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MWATER MANAGEMENT DESIGN REPORT
BOBBY N. SETZER
T
ATE FISH HATCHERY RENOVATION
1401 FISH HATCHERY RD
BREVARD, NORTH CAROLINA
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MWATER MANAGEMENT DESIGN REPORT
BOBBY N. SETZER
TATE FISH HATCHERY RENOVATION
1401 FISH HATCHERY RD
BREVARD, NORTH CAROLINA
Ben Cathey, PE
NC Professional Engineer No. 049336
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December 4, 2023
REVISED March 2024
McGILL PROJECT NO. 19.00124
Stormwater Permit No. SW1231201

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Table of Contents
PROJECTDESCRIPTION........................................................................................................................2
SITEDESCRIPTION ................................................................................................................................2
BASISOF DESIGN...................................................................................................................................2
ProjectDensity...................................................................................................................................2
Stormwater Conveyance....................................................................................................................3
StormwaterQuality ............................................................................................................................3
METHODOLOGY......................................................................................................................................3
Timeof Concentration........................................................................................................................3
HydrologicMethodology ....................................................................................................................3
SiteSoils and Cover Type .................................................................................................................3
DESIGNSUMMARY.................................................................................................................................4
Stormwater Conveyance....................................................................................................................4
Stormwater Quality—Stormwater Wetland........................................................................................4
PermanentDitches ............................................................................................................................5
Rip Rap Outlet Protection/Aprons......................................................................................................5
LIST OF APPENDICES
A) SCM Drainage Areas Map
B) Stormwater Pipe Drainage Areas Map
C) Ditch Drainage Areas Map
D) Stormwater Pipe Calculations
E) Stormwater Wetland Calculations
a. Stormwater Wetland Calculations
b. HydroCAD Model: 1-inch, 25-year, 50-year, and 100-year storms
c. NRCS Runoff Volume Calculations
d. HydroCAD Model: Pre vs Post 1-year storm
e. Treatment Areas vs Untreated Areas
F) Ditch Calculations
G) NOAA Atlas 14 — Precipitation Depth
H) NOAA Atlas 14 — Precipitation Intensity
1) NRCS Web Soil Survey Report
J) Report of Geotechnical Exploration
K) Special Use Permit
L) Outlet Protection Calculations
MCG ILL ASSOCIATES 55 BROAD STREET, ASHEVILLE, NC 28801/828.252.0575/MCGILLASSOCI ATE S.COM
1

Stormwater Management Narrative
Bobby N. Setzer State Fish Hatchery Renovation
March 2024
PROJECT DESCRIPTION
The Bobby N. Setzer State Fish Hatchery Renovation project consists of production and broodstock
raceways, each with a cover structure, hatchery building, intake improvements, public restroom, and
fish effluent waste treatment. The proposed improvements to the hatchery have the desired goal of
replacing the dated and failing infrastructure, while improving operational efficiency and healthy yield of
the fish.
The runoff from the buildings and associated impervious areas will drain through stormwater networks
and discharge to either a constructed wetland on-site, which outlets to Cedar Rock Creek (commonly
known as Grogan Creek) or directly into the Davidson River just north of the project site.
SITE DESCRIPTION
The Bobby N. Setzer State Fish Hatchery is located in Pisgah National Forest on USDA Forest Service
land and is maintained and operated by the North Carolina Wildlife Resources Commission (NCWRC).
WRC has a Special Use Permit to operate the facility and is renewing it as part of this project.
The project site is located at 1401 Fish Hatchery Road, Brevard NC 28712. The total area of the
property is +/-41.2 acres with +/- 16.5 acres to be disturbed during construction activities. The site is in
the French Broad River Basin and does not reside in an area subject to Riparian Buffer requirements.
The site primarily drains from west to east and there are no existing wetlands on-site.
The impervious areas currently on-site consist of buildings and asphalt pavement. The remaining
pervious area is grass and considered to be in good condition. The soils on-site are a mix of A and B
soils. Most of the A-rated soils are covered up by impervious area, therefore, we assumed B soils in our
model. The project site is bordered by the Davidson River to the north and Cedar Rock Creek
(commonly known as Grogan Creek) to the south, with small tributaries in between. Both streams are
classified as trout and high-quality waters.
BASIS OF DESIGN
Project Density
According to the North Carolina Code of Ordinances, the maximum percent built-upon area for a
low-density project is 12%. Given solely this information, the proposed project would be classified
as a low-density project. However, after discussion with a state stormwater regulator, we will be
following high-density project requirements since stormwater flow will be concentrated into
proposed conveyance systems. See the table below for the proposed built-upon area and project
density calculations. The proposed project introduces 1.88 acres of new impervious area.
Project Density Calculation
Total Property Area 41.17 ac
Existing Built-Upon Area 6.84 ac
Proposed Condition Built-Upon Area 8.72 ac
Project Density 5.47% %
MCG ILL ASSOCIATES 55 BROAD STREET,ASHEVILLE, NC 28801/828.252.0575/MCGILLASSOCI ATE S.COM
2

Stormwater Management Narrative
Bobby N. Setzer State Fish Hatchery Renovation
March 2024
Stormwater Conveyance
The stormwater networks were designed using the 25-year/5-minute storm intensity with Rational
Method and open channel capacities. See the stormwater pipe calculations in Appendix C for
capacity calculations.
Stormwater Quality
The stormwater control measures have been designed to meet North Carolina requirements by
treating the runoff from the 1" storm for at least the net added impervious area from the project. The
1" design volume was calculated using Discrete NRCS Method for the entire area draining to the
stormwater control measure. Per the NCDEQ Erosion Control Manual, stormwater outlet measures
are required to pass the 10-year/24-hr storm without causing erosion.
METHODOLOGY
Time of Concentration
Time of concentration (ToC) was calculated for the stormwater management models using the
NRCS TR-55 method. Calculated ToC for the stormwater networks were found to be less than 5
minutes. Therefore, an assumed 5-minute minimum ToC was used for all storm drainage pipe
calculations.
Hydrologic Methodoloc
NRCS TR-20 Method of stormwater analysis was used to model the pre- and post-developed
drainage areas and size stormwater management via HydroCAD. NOAA Atlas 14 Precipitation
Depth Table for the site was used for this method.
Rational Method of stormwater analysis was used to size storm pipes and inlets. NOAA Atlas 14
Precipitation Intensity Table for the site was used for this method.
Site Soils and Cover Type
The NRCS Web Soil Survey Map with Hydrologic Classification Groups was used to assign the
appropriate curve numbers based on the existing soil types and ground covers present on site. The
soils on-site are a mix of A and B soils. Most of the A-rated soils are covered up by impervious
area, therefore, we assumed B soils in our model. The same ground cover curve number
assumptions were made for both the pre- and post-developed site. The curve number for the
impervious areas was assumed to be 98 and the rest of the pervious area was good grass cover
(CN of 61). Composite curve numbers have been calculated for the pervious and impervious areas
separately for the drainage area identified based on the uses defined above and delineated within
each drainage area.
MCG ILL ASSOCIATES 55 BROAD STREET,ASHEVILLE, NC 28801/828.252.0575/MCGILLASSOCI ATE S.COM
3

