 829.00
107,907
105,677
945,204
14.25 830.00
112,405
110,138
1,055,342
Culvert / Orifice Structures
Weir Structures
[A]
[B] [C] [PrFRSr]
[A] [B]
[C] [D]
Rise (in) = 72.00
3.75 4.00 0.00
Crest Len (ft) =
28.00 15.00
Inactive Inactive
Span (in) = 72.00
3.75 4.00 0.00
Crest El. (ft) =
827.50 828.50
0.00 0.00
No. Barrels = 1
1 1 0
Weir Coeff. =
3.33 3.33
3.33 3.33
Invert El. (ft) = 813.00
823.50 824.70 0.00
Weir Type =
1 Ciplti
Rect Ciplti
Length (ft) = 78.00
0.00 0.00 0.00
Multi -Stage =
Yes No
No No
Slope (%) = 1.00
0.00 0.00 n/a
N-Value = .013
.013 .013 n/a
Orifice Coeff. = 0.60
0.60 0.60 0.60
Exfil.(in/hr) =
0.000 (by Wet area)
Multi -Stage = n/a
Yes Yes No
TW Elev. (ft) =
0.00
Note: CulverlJOrifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge
Table
Stage Storage Elevation
Clv A Clv B
Clv C
PrfRsr Wr A
Wr B Wr C
Wr D Exfil User
Total
ft cuft ft
cfs cfs
cfs
cfs cfs
cfs cfs
cfs cfs cfs
cfs
0.00 0 815.75
0.00 0.00
0.00
--- 0.00
0.00 ---
--- --- ---
0.000
0.50 6,863 816.25
68.39 oc 0.00
0.00
--- 0.00
0.00 ---
--- --- ---
0.000
1.25 38,860 817.00
68.39 oc 0.00
0.00
--- 0.00
0.00 ---
--- --- ---
0.000
2.25 85,104 818.00
68.39 oc 0.00
0.00
--- 0.00
0.00 ---
--- --- ---
0.000
3.25 135,641 819.00
68.39 oc 0.00
0.00
--- 0.00
0.00 ---
--- --- ---
0.000
4.25 190,690 820.00
68.39 oc 0.00
0.00
--- 0.00
0.00 ---
--- --- ---
0.000
5.25 250,471 821.00
68.39 oc 0.00
0.00
--- 0.00
0.00 ---
--- --- ---
0.000
6.25 315,200 822.00
68.39 oc 0.00
0.00
--- 0.00
0.00 ---
--- --- ---
0.000
7.25 385,097 823.00
68.39 oc 0.00
0.00
--- 0.00
0.00 ---
--- --- ---
0.000
7.75 422,521 823.50
68.39 oc 0.00
0.00
--- 0.00
0.00 ---
--- --- ---
0.000
8.25 462,288 824.00
68.39 oc 0.22 is
0.00
--- 0.00
0.00 ---
--- --- ---
0.216
9.25 548,533 825.00
68.39 oc 0.43 is
0.15 is
--- 0.00
0.00 ---
--- --- ---
0.583
10.25 641,265 826.00
68.39 oc 0.57 is
0.45 is
--- 0.00
0.00 ---
--- --- ---
1.013
11.25 738,239 827.00
68.39 oc 0.68 is
0.61 is
--- 0.00
0.00 ---
--- --- ---
1.289
12.25 839,528 828.00
68.39 oc 0.77 is
0.74 is
--- 32.97
0.00 ---
--- --- ---
34.48
13.25 945,204 829.00
173.01 oc 0.85 is
0.85 is
--- 171.29
17.66 ---
--- --- ---
190.66
14.25 1,055,342 830.00
370.45 is 0.93 is
0.95 is
--- 368.56
91.76 ---
--- --- ---
462.21

Hydrograph
Report
18
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 13
BMP #2B REACH
Hydrograph type
= Reach
Peak discharge
= 0.946 cfs
Storm frequency
= 1 yrs
Time to peak
= 1448 min
Time interval
= 1 min
Hyd. volume
= 106,257 cuft
Inflow hyd. No.
= 12 - BMP #2B ROUTE
Section type
= Triangular
Reach length
= 1350.0 ft
Channel slope
= 1.7 %
Manning's n
= 0.040
Bottom width
= 0.0 ft
Side slope
= 2.0.1
Max. depth
= 0.0 ft
Rating curve x
= 2.432
Rating curve m
= 1.333
Ave. velocity
= 0.00 ft/s
Routing coeff.
= 0.1077
Modified Att-Kin routing method used
600 900 1200
— Hyd No. 12
1500 1800 2100 2400 2700 3000v vv
Time (min)

Hydrograph
Report
19
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 14
BMP #2C
Hydrograph type
= SCS Runoff
Peak discharge
= 37.22 cfs
Storm frequency
= 1 yrs
Time to peak
= 720 min
Time interval
= 1 min
Hyd. volume
= 88,279 cuft
Drainage area
= 31.670 ac
Curve number
= 71.9
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 2.94 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
BMP #2C
Q (cfs) Hyd. No. 14 -- 1 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 14 Time (min)

Hydrograph
Report
20
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 15
BMP #2C ROUTE
Hydrograph type
= Reservoir
Peak discharge
= 0.484 cfs
Storm frequency
= 1 yrs
Time to peak
= 1444 min
Time interval
= 1 min
Hyd. volume
= 45,496 cuft
Inflow hyd. No.
= 14 - BMP #2C
Max. Elevation
= 854.78 ft
Reservoir name
= BMP #2C
Max. Storage
= 229,113 cuft
Storage Indication method used. Wet pond routing start elevation = 853.50 ft
Q (cfs)
40.00
20.00
10.00
BMP #2C ROUTE
Hyd. No. 15 -- 1 Year
0.00 '
0 300 600 900 1200 1500 1800 2100 2400 2700
— Hyd No. 15 — Hyd No. 14 Total storage used = 229,113 cuft
Q (cfs)
40.00
30.00
20.00
10.00
1 0.00
3000
Time (min)

Pond Report
21
Hydraflow Hydrographs Extension for
Autodesk@ Civil 3D@ by Autodesk,
Inc. v2022
Sunday, 03 / 12 / 2023
Pond No. 4 - BMP #2C
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation
= 849.50 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr.
Storage (cuft)
Total storage (cuft)
0.00 849.50
00
0
0
0.50 850.00
39,850
6,641
6,641
1.50 851.00
40,173
40,007
46,648
2.50 852.00
43,653
41,897
88,545
3.50 853.00
47,291
45,455
134,001
4.00 853.50
50,688
24,487
158,488
4.50 854.00
54,204
26,215
184,703
5.50 855.00
59,566
56,858
241,562
6.50 856.00
62,942
61,240
302,802
7.50 857.00
66,398
64,656
367,458
8.50 858.00
69,936
68,153
435,610
9.50 859.00
73,554
71,730
507,340
10.50 860.00
77,253
75,388
582,729
Culvert / Orifice Structures
Weir Structures
[A]
[B] [C] [PrFRSr]
[A] [B]
[C]
[D]
Rise (in) = 60.00
2.75 4.00 0.00
Crest Len (ft) =
16.00 4.00
Inactive
Inactive
Span (in) = 60.00
2.75 4.00 0.00
Crest El. (ft) =
857.50 855.00
0.00
0.00
No. Barrels = 1
1 1 0
Weir Coeff. =
3.33 3.33
3.33
3.33
Invert El. (ft) = 849.00
853.50 854.20 0.00
Weir Type =
1 Rect
Rect
---
Length (ft) = 133.00
0.00 0.00 0.00
Multi -Stage =
Yes Yes
No
No
Slope (%) = 1.00
0.00 0.00 n/a
N-Value = .013
.013 .013 n/a
Orifice Coeff. = 0.60
0.60 0.60 0.60
Exfil.(in/hr) =
0.000 (by Wet area)
Multi -Stage = n/a
Yes Yes No
TW Elev. (ft) =
0.00
Note: CulverlJOrifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge
Table
Stage Storage Elevation
Clv A Clv B
Clv C
PrfRsr Wr A
Wr B Wr C
Wr D
Exfil User Total
ft cuft ft
cfs cfs
cfs
cfs cfs
cfs cfs
cfs
cfs cfs cfs
0.00 0 849.50
0.00 0.00
0.00
--- 0.00
0.00 ---
---
--- --- 0.000
0.50 6,641 850.00
2.47 is 0.00
0.00
--- 0.00
0.00 ---
---
--- --- 0.000
1.50 46,648 851.00
2.47 is 0.00
0.00
--- 0.00
0.00 ---
---
--- --- 0.000
2.50 88,545 852.00
2.47 is 0.00
0.00
--- 0.00
0.00 ---
---
--- --- 0.000
3.50 134,001 853.00
2.47 is 0.00
0.00
--- 0.00
0.00 ---
---
--- --- 0.000
4.00 158,488 853.50
2.47 is 0.00
0.00
--- 0.00
0.00 ---
---
--- --- 0.000
4.50 184,703 854.00
2.47 is 0.12 is
0.00
--- 0.00
0.00 ---
---
--- --- 0.123
5.50 241,562 855.00
2.47 is 0.23 is
0.33 is
--- 0.00
0.00 ---
---
--- --- 0.568
6.50 302,802 856.00
14.67 is 0.31 is
0.54 is
--- 0.00
13.32 ---
---
--- --- 14.16
7.50 367,458 857.00
38.72 is 0.37 is
0.68 is
--- 0.00
37.67 ---
---
--- --- 38.72
8.50 435,610 858.00
89.64 is 0.42 is
0.80 is
--- 18.84
69.21 ---
---
--- --- 89.27
9.50 507,340 859.00
200.27 is 0.34 is
0.73 is
--- 97.88
101.32 s ---
---
--- --- 200.27
10.50 582,729 860.00
258.73 is 0.20 is
0.42 is
--- 166.04 s
92.07 s ---
---
--- --- 258.73

Hydrograph
Report
22
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 16
BMP #2C REACH
Hydrograph type
= Reach
Peak discharge
= 0.484 cfs
Storm frequency
= 1 yrs
Time to peak
= 1451 min
Time interval
= 1 min
Hyd. volume
= 45,295 cuft
Inflow hyd. No.
= 15 - BMP #2C ROUTE
Section type
= Triangular
Reach length
= 2500.0 ft
Channel slope
= 2.2 %
Manning's n
= 0.040
Bottom width
= 0.0 ft
Side slope
= 2.0.1
Max. depth
= 0.0 ft
Rating curve x
= 2.767
Rating curve m
= 1.333
Ave. velocity
= 0.00 ft/s
Routing coeff.
= 0.0557
Modified Att-Kin routing method used
600 900 1200
— Hyd No. 15
1500 1800 2100 2400 2700 3000v vv
Time (min)

Hydrograph Report
23
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Hyd. No. 17
BMP #2 BYPASS
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 1 min
Drainage area
= 142.890 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 2.94 in
Storm duration
= 24 hrs
Q (cfs)
18.00
15.00
12.00
M
M
3.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
BMP #2 BYPASS
Hyd. No. 17 -- 1 Year
120 240 360 480 600 720 840
Hyd No. 17
Sunday, 03 / 12 / 2023
= 15.85 cfs
= 767 min
= 188,650 cuft
= 61.7
= 0 ft
= 68.90 min
= Type II
= 484
Q (cfs)
18.00
15.00
12.00
M
. ��
3.00
0.00
960 1080 1200 1320 1440 1560
Time (min)

Hydrograph
Report
24
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 19
POST POI #1
Hydrograph type
= Combine
Peak discharge
= 2.584 cfs
Storm frequency
= 1 yrs
Time to peak
= 743 min
Time interval
= 1 min
Hyd. volume
= 28,578 cuft
Inflow hyds.
= 6, 7
Contrib. drain. area
= 15.100 ac
Q (cfs)
3.00
2.00
1.00
e
POST POI #1
Hyd. No. 19 -- 1 Year
Q (cfs)
3.00
2.00
1.00
• 0.00
300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 19 Hyd No. 6 Hyd No. 7

25
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 20
POST POI #2
Hydrograph type
= Combine
Peak discharge
= 17.73 cfs
Storm frequency
= 1 yrs
Time to peak
= 768 min
Time interval
= 1 min
Hyd. volume
= 492,049 cuft
Inflow hyds.
= 10, 13, 16, 17
Contrib. drain. area
= 142.890 ac
Q (cfs)
18.00
15.00
12.00
M
M
3.00
POST POI #2
Hyd. No. 20 -- 1 Year
300 600 900 1200
Hyd No. 20 Hyd No. 10
Hyd No. 17
1500 1800 2100 2400 2700
Hyd No. 13 Hyd No. 16
Q (cfs)
18.00
15.00
12.00
M
M
3.00
0.00
3000
Time (min)

Hydrograph Summary Report
26
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
7.016
1
743
57,648
------
------
------
PRE POI #1
2
SCS Runoff
37.55
1
759
366,282
------
------
------
PRE POI #2
4
SCS Runoff
13.16
1
720
31,347
------
------
------
BMP #1
5
Reservoir
0.187
1
1443
14,084
4
819.16
204,271
BMP #1 ROUTE
6
Reach
0.187
1
1445
14,074
5
------
------
BMP #1 REACH
7
SCS Runoff
5.372
1
742
36,201
------
------
------
BMP #1 BYPASS
8
SCS Runoff
206.13
1
719
480,585
------
------
------
BMP #2A
9
Reservoir
1.559
1
1444
186,958
8
822.03
828,833
BMP #2A ROUTE
10
Reach
1.559
1
1446
186,834
9
------
------
BMP #2A REACH
11
SCS Runoff
139.72
1
719
319,122
------
------
------
BMP #213
12
Reservoir
1.168
1
1444
136,999
11
826.53
692,720
BMP #213 ROUTE
13
Reach
1.168
1
1449
136,534
12
------
------
BMP #213 REACH
14
SCS Runoff
57.74
1
720
132,718
------
------
------
BMP #2C
15
Reservoir
1.363
1
1058
83,154
14
855.14
250,282
BMP #2C ROUTE
16
Reach
1.361
1
1072
82,926
15
------
------
BMP #2C REACH
17
SCS Runoff
33.19
1
760
326,014
------
------
------
BMP #2 BYPASS
19
Combine
5.424
1
742
50,275
6, 7,
------
------
POST POI #1
20
Combine
35.78
1
760
732,308
10, 13, 16,
------
------
POST POI #2
17,
Model.gpw
Return Period: 2 Year
Sunday, 03 / 12 / 2023

Hydrograph
Report
27
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 1
PRE POI #1
Hydrograph type
= SCS Runoff
Peak discharge
= 7.016 cfs
Storm frequency
= 2 yrs
Time to peak
= 743 min
Time interval
= 1 min
Hyd. volume
= 57,648 cuft
Drainage area
= 33.420 ac
Curve number
= 57.9
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 41.80 min
Total precip.
= 3.56 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
PRE POI #1
Q (cfs) Hyd. No. 1 -- 2 Year Q (cfs)
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

Hydrograph
Report
28
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 2
PRE POI #2
Hydrograph type
= SCS Runoff
Peak discharge
= 37.55 cfs
Storm frequency
= 2 yrs
Time to peak
= 759 min
Time interval
= 1 min
Hyd. volume
= 366,282 cuft
Drainage area
= 158.310 ac
Curve number
= 61.9
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 69.40 min
Total precip.
= 3.56 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
PRE POI #2
Q (cfs) Hyd. No. 2 -- 2 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 2 Time (min)

Hydrograph Report
29
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Hyd. No. 4
BMP #1
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 9.490 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.56 in
Storm duration
= 24 hrs
Q (cfs)
14.00
12.00
10.00
M
Mere
4.00
W IM
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
BMP #1
Hyd. No. 4 -- 2 Year
Sunday, 03 / 12 / 2023
= 13.16 cfs
= 720 min
= 31,347 cuft
= 67.5
= 0 ft
= 10.00 min
= Type II
= 484
Q (cfs)
14.00
12.00
10.00
M
. ��
4.00
Weill
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)

30
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 5
BMP #1 ROUTE
Hydrograph type
= Reservoir
Peak discharge
= 0.187 cfs
Storm frequency
= 2 yrs
Time to peak
= 1443 min
Time interval
= 1 min
Hyd. volume
= 14,084 cuft
Inflow hyd. No.
= 4 - BMP #1
Max. Elevation
= 819.16 ft
Reservoir name
= BMP #1
Max. Storage
= 204,271 cuft
Storage Indication method used. Wet pond routing start elevation = 818.50 ft.
Q (cfs)
14.00
12.00
10.00
M
Mere
4.00
W IX
BMP #1 ROUTE
Hyd. No. 5 -- 2 Year
Q (cfs)
14.00
12.00
10.00
4.00
2.00
0.00
300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 5 Hyd No. 4 Total storage used = 204,271 cult

Hydrograph
Report
31
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 6
BMP #1 REACH
Hydrograph type
= Reach
Peak discharge
= 0.187 cfs
Storm frequency
= 2 yrs
Time to peak
= 1445 min
Time interval
= 1 min
Hyd. volume
= 14,074 cuft
Inflow hyd. No.
= 5 - BMP #1 ROUTE
Section type
= Triangular
Reach length
= 350.0 ft
Channel slope
= 6.0 %
Manning's n
= 0.040
Bottom width
= 0.0 ft
Side slope
= 2.0.1
Max. depth
= 0.0 ft
Rating curve x
= 4.570
Rating curve m
= 1.333
Ave. velocity
= 0.00 ft/s
Routing coeff.
= 0.3804
Modified Att-Kin routing method used
0 300
— Hyd No. 6
BMP #1 REACH
Hyd. No. 6 -- 2 Year
600 900 1200
— Hyd No. 5
1500 1800 2100 2400 2700 3000v vv
Time (min)

Hydrograph Report
32
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Hyd. No. 7
BMP #1 BYPASS
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 15.100 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.56 in
Storm duration
= 24 hrs
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
BMP #1 BYPASS
Hyd. No. 7 -- 2 Year
0 120 240 360 480 600 720
— Hyd No. 7
840
Sunday, 03 / 12 / 2023
= 5.372 cfs
= 742 min
= 36,201 cuft
= 62.3
= 0 ft
= 41.70 min
= Type II
= 484
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00
960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
33
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Hyd. No. 8
B M P #2A
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 53.460 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.56 in
Storm duration
= 24 hrs
Q (cfs)
210.00
180.00
150.00
120.00
f WITH
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
BMP #2A
Hyd. No. 8 -- 2 Year
0 120 240 360 480 600 720 840
— Hyd No. 8
Sunday, 03 / 12 / 2023
= 206.13 cfs
= 719 min
= 480,585 cuft
= 89.7
= 0 ft
= 10.00 min
= Type II
= 484
Q (cfs)
210.00
180.00
150.00
120.00
30.00
WITiTil
960 1080 1200 1320 1440
Time (min)

34
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 9
BMP #2A ROUTE
Hydrograph type
= Reservoir
Peak discharge
= 1.559 cfs
Storm frequency
= 2 yrs
Time to peak
= 1444 min
Time interval
= 1 min
Hyd. volume
= 186,958 cuft
Inflow hyd. No.
= 8 - BMP #2A
Max. Elevation
= 822.03 ft
Reservoir name
= BMP #2A
Max. Storage
= 828,833 cuft
Storage Indication method used. Wet pond routing start elevation = 818.50 ft.
BMP #2A ROUTE
Q (cfs) Hyd. No. 9 -- 2 Year Q (cfs)
210.00 210.00
180.00 180.00
150.00 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
0.00 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
— Hyd No. 9 Hyd No. 8 Total storage used = 828,833 cult

Hydrograph
Report
35
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 10
BMP #2A REACH
Hydrograph type
= Reach
Peak discharge
= 1.559 cfs
Storm frequency
= 2 yrs
Time to peak
= 1446 min
Time interval
= 1 min
Hyd. volume
= 186,834 cuft
Inflow hyd. No.
= 9 - BMP #2A ROUTE
Section type
= Triangular
Reach length
= 325.0 ft
Channel slope
= 6.0 %
Manning's n
= 0.040
Bottom width
= 0.0 ft
Side slope
= 2.0.1
Max. depth
= 0.0 ft
Rating curve x
= 4.570
Rating curve m
= 1.333
Ave. velocity
= 0.00 ft/s
Routing coeff.
= 0.6013
Modified Att-Kin routing method used
Q (cfs)
2.00
1.00
e
300
Hyd No. 10
Me
BMP #2A REACH
Hyd. No. 10 -- 2 Year
900 1200
Hyd No. 9
1500 1800 2100 2400 2700
Q (cfs)
2.00
1.00
1 0.00
3000
Time (min)

Hydrograph Report
36
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Hyd. No. 11
BMP #2B
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 41.020 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.56 in
Storm duration
= 24 hrs
Q (cfs)
140.00
120.00
100.00
40.00
20.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
BMP #2B
Hyd. No. 11 -- 2 Year
Sunday, 03 / 12 / 2023
= 139.72 cfs
= 719 min
= 319,122 cuft
= 85.9
= 0 ft
= 10.00 min
= Type II
= 484
Q (cfs)
140.00
120.00
100.00
40.00
20.00
0.00 ' ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 11 Time (min)

37
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 12
BMP #213 ROUTE
Hydrograph type
= Reservoir
Peak discharge
= 1.168 cfs
Storm frequency
= 2 yrs
Time to peak
= 1444 min
Time interval
= 1 min
Hyd. volume
= 136,999 cuft
Inflow hyd. No.
= 11 - BMP #2B
Max. Elevation
= 826.53 ft
Reservoir name
= BMP #213
Max. Storage
= 692,720 cuft
Storage Indication method used. Wet pond routing start elevation = 823.50 ft.
BMP #2113 ROUTE

Hydrograph
Report
38
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 13
BMP #2B REACH
Hydrograph type
= Reach
Peak discharge
= 1.168 cfs
Storm frequency
= 2 yrs
Time to peak
= 1449 min
Time interval
= 1 min
Hyd. volume
= 136,534 cuft
Inflow hyd. No.
= 12 - BMP #2B ROUTE
Section type
= Triangular
Reach length
= 1350.0 ft
Channel slope
= 1.7 %
Manning's n
= 0.040
Bottom width
= 0.0 ft
Side slope
= 2.0.1
Max. depth
= 0.0 ft
Rating curve x
= 2.432
Rating curve m
= 1.333
Ave. velocity
= 0.00 ft/s
Routing coeff.
= 0.1132
Modified Att-Kin routing method used
Q (cfs)
2.00
1.00
e
300
Hyd No. 13
Me
BMP #2113 REACH
Hyd. No. 13 -- 2 Year
900 1200
Hyd No. 12
1500 1800 2100 2400 2700
Q (cfs)
2.00
1.00
1 0.00
3000
Time (min)

Hydrograph Report
39
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Hyd. No. 14
BMP #2C
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 31.670 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.56 in
Storm duration
= 24 hrs
Q (cfs)
60.00
50.00
40.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
BMP #2C
Hyd. No. 14 -- 2 Year
0.00 ' 1 1'
0 120 240 360 480 600 720
— Hyd No. 14
840
Sunday, 03 / 12 / 2023
= 57.74 cfs
= 720 min
= 132,718 cuft
= 71.9
= 0 ft
= 10.00 min
= Type II
= 484
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
960 1080 1200 1320 1440 1560
Time (min)

40
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 15
BMP #2C ROUTE
Hydrograph type
= Reservoir
Peak discharge
= 1.363 cfs
Storm frequency
= 2 yrs
Time to peak
= 1058 min
Time interval
= 1 min
Hyd. volume
= 83,154 cuft
Inflow hyd. No.
= 14 - BMP #2C
Max. Elevation
= 855.14 ft
Reservoir name
= BMP #2C
Max. Storage
= 250,282 cuft
Storage Indication method used. Wet pond routing start elevation = 853.50 ft.
Q (cfs)
60.00
50.00
40.00
20.00
10.00
0.00
0 300
— Hyd No. 15
BMP #2C ROUTE
Hyd. No. 15 -- 2 Year
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
900 1200 1500 1800 2100 2400 2700 3000
Time (min)
— Hyd No. 14 Total storage used = 250,282 cult

Hydrograph
Report
41
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 16
BMP #2C REACH
Hydrograph type
= Reach
Peak discharge
= 1.361 cfs
Storm frequency
= 2 yrs
Time to peak
= 1072 min
Time interval
= 1 min
Hyd. volume
= 82,926 cuft
Inflow hyd. No.
= 15 - BMP #2C ROUTE
Section type
= Triangular
Reach length
= 2500.0 ft
Channel slope
= 2.2 %
Manning's n
= 0.040
Bottom width
= 0.0 ft
Side slope
= 2.0.1
Max. depth
= 0.0 ft
Rating curve x
= 2.767
Rating curve m
= 1.333
Ave. velocity
= 0.00 ft/s
Routing coeff.
= 0.0715
Modified Att-Kin routing method used
Q (cfs)
2.00
1.00
e
300
Hyd No. 16
Me
BMP #2C REACH
Hyd. No. 16 -- 2 Year
900 1200
Hyd No. 15
1500 1800 2100 2400 2700
Q (cfs)
2.00
1.00
1 0.00
3000
Time (min)

Hydrograph Report
42
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Hyd. No. 17
BMP #2 BYPASS
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 142.890 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.56 in
Storm duration
= 24 hrs
Q (cfs)
35.00
25.00
20.00
15.00
10.00
5.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
BMP #2 BYPASS
Hyd. No. 17 -- 2 Year
Sunday, 03 / 12 / 2023
= 33.19 cfs
= 760 min
= 326,014 cuft
= 61.7
= 0 ft
= 68.90 min
= Type II
= 484
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 1 1 1 1 1 ,l I I I I I I —' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 17 Time (min)

43
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 19
POST POI #1
Hydrograph type
= Combine
Peak discharge
= 5.424 cfs
Storm frequency
= 2 yrs
Time to peak
= 742 min
Time interval
= 1 min
Hyd. volume
= 50,275 cuft
Inflow hyds.
= 6, 7
Contrib. drain. area
= 15.100 ac
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00
0 300
— Hyd No. 19
POST POI #1
Hyd. No. 19 -- 2 Year
600 900 1200
— Hyd No. 6
1500 1800 2100
Hyd No. 7
2400 2700
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
1 0.00
3000
Time (min)

Hydrograph
Report
44
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 20
POST POI #2
Hydrograph type
= Combine
Peak discharge
= 35.78 cfs
Storm frequency
= 2 yrs
Time to peak
= 760 min
Time interval
= 1 min
Hyd. volume
= 732,308 cuft
Inflow hyds.
= 10, 13, 16, 17
Contrib. drain. area
= 142.890 ac
Q (cfs)
40.00
20.00
10.00
POST POI #2
Hyd. No. 20 -- 2 Year
0.00 '
0 300 600 900 1200
— Hyd No. 20 Hyd No. 10
Hyd No. 17
1500 1800
Hyd No. 13
2100 2400 2700
Hyd No. 16
Q (cfs)
40.00
30.00
20.00
10.00
1 0.00
3000
Time (min)

Hydrograph Summary Report
45
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
26.81
1
741
158,035
------
------
------
PRE POI #1
2
SCS Runoff
114.66
1
757
905,920
------
------
------
PRE POI #2
4
SCS Runoff
30.54
1
720
69,312
------
------
------
BMP #1
5
Reservoir
0.853
1
947
49,623
4
819.59
222,215
BMP #1 ROUTE
6
Reach
0.853
1
949
49,614
5
------
------
BMP #1 REACH
7
SCS Runoff
16.20
1
740
88,735
------
------
------
BMP #1 BYPASS
8
SCS Runoff
329.88
1
719
791,020
------
------
------
BMP#2A
9
Reservoir
22.00
1
762
446,004
8
822.75
922,409
BMP #2A ROUTE
10
Reach
21.99
1
763
445,912
9
------
------
BMP #2A REACH
11
SCS Runoff
234.66
1
719
548,173
------
------
------
BMP #213
12
Reservoir
8.161
1
834
289,079
11
827.67
806,110
BMP #213 ROUTE
13
Reach
8.130
1
840
288,695
12
------
------
BMP #213 REACH
14
SCS Runoff
120.72
1
720
273,123
------
------
------
BMP #2C
15
Reservoir
11.20
1
754
222,335
14
855.85
293,441
BMP #2C ROUTE
16
Reach
10.96
1
766
222,189
15
------
------
BMP #2C REACH
17
SCS Runoff
102.23
1
757
810,073
------
------
------
BMP #2 BYPASS
19
Combine
16.61
1
740
138,348
6, 7,
------
------
POST POI #1
20
Combine
135.93
1
758
1,766,871
10, 13, 16,
------
------
POST POI #2
17,
Model.gpw
Return Period: 10 Year
Sunday, 03 / 12 / 2023

Hydrograph Report
46
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Hyd. No. 1
PRE POI #1
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 33.420 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.24 in
Storm duration
= 24 hrs
Q (cfs)
28.00
24.00
20.00
16.00
12.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PRE POI #1
Hyd. No. 1 -- 10 Year
Sunday, 03 / 12 / 2023
= 26.81 cfs
= 741 min
= 158,035 cuft
= 57.9
= Oft
= 41.80 min
= Type II
= 484
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
0.00 ' 1 1 1 1 1 1
" ' ' ' ' ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

Hydrograph Report
47
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Hyd. No. 2
PRE POI #2
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 158.310 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.24 in
Storm duration
= 24 hrs
Q (cfs)
120.00
100.00
40.00
20.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PRE POI #2
Hyd. No. 2 -- 10 Year
0.00 ' 1 1'
0 120 240 360 480 600 720
— Hyd No. 2
840
Sunday, 03 / 12 / 2023
= 114.66 cfs
= 757 min
= 905,920 cuft
= 61.9
= 0 ft
= 69.40 min
= Type II
= 484
Q (cfs)
120.00
100.00
40.00
20.00
'!�b-1 0.00
960 1080 1200 1320 1440 1560
Time (min)

48
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 4
BMP #1
Hydrograph type
= SCS Runoff
Peak discharge
= 30.54 cfs
Storm frequency
= 10 yrs
Time to peak
= 720 min
Time interval
= 1 min
Hyd. volume
= 69,312 cuft
Drainage area
= 9.490 ac
Curve number
= 67.5
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 5.24 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
35.00
25.00
20.00
15.00
10.00
5.00
BMP #1
Hyd. No. 4 -- 10 Year
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 ' 1 1 11 — ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 4 Time (min)

49
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 5
BMP #1 ROUTE
Hydrograph type
= Reservoir
Peak discharge
= 0.853 cfs
Storm frequency
= 10 yrs
Time to peak
= 947 min
Time interval
= 1 min
Hyd. volume
= 49,623 cuft
Inflow hyd. No.
= 4 - BMP #1
Max. Elevation
= 819.59 ft
Reservoir name
= BMP #1
Max. Storage
= 222,215 cuft
Storage Indication method used. Wet pond routing start elevation = 818.50 ft.
BMP #1 ROUTE
Q (cfs) Hyd. No. 5 -- 10 Year Q (cfs)
35.00 35.00
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
— Hyd No. 5 Hyd No. 4 Total storage used = 222,215 cult

Hydrograph Report
50
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Hyd. No. 6
BMP #1 REACH
Hydrograph type
= Reach
Storm frequency
= 10 yrs
Time interval
= 1 min
Inflow hyd. No.
= 5 - BMP #1 ROUTE
Reach length
= 350.0 ft
Manning's n
= 0.040
Side slope
= 2.0.1
Rating curve x
= 4.570
Ave. velocity
= 0.00 ft/s
Modified Att-Kin routing method used.
0 300
— Hyd No. 6
Peak discharge
Time to peak
Hyd. volume
Section type
Channel slope
Bottom width
Max. depth
Rating curve m
Routing coeff.
BMP #1 REACH
Hyd. No. 6 -- 10 Year
600 900 1200
Hyd No. 5
Sunday, 03 / 12 / 2023
= 0.853 cfs
= 949 min
= 49,614 cuft
= Triangular
= 6.0 %
= 0.0 ft
= 0.0 ft
= 1.333
= 0.5111
1500 1800 2100 2400 2700 3000v vv
Time (min)

Hydrograph Report
51
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Hyd. No. 7
BMP #1 BYPASS
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 15.100 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.24 in
Storm duration
= 24 hrs
Q (cfs)
18.00
15.00
12.00
M
M
3.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
BMP #1 BYPASS
Hyd. No. 7 -- 10 Year
120 240 360 480 600 720 840
Hyd No. 7
Sunday, 03 / 12 / 2023
= 16.20 cfs
= 740 min
= 88,735 cuft
= 62.3
= 0 ft
= 41.70 min
= Type II
= 484
Q (cfs)
18.00
15.00
12.00
M
. ��
3.00
0.00
960 1080 1200 1320 1440 1560
Time (min)