Stormwater Management Narrative
Bobby N. Setzer State Fish Hatchery Renovation
March 2024
DESIGN SUMMARY
The project site consists of three existing stormwater conveyance systems, two of which discharge to
the Davidson River just north of the project site, and one that discharges into Cedar Rock Creek
(commonly known as Grogan Creek) to the south. The system that flows to Grogan Creek first goes to
an existing stormwater pond that is no longer maintained; the pipe discharge of the pond has not been
found. The remainder of the site that is not captured by existing stormwater conveyance measures
sheet flow towards both Davidson River and Grogan Creek.
The flow patterns of the stormwater conveyance systems will be relatively similar between existing and
proposed conditions. The post development conveyance systems will continue to discharge to nearly
the same analysis points as in the existing condition.
Stormwater Conveyance
The site contains multiple stormwater networks that convey stormwater either into the Davidson
River or the proposed wetland. These stormwater networks capture runoff from the impervious
areas from the building structures and the associated roads and parking areas. The stormwater
networks have been designed to convey the 25-year storm. See the stormwater pipe drainage
areas map and calculations in Appendix B and D for additional information.
The existing conditions of the outfalls today have not caused erosion problems in the stream and
our proposed improvements have lowered discharge velocities due to our increased pipe size with
only minimal impervious area increases. To increase the factor of safety with our plan, we have
added an impact curb to both HW A and HW C to further reduce the velocity. Appendix L shows
the velocity calculations with the curb added for each outfall and those are 2.75 ft/s for HW A and
2.92 ft/s for HW C. A typical stable streambed velocity for the observed characteristics of the
Davidson at our outfalls is 5 ft/sec and the flow rate observed during a normal flow depth was 3
ft/sec. Based upon this data, the receiving streambed will be stable at the outfalls A and C.
Stormwater Quality—Stormwater Wetland
The stormwater wetland was dimensioned and designed using both the NCDEQ Stormwater
Design Manual Section C-4 and the Stormwater Wetland Calculations spreadsheet provided in
Appendix E. The wetland's temporary pool volume has been sized based off the 1" design volume
as calculated in the Discrete NRCS Method in Appendix E. The emergency overflow is activated
after the 50-year storm event. Note that where the NCDEQ Stormwater Design Manual Section C-4
guidelines differ from the NCDEQ Wet Detention Basin Supplement guidelines, the Design Manual
was used. A summary of all Minimum Design Criteria (MDC) for Stormwater Wetlands are provided
in the table below:
MCG ILL ASSOCIATES 55 BROAD STREET,ASHEVILLE, NC 28801/828.252.0575/MCGILLASSOCI ATE S.COM
4

Stormwater Management Narrative
Bobby N. Setzer State Fish Hatchery Renovation
March 2024
MDC MDC Description Notes
Number
1 Temporary Ponding Depth See Wetland Calculation
2 Peak Attenuation Depth Additional Volume Provided
3 Surface Area See Wetland Calculation
4 Soil Amendments See Sheet C-140
5 Location of Inlets and Outlet Inlet and Outlet at opposite ends
6 Forebay See Wetland Calculation
7 Non-Forebay Deep Pools See Wetland Calculation
8 Shallow Water Zone See Wetland Calculation
9 Temporary Inundation Zone See Wetland Calculation
10 Drawdown Time See Wetland Calculation
11 Protection of the Receiving Stream See Wetland Calculation
12 Landscaping Plan See Sheet L-103
13 Shallow Water Plantings See Sheet L-103
14 Temporary Inundation Zone Plantings See Sheet L-103
15 Dam Structure and Perimeter Slopes See Sheet C-140
16 No Cattails See Sheet C-140
17 Trash Rack See Sheet C-140
According to wetland MDC 6, the forebay is best colonized by plants. In order to accommodate this
and to ease maintenance of the forebay, no rip-rap outlet protection was provided in the forebay.
Appendix L demonstrates that the velocity of the submerged influent storm water is greatly reduced
within the forebay and will not cause erosion. Rip-rap outlet protection is provided for the
stormwater wetland discharge into Grogan Creek.
The wetlands captures and treats just over 3 acres of impervious area, both proposed and existing.
This far exceeds the amount of impervious area introduced as part of this project. During the 1-yr,
24-hour storm, the proposed discharge from the stormwater wetland is less than the existing
conditions; minimizing hydrologic impacts to the receiving channel.
Permanent Ditches
Permanent ditches were dimensioned and designed with NCDEQ Erosion and Sediment Control
Planning and Design Manual Section 6.21. The ditches were designed for the 25-year storm. The
flows and velocities utilized for sizing were sourced from both the stormwater network calculations
and Hydraflow Civi13D extension.
Rip Rap Outlet Protection/Aprons
Rip rap outlet protection/aprons were dimensioned and designed with NCDEQ Erosion and
Sediment Control Planning and Design Manual Section 6.41 and Appendix Section 8.06. The outlet
protection was designed using the 10-year/24-hour peak runoff. The flows and velocities utilized for
sizing were sourced from both the stormwater network calculations, Hydraflow Civi13D extension,
and HydroCAD model.
MCG ILL ASSOCIATES 55 BROAD STREET,ASHEVILLE, NC 28801/828.252.0575/MCGILLASSOCI ATE S.COM
5

Appendix A —
SCM Drainage Areas Map

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Appendix B —
Stormwater Pipe Drainage Areas Map

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Appendix C —
Ditch Drainage Areas Map

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Appendix D —
Stormwater Pipe Calculations