52
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 8
B M P #2A
Hydrograph type
= SCS Runoff
Peak discharge
= 329.88 cfs
Storm frequency
= 10 yrs
Time to peak
= 719 min
Time interval
= 1 min
Hyd. volume
= 791,020 cuft
Drainage area
= 53.460 ac
Curve number
= 89.7
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 5.24 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
350.00
300.00
250.00
200.00
150.00
100.00
BMP #2A
Hyd. No. 8 -- 10 Year
Q (cfs)
350.00
300.00
250.00
200.00
150.00
100.00
50.00
0.00 ' 1 1'- ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
— Hyd No. 8 Time (min)

53
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 9
BMP #2A ROUTE
Hydrograph type
= Reservoir
Peak discharge
= 22.00 cfs
Storm frequency
= 10 yrs
Time to peak
= 762 min
Time interval
= 1 min
Hyd. volume
= 446,004 cuft
Inflow hyd. No.
= 8 - BMP #2A
Max. Elevation
= 822.75 ft
Reservoir name
= BMP #2A
Max. Storage
= 922,409 cuft
Storage Indication method used. Wet pond routing start elevation = 818.50 ft.
BMP #2A ROUTE
SPECIMEN

Hydrograph
Report
54
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 10
BMP #2A REACH
Hydrograph type
= Reach
Peak discharge
= 21.99 cfs
Storm frequency
= 10 yrs
Time to peak
= 763 min
Time interval
= 1 min
Hyd. volume
= 445,912 cuft
Inflow hyd. No.
= 9 - BMP #2A ROUTE
Section type
= Triangular
Reach length
= 325.0 ft
Channel slope
= 6.0 %
Manning's n
= 0.040
Bottom width
= 0.0 ft
Side slope
= 2.0.1
Max. depth
= 0.0 ft
Rating curve x
= 4.570
Rating curve m
= 1.333
Ave. velocity
= 0.00 ft/s
Routing coeff.
= 0.9089
Modified Att-Kin routing method used
Q (cfs)
24.00
20.00
16.00
12.00
91011111
4.00
0.00 ' -
0 300
— Hyd No. 10
BMP #2A REACH
Hyd. No. 10 -- 10 Year
Q (cfs)
24.00
20.00
16.00
12.00
4.00
0.00
900 1200 1500 1800 2100 2400 2700 3000
Hyd No. 9 Time (min)

Hydrograph Report
55
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Hyd. No. 11
BMP #2B
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 41.020 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.24 in
Storm duration
= 24 hrs
Q (cfs)
240.00
210.00
180.00
150.00
120.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
BMP #2B
Hyd. No. 11 -- 10 Year
Sunday, 03 / 12 / 2023
= 234.66 cfs
= 719 min
= 548,173 cuft
= 85.9
= 0 ft
= 10.00 min
= Type II
= 484
Q (cfs)
240.00
210.00
180.00
150.00
120.00
30.00
0.00 ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
— Hyd No. 11 Time (min)

56
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 12
BMP #213 ROUTE
Hydrograph type
= Reservoir
Peak discharge
= 8.161 cfs
Storm frequency
= 10 yrs
Time to peak
= 834 min
Time interval
= 1 min
Hyd. volume
= 289,079 cuft
Inflow hyd. No.
= 11 - BMP #2B
Max. Elevation
= 827.67 ft
Reservoir name
= BMP #213
Max. Storage
= 806,110 cuft
Storage Indication method used. Wet pond routing start elevation = 823.50 ft.
BMP #2113 ROUTE
• •• SM ••• •• •• Ms •• •• •• •••

Hydrograph
Report
57
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 13
BMP #2B REACH
Hydrograph type
= Reach
Peak discharge
= 8.130 cfs
Storm frequency
= 10 yrs
Time to peak
= 840 min
Time interval
= 1 min
Hyd. volume
= 288,695 cuft
Inflow hyd. No.
= 12 - BMP #2B ROUTE
Section type
= Triangular
Reach length
= 1350.0 ft
Channel slope
= 1.7 %
Manning's n
= 0.040
Bottom width
= 0.0 ft
Side slope
= 2.0.1
Max. depth
= 0.0 ft
Rating curve x
= 2.432
Rating curve m
= 1.333
Ave. velocity
= 0.00 ft/s
Routing coeff.
= 0.1778
Modified Att-Kin routing method used
Q (cfs)
10.00
4.00
e
300
Hyd No. 13
BMP #2113 REACH
Hyd. No. 13 -- 10 Year
Q (cfs)
10.00
. 11
4.00
2.00
0.00
900 1200 1500 1800 2100 2400 2700 3000
Hyd No. 12 Time (min)

Hydrograph Report
58
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Hyd. No. 14
BMP #2C
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 31.670 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.24 in
Storm duration
= 24 hrs
Q (cfs)
140.00
120.00
100.00
40.00
20.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
BMP #2C
Hyd. No. 14 -- 10 Year
Sunday, 03 / 12 / 2023
= 120.72 cfs
= 720 min
= 273,123 cuft
= 71.9
= 0 ft
= 10.00 min
= Type II
= 484
Q (cfs)
140.00
120.00
100.00
40.00
20.00
0.00 ' 1 1 1-J- ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 14 Time (min)

59
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 15
BMP #2C ROUTE
Hydrograph type
= Reservoir
Peak discharge
= 11.20 cfs
Storm frequency
= 10 yrs
Time to peak
= 754 min
Time interval
= 1 min
Hyd. volume
= 222,335 cuft
Inflow hyd. No.
= 14 - BMP #2C
Max. Elevation
= 855.85 ft
Reservoir name
= BMP #2C
Max. Storage
= 293,441 cuft
Storage Indication method used. Wet pond routing start elevation = 853.50 ft.
BMP #2C ROUTE
Q (cfs) Hyd. No. 15 -- 10 Year Q (cfs)
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
— Hyd No. 15 — Hyd No. 14 Total storage used = 293,441 cult

Hydrograph
Report
60
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 16
BMP #2C REACH
Hydrograph type
= Reach
Peak discharge
= 10.96 cfs
Storm frequency
= 10 yrs
Time to peak
= 766 min
Time interval
= 1 min
Hyd. volume
= 222,189 cuft
Inflow hyd. No.
= 15 - BMP #2C ROUTE
Section type
= Triangular
Reach length
= 2500.0 ft
Channel slope
= 2.2 %
Manning's n
= 0.040
Bottom width
= 0.0 ft
Side slope
= 2.0.1
Max. depth
= 0.0 ft
Rating curve x
= 2.767
Rating curve m
= 1.333
Ave. velocity
= 0.00 ft/s
Routing coeff.
= 0.1182
Modified Att-Kin routing method used
BMP #2C REACH
Q (cfs) Hyd. No. 16 -- 10 Year Q (cfs)
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
INS
2.00 2.00
0.00 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 16 Hyd No. 15

Hydrograph Report
61
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Hyd. No. 17
BMP #2 BYPASS
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 142.890 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.24 in
Storm duration
= 24 hrs
Q (cfs)
120.00
100.00
40.00
20.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
BMP #2 BYPASS
Hyd. No. 17 -- 10 Year
Sunday, 03 / 12 / 2023
= 102.23 cfs
= 757 min
= 810,073 cuft
= 61.7
= 0 ft
= 68.90 min
= Type II
= 484
0.00 I i i i i / I I I I I I I \,
0 120 240 360 480 600 720
— Hyd No. 17
Q (cfs)
120.00
100.00
40.00
20.00
WITiTil
840 960 1080 1200 1320 1440 1560
Time (min)

62
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 19
POST POI #1
Hydrograph type
= Combine
Peak discharge
= 16.61 cfs
Storm frequency
= 10 yrs
Time to peak
= 740 min
Time interval
= 1 min
Hyd. volume
= 138,348 cuft
Inflow hyds.
= 6, 7
Contrib. drain. area
= 15.100 ac
Q (cfs)
18.00
15.00
12.00
M
M
3.00
POST POI #1
Hyd. No. 19 -- 10 Year
240 480 720 960 1200 1440 1680
Hyd No. 19 — Hyd No. 6 Hyd No. 7
Q (cfs)
18.00
15.00
12.00
M
. ��
3.00
0.00
1920 2160
Time (min)

63
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 20
POST POI #2
Hydrograph type
= Combine
Peak discharge
= 135.93 cfs
Storm frequency
= 10 yrs
Time to peak
= 758 min
Time interval
= 1 min
Hyd. volume
= 1,766,871 cuft
Inflow hyds.
= 10, 13, 16, 17
Contrib. drain. area
= 142.890 ac
POST POI #2
11 SM •il 11 11 Ms 11 II 11 ���

Hydrograph Summary Report
64
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
42.33
1
740
232,380
------
------
------
PRE POI #1
2
SCS Runoff
171.42
1
756
1,291,542
------
------
------
PRE POI #2
4
SCS Runoff
42.14
1
720
95,323
------
------
------
BMP #1
5
Reservoir
1.529
1
857
75,032
4
819.89
235,132
BMP #1 ROUTE
6
Reach
1.529
1
859
75,023
5
------
------
BMP #1 REACH
7
SCS Runoff
24.00
1
739
126,151
------
------
------
BMP #1 BYPASS
8
SCS Runoff
403.70
1
719
981,167
------
------
------
BMP#2A
9
Reservoir
90.00
1
730
635,494
8
823.15
974,329
BMP #2A ROUTE
10
Reach
90.04
1
731
635,417
9
------
------
BMP #2A REACH
11
SCS Runoff
291.86
1
719
690,389
------
------
------
BMP #213
12
Reservoir
28.77
1
748
430,546
11
827.94
833,390
BMP #213 ROUTE
13
Reach
28.37
1
753
430,256
12
------
------
BMP #213 REACH
14
SCS Runoff
162.01
1
719
366,628
------
------
------
BMP #2C
15
Reservoir
23.91
1
736
315,417
14
856.44
331,105
BMP #2C ROUTE
16
Reach
23.06
1
749
315,292
15
------
------
BMP #2C REACH
17
SCS Runoff
153.23
1
756
1,156,545
------
------
------
BMP #2 BYPASS
19
Combine
25.03
1
739
201,173
6, 7,
------
------
POST POI #1
20
Combine
253.00
1
753
2,537,509
10, 13, 16,
------
------
POST POI #2
17,
Model.gpw
Return Period: 25 Year
Sunday, 03 / 12 / 2023

Hydrograph Report
65
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Hyd. No. 1
PRE POI #1
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 1 min
Drainage area
= 33.420 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 6.25 in
Storm duration
= 24 hrs
Q (cfs)
50.00
40.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PRE POI #1
Hyd. No. 1 -- 25 Year
Sunday, 03 / 12 / 2023
= 42.33 cfs
= 740 min
= 232,380 cuft
= 57.9
= 0 ft
= 41.80 min
= Type II
= 484
0.00 i i i i i I I I I I I � i
0 120 240 360 480 600 720
— Hyd No. 1
Q (cfs)
50.00
40.00
30.00
20.00
10.00
WITiTil
840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 2
PRE POI #2
Hydrograph type
= SCS Runoff
Peak discharge
= 171.42 cfs
Storm frequency
= 25 yrs
Time to peak
= 756 min
Time interval
= 1 min
Hyd. volume
= 1,291,542 cuft
Drainage area
= 158.310 ac
Curve number
= 61.9
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 69.40 min
Total precip.
= 6.25 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
PRE POI #2
Hyd. No. 2 -- 25 Year
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00 20.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 2 Time (min)

Hydrograph
Report
67
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 4
BMP #1
Hydrograph type
= SCS Runoff
Peak discharge
= 42.14 cfs
Storm frequency
= 25 yrs
Time to peak
= 720 min
Time interval
= 1 min
Hyd. volume
= 95,323 cuft
Drainage area
= 9.490 ac
Curve number
= 67.5
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 6.25 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
BMP #1
Q (cfs) Hyd. No. 4 -- 25 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 4 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 5
BMP #1 ROUTE
Hydrograph type
= Reservoir
Peak discharge
= 1.529 cfs
Storm frequency
= 25 yrs
Time to peak
= 857 min
Time interval
= 1 min
Hyd. volume
= 75,032 cuft
Inflow hyd. No.
= 4 - BMP #1
Max. Elevation
= 819.89 ft
Reservoir name
= BMP #1
Max. Storage
= 235,132 cuft
Storage Indication method used. Wet pond routing start elevation = 818.50 ft.
BMP #1 ROUTE
Q (cfs) Hyd. No. 5 -- 25 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
— Hyd No. 5 - Hyd No. 4 Total storage used = 235,132 cult

Hydrograph
Report
69
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 6
BMP #1 REACH
Hydrograph type
= Reach
Peak discharge
= 1.529 cfs
Storm frequency
= 25 yrs
Time to peak
= 859 min
Time interval
= 1 min
Hyd. volume
= 75,023 cuft
Inflow hyd. No.
= 5 - BMP #1 ROUTE
Section type
= Triangular
Reach length
= 350.0 ft
Channel slope
= 6.0 %
Manning's n
= 0.040
Bottom width
= 0.0 ft
Side slope
= 2.0.1
Max. depth
= 0.0 ft
Rating curve x
= 4.570
Rating curve m
= 1.333
Ave. velocity
= 0.00 ft/s
Routing coeff.
= 0.5686
Modified Att-Kin routing method used
Q (cfs)
2.00
1.00
BMP #1 REACH
Hyd. No. 6 -- 25 Year
300 600 900 1200 1500 1800 2100 2400 2700
Hyd No. 6 — Hyd No. 5
Q (cfs)
2.00
1.00
0.00
3000
Time (min)

Hydrograph Report
70
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Hyd. No. 7
BMP #1 BYPASS
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 1 min
Drainage area
= 15.100 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 6.25 in
Storm duration
= 24 hrs
Q (cfs)
28.00
24.00
20.00
16.00
12.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
BMP #1 BYPASS
Hyd. No. 7 -- 25 Year
Sunday, 03 / 12 / 2023
= 24.00 cfs
= 739 min
= 126,151 cuft
= 62.3
= Oft
= 41.70 min
= Type II
= 484
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
0.00 ' ' J ' ' ' ' ' ' ' � ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 7 Time (min)

71
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 8
B M P #2A
Hydrograph type
= SCS Runoff
Peak discharge
= 403.70 cfs
Storm frequency
= 25 yrs
Time to peak
= 719 min
Time interval
= 1 min
Hyd. volume
= 981,167 cuft
Drainage area
= 53.460 ac
Curve number
= 89.7
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 6.25 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
420.00
360.00
300.00
240.00
180.00
120.00
Q (cfs)
420.00
360.00
300.00
240.00
180.00
120.00
0.00 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
— Hyd No. 8 Time (min)

72
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 9
BMP #2A ROUTE
Hydrograph type
= Reservoir
Peak discharge
= 90.00 cfs
Storm frequency
= 25 yrs
Time to peak
= 730 min
Time interval
= 1 min
Hyd. volume
= 635,494 cuft
Inflow hyd. No.
= 8 - BMP #2A
Max. Elevation
= 823.15 ft
Reservoir name
= BMP #2A
Max. Storage
= 974,329 cuft
Storage Indication method used. Wet pond routing start elevation = 818.50 ft.
BMP #2A ROUTE
Q (cfs) Hyd. No. 9 -- 25 Year Q (cfs)
420.00 420.00
360.00 360.00
300.00 300.00
240.00 240.00
180.00 180.00
120.00 120.00
60.00 60.00
0.00 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
— Hyd No. 9 Hyd No. 8 Total storage used = 974,329 cult

Hydrograph
Report
73
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 10
BMP #2A REACH
Hydrograph type
= Reach
Peak discharge
= 90.04 cfs
Storm frequency
= 25 yrs
Time to peak
= 731 min
Time interval
= 1 min
Hyd. volume
= 635,417 cuft
Inflow hyd. No.
= 9 - BMP #2A ROUTE
Section type
= Triangular
Reach length
= 325.0 ft
Channel slope
= 6.0 %
Manning's n
= 0.040
Bottom width
= 0.0 ft
Side slope
= 2.0.1
Max. depth
= 0.0 ft
Rating curve x
= 4.570
Rating curve m
= 1.333
Ave. velocity
= 0.00 ft/s
Routing coeff.
= 1.0846
Modified Att-Kin routing method used
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0 300
— Hyd No. 10
BMP #2A REACH
Hyd. No. 10 -- 25 Year
600 900 1200 1500 1800 2100 2400 2700 3000v vv
Hyd No. 9 Time (min)

Hydrograph Report
74
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Hyd. No. 11
BMP #2B
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 1 min
Drainage area
= 41.020 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 6.25 in
Storm duration
= 24 hrs
Q (cfs)
320.00
280.00
240.00
200.00
160.00
120.00
40.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
BMP #2B
Hyd. No. 11 -- 25 Year
Sunday, 03 / 12 / 2023
= 291.86 cfs
= 719 min
= 690,389 cuft
= 85.9
= 0 ft
= 10.00 min
= Type II
= 484
Q (cfs)
320.00
280.00
240.00
200.00
160.00
120.00
40.00
0.00 ' ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
— Hyd No. 11 Time (min)

75
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 12
BMP #213 ROUTE
Hydrograph type
= Reservoir
Peak discharge
= 28.77 cfs
Storm frequency
= 25 yrs
Time to peak
= 748 min
Time interval
= 1 min
Hyd. volume
= 430,546 cuft
Inflow hyd. No.
= 11 - BMP #2B
Max. Elevation
= 827.94 ft
Reservoir name
= BMP #213
Max. Storage
= 833,390 cuft
Storage Indication method used. Wet pond routing start elevation = 823.50 ft.
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
— Hyd No. 12 Hyd No. 11 Total storage used = 833,390 cult

Hydrograph
Report
76
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 13
BMP #2B REACH
Hydrograph type
= Reach
Peak discharge
= 28.37 cfs
Storm frequency
= 25 yrs
Time to peak
= 753 min
Time interval
= 1 min
Hyd. volume
= 430,256 cuft
Inflow hyd. No.
= 12 - BMP #2B ROUTE
Section type
= Triangular
Reach length
= 1350.0 ft
Channel slope
= 1.7 %
Manning's n
= 0.040
Bottom width
= 0.0 ft
Side slope
= 2.0.1
Max. depth
= 0.0 ft
Rating curve x
= 2.432
Rating curve m
= 1.333
Ave. velocity
= 0.00 ft/s
Routing coeff.
= 0.2358
Modified Att-Kin routing method used
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0.00
0 300
— Hyd No. 13
BMP #2113 REACH
Hyd. No. 13 -- 25 Year
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0.00
900 1200 1500 1800 2100 2400 2700 3000
— Hyd No. 12 Time (min)

77
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 14
BMP #2C
Hydrograph type
= SCS Runoff
Peak discharge
= 162.01 cfs
Storm frequency
= 25 yrs
Time to peak
= 719 min
Time interval
= 1 min
Hyd. volume
= 366,628 cuft
Drainage area
= 31.670 ac
Curve number
= 71.9
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 6.25 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0 00
BMP #2C
Hyd. No. 14 -- 25 Year
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 14 Time (min)

78
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 15
BMP #2C ROUTE
Hydrograph type
= Reservoir
Peak discharge
= 23.91 cfs
Storm frequency
= 25 yrs
Time to peak
= 736 min
Time interval
= 1 min
Hyd. volume
= 315,417 cuft
Inflow hyd. No.
= 14 - BMP #2C
Max. Elevation
= 856.44 ft
Reservoir name
= BMP #2C
Max. Storage
= 331,105 cuft
Storage Indication method used. Wet pond routing start elevation = 853.50 ft.
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
0 300
— Hyd No. 15
BMP #2C ROUTE
Hyd. No. 15 -- 25 Year
600 900 1200 1500 1800 2100 2400 2700 3000v vv
Time (min)
Hyd No. 14 Total storage used = 331,105 cult

Hydrograph
Report
79
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 16
BMP #2C REACH
Hydrograph type
= Reach
Peak discharge
= 23.06 cfs
Storm frequency
= 25 yrs
Time to peak
= 749 min
Time interval
= 1 min
Hyd. volume
= 315,292 cuft
Inflow hyd. No.
= 15 - BMP #2C ROUTE
Section type
= Triangular
Reach length
= 2500.0 ft
Channel slope
= 2.2 %
Manning's n
= 0.040
Bottom width
= 0.0 ft
Side slope
= 2.0.1
Max. depth
= 0.0 ft
Rating curve x
= 2.767
Rating curve m
= 1.333
Ave. velocity
= 0.00 ft/s
Routing coeff.
= 0.1411
Modified Att-Kin routing method used
BMP #2C REACH
Q (cfs) Hyd. No. 16 -- 25 Year Q (cfs)
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
— Hyd No. 16 — Hyd No. 15

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Hyd. No. 17
BMP #2 BYPASS
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 1 min
Drainage area
= 142.890 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 6.25 in
Storm duration
= 24 hrs
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
BMP #2 BYPASS
Hyd. No. 17 -- 25 Year
Sunday, 03 / 12 / 2023
= 153.23 cfs
= 756 min
= 1,156, 545 cuft
= 61.7
= 0 ft
= 68.90 min
= Type II
= 484
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
0.00 1 1 1 1 1 i I I I I I I I � 1- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 17 Time (min)

81
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 19
POST POI #1
Hydrograph type
= Combine
Peak discharge
= 25.03 cfs
Storm frequency
= 25 yrs
Time to peak
= 739 min
Time interval
= 1 min
Hyd. volume
= 201,173 cuft
Inflow hyds.
= 6, 7
Contrib. drain. area
= 15.100 ac
Q (cfs)
28.00
24.00
20.00
16.00
12.00
0.00 1 ---J—
0 180 360
— Hyd No. 19
540
POST POI #1
Hyd. No. 19 -- 25 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
v ' ' ' " ' 0.00
720 900 1080 1260 1440 1620 1800 1980 2160
Time (min)
Hyd No. 6 Hyd No. 7

82
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 112 12023
Hyd. No. 20
POST POI #2
Hydrograph type
= Combine
Peak discharge
= 253.00 cfs
Storm frequency
= 25 yrs
Time to peak
= 753 min
Time interval
= 1 min
Hyd. volume
= 2,537,509 cuft
Inflow hyds.
= 10, 13, 16, 17
Contrib. drain. area
= 142.890 ac
POST POI #2
see
• I SM ••1 •• •• :•• •• •• •• •••

Hydrograph Summary Report
83
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
70.88
1
739
369,294
------
------
------
PRE POI #1
2
SCS Runoff
273.46
1
755
1,986,929
------
------
------
PRE POI #2
4
SCS Runoff
62.31
1
719
141,064
------
------
------
BMP #1
5
Reservoir
3.008
1
807
120,113
4
820.44
259,398
BMP #1 ROUTE
6
Reach
3.008
1
809
120,103
5
------
------
BMP #1 REACH
7
SCS Runoff
37.98
1
739
193,491
------
------
------
BMP #1 BYPASS
8
SCS Runoff
523.38
1
719
1,294,687
------
------
------
BMP#2A
9
Reservoir
291.74
1
725
948,153
8
823.78
1,059,432
BMP #2A ROUTE
10
Reach
292.49
1
726
948,085
9
------
------
BMP #2A REACH
11
SCS Runoff
384.85
1
719
926,577
------
------
------
BMP #213
12
Reservoir
129.27
1
728
665,765
11
828.70
913,836
BMP #213 ROUTE
13
Reach
120.71
1
731
665,555
12
------
------
BMP #213 REACH
14
SCS Runoff
231.99
1
719
528,292
------
------
------
BMP #2C
15
Reservoir
53.93
1
730
476,584
14
857.50
401,733
BMP #2C ROUTE
16
Reach
50.24
1
739
476,478
15
------
------
BMP #2C REACH
17
SCS Runoff
245.01
1
756
1,781,946
------
------
------
BMP #2 BYPASS
19
Combine
40.49
1
739
313,593
6, 7,
------
------
POST POI #1
20
Combine
539.62
1
729
3,872,066
10, 13, 16,
------
------
POST POI #2
17,
Model.gpw
Return Period: 100 Year
Sunday, 03 / 12 / 2023

Hydrograph Report
84
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Hyd. No. 1
PRE POI #1
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 33.420 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 7.90 in
Storm duration
= 24 hrs
Q (cfs)
80.00
70.00
50.00
40.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PRE POI #1
Hyd. No. 1 -- 100 Year
Sunday, 03 / 12 / 2023
= 70.88 cfs
= 739 min
= 369,294 cuft
= 57.9
= 0 ft
= 41.80 min
= Type II
= 484
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 ' 1 1 11 ' ' ' ' ' ' ' � ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

Hydrograph Report
85
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Hyd. No. 2
PRE POI #2
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 158.310 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 7.90 in
Storm duration
= 24 hrs
Q (cfs)
280.00
240.00
200.00
160.00
120.00
40.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PRE POI #2
Hyd. No. 2 -- 100 Year
Sunday, 03 / 12 / 2023
= 273.46 cfs
= 755 min
= 1,986,929 cuft
= 61.9
= 0 ft
= 69.40 min
= Type II
= 484
Q (cfs)
280.00
240.00
200.00
160.00
120.00
40.00
0.00 ' 1 1 11� ' ' ' ' ' ' ' -11 i 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 2 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Hyd. No. 4
BMP #1
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 9.490 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 7.90 in
Storm duration
= 24 hrs
Q (cfs)
70.00
50.00
40.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
BMP #1
Hyd. No. 4 -- 100 Year
Sunday, 03 / 12 / 2023
= 62.31 cfs
= 719 min
= 141,064 cuft
= 67.5
= 0 ft
= 10.00 min
= Type II
= 484
Q (cfs)
70.00
50.00
40.00
30.00
20.00
10.00
0.00 ' 1 1 1
' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 4 Time (min)

87
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 5
BMP #1 ROUTE
Hydrograph type
= Reservoir
Peak discharge
= 3.008 cfs
Storm frequency
= 100 yrs
Time to peak
= 807 min
Time interval
= 1 min
Hyd. volume
= 120,113 cuft
Inflow hyd. No.
= 4 - BMP #1
Max. Elevation
= 820.44 ft
Reservoir name
= BMP #1
Max. Storage
= 259,398 cuft
Storage Indication method used. Wet pond routing start elevation = 818.50 ft.
Q (cfs)
70.00
50.00
40.00
20.00
10.00
BMP #1 ROUTE
Hyd. No. 5 -- 100 Year
Q (cfs)
70.00
50.00
40.00
30.00
20.00
10.00
0.00 1 1 F I I I 1 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
— Hyd No. 5 — Hyd No. 4 Total storage used = 259,398 cult

Hydrograph
Report
88
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 6
BMP #1 REACH
Hydrograph type
= Reach
Peak discharge
= 3.008 cfs
Storm frequency
= 100 yrs
Time to peak
= 809 min
Time interval
= 1 min
Hyd. volume
= 120,103 cuft
Inflow hyd. No.
= 5 - BMP #1 ROUTE
Section type
= Triangular
Reach length
= 350.0 ft
Channel slope
= 6.0 %
Manning's n
= 0.040
Bottom width
= 0.0 ft
Side slope
= 2.0.1
Max. depth
= 0.0 ft
Rating curve x
= 4.570
Rating curve m
= 1.333
Ave. velocity
= 0.00 ft/s
Routing coeff.
= 0.6398
Modified Att-Kin routing method used
Q (cfs)
4.00
3.00
2.00
1.00
0.00 '
0 300
— Hyd No. 6
BMP #1 REACH
Hyd. No. 6 -- 100 Year
Q (cfs)
4.00
3.00
2.00
1.00
I I I I I I I 1 0.00
900 1200 1500 1800 2100 2400 2700 3000
Hyd No. 5 Time (min)

Hydrograph
Report
89
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 7
BMP #1 BYPASS
Hydrograph type
= SCS Runoff
Peak discharge
= 37.98 cfs
Storm frequency
= 100 yrs
Time to peak
= 739 min
Time interval
= 1 min
Hyd. volume
= 193,491 cuft
Drainage area
= 15.100 ac
Curve number
= 62.3
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 41.70 min
Total precip.
= 7.90 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
BMP #1 BYPASS
Q (cfs) Hyd. No. 7 -- 100 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 7 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 8
B M P #2A
Hydrograph type
= SCS Runoff
Peak discharge
= 523.38 cfs
Storm frequency
= 100 yrs
Time to peak
= 719 min
Time interval
= 1 min
Hyd. volume
= 1,294,687 cuft
Drainage area
= 53.460 ac
Curve number
= 89.7
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 7.90 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
560.00
480.00
400.00
320.00
240.00
160.00
Q (cfs)
560.00
480.00
400.00
320.00
240.00
160.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
— Hyd No. 8 Time (min)

91
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 9
BMP #2A ROUTE
Hydrograph type
= Reservoir
Peak discharge
= 291.74 cfs
Storm frequency
= 100 yrs
Time to peak
= 725 min
Time interval
= 1 min
Hyd. volume
= 948,153 cuft
Inflow hyd. No.
= 8 - BMP #2A
Max. Elevation
= 823.78 ft
Reservoir name
= BMP #2A
Max. Storage
= 1,059,432 cuft
Storage Indication method used. Wet pond routing start elevation = 818.50 ft.
Q (cfs)
560.00
480.00
400.00
320.00
240.00
160.00
Q (cfs)
560.00
480.00
400.00
320.00
240.00
160.00
0.00 1 1— 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 9 — Hyd No. 8 Total storage used = 1,059,432 cult

Hydrograph
Report
92
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 10
BMP #2A REACH
Hydrograph type
= Reach
Peak discharge
= 292.49 cfs
Storm frequency
= 100 yrs
Time to peak
= 726 min
Time interval
= 1 min
Hyd. volume
= 948,085 cuft
Inflow hyd. No.
= 9 - BMP #2A ROUTE
Section type
= Triangular
Reach length
= 325.0 ft
Channel slope
= 6.0 %
Manning's n
= 0.040
Bottom width
= 0.0 ft
Side slope
= 2.0.1
Max. depth
= 0.0 ft
Rating curve x
= 4.570
Rating curve m
= 1.333
Ave. velocity
= 0.00 ft/s
Routing coeff.
= 1.2277
Modified Att-Kin routing method used
BMP #2A REACH
Q (cfs) Hyd. No. 10 -- 100 Year Q (cfs)
320.00
280.00
240.00
200.00
160.00
120.00
80.00
40.00
0 00
320.00
280.00
240.00
200.00
160.00
120.00
80.00
40.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 10 Hyd No. 9

93
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 11
BMP #2B
Hydrograph type
= SCS Runoff
Peak discharge
= 384.85 cfs
Storm frequency
= 100 yrs
Time to peak
= 719 min
Time interval
= 1 min
Hyd. volume
= 926,577 cuft
Drainage area
= 41.020 ac
Curve number
= 85.9
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 7.90 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
420.00
360.00
300.00
240.00
180.00
120.00
BMP #2B
Hyd. No. 11 -- 100 Year
Q (cfs)
420.00
360.00
300.00
240.00
180.00
120.00
0.00 ' 1 1-'- ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
— Hyd No. 11 Time (min)

94
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 12
BMP #213 ROUTE
Hydrograph type
= Reservoir
Peak discharge
= 129.27 cfs
Storm frequency
= 100 yrs
Time to peak
= 728 min
Time interval
= 1 min
Hyd. volume
= 665,765 cuft
Inflow hyd. No.
= 11 - BMP #2B
Max. Elevation
= 828.70 ft
Reservoir name
= BMP #213
Max. Storage
= 913,836 cuft
Storage Indication method used. Wet pond routing start elevation = 823.50 ft.
BMP #2113 ROUTE
Q (cfs) Hyd. No. 12 -- 100 Year Q (cfs)
420.00 420.00
360.00 360.00
300.00 300.00
240.00 240.00
180.00 180.00
120.00 120.00
60.00Lou ------ 60.00
0.00 0.00
0 240 480 720 960 1200 1440 1680 1920 2160
Time (min)
— Hyd No. 12 Hyd No. 11 Total storage used = 913,836 cult

Hydrograph
Report
95
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 13
BMP #2B REACH
Hydrograph type
= Reach
Peak discharge
= 120.71 cfs
Storm frequency
= 100 yrs
Time to peak
= 731 min
Time interval
= 1 min
Hyd. volume
= 665,555 cuft
Inflow hyd. No.
= 12 - BMP #2B ROUTE
Section type
= Triangular
Reach length
= 1350.0 ft
Channel slope
= 1.7 %
Manning's n
= 0.040
Bottom width
= 0.0 ft
Side slope
= 2.0.1
Max. depth
= 0.0 ft
Rating curve x
= 2.432
Rating curve m
= 1.333
Ave. velocity
= 0.00 ft/s
Routing coeff.
= 0.3258
Modified Att-Kin routing method used
BMP #2113 REACH
Q (cfs) Hyd. No. 13 -- 100 Year Q (cfs)
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640
Time (min)
— Hyd No. 13 Hyd No. 12

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Hyd. No. 14
BMP #2C
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 31.670 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 7.90 in
Storm duration
= 24 hrs
Q (cfs)
240.00
210.00
180.00
150.00
120.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
BMP #2C
Hyd. No. 14 -- 100 Year
Sunday, 03 / 12 / 2023
= 231.99 cfs
= 719 min
= 528,292 cuft
= 71.9
= 0 ft
= 10.00 min
= Type II
= 484
Q (cfs)
240.00
210.00
180.00
150.00
120.00
30.00
0.00 ' 1 1 1 1
' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 14 Time (min)

97
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 15
BMP #2C ROUTE
Hydrograph type
= Reservoir
Peak discharge
= 53.93 cfs
Storm frequency
= 100 yrs
Time to peak
= 730 min
Time interval
= 1 min
Hyd. volume
= 476,584 cuft
Inflow hyd. No.
= 14 - BMP #2C
Max. Elevation
= 857.50 ft
Reservoir name
= BMP #2C
Max. Storage
= 401,733 cuft
Storage Indication method used. Wet pond routing start elevation = 853.50 ft.
BMP #2C ROUTE
11
• 1 1 1 --- ------ • 1 1 1
1 :1 •1 �1 1 •11 1:1 •1 ��1 • 1 :11 •:1

Hydrograph
Report
98
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 16
BMP #2C REACH
Hydrograph type
= Reach
Peak discharge
= 50.24 cfs
Storm frequency
= 100 yrs
Time to peak
= 739 min
Time interval
= 1 min
Hyd. volume
= 476,478 cuft
Inflow hyd. No.
= 15 - BMP #2C ROUTE
Section type
= Triangular
Reach length
= 2500.0 ft
Channel slope
= 2.2 %
Manning's n
= 0.040
Bottom width
= 0.0 ft
Side slope
= 2.0.1
Max. depth
= 0.0 ft
Rating curve x
= 2.767
Rating curve m
= 1.333
Ave. velocity
= 0.00 ft/s
Routing coeff.
= 0.1702
Modified Att-Kin routing method used
BMP #2C REACH
Q (cfs) Hyd. No. 16 -- 100 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 180 360 540 720 900 1080 1260 1440 1620 1800 1980 2160
Time (min)
— Hyd No. 16 Hyd No. 15

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Hyd. No. 17
BMP #2 BYPASS
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 142.890 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 7.90 in
Storm duration
= 24 hrs
Q (cfs)
280.00
240.00
200.00
160.00
120.00
40.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
BMP #2 BYPASS
Hyd. No. 17 -- 100 Year
Sunday, 03 / 12 / 2023
= 245.01 cfs
= 756 min
= 1,781,946 cuft
= 61.7
= 0 ft
= 68.90 min
= Type II
= 484
Q (cfs)
280.00
240.00
200.00
160.00
120.00
40.00
0.00 ' 1 1 11� ' ' ' ' ' ' ' � i 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 17 Time (min)

100
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 19
POST POI #1
Hydrograph type
= Combine
Peak discharge
= 40.49 cfs
Storm frequency
= 100 yrs
Time to peak
= 739 min
Time interval
= 1 min
Hyd. volume
= 313,593 cuft
Inflow hyds.
= 6, 7
Contrib. drain. area
= 15.100 ac
Q (cfs)
50.00
40.00
20.00
10.00
0.00 ' ---L�
0 180 360
— Hyd No. 19
POST POI #1
Hyd. No. 19 -- 100 Year
540 720
Hyd No. 6
900 1080 1260 1440
Hyd No. 7
1620 1800
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
1980
Time (min)

Hydrograph
Report
101
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2022
Sunday, 03 / 12 / 2023
Hyd. No. 20
POST POI #2
Hydrograph type
= Combine
Peak discharge
= 539.62 cfs
Storm frequency
= 100 yrs
Time to peak
= 729 min
Time interval
= 1 min
Hyd. volume
= 3,872,066 cuft
Inflow hyds.
= 10, 13, 16, 17
Contrib. drain. area
= 142.890 ac
Q (cfs)
560.00
480.00
400.00
320.00
240.00
160.00
Q (cfs)
560.00
480.00
400.00
320.00
240.00
160.00
rraa
840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 13 Hyd No. 16

Hydraflow Rainfall Report
102
Hydraflow Hydrographs Extension for Autodesk@ Civil 3DO by Autodesk, Inc. v2022
Return
Period
I ntensity-Du ration -F req uency Equation Coefficients (FHA)
(Yrs)
B
D
E
(NIA)
1
29.1632
6.1000
0.7403
--------
2
35.6474
6.6000
0.7530
--------
3
0.0000
0.0000
0.0000
--------
5
44.3653
6.7000
0.7590
--------
10
51.4760
6.8000
0.7603
--------
25
57.8161
6.5000
0.7474
--------
50
58.9009
5.8000
0.7251
--------
100
63.2060
5.7000
0.7158
--------
File name: CLT10 IDF.IDF
Intensity = B / (Tc + D)^E
Sunday, 03 / 12 / 2023
Return
Period
Intensity Values (in/hr)
(Yrs)
5 min
10
15
20
25
30
35
40
45
50
55
60
1
4.91
3.73
3.05
2.61
2.29
2.05
1.86
1.71
1.58
1.48
1.39
1.31
2
5.63
4.30
3.53
3.01
2.65
2.37
2.15
1.98
1.83
1.71
1.60
1.51
3
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5
6.86
5.24
4.29
3.67
3.22
2.88
2.61
2.40
2.22
2.07
1.94
1.83
10
7.88
6.03
4.94
4.23
3.71
3.32
3.01
2.77
2.56
2.39
2.24
2.11
25
9.32
7.11
5.84
4.99
4.39
3.93
3.57
3.28
3.04
2.84
2.66
2.51
50
10.49
7.96
6.52
5.58
4.91
4.40
4.00
3.68
3.41
3.19
3.00
2.83
100
11.58
8.80
7.22
6.19
5.45
4.89
4.45
4.10
3.80
3.56
3.34
3.16
Tc = time in minutes. Values may exceed 60.
i06800CL - CLT10 Bovd Farm Site\Documents\G Desian Calculations\Hvdraflow Hvdroaraohs\CLT10 PreciDitation.DcD
Storm
Rainfall Precipitation Table (in)
Distribution
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
SCS 24-hour
2.94
3.56
1.20
4.50
5.24
6.25
7.06
7.90
SCS 6-Hr
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-1 st
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-2nd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-3rd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-Indy
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00

APPENDIX C
EROSION CONTROL CALCULATIONS
SUPPLEMENTAL DOCUMENTS

PHASE ONE

WK Dickson & Co. Inc.
Project Name:
WKD Project No.:
CLT10 - Boyd Farm Site
2023006800CL
PERM. SEDIMENT BASIN 1- PH1
GOVERNING REVIEW AGENCY
NCDEQ
TOTAL DRAINAGE AREA
19.99
Do Not Use
Sediment Trap
Do Not Use
Skimmer Basin
Okay
Sediment Basin
RAINFALL INTENSITIES (in/hr)
Description of surface
Impervious Area
Wooded Area
Grassed Area (Lawns w/ slopes >
Disturbed area
7.06
10-yr
Taken from NOAA Atlas 14, Volume 2, Version 3 for Newton, North Carolina,
USA
5.39
2-yr
RATIONAL RUNOFF COEFFICIENT
C-value (Table
Area (acres)
8.03b
0.90 0.0000
0.15 0.0000
0.20 0.0000
0.60 19.9900
of Area I
10051
Runoff Coefficient 0.60
10-yr. RATIONAL RUNOFF
Basin Composite C
Area Time of Concentration, Tc Intensity, I Flow, Q
(acres) (min) (in/hr) (cfs)
PERM. SEDIMENT BASIN 1- PH1(10-yr Rational Runoff) 19.99 0.6000 5.0 7.06 84.68
Total 10 yr Flow to Sediment Basin (cfs) 84.68
2-yr. RATIONAL RUNOFF
Basin Composite C
Area Time of Concentration, Tc Intensity, I Flow, Q
(acres) (min) (in/hr) (cfs)
PERM. SEDIMENT BASIN 1- PHl(2-yr Rational Runoff) 19.99 0.6000 5.0 5.39 64.65
Total 2 yr Flow to Sediment Basin (cfs) 64.65
REQUIRED SURFACE AREA
Basin Drainage Area Area Required Total Area Required
(acres) MAN (A
PERM. SEDIMENT BASIN 1- PH1(10-yr Rational Runoff) 19.99 435 36,834.77
Total REQUIRED Sediment Basin Area (sf) 36,835
REQUIRED VOLUME Volume
Disturbed Area Total Volume Required
Basin Required
(acres) (cubic feet)
(ff/acre)
PERM. SEDIMENT BASIN 1- PH1(10-yr Rational Runoff) 19.99 1,800 35,982.00
Total REQUIRED Sediment Basin Volume (cubic feet) 35,982
1 OF 5
of Area I
10051
Runoff Coefficient 0.60
10-yr. RATIONAL RUNOFF
Basin Composite C
Area Time of Concentration, Tc Intensity, I Flow, Q
(acres) (min) (in/hr) (cfs)
PERM. SEDIMENT BASIN 1- PH1(10-yr Rational Runoff) 19.99 0.6000 5.0 7.06 84.68
Total 10 yr Flow to Sediment Basin (cfs) 84.68
2-yr. RATIONAL RUNOFF
Basin Composite C
Area Time of Concentration, Tc Intensity, I Flow, Q
(acres) (min) (in/hr) (cfs)
PERM. SEDIMENT BASIN 1- PHl(2-yr Rational Runoff) 19.99 0.6000 5.0 5.39 64.65
Total 2 yr Flow to Sediment Basin (cfs) 64.65
REQUIRED SURFACE AREA
Basin Drainage Area Area Required Total Area Required
(acres) MAN (A
PERM. SEDIMENT BASIN 1- PH1(10-yr Rational Runoff) 19.99 435 36,834.77
Total REQUIRED Sediment Basin Area (sf) 36,835
REQUIRED VOLUME Volume
Disturbed Area Total Volume Required
Basin Required
(acres) (cubic feet)
(ff/acre)
PERM. SEDIMENT BASIN 1- PH1(10-yr Rational Runoff) 19.99 1,800 35,982.00
Total REQUIRED Sediment Basin Volume (cubic feet) 35,982
1 OF 5

WK Dickson & Co. Inc.
Project Name: CLT10 - Boyd Farm Site
WKD Project No.: 2023006800CL
Description: PERM. SEDIMENT BASIN 1- PH1
Calculation 1
PROVIDED VOLUME
Elevation
Area
Inc. Vol.
Acc Vol.
819.00
44,234
0
0
820.00
46,548
45,386
45,386
821.00
48,906
47,722
93,108
822.00
51,306
50,101
143,209
822.50
52,523
25,957
169,166
Riser Weir Elev.
(Surface area is
set at Riser Weir
Elev)
823.00
53,750
26,568
195,734
Emergency
Spillway
823.50
54,988
27,184
222,918
824.00
56,236
27,805
250,723
Top of Dam
825.00
58,766
57,496
308,219
Total PROVIDED Sediment Basin Volume (cubic feet) 169,166
Total PROVIDED Sediment Basin Area (square feet 52,523
OKAY
OKAY
PRINCIPAL SPILLWAY CAPACITY - WEIR FLOW
Weir coefficient, C 3 Ccmp=3.1 3.0 for Concrete weir
Riser circumference, L (ft) 24 6x6 Box
Head above riser crest, H (ft) 1
QP (cfs) 72.00 cfs Must exceed 2-year flow OKAY
Step 5. Determine the principal spillway discharge capacity.
• The combined capacities of the principal and emergency spillways must be
at least the 10-year peak flow for the entire watershed of the basin.
• The principal spillway is analyzed for three possible limiting flow types:
Weir flow, Orifice flow, and Pipe flog- The principal spillway discharge
capacity is the smallest of these three flow rates. Discharges through a
slimmer should be disregarded during this computation. Weir, orifice and
pipe flow may be deterred by the following equations:
1_ Weir Flow_ Q=CLHtS
where:
Q = discharge in cubic feet per second (cfs)
C = weir coefficient, use 3.1 for comrgated mew pipe nsers.
L = circumference of the riser in feet
H = head above riser crest in feet
20F5

Dickson & Co. Inc.
ect Name:
) Project No.:
CLT10 - Boyd Farm Site
2023006800CL
PERM. SEDIMENT BASIN 1- PH1
PRINCIPAL SPILLWAY CAPACITY - ORIFICE FLOW
Orifice coefficient, Co 0.6 C,p=0.6
Riser cross -sectional area, A (ft2) 36 6x6 Box Can be either Round or Square Section
Accleration due to gravity, g (ft/s2) 32.2
Head above riser crest, H (ft) 1
Discharge, CIP (cfs) 173.34 Must exceed 2-year flow OKAY
2- Orifice Flow: Q = CA (2gHr 5
where:
Q = discharge in cubic feet per second (cfs)
C = orifice coefficient. use C = 0.6 for corrugated metal pipe risers.
A = cross -sectional area of the riser pipe in square feet
g = acceleration due to gravity; 32.2 ft/sec'
H = head above riser crest in feet
PRINCIPAL SPILLWAY CAPACITY - PIPE FLOW
Barrel diameter (ft) 2.50 Table 8.07b
Barrel cross -sectional area, a (ft2) 4.91
Acceleration due to gravity, g (ft/s2) 32.2
Head above outlet end of barrel, h (ft) 15
Minor loss coefficieint, Km 1.0 Km 1.0 (typical)
Barrel length, L (ft) 83.9
Mannings coeffienct of roughness, n 0.013 ncMp=0.025 nR,=0.013
Inside diameter of barrel, d; (in) 30.00
Pipe friction coefficient, KP 0.01 Table 8.07a
Discharge, CIP (cfs) 91.61 Must exceed 2-year flow OKAY
3. Pipe Flow: Q = a I + iti + 1, L
where:
Q = discharge in cubic feet per second (cfs)
a = cross -sectional area of the barrel in square feet
g = acceleration due to gravity- 32.2 Wsee
h = head above the centerline of the outlet end of the barrel
Km = coefficient of minor losses. can be assumed to be 1-0 for
most principal spilhvav systems
L = barrel length in feet
Ko = pipe friction coefficient:
_ 5087n2 Table S.07a ' for K, values for
6413 common %im or pipe.)
n = Martnrng's coefficient of roughness, tine n = 0.025 for
corrugated metal pipe
n = 0.015 for reinforced concrete pipe
di = inside diameter of the barrel in inches
Select riser and barrel dimensions so that the riser has a cross -sectional area
at least 1.5 times that of the barrel. Spillway hydraulics are improved by
maximizing weir flow and mini+niZing orifice flow- See Table 8.07b for
recommended riser/barrel proportions.
30F5

Dickson & Co. Inc.
ect Name:
) Project No.:
CLT10 - Boyd Farm Site
2023006800CL
PERM. SEDIMENT BASIN 1- PHI
EMERGENCY SPILLWAY CAPACITY
Q10 FLOW & REQUIRED EMERGENCY SPILLWAY CAPACITY
PROVIDED SPILLWAY CAPACITY
Q10 (Calculated)
84.68
Weir coefficient, C
3
(Controlling Flow rate for riser/barrel)
72.00
Bottom width of spillway crest, L (ft)
15
Required Emergency spillway capacity, Q. (cfs)
12.68
Depth of flow above spillway crest, H (ft)
0.5
Provided Emergency spillway capacity, Q. (cfs) 15.91
Total Spillway Capacity (Principal & Emergency must exceed 10 yr event) 87.91
YES, PROCEED
Inside Dimensions (ft) - square conc structure only
Inside Area (sf)
Outside Dimensions (ft) - square conc structure only
r Outside Area (sf)
r Structure Height (ft)
GHT DISPLACE BY RISER
ANTI -FLOTATION ANCHOR
7.001 update area calculations for rectangular or circular riser structures
Area of concrete (sf) - assume 6" wall thickness"15.768.00
Riser Structure Height (ft)
Volume of Riser concrete (cf)
Net Displaced by the Riser (Ibs/cf)
WEIGHT OF THE CONCRETE RISER fibs)
GHT OF RISER & ANCHOR vs WEIGHT DISPLACED BY RISER
Density of concrete (Ibs/cf)
Density of water (Ibs/cf)
Anchor Dimension (n x n) (ft)
Anchor Thickness (ft)
Anchor Area (sf)
Anchor Volume (cf)
WEIGHT OF ANCHOR fibs)
40F5

Dickson & Co. Inc.
ect Name:
) Project No.:
CLT10 - Boyd Farm Site
2023006800CL
PERM. SEDIMENT BASIN 1- PH1
SKIMMER ORIFICE SIZE
Required Volume Sizing
35,982.00 Required Volume (cfs) Orifice Equation: Q = CdA(2gh)1/2
3.00 Dewatering Time (days) Cd= 0.59
259,200.00 Dewaterin Time (sec) g = 32.2
0.139 Q = Flow (cfs)
4.0 Skimmer Size (In)
4.o h = Head on Skimmer (in)
7.31 A = Area of Orifice (in2)
1.53 r = Orifice radius (in)
3.05 d = Orifice Diameter (in) Using 4" Skimmer with 3" Orifice
ANTI -SEEP COLLAR
Anti -Seep Collar Size (ft x ft) 7.00 Provide min. two (2) Tx T anti -seep collars
assume 6" thickness on pipe barrel and min. 1.5 feet projection around barrel
Protection against piping- Install at least one watenighl anti -gip colhu (thickness may vary depending on barrel type)
with a minimum projection of 15 feet around ilie barrel of principal
spillway conduits, 8 inches or larger in diameter. Locate the anti -seep
collar slightly downstream from the dam rcntcr Iinc. A rrorerly
designed drainage diaphragms installed around the barrel may he uwd
instead Oran anti -seep collar when it is appn)priate.
FMRANKMF14T
50F5

WK Dickson & Co. Inc.
Project Name:
WKD Project No.:
CLT10 - Boyd Farm Site
2023006800CL
PERM. SEDIMENT BASIN 2A- PH1
GOVERNING REVIEW AGENCY
NCDEQ
TOTAL DRAINAGE AREA
43.53
Do Not Use
Sediment Trap
Do Not Use
Skimmer Basin
Okay
Sediment Basin
RAINFALL INTENSITIES (in/hr)
Description of surface
Impervious Area
Wooded Area
Grassed Area (Lawns w/ slopes >
Disturbed area
7.06
10-yr
Taken from NOAA Atlas 14, Volume 2, Version 3 for Newton, North Carolina,
USA
5.39
2-yr
RATIONAL RUNOFF COEFFICIENT
C-value (Table
Area (acres)
8.03b
0.90 0.0000
0.15 0.0000
0.20 0.0000
0.60 43.5300
of Area
10051
Runoff Coefficient 0.60
10-yr. RATIONAL RUNOFF
Basin Composite C
Area Time of Concentration, Tc Intensity, I Flow, Q
(acres) (min) (in/hr) (cfs)
PERM. SEDIMENT BASIN 2A - PH1(10-yr Rational Runoff) 43.53 0.6000 5.0 7.06 184.39
Total 10 yr Flow to Sediment Basin (cfs) 184.39
2-yr. RATIONAL RUNOFF
Basin Composite C
Area Time of Concentration, Tc Intensity, I Flow, Q
(acres) (min) (in/hr) (cfs)
PERM. SEDIMENT BASIN 2A - PH1(2-yr Rational Runoff) 43.53 0.6000 5.0 5.39 140.78
Total 2 yr Flow to Sediment Basin (cfs) 140.78
REQUIRED SURFACE AREA
Basin Drainage Area Area Required Total Area Required
(acres) MAN (A
PERM. SEDIMENT BASIN 2A - PH1(10-yr Rational Runoff) 43.53 435 80,210.99
Total REQUIRED Sediment Basin Area 00 r 80,211
REQUIRED VOLUME Volume
Disturbed Area Total Volume Required
Basin Required
(acres) (cubic feet)
(ff/acre)
PERM. SEDIMENT BASIN 2A- PH1(10-yr Rational Runoff) 43.53 1,800 78,354.00
Total REQUIRED Sediment Basin Volume (cubic feet) 78,354
1 OF 5
of Area
10051
Runoff Coefficient 0.60
10-yr. RATIONAL RUNOFF
Basin Composite C
Area Time of Concentration, Tc Intensity, I Flow, Q
(acres) (min) (in/hr) (cfs)
PERM. SEDIMENT BASIN 2A - PH1(10-yr Rational Runoff) 43.53 0.6000 5.0 7.06 184.39
Total 10 yr Flow to Sediment Basin (cfs) 184.39
2-yr. RATIONAL RUNOFF
Basin Composite C
Area Time of Concentration, Tc Intensity, I Flow, Q
(acres) (min) (in/hr) (cfs)
PERM. SEDIMENT BASIN 2A - PH1(2-yr Rational Runoff) 43.53 0.6000 5.0 5.39 140.78
Total 2 yr Flow to Sediment Basin (cfs) 140.78
REQUIRED SURFACE AREA
Basin Drainage Area Area Required Total Area Required
(acres) MAN (A
PERM. SEDIMENT BASIN 2A - PH1(10-yr Rational Runoff) 43.53 435 80,210.99
Total REQUIRED Sediment Basin Area 00 r 80,211
REQUIRED VOLUME Volume
Disturbed Area Total Volume Required
Basin Required
(acres) (cubic feet)
(ff/acre)
PERM. SEDIMENT BASIN 2A- PH1(10-yr Rational Runoff) 43.53 1,800 78,354.00
Total REQUIRED Sediment Basin Volume (cubic feet) 78,354
1 OF 5

WK Dickson & Co. Inc.
Project Name: CLT10 - Boyd Farm Site
WKD Project No.: 2023006800CL
Description: PERM. SEDIMENT BASIN 2A - PH1
Calculation l
PROVIDED VOLUME
Elevation
Area
Inc. Vol.
Acc Vol.
819.00
118,166
0
0
820.00
121,801
119,979
119,979
821.00
125,490
123,641
243,620
822.00
129,232
127,356
370,976
822.50
131,123
65,088
436,064
Riser Weir Elev.
(Surface area is
set at Riser Weir
Elev)
823.00
133,028
66,037
502,102
Emergency
Spillway
Top of Dam
823.50
134,945
66,993
569,094
824.00
136,877
67,955
637,049
825.00
140,780
138,824
775,873
Total PROVIDED Sediment Basin Volume (cubic feet) 436,064
Total PROVIDED Sediment Basin Area (square feet 131,123
OKAY
OKAY
PRINCIPAL SPILLWAY CAPACITY - WEIR FLOW
Weir coefficient, C M264.54
CAMP=3.1 3.0for Concrete weir
Riser circumference, L (ft) 12x12 Box
Head above riser crest, H (ft)QP (cfs) cfs Must exceed 2-year flow OKAY
Step 5. Determine the principal spillway discharge capacity.
• The combined capacities of the principal and emergency spillways must be
at least the 10-year peak flow- for the entire watershed of the basin.
• The principal spillway is analyzed for three possible limiting flow types:
Weir flow, Orifice flow, and Pipe flow- The principal spillway discharge
capacity is the smallest of these three flow rates. Discharges through a
skimmer should be disregarded dieing this computation. Weir, orifice and
pipe floc' may be determined by the following equations:
1_ Weir Flo%r- Q = CLHt
where:
Q = discharge in cubic feet per second (cfs)
C = weir coefficient, use 3.1 for conngated metal pipe nsers_
L = circumference of the riser in feet
H = head above riser crest in feet
20F5

Dickson & Co. Inc.
ect Name:
) Project No.:
CLT10 - Boyd Farm Site
2023006800CL
PERM. SEDIMENT BASIN 2A- PHI
PRINCIPAL SPILLWAY CAPACITY - ORIFICE FLOW
Orifice coefficient, Co 0.6 C,p=0.6
Riser cross -sectional area, A (ft2) 144 12x12 Box Can be either Round or Square Section
Accleration due to gravity, g (ft/s2) 32.2
Head above riser crest, H (ft) 1.5
Discharge, Clp (cfs) S49.18 Must exceed 2-year flow OKAY
2- Orifice Flow: Q = CA (2gHr 5
where:
Q = discharge in cubic feet per second (cfs)
C = orifice coefficient. use C = 0.6 for corrugated metal pipe risers.
A = cross -sectional area of the riser pipe in square feet
g = acceleration due to gravity; 32.2 ft/sec'
H = head above riser crest in feet
PRINCIPAL SPILLWAY CAPACITY - PIPE FLOW
Barrel diameter (ft) 6.00 Table 8.07b
Barrel cross -sectional area, a (ft2) 28.27
Acceleration due to gravity, g (ft/s2) 32.2
Head above outlet end of barrel, h (ft) 13
Minor loss coefficieint, Km 1.0 Km 1.0 (typical)
Barrel length, L (ft) 78.3
Mannings coeffienct of roughness, n 0.013 ncMp=0.025 nR,=0.013
Inside diameter of barrel, d; (in) 72.00
Pipe friction coefficient, Kp 0.00 Table 8.07a
Discharge, Clp (cfs) 548.49 Must exceed 2-year flow OKAY
2gh o<
3. Pipe Flow : Q = a L l + Iti, + K L
where:
Q = discharge in cubic feet per second (cfs)
a = cross -sectional area of the barrel in square feet
g = acceleration due to gravity- 32.2 Wsee
h = head above the centerline of the outlet end of the barrel
Km = coefficient of minor losses. can be assumed to be 1-0 for
most principal spilhvav systems
L = barrel length in feet
Ko = pipe friction coefficient:
_ 5087n2 Table S.07a ' for K, values for
6413 COMMOn %2M Or pipe.)
n = Manning 's coefficient of roughness, tine n = 0.025 for
corrugated metal pipe
n = 0.015 for reinforced concrete pipe
di = inside diameter of the barrel in inches
Select riser and barrel dimensions so that the riser has a cross -sectional area
at least 1.5 times that of the barrel. Spillway hydraulics are improved by
maximizing weir flow and minimizing orifice flow- See Table 8.07b for
recommended riser/barrel proportions.
30F5

Dickson & Co. Inc.
ect Name: CLT10 - Boyd Farm Site
) Project No.: 2023006800CL
:ription: PERM. SEDIMENT BASIN 2A- PH1
EMERGENCY SPILLWAY CAPACITY
Q10 FLOW & REQUIRED EMERGENCY SPILLWAY CAPACITY
PROVIDED SPILLWAY CAPACITY
Q10 (Calculated)
184.39
Weir coefficient, C
3
(Controlling Flow rate for riser/barrel)
264.54
Bottom width of spillway crest, L (ft)
15
Required Emergency spillway capacity, Q. (cfs)
-80.15
Depth of flow above spillway crest, H (ft)
0.5
Provided Emergency spillway capacity, Q. (cfs) 15.91
Total Spillway Capacity (Principal & Emergency must exceed 10 yr event) 280.45
YES, PROCEED
ANTI -FLOTATION ANCHOR
Riser Inside Dimensions (ft) - square conc structure only
12.00 update area calculations for rectangular or circular riser structures
Riser Inside Area (sf)
144.00 Density of concrete (Ibs/cf)
150.00
Riser Outside Dimensions (ft) - square conc structure only
13.00
Riser Outside Area (sf)
169.00 Density of water (Ibs/cf)
62.40
Riser Structure Height (ft)
11.50
WEIGHT DISPLACE BY RISER (Ibs)
103,334.40
Area of concrete (sf) - assume 6" wall thickness
25.00 Anchor Dimension (n x n) (ft)
14.50
Riser Structure Height (ft)
11.50 Anchor Thickness (ft)
3.00
Volume of Riser concrete (cf)
287.50 Anchor Area (sf)
210.25
Net Displaced by the Riser (Ibs/cf)
87.60 Anchor Volume (cf)
630.75
WEIGHT OF THE CONCRETE RISER (Ibs)
25,185.00 WEIGHT OF ANCHOR (Ibs)
94,612.50
WEIGHT OF RISER & ANCHOR vs WEIGHT DISPLACED BY RISER
OK
40F5

Dickson & Co. Inc.
ect Name:
) Project No.:
CLT10 - Boyd Farm Site
2023006800CL
PERM. SEDIMENT BASIN 2A- PH1
SKIMMER ORIFICE SIZE
Required Volume Sizing
78,354.00 Required Volume (cf) Orifice Equation: Q = CdA(2gh)1/2
3.00 Dewatering Time (days) Cd= 0.59
259,200.00 Dewaterin Time (sec) g = 32.2
0.302 Q = Flow (cfs)
5.0 Skimmer Size (in)
s.o h = Head on Skimmer (in)
14.24 A = Area of Orifice (in2)
2.13 r = Orifice radius (in)
4.26 d = Orifice Diameter (in) Using 5" Skimmer with 4.75" Orifice
ANTI -SEEP COLLAR
Anti -Seep Collar Size (ft x ft) 7.00 Provide min. two (2) Tx T anti -seep collars
assume 6" thickness on pipe barrel and min. 1.5 feet projection around barrel
Protection against piping- Install at least one watenighl anti -gip colhu (thickness may vary depending on barrel type)
with a minimum projection of 15 feet around ilie barrel of principal
spillway conduits, 8 inches or larger in diameter. Locate the anti -seep
collar slightly downstream from the dam rcntcr Iinc. A rrorerly
designed drainage diaphragms installed around the barrel may he uwd
instead Oran anti -seep collar when it is appn)priate.
FMRANKMF14T
50F5

Dickson & Co. Inc.
act Name: CLT10 - Boyd Farm Site
) Project No.: 2023006800CL
:ription: PERM. SEDIMENT BASIN 2B - PH1
GOVERNING REVIEW AGENCY
NCDEQ
TOTAL DRAINAGE AREA
10.77
Do Not Use
Sediment Trap
Do Not Use
Skimmer Basin
Okay
Sediment Basin
RAINFALL INTENSITIES (in/hr)
7.06
10-yr
Taken from NOAA Atlas 14, Volume 2, Version 3 for Newton, North Carolina,
USA
5.39
2-yr
RATIONAL RUNOFF COEFFICIENT C-value (Table
Description of surface Area (acres) % of Area
8.03b
Impervious Area 0.90 0.0000 0%
Wooded Area 0.15 0.0000 0%
Grassed Area (Lawns w/ slopes > 7%) 0.20 0.0000 0% 10 Disturbed area 0.60 10.7700 0%
Composite Runoff Coefficient 0.60
10-yr. RATIONAL RUNOFF
Basin Composite C
Area Time of Concentration, Tc Intensity, I Flow, Q
(acres) (min) (in/hr) (cfs)
ERM. SEDIMENT BASIN 2B - PH1(10-yr Rational Runoff) 10.77 0.6000 5.0 7.06 45.62
Total 10 yr Flow to Sediment Basin (cfs) 45.62
2-yr. RATIONAL RUNOFF
Basin Composite C
Area Time of Concentration, Tc Intensity, I Flow, Q
(acres) (min) (in/hr) (cfs)
PERM. SEDIMENT BASIN 2B - PH1(2-yr Rational Runoff) 10.77 0.6000 5.0 5.39 34.83
Total 2 yr Flow to Sediment Basin (cfs) 34.83
REQUIRED SURFACE AREA
Drainage Area Area Required Total Area Required
Basin
(acres) (sf/cfs) (sf)
ERM. SEDIMENT BASIN 2B - PH1(10-yr Rational Runoff) 10.77 435 19,845.45
Total REQUIRED Sediment Basin Area (sf) 19,845
REQUIRED VOLUME
Volume
Basin Required
Disturbed Area Total Volume Required
(acres) (ft/acre) (cubic feet)
ERM. SEDIMENT BASIN 2B - PH1(10-yr Rational Runoff) 10.77 1,800 19,386.00
Total REQUIRED Sediment Basin Volume (cubic feet) 19,386
1 OF 5
10-yr. RATIONAL RUNOFF
Basin Composite C
Area Time of Concentration, Tc Intensity, I Flow, Q
(acres) (min) (in/hr) (cfs)
ERM. SEDIMENT BASIN 2B - PH1(10-yr Rational Runoff) 10.77 0.6000 5.0 7.06 45.62
Total 10 yr Flow to Sediment Basin (cfs) 45.62
2-yr. RATIONAL RUNOFF
Basin Composite C
Area Time of Concentration, Tc Intensity, I Flow, Q
(acres) (min) (in/hr) (cfs)
PERM. SEDIMENT BASIN 2B - PH1(2-yr Rational Runoff) 10.77 0.6000 5.0 5.39 34.83
Total 2 yr Flow to Sediment Basin (cfs) 34.83
REQUIRED SURFACE AREA
Drainage Area Area Required Total Area Required
Basin
(acres) (sf/cfs) (sf)
ERM. SEDIMENT BASIN 2B - PH1(10-yr Rational Runoff) 10.77 435 19,845.45
Total REQUIRED Sediment Basin Area (sf) 19,845
REQUIRED VOLUME
Volume
Basin Required
Disturbed Area Total Volume Required
(acres) (ft/acre) (cubic feet)
ERM. SEDIMENT BASIN 2B - PH1(10-yr Rational Runoff) 10.77 1,800 19,386.00
Total REQUIRED Sediment Basin Volume (cubic feet) 19,386
1 OF 5
REQUIRED SURFACE AREA
Drainage Area Area Required Total Area Required
Basin
(acres) (sf/cfs) (sf)
ERM. SEDIMENT BASIN 2B - PH1(10-yr Rational Runoff) 10.77 435 19,845.45
Total REQUIRED Sediment Basin Area (sf) 19,845
REQUIRED VOLUME
Volume
Basin Required
Disturbed Area Total Volume Required
(acres) (ft/acre) (cubic feet)
ERM. SEDIMENT BASIN 2B - PH1(10-yr Rational Runoff) 10.77 1,800 19,386.00
Total REQUIRED Sediment Basin Volume (cubic feet) 19,386
1 OF 5