STORM DRAIN PIPES
Pipe Characteristics Rational Method Calculation Q=CiA Manning's and Inlet Control Values for 25-YR Design Outcomes
Upstream Weighted 25-YR Rainfall 10-YR Rainfall Headwater HDS-5 Manning's Inlet Control Pipe Size
Upstream Downstream Length Drainage Area Drainage Incremental Total(CFS) Incremental Total(CFS) Roughness Controlling
Pipe ID Structure ID Structure ID Structure (FT) Inv.In Inv.Out Diameter(IN) (SF) Area (AC) Runoff Intensity Intensity (CFS)25-YR 25-YR (CFS)10-YR 10-YR Pipe ID Pipe Material Coef.(n) Pipe Slope Available Inlet Capacity Capacity Adequacy Factor
Rim Coef. C IN/HR IN/HR F Ref.No. CFS CFS Comment
Al CB-Al CB-A2 2356.80 93.5 2353.81 2351.94 15 9349 021 0.31 9.19 N/A 0.62 0.62 N/A N/A Al HDPE 0.012 2.00% 2.99 1 9.90 9.05 OK Inlet
A2 CB-A2 CB-A3 2354.50 62.9 2351.84 2351.53 15 2690 0.06 0.30 9.19 N/A 0.17 0.79 N/A N/A A2 HDPE 0.012 0.49% 2.66 1 4.91 8.31 OK Manning's
A3 CB-A3 CB-A4 2355.00 146.8 2351.43 2350.64 15 12191 028 0.92 9.19 N/A 2.36 3.15 N/A N/A A3 HDPE 0.012 0.54% 3.57 1 5.13 10.17 OK Manning's
A4 CB-A4 JB-A5 2354.35 73.6 1 2350.54 234920 1 18 38656 0.89 0.88 1 9.19 N/A 7.18 10.33 N/A N/A A4 I HDPE 0.012 1.83% 3.81 1 1 15.38 14.87 OK I Inlet
A5 JB-A5 JB-A6 2356.83 67.1 2349.10 2348.61 24 0 0.00 0.00 9.19 N/A 0.00 14.16 N/A N/A A5 HDPE 0.012 0.72% 7.73 1 2084. 39.84 OK Manning's
A6 JB-A6 HW-A 2354.66 127.7 2348.61 2347.75 24 0 0.00 0.00 9.19 N/A 0.00 14.16 N/A N/A A6 HDPE 0.012 0.67% 6.05 1 20.11 3420 OK Manning's
B1 CB-B1 JB-B2 2357.21 38.2 2352.23 2351.85 15 43751 1.00 0.41 9.19 N/A 3.83 3.83 WA N/A B1 HDPE 0.012 0.99% 4.98 1 6.98 12.53 OK Manning's
B2 JB-B2 JB-A5 2357.28 105 2351.75 2350.70 15 0 0.00 0.00 9.19 N/A 0.00 3.83 N/A N/A B2 HDPE 0.012 1.00% 5.53 1 7.00 13.33 OK Manning's
C1 CB-101 JB-C2 2352.93 238.5 2348.37 2344.58 15 1568 0.04 0.74 9.19 N/A 024 0.24 N/A N/A C1 HDPE 0.012 1.59% 1 4.56 1 8.82 11.88 OK Manning's
C2 JB-C2 CB-C3 2350.50 238.5 2344.48 2341.18 15 17193 0.39 0.95 9.19 N/A 3.45 3.69 N/A N/A C2 HDPE 0.012 1.38% 6.02 1 8.23 14.02 OK Manning's
C3 CB-C3 CB-C4 2348.39 238.5 2341.08 2338.58 18 26755 0.61 0.80 9.19 N/A 4.52 8.21 N/A N/A C3 RCP 0.013 1.05% 7.31 1 10.75 2226 OK I Manning's
C4 CB-C4 CB-05 234425 351.4 2338.48 2336.51 24 20461 0.47 0.78 9.19 N/A 3.37 11.57 N/A N/A C4 RCP 0.013 0.56% 5.77 1 16.94 33.17 OK I Manning's
C5 CB-05 HW-C 2339.76 79.2 2336.41 2335.01 24 32297 0.74 1 0.86 9.19 N/A 5.86 17.44 N/A N/A C5 RCP 0.013 1.77% 3.35 1 30.08 22.42 OK Inlet
D1 JB-D1 JB-D2 2351.36 238.5 2344.74 2341.18 18 15031 0.35 0.95 9.19 8.05 3.01 3.01 2.64 2.64 D1 HDPE 0.012 1.49% 6.62 1 13.90 21.01 OK Manning's
D2 JB-D2 JB-D3 2347.69 238.5 2341.08 2337.51 24 14982 0.34 0.95 9.19 8.05 3.00 6.02 1 2.63 527 D2 HDPE 0.012 1.50% 6.61 1 29.98 3620 OK Manning's
D3 JB-D3 JB-D4 2344.05 77.4 2337.41 2336.52 24 15094 0.35 0.95 9.19 8.05 3.03 9.04 2.65 7.92 D3 HDPE 0.012 1.15% 6.64 1 2628 3629 OK Manning's
D4 JB-D4 JB-D5 2343.47 245.6 2336.42 2333.84 24 0.00 0.00 9.19 8.05 0.00 9.04 0.00 7.92 D4 HDPE 0.012 1.05% 7.05 1 25.12 37.66 OK Manning's
D4(B) CB-D4(B) JB-D4 2343.51 6.8 2340.00 233921 15 2238 0.05 0.45 9.19 8.05 0.21 9.25 0.18 8.10 D4(B) HDPE 0.012 11.62% 3.51 1 23.85 10.19 OK Inlet
D5 JB-D5 CB-D6 2339.79 7.7 2333.74 2333.70 24 0 0.00 0.00 9.19 8.05 0.00 9.25 0.00 8.10 D5 HDPE 0.012 0.52% 6.05 1 17.66 34.19 OK I Manning's
D6 CB-D6 JB-D7 2339.37 20.6 2333.60 2333.50 24 36697 0.84 0.74 9.19 8.05 5.70 14.95 4.99 13.10 D6 HDPE 0.012 0.49% 5.77 1 17.08 33.16 OK Manning's
D7 JB-D7 JB-D8 2340.45 106.6 2333.40 2332.87 24 0 0.00 0.00 9.19 8.05 0.00 14.95 0.00 13.10 D7 HDPE 0.012 0.50% 7.05 1 1728 37.65 OK Manning's
D8 JB-D8 CB-D9 2340.92 26 2332.77 2332.64 24 0 0.00 0.00 9.19 8.05 0.00 14.95 0.00 13.10 D8 HDPE 0.012 0.50% 8.15 1 17.33 41.11 OK Manning's
D9 CB-D9 JB-D10 2339.54 562 2332.54 233226 24 7767 0.18 0.57 9.19 8.05 0.93 15.89 0.82 13.92 D9 HDPE 0.012 0.50% 7.00 1 17.30 37.48 OK Manning's
D10 JB-D10 JB-D11 2339.79 59.8 2332.16 2331.86 24 0 0.00 0.00 9.19 8.05 0.00 15.89 0.00 13.92 D10 HDPE 0.012 0.50% 7.63 1 17.36 39.51 OK Manning's
D11(B) CB-D11(B) JB-D11 2338.76 16.6 2335.82 2335.45 15 12345 028 0.51 9.19 8.05 1.33 1.33 1.16 1.16 D11(B) HDPE 0.012 223% 2.94 1 10.45 8.95 OK Inlet
D11 JB-D11 JB-D12 2339.75 1092 2331.76 233120 24 0 0.00 0.00 9.19 8.05 0.00 17.21 0.00 15.08 D11 HDPE 0.012 0.51% 7.99 1 17.55 40.62 OK Manning's
D12(B) CI-D12(B) JB-D12 2337.80 178.4 2334.77 2332.99 15 12573 029 0.95 9.19 8.05 2.52 2.52 221 2.21 D12(B) HDPE 0.012 1.00% 3.03 1 6.99 9.12 1 OK Manning's
D12 JB-D12 CI-D13 2337.65 163.4 233120 2330.00 24 0 0.00 0.00 9.19 8.05 0.00 19.73 0.00 1728 D12 HDPE 0.012 0.73% 6.45 1 21.00 35.62 OK Manning's
D13 CI-D13 FES-D 1 2335.61 23.9 2330.00 2329.67 24 37957 0.87 0.95 9.19 8.05 7.61 27.34 6.66 23.95 D13 HDPE 0.012 1.38% 5.61 1 28.80 32.59 OK Manning's
WP Outlet WP Box HW 2336.00 86.9 2332.00 2331.50 (2)24 See HydroCAD Reports N/A N/A WP Outlet RCP 0.013 0.58% 4.00 1 #VALUEI #VALUEI #VALUEI #VALUEI
Notes:
1. Inlet control capacities are calculated using Equation 28 located in the Federal Highway Administration publication HDS-5-Hydraulic Design of Highway Culverts
2.Calculations do not take into account reduced flow on account of oversized pipe and outlet control structure-
3-Assumed flow of existing storm pipes crossing under US H WY-64 were determined by full pipe capacity at their as-built slope&depth-
4-See plan sheets for Temporary Stream Crossing details-
5- HDS-5 Inlet Reference Numbers are as follows-
1 RCP,Square edge w/headwall
2 RCP,Groove w/headwall
3 RCP,Groove End Projecting
4 CMP,Headwall
5 CMP,Mitered to Slope
6 CMP,Projecting
7 Circular,Beveled Ring,45o Bevel
8 Circular,Beveled Ring,37o Bevel
P:\2019\19.00124-NC WRC-Bobby N Setzer State Fish H atche\Design\Calcs\Civil\Stormwater\19.00124-Pipe Calcs