Dickson & Co. Inc.
act Name: CLT10 - Boyd Farm Site
) Project No.: 2023006800CL
:ription: PERM. SEDIMENT BASIN 2B - PH1
PROVIDED VOLUME
Elevation
Area
Inc. Vol.
Acc Vol.
824.00
90,646
0
0
825.00
94,146
92,390
92,390
826.00
97,697
95,916
188,306
827.00
101,298
99,492
287,799
827.50
103,118
51,103
338,902
Riser Weir Elev.
(Surface area is
set at Riser Weir
Elev)
828.00
104,950
52,016
390,918
Emergency
Spillway
Top of Dam
828.50
106,795
52,936
443,854
829.00
108,652
53,861
497,715
830.00
112,405
110,523
608,238
Total PROVIDED Sediment Basin Volume (cubic feet)
Total PROVIDED Sediment Basin Area (square feet
338,902
OKAY
103,118
OKAY
PRINCIPAL SPILLWAY CAPACITY - WEIR FLOW
Weir coefficient, C 3 CAMP=3.1 3.0 for Concrete weir
Riser circumference, L (ft) 32 8x8 Box
Head above riser crest, H (ft) 1.5
QP (cfs) 176.36 cfs Must exceed 2-year flow OKAY
Step 5. Determine the principal spillway discharge capacity.
• The combined capacities of the principal and emergency spillways trust be
at least the 14-rear peak flow for the entire watershed of the basin.
• The principal spillwav is analyzed for three possible limiting flow apes:
Weir flow; Orifice flow, and Pipe flow_ The principal spillway discharge
capacity is the smallest of these three flow rates. Discharges through a
skimmer should be disregarded dieing this computation- Weu- orifice and
pipe flow may be determined by the following equations:
1 _ Weir Flow- Q = CLH'
where:
Q = discharge in cubic feet per second (cfs)
C = weir coefficient, use 3.1 for corrugated metal pipe risers.
L = circumference of the riser in feet
H = head above riser crest in feet
2OF5

Dickson & Co. Inc.
act Name:
) Project No.:
CLT10 - Boyd Farm Site
2023006800CL
PERM. SEDIMENT BASIN 213 - PH1
PRINCIPAL SPILLWAY CAPACITY - ORIFICE FLOW
Orifice coefficient, Co 0.6 CAMP=0.6
Riser cross -sectional area, A (ft2) 64 8x8 Box Can be either Round or Square Section
Accleration due to gravity, g (ft/s2) 32.2
Head above riser crest, H (ft) 1.5
Discharge, C. (cfs) 377.42 Must exceed 2-year flow OKAY
2- Ort$ce flow: Q = CA (2gHrs
whem:
Q = discharge in cubic feet per second (cfs)
C = orifice coefficient. use C = 0.6 for corrugated metal pipe nsen.
A = cross -sectional area of the riser pipe in square feet
g = acceleration due to gravity, 32.2 ft/sec:
H = head above riser crest in feet
PRINCIPAL SPILLWAY CAPACITY - PIPE FLOW
Barrel diameter (ft) 4.00 Table 8.07b
Barrel cross -sectional area, a (ft2) 12.57
Acceleration due to gravity, g (ft/s2) 32.2
Head above outlet end of barrel, h (ft) 14.4
Minor loss coefficieint, Km 1.0 Km 1.0 (typical)
Barrel length, L (ft) 71.52
Mannings coeffienct of roughness, n 0.013 ncMP=0.025 nRCP=0.013
Inside diameter of barrel, d; (in) 48.00
Pipe friction coefficient, KP 0.005 Table 8.07a
Discharge, C. (cfs) 249.50 Must exceed 2-year flow OKAY
F 2gh 0?
3. Pipe Flow: Q = a L l + K. + 1{s L
where:
Q = discharge in cubic feet per second (cfs)
a = cross -sectional area of the barrel in square feet
g = acceleration due to gravity 32.2 ft/sec'-
h = head above the centerline of the outlet end of the barrel
Km = coefficient of minor losses. can be assumed to be 1-0 for
most principal spillway systems
L = barrel length in feet
Kp = pipe friction coefficient:
5087n= Table 8.U7a : for Kp values for
di413 common size or pipe.)
n = Manning's coefficient of roughness, use n = 0-025 for
corrugated metal pipe
n = 0.015 for reinforced concrete pipe
di = inside diameter of the barrel in inches
Select riser and barrel dimensions so that the riser has a cross -sectional area
at least 1.5 tunes that of the barrel- Spillway hydraulics are improved by
maximizing weir flow and minunizing orifice flow. See fable 8.07b for
recommended riseubarrel proportions.
3OF5

Dickson & Co. Inc.
act Name:
) Project No.:
CLT10 - Boyd Farm Site
2023006800CL
PERM. SEDIMENT BASIN 2B - PH1
EMERGENCY SPILLWAY CAPACITY
Q10 FLOW & REQUIRED EMERGENCY SPILLWAY CAPACITY I PROVIDED SPILLWAY CAPACITY
45.62 Weir coefficient, C
Flow rate for riser/barrel) 176.36 Bottom width of spillway crest, L
-130.74 Depth of flow above spillway crest, H (ft)
Provided Emergency spillway capacity, QQ (cfs) 21
Total Spillway Capacity (Principal & Emergency must exceed 10 yr event) 197
ANTI -FLOTATION ANCHOR
Riser Inside Dimensions (ft) - square conc structure only
8.00 update area calculations for rectangular or circular riser structures
Riser Inside Area (sf)
64.00 Density of concrete (Ibs/cf)
150.00
Riser Outside Dimensions (ft) - square conc structure only
9.00
Riser Outside Area (sf)
81.00 Density of water (Ibs/cf)
62.40
Riser Structure Height (ft)
1200.
WEIGHT DISPLACE BY RISER (Ibs)
47,923.20
Area of concrete (sf) - assume 6" wall thickness
17.00 Anchor Dimension (n x n) (ft)
11.00
Riser Structure Height (ft)
12.00 Anchor Thickness (ft)
2.00
Volume of Riser concrete (cf)
204.00 Anchor Area (sf)
121.00
Net Displaced by the Riser (Ibs/cf)
87.60 Anchor Volume (cf)
242.00
WEIGHT OF THE CONCRETE RISER (Ibs)
17,870.40 WEIGHT OF ANCHOR (Ibs)
36,300.00
WEIGHT OF RISER & ANCHOR vs WEIGHT DISPLACED BY RISER
OK
4OF5

Dickson & Co. Inc.
act Name: CLT10 - Boyd Farm Site
) Project No.: 2023006800CL
:ription: PERM. SEDIMENT BASIN 2B - PH1
SKIMMER ORIFICE SIZE
Required Volume Sizing
19,386.0o
Required Volume (cf)
3.00
Dewatering Time (days)
259,200.00
Dewatering Time (sec)
0.075
Q — Flow (cfs)
4.0
Skimmer Size (in)
4.0
h = Head on Skimmer (in)
3.94
A = Area of Orifice (in2)
1.12
r = Orifice radius (in)
2.24
d = Orifice Diameter (in)
Orifice Equation: Q = CdA(2gh)1/2
Cd= 0.59
g = 32.2
Using 4" Skimmer with 3.25" Orifice
ANTI -SEEP COLLAR
Anti -Seep Collar Size (ft x ft) 7.00 Provide min. two (2) Tx T anti -seep collars
assume 6" thickness on pipe barrel and min. 1.5 feet projection around barrel
Protection against piping- Install at least one watertight anti -gip colt (thickness may vary depending on barrel type)
with a minimum projection of 15 feet around the barrel ofprincipat
spillway conduits, 8 inches or larger in diameter. Locate the anti -seep
collar slightly downstream from the dam rcntcr Iinc. A prorerly
designed drainage diaphragm installed around the• harm my he usod
instead ❑fan anti -seep collar when it is appropriate.
FMRANKMF14T
5OF5

Dickson & Co. Inc.
act Name: CLT10 - Boyd Farm Site
) Project No.: 2023006800CL
:ription: PERM. SEDIMENT BASIN 2C - PH1
GOVERNING REVIEW AGENCY
NCDEQ
TOTAL DRAINAGE AREA
27.82
Do Not Use
Sediment Trap
Do Not Use
Skimmer Basin
Okay
Sediment Basin
RAINFALL INTENSITIES (in/hr)
7.06
10-yr
Taken from NOAA Atlas 14, Volume 2, Version 3 for Newton, North Carolina,
USA
5.39
2-yr
RATIONAL RUNOFF COEFFICIENT C-value (Table
Description of surface Area (acres) % of Area
8.03b
Impervious Area 0.90 0.0000 0%
Wooded Area 0.15 0.0000 0%
Grassed Area (Lawns w/ slopes > 7%) 0.20 0.0000 0% 10 Disturbed area 0.60 27.8200 0%
Composite Runoff Coefficient 0.60
10-yr. RATIONAL RUNOFF
Basin Composite C
Area Time of Concentration, Tc Intensity, I Flow, Q
(acres) (min) (in/hr) (cfs)
ERM. SEDIMENT BASIN 2C - PH1(10-yr Rational Runoff) 27.82 0.6000 5.0 7.06 117.85
Total 10 yr Flow to Sediment Basin (cfs) 117.85
2-yr. RATIONAL RUNOFF
Basin Composite C
Area Time of Concentration, Tc Intensity, I Flow, Q
(acres) (min) (in/hr) (cfs)
PERM. SEDIMENT BASIN 2C - PH1(2-yr Rational Runoff) 27.82 0.6000 5.0 5.39 89.97
Total 2 yr Flow to Sediment Basin (cfs) 89.97
REQUIRED SURFACE AREA
Drainage Area Area Required Total Area Required
Basin
(acres) (sf/cfs) (sf)
ERM. SEDIMENT BASIN 2C - PH1(10-yr Rational Runoff) 27.82 435 51,262.80
Total REQUIRED Sediment Basin Area (sf) 51,263
REQUIRED VOLUME
Volume
Basin Required
Disturbed Area Total Volume Required
(acres) (ft/acre) (cubic feet)
ERM. SEDIMENT BASIN 2C - PH1(10-yr Rational Runoff) 27.82 1,800 50,076.00
Total REQUIRED Sediment Basin Volume (cubic feet) 50,076
1 OF 5
10-yr. RATIONAL RUNOFF
Basin Composite C
Area Time of Concentration, Tc Intensity, I Flow, Q
(acres) (min) (in/hr) (cfs)
ERM. SEDIMENT BASIN 2C - PH1(10-yr Rational Runoff) 27.82 0.6000 5.0 7.06 117.85
Total 10 yr Flow to Sediment Basin (cfs) 117.85
2-yr. RATIONAL RUNOFF
Basin Composite C
Area Time of Concentration, Tc Intensity, I Flow, Q
(acres) (min) (in/hr) (cfs)
PERM. SEDIMENT BASIN 2C - PH1(2-yr Rational Runoff) 27.82 0.6000 5.0 5.39 89.97
Total 2 yr Flow to Sediment Basin (cfs) 89.97
REQUIRED SURFACE AREA
Drainage Area Area Required Total Area Required
Basin
(acres) (sf/cfs) (sf)
ERM. SEDIMENT BASIN 2C - PH1(10-yr Rational Runoff) 27.82 435 51,262.80
Total REQUIRED Sediment Basin Area (sf) 51,263
REQUIRED VOLUME
Volume
Basin Required
Disturbed Area Total Volume Required
(acres) (ft/acre) (cubic feet)
ERM. SEDIMENT BASIN 2C - PH1(10-yr Rational Runoff) 27.82 1,800 50,076.00
Total REQUIRED Sediment Basin Volume (cubic feet) 50,076
1 OF 5
REQUIRED SURFACE AREA
Drainage Area Area Required Total Area Required
Basin
(acres) (sf/cfs) (sf)
ERM. SEDIMENT BASIN 2C - PH1(10-yr Rational Runoff) 27.82 435 51,262.80
Total REQUIRED Sediment Basin Area (sf) 51,263
REQUIRED VOLUME
Volume
Basin Required
Disturbed Area Total Volume Required
(acres) (ft/acre) (cubic feet)
ERM. SEDIMENT BASIN 2C - PH1(10-yr Rational Runoff) 27.82 1,800 50,076.00
Total REQUIRED Sediment Basin Volume (cubic feet) 50,076
1 OF 5

Dickson & Co. Inc.
act Name: CLT10 - Boyd Farm Site
) Project No.: 2023006800CL
:ription: PERM. SEDIMENT BASIN 2C - PH1
PROVIDED VOLUME
Elevation
Area
Inc. Vol.
Acc Vol.
854.00
59,567
0
0
855.00
62,374
60,965
60,965
856.00
65,237
63,800
124,765
857.00
68,157
66,692
191,457
857.50
69,637
34,448
225,905
Riser Weir Elev.
(Surface area is
set at Riser Weir
Elev)
858.00
71,132
35,192
261,096
Emergency
Spillway
858.50
72,641
35,943
297,039
859.00
74,164
36,701
333,740
860.00
77,252
75,703
409,442
Top of Dam
Total PROVIDED Sediment Basin Volume (cubic feet) 225,905
Total PROVIDED Sediment Basin Area (square feet 69,637
OKAY
OKAY
PRINCIPAL SPILLWAY CAPACITY - WEIR FLOW
Weir coefficient, C 3 CAMP=3.1 3.0 for Concrete weir
Riser circumference, L (ft) 20 Sx5 Box
Head above riser crest, H (ft) 1.5
QP (cfs) 110.23 cfs Must exceed 2-year flow OKAY
Step 5. Determine the principal spillway discbarge capacity.
• The combined capacities of the principal and emergency spillways must be
at least the 10-rear peak flow for the entire watershed of the basin.
• The principal spillway is analyzed for three possible limiting flow types:
Weir flow, Orifice flow, and Pipe flow- The principal spffl way discharge
capacity is the smallest of these three flow rates. Discharges through a
skimmer should be disregarded during this computation- Weir- orifice and
pipe flow may be determined by the following equations:
I- Weir Flow: Q = CLH'
where_
Q = discharge in cubic feet per second (cfs)
C = weir coefficient, use 3.1 for corrugated tuetal pipe users.
L = circumference of the riser m feet
H = head above riser crest in feet
2OF5

Dickson & Co. Inc.
act Name:
) Project No.:
CLT10 - Boyd Farm Site
2023006800CL
PERM. SEDIMENT BASIN 2C - PH1
PRINCIPAL SPILLWAY CAPACITY - ORIFICE FLOW
Orifice coefficient, Co 0.6 CAMP=0.6
Riser cross -sectional area, A (ft2) 25 Sx5 Box Can be either Round or Square Section
Accleration due to gravity, g (ft/s2) 32.2
Head above riser crest, H (ft) 1.5
Discharge, C. (cfs) 147.43 Must exceed 2-year flow OKAY
2- Ort$ce flow: Q = CA (2gHrs
whem:
Q = discharge in cubic feet per second (cfs)
C = orifice coefficient. use C = 0.6 for corrugated metal pipe nsen.
A = cross -sectional area of the riser pipe in square feet
g = acceleration due to gravity, 32.2 ft/sec:
H = head above riser crest in feet
PRINCIPAL SPILLWAY CAPACITY - PIPE FLOW
Barrel diameter (ft) 4.00 Table 8.07b
Barrel cross -sectional area, a (ft2) 12.57
Acceleration due to gravity, g (ft/s2) 32.2
Head above outlet end of barrel, h (ft) 11.6
Minor loss coefficieint, Km 1.0 Km 1.0 (typical)
Barrel length, L (ft) 132.5
Mannings coeffienct of roughness, n 0.013 ncMP=0.025 nRCP=0.013
Inside diameter of barrel, d; (in) 48.00
Pipe friction coefficient, KP 0.00 Table 8.07a
Discharge, C. (cfs) 210.87 Must exceed 2-year flow OKAY
F 2gh �, c
3. Pipe Flow: Q = a L l + K. + 1{s L
where:
Q = discharge in cubic feet per second (cfs)
a = cross -sectional area of the barrel in square feet
g = acceleration due to gravity 32.2 ft/sec'-
h = head above the centerline of the outlet end of the barrel
Km = coefficient of minor losses. can be assumed to be 1-0 for
most principal spillway systems
L = barrel length in feet
Kp = pipe friction coefficient:
5087n= Table 8.U7a : for Kp values for
di413 common size or pipe.)
n = Manning's coefficient of roughness, use n = 0-025 for
corrugated metal pipe
n = 0.015 for reinforced concrete pipe
di = inside diameter of the barrel in inches
Select riser and barrel dimensions so that the riser has a cross -sectional area
at least 1.5 tunes that of the barrel- Spillway hydraulics are improved by
maximizing weir flow and minunizing orifice flow. See fable 8.07b for
recommended riseubarrel proportions.
3OF5

Dickson & Co. Inc.
act Name:
) Project No.:
CLT10 - Boyd Farm Site
2023006800CL
PERM. SEDIMENT BASIN 2C - PH1
EMERGENCY SPILLWAY CAPACITY
Q10 FLOW & REQUIRED EMERGENCY SPILLWAY CAPACITY I PROVIDED SPILLWAY CAPACITY
(Q, (Controlling Flow rate for riser/barrel)
Weir coefficient, C
Bottom width of spillway crest, L
Depth of flow above spillway crest, H (ft)
Provided Emergency spillway capacity, QQ (cfs)
Total Spillway Capacity (Principal & Emergency must exceed 10 yr eve
ANTI -FLOTATION ANCHOR
Riser Inside Dimensions (ft) - square conc structure only
7.00 update area calculations for rectangular or circular riser structures
Riser Inside Area (sf)
49.00 Density of concrete (Ibs/cf)
150.00
Riser Outside Dimensions (ft) - square conc structure only
8.00
Riser Outside Area (sf)
64.00 Density of water (Ibs/cf)
62.40
Riser Structure Height (ft)
9.50
WEIGHT DISPLACE BY RISER (Ibs)
29,047.20
Area of concrete (sf) - assume 6" wall thickness
15.00 Anchor Dimension (n x n) (ft)
9.00
Riser Structure Height (ft)
9.50 Anchor Thickness (ft)
1.50
Volume of Riser concrete (cf)
142.50 Anchor Area (sf)
81.00
Net Displaced by the Riser (Ibs/cf)
87.60 Anchor Volume (cf)
121.50
WEIGHT OF THE CONCRETE RISER (Ibs)
12,483.00 WEIGHT OF ANCHOR (Ibs)
18,225.00
WEIGHT OF RISER & ANCHOR vs WEIGHT DISPLACED BY RISER
Revise Anchor Dimensions
4OF5

Dickson & Co. Inc.
act Name: CLT10 - Boyd Farm Site
) Project No.: 2023006800CL
:ription: PERM. SEDIMENT BASIN 2C - PH1
SKIMMER ORIFICE SIZE
Required Volume Sizing
50,076.0o
Required Volume (cf)
3.00
Dewatering Time (days)
259,200.00
Dewatering Time (sec)
0.193
Q — Flow (cfs)
5.0
Skimmer Size (in)
5.0
h = Head on Skimmer (in)
9.10
A = Area of Orifice (in2)
1.70
r = Orifice radius (in)
3.41
d = Orifice Diameter (in)
Orifice Equation: Q = CdA(2gh)1/2
Cd= 0.59
g = 32.2
Using 5" Skimmer with 3.75" Orifice
ANTI -SEEP COLLAR
Anti -Seep Collar Size (ft x ft) 7.00 Provide min. two (2) Tx T anti -seep collars
assume 6" thickness on pipe barrel and min. 1.5 feet projection around barrel
Protection against piping- Install at least one watertight anti -gip colt (thickness may vary depending on barrel type)
with a minimum projection of 15 feet around the barrel ofprincipat
spillway conduits, 8 inches or larger in diameter. Locate the anti -seep
collar slightly downstream from the dam rcntcr Iinc. A prorerly
designed drainage diaphragm installed around the• harm my he usod
instead ❑fan anti -seep collar when it is appropriate.
FMRANKMF14T
5OF5

Dickson & Co. Inc.
act Name: CLT10 - Boyd Farm Site
) Project No.: 2023006800CL
-ription: TEMP. SKIMMER BASIN 3 - PH1
GOVERNING REVIEW AGENCY
NCDEQ
TOTAL DRAINAGE AREA
10.00
Do Not Use
Sediment Trap
Okay
Skimmer Basin
Okay
Sediment Basin
RAINFALL INTENSITIES (in/hr)
7.06
10-yr
Taken from NOAA Atlas 14, Volume 2, Version 3 for Newton, North Carolina,
USA
5.39
2-yr
RATIONAL RUNOFF COEFFICIENT C-value (Table
Description of surface Area (acres) % of Area
8.03b
Impervious Area 0.90 0.0000 0%
Wooded Area 0.15 0.0000 0%
Grassed Area (Lawns w/ slopes > 7%) 0.20 0.0000 0%
Disturbed area 0.60 10.0000 100%
Composite Runoff Coefficient 0.60
10-yr. RATIONAL RUNOFF
Basin Composite C
Area Time of Concentration, Tc Intensity, I Flow, Q
(acres) (min) (in/hr) (cfs)
TEMP. SKIMMER BASIN 3 - PH1(10-yr Rational Runoff) 10.00 0.6000 5.0 7.06 42.36
Total 10 yr Flow to Sediment Basin (cfs) 42.36
2-yr. RATIONAL RUNOFF
Basin Composite C
Area Time of Concentration, Tc Intensity, I Flow, Q
(acres) (min) (in/hr) (cfs)
TEMP. SKIMMER BASIN 3 - PH1(2-yr Rational Runoff) 10.00 0.6000 5.0 5.39 32.34
Total 2 yr Flow to Sediment Basin (cfs) 32.34
REQUIRED SURFACE AREA
Basin
Drainage Area Area Required Total Area Required
(acres) (sf/cfs) (sf)
TEMP. SKIMMER BASIN 3 - PH1(10-yr Rational Runoff) 10.00 325 13,767.00
Total REQUIRED Sediment Basin Area (sf) 13,767
REQUIRED VOLUME Volume
Disturbed Area Total Volume Required
Basin Required
(acres) (cubic feet)
(ft/acre)
TEMP. SKIMMER BASIN 3 - PH1(10-yr Rational Runoff) 10.00 1,800 18,000.00
Total REQUIRED Sediment Basin Volume (cubic feet) 18,000
1 OF 4
10-yr. RATIONAL RUNOFF
Basin Composite C
Area Time of Concentration, Tc Intensity, I Flow, Q
(acres) (min) (in/hr) (cfs)
TEMP. SKIMMER BASIN 3 - PH1(10-yr Rational Runoff) 10.00 0.6000 5.0 7.06 42.36
Total 10 yr Flow to Sediment Basin (cfs) 42.36
2-yr. RATIONAL RUNOFF
Basin Composite C
Area Time of Concentration, Tc Intensity, I Flow, Q
(acres) (min) (in/hr) (cfs)
TEMP. SKIMMER BASIN 3 - PH1(2-yr Rational Runoff) 10.00 0.6000 5.0 5.39 32.34
Total 2 yr Flow to Sediment Basin (cfs) 32.34
REQUIRED SURFACE AREA
Basin
Drainage Area Area Required Total Area Required
(acres) (sf/cfs) (sf)
TEMP. SKIMMER BASIN 3 - PH1(10-yr Rational Runoff) 10.00 325 13,767.00
Total REQUIRED Sediment Basin Area (sf) 13,767
REQUIRED VOLUME Volume
Disturbed Area Total Volume Required
Basin Required
(acres) (cubic feet)
(ft/acre)
TEMP. SKIMMER BASIN 3 - PH1(10-yr Rational Runoff) 10.00 1,800 18,000.00
Total REQUIRED Sediment Basin Volume (cubic feet) 18,000
1 OF 4
REQUIRED SURFACE AREA
Basin
Drainage Area Area Required Total Area Required
(acres) (sf/cfs) (sf)
TEMP. SKIMMER BASIN 3 - PH1(10-yr Rational Runoff) 10.00 325 13,767.00
Total REQUIRED Sediment Basin Area (sf) 13,767
REQUIRED VOLUME Volume
Disturbed Area Total Volume Required
Basin Required
(acres) (cubic feet)
(ft/acre)
TEMP. SKIMMER BASIN 3 - PH1(10-yr Rational Runoff) 10.00 1,800 18,000.00
Total REQUIRED Sediment Basin Volume (cubic feet) 18,000
1 OF 4

WK Dickson & Co. Inc.
Project Name: CLT10 - Boyd Farm Site
WKD Project No.: 2023006800CL
Description: TEMP. SKIMMER BASIN 3 - PH1
Input
Calculation
Reference
PROVIDED VOLUME
Elevation
Area
Inc. Vol.
Acc Vol.
814.00
60,279
0
0
815.00
63,298
61,782
61,782
Sediment Storage
Elev. (Surface area
is set at Sediment
Storage Elev.)
816.00
66,356
64,821
126,603
817.00
69,453
67,899
194,502
Emergency
Spillway
Top of Dam
818.00
72,589
71,015
265,517
819.00
75,765
74,171
339,689
820.00
78,980
77,367
417,055
Total PROVIDED Sediment Basin Volume (cubic feet)
Total PROVIDED Sediment Basin Area (square feet
126,603
OKAY
66,356
OKAY
2OF4

WK Dickson & Co. Inc.
Project Name: CLT10 - Boyd Farm Site
WKD Project No.: 2023006800CL
Description: TEMP. SKIMMER BASIN 3 - PH1
Input
Calculation
Reference
EMERGENCY SPILLWAY CAPACITY
Q10 FLOW & REQUIRED EMERGENCY SPILLWAY CAPACITY
PROVIDED SPILLWAY CAPACITY
Q10 (Calculated)
42.36
Weir coefficient, C
3
(Controlling Flow rate for riser/barrel)
0.00
Bottom width of spillway crest, L (ft)
15
Required Emergency spillway capacity, QQ (cfs)
42.36
Depth of flow above spillway crest, H (ft)
1
Provided Emergency spillway capacity, QQ (cfs) 45.00
Total Spillway Capacity (Emergency must exceed 10 yr event) 45.00
YES, PROCEED
3OF4

WK Dickson & Co. Inc.
Project Name: CLT10 - Boyd Farm Site
WKD Project No.: 2023006800CL
Description: TEMP. SKIMMER BASIN 3 - PH1
Input
Calculation
Reference
SKIMMER ORIFICE SIZE
Required Volume Sizing
18,000.00
Required Volume (cf)
3.00
Dewatering Time (days)
259,200.00
Dewaterin Time (sec)
0.069
Q — Flow (cfs)
3.0
Skimmer Size (in)
3.0
h = Head on Skimmer (in)
4.22
A = Area of Orifice (in2)
1.16
r = Orifice radius (in)
2.32
d = Orifice Diameter (in)
Orifice Equation: Q = CdA(2gh)1/2
Cd= 0.59
g = 32.2
Using 3" Skimmer with 2.25" Orifice
4OF4

WK Dickson & Co. Inc.
Project Name:
WKD Project No.:
CLT10 - Boyd Farm Site
2023006800CL
TEMP. SEDIMENT BASIN 4 - PH1
GOVERNING REVIEW AGENCY
NCDEQ
TOTAL DRAINAGE AREA
30.71
Do Not Use
Sediment Trap
Do Not Use
Skimmer Basin
Okay
Sediment Basin
RAINFALL INTENSITIES (in/hr)
Description of surface
Impervious Area
Wooded Area
Grassed Area (Lawns w/ slopes >
Disturbed area
7.06
10-yr
Taken from NOAA Atlas 14, Volume 2, Version 3 for Newton, North Carolina,
USA
5.39
2-yr
RATIONAL RUNOFF COEFFICIENT
C-value (Table
Area (acres)
8.03b
0.90 0.0000
0.15 0.0000
0.20 0.0000
0.60 30.7100
of Area
1 10051
Runoff Coefficient 0.60
10-yr. RATIONAL RUNOFF
Basin Composite C
Area Time of Concentration, Tc Intensity, I Flow, Q
(acres) (min) (in/hr) (cfs)
TEMP. SEDIMENT BASIN 4 - PH1(10-yr Rational Runoff) 30.71 0.6000 5.0 7.06 130.09
Total 10 yr Flow to Sediment Basin (cfs) 130.09
2-yr. RATIONAL RUNOFF
Basin Composite C
Area Time of Concentration, Tc Intensity, I Flow, Q
(acres) (min) (in/hr) (cfs)
TEMP. SEDIMENT BASIN 4- PH1(2-yr Rational Runoff) 30.71 0.6000 5.0 5.39 99.32
Total 2 yr Flow to Sediment Basin (cfs) 99.32
REQUIRED SURFACE AREA
Basin Drainage Area Area Required Total Area Required
(acres) MAN (A
TEMP. SEDIMENT BASIN 4 - PH1(10-yr Rational Runoff) 30.71 435 56,588.09
Total REQUIRED Sediment Basin Area (sf) F 56,588
REQUIRED VOLUME Volume
Disturbed Area Total Volume Required
Basin Required
(acres) (cubic feet)
(ff/acre)
TEMP. SEDIMENT BASIN 4 - PH1(10-yr Rational Runoff) 30.71 1,800 55,278.00
Total REQUIRED Sediment Basin Volume (cubic feet) 55,278
1 OF 5
of Area
1 10051
Runoff Coefficient 0.60
10-yr. RATIONAL RUNOFF
Basin Composite C
Area Time of Concentration, Tc Intensity, I Flow, Q
(acres) (min) (in/hr) (cfs)
TEMP. SEDIMENT BASIN 4 - PH1(10-yr Rational Runoff) 30.71 0.6000 5.0 7.06 130.09
Total 10 yr Flow to Sediment Basin (cfs) 130.09
2-yr. RATIONAL RUNOFF
Basin Composite C
Area Time of Concentration, Tc Intensity, I Flow, Q
(acres) (min) (in/hr) (cfs)
TEMP. SEDIMENT BASIN 4- PH1(2-yr Rational Runoff) 30.71 0.6000 5.0 5.39 99.32
Total 2 yr Flow to Sediment Basin (cfs) 99.32
REQUIRED SURFACE AREA
Basin Drainage Area Area Required Total Area Required
(acres) MAN (A
TEMP. SEDIMENT BASIN 4 - PH1(10-yr Rational Runoff) 30.71 435 56,588.09
Total REQUIRED Sediment Basin Area (sf) F 56,588
REQUIRED VOLUME Volume
Disturbed Area Total Volume Required
Basin Required
(acres) (cubic feet)
(ff/acre)
TEMP. SEDIMENT BASIN 4 - PH1(10-yr Rational Runoff) 30.71 1,800 55,278.00
Total REQUIRED Sediment Basin Volume (cubic feet) 55,278
1 OF 5
REQUIRED SURFACE AREA
Basin Drainage Area Area Required Total Area Required
(acres) MAN (A
TEMP. SEDIMENT BASIN 4 - PH1(10-yr Rational Runoff) 30.71 435 56,588.09
Total REQUIRED Sediment Basin Area (sf) F 56,588
REQUIRED VOLUME Volume
Disturbed Area Total Volume Required
Basin Required
(acres) (cubic feet)
(ff/acre)
TEMP. SEDIMENT BASIN 4 - PH1(10-yr Rational Runoff) 30.71 1,800 55,278.00
Total REQUIRED Sediment Basin Volume (cubic feet) 55,278
1 OF 5

WK Dickson & Co. Inc.
Project Name: CLT10 - Boyd Farm Site
WKD Project No.: 2023006800CL
Description: TEMP. SEDIMENT BASIN 4 - PH1
Calculation l
PROVIDED VOLUME
Elevation
Area
Inc. Vol.
Acc Vol.
816.00
63,391
0
0
817.00
69,154
66,252
66,252
818.00
74,976
72,045
138,297
Riser Weir Elev.
(Surface area is
set at Riser Weir
Elev)
818.50
86,794
40,406
178,703
819.00
86,794
43,397
222,100
819.50
92,791
44,888
266,988
Emergency
Spillway
Top of Dam
820.00
92,791
46,396
313,384
821.00
98,845
95,802
409,186
Total PROVIDED Sediment Basin Volume (cubic feet) 178,703
Total PROVIDED Sediment Basin Area (square feet 86,794
OKAY
OKAY
PRINCIPAL SPILLWAY CAPACITY- WEIR FLOW
Weir coefficient, C 3 CAMP=3.1 3.0 for Concrete weir
Riser circumference, L (ft) 24 6x6 Box
Head above riser crest, H (ft) 1.5
QP (cfs) 132.27 cfs Must exceed 2-year flow OKAY
Step 5. Deterrinne the principal spillway discharge capacity.
• The combined capacities of the principal and emergency spillways must be
at least the 10-year peak flow for the entire watershed of the basin_
• The principal spillway is analyzed for three possible limiting flow apes:
Weir floc, Orifice flow, and Pipe flow. The principal spillway discharge
capacity is the smallest of these three flow rates_ Discharges through a
skimmer should be disregarded during this computation- Weir_ orifice and
pipe flow may be determined by the following equations;
I_ Weir Flow: Q = CLHts
where:
Q = discharge in cubic feet per second (cfs)
C = weir coefficient, use 3.1 for corrugated metal pipe risers
-
L = circumference of the riser in feet
H = head above riser crest is feet
20F5

Dickson & Co. Inc.
ect Name:
) Project No.:
CLT10 - Boyd Farm Site
2023006800CL
TEMP. SEDIMENT BASIN 4 - PH1
PRINCIPAL SPILLWAY CAPACITY - ORIFICE FLOW
Orifice coefficient, Co 0.6 C,p=0.6
Riser cross -sectional area, A (ft2) 36 6x6 Box Can be either Round or Square Section
Accleration due to gravity, g (ft/s2) 32.2
Head above riser crest, H (ft) 1.5
Discharge, Clp (cfs) 212.30 Must exceed 2-year flow OKAY
2- Orifice Flow: Q = CA (2gHr 5
where:
Q = discharge in cubic feet per second (cfs)
C = orifice coefficient. use C = 0.6 for corrugated metal pipe risers.
A = cross -sectional area of the riser pipe in square feet
g = acceleration due to gravity; 32.2 ft/sec'
H = head above riser crest in feet
PRINCIPAL SPILLWAY CAPACITY - PIPE FLOW
Barrel diameter (ft) 3.50 Table 8.07b
Barrel cross -sectional area, a (ft2) 9.62
Acceleration due to gravity, g (ft/s2) 32.2
Head above outlet end of barrel, h (ft) 6
Minor loss coefficieint, Km 1.0 Km 1.0 (typical)
Barrel length, L (ft) 41.4
Mannings coeffienct of roughness, n 0.013 ncMp=0.025 nR,=0.013
Inside diameter of barrel, d; (in) 42.00
Pipe friction coefficient, Kp 0.01 Table 8.07a
Discharge, Clp (cfs) 126.26 Must exceed 2-year flow OKAY
2gh p5
3. Pipe Flow: Q= a L I+ K. + l r L
where:
Q = discharge in cubic feet per second (cfs)
a = cross -sectional area of the barrel in square feet
g = acceleration due to gravity. 32.2 ft/sec'-
h = head above the centefline of the outlet end of the barrel
Km = coefficient of minor losses_ can be assumed to be 1.0 for
most principal spillway systems
L = barrel length in feet
Kp = pipe friction coefficient:
_ 5087n2 Table a.07a : for Kp xalues for
6413 tounuou !aze of pipe.)
n = Manning's coefficient of roughness. use n = 0.025 for
corrugated metal pipe
n = 0.015 for reinforced concrete pipe
dl = inside diameter of the barrel in inches
Select riser and barrel dimensions so that the riser has a cross -sectional area
at least 1.5 times that of the barrel. Spillway hydraulics are improved by
maxina�ing weir flow and minimizing orifice flow- See Table 9_07b for
recommended riseribarrel proportions_
30F5

Dickson & Co. Inc.
ect Name: CLT10 - Boyd Farm Site
) Project No.: 2023006800CL
:ription: TEMP. SEDIMENT BASIN 4 - PHI
EMERGENCY SPILLWAY CAPACITY
Q10 FLOW & REQUIRED EMERGENCY SPILLWAY CAPACITY
PROVIDED SPILLWAY CAPACITY
Q10 (Calculated)
130.09
Weir coefficient, C
3
(Controlling Flow rate for riser/barrel)
126.26
Bottom width of spillway crest, L (ft)
20
Required Emergency spillway capacity, Q. (cfs)
3.83
Depth of flow above spillway crest, H (ft)
0.5
Provided Emergency spillway capacity, Q. (cfs) 21.21
Total Spillway Capacity (Principal & Emergency must exceed 10 yr event) 147.47
YES, PROCEED
ANTI -FLOTATION ANCHOR
Riser Inside Dimensions (ft) - square conc structure only
6.00 update area calculations for rectangular or circular riser structures
Riser Inside Area (sf)
36.00 Density of concrete (Ibs/cf)
150.00
Riser Outside Dimensions (ft) - square conc structure only
7.00
Riser Outside Area (sf)
49.00 Density of water (Ibs/cf)
62.40
Riser Structure Height (ft)
5.00
WEIGHT DISPLACE BY RISER (Ibs)
11,232.00
Area of concrete (sf) - assume 6" wall thickness
13.00 Anchor Dimension (n x n) (ft)
8.00
Riser Structure Height (ft)
5.00 Anchor Thickness (ft)
1.00
Volume of Riser concrete (cf)
65.00 Anchor Area (sf)
64.00
Net Displaced by the Riser (Ibs/cf)
87.60 Anchor Volume (cf)
64.00
WEIGHT OF THE CONCRETE RISER (Ibs)
5,694.00 WEIGHT OF ANCHOR (Ibs)
9,600.00
WEIGHT OF RISER & ANCHOR vs WEIGHT DISPLACED BY RISER
OK
40F5

WK Dickson & Co. Inc.
Project Name:
WKD Project No.:
CLT10 - Boyd Farm Site
2023006800CL
TEMP. SEDIMENT BASIN 4 - PH1
Calculation I
SKIMMER ORIFICE SIZE
Required Volume Sizing
55,278.00 Required Volume (cf) Orifice Equation: Q = CdA(2gh)1/2
3.00 Dewatering Time (days) Cd= 0.59
259,200.00 Dewaterin Time (sec) g = 32.2
0.213 Q — Flow (cfs)
4.0 Skimmer Size (in)
4.o h = Head on Skimmer (in)
11.23 A = Area of Orifice (in2)
1.89 r = Orifice radius (in)
3.78 d = Orifice Diameter (in) Using 4" Skimmer with 3.75" Orifice
ANTI -SEEP COLLAR
Anti -Seep Collar Size (ft x ft) F-7.001 Provide min. two (2)T xT anti -seep collars
assume 6" thickness on pipe barrel and min. 1.5 feet projection around barrel
• Protection against piping- Install at least one watertight anti-r.wp colhu (thickness may vary depending on barrel type)
with a minimum projection of 15 feet around ilie barrel of principal
spillway conduits, 8 inches or larger in diameter. Locate the anti -seep
collar slightly downstream from the dam rcntcr Iinc. A prorerly
designed drainage diaphragm installed around the• harm may he usod
instead ❑fan anli-seep collar when it is appmpriate.
FMRANKMF14T
50F5

Dickson & Co. Inc.
ect Name: CLT10 - Boyd Farm Site
) Project No.: 2023006800CL
:ription: TEMP. SKIMMER BASIN 5 - PH1
GOVERNING REVIEW AGENCY
NCDEQ
TOTAL DRAINAGE AREA
4.71
Okay
Sediment Trap
Okay
Skimmer Basin
Okay
Sediment Basin
RAINFALL INTENSITIES (in/hr)
7.06
10-yr
Taken from NOAA Atlas 14, Volume 2, Version 3 for Newton, North Carolina,
USA
5.39
2-yr
RATIONAL RUNOFF COEFFICIENT
Description of surface C-value (Table Area (acres) % of Area
8.03b
Impervious Area 0.90 0.0000 0%
Wooded Area 0.15 0.0000 0%
Grassed Area (Lawns w/ slopes > 7%) 0.20 0.0000 0%
Disturbed area 0.60 4.7100 100%
Composite Runoff Coefficient 0.60
10-yr. RATIONAL RUNOFF
Basin Composite C
Area Time of Concentration, Tc Intensity, I Flow, Q
(acres) (min) (in/hr) (cfs)
EMP. SKIMMER BASIN 5 - PH1(10-yr Rational Runoff) 4.71 0.6000 5.0 7.06 19.95
Total 10 yr Flow to Sediment Basin (cfs) 19.95
2-yr. RATIONAL RUNOFF
Basin Composite C
Area Time of Concentration, Tc Intensity, I Flow, Q
(acres) (min) (in/hr) (cfs)
TEMP. SKIMMER BASIN 5 - PH1(2-yr Rational Runoff) 4.71 0.6000 5.0 5.39 15.23
Total 2 yr Flow to Sediment Basin (cfs) 15.23
REQUIRED SURFACE AREA
Drainage Area Area Required Total Area Required
Basin
(acres) (sf/cfs) (sf)
EMP. SKIMMER BASIN 5 - PH1(10-yr Rational Runoff) 4.71 325 6,484.26
Total REQUIRED Sediment Basin Area (sf) F-6,484
REQUIRED VOLUME Volume
Disturbed Area Total Volume Required
Basin Required
(acres) (ff/acre) (cubic feet)
EMP. SKIMMER BASIN 5 - PH1(10-yr Rational Runoff) 4.71 1,800 8,478.00
Total REQUIRED Sediment Basin Volume (cubic feet) 8,478
1 OF 4
10-yr. RATIONAL RUNOFF
Basin Composite C
Area Time of Concentration, Tc Intensity, I Flow, Q
(acres) (min) (in/hr) (cfs)
EMP. SKIMMER BASIN 5 - PH1(10-yr Rational Runoff) 4.71 0.6000 5.0 7.06 19.95
Total 10 yr Flow to Sediment Basin (cfs) 19.95
2-yr. RATIONAL RUNOFF
Basin Composite C
Area Time of Concentration, Tc Intensity, I Flow, Q
(acres) (min) (in/hr) (cfs)
TEMP. SKIMMER BASIN 5 - PH1(2-yr Rational Runoff) 4.71 0.6000 5.0 5.39 15.23
Total 2 yr Flow to Sediment Basin (cfs) 15.23
REQUIRED SURFACE AREA
Drainage Area Area Required Total Area Required
Basin
(acres) (sf/cfs) (sf)
EMP. SKIMMER BASIN 5 - PH1(10-yr Rational Runoff) 4.71 325 6,484.26
Total REQUIRED Sediment Basin Area (sf) F-6,484
REQUIRED VOLUME Volume
Disturbed Area Total Volume Required
Basin Required
(acres) (ff/acre) (cubic feet)
EMP. SKIMMER BASIN 5 - PH1(10-yr Rational Runoff) 4.71 1,800 8,478.00
Total REQUIRED Sediment Basin Volume (cubic feet) 8,478
1 OF 4
REQUIRED SURFACE AREA
Drainage Area Area Required Total Area Required
Basin
(acres) (sf/cfs) (sf)
EMP. SKIMMER BASIN 5 - PH1(10-yr Rational Runoff) 4.71 325 6,484.26
Total REQUIRED Sediment Basin Area (sf) F-6,484
REQUIRED VOLUME Volume
Disturbed Area Total Volume Required
Basin Required
(acres) (ff/acre) (cubic feet)
EMP. SKIMMER BASIN 5 - PH1(10-yr Rational Runoff) 4.71 1,800 8,478.00
Total REQUIRED Sediment Basin Volume (cubic feet) 8,478
1 OF 4

WK Dickson & Co. Inc.
Project Name: CLT10 - Boyd Farm Site
WKD Project No.: 2023006800CL
Description: TEMP. SKIMMER BASIN 5 - PH1
nput
Calculation
Reference
PROVIDED VOLUME
Elevation
Area
Inc. Vol.
Acc Vol.
Sediment Storage
Elev. (Surface area
is set at Sediment
Storage Elev.)
Emergency
Spillway
Top of Dam
877.00
10,889
0
0
878.00
12,667
11,767
11,767
879.00
14,501
13,574
25,340
880.00
16,392
15,437
40,777
881.00
18,339
17,356
58,134
882.00
20,343
19,332
77,466
883.00
22,404
21,365
98,831
Total PROVIDED Sediment Basin Volume (cubic feet) 25,340
Total PROVIDED Sediment Basin Area (square feet 14,501
OKAY
OKAY
2OF4

WK Dickson & Co. Inc.
Project Name: CLT10 - Boyd Farm Site
WKD Project No.: 2023006800CL
Description: TEMP. SKIMMER BASIN 5 - PH1
nput
Calculation
Reference
EMERGENCY SPILLWAY CAPACITY
Q10 FLOW & REQUIRED EMERGENCY SPILLWAY CAPACITY I PROVIDED SPILLWAY CAPACITY
(Controlling Flow rate for riser/barrel) 0.00 Bottom width of spillway crest, L (ft)
iuired Emergency spillway capacity, QQ (cfs) 19.95 Depth of flow above spillway crest, H (ft)
Provided Emergency spillway capacity, QQ (cfs)
Total Spillway Capacity (Emergencv must exceed 10
PROCEED
3OF4

WK Dickson & Co. Inc.
Project Name: CLT10 - Boyd Farm Site
WKD Project No.: 2023006800CL
Description: TEMP. SKIMMER BASIN 5 - PH1
nput
Calculation
Reference
SKIMMER ORIFICE SIZE
Reauired Volume Sizine
8,478.00
Required Volume (cf)
3.00
Dewatering Time (days)
259,200.00
Dewatering Time (sec)
0.033
Q — Flow (cfs)
2.0
Skimmer Size (in)
2.0
h = Head on Skimmer (in)
2.44
A = Area of Orifice (in2)
0.88
r = Orifice radius (in)
1.76
d = Orifice Diameter (in)
Orifice Equation: Q = CdA(2gh)1/2
Cd= 0.59
g = 32.2
Using 2" Skimmer with 1.75" Orifice
4OF4

PHASE TWO

WK Dickson & Co. Inc.
Project Name:
WKD Project No.:
CLT10 - Boyd Farm Site
2023006800CL
PERM. SEDIMENT BASIN 1- PH2
GOVERNING REVIEW AGENCY
NCDEQ
TOTAL DRAINAGE AREA
9.49
Do Not Use
Sediment Trap
Okay
Skimmer Basin
Okay
Sediment Basin
RAINFALL INTENSITIES (in/hr)
Description of surface
Impervious Area
Wooded Area
Grassed Area (Lawns w/ slopes >
Disturbed area
7.06
10-yr
Taken from NOAA Atlas 14, Volume 2, Version 3 for Newton, North Carolina,
USA
5.39
2-yr
RATIONAL RUNOFF COEFFICIENT
C-value (Table
Area (acres)
8.03b
0.90
0.15 0.0000
0.20 0.0000
0.60 17.2100
of Area I
181A
Runoff Coefficient 1.09
10-yr. RATIONAL RUNOFF
Basin Composite C
Area Time of Concentration, Tc Intensity, I Flow, Q
(acres) (min) (in/hr) (cfs)
M. SEDIMENT BASIN 1- PH2(10-yr Rational Runoff) 9.49 1.0881 5.0 7.06 72.90
Total 10 yr Flow to Sediment Basin (cfs) 72.90
2-yr. RATIONAL RUNOFF
Basin Composite C
Area Time of Concentration, Tc Intensity, I Flow, Q
(acres) (min) (in/hr) (cfs)
PERM. SEDIMENT BASIN 1- PH2(2-yr Rational Runoff) 9.49 1.0881 5.0 5.39 55.66
Total 2 yr Flow to Sediment Basin (cfs) 55.66
REQUIRED SURFACE AREA
Basin Drainage Area Area Required Total Area Required
(acres) MAN (A
PERM. SEDIMENT BASIN 1- PH2(10-yr Rational Runoff) 9.49 435 31,712.18
Total REQUIRED Sediment Basin Area (sf) 31,712
REQUIRED VOLUME Volume
Disturbed Area Total Volume Required
Basin Required
(acres) (cubic feet)
(ff/acre)
PERM. SEDIMENT BASIN 1- PH2(10-yr Rational Runoff) 17.21 1,800 30,978.00
Total REQUIRED Sediment Basin Volume (cubic feet) 30,978
1 OF 5

WK Dickson & Co. Inc.
Project Name: CLT10 - Boyd Farm Site
WKD Project No.: 2023006800CL
Description: PERM. SEDIMENT BASIN 1- PH2
Calculation I
PROVIDED VOLUME
Elevation
Area
Inc. Vol.
Acc Vol.
819.00
44,234
0
0
820.00
46,548
45,386
45,386
821.00
48,906
47,722
93,108
822.00
51,306
50,101
143,209
822.50
52,523
25,957
169,166
Riser Weir Elev.
(Surface area is
set at Riser Weir
Elev)
823.00
53,750
26,568
195,734
823.50
54,988
27,184
222,918
Emergency
Spillway
824.00
56,236
27,805
250,723
Top of Dam
825.00
58,766
57,496
308,219
Total PROVIDED Sediment Basin Volume (cubic feet) 169,166
Total PROVIDED Sediment Basin Area (square feet 52,523
OKAY
OKAY
PRINCIPAL SPILLWAY CAPACITY - WEIR FLOW
Weir coefficient, C 3 CcMP=3.1 3.0 for Concrete weir
Riser circumference, L (ft) 24 6x6 Box
Head above riser crest, H (ft) 1
QP (cfs) 72.00 cfs Must exceed 2-year flow OKAY
Step 5. Determine the principal spillway discharge capacity.
• The combined capacities of the principal and emergency spillways must be
at least the 10-year peak flow- for the entire watershed of the basin_
• The principal spillway is analyzed for three possible limiting flow types:
Weir flow, Orifice flow, and Pipe flow. The principal spillway discharge
capacity is the smallest of these three flow rates. Discharges through a
slimmer should be disregarded during this computation. Weir, orifice and
pipe flow may be determined by the following equations:
1_ Weir Flows Q = CLH'
where:
Q = discharge in cubic feet per second (cfs)
C = weir coefficient, use 3.1 for corrugated metal pipe risers.
L = circumference of the nser in feet
H = head above riser crest in feet
20F5

Dickson & Co. Inc.
ect Name:
) Project No.:
CLT10 - Boyd Farm Site
2023006800CL
PERM. SEDIMENT BASIN 1- PH2
PRINCIPAL SPILLWAY CAPACITY - ORIFICE FLOW
Orifice coefficient, Co 0.6 C,p=0.6
Riser cross -sectional area, A (ft2) 36 6x6 Box Can be either Round or Square Section
Accleration due to gravity, g (ft/s2) 32.2
Head above riser crest, H (ft) 1
Discharge, CIP (cfs) 173.34 Must exceed 2-year flow OKAY
2- Orifice Flow: Q = CA (2gHr 5
where:
Q = discharge in cubic feet per second (cfs)
C = orifice coefficient. use C = 0.6 for corrugated metal pipe risers.
A = cross -sectional area of the riser pipe in square feet
g = acceleration due to gratiiry; 32.2 ft/sec'
H = head above riser crest in feet
PRINCIPAL SPILLWAY CAPACITY - PIPE FLOW
Barrel diameter (ft)
2.50
Table 8.07b
Barrel cross -sectional area, a (ft2)
4.91
Acceleration due to gravity, g (ft/s2)
32.2
Head above outlet end of barrel, h (ft)
15
Minor loss coefficieint, Km
1.0
Km 1.0 (typical)
Barrel length, L (ft)
83.9
Mannings coeffienct of roughness, n
0.013
ncMp=0.025 nR,=0.013
Inside diameter of barrel, d; (in)
30.00
Pipe friction coefficient, KP
0.01
Table 8.07a
Discharge, CIP (cfs)
91.61
Must exceed 2-year flow OKAY
-)gh C
3 Pipe Flow- Q= a� 1+ g„ t K L]
where:
Q = discharge in cubic feet per second (cfs)
a = cross -sectional area of the barrel in square feet
g = acceleration due to gravity, 32.2 ft/sec'-
h = head above the centerline of the outlet end of the barrel
Km = coefficient of minor losses, can be assumed to be 1.0 for
most principal spillway systems
l = barrel length in feet
Kp = pipe friction coefficient:
5087n2 Table &.07a ' for KR values for
01 cvrrunun sue 42i pipe-)
n = Maiming's coefficient of roughness, use n = 0.025 for
corrugated metal pipe
n = 0.015 for reinforced concrete pipe
di = inside diameter of the barrel in inches
Select riser and barrel dimensions so that the riser has a cross -sectional area
at least 1.5 times that of the barrel. Spilhvay hydraulics are improved by
maxnmi2:ing weir flow and minimizing orifice flow_ See Table 8.07b for
recommended riserrbarrel proportions.
30F5

Dickson & Co. Inc.
ect Name:
) Project No.:
CLT10 - Boyd Farm Site
2023006800CL
PERM. SEDIMENT BASIN 1- PH2
EMERGENCY SPILLWAY CAPACITY
Q10 FLOW & REQUIRED EMERGENCY SPILLWAY CAPACITY
PROVIDED SPILLWAY CAPACITY
Q10 (Calculated)
72.90
Weir coefficient, C
3
(Controlling Flow rate for riser/barrel)
72.00
Bottom width of spillway crest, L (ft)
15
Required Emergency spillway capacity, Q. (cfs)
0.90
Depth of flow above spillway crest, H (ft)
0.5
Provided Emergency spillway capacity, Q. (cfs) 15.91
Total Spillway Capacity (Principal & Emergency must exceed 10 yr event) 87.91
YES, PROCEED
Inside Dimensions (ft) - square conc structure only
Inside Area (sf)
Outside Dimensions (ft) - square conc structure only
r Outside Area (sf)
r Structure Height (ft)
GHT DISPLACE BY RISER
ANTI -FLOTATION ANCHOR
7.001 update area calculations for rectangular or circular riser structures
Area of concrete (sf) - assume 6" wall thickness"15.768.00
Riser Structure Height (ft)
Volume of Riser concrete (cf)
Net Displaced by the Riser (Ibs/cf)
WEIGHT OF THE CONCRETE RISER fibs)
GHT OF RISER & ANCHOR vs WEIGHT DISPLACED BY RISER
Density of concrete (Ibs/cf)
Density of water (Ibs/cf)
Anchor Dimension (n x n) (ft)
Anchor Thickness (ft)
Anchor Area (sf)
Anchor Volume (cf)
WEIGHT OF ANCHOR fibs)
40F5

Dickson & Co. Inc.
ect Name:
) Project No.:
CLT10 - Boyd Farm Site
2023006800CL
PERM. SEDIMENT BASIN 1- PH2
SKIMMER ORIFICE SIZE
Required Volume Sizing
30,978.00 Required Volume (cfs) Orifice Equation: Q = CdA(2gh)1/2
3.00 Dewatering Time (days) Cd= 0.59
259,200.00 Dewaterin Time (sec) g = 32.2
0.120 Q = Flow (cfs)
4.0 Skimmer Size (In)
4.o h = Head on Skimmer (in)
6.3o A = Area of Orifice (in2)
1.42 r = Orifice radius (in)
2.83 d = Orifice Diameter (in) Using 4" Skimmer with 3" Orifice
ANTI -SEEP COLLAR
Anti -Seep Collar Size (ft x ft) 7.00 Provide min. two (2) Tx T anti -seep collars
assume 6" thickness on pipe barrel and min. 1.5 feet projection around barrel
Protection against piping- Install at least one watenighl anti -gip colhu (thickness may vary depending on barrel type)
with a minimum projection of 15 feet around ilie barrel of principal
spillway conduits, 8 inches or larger in diameter. Locate the anti -seep
collar slightly downstream from the dam rcntcr Iinc. A rrorerly
designed drainage diaphragms installed around the barrel may he uwd
instead Oran anti -seep collar when it is appn)priate.
FMRANKMF14T
50F5

WK Dickson & Co. Inc.
Project Name:
WKD Project No.:
CLT10 - Boyd Farm Site
2023006800CL
PERM. SEDIMENT BASIN 2A- PH2
GOVERNING REVIEW AGENCY
NCDEQ
TOTAL DRAINAGE AREA
53.46
Do Not Use
Sediment Trap
Do Not Use
Skimmer Basin
Okay
Sediment Basin
RAINFALL INTENSITIES (in/hr)
Description of surface
Impervious Area
Wooded Area
Grassed Area (Lawns w/ slopes >
Disturbed area
7.06
10-yr
Taken from NOAA Atlas 14, Volume 2, Version 3 for Newton, North Carolina,
USA
5.39
2-yr
RATIONAL RUNOFF COEFFICIENT
C-value (Table
Area (acres)
8.03b
0.90 0.0000
0.15 0.0000
0.20 0.0000
0.60 53.4600
of Area
10051
Runoff Coefficient 0.60
10-yr. RATIONAL RUNOFF
Basin Composite C
Area Time of Concentration, Tc Intensity, I Flow, Q
(acres) (min) (in/hr) (cfs)
PERM. SEDIMENT BASIN 2A - PH2(10-yr Rational Runoff) 53.46 0.6000 5.0 7.06 226.46
Total 10 yr Flow to Sediment Basin (cfs) 226.46
2-yr. RATIONAL RUNOFF
Basin Composite C
Area Time of Concentration, Tc Intensity, I Flow, Q
(acres) (min) (in/hr) (cfs)
PERM. SEDIMENT BASIN 2A - PH2(2-yr Rational Runoff) 53.46 0.6000 5.0 5.39 172.89
Total 2 yr Flow to Sediment Basin (cfs) 172.89
REQUIRED SURFACE AREA
Basin Drainage Area Area Required Total Area Required
(acres) MAN (A
PERM. SEDIMENT BASIN 2A - PH2(10-yr Rational Runoff) 53.46 435 98,508.60
Total REQUIRED Sediment Basin Area (sf) 98,509
REQUIRED VOLUME Volume
Disturbed Area Total Volume Required
Basin Required
(acres) (cubic feet)
(ff/acre)
PERM. SEDIMENT BASIN 2A- PH2(10-yr Rational Runoff) 53.46 1,800 96,228.00
Total REQUIRED Sediment Basin Volume (cubic feet) 96,228
1 OF 5
of Area
10051
Runoff Coefficient 0.60
10-yr. RATIONAL RUNOFF
Basin Composite C
Area Time of Concentration, Tc Intensity, I Flow, Q
(acres) (min) (in/hr) (cfs)
PERM. SEDIMENT BASIN 2A - PH2(10-yr Rational Runoff) 53.46 0.6000 5.0 7.06 226.46
Total 10 yr Flow to Sediment Basin (cfs) 226.46
2-yr. RATIONAL RUNOFF
Basin Composite C
Area Time of Concentration, Tc Intensity, I Flow, Q
(acres) (min) (in/hr) (cfs)
PERM. SEDIMENT BASIN 2A - PH2(2-yr Rational Runoff) 53.46 0.6000 5.0 5.39 172.89
Total 2 yr Flow to Sediment Basin (cfs) 172.89
REQUIRED SURFACE AREA
Basin Drainage Area Area Required Total Area Required
(acres) MAN (A
PERM. SEDIMENT BASIN 2A - PH2(10-yr Rational Runoff) 53.46 435 98,508.60
Total REQUIRED Sediment Basin Area (sf) 98,509
REQUIRED VOLUME Volume
Disturbed Area Total Volume Required
Basin Required
(acres) (cubic feet)
(ff/acre)
PERM. SEDIMENT BASIN 2A- PH2(10-yr Rational Runoff) 53.46 1,800 96,228.00
Total REQUIRED Sediment Basin Volume (cubic feet) 96,228
1 OF 5

WK Dickson & Co. Inc.
Project Name: CLT10 - Boyd Farm Site
WKD Project No.: 2023006800CL
Description: PERM. SEDIMENT BASIN 2A - PH2
Calculation l
PROVIDED VOLUME
Elevation
Area
Inc. Vol.
Acc Vol.
819.00
118,166
0
0
820.00
121,801
119,979
119,979
821.00
125,490
123,641
243,620
822.00
129,232
127,356
370,976
822.50
131,123
65,088
436,064
Riser Weir Elev.
(Surface area is
set at Riser Weir
Elev)
823.00
133,028
66,037
502,102
Emergency
Spillway
Top of Dam
823.50
134,945
66,993
569,094
824.00
136,877
67,955
637,049
825.00
140,780
138,824
775,873
Total PROVIDED Sediment Basin Volume (cubic feet) 436,064
Total PROVIDED Sediment Basin Area (square feet 131,123
OKAY
1 OKAY
PRINCIPAL SPILLWAY CAPACITY - WEIR FLOW
Weir coefficient, C M264.54
CAMP=3.1 3.0for Concrete weir
Riser circumference, L (ft) 12x12 Box
Head above riser crest, H (ft)QP (cfs) cfs Must exceed 2-year flow OKAY
Step S. Determine the principal spillway discharge capacity.
• The combined capacities of the principal and emergency spillways must be
at least the 10-year peak floc for the entire watershed of the basin.
• The principal spillway is analyzed for three possible limiting flow types:
Weir flow, Orifice flow, and Pipe flow. The principal spillway discharge
capacity is the smallest of these three flow rates. Discharges through a
Skimmer should be disregarded during tins computation- Weir orifice and
pipe flow may be detemuned by the following equations:
1- Weir Flow: Q = CLH� 6
where:
0 = discharge in cubic feet per second (cfs)
C = weir coefficient, use 3.1 for corrugated metal pipe risers.
L = circumference of the riser in feet
i-1= head above riser crest in feet
20F5

Dickson & Co. Inc.
ect Name:
) Project No.:
CLT10 - Boyd Farm Site
2023006800CL
PERM. SEDIMENT BASIN 2A- PH2
PRINCIPAL SPILLWAY CAPACITY - ORIFICE FLOW
Orifice coefficient, Co 0.6 C,p=0.6
Riser cross -sectional area, A (ft2) 144 12x12 Box Can be either Round or Square Section
Accleration due to gravity, g (ft/s2) 32.2
Head above riser crest, H (ft) 1.5
Discharge, Clp (cfs) S49.18 Must exceed 2-year flow OKAY
2- Orifice Flow: Q = CA (2gHr 5
where:
Q = discharge in cubic feet per second (cfs)
C = orifice coefficient. use C = 0.6 for corrugated metal pipe risers.
A = cross -sectional area of the riser pipe in square feet
g = acceleration due to gravity; 32.2 ft/sec'
H = head above riser crest in feet
PRINCIPAL SPILLWAY CAPACITY - PIPE FLOW
Barrel diameter (ft) 6.00 Table 8.07b
Barrel cross -sectional area, a (ft2) 28.27
Acceleration due to gravity, g (ft/s2) 32.2
Head above outlet end of barrel, h (ft) 13
Minor loss coefficieint, Km 1.0 Km 1.0 (typical)
Barrel length, L (ft) 78.3
Mannings coeffienct of roughness, n 0.013 ncMp=0.025 nR,=0.013
Inside diameter of barrel, d; (in) 72.00
Pipe friction coefficient, Kp 0.00 Table 8.07a
Discharge, Clp (cfs) 548.49 Must exceed 2-year flow OKAY
2gh o <
3. Pipe Flow: Q = a L I + K. + K, L
where:
Q = discharge in cubic feet per second (cfs)
a = cross -sectional area of the barrel in square feet
g = acceleration due to gravity. 32.2 ft/sec'-
h = head above the centefline of the outlet end of the barrel
Km = coefficient of minor losses_ can be assumed to be 1.0 for
most principal spillway systems
L = barrel length in feet
Kp = pipe friction coefficient:
_ 5087n2 Table a.07a : for Kp xalues for
6413 tounuou !aze 01 pipe.)
n = IMAnniag's coefficient of roughness. use n = 0.025 for
corrugated metal pipe
n = 0.015 for reinforced concrete pipe
dl = inside diameter of the barrel in inches
Select riser and barrel dimensions so that the riser has a cross -sectional area
at least 1.5 times that of the barrel. Spillway hydraulics are improved by
maxina�ing weir flow and mininizzi ,g orifice flow- See Table 9_07b for
recommended riseribarrel proportions_
30F5