Appendix E —
Stormwater Wetland Calculations

id
me 1
Stormwater Wetland Calculations Project Description: Selzer
(Procedure and Calculations taken from NCDEQ Stormwater BMP Manual,11/20/2020 Revision) Project Number: 19.00124
Date: 11/21/2023
Calculated By: N Sawyer
Step 1:Calculate Design Volume
Step 2:Determine Minimum Surface Area at Maximum Ponding Depth
Step 3:Verify Actual Pond Sizing and Determine Wetland Area Requirements
User Input Cells
Calculated Cells
Step 1:Solve for Design Volume
Minimum Volume Required(cf): 8,868 cf(Discrete NRCS Method)(Separate Calculation)
Step 2:Determine Minimum Surface Area at Maximum Ponding Depth(Temporary Pool)
Minimum Design Volume(cf): 8,868 cf
Maximum Ponding Depth(in): 15 in MDC 1-Maximum Ponding Depth=15"
Minimum Average Surface Area(sf): sf MDC 3-Minimum Surface Area
Step 3:Verify Actual Pond Sizing and Determine Wetland Area Requirements
Permanent Pool Elevation: 2,333.00 Permanent Pool Surface Area(sf):l 6,380.49
Temporary Pool Elevation: 2,334.251 Temporary Pool Surface Area(sf):l 10,203.35
Maximum Ponding Depth:-in OK Calculated Treatment Volume(cf): OK
Minimum Area(sf) Maximum Area(sf) Area Provided(sf)
Forebay Requirement(sf): 1,531 1,182.86 MDC 6-10 to 15% OK
Deep Pool Requirement(sf): 510 1,531 829.70 MDC 7-5 to 15% OK
Shallow Water Zone(sf): 3,571 4,5921 4,367.93 MDC 8-35 to 45% OK
Temporary Inundation Zone(sf): 3,061 ,592 3,822.86 MDC 9-30 to 45% OK
Drawdown Time(hours): 66 OK MDC 10-Drawdown between two and five days (Separate Calculation)

150 Ib/cf concrete
62.4 Ib/cf water
Buoyancy Calculations
basin id riser area(ft^2) height(ft) volume(ft^3) weight of water displaced(lbs) volume of concrete required(ft^3) anti-floatation dimension volume provided(ft^3) Factor of safety
1 48"x 72"Concrete Box 40 5 200 12480 83.2 8'x 8'x 3' 192 2.307692308

II .
mcgill
Dewatering/Drawdown Calculations Project Description: Setzer
Project Number: 19.00124
Date: 11/29/2023
Designed Drawdown Storage Volume(cf): 8868
Water Surface Elevation(ft): 2334.25
Orifice Invert Elevation(ft): 2333
Orifice Size(in): 1.5
Coefficent of Discharge(See Table 1 Below): 0.6
Total Headwater"HW'(ft): 1
Area of Orifice(sq in): 0.012
Total flow"Q"(cfs): 0.064
HW/3 flow(cfs): 0.037
Dewater Time(hours): 66.295
User Input Cell
-Calculated Cell
Table 1
Typical Default Value 0.6
Square-edged entrance 0.59
Concrete Pipe,grooved end 0.65
Corrugated metal pipe,mitred to sloe 0.52
Corrugated metal pipe,projecting from fill 1

is
Post-Development
1P
Stormwater Wetland
Subcat Reach on Link Routing Diagram for 19.00124-Stormwater Wetland
Prepared by McGill Associates, Printed 3/21/2024
HydroCADO 10.20-4a s/n 04263 ©2023 HydroCAD Software Solutions LLC

19.00124 - Stormwater Wetland
Prepared by McGill Associates Printed 3/21/2024
HydroCADO 10.20-4a s/n 04263 ©2023 HydroCAD Software Solutions LLC Page 2
Rainfall Events Listing (selected events)
Event# Event Storm Type Curve Mode Duration B/B Depth AMC
Name (hours) (inches)
1 1-inch Type II 24-hr Default 24.00 1 1.00 2
2 10-yr Type II 24-hr Default 24.00 1 7.88 2
3 25-yr Type II 24-hr Default 24.00 1 9.30 2
4 50-yr Type II 24-hr Default 24.00 1 10.50 2
5 100-yr Type II 24-hr Default 24.00 1 11.70 2

19.00124 - Stormwater Wetland Type 1124-hr 1-inch Rainfall=1.00"
Prepared by McGill Associates Printed 3/21/2024
HydroCAD® 10.20-4a s/n 04263 ©2023 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 1S: Post-Development
[49] Hint: Tc<2dt may require smaller dt
Runoff = 1.30 cfs @ 11.98 hrs, Volume= 0.069 af, Depth> 0.17"
Routed to Pond 1 P : Stormwater Wetland
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-inch Rainfall=1.00"
Area (sf) CN Description
133,351 98 Paved parking, HSG B
74,516 61 >75% Grass cover, Good, HSG B
207,867 85 Weighted Average
74,516 35.85% Pervious Area
133,351 64.15% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, 5-min
Subcatchment 1S: Post-Development
Hydrograph
I I ❑Runoff
1.30 cfs
Type 1[24-hr
1rinch RainfallT1 .007
-- -- -- -- - - -- -- ...RUn'off Area=20T,-867-.Cff-
RLjnOff,VQ1Ljme=0.060 Of
Runoff'Depth>0.17"
LL TcT5.'0 117ih
PN=85
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

19.00124 - Stormwater Wetland Type 1124-hr 1-inch Rainfall=1.00"
Prepared by McGill Associates Printed 3/21/2024
HydroCAD® 10.20-4a s/n 04263 ©2023 HydroCAD Software Solutions LLC Page 4
Summary for Pond 1 P: Stormwater Wetland
Inflow Area = 4.772 ac, 64.15% Impervious, Inflow Depth > 0.17" for 1-inch event
Inflow = 1.30 cfs @ 11.98 hrs, Volume= 0.069 of
Outflow = 0.03 cfs @ 21.01 hrs, Volume= 0.025 af, Atten= 98%, Lag= 541.7 min
Primary = 0.03 cfs @ 21.01 hrs, Volume= 0.025 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 2,333.27' @ 21.01 hrs Surf.Area= 6,753 sf Storage= 1,922 cf
Plug-Flow detention time= 375.8 min calculated for 0.025 of(36% of inflow)
Center-of-Mass det. time= 202.7 min ( 1,099.0 - 896.3 )
Volume Invert Avail.Storage Storage Description
#1 2,333.00' 42,807 cf Custom Stage Data (Prismatic)Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
2,333.00 6,381 0 0
2,334.00 7,747 7,064 7,064
2,334.25 10,203 2,244 9,308
2,335.00 11,257 8,048 17,355
2,336.00 12,712 11,985 29,340
2,337.00 14,223 13,468 42,807
Device Routing Invert Outlet Devices
#1 Primary 2,331.00' 24.0" Round Culvert X 2.00
L= 86.3' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 2,331.00' / 2,331.00' S= 0.0000 T Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 3.14 sf
#2 Device 1 2,333.00' 1.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 2,334.25' 36.0" W x 3.0" H Vert. Slots C= 0.600
Limited to weir flow at low heads
#4 Device 1 2,335.00' 72.0" x 48.0" Horiz. Top of OCS C= 0.600
Limited to weir flow at low heads
#5 Secondary 2,336.00' 10.0' long x 1.00' rise Emergency Spillway Cv= 2.62 (C= 3.28)
Primary OutFlow Max=0.03 cfs @ 21.01 hrs HW=2,333.27' (Free Discharge)
L1=Culvert (Passes 0.03 cfs of 23.83 cfs potential flow)
12=Orifice/Grate (Orifice Controls 0.03 cfs @ 2.20 fps)
3=Slots ( Controls 0.00 cfs)
4=Top of OCS ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=2,333.00' (Free Discharge)
L5=Emergency Spillway ( Controls 0.00 cfs)

19.00124 - Stormwater Wetland Type 1124-hr 1-inch Rainfall=1.00"
Prepared by McGill Associates Printed 3/21/2024
HydroCADO 10.20-4a s/n 04263 ©2023 HydroCAD Software Solutions LLC Page 5
Pond 1 P: Stormwater Wetland
Hydrograph
1.30 CfS ■Inflow
/� �. w 1��I ❑Outflow
Q Primary
Inflow �f"�Iie;a-4.i/ /i2 iac ■Secondary
'i,Peak IF-I0v=2,333.V'
Stbrgg',eT1#922, cf
0
LL
0.03 cfs
0.00 cfs
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

19.00124 - Stormwater Wetland Type/1 24-hr 10-yr Rainfall=7.88"
Prepared by McGill Associates Printed 3/21/2024
HydroCAD® 10.20-4a s/n 04263 ©2023 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment 1S: Post-Development
[49] Hint: Tc<2dt may require smaller dt
Runoff = 48.94 cfs @ 11.95 hrs, Volume= 2.423 af, Depth> 6.09"
Routed to Pond 1 P : Stormwater Wetland
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Rainfall=7.88"
Area (sf) CN Description
133,351 98 Paved parking, HSG B
74,516 61 >75% Grass cover, Good, HSG B
207,867 85 Weighted Average
74,516 35.85% Pervious Area
133,351 64.15% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, 5-min
Subcatchment 1S: Post-Development
Hydrograph
----------�--+--�--�----- --�--�--�- - - �- �- +- r- �__ ■Runoff
48.94 cfs
50
T T F - - 1 - --T--r-- -----Tpe-uT2_ -h,r_-
45
--' i--L-- J --1--1--10ryr_R'aiofalP;7_8817
40 -------------7--!--!----------, -- Runoff Are';a 2a7,867_i9f -
35 ;RL;n pff Vp 1�m6=2.42 �f
------------------------------ ------------------------ 42$_O
30 Runoff Dupth>16.09';..
--r--i---i--r--r--r--r--r--i---i--r --r--r--r--r--r----r--r--r--r--r--
25 Tc=5&O to i h
20 CAN=86
15
---------- -- -- -- ----------- -- -- -- ------------- -- -- -----
10
5
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

19.00124 - Stormwater Wetland Type/1 24-hr 10-yr Rainfall=7.88"
Prepared by McGill Associates Printed 3/21/2024
HydroCAD® 10.20-4a s/n 04263 ©2023 HydroCAD Software Solutions LLC Page 7
Summary for Pond 1 P: Stormwater Wetland
Inflow Area = 4.772 ac, 64.15% Impervious, Inflow Depth > 6.09" for 10-yr event
Inflow = 48.94 cfs @ 11.95 hrs, Volume= 2.423 of
Outflow = 44.41 cfs @ 11.99 hrs, Volume= 2.183 af, Atten= 9%, Lag= 2.2 min
Primary = 44.41 cfs @ 11.99 hrs, Volume= 2.183 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 2,335.72' @ 11.99 hrs Surf.Area= 12,308 sf Storage= 26,011 cf
Plug-Flow detention time= 92.4 min calculated for 2.178 of(90% of inflow)
Center-of-Mass det. time= 42.4 min ( 828.7 - 786.4 )
Volume Invert Avail.Storage Storage Description
#1 2,333.00' 42,807 cf Custom Stage Data (Prismatic)Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
2,333.00 6,381 0 0
2,334.00 7,747 7,064 7,064
2,334.25 10,203 2,244 9,308
2,335.00 11,257 8,048 17,355
2,336.00 12,712 11,985 29,340
2,337.00 14,223 13,468 42,807
Device Routing Invert Outlet Devices
#1 Primary 2,331.00' 24.0" Round Culvert X 2.00
L= 86.3' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 2,331.00' / 2,331.00' S= 0.0000 T Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 3.14 sf
#2 Device 1 2,333.00' 1.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 2,334.25' 36.0" W x 3.0" H Vert. Slots C= 0.600
Limited to weir flow at low heads
#4 Device 1 2,335.00' 72.0" x 48.0" Horiz. Top of OCS C= 0.600
Limited to weir flow at low heads
#5 Secondary 2,336.00' 10.0' long x 1.00' rise Emergency Spillway Cv= 2.62 (C= 3.28)
Primary OutFlow Max=43.27 cfs @ 11.99 hrs HW=2,335.71' (Free Discharge)
L1=Culvert (Passes 43.27 cfs of 55.08 cfs potential flow)
12=Orifice/Grate (Orifice Controls 0.10 cfs @ 7.83 fps)
3=Slots (Orifice Controls 4.17 cfs @ 5.56 fps)
4=Top of OCS (Weir Controls 39.01 cfs @ 2.75 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=2,333.00' (Free Discharge)
L5=Emergency Spillway ( Controls 0.00 cfs)

19.00124 - Stormwater Wetland Type/1 24-hr 10-yr Rainfall=7.88"
Prepared by McGill Associates Printed 3/21/2024
HydroCAD® 10.20-4a s/n 04263 ©2023 HydroCAD Software Solutions LLC Page 8
Pond 1 P: Stormwater Wetland
Hydrograph
48.94 cfs ' ■Inflow
r--r-r--r-r--r-r--r-- -r--r-r--r-r--r-r--r-r--r-- ■Outflow
!�� --
■Primary
' y--r- --r----t----t---- -- -Inflow rea:4.772-iac
■Secondary
AA Al
50 - --r- --r--I-- --I-- 44.41 cfs
45- &O- QqO--2 V�0 1 l i Cif
- -- - -- ---- ---- ---- - - -- - -- ---- -t- -t- -
40 - -
35
w
0 25 - --F ---- �
---- ---- ---- ---- -- - -- ---- ---- ---- --
LL
i
20 ----------------------
- ------------------------------
15 AU-r--r-r--r----r----r--'r -'r-r--'r-r--r----r----r
-
---r--
0.00 cfs
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

19.00124 - Stormwater Wetland Type 11 24-hr 25-yr Rainfall=9.30"
Prepared by McGill Associates Printed 3/21/2024
HydroCAD® 10.20-4a s/n 04263 ©2023 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 1S: Post-Development
[49] Hint: Tc<2dt may require smaller dt
Runoff = 59.19 cfs @ 11.95 hrs, Volume= 2.970 af, Depth> 7.47"
Routed to Pond 1 P : Stormwater Wetland
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-yr Rainfall=9.30"
Area (sf) CN Description
133,351 98 Paved parking, HSG B
74,516 61 >75% Grass cover, Good, HSG B
207,867 85 Weighted Average
74,516 35.85% Pervious Area
133,351 64.15% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, 5-min
Subcatchment 1S: Post-Development
Hydrograph
---------- -- ---------------- --;-- ------------------- -- -----I---
65 ■Runoff
-- -- -- -- -- - -- 59.19 cfs -- ---------;-- - -
60
--1---1---1-- 1-- 1 --------1---1---1
---1 -- 1--------1---1---11Type-N'2 -h;�--
55 1 1 1 1 1 1
-- -- -- -- -- - -- -- -- 25r r-Rainfal[T9 07 -
50 p�1 ,1
45 --------'i-- --1-- Ir--iL--1il-----1I-- ---'R] of ATiia"iLViTN S1
' /�
40 M Q Q Li =2.
1
35 Runoff'1D�pth�7.471"
0 30 -TcT5.0 M i h
--r--1---1--r--t--r--r--r--1---1--r --r--r--r--r--r--1--r--r--t--r--r--
25
--r--1---1--r--t--r--r--r--1---1--r --r--r--r--r--r--1--r--r-��r�r--
20
--r--1---1--r--r--r--r-----1---1--r --r--r--r--r--r--1--r--r--r--r--r--
15
--1---1---1--r--r--r--r--r--1---1--r --r--r--r--r--1---1--r--r--r--r--r--
10
1 1 1 1 1
5
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