Dickson & Co. Inc.
ect Name: CLT10 - Boyd Farm Site
) Project No.: 2023006800CL
:ription: PERM. SEDIMENT BASIN 2A- PH2
EMERGENCY SPILLWAY CAPACITY
Q10 FLOW & REQUIRED EMERGENCY SPILLWAY CAPACITY
PROVIDED SPILLWAY CAPACITY
Q10 (Calculated)
226.46
Weir coefficient, C
3
(Controlling Flow rate for riser/barrel)
264.54
Bottom width of spillway crest, L (ft)
15
Required Emergency spillway capacity, Q. (cfs)
-38.09
Depth of flow above spillway crest, H (ft)
0.5
Provided Emergency spillway capacity, Q. (cfs) 15.91
Total Spillway Capacity (Principal & Emergency must exceed 10 yr event) 280.45
YES, PROCEED
ANTI -FLOTATION ANCHOR
Riser Inside Dimensions (ft) - square conc structure only
12.00 update area calculations for rectangular or circular riser structures
Riser Inside Area (sf)
144.00 Density of concrete (Ibs/cf)
150.00
Riser Outside Dimensions (ft) - square conc structure only
13.00
Riser Outside Area (sf)
169.00 Density of water (Ibs/cf)
62.40
Riser Structure Height (ft)
11.50
WEIGHT DISPLACE BY RISER (Ibs)
103,334.40
Area of concrete (sf) - assume 6" wall thickness
25.00 Anchor Dimension (n x n) (ft)
14.50
Riser Structure Height (ft)
11.50 Anchor Thickness (ft)
3.00
Volume of Riser concrete (cf)
287.50 Anchor Area (sf)
210.25
Net Displaced by the Riser (Ibs/cf)
87.60 Anchor Volume (cf)
630.75
WEIGHT OF THE CONCRETE RISER (Ibs)
25,185.00 WEIGHT OF ANCHOR (Ibs)
94,612.50
WEIGHT OF RISER & ANCHOR vs WEIGHT DISPLACED BY RISER
OK
40F5

Dickson & Co. Inc.
ect Name:
) Project No.:
CLT10 - Boyd Farm Site
2023006800CL
PERM. SEDIMENT BASIN 2A- PH2
SKIMMER ORIFICE SIZE
Required Volume Sizing
96,228.00 Required Volume (cf) Orifice Equation: Q = CdA(2gh)1/2
3.00 Dewatering Time (days) Cd= 0.59
259,200.00 Dewaterin Time (sec) g = 32.2
0.371 Q = Flow (cfs)
5.0 Skimmer Size (in)
s.o h = Head on Skimmer (in)
17.49 A = Area of Orifice (in2)
2.36 r = Orifice radius (in)
4.72 d = Orifice Diameter (in) Using 5" Skimmer with 4.75" Orifice
ANTI -SEEP COLLAR
Anti -Seep Collar Size (ft x ft) 7.00 Provide min. two (2) Tx T anti -seep collars
assume 6" thickness on pipe barrel and min. 1.5 feet projection around barrel
Protection against piping- Install at least one watenighl anti -gip colhu (thickness may vary depending on barrel type)
with a minimum projection of 15 feet around ilie barrel of principal
spillway conduits, 8 inches or larger in diameter. Locate the anti -seep
collar slightly downstream from the dam rcntcr Iinc. A rrorerly
designed drainage diaphragms installed around the barrel may he uwd
instead Oran anti -seep collar when it is appn)priate.
FMRANKMF14T
50F5

Dickson & Co. Inc.
act Name: CLT10 - Boyd Farm Site
) Project No.: 2023006800CL
:ription: PERM. SEDIMENT BASIN 2B - PH2
GOVERNING REVIEW AGENCY
NCDEQ
TOTAL DRAINAGE AREA
41.02
Do Not Use
Sediment Trap
Do Not Use
Skimmer Basin
Okay
Sediment Basin
RAINFALL INTENSITIES (in/hr)
7.06
10-yr
Taken from NOAA Atlas 14, Volume 2, Version 3 for Newton, North Carolina,
USA
5.39
2-yr
RATIONAL RUNOFF COEFFICIENT C-value (Table
Description of surface Area (acres) % of Area
8.03b
Impervious Area 0.90 0.0000 0%
Wooded Area 0.15 0.0000 0%
Grassed Area (Lawns w/ slopes > 7%) 0.20 0.0000 0% 10 Disturbed area 0.60 41.0200 0%
Composite Runoff Coefficient 0.60
10-yr. RATIONAL RUNOFF
Basin Composite C
Area Time of Concentration, Tc Intensity, I Flow, Q
(acres) (min) (in/hr) (cfs)
ERM. SEDIMENT BASIN 2B - PH2(10-yr Rational Runoff) 41.02 0.6000 5.0 7.06 173.76
Total 10 yr Flow to Sediment Basin (cfs) 173.76
2-yr. RATIONAL RUNOFF
Basin Composite C
Area Time of Concentration, Tc Intensity, I Flow, Q
(acres) (min) (in/hr) (cfs)
PERM. SEDIMENT BASIN 2B - PH2(2-yr Rational Runoff) 41.02 0.6000 5.0 5.39 132.66
Total 2 yr Flow to Sediment Basin (cfs) 132.66
REQUIRED SURFACE AREA
Drainage Area Area Required Total Area Required
Basin
(acres) (sf/cfs) (sf)
ERM. SEDIMENT BASIN 2B - PH2(10-yr Rational Runoff) 41.02 435 75,585.91
Total REQUIRED Sediment Basin Area (sf) 75,586
REQUIRED VOLUME
Volume
Basin Required
Disturbed Area Total Volume Required
(acres) (ft/acre) (cubic feet)
ERM. SEDIMENT BASIN 2B - PH2(10-yr Rational Runoff) 41.02 1,800 73,836.00
Total REQUIRED Sediment Basin Volume (cubic feet) 73,836
1 OF 5
10-yr. RATIONAL RUNOFF
Basin Composite C
Area Time of Concentration, Tc Intensity, I Flow, Q
(acres) (min) (in/hr) (cfs)
ERM. SEDIMENT BASIN 2B - PH2(10-yr Rational Runoff) 41.02 0.6000 5.0 7.06 173.76
Total 10 yr Flow to Sediment Basin (cfs) 173.76
2-yr. RATIONAL RUNOFF
Basin Composite C
Area Time of Concentration, Tc Intensity, I Flow, Q
(acres) (min) (in/hr) (cfs)
PERM. SEDIMENT BASIN 2B - PH2(2-yr Rational Runoff) 41.02 0.6000 5.0 5.39 132.66
Total 2 yr Flow to Sediment Basin (cfs) 132.66
REQUIRED SURFACE AREA
Drainage Area Area Required Total Area Required
Basin
(acres) (sf/cfs) (sf)
ERM. SEDIMENT BASIN 2B - PH2(10-yr Rational Runoff) 41.02 435 75,585.91
Total REQUIRED Sediment Basin Area (sf) 75,586
REQUIRED VOLUME
Volume
Basin Required
Disturbed Area Total Volume Required
(acres) (ft/acre) (cubic feet)
ERM. SEDIMENT BASIN 2B - PH2(10-yr Rational Runoff) 41.02 1,800 73,836.00
Total REQUIRED Sediment Basin Volume (cubic feet) 73,836
1 OF 5
REQUIRED SURFACE AREA
Drainage Area Area Required Total Area Required
Basin
(acres) (sf/cfs) (sf)
ERM. SEDIMENT BASIN 2B - PH2(10-yr Rational Runoff) 41.02 435 75,585.91
Total REQUIRED Sediment Basin Area (sf) 75,586
REQUIRED VOLUME
Volume
Basin Required
Disturbed Area Total Volume Required
(acres) (ft/acre) (cubic feet)
ERM. SEDIMENT BASIN 2B - PH2(10-yr Rational Runoff) 41.02 1,800 73,836.00
Total REQUIRED Sediment Basin Volume (cubic feet) 73,836
1 OF 5

Dickson & Co. Inc.
act Name: CLT10 - Boyd Farm Site
) Project No.: 2023006800CL
:ription: PERM. SEDIMENT BASIN 2B - PH2
PROVIDED VOLUME
Elevation
Area
Inc. Vol.
Acc Vol.
824.00
90,646
0
0
825.00
94,146
92,390
92,390
826.00
97,697
95,916
188,306
827.00
101,298
99,492
287,799
827.50
103,118
51,103
338,902
Riser Weir Elev.
(Surface area is
set at Riser Weir
Elev)
828.00
104,950
52,016
390,918
Emergency
Spillway
Top of Dam
828.50
106,795
52,936
443,854
829.00
108,652
53,861
497,715
830.00
112,405
110,523
608,238
Total PROVIDED Sediment Basin Volume (cubic feet) 338,902
Total PROVIDED Sediment Basin Area (square feet 103,118
OKAY
OKAY
PRINCIPAL SPILLWAY CAPACITY - WEIR FLOW
Weir coefficient, C 3 CAMP=3.1 3.0 for Concrete weir
Riser circumference, L (ft) 32 8x8 Box
Head above riser crest, H (ft) 1.5
QP (cfs) 176.36 cfs Must exceed 2-year flow OKAY
Step 5. Determine the principal spillway discharge capacity.
• The combined capacities of the principal and emergency spillways must be
at least the 10-year peak flow for the entire watershed of the basin.
• The principal spillway is analyzed for three possible limiting flow types:
Weir flow, Orifice flow, and Pipe flow. The principal spillway discharge
capacity is the smallest of these three flow rates. Discharges through a
skimmer should be disregarded during this computation_ Weir, orifice and
pipe flow may be determined by the follo%-Mg equations-
1- Weir Flow: Q = CLH' 5
where:
Q = discharge in cubic feet per second (cfs)
C = weir coefficient, use 3.1 for corrugated metal pipe nsers.
L = circumference of the riser in feet
H = head above nsef crest in feet
2OF5

Dickson & Co. Inc.
act Name:
) Project No.:
CLT10 - Boyd Farm Site
2023006800CL
PERM. SEDIMENT BASIN 213 - PH2
PRINCIPAL SPILLWAY CAPACITY - ORIFICE FLOW
Orifice coefficient, Co 0.6 CAMP=0.6
Riser cross -sectional area, A (ft2) 64 8x8 Box Can be either Round or Square Section
Accleration due to gravity, g (ft/s2) 32.2
Head above riser crest, H (ft) 1.5
Discharge, C. (cfs) 377.42 Must exceed 2-year flow OKAY
2- Ort$ce flow: Q = CA (2gHrs
whem:
Q = discharge in cubic feet per second (cfs)
C = orifice coefficient. use C = 0.6 for corrugated metal pipe nsen.
A = cross -sectional area of the riser pipe in square feet
g = acceleration due to gravity, 32.2 ft/sec:
H = head above riser crest in feet
PRINCIPAL SPILLWAY CAPACITY - PIPE FLOW
Barrel diameter (ft) 4.00 Table 8.07b
Barrel cross -sectional area, a (ft2) 12.57
Acceleration due to gravity, g (ft/s2) 32.2
Head above outlet end of barrel, h (ft) 14.4
Minor loss coefficieint, Km 1.0 Km 1.0 (typical)
Barrel length, L (ft) 71.52
Mannings coeffienct of roughness, n 0.013 ncMP=0.025 nRCP=0.013
Inside diameter of barrel, d; (in) 48.00
Pipe friction coefficient, KP 0.005 Table 8.07a
Discharge, C. (cfs) 249.50 Must exceed 2-year flow OKAY
F 2gh 0?
3. Pipe Flow: Q = a L l + K. + 1{s L
where:
Q = discharge in cubic feet per second (cfs)
a = cross -sectional area of the barrel in square feet
g = acceleration due to gravity 32.2 ft/sec'-
h = head above the centerline of the outlet end of the barrel
Km = coefficient of minor losses. can be assumed to be 1-0 for
most principal spillway systems
L = barrel length in feet
Kp = pipe friction coefficient:
5087n= Table 8.U7a : for Kp values for
di413 common size or pipe.)
n = Manning's coefficient of roughness, use n = 0-025 for
corrugated metal pipe
n = 0.015 for reinforced concrete pipe
di = inside diameter of the barrel in inches
Select riser and barrel dimensions so that the riser has a cross -sectional area
at least 1.5 tunes that of the barrel- Spillway hydraulics are improved by
maximizing weir flow and minunizing orifice flow. See fable 8.07b for
recommended riseubarrel proportions.
3OF5

Dickson & Co. Inc.
act Name:
) Project No.:
CLT10 - Boyd Farm Site
2023006800CL
PERM. SEDIMENT BASIN 2B - PH2
EMERGENCY SPILLWAY CAPACITY
Q10 FLOW & REQUIRED EMERGENCY SPILLWAY CAPACITY I PROVIDED SPILLWAY CAPACITY
173.76 Weir coefficient, C
Flow rate for riser/barrel) 176.36 Bottom width of spillway crest, L
Depth of flow above spillway crest, H (ft)
Provided Emergency spillway capacity, QQ (cfs)
Total Spillway Capacity (Principal & Emergency must exceed 10 yr eve
ANTI -FLOTATION ANCHOR
Riser Inside Dimensions (ft) - square conc structure only
8.00 update area calculations for rectangular or circular riser structures
Riser Inside Area (sf)
64.00 Density of concrete (Ibs/cf)
150.00
Riser Outside Dimensions (ft) - square conc structure only
9.00
Riser Outside Area (sf)
81.00 Density of water (Ibs/cf)
62.40
Riser Structure Height (ft)
1200.
WEIGHT DISPLACE BY RISER (Ibs)
47,923.20
Area of concrete (sf) - assume 6" wall thickness
17.00 Anchor Dimension (n x n) (ft)
11.00
Riser Structure Height (ft)
12.00 Anchor Thickness (ft)
2.00
Volume of Riser concrete (cf)
204.00 Anchor Area (sf)
121.00
Net Displaced by the Riser (Ibs/cf)
87.60 Anchor Volume (cf)
242.00
WEIGHT OF THE CONCRETE RISER (Ibs)
17,870.40 WEIGHT OF ANCHOR (Ibs)
36,300.00
WEIGHT OF RISER & ANCHOR vs WEIGHT DISPLACED BY RISER
OK
4OF5

Dickson & Co. Inc.
act Name: CLT10 - Boyd Farm Site
) Project No.: 2023006800CL
:ription: PERM. SEDIMENT BASIN 2B - PH2
SKIMMER ORIFICE SIZE
Required Volume Sizing
73,836.0o
Required Volume (cf)
3.00
Dewatering Time (days)
259,200.00
Dewatering Time (sec)
0.285
Q — Flow (cfs)
5.0
Skimmer Size (in)
5.0
h = Head on Skimmer (in)
13.42
A = Area of Orifice (in2)
2.07
r = Orifice radius (in)
4.13
d = Orifice Diameter (in)
Orifice Equation: Q = CdA(2gh)1/2
Cd= 0.59
g = 32.2
Using 5" Skimmer with 4.25" Orifice
ANTI -SEEP COLLAR
Anti -Seep Collar Size (ft x ft) 7.00 Provide min. two (2) Tx T anti -seep collars
assume 6" thickness on pipe barrel and min. 1.5 feet projection around barrel
Protection against piping- Install at least one watertight anti -gip colt (thickness may vary depending on barrel type)
with a minimum projection of 15 feet around the barrel ofprincipat
spillway conduits, 8 inches or larger in diameter. Locate the anti -seep
collar slightly downstream from the dam rcntcr Iinc. A prorerly
designed drainage diaphragm installed around the• harm my he usod
instead ❑fan anti -seep collar when it is appropriate.
FMRANKMF14T
5OF5

Dickson & Co. Inc.
ect Name:
) Project No.:
CLT10 - Boyd Farm Site
2023006800CL
PERM. SEDIMENT BASIN 2C - PH2
GOVERNING REVIEW AGENCY
NCDEQ
TOTAL DRAINAGE AREA
31.66
Do Not Use
Sediment Trap
Do Not Use
Skimmer Basin
Okay
Sediment Basin
RAINFALL INTENSITIES (in/hr)
7.06
10-yr
Taken from NOAA Atlas 14, Volume 2, Version 3 for Newton, North Carolina,
USA
5.39
2-yr
RATIONAL RUNOFF COEFFICIENT C-value (Table
Description of surface Area (acres) % of Area
8.03b
Impervious Area 0.90 0.0000 0%
Wooded Area 0.15 0.0000 0%
Grassed Area (Lawns w/ slopes > 7%) 0.20 0.0000 0%
Disturbed area 0.60 31.6600 100%
Composite Runoff Coefficient 0.60
10-yr. RATIONAL RUNOFF
Basin Composite C
Area Time of Concentration, Tc Intensity, I Flow, Q
(acres) (min) (in/hr) (cfs)
PERM. SEDIMENT BASIN 2C - PH2(10-yr Rational Runoff) 31.66 0.6000 5.0 7.06 134.11
Total 10 yr Flow to Sediment Basin (cfs) 134.11
2-yr. RATIONAL RUNOFF
Basin Composite C
Area Time of Concentration, Tc Intensity, I Flow, Q
(acres) (min) (in/hr) (cfs)
PERM. SEDIMENT BASIN 2C - PH2(2-yr Rational Runoff) 31.66 0.6000 5.0 5.39 102.39
Total 2 yr Flow to Sediment Basin (cfs) 102.39
REQUIRED SURFACE AREA
Basin Drainage Area Area Required Total Area Required
(acres) MAN (A
PERM. SEDIMENT BASIN 2C - PH2(10-yr Rational Runoff) 31.66 435 58,338.62
Total REQUIRED Sediment Basin Area (sf) F 58,339
REQUIRED VOLUME Volume
Disturbed Area Total Volume Required
Basin Required
(acres) (cubic feet)
(ff/acre)
PERM. SEDIMENT BASIN 2C - PH2(10-yr Rational Runoff) 31.66 1,800 56,988.00
Total REQUIRED Sediment Basin Volume (cubic feet) 56,988
1 OF 5
10-yr. RATIONAL RUNOFF
Basin Composite C
Area Time of Concentration, Tc Intensity, I Flow, Q
(acres) (min) (in/hr) (cfs)
PERM. SEDIMENT BASIN 2C - PH2(10-yr Rational Runoff) 31.66 0.6000 5.0 7.06 134.11
Total 10 yr Flow to Sediment Basin (cfs) 134.11
2-yr. RATIONAL RUNOFF
Basin Composite C
Area Time of Concentration, Tc Intensity, I Flow, Q
(acres) (min) (in/hr) (cfs)
PERM. SEDIMENT BASIN 2C - PH2(2-yr Rational Runoff) 31.66 0.6000 5.0 5.39 102.39
Total 2 yr Flow to Sediment Basin (cfs) 102.39
REQUIRED SURFACE AREA
Basin Drainage Area Area Required Total Area Required
(acres) MAN (A
PERM. SEDIMENT BASIN 2C - PH2(10-yr Rational Runoff) 31.66 435 58,338.62
Total REQUIRED Sediment Basin Area (sf) F 58,339
REQUIRED VOLUME Volume
Disturbed Area Total Volume Required
Basin Required
(acres) (cubic feet)
(ff/acre)
PERM. SEDIMENT BASIN 2C - PH2(10-yr Rational Runoff) 31.66 1,800 56,988.00
Total REQUIRED Sediment Basin Volume (cubic feet) 56,988
1 OF 5
REQUIRED SURFACE AREA
Basin Drainage Area Area Required Total Area Required
(acres) MAN (A
PERM. SEDIMENT BASIN 2C - PH2(10-yr Rational Runoff) 31.66 435 58,338.62
Total REQUIRED Sediment Basin Area (sf) F 58,339
REQUIRED VOLUME Volume
Disturbed Area Total Volume Required
Basin Required
(acres) (cubic feet)
(ff/acre)
PERM. SEDIMENT BASIN 2C - PH2(10-yr Rational Runoff) 31.66 1,800 56,988.00
Total REQUIRED Sediment Basin Volume (cubic feet) 56,988
1 OF 5

WK Dickson & Co. Inc.
Project Name: CLT10 - Boyd Farm Site
WKD Project No.: 2023006800CL
Description: PERM. SEDIMENT BASIN 2C - PH2
Calculation l
PROVIDED VOLUME
Elevation
Area
Inc. Vol.
Acc Vol.
854.00
59,567
0
0
855.00
62,374
60,965
60,965
856.00
65,237
63,800
124,765
857.00
68,157
66,692
191,457
857.50
69,637
34,448
225,905
Riser Weir Elev.
(Surface area is
set at Riser Weir
Elev)
858.00
71,132
35,192
261,096
Emergency
Spillway
Top of Dam
858.50
72,641
35,943
297,039
859.00
74,164
36,701
333,740
860.00
77,252
75,703
409,442
Total PROVIDED Sediment Basin Volume (cubic feet) 225,905
Total PROVIDED Sediment Basin Area (square feet 69,637
OKAY
OKAY
PRINCIPAL SPILLWAY CAPACITY - WEIR FLOW
Weir coefficient, C 3 CAMP=3.1 3.0 for Concrete weir
Riser circumference, L (ft) 24 6x6 Box
Head above riser crest, H (ft) 1.5
QP (cfs) 132.27 cfs Must exceed 2-year flow OKAY
Step S. Determine the principal spillway discharge capacity.
• The combined capacities of the principal and emergency spillways must be
at least the 10-year peak floc for the entire watershed of the basin.
• The principal spillway is analyzed for three possible !uniting flow types:
Weir flow, Orifice flow, and Pipe flow. The principal spillway discharge
capacity is the smallest of these three flow rates. Discharges through a
Skimmer should be disregarded during tins computation- Weir orifice and
pipe flow may be detemuned by the following equations:
1- Weir Flow: Q = CLH� 6
where:
0 = discharge in cubic feet per second (cfs)
C = weir coefficient, use 3.1 for corrugated metal pipe risers.
L = circumference of the riser in feet
H = head above riser crest in feet
20F5

Dickson & Co. Inc.
ect Name:
) Project No.:
CLT10 - Boyd Farm Site
2023006800CL
PERM. SEDIMENT BASIN 2C - PH2
PRINCIPAL SPILLWAY CAPACITY - ORIFICE FLOW
Orifice coefficient, Co 0.6 C,p=0.6
Riser cross -sectional area, A (ft2) 36 6x6 Box Can be either Round or Square Section
Accleration due to gravity, g (ft/s2) 32.2
Head above riser crest, H (ft) 1.5
Discharge, Clp (cfs) 212.30 Must exceed 2-year flow OKAY
2- Orifice Flow: Q = CA (2gHr 5
where:
Q = discharge in cubic feet per second (cfs)
C = orifice coefficient. use C = 0.6 for corrugated metal pipe risers.
A = cross -sectional area of the riser pipe in square feet
g = acceleration due to graiity; 32.2 ft/sec'
H = head above riser crest in feet
PRINCIPAL SPILLWAY CAPACITY - PIPE FLOW
Barrel diameter (ft) 4.00 Table 8.07b
Barrel cross -sectional area, a (ft2) 12.57
Acceleration due to gravity, g (ft/s2) 32.2
Head above outlet end of barrel, h (ft) 11.6
Minor loss coefficieint, Km 1.0 Km 1.0 (typical)
Barrel length, L (ft) 132.5
Mannings coeffienct of roughness, n 0.013 ncMp=0.025 nR,=0.013
Inside diameter of barrel, d; (in) 48.00
Pipe friction coefficient, Kp 0.00 Table 8.07a
Discharge, Clp (cfs) 210.87 Must exceed 2-year flow OKAY
1..i. p 5
3. Pipe Flow: Q = a 1 + iti E++'I+r L
where:
Q = discharge in cubic feet per second (cfs)
a = cross -sectional area of the barrel in square feet
g = acceleration due to gravity- 32.2 Wsee
h = head above the centerline of the outlet end of the barrel
Km = coefficient of minor losses. can be assumed to be 1-0 for
most principal spilhvay systems
L = barrel length in feet
Ko = pipe friction coefficient:
_ 5087n2 Table S.07a ' for K, values for
6413 common %1ze or pipe.)
n = Manning's coefficient of roughness, tine n = 0.025 for
corrugated metal pipe
n = 0.015 for reinforced concrete pipe
di = inside diameter of the barrel in inclies
Select riser and barrel dimensions so that the riser has a cross -sectional area
at least 1.5 times that of the barrel. Spillway hydraulics are improved by
maximizing weir flow and minimizing orifice flow- See Table 8.07b for
recommended riser/barrel proportions.
30F5

Dickson & Co. Inc.
ect Name: CLT10 - Boyd Farm Site
) Project No.: 2023006800CL
:ription: PERM. SEDIMENT BASIN 2C - PH2
EMERGENCY SPILLWAY CAPACITY
Q10 FLOW & REQUIRED EMERGENCY SPILLWAY CAPACITY
PROVIDED SPILLWAY CAPACITY
Q10 (Calculated)
134.11
Weir coefficient, C
3
(Controlling Flow rate for riser/barrel)
132.27
Bottom width of spillway crest, L (ft)
20
Required Emergency spillway capacity, Q. (cfs)
1.84
Depth of flow above spillway crest, H (ft)
0.5
Provided Emergency spillway capacity, Q. (cfs) 21.21
Total Spillway Capacity (Principal & Emergency must exceed 10 yr event) 153.49
YES, PROCEED
ANTI -FLOTATION ANCHOR
Riser Inside Dimensions (ft) - square conc structure only
7.00 update area calculations for rectangular or circular riser structures
Riser Inside Area (sf)
49.00 Density of concrete (Ibs/cf)
150.00
Riser Outside Dimensions (ft) - square conc structure only
8.00
Riser Outside Area (sf)
64.00 Density of water (Ibs/cf)
62.40
Riser Structure Height (ft)
9.50
WEIGHT DISPLACE BY RISER (Ibs)
29,047.20
Area of concrete (sf) - assume 6" wall thickness
15.00 Anchor Dimension (n x n) (ft)
9.00
Riser Structure Height (ft)
9.50 Anchor Thickness (ft)
1.50
Volume of Riser concrete (cf)
142.50 Anchor Area (sf)
81.00
Net Displaced by the Riser (Ibs/cf)
87.60 Anchor Volume (cf)
121.50
WEIGHT OF THE CONCRETE RISER (Ibs)
12,483.00 WEIGHT OF ANCHOR (Ibs)
18,225.00
WEIGHT OF RISER & ANCHOR vs WEIGHT DISPLACED BY RISER
Revise Anchor Dimensions
40F5

Dickson & Co. Inc.
ect Name:
) Project No.:
CLT10 - Boyd Farm Site
2023006800CL
PERM. SEDIMENT BASIN 2C - PH2
SKIMMER ORIFICE SIZE
Required Volume Sizing
56,988.00 Required Volume (cf) Orifice Equation: Q = CdA(2gh)1/2
3.00 Dewatering Time (days) Cd= 0.59
259,200.00 Dewaterin Time (sec) g = 32.2
0.220 Q = Flow (cfs)
5.0 Skimmer Size (in)
s.o h = Head on Skimmer (in)
10.36 A = Area of Orifice (in2)
1.82 r = Orifice radius (in)
3.63 d = Orifice Diameter (in) Using 5" Skimmer with 3.75" Orifice
ANTI -SEEP COLLAR
Anti -Seep Collar Size (ft x ft) 7.00 Provide min. two (2) Tx T anti -seep collars
assume 6" thickness on pipe barrel and min. 1.5 feet projection around barrel
Protection against piping- Install at least one watenighl anti -gip colhu (thickness may vary depending on barrel type)
with a minimum projection of 15 feet around ilie barrel of principal
spillway conduits, 8 inches or larger in diameter. Locate the anti -seep
collar slightly downstream from the dam rcntcr Iinc. A rrorerly
designed drainage diaphragms installed around the barrel may he uwd
instead Oran anti -seep collar when it is appn)priate.
FMRANKMF14T
50F5

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
APPENDIX 1-
ENVIRONMENTAL JUSTICE

EPA EJSCREEN ACS Summary Report
Location: Blockgroup:370350117022
Ring (buffer): 0-mile radius
Description:
Summary of ACS Estimates
Population
Population Density (per sq. mile)
People of Color Population
% People of Color Population
Households
Housing Units
Housing Units Built Before 1950
Per Capita Income
Land Area (sq. miles) (Source: SF1)
% Land Area
Water Area (sq. miles) (source: SF1)
% Water Area
Population by Race
Total
Population Reporting One Race
White
Black
American Indian
Asian
Pacific Islander
Some Other Race
Population Reporting Two or More Races
Total Hispanic Population
Total Non -Hispanic Population
White Alone
Black Alone
American Indian Alone
Non -Hispanic Asian Alone
Pacific Islander Alone
Other Race Alone
Two or More Races Alone
Populati Sex
Male
Female
Population by Age
Age 0-4
Age 0-17
Age 18+
Age 65+
2016 - 2020
Percent
ACS Estimates
2,461
100%
2,400
98%
2,077
84%
84
3%
16
1%
183
7%
0
0%
40
2%
61
2%
117
5%
2,344
2,077
84%
68
3%
16
1%
183
7%
0
0%
0
0%
0
0%
Data Note: Detail may not sum to totals due to rounding. Hispanic population can be of any race.
N/A meansnot available. Source: U.S. Census Bureau, American Community Survey (ACS) 2016 - 2020
1,290
324
1,824
52%
48%
13%
26%
74%
17%
2016 - 2020
2,461
108
384
16%
806
845
11
26,297
22.88
99%
0.23
1%
MOE (±)
538
886
476
98
28
205
13
66
101
145
476
96
28
205
13
13
13
307
- 2861
149
214
347
137
February 23, 2023 1/3

4ft EJSCREEN ACS Summary Report
n.ircs �i r� MT1 a;�wif.
VV
axx,
Location: Blockgroup:370350117022
Ring (buffer): 0-mile radius
Description:
Population 25+ by Educational Attainment
Total
Less than 9th Grade
9th - 12th Grade, No Diploma
High School Graduate
Some College, No Degree
Associate Degree
Bachelor's Degree or more
Population Age 5+ Years by Ability to Speak English
Total
Speak only English
Non -English at Home1+2+3+4
'Speak English "very well"
2Speak English "well"
'Speak English "not well"
4Speak English "not at all"
1+4Speak English "less than well"
2+3+4Speak English "less than very well"
Linguistically Isolated Households*
Total
Speak Spanish
Speak Other Indo-European Languages
Speak Asian -Pacific Island Languages
Speak Other Languages
Households by Household Income
Household Income Base
< $15,000
$15,000 - $25,000
$25,000 - $50,000
$50,000 - $75,000
$75,000 +
Occupied Housing Units by Tenure
Total
Owner Occupied
Renter Occupied
Employed Population Age 16+Years
Total
In Labor Force
Civilian Unemployed in Labor Force
Not In Labor Force
2016 - 2020
ACS Estimates
1,668
34
571
168
2,137
2,03'
98
51
22
25
0
25
47
22
0
0
22
0
Percent MOE (±)
100%
343
1%
30
2%
37
41%
210
34%
200
11%
116
10%
86
100% 441
1 95%�01
5%
104
2%
62
1%
43
1%
43
0%
13
1%
43
2%
59
100%
43
0%
0% 13
100% 41
0% 13
806
100%
159
2%
24
26
3%
45
20%
102
246
31%
121
44%
1�
806
100%
159
255
32%
128
Data Note: Datail may not sum to totals due to rounding. Hispanic population can be of anyrace.
N/A means not available. Source: U.S. Census Bureau, American Community Survey (ACS)
*Households in which no one 14 and over speaks English "very well" or speaks English only.
1,849
100% 348
1,342
10
1% 19
507
198
February 23,2023 2/3

r►A� EJSCREEN ACS Summary Report
Location: Blockgroup:370350117022
Ring (buffer): 0-mile radius
Description:
2016 - 2020 Percent
ACS Estimates
Population by Language Spoken at Home*
Total (persons age S and above)
English
Spanish
French, Haitian, or Cajun
German or other West Germanic
Russian, Polish, or Other Slavic
Other Indo-European
Korean
Chinese (including Mandarin, Cantonese)
Vietnamese
Tagalog (including Filipino)
Other Asian and Pacific Island
Arabic
Other and Unspecified
Total Non -English
Data Note: Detail may not sum to totals due to rounding. Hispanic popultion can be of any race.
N/A meansnot available. Source: U.S. Census Bureau, American Community Survey (ACS) 2016 - 2020.
*Population by Language Spoken at Home is available at the census tract summary level and up.
MOE (±)
6,811
100%
747
6,045
89%
702
630
9%
385
0
0%
18
17
0%
27
0
0%
19
11
0%
18
0
0%
19
0
0%
19
0
0%
19
0
0%
19
100
1%
107
0
0%
19
8
0%
15
766
11 %
1,025
February 23, 2023 3/3