19.00124 - Stormwater Wetland Type 11 24-hr 25-yr Rainfall=9.30"
Prepared by McGill Associates Printed 3/21/2024
HydroCAD® 10.20-4a s/n 04263 ©2023 HydroCAD Software Solutions LLC Page 10
Summary for Pond 1 P: Stormwater Wetland
Inflow Area = 4.772 ac, 64.15% Impervious, Inflow Depth > 7.47" for 25-yr event
Inflow = 59.19 cfs @ 11.95 hrs, Volume= 2.970 of
Outflow = 54.29 cfs @ 11.99 hrs, Volume= 2.725 af, Atten= 8%, Lag= 2.1 min
Primary = 54.29 cfs @ 11.99 hrs, Volume= 2.725 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 2,335.83' @ 11.99 hrs Surf.Area= 12,471 sf Storage= 27,358 cf
Plug-Flow detention time= 83.8 min calculated for 2.725 of(92% of inflow)
Center-of-Mass det. time= 39.9 min ( 820.7 - 780.8 )
Volume Invert Avail.Storage Storage Description
#1 2,333.00' 42,807 cf Custom Stage Data (Prismatic)Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
2,333.00 6,381 0 0
2,334.00 7,747 7,064 7,064
2,334.25 10,203 2,244 9,308
2,335.00 11,257 8,048 17,355
2,336.00 12,712 11,985 29,340
2,337.00 14,223 13,468 42,807
Device Routing Invert Outlet Devices
#1 Primary 2,331.00' 24.0" Round Culvert X 2.00
L= 86.3' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 2,331.00' / 2,331.00' S= 0.0000 T Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 3.14 sf
#2 Device 1 2,333.00' 1.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 2,334.25' 36.0" W x 3.0" H Vert. Slots C= 0.600
Limited to weir flow at low heads
#4 Device 1 2,335.00' 72.0" x 48.0" Horiz. Top of OCS C= 0.600
Limited to weir flow at low heads
#5 Secondary 2,336.00' 10.0' long x 1.00' rise Emergency Spillway Cv= 2.62 (C= 3.28)
Primary OutFlow Max=52.70 cfs @ 11.99 hrs HW=2,335.82' (Free Discharge)
L1=Culvert (Passes 52.70 cfs of 56.17 cfs potential flow)
12=Orifice/Grate (Orifice Controls 0.10 cfs @ 7.99 fps)
3=Slots (Orifice Controls 4.33 cfs @ 5.78 fps)
4=Top of OCS (Weir Controls 48.27 cfs @ 2.96 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=2,333.00' (Free Discharge)
L5=Emergency Spillway ( Controls 0.00 cfs)

19.00124 - Stormwater Wetland Type 1124-hr 25-yr Rainfall=9.30"
Prepared by McGill Associates Printed 3/21/2024
HydroCAD® 10.20-4a s/n 04263 ©2023 HydroCAD Software Solutions LLC Page 11
Pond 1 P: Stormwater Wetland
Hydrograph
59.19 CfS ■Inflow
-+--r-+--+----+----+--I -+--r-+--r----+----+----+-- ■outflow
I I I I I I I I I I I I I I I I I I I I�w n ■Primary
65 ■Secondary
60 54.29 cfs
tolta„ =-277 358-
50 I I I I I I I I I I I I--
-Y--Y-Y--r--I--Y--I--Y--I-- --Y-Y--Y-Y--Y--I--r--I--Y--I--Y--
4s
u 35 �I
,i - --'i--'I-- --'I-- --'I-- --'I-- --'i- --'i--'Ii--i--i-- --i-- --i-- --
0 30
LL - -- - -- ----+----+--- -- - -- - -- ---- ----+---- --
25
-
T--T-T--r--I--T----T
--I- --T- -- - --T----r----T----T--
20
- --L-J--L--1--1--1--1--'- -L-I--L-J--L--1--L--1--1--1--1-
1s
10
0.00 cfs
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

19.00124 - Stormwater Wetland Type 11 24-hr 50-yr Rainfall=10.50"
Prepared by McGill Associates Printed 3/21/2024
HydroCAD® 10.20-4a s/n 04263 ©2023 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment 1S: Post-Development
[49] Hint: Tc<2dt may require smaller dt
Runoff = 67.80 cfs @ 11.95 hrs, Volume= 3.435 af, Depth> 8.64"
Routed to Pond 1 P : Stormwater Wetland
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 50-yr Rainfall=10.50"
Area (sf) CN Description
133,351 98 Paved parking, HSG B
74,516 61 >75% Grass cover, Good, HSG B
207,867 85 Weighted Average
74,516 35.85% Pervious Area
133,351 64.15% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, 5-min
Subcatchment 1S: Post-Development
Hydrograph
I I I I I I I I I I I I I I I I I I I I I I I
75 p ■Runoff
--1---1---1--r--r--r--r-----1 67.8� CfS -- -- --r--1---1--r-- -- --i--r--
70 ' I I I I I I I I I I I 11 n
_
Type '12- =
65 hl-r-
60 -- -- ' _50-vr_Ra',infa11=10.,150'7
55 -------+--+--+--+--+--+--1---i--+ --+
RUnoff Arta=207;867-0 -
50
-- -- -- -- -- Rtjnpffl-Vplpmle=14-3 -
45
� 40
w Runpff'IDepth>8.184�"
I I I I I I I I I I I I 1
-----I---I--7--T--T--7--I-----I--� --7- T- 7--7- ---1--7 -7--T�--T--F--
0
35 TLya7.lJ ��
lL ---------- --1--L--L--------'--J --1--1--L--L-----'-- T
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
30 w'1 Q
--r--1---1--r--r--r--r--r--1---1--r --r--r--r--r--r--1--r--r-C�Id�8�r
25
20
15
10
5
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

19.00124 - Stormwater Wetland Type 11 24-hr 50-yr Rainfall=10.50"
Prepared by McGill Associates Printed 3/21/2024
HydroCAD® 10.20-4a s/n 04263 ©2023 HydroCAD Software Solutions LLC Page 13
Summary for Pond 1 P: Stormwater Wetland
Inflow Area = 4.772 ac, 64.15% Impervious, Inflow Depth > 8.64" for 50-yr event
Inflow = 67.80 cfs @ 11.95 hrs, Volume= 3.435 of
Outflow = 58.16 cfs @ 11.98 hrs, Volume= 3.188 af, Atten= 14%, Lag= 1.7 min
Primary = 58.16 cfs @ 11.98 hrs, Volume= 3.188 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 2,335.97' @ 11.99 hrs Surf.Area= 12,667 sf Storage= 28,970 cf
Plug-Flow detention time= 77.3 min calculated for 3.181 of(93% of inflow)
Center-of-Mass det. time= 38.2 min ( 815.1 - 776.9 )
Volume Invert Avail.Storage Storage Description
#1 2,333.00' 42,807 cf Custom Stage Data (Prismatic)Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
2,333.00 6,381 0 0
2,334.00 7,747 7,064 7,064
2,334.25 10,203 2,244 9,308
2,335.00 11,257 8,048 17,355
2,336.00 12,712 11,985 29,340
2,337.00 14,223 13,468 42,807
Device Routing Invert Outlet Devices
#1 Primary 2,331.00' 24.0" Round Culvert X 2.00
L= 86.3' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 2,331.00' / 2,331.00' S= 0.0000 T Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 3.14 sf
#2 Device 1 2,333.00' 1.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 2,334.25' 36.0" W x 3.0" H Vert. Slots C= 0.600
Limited to weir flow at low heads
#4 Device 1 2,335.00' 72.0" x 48.0" Horiz. Top of OCS C= 0.600
Limited to weir flow at low heads
#5 Secondary 2,336.00' 10.0' long x 1.00' rise Emergency Spillway Cv= 2.62 (C= 3.28)
Primary OutFlow Max=57.34 cfs @ 11.98 hrs HW=2,335.94' (Free Discharge)
L1=Culvert (Barrel Controls 57.34 cfs @ 9.13 fps)
12=Orifice/Grate (Passes < 0.10 cfs potential flow)
3=Slots (Passes < 4.51 cfs potential flow)
4=Top of OCS (Passes < 59.14 cfs potential flow)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=2,333.00' (Free Discharge)
L5=Emergency Spillway ( Controls 0.00 cfs)

19.00124 - Stormwater Wetland Type 11 24-hr 50-yr Rainfall=10.50"
Prepared by McGill Associates Printed 3/21/2024
HydroCAD® 10.20-4a s/n 04263 ©2023 HydroCAD Software Solutions LLC Page 14
Pond 1 P: Stormwater Wetland
Hydrograph
-�--L-J--L--1--1--1--1--�--1--�--�--L-1--L-J--L--1--L--1--1--�--1--
i I I I I I I I I I I I I I I I I I I
- 67.80 CfS - -- ■inflow
■Outflow
--I- -- - ---- -- ----- -1flonr Ar=e �4:7?2-a - ■Primary
75 -+--r-+--+----+----+----+--I --+-+--+-+--r----+----+----+-- ■Secondary
70 - -- - -- ----+---- CC'' �-
I
7
6s - 58.16 cfs
60 - --; ---;---- ---- --; Stoea a=28'97a d
I--, -,-- --I-- --I-- + ---- ----- - V - - -`� - ---
55
- --+- -- -
---+----+--I-- --+- --+- --+----+----+--I-- --
50 - -- - -- ----+----+---- - - -- - -- ---- ----+---- -
45
u 40 /I
- --r--1--r----+----+--r- r----r--1--r----r----+----+--
3 35
� -r--r-r--r--I--+--I--r--I
- --r-r--r-r--r--I--r--I--+--I--r--
LL I
30 - -- - -- ----+----+--- - - -- - -- ---- ----+---- -
25
20
-- -i-- --i-- --i--+--i- -i-- -i-- --i--
15 --i--+
10
0.00 cfs
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

19.00124 - Stormwater Wetland Type 1124-hr 100-yr Rainfall=11.70"
Prepared by McGill Associates Printed 3/21/2024
HydroCAD® 10.20-4a s/n 04263 ©2023 HydroCAD Software Solutions LLC Page 15
Summary for Subcatchment 1S: Post-Development
[49] Hint: Tc<2dt may require smaller dt
Runoff = 76.38 cfs @ 11.95 hrs, Volume= 3.902 af, Depth> 9.81"
Routed to Pond 1 P : Stormwater Wetland
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-yr Rainfall=11.70"
Area (sf) CN Description
133,351 98 Paved parking, HSG B
74,516 61 >75% Grass cover, Good, HSG B
207,867 85 Weighted Average
74,516 35.85% Pervious Area
133,351 64.15% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, 5-min
Subcatchment 1S: Post-Development
Hydrograph
85 ------- -- --+--L--L--I-------- -- -- --L-- --+--1----- -- --+--L--+-- ■Runoff
801 76.38 cfs
75 -
_ Ty'pe HY2-4-b',r
I
70
--65 -1f001 r-Ra1nfaH=19-.7ff
60 ---------- -- -- -- ----------- -- RUn',off Area 207,867-tf -
55 ------- -- -- --------------'�--� --1R-pnpff-Vpl1 e=3 00 Of-
m 50 -------L--L-
-L--L--------�--L --L--L--L--L--- --L--L +- L--L--
w ----I
--- Run----Depth>9.8t
`° 40 --------i--li--li --+--i--i-----i--- --li--+--i--i-------l�Ta7.i -177fr1--
35 6 _
30 ------- --L--L--L--L-- -----'--L --L--L--L--L-------L--L-- -L--L--
25
20
15 --------i-- --+-- -- --------i-- - -- -- -- -----i-- -- --+-- -- --
10
5
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

19.00124 - Stormwater Wetland Type 1124-hr 100-yr Rainfall=11.70"
Prepared by McGill Associates Printed 3/21/2024
HydroCAD® 10.20-4a s/n 04263 ©2023 HydroCAD Software Solutions LLC Page 16
Summary for Pond 1 P: Stormwater Wetland
Inflow Area = 4.772 ac, 64.15% Impervious, Inflow Depth > 9.81" for 100-yr event
Inflow = 76.38 cfs @ 11.95 hrs, Volume= 3.902 of
Outflow = 61.51 cfs @ 12.00 hrs, Volume= 3.652 af, Atten= 19%, Lag= 2.9 min
Primary = 59.47 cfs @ 12.00 hrs, Volume= 3.643 of
Secondary = 2.05 cfs @ 12.00 hrs, Volume= 0.009 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 2,336.16' @ 12.00 hrs Surf.Area= 12,950 sf Storage= 31,460 cf
Plug-Flow detention time= 72.9 min calculated for 3.652 of(94% of inflow)
Center-of-Mass det. time= 36.8 min ( 810.3 - 773.5 )
Volume Invert Avail.Storage Storage Description
#1 2,333.00' 42,807 cf Custom Stage Data (Prismatic)Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
2,333.00 6,381 0 0
2,334.00 7,747 7,064 7,064
2,334.25 10,203 2,244 9,308
2,335.00 11,257 8,048 17,355
2,336.00 12,712 11,985 29,340
2,337.00 14,223 13,468 42,807
Device Routing Invert Outlet Devices
#1 Primary 2,331.00' 24.0" Round Culvert X 2.00
L= 86.3' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 2,331.00' / 2,331.00' S= 0.0000 T Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 3.14 sf
#2 Device 1 2,333.00' 1.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 2,334.25' 36.0" W x 3.0" H Vert. Slots C= 0.600
Limited to weir flow at low heads
#4 Device 1 2,335.00' 72.0" x 48.0" Horiz. Top of OCS C= 0.600
Limited to weir flow at low heads
#5 Secondary 2,336.00' 10.0' long x 1.00' rise Emergency Spillway Cv= 2.62 (C= 3.28)
Primary OutFlow Max=59.46 cfs @ 12.00 hrs HW=2,336.16' (Free Discharge)
L1=Culvert (Barrel Controls 59.46 cfs @ 9.46 fps)
12=Orifice/Grate (Passes < 0.10 cfs potential flow)
3=Slots (Passes < 4.82 cfs potential flow)
4=Top of OCS (Passes < 81.32 cfs potential flow)
Secondary OutFlow Max=2.03 cfs @ 12.00 hrs HW=2,336.16' (Free Discharge)
L5=Emergency Spillway (Weir Controls 2.03 cfs @ 1.30 fps)