EPA EJSCREEN ACS Summary Report
Location: Blockgroup:370350117021
Ring (buffer): 0-mile radius
Description:
Summary of ACS Estimates
Population
Population Density (per sq. mile)
People of Color Population
% People of Color Population
Households
Housing Units
Housing Units Built Before 1950
Per Capita Income
Land Area (sq. miles) (Source: SF1)
% Land Area
Water Area (sq. miles) (source: SF1)
% Water Area
2016 - 2020
ACS Estimates
Population by Race
Total
Population Reporting One Race
White
Black
American Indian
Asian
Pacific Islander
Some Other Race
Population Reporting Two or More Races
Total Hispanic Population
Total Non -Hispanic Population
White Alone
Black Alone
American Indian Alone
Non -Hispanic Asian Alone
Pacific Islander Alone
Other Race Alone
Two or More Races Alone
Populati Sex
Male
Female
Population by Age
Age 0-4
Age 0-17
Age 18+
Age 65+
Data Note: Detail may not sum to totals due to rounding. Hispanic population can be of any race.
N/A meansnot available. Source: U.S. Census Bureau, American Community Survey (ACS) 2016 - 2020
1,849
1,849
1,685
86
1
18
0
59
0
345
1,504
1,388
86
1
18
- 0
11
o L
813
22
268
1,581
T 435
2016 - 2020
1,849
382
461
25%
822
822
28
38,156
4.84
99%
0.04
1%
Percent MOE (±)
100%
100%
91%
5%
0%
1%
0%
3%
0%
19%
44%
56%
1%
14%
86%
24%
520
' 690
493
88
3
36
13
57
13
293
373
88
3
36
13
18
13
241
37
142
362
185
February 23, 2023 1/3

4ft EJSCREEN ACS Summary Report
n.ircs �i r� MT1 a;�wif.
VV
axx,
Location: Blockgroup:370350117021
Ring (buffer): 0-mile radius
Description:
Population 25+ by Educational Attainment
Total
Less than 9th Grade
9th - 12th Grade, No Diploma
High School Graduate
Some College, No Degree
Associate Degree
Bachelor's Degree or more
Population Age 5+ Years by Ability to Speak English
Total
Speak only English
Non -English at Home1+2+3+4
'Speak English "very well"
2Speak English "well"
'Speak English "not well"
4Speak English "not at all"
1+4Speak English "less than well"
2+3+4Speak English "less than very well"
Linguistically Isolated Households*
Total
Speak Spanish
Speak Other Indo-European Languages
Speak Asian -Pacific Island Languages
Speak Other Languages
Households by Household Income
Household Income Base
< $15,000
$15,000 - $25,000
$25,000 - $50,000
$50,000 - $75,000
$75,000 +
Occupied Housing Units by Tenure
Total
Owner Occupied
Renter Occupied
Employed Population Age 16+Years
Total
In Labor Force
Civilian Unemployed in Labor Force
Not In Labor Force
2016 - 2020
Percent
MOE (±)
ACS Estimates
1,334
100%
332
89
7%
71
182
14%
149
293
22%
112
266
20%
164
166
12%
78
338
25%
183
1,827
100%
514
1,485
81%
350
342
19%
235
236
13%
170
19
1%
33
87
5%
73
0
0%
13
87
5%
73
106
6%
79
18
100%
38
0
0%
0
0%
13
18
100%
36
0
0%
13
822
100%
258
37
5%
50
127
15%
145
100
12%
60
256
31%
165
302
37%
186M
822
100%
258
Data Note: Datail may not sum to totals due to rounding. Hispanic population can be of anyrace.
N/A means not available. Source: U.S. Census Bureau, American Community Survey (ACS)
*Households in which no one 14 and over speaks English "very well" or speaks English only.
52 6% 45
1,664 100% 482
327
83 5% 100
262
February 23,2023 2/3

r►A� EJSCREEN ACS Summary Report
Location: Blockgroup:370350117021
Ring (buffer): 0-mile radius
Description:
2016 - 2020 Percent
ACS Estimates
Population by Language Spoken at Home*
Total (persons age S and above)
English
Spanish
French, Haitian, or Cajun
German or other West Germanic
Russian, Polish, or Other Slavic
Other Indo-European
Korean
Chinese (including Mandarin, Cantonese)
Vietnamese
Tagalog (including Filipino)
Other Asian and Pacific Island
Arabic
Other and Unspecified
Total Non -English
Data Note: Detail may not sum to totals due to rounding. Hispanic popultion can be of any race.
N/A meansnot available. Source: U.S. Census Bureau, American Community Survey (ACS) 2016 - 2020.
*Population by Language Spoken at Home is available at the census tract summary level and up.
MOE (±)
6,811
100%
747
6,045
89%
702
630
9%
385
0
0%
18
17
0%
27
0
0%
19
11
0%
18
0
0%
19
0
0%
19
0
0%
19
0
0%
19
100
1%
107
0
0%
19
8
0%
15
766
11 %
1,025
February 23, 2023 3/3

EPA EJSCREEN ACS Summary Report
Location: Blockgroup:370350117023
Ring (buffer): 0-mile radius
Description:
Summary of ACS Estimates
Population
Population Density (per sq. mile)
People of Color Population
% People of Color Population
Households
Housing Units
Housing Units Built Before 1950
Per Capita Income
Land Area (sq. miles) (Source: SF1)
Land Area
Water Area (sq. miles) (source: SF1)
% Water Area
Population by Race
Total
Population Reporting One Race
White
Black
American Indian
Asian
Pacific Islander
Some Other Race
Population Reporting Two or More Races
Total Hispanic Population
Total Non -Hispanic Population
White Alone
Black Alone
American Indian Alone
Non -Hispanic Asian Alone
Pacific Islander Alone
Other Race Alone
Two or More Races Alone
Populati Sex
Male
Female
Population by Age
Age 0-4
Age 0-17
Age 18+
Age 65+
2016 - 2020
1,022
356
77
8%
492
492
46
36,201
2.87
99%
0.02
1%
2016 - 2020
Percent
MOE (±)
ACS Estimates
1,022
100%
414
980
96%
' 485
945
92%
386
0
0%
13
8
1%
15
0
0%
13
0
0%
13
27
3%
45
42
4%
64
27
3%
45
995
945
92%
386
0
0%
13
8
1%
15
0
0%
13
0
0%
13
0
0%
13
42
4%
64
417
41%
179
59%
42
4%
65
106
10%
96
916
90%
337
156
15%
137
Data Note: Detail may not sum to totals due to rounding. Hispanic population can be of any race.
N/A meansnot available. Source: U.S. Census Bureau, American Community Survey (ACS) 2016 - 2020
February 23, 2023
1/3

4ft EJSCREEN ACS Summary Report
n.ircs �i r� MT1 a;�wif.
VV
axx,
Location: Blockgroup:370350117023
Ring (buffer): 0-mile radius
Description:
Population 25+ by Educational Attainment
Total
Less than 9th Grade
9th - 12th Grade, No Diploma
High School Graduate
Some College, No Degree
Associate Degree
Bachelor's Degree or more
Population Age 5+ Years by Ability to Speak English
Total
Speak only English
Non -English at Home1+2+3+4
'Speak English "very well"
2Speak English "well"
'Speak English "not well"
4Speak English "not at all"
1+4Speak English "less than well"
2+3+4Speak English "less than very well"
Linguistically Isolated Households*
Total
Speak Spanish
Speak Other Indo-European Languages
Speak Asian -Pacific Island Languages
Speak Other Languages
Households by Household Income
Household Income Base
< $15,000
$15,000 - $25,000
$25,000 - $50,000
$50,000 - $75,000
$75,000 +
Occupied Housing Units by Tenure
Total
Owner Occupied
Renter Occupied
Employed Population Age 16+Years
Total
In Labor Force
Civilian Unemployed in Labor Force
Not In Labor Force
2016 - 2020
Percent
MOE (±)
ACS Estimates
889
100%
386
11
1%
23
96
11%
132
395
44%
238
96
11%
86
193
1'7R
98
11%
75
980
35
35
0
0
0
0
0
0
0
0
0
0
100%
383
96%
OW01
4%
49
4%
49
0%
13
0%
13
0%
13
0%
13
0%
13
0%
13
0% 13
13
0% 13
492
100%
209
3%
29
85
17%
131
19%
72
54
11%
68
49%
492
100%
209
Data Note: Datail may not sum to totals due to rounding. Hispanic population can be of anyrace.
N/A means not available. Source: U.S. Census Bureau, American Community Survey (ACS)
*Households in which no one 14 and over speaks English "very well" or speaks English only.
74 15% 74
916 100%
386
80%
383
85 9%
80
20%
125
February 23,2023 2/3

r►A� EJSCREEN ACS Summary Report
Location: Blockgroup:370350117023
Ring (buffer): 0-mile radius
Description:
2016 - 2020 Percent
ACS Estimates
Population by Language Spoken at Home*
Total (persons age S and above)
English
Spanish
French, Haitian, or Cajun
German or other West Germanic
Russian, Polish, or Other Slavic
Other Indo-European
Korean
Chinese (including Mandarin, Cantonese)
Vietnamese
Tagalog (including Filipino)
Other Asian and Pacific Island
Arabic
Other and Unspecified
Total Non -English
Data Note: Detail may not sum to totals due to rounding. Hispanic popultion can be of any race.
N/A meansnot available. Source: U.S. Census Bureau, American Community Survey (ACS) 2016 - 2020.
*Population by Language Spoken at Home is available at the census tract summary level and up.
MOE (±)
6,811
100%
747
6,045
89%
702
630
9%
385
0
0%
18
17
0%
27
0
0%
19
11
0%
18
0
0%
19
0
0%
19
0
0%
19
0
0%
19
100
1%
107
0
0%
19
8
0%
15
766
11 %
1,025
February 23, 2023 3/3

EPA EJSCREEN ACS Summary Report
Location: Blockgroup:370350116013
Ring (buffer): 0-mile radius
Description:
Summary of ACS Estimates
Population
Population Density (per sq. mile)
People of Color Population
% People of Color Population
Households
Housing Units
Housing Units Built Before 1950
Per Capita Income
Land Area (sq. miles) (Source: SF1)
% Land Area
Water Area (sq. miles) (source: SF1)
% Water Area
Population by Race
Total
Population Reporting One Race
White
Black
American Indian
Asian
Pacific Islander
Some Other Race
Population Reporting Two or More Races
Total Hispanic Population
Total Non -Hispanic Population
White Alone
Black Alone
American Indian Alone
Non -Hispanic Asian Alone
Pacific Islander Alone
Other Race Alone
Two or More Races Alone
Populati Sex
Male
Female
Population by Age
Age 0-4
Age 0-17
Age 18+
Age 65+
2016 - 2020
1,363
307
521
38%
338
391
87
21,361
4.43
100%
0.01
0%
2016
- 2020
Percent
MOE (±)
ACS Estimates
1,363
100%
398
1,074
79%
369
909
67%
247
_
165
12%
70
0
0%
13
0
0%
13
0
0%
13
-
0
0%
13
289
21%
254
75
6%
116
1,288
842
62%
255
157
12%
69
0
0%
13
0
0%
13
0
0%
13
0
0%
13
289
21%
254
847
62%
234
38%
113
8%
105
353
26%
162
1,010
74%
188
193
14%
68
Data Note: Detail may not sum to totals due to rounding. Hispanic population can be of any race.
N/A meansnot available. Source: U.S. Census Bureau, American Community Survey (ACS) 2016 - 2020
February 23, 2023
1/3

ift
EPA .. EJSCREEN ACS Summary Report
Location: Blockgroup:370350116013
Ring (buffer): 0-mile radius
Description:
Population 25+ by Educational Attainment
Total
Less than 9th Grade
9th - 12th Grade, No Diploma
High School Graduate
Some College, No Degree
Associate Degree
Bachelor's Degree or more
Population Age 5+ Years by Ability to Speak English
Total
Speak only English
Non -English at Home1+2+3+4
'Speak English "very well"
2Speak English "well"
'Speak English "not well"
4Speak English "not at all"
1+4Speak English "less than well"
2+3+4Speak English "less than very well"
Linguistically Isolated Households*
Total
Speak Spanish
Speak Other Indo-European Languages
Speak Asian -Pacific Island Languages
Speak Other Languages
Households by Household Income
Household Income Base
< $15,000
$15,000 - $25,000
$25,000 - $50,000
$50,000 - $75,000
$75,000 +
Occupied Housing Units by Tenure
Total
Owner Occupied
Renter Occupied
Employed Population Age 16+Years
Total
In Labor Force
Civilian Unemployed in Labor Force
Not In Labor Force
2016 - 2020
Percent
MOE (±)
ACS Estimates
921
100%
182
3%
36
68
7%
48
33%
69
284
31%
106
15%
76
104
PMEW
11%
63
1,250
100%
297
96%
W54
54
4%
60
31
2%
42
14
1%
28
9
1%
22
0
0%
13
9
1%
22
23
2%
33
0
0%
13
0
0
0%
13
0
—IMEMENNE13
0
0%
13
338
100%
88
9
3%
19
27
8%
28
64
19%
39
45
13%
29
M
57%
97
338
100%
88
Data Note: Datail may not sum to totals due to rounding. Hispanic population can be of anyrace.
N/A means not available. Source: U.S. Census Bureau, American Community Survey (ACS)
*Households in which no one 14 and over speaks English "very well" or speaks English only.
13 4% 16
1,048 100% 232
202
0 0% 13
123
February 23,2023 2/3

r►A� EJSCREEN ACS Summary Report
Location: Blockgroup:370350116013
Ring (buffer): 0-mile radius
Description:
2016 - 2020 Percent
ACS Estimates
Population by Language Spoken at Home*
Total (persons age S and above)
English
Spanish
French, Haitian, or Cajun
German or other West Germanic
Russian, Polish, or Other Slavic
Other Indo-European
Korean
Chinese (including Mandarin, Cantonese)
Vietnamese
Tagalog (including Filipino)
Other Asian and Pacific Island
Arabic
Other and Unspecified
Total Non -English
Data Note: Detail may not sum to totals due to rounding. Hispanic popultion can be of any race.
N/A meansnot available. Source: U.S. Census Bureau, American Community Survey (ACS) 2016 - 2020.
*Population by Language Spoken at Home is available at the census tract summary level and up.
MOE (±)
4,708
100%
687
4,074
87%
731
593
13%
293
0
0%
13
8
0%
12
0
0%
13
0
0%
13
0
0%
13
0
0%
13
0
0%
13
0
0%
13
33
1%
55
0
0%
13
0
0%
13
634
13%
1,003
February 23, 2023 3/3

EPA EJSCREEN ACS Summary Report
Location: Blockgroup:370350116021
Ring (buffer): 0-mile radius
Description:
Summary of ACS Estimates
Population
Population Density (per sq. mile)
People of Color Population
% People of Color Population
Households
Housing Units
Housing Units Built Before 1950
Per Capita Income
Land Area (sq. miles) (Source: SF1)
% Land Area
Water Area (sq. miles) (source: SF1)
% Water Area
Population by Race
Total
Population Reporting One Race
White
Black
American Indian
Asian
Pacific Islander
Some Other Race
Population Reporting Two or More Races
Total Hispanic Population
Total Non -Hispanic Population
White Alone
Black Alone
American Indian Alone
Non -Hispanic Asian Alone
Pacific Islander Alone
Other Race Alone
Two or More Races Alone
Populati Sex
Male
Female
Population by Age
Age 0-4
Age 0-17
Age 18+
Age 65+
2016 - 2020 Percent
ACS Estimates
820
100%
820
100%
712
87%
0
0%
0
0%
59
7%
0
0%
49
6%
0
0%
0
0%
820
712
87%
0
0%
0
0%
59
7%
0
0%
49
6%
0
0%
Data Note: Detail may not sum to totals due to rounding. Hispanic population can be of any race.
N/A meansnot available. Source: U.S. Census Bureau, American Community Survey (ACS) 2016 - 2020
363
49
677
44%
56%
6%
17%
83%
24%
2016 - 2020
820
607
108
13%
397
397
64
24,952
1.35
100%
0.01
0%
MOE (±)
266
436
252
13
13
82
13
63
13
13
252
13
13
82
63
MM
161
ow
64
100
223
111
February 23, 2023 1/3

ift
EPA .. EJSCREEN ACS Summary Report
Location: Blockgroup:370350116021
Ring (buffer): 0-mile radius
Description:
Population 25+ by Educational Attainment
Total
Less than 9th Grade
9th - 12th Grade, No Diploma
High School Graduate
Some College, No Degree
Associate Degree
Bachelor's Degree or more
Population Age 5+ Years by Ability to Speak English
Total
Speak only English
Non -English at Home1+2+3+4
'Speak English "very well"
2Speak English "well"
'Speak English "not well"
4Speak English "not at all"
1+4Speak English "less than well"
2+3+4Speak English "less than very well"
Linguistically Isolated Households*
Total
Speak Spanish
Speak Other Indo-European Languages
Speak Asian -Pacific Island Languages
Speak Other Languages
Households by Household Income
Household Income Base
< $15,000
$15,000 - $25,000
$25,000 - $50,000
$50,000 - $75,000
$75,000 +
Occupied Housing Units by Tenure
Total
Owner Occupied
Renter Occupied
Employed Population Age 16+Years
Total
In Labor Force
Civilian Unemployed in Labor Force
Not In Labor Force
2016 - 2020 Percent MOE (±)
ACS Estimates
664
100%
209
27
4%
34
113
17%
101
228
34%
118
52
8%
54
104
16% 0
82
140
21%
114
771
100%
250
100
13%
97
41
5%
59
8%
83
0
0%
MM
0
0%
13
0
0%
1s
59
8%
83
0
0%
13
0
0
0%
13
0
13
0
0%
13
397
100%
119
78
20%
60
16
4%
31
160
40%
107
23
6%
40
397
100%
119
Data Note: Datail may not sum to totals due to rounding. Hispanic population can be of anyrace.
N/A means not available. Source: U.S. Census Bureau, American Community Survey (ACS)
*Households in which no one 14 and over speaks English "very well" or speaks English only.
48 12% 48
690 100% 214
39 6% 48
February 23,2023 2/3

r►A� EJSCREEN ACS Summary Report
Location: Blockgroup:370350116021
Ring (buffer): 0-mile radius
Description:
2016 - 2020 Percent
ACS Estimates
Population by Language Spoken at Home*
Total (persons age S and above)
English
Spanish
French, Haitian, or Cajun
German or other West Germanic
Russian, Polish, or Other Slavic
Other Indo-European
Korean
Chinese (including Mandarin, Cantonese)
Vietnamese
Tagalog (including Filipino)
Other Asian and Pacific Island
Arabic
Other and Unspecified
Total Non -English
Data Note: Detail may not sum to totals due to rounding. Hispanic popultion can be of any race.
N/A meansnot available. Source: U.S. Census Bureau, American Community Survey (ACS) 2016 - 2020.
*Population by Language Spoken at Home is available at the census tract summary level and up.
MOE (±)
4,636
100%
639
4,478
97%
658
27
1%
42
0
0%
13
41
1%
66
0
0%
13
0
0%
13
59
1%
82
0
0%
13
0
0%
13
0
0%
13
31
1 %
45
0
0%
13
0
0%
13
158
3%
917
February 23, 2023 3/3

EPA EJSCREEN ACS Summary Report
Location: Blockgroup:370350117024
Ring (buffer): 0-mile radius
Description:
Summary of ACS Estimates
Population
Population Density (per sq. mile)
People of Color Population
% People of Color Population
Households
Housing Units
Housing Units Built Before 1950
Per Capita Income
Land Area (sq. miles) (Source: SF1)
Land Area
Water Area (sq. miles) (source: SF1)
% Water Area
Population by Race
Total
Population Reporting One Race
White
Black
American Indian
Asian
Pacific Islander
Some Other Race
Population Reporting Two or More Races
Total Hispanic Population
Total Non -Hispanic Population
White Alone
Black Alone
American Indian Alone
Non -Hispanic Asian Alone
Pacific Islander Alone
Other Race Alone
Two or More Races Alone
Populati Sex
Male
Female
Population by Age
Age 0-4
Age 0-17
Age 18+
Age 65+
2016 - 2020
726
267
144
20%
304
384
69
30,503
2.72
99%
0.03
1%
2016 - 2020
Percent
MOE (±)
ACS Estimates
726
100%
284
100%
-
601
83%
289
76
10%
68
0
0%
13
1 0
0%
13
0
0%
13
49
7%
79
0
0%
13
68
9%
86
658
582
80%
287
76
10%
68
0
0%
13
0
0%
13
0
0%
13
0
0%
13
0
0%
13
369
51%
168
jllllv�
49%
136
80
11%
78
162
22%
109
564
78%
181
165
23%
95
Data Note: Detail may not sum to totals due to rounding. Hispanic population can be of any race.
N/A meansnot available. Source: U.S. Census Bureau, American Community Survey (ACS) 2016 - 2020
February 23, 2023
1/3

4ft EJSCREEN ACS Summary Report
��-n.ircs�a�'a MT1 a;�wif. - -
Location: Blockgroup:370350117024
Ring (buffer): 0-mile radius
Description:
2016 - 2020 Percent MOE (±)
ACS Estimates
Population 25+ by Educational Attainment
Total
Less than 9th Grade
9th - 12th Grade, No Diploma
High School Graduate
Some College, No Degree
Associate Degree
Bachelor's Degree or more
Population Age 5+ Years by Ability to Speak English
Total
Speak only English
Non -English at Home1+2+3+4
'Speak English "very well"
2Speak English "well"
'Speak English "not well"
4Speak English "not at all"
1+4Speak English "less than well"
2+3+4Speak English "less than very well"
Linguistically Isolated Households*
Total
Speak Spanish
Speak Other Indo-European Languages
Speak Asian -Pacific Island Languages
Speak Other Languages
Households by Household Income
Household Income Base
< $15,000
$15,000 - $25,000
$25,000 - $50,000
$50,000 - $75,000
$75,000 +
Occupied Housing Units by Tenure
Total
Owner Occupied
Renter Occupied
Employed Population Age 16+Years
Total
In Labor Force
Civilian Unemployed in Labor Force
Not In Labor Force
Data Note: Datail may not sum to totals due to rounding. Hispanic population can be of anyrace.
N/A means not available. Source: U.S. Census Bureau, American Community Survey (ACS)
*Households in which no one 14 and over speaks English "very well" or speaks English only.
564 100% 218
3 1% 17
38 7% 61
146 26% 84
183 32% 104
123 22% 0 119
71 13% 55
646 100% 229
50 85%�18
96 15% 76
77 12% 68
19 3% 36
0 0% 13
0 0% 13
0 0% 13
19 3% 36
0 0% 13
0
0 0% 13
0 13
0 0% 13
304 100% 111
10% 34
24 8% 31
19% 63
18 6% 30
57°/6
304 100% 111
80 26% 70
564 100% 218
2 0% 9
154
February 23,2023 2/3

r►A� EJSCREEN ACS Summary Report
Location: Blockgroup:370350117024
Ring (buffer): 0-mile radius
Description:
2016 - 2020 Percent
ACS Estimates
Population by Language Spoken at Home*
Total (persons age S and above)
English
Spanish
French, Haitian, or Cajun
German or other West Germanic
Russian, Polish, or Other Slavic
Other Indo-European
Korean
Chinese (including Mandarin, Cantonese)
Vietnamese
Tagalog (including Filipino)
Other Asian and Pacific Island
Arabic
Other and Unspecified
Total Non -English
Data Note: Detail may not sum to totals due to rounding. Hispanic popultion can be of any race.
N/A meansnot available. Source: U.S. Census Bureau, American Community Survey (ACS) 2016 - 2020.
*Population by Language Spoken at Home is available at the census tract summary level and up.
MOE (±)
6,811
100%
747
6,045
89%
702
630
9%
385
0
0%
18
17
0%
27
0
0%
19
11
0%
18
0
0%
19
0
0%
19
0
0%
19
0
0%
19
100
1%
107
0
0%
19
8
0%
15
766
11 %
1,025
February 23, 2023 3/3

Clarion Ledger Home
Data Central (1) 1 American Community Survey (American -community -survey)
Search
Median Household Income
Total
Number
North Carolina
Catawba County
v
Percent in change compare to 2010-14 ACS 5-year Summary
v
V
View
or Compare Two Areas —> {lmerican-community-surveylcomparelmedian-household-inoomeltotallnuml05000US370351na1}
2019 American Community Survey 5-Year Estimates
Catawba County, North Carolina: Median Household Income
Median household income in the past 12 months (in 2019 inflation-adjused dollars)
Other Areas in Catawba County, North Carolina
U.S. Median Household Income: $62,943 (2019)
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Marion
Lenoir
Taylorsville
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Statesville
Morganton
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Less than MK $30K - $35K $35K - $40K $40K - $45K $45K - $50K $50K- $55K $55K- $60K $60K - $65K More than $65K NIA
— Back to County -by -county Map (lamerican-community-surveylnorth-Carolina!median-household-incomeltotal/num104000U5371)
More About Catawba County, North Carolina —{lamerican-oommunity-surveylcatawba-county-north-caroiinalmed ian-household-
incomeltota4ln u m105000 US370 35(a real]
Race
Two
Area
Total
White
Black
Asian
Indian
Islander Other
or
More
United States (lamerican-comrrrunity-
62,843
66,536
41,935
88,204
43.825
63,613 49,221
59,184
survey/united-states/median-household-
17.5%
ts.9%
17.8 %
20.4%
17.9%
19.2%t 22.1°%
24.3%
in©omeltotallnum1010000S1)
t
t
t
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North Carolina (lamerican-community-
54.602
60,845
39,108
84,513
40,272
44,740 40,405
49,025
survey!north-carolinalmedian-household-
16.9%
17.1 %
18.8%
25.9%
28.0°%
-9.2%4 25.6%
28.5%
incomeltotallnum104000US371)
♦
t
t
♦
t
t
Catawba County, North Caratina
52,456
55,051
37,840
67,176
33,500
58,475
(lamerican-community-surveylcatawba-
14 7%
14.4%
36.T%
38.7%
17.0%
59A^6
county-north-caroiinalmedian-household-
t
♦
t
♦
t
t
i ncomeltotailn u m105000 U 537035/)
Block Group 1, Census Tract 101.01,
70.090
Catawba County, North Carolina
67.8%
(lame rice n-community-surveylblack-group-
t
1-censu s-tract-10101-Catawba -cou nty-
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Block Group 2, Census Tract 101.01.
93,315
Catawba County. North Carolina
78.3%
(lame rican-community-surveylblack-group-
t
2-censu s-tract-10101-catawba-cou nty-
n orth-Caro l i nalmed ian-h ousehold-
i ncome/tota Ilnum115000US370350101012J)
Mock Group 3, Census Tract 101.01,
46,438
Catawba County, North Carolina
•2.3%4
(la me Hca n-community-su rveylblock-g rou p-
3-census-tract 10101-Catawba-county-
north-carol i nalmed ian-house hold-
i ncomeltota Ilnum115000U S3 703501010131)
Block Group 4, Census Tract 101.01,
47,105
Catawba County, North Carolina
-4.0%Z
(la merica n-community-su rveyl block-grou p-
4-census-tract-10101-Catawba-county-
north-caroll nalmed ian-h ouse hold-
i ncomeltota I1num11500OU S3 703501010141)
Origin
White,
Hispania Not
Hispanic
51,811 68,785
22.2%t 16.0%t
42,397 62,036
21.3%t 17.3%f
35,348 55,284
10.9%t 13A°%t

Race Origin
Two White,
Area Total White Black Asian Indian Islander Other or Hispanic Not
More Hispanic
Block Group ' , Census Tract 101.02, 49,375
Catawba County, North Carolina 7.2%,t
(la me rica n -community-su rveylblock-grou p-
1-census-tract-10102-Catawba-caunty-
n orth-carol i nalmed ian-h ous ehold-
I ncomeltota Unum115000U S 3 703501010211)
Block Group 2, Census Tract 101.02. 39,427
Catawba County, North Carolina -24.6%
(lamerican-community-surveylblock-group41
-
2-censu s-tract-10102-ratawba-cou nty-
n orth-carp I i nalmedian-h ousehoid-
inoomel4o Vnum11SON U53703501010221j
Black Group 3, Census Tract 101.02. 70,278
Catawba County, North Carolina 43.3%
(lamerican-community-surveylblock-group- t
3-censu s4ract- 10 1 02-catawba-cou nty-
north-caroi i nalmed ian-h ousehold-
i ncomehota)lnumll 5000U S3703501010231)
Block Group I, Census Tract 102.01, 47,548
Catawba County, North Carolina 5.1%♦
(lameriC n-community-surveylblock-group-
1-census-tract-10201-Catawba-county-
north-carol inalmed ian-h ouse hoid-
i n com ellotaUnu m115 000U 53703501020111)
Block Group 2, Census Tract 102.01, 58,400
Catawba County, North Carolina 75.0%
(lamerican-community-surveylblock-group- t
2-census-tract-10201-ratawba-co unty-
north-caroll nalmed ian-h ouse hoid-
i ncomeltota I1num115000U53703501020121)
Block Group 3, Census Tract 102.01. 55,887
Catawba County, North Carolina 18.9%
(lamerican-community-surveylblock-group- t
3-census-tract 10201-Catawba-county-
north-carol i nalmed ian-household-
i ncomeltota llnum115000U 53703501020131)
Black Group 1, Census Tract 102.02, 56,371
Catawba County, North Carolina 5.7%t
(lamerican-community-surveylblock group-
1-censu s-tract-10202-Catawba-cou nty-
nort h-caroi i nalmed ian-household-
i ncomeltata Ilnumll 50fl0U5 3703501020211)
Black Group 2, Census Tract 102.02, 51,875
Catawba County, North Carolina 46.9%
(/american-community-surveylblock-group- t
2-censu s-tract-10202-ratawba-ca u n ty-
north-car(3i i nalmed ian-h ousehold-
i noomeltota Ilnum11500OUS3703501020221}

Race Origin
Two White,
Area Total White Black Asian Indian Islander Other or Hispanic Not
More Hispanic
Block Group 3, Census Tract 102.02, 54,741
Catawba County, North Carolina 51.7%
(lamerican-community-surveylblock-group- !
3-census-tract 10202-Catawba-county-
n orth-carol i nalmed ian-h ous ehold-
i ncomeltota I1num115000U S 3 703501020231)
Block Group 4, Census Tract 102.02. 62,059
Catawba County, Forth Carolina 50.7%
(lamerican-community-surveytblock-group- t
4-censu s-tract-10202-ratawba-cou nty-
n orth-Caro l i nalmedian-h ouse hoid-
i ncomeltotailnum115000 US3703501020241)
Block Group I, Census Tract 103.01, 44,599
Catawba County, North Carolina 7.1%4t
(la merican -community-su rveyl block-g rou p-
1-censu s4ract-10301-Catawba-cou nty-
north-carol i nalmed ian-h ouseh old-
incomeltotallnumll 8000US3703501030111)
Block Group 2, Census Tract 103.01, 62,121
Catawba County, Forth Carolina 44.8%
(/american-community-surveylblock-group- 't
2-censu s-tract-10301-Catawba-rou nty-
north-carol inalmed ian-h ouse hold-
i ncomehotailnum115000US3 703501030121j
Block Group 3, Census Tract 103.01, 73,542
Catawba County, North Carolina 18.9%
(lamerican-community-surveylblock-group- t
3-census-tract-10301-Catawba -co u n ty-
north-carol I nalmed ian-h ouse haid-
mcomelteta llnum1150OOUS3703501030131)
Block Group 1, Census Tract 103.02, 67.375
Catawba County, North Carolina 5.0%♦
(la me rica n-community-su rveyl block-grou p-
1-census-tract I0302-Catawba-county-
north-carol i nalmed ian-househoid-
i ncomeltata llnumll 51)00U 53703501030211)
Block Group 2, Census Tract 103.02, 56,435
Catawba County, North Carolina -13.4%
(lamerican-community-surveylblock group- i
2-tens u s-tract-10302-Catawba-cou n ty-
n ort h-caroi i nalmed ian-house hold-
s ncomeltota 11num115000US 3703501030221)
Block Group 3, Census Tract 103.02, 46,328
Catawba County. North Carolina -1.i%�
(la me dea n-cam munity-surveylblock-gro up-
3-censu s-tract-10302-ratawba-co u n ty-
north-carpi i nalmed ian-household-
i noomellota Ilnuml15000US3703501030231)

Race Origin
Two White,
Area Total White Black Asian Indian Islander Other or Hispanic Not
More Hispanic
Block Group ' , Census Tract 103.03, 53,750
Catawba County, North Carolina -9.7%♦
(1a me rica n -community-surveylblock-gro u p-
1-census-tract-10303-Catawba-county-
n orth-caroli nalmed ian-h ous ehold-
i noomeltota Ilnum115000U S 37035010 30311)
Block Group 2, Census Tract 103.03, 38,365
Catawba County. North Carolina -9.7%4
(la me rica n -community-su rveytblock-g rou p-
2-censu s-tract-10303-catawba-cou nty-
n orth-carol i nalmedian-househoid-
i ncomeltotallnum115004US37035010 30321)
Block Group 1, Census Tract 103.04, 52.344
Catawba County, North Carolina 53.5%
(lamerican-community-surveylblock-group- It
1-censu s4ract-10304-catawba-cou nty-
north-Caro; i nalmed lan-h ouseh old-
i ncomeltotallnumll 5000U S37035010 30411)
Block Group 2, Census Tract 103,04, 30,667
Catawba County, Forth Carolina -2A.9%
(lamerican-community-surveylblock-group- Y
2-censu s-tract-10304-Catawba-cou nty-
north-carol inalmed ian-h ouse hold-
i ncomehotallnum115000US3 703501030421)
Block Group 3, Census Tract 103.04, 39,500
Catawba County, North Carolina -15.8%
(lamerican-community-surveylblock-group-
3-censu s-tract-10304-Cataw ba -co u nty-
north-carol I nalmed ian-h ouse hoid-
mcomeltota 11num115000US3703501030431)
Block Group 1, Census Tract 104.01. 52.857
Catawba County, North Carolina 8.60k t
(la menca n-community-su rveyl block-group-
1-census-tract 10401-Catawba-county-
north-carol i nalmed ian-household-
i n com eltota Ilnuml l 5 000U S3703501040111)
Block Group 2, Census Tract 104.01, 50,545
Catawba County, North Carolina 3.2%t
(lame rice n-community-surveylblock group-
2-censu s-tract-10401-Catawba-cou nty-
north-Caroi i nalmed ian-household-
i ncomeltota Ilnumll 5000US 3703501040121)
Block Group 3, Census Tract 104,01, 32,985
Catawba County. North Carolina 10.9%
(lamerican-commun4-surveylblock-group41
-
3-censu s-tract-10401-ratawba-oa u n ty-
north-carol i nalmed ian-h ousehold-
I noomeltota Ilnum115000US 3703501040131)

Race Origin
Two White,
Area Total White Black Asian Indian Islander Other or Hispanic Not
More Hispanic
Block Group ' , Census Tract 104.02, 31.173
Catawba County, North Carolina 42.4%
(lamerican-community-surveylblock-group- t
1-census-tract-10402-Catawba-county-
n orth-carol I nalmed ian-h ous ehold-
i ncomeltota Ilnum115000U S 3 703501040211)
Block Group 2, Census Tract 104.02, 37,045
Catawba County. North Carolina 51.4°%
(lamerican-community-surveylblock-group-
2-censu s-tract-10402-catawba-cou nty-
n orth-taro I i nalmedian-househoid-
i ncomeltotallnum115DDGUS3743501040221)
Block Group 1, Census Tract 105,01. 68,750
Catawba County, North Carolina -31.8%
(lamerican-community-surveylblock-group- I&
1-censu s4ract-10501-Catawba-cou nty-
north-tarot i nalmed ian-h ouseh old-
i n com eltotallnu nit 15 000U S3703501050111)
Block Group 2, Census Tract 105,01, 71,765
Catawba County, North Carolina -20.8%
(/amerir n-community-surveylblock-group-
2-Censu s-tract-10501-Catawba-cou nty-
north-carol inalmed ian-h ouse hold-
i n comeltotallnuml1500OUS3 703501050121)
Block Group 3, Census Tract 105,01, 85,812
Catawba County, North Carolina 93.4%
(lamerican-community-surveylblock-group- t
3-census-tract-10601-Catawba-co unty-
north-taro! I nalmed ian-h ouse hoid-
t ncomelteta 11num115000US370350105013/)
Block Group 1, Census Tract 105.02. 138.750
Catawba County, North Carolina 41.6%
(lamedcan-Community-surveylblock-group- t
1-census-tract 10502-Catawba-county-
north-carol inalmed ian-househoid-
i ncomeltota Ilnum115UOOU 53703501050211)
Block Group 2, Census Tract 105.02, 55,781
Catawba County, North Carolina -2.2%4
(lamerican-community-surveylblock group-
2-censu s-tract-10502-Catawba-cou nty-
nort h-Carol i nalmed ian-house hold-
1 ncomeltota Ilnumll 5COOU53703501050221)
Block Group 1, Census Tract 106, Catawba 81,135
County, North Carolina (lamerican- 5C7%
community-s urvey /block-g roup- 1 -census-
tract- 1 06-catawba-cou my -no rth-
carol i nalmed ion-h ousehold-
i ncomeltota Ilnum)15000US3703501060011j

Race Origin
Two White,
Area Total White Black Asian Indian Islander Other or Hispanic Not
More Hispanic
Black Group 2, Census Tract 106, Catawba 52,005
County, North Carolina (lamerican- 41.0%
community-survey/block-group-2-census-
tract- 1 06-calawba-cou n ty-no rth-
carol i nalmed ian-h ous ehold-
i ncomeltota I1num115000U S 3703501060021)
Black Group 3, Census Tract 106, Catawba 38,287
County, North Carolina (lamerican- -e.S%
community-surveylblock--group-3-census41
-
tract-106-catawba-cou n ty-no rth-
cara l i nalmed ian-h ousehold-
i ncom eltutallnum1150 00 US3703501060031)
Block Group 4, Census Tract 106, Catawba 26,104
County, North Carolina (lamerican- 1.8%t
community-s u rvey bblock-grou p-4-census-
tract-106-Catawba -co u my -no rth-
carol i nalmed lan-h ouse h old-
i ncomeltutallnum115000U 53703501060041)
Black Group 1, Census Tract 107, Catawba 30,240
County, North Carolina {lamerican- -14.7%
community-surveylblock-group-1-census-
tract-10 7-Catawba-cou n ty-north-
carol i nalmed ian-house hold-
i ncomeltota Ilnum115000U S 3 7035010 70 011]
Black Group 2, Census Tract 107, Catawba 28,125
County, North Carolina (lamerican--5.6954
community -survey (block-g rou p-2-census-
tract-10 7-Catawba-cou my -no rth-
caroll nalmed ian-h ouse hold -
I ncome/totallnum/ 15000U 53703501070021)
Black Group 3, Census Tract 107, Catawba 43,365
County, North Carolina (lamerican- 89.7%
community-surveylblock-group-3-census- t
tract-10 7-Catawba-cou my -no rth-
carol i nalmed ian-household-
i ncomeltota Ilnumll 5000U S 370350107003/)
Block Group 1, Census Tract 109, Catawba 23,375
County, North Carolina (lamerican- -9.7%4
community-s u rvey (block-grou p- l -census-
tract 109-catawba-county-north-
carol i nalmedian-household-
i ncomeltota Ilnum115000US3703501090011)
Block Group 2, Census Tract 109, Catawba 21,813
County, North Carolina {lamerican- 1&9%
community-surveylblock-group-2-census- }
tract- 1 09-calawba-cou my -north -
carol i nalmed ion-h ousehoid-
I ncomeltota Ilnum)15000US3703501090021}

Race Origin
Two White,
Area Total White Black Asian Indian Islander Other or Hispanic Not
More Hispanic
Stock Group 1, Census Tract 110. Catawba 28,807
County, North Carolina (lamerican- .10.7%
community-surveylhlock-group-1-census-
tract-110-catawba-county-north-
carol i nalmed ian-household-
i ncom eltota Ilnum115 OOOU S3703501100011 )
Block Group 2, Census Tract 110, Catawba 31,742
County. North Carolina (lamerican- 4.9%t
community-su rveylblock-group-2-census-
tract-11 acatawba-county-north-
caral i nalmed ian-h ouse hold-
i n cam eltotallnu m115 000U 53703501100021)
Block Group 1, Census Tract 111.01, 51,250
Catawba County, North Carolina 25.0%
(lamerican-community-surveylblock-group- It
1-cen sus-tract-11101-Catawba-cou nty-
north-carol i nalmed ian-h ouse h old-
incomeltotalln u ml15000 US370 3 50 1110 111)
Block Group 2, Census Tract 111.01, 68.194
Catawba County, North Carotina 32.5%
(lamerican-community-surveylblock-group- t
2-cen sus-tract-11101-Catawba-cou nty-
north-carol inalmed ian-h ouse hold-
inco meltotalln u m115000 US370350111012/)
Block Group 1, Census Tract 111,02, 47,109
Catawba County, North Carolina 1.6%t
(la merica n -community-su rveylblock-grou p-
1-census-tract-11102-catawba-county-
n orth-carol I nalmed ian-h ouse hoid-
inco meltotalln urn/ 15000 US3703601110211)
Block Group 2, Census Tract 111.02, 33,949
Catawba County, North Carolina 5.3%t
(la merica n-community-su rveyl block-grou p-
2-census-tract-11 i 02-Catawba-county-
north-carol i nalmed ian-household-
Incomeltatalln urn/ 15000 US3703501110221)
Block Group 3, Census Tract 111.02, 54,135
Catawba County, North Carolina 31.9%
(lamerican-community-surveylblock group t
3-census-tract-11102-Catawba-cou nty-
nort h-carol i nalmed ian-household-
Incomeltota Iln uml15000 US3703501110231)
Block Group 4, Census Tract 111.02, 70,727
Catawba County, North Carolina 31.2%
(lamerican-community-surveylblock-group- t
4-cen sus-tract-11102-Catawba-cou nty-
north-carol i nalmed ian-h ouse hold-
inco meltotalln uml15000 US3703501110241)

Race Origin
Two White,
Area Total White Black Asian Indian Islander Other or Hispanic Not
More Hispanic
Block Group 1, Census Tract 112. Catawba 37,491
County, North Carolina (lamerican- 43.4%
community-surveylhloek-group-l-census- r
tract-112-catawba-county-no rth-
carol i nalmed ian-household-
i ncom eltota Ilnunn115 000U S3703501120011 )
Block Group 2, Census Tract 112, Catawba 76,551
County, North Carolina (lamerican- 6&2%
community-surveylblock-group-2-census- t
tract-112-catawba-county-no rth-
carol i nalmed ian-house hold -
in com eltvtallnu ml15040U 53703501120021)
Block Group 3, Census Tract 112, Catawba 71,522
County, North Carolina (lamerican- 221.9%
community-surveylblock-group-3-census- t
tract-112-catawba-county-north-
carQl i nalmed ian-h ouse h old-
i n comeltotallnu m115 OOOU S3703501120031)
Block Group 4, Census Tract 112, Catawba 55,889
County, North Carolina (lamerican- 2.0%t
community-su rvey /block-group-4-census-
tract-112-catawba-cou n ty-north-
caroi inalmed ian-h ouse hold-
i ncom eltotallnu m115 00OU 53703501120041]
Block Group 1, Census Tract 113, Catawba 50,789
County, North Carolina (lamerican- 65.0%
community-surveylblock-group-l-census-
tract-113-catawba-cou n ty-no rth-
caroll nalmed ian-h ouse hold -
in com eltotal/nu m115 OOOU S37035011 300 11)
Black Group 2, Census Tract 113, Catawba 4500
County, North Carolina (lamerican- -17.6%
community-surveylblock-group-2-census- #
tract-113-catawba-cou n ty-no rth-
carol i nalmed !an -household -
in com eRota llnu ml15 00OU S370350113 0021)
Block Group 3, Census Tract 113, Catawba 32,350
County, North Carolina (lamerican- 34.5%
community-surveylblock-group-3-census-
tract- 113 catawba-county-north-
carol i nalmed ian-h ouse hold -
in com eltota Ilnu rn/15 000U S3703501130031)
Block Group 1, Census Tract 114.01, 63,472
Catawba County, North Carolina -11.7%
(lamerican-community-surveylblock-group- }
1-ce n so s-tra ct-1 1401 -catawba-cou nty-
north-carol i nalmed ian-household-
inco meltotalln uml15000 U83703501140111)

Race Origin
Two White,
Area Total White Black Asian Indian Islander Other or Hispanic Not
More Hispanic
Block Group 2, Census Tract 114.01, 44.464
Catawba County, North Carolina 21.1%
(lamencan-community-surveylblock-group- t
2-census-tract-11401-Catawba-cou nty-
n orth-carol inalmed ian-h ous ehold-
i n com eltota llnu ml l 5 000U 5370350114 0121)
Block Group 3, Census Tract 114.01, 55,625
Catawba County, North Carolina MR%
(lamerican-community-surveylblock•group-
3-ce n sus-tra ct-11401-catawba-cou nty-
n orth-carpi i nalmedian-household-
i n tom eltotallnu m115 G00U 53703501140131)
Block Group 1, Census Tract 114.02, 63,646
Catawba County, North Carolina 1.1%4t
(la merican -community-su rveylblock-g rou p-
1-census-tract-11402-Catawba-county-
north-carrn i nalmed ian-h ouse h old-
i n comeltotal/nu m115 GOGU S3 70350114 0211)
Black Group 2, Census Tract 114,02. 41.917
Catawba County, North Carolina 7.3%t
(la merica n -community-su rveylblock-g rou p-
2-census-tra ct-11402-Catawba-cou nty-
north-carol inalmed ian-h ouse hold-
i n com eltotal/nu rN15 OOOU 53703501140221)
Block Group 3, Census Tract 114.02, 44,500
Catawba County, North Carolina 1"%
(lamerican-community-surveylblock-group-
3-ce nsu s-tra ct-11402-cataw ba-cou rnty-
north-caroll nalmed ian-h ouse hold -
in com eltotallnu m115 DDOU 53703501140231)
Block Group 1, Census Tract i15.01. 53,386
Catawba County, North Carolina 1A%f
(la menca n-community-su rveyl block-group-
1-cen su s-tract-11501-Catawba-cou nty-
north-taro] i nalmed ian-household-
Incomehotalln um115000 US3703501150111)
Block Group 2, Census Tract 115.01, 63,462
Catawba County. North Carolina 41.7%
(lamerican-community-surveylblock group-
2-ce n sus-tra ct-11501-Catawba-cou nty-
n art h-carol i nalmed ian-h ousehold-
i n cam eltota Ilnu nU15 OOOU 5370350115E 121 )
Block Group 3, Census Tract 115.01, 54,821
Catawba County. North Carolina 0.9%t
(la me rica n-cam munity-surveylblack-gro up-
3-ce n su s-tra ct-11501-Catawba-cou nty-
north-carol i nalmedian-household-
i n comeltotallnum115 000U S3703501150131)

Race Origin
Two White,
Area Total White Black Asian Indian Islander Other or Hispanic Not
More Hispanic
Block Group 1, Census Tract 115.03, 72.019
Catawba County, North Carolina 21.8%
(lamerican-community-surveylblock-group- t
1-ce n su s-tra ct-11503-Catawba-cou nty-
north-carol i nalmed ian-h ous ehold-
i n com eltota I1numl15 000U S3703501150311)
Block Group 2, Census Tract 115.03, 119.423
Catawba County, North Carolina 2&1°%
(lamerican-community-surveylblock-group- t
2 -ce nsus-tra ct-11503-Catawba-cou nty-
n orth-cars l i nalmed ian-househoid-
i n com eltotallnu m115 000U 537035011503W)
Block Group 1, Census Tract 115.04. 79,545
Catawba County, North Carolina 33.0%
(lamerican-community-surveylblock-group- t
1-census-tra ct-11504-Catawba-county-
north-tarn; i nalmed ian-h ouse h old-
i n comeltotallnu ml15 GOGU S37035011 504 11)
Black Group 2, Census Tract 115,04, 63,035
Catawba County, North Carolina 0.2%♦
(la merica n -com munity-su rveylblock-group-
2-census-tra ct-11504-Catawba-cou nty-
north-carol inalmed ian-h ouse hold-
i n com eltotallnu rn115 OOOU S3703501150421)
Block Group 3, Census Tract 115,04, 83,929
Catawba County, North Carolina 23.8%
(lamerican-community-surveylblock-group- t
3-ce nsu s-tra ct-1 1 504-cataw ba-cou nty-
north-carol inalmed ian-h ouse hold -
in cam eltota Ilnurn115D00U 53703501150431)
Block Group 1, Census Tract 116.01, 41,050
Catawba County, North Carolina 7&5%
(la menca n-community-su rveylblock-group-
1-cen su s-tract-11601-Catawba-cou nty-
north-taro: i nalmed ian-household-
lncomehotallnum115000US3703501 A 60111)
Block Group 2, Census Tract 116.01, 35,363
Catawba County. North Carolina 41.3%
(lamerican-community-surveylblock group- 4
2-ce n sus-tra ct-11601-Catawba-cou n ty-
n art h-Carol i nalmed ian-household-
i n com eltota Ilnu nU15 000U S3703501160121)
Block Group 3, Census Tract 116.01, 72,125
Catawba County. North Carolina 20.4%
(lamerican-community-surveyiblack-group- t
3-ce n su s-tra ct-11601-Catawba-cou nty-
n orth-carol i nalmedion-house hold -
in comeltotallnu m115 000U S3 703501160131)

Race Origin
Two White,
Area Total White Black Asian Indian Islander Other or Hispanic Not
More Hispanic
Block Group 1, Census Tract 116,02. 42,778
Catawba County, North Carolina 14.5 %
(lamencan-community-surveylblock-group- ?
1-ce n su s-tra ct-11602-Catawba-cou nty-
north-carol i nalmed ian-h ous ehold-
i n com eltota Ilnu m115 000U S370350116 0211 )
Block Group 2, Census Tract 116.02. 58,811
Catawba County, North Carolina 33.7%
(lamerican-community-surveylblock-group- t
2 -ce nsu s-tra ct-116O2-Catawba-cou nty-
n orth-carol i nalmedian-house hold -
in com eltota Ilnu ml15 QOOU S3703501160221)
Block Group 3, Census Tract 116,02, 51.909
Catawba County, North Carolina -22.6%
(lamerican-community-surveylblock-group- i
3-ce nsu s-tra ct-11602-Catawba-cou nty-
north-carol i nalmed ian-h ouseh old-
i n cam eltotallnu m115 0O0U S3703501160231)
Black Group 4, Census Tract 116.02. 43,384
Catawba County, North Carolina .22.1%
(lameriran-community-surveylblock-group- f
4-ce nsus-tra ct-11602-Catawba-cou nty-
north-carol inalmed ian-h ouse hold-
i n com ellotaVnu rN15 OOOU S3703501160241)
Block Group 1, Census Tract 117.01, 58,917
Catawba County, North Carolina 94.9%
(lamerican-community-surveylblock-group-
1-ce n su s-tra ct-11701-cataw ba -cou n ty-
north-carol inalmed ian-h ouse hold-
inco meltotal/n um115000 US3703501170111)
B Block Group 2, Census Tract 117.01, 92,321
Catawba County, North Carolina 68.1%
(la merica n-community-surveylblock-grou p-
2-cen su s-tract-11701-Catawba-cou nty-
north-carol i nalmed ian-household-
i n com eltota Ilnurnl l 5 0O0U S3703501170121)
Block Group 3, Census Tract 117.01, 44,750
Catawba County, North Carolina 1.1%T
(la me rica n-com murnity-su rveyl block-g ro u p-
3-ce n sus-tra ct-117 01-Catawba-cou n ty-
n orth-carol i nalmed ian-household-
i n com eltota Ilnu m115 OOOU S3703501170131)
Block Group 1, Census Tract 117.02, 68,083
Catawba County, North Carolina 59.4%
(la me dca n-com munity-su rveylblack-g routIt
-
1-ce n su s-tract-11702-Catawba-cou nty-
north-carol i nalmedion-h ousehold-
i ncomeltotallnumll 5 000U S37035011 702 11)

Race Origin
Two White,
Area Total White Black Asian Indian Islander Other or Hispanic Not
More Hispanic
C Block Group 2, Census Tract 117.02. 68.268
Catawba County, North Carolina 34.3%
(lamencan-community-surveylblock-group- t
2-ce n su s-tra ct-11702-Catawba-cou nty-
north-carol i nalmed ian-h ous ehold-
i n cam eltota Ilnu ml15 OQOU S3703501170221)
Block Group 3, Census Tract 117.02, 75,385
Catawba County, North Carolina 26.9%
(lamerican-community-surveylblock-group-
3-ce nsus-tra ct-11702-Catawba-tau nty-
n orth-care i i nalmed ian-house hoid-
i n com eltotallnu m115 OOOU 5370350117 0231)
Block Group 4, Census Tract 117,02, 52.399
Catawba County, North Carolina 7.3%,t
(la merican -cam munity-su rveyl block-g rou p-
4-ce nsu s-tra ct-11702-Catawba-cou nty-
north-taro; i nalmed ian-h ouse h old-
i n cam eltotallnu m715 000U S3703501170241)
Black Group 5, Census Tract 117.02. 80,691
Catawba County, North Carolina 31.0%
(lamerican-community-surveylblock-group-
5-census-tra ct-117 02-Catawba-cou nty-
north-carol inalmed ian-h ouse hold -
in cam eltotaVnu m115 OOOU S 370350117 0251)
Block Group 1, Census Tract 118.01, 63,750
Catawba County, North Carolina 45.3%
(lamerican-community-surveylblock-group- t
I -ce nsu s-tra ct-1 180 1 -cataw ba-cou n ty-
north-taro! inalmed ian-h ouse hold-
nnro meltotalln urn/ 15000 US370350 1180111)
131ock Group 2, Census Tract 118.01, 75.889
Catawba County, North Carolina -48.1%
(lamerican-community-surveylblock-group- i
2-cen su s-tract-11801-Catawba-cou nty-
north-carol i nalmed ian-household-
i n com eltota Ilnu m115 000U 5370350118 0121)
Block Group 3, Census Tract 118.01, 55.348
Catawba County, North Carolina 0.3%t
(lamerican-community-surveylblock group-
3-ce nsus--tra ct-11801-Catawba-cou n ty-
n art h-caroi i nalmed ian-household-
in corn eltota Ilnu rn115 OOOU S3703501180131)
Block Group 1, Census Tract 118.02, 42,721
Catawba County, North Carolina -28.4%
(la me rica n-com munity-surveyiblack-g roup-
1-ce n su s-tra ct-11802-catawba-cou nty-
n orth-caroi i nalmedion-household-
i n comeltotallnum115 000U S37035011 802 11)

0
Race Origin
Two White,
Area
Total White Black Asian Indian Islander Other or Hispanic Not
More Hispanic
Block Group 2, Census Tract 118.02,
43,971
Catawba County, North Carolina
-10.8%
(lamencan-community-sur reylblock-group-
i
2-ce nsu s-tract-11802-Catawba-cou nty-
n orth-carol i nalmed ian-h ous ehoid-
in cam eltota Ilnu rn115 000U S37 035011 80221)
Block Croup 3, Census Tract 118.02,
44,891
Catawba County, North Carolina
-2.0%4
(lamerica n-cam munity-su rveylblock-g ro u p-
3-censu s-tra ct-11802-catawba-cou n ty-
north-carol i nalmed ian-h ousehold-
i ncom eltotal/nu rN 15 000U S3703501180231)
Block Group 4, Census Tract 118.02.
42,458
Catawba County, North Carolina
10.3%
(lamerican-community-surveylblock-group-
?
4-ce nsus-tra ct-11802-Catawba -cc u nty-
north-carol Inalmed ian-h ouse hold-
i n corneltotallnunill 5 000U 53703501180241)
source- U-3 Census Bureau
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101.1 FY 2019 MEDIAN FAMILY INCOME
F-- LI.SER DOCUMENTATION SYSTEM
HUD.gov HUD User Home Data Sets Fair Market Rents Section 8 Income Limits MTSP Income Limits HUD LIHTC
Database
Median Family Income Calculation Methodology
Estimates of median family income for metropolitan and non -metropolitan
areas are developed as follows:
All information presented here applies to the Hickory -Lenoir -Morganton, NC MSA which
Catawba County is a part of.
1. A special tabulation of Median Family Income (MFI) estimates from the 2012-2016 5-
year ACS was prepared by the U.S. Census Bureau and used by HUD as the basis for
calculating HUD's FY2019 MFIs. Estimates of MFI from this tabulation are used if they
are determined to be statistically reliable. For FY2019, the test for reliability is whether
the margin of error for the estimate is less than 50% of the estimate itself and whether
the ACS estimate is based on at least 100 survey cases.
Note: HUD began using the count indicator in assessing statistical reliability beginning
with the FY 2019 Fair Market Rent estimates. HUD does not receive the exact number of
survey cases in this special tabulation, but rather a categorical variable known as the
count indicator, indicating a range of cases. An estimate based on at least 100 cases
corresponds to a count indicator of 4 or higher.
If an area does not have a reliable 2012-2016 5-year estimate, HUD checks whether the
area has had minimally reliable estimates in any of the past 3 years (a minimally reliable
estimate is an estimate where the margin of error for the estimate is less than 50% of
the estimate itself). If so, the FY2019 MFI is the average of the inflated ACS estimates.
In order to use as much local data as possible, HUD averages the minimally reliable
estimates from the last three 5-year ACS estimates.
If an area has not had a minimally reliable estimate in the past 3 years, the estimate
from the next larger encompassing geography is used. For example, sub -areas of
metropolitan areas would be assigned the MFI estimate of the entire metropolitan area
and for non -metropolitan counties, the estimate from all non-metrpolitan potions of the
State (state non -metropolitan).

2. If there is a statistically reliable 2016 1-year ACS estimate of median family income
available, HUD replaces the 5-year data with the 1-year data. For FY2019, the special
tabulation of 2016 1-year ACS MFI estimates provided to HUD by the U.S. Census
Bureau for the Hickory -Lenoir -Morganton, NC MSA was statistically reliable.
3. Once the appropriate 2016 ACS data has been selected, an inflation factor based on the
CBO projection of the national C.P.T. for FY2019 is calculated to inflate the estimate from
2016 to April, 2019 (or mid FY2019). Note: The CPI projection used in this calculation is
from the CBO's January 2017 release of it's 10-Year Economic Projections.
MFI Step by Step Calculation
1. The following are the 2016 American Community Survey 5-year median income estimate,
margin of error, and sample size category for Hickory -Lenoir -Morganton, NC MSA:
ACS2016 ACS2016
Area 5-Year 5-Year Ratio Sample Size Result
Median Margin of Category
Income Error
$1,075 / 0.02 >_ .5
Hickory -Lenoir- and 6.0 >= 4
Morganton, NC $52,705 $1,075 $52,705 6
MSA Reliable
0.02
Estimate
2. Since there is a 1-year 2016 ACS estimate available, the margin of error of the estimate and
the sample size category are checked for reliability:
ACS2016
ACS2016
Area
1-Year
1-Year
Ratio
Sample Size Result
Median
Margin of
Category
Income
Error
0.035 <_ .5
and 6.0>=4
$1,797 /
Hickory -Lenoir-
$51,881
Use
Morganton, NC
$51,881
$1,797
—
6
ACS2016 1-
MSA
0.035
Year
Median
Income
3. The calculation of the CPI Inflation Factor is as follows:
FY2019 2016 Annual CPI Inflation
Area
CPI CPI Factor

Hickory -Lenoir -Morganton, NC (255.1 / 240.007)
255.1 240.007 =
MSA
1.06289
4. The FY 2019 median family income is estimated as follows:
ACS20161-Year CPI Inflation FY 2019
Area Area MFI
Estimate Factor
Estimate
($51,881
Hickory -Lenoir- 1.06289)
Morganton, NC MSA $51,881 1.06289
$55,144
5. In keeping with HUD policy, the median family income estimate is rounded to the nearest
$100:
Unrounded Rounded
Area FY 2019 MFI FY 2019 MFI
Estimate Estimate
Hickory -Lenoir -Morganton, NC
$55,144 $55,100
MSA
NOTE: Due to differences in the computing platforms used to generate the official FY 2019 MFI estimates, and this web
system, the calculated value shown may differ slightly from the official published value because of rounding.
Press below to select a different state:
Select a new state
Or select a FY 2019 HUD Metropolitan FMR Area's
Median Family Income:
Hickory -Lenoir -Morganton, NC MSA
Select Area
Update URL for bookmarking or E-mailing
Technical Problems or questions? Contact Us.

BOYD FARM DATA CENTER (CLT10) PERMIT APPLICATION NARRATIVE
APPPN DIX
MITIGATION

ROY COOPER
Governor
ELIZABETH S. BISER
Secretary
MARC RECKTENWALD
Director
Claire Wolanski
Microsoft Corporation
One Microsoft Way
Redmond, WA 98052
Project: Boyd Farm Data Center (CLT 10)
NORTH CAROLINA
Environmental Quality
May 3, 2023
Expiration of Acceptance: 11/3/2023
County: Catawba
The purpose of this letter is to notify you that the NCDEQ Division of Mitigation Services (DMS) is willing to
accept payment for compensatory mitigation for impacts associated with the above referenced project as
indicated in the table below. Please note that this decision does not assure that participation in the DMS in -
lieu fee mitigation program will be approved by the permit issuing agencies as mitigation for project impacts.
It is the responsibility of the applicant to contact permitting agencies to determine if payment to the DMS will
be approved. You must also comply with all other state, federal or local government permits, regulations or
authorizations associated with the proposed activity including G.S. § 143-214.11.
This acceptance is valid for six months from the date of this letter and is not transferable. If we have not
received a copy of the issued 404 Permit/401 Certification within this time frame, this acceptance will
expire. It is the applicant's responsibility to send copies of the permits to DMS. Once DMS receives a copy
of the permit(s) an invoice will be issued based on the required mitigation in that permit and payment must
be made prior to conducting the authorized work. The amount of the in -lieu fee to be paid by an applicant is
calculated based upon the Fee Schedule and policies listed on the DMS website.
Based on the information supplied by you in your request to use the DMS, the impacts for which you are
requesting compensatory mitigation credit are summarized in the following table. The amount of mitigation
required and assigned to DMS for this impact is determined by permitting agencies and may exceed the
impact amounts shown below.
River Basin
Impact Location
(8-di it HLIC)
Impact Type
Impact Quantity
Catawba
03050102
Warm Stream
604
Upon receipt of payment, DMS will take responsibility for providing the compensatory mitigation. The
mitigation will be performed in accordance with the In -Lieu Fee Program instrument dated July 28, 2010.
Thank you for your interest in the DMS in -lieu fee mitigation program. If you have any questions or need
additional information, please contact [e-mail].
Sincerely,
At�d"�
FOR James. B Stanfill
Deputy Director
cc: Amber Coleman, agent
North Caraltna Department of Environmental Quality I Division of Mitigation Services �Aw
217 West Jones Street l 1652 Mail Service Center I Raleigh. North Carolina 27699-1652
oeoaiunen�mEmsrommeri n 919,707.8976