19.00124 - Stormwater Wetland Type 1124-hr 100-yr Rainfall=11.70"
Prepared by McGill Associates Printed 3/21/2024
HydroCAD® 10.20-4a s/n 04263 ©2023 HydroCAD Software Solutions LLC Page 17
Pond 1 P: Stormwater Wetland
Hydrograph
-+--r-+--r--i--+--i--+--i -+--r-+--r--i--r--i--+--i--+-- LInflow
76.38 cfs ow
-1 nflo Y /�"' re-a#4 f-/2-��-- ary
-+--r-+--r----+----+----+--i + +85 ndary
80 -+--r-+--+----+----+----+--i -- +-- -+ r--i-- - -- -i --
75 +--r-+--r- --+--i--+
61.51 cfs
70 59.47 cfs StOt-ag6=3'11 60 C#
65 -+--r-+--r----+--i-- --r-+--r-+-- -i--r- -+----+--
60 -+--r-+--+----+----+--i-- --+-+--r-+--r--i--+--i--+--i--+--
55 -+--r-+--r----+----+--i-- --r-+--r-+--r--i--r--i--+--i--+--
50 -+--r-+--+----+----+--i-- --+-+--r-+--r--i--+--i--+--i--+--
w ,
u '
45 r--r-r--r----t----r--i-- --r-r--r-r--r- --r----t----r--
3
0 40 -1--r- --+----+----+--i-- --+- --r- --r----+----+----+--
lL 35 -r--Y-r--r----t----Y--I- --r-r--r-r--Y----r----t----r--
30 -+--r-+--r----+----+--i- --r-+--r-+--r----r----+----+--
2S -r--Y-r--r----t----Y--I- --r-r--r-r--Y----r----t----r--
20 z z -+--r-+--r----+----+--i- r-+--r-+--r--i--r--i--+--i--+--
15
10
5 2.05 cfs
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

19.00124 - Stormwater Wetland Table of Contents
Prepared by McGill Associates Printed 3/21/2024
HydroCAD® 10.20-4a s/n 04263 ©2023 HydroCAD Software Solutions LLC
TABLE OF CONTENTS
Project Reports
1 Routing Diagram
2 Rainfall Events Listing (selected events)
1-inch Event
3 Subcat 1S: Post-Development
4 Pond 1 P: Stormwater Wetland
10-yr Event
6 Subcat 1S: Post-Development
7 Pond 1 P: Stormwater Wetland
25-yr Event
9 Subcat 1 S: Post-Development
10 Pond 1 P: Stormwater Wetland
50-yr Event
12 Subcat 1S: Post-Development
13 Pond 1 P: Stormwater Wetland
100-yr Event
15 Subcat 1S: Post-Development
16 Pond 1 P: Stormwater Wetland

mcgill
Discrete NRCS Curve Number Method for Runoff Depth Project Description: etzer
(Procedure and Calculations taken from NCDEQ Stormwater BMP Manual.3/15/17 Revision) Project Number: 9.00124
Date: 1/21/2023
NOR:This calalatl®is R be used m lieu of the 9unp@ Metlrotl when cmnbinetl wRh any HyticoCAD motlelmg
Step 1:Determine Hydrologic Souls Group for the drainage area.
Step 2:Divide the drainage area into land uses and assign appropriate curve numbers. Proposed Condition
Step 3:Deteumine the precipitation depth,P.P is location specific.
Step 4:Compute runoffdepth,Q,for my built upon area.
Step 5:Compute runoff depth,Q*,for the remainder of the drainage area.
Step 6:Compute runoffvolume from Q(built upon areas).
Step 7:Compute ranoffvolume from Q*(remainder of drainage area).
Step 8:Computer total ranoffvolume.
Step 1:Determine Hydrologic Soils Group for the drainage area.
Using the USDA Web Soil Survey website below,locate project area and determine best fit HSG.
https://websoilsuwey.sc.egov.usda.gov/App/HomePage.htm
Hydrologic Soils Group: �(A,B,C,or D)
Step 2:Divide the drainage area into land uses and assign appropriate curve number(see Table 4 below).
Impervious Area I Area(at) ITypeofUse HSG Curve Number
Total Built Upon Area 133,35 11 Impervious(paved parking lots,roots,driveways,etc) 98
Pervious Areas Area(at) Type ofUse HSG Curve Number
Land Use 1: 74,516 Pasture(>75%ground cover) B 61
Land Use 2: B #N/A
Land Use 3: B #N/A
Land Use 4: B #N/A
Total Pervious Area sf
Total Drainage Area sf
Table 4:NSGs for North Carolina Soil Types
Urbaq areas runoff curve numbers for SCS method(SCS 1986)
Fully developed urban area
Open Space clowns,parks,guff courses,etc.)
Poor—oitipn(<60%grass rover) fib 79 86 89
Faircoudi8on(50%to 75%grass rover) 49 69 79 84
Good condinon(175%grass rover) 39 61 74 8n
Impenaous areas
Paved parking lots,roofs,driveways,e¢_ 98 98 98 08
Streets and mad.:
Paved;curbs and stone sewers 98 98 98 98
Paved;.,an dit h— 83 89 98 98
Gravel 76 05 99 91
Did 72 82 95 88
Oevelcping urban areas
Newly graded areas 77 86 91 94
Pasture(<60%ground cover or heavily grazed) fib 79 86 89
Pasture(50%to 75%ground rover or not heavily grazed) 49 69 79 64
Pasture(175%ground rover or lightly grazed) 39 61 74 W
Meads Y—.o inmus grass,prolacLad bwrr gr�n9 and 30 56 71 78
generally mowed br hay
Brush(<50%ground cover) 49 67 77 83
Brash(50%.75%ground cover) 35 56 70 77
Bms1,(,75%ground rover) 30 48 65 73
Woods(Forest litter, ,all trees,and bush desboyed by 45 66 77 83
heavy grating or regular burning)
Woods(Woods are grazed but not burned,and some 36 60 73 79
forest liner rovers the soil)
Woods(Woods are protected from grazing,and Meer and 30 55 70 77
brash adequately cover the soil)

c mgill
Step 3:Determine the precipitation depth,P.P is location specific.
Precipitation Depth:�im
P is 1.5"in Coastal Counties and P elsewhere.In SA waters,the DV is the difference between runoff volume pre-versus post-development for the 10-year storm(read value from the NOAA
web site,using a storm duration equal to the time of concentration).
Step 4:Compute runoff depth,Q,for any built upon area directly linked to surface waters(Conveyed through pipe).
*All built upon areas should be using a CN of 98 for this step.
S=�m
Q=0.79 in
S = 1000 10
CN
Where: 5 = Maximum retention after rainfall begins(in)
CN = Curare number(unitless)
4* — (P )
+o s)
Where: Q' = Runoff depth(in)
to = Rainfall depth(in)
Step 5:Compute runoff depth,Q*,for the remainder of the drainage area.
Areas CN Type of Use %ofTotal Area Composite CN
74,516 1 61 Pasture(>75 100% 61
#N/A 10 #VALUE! 0
#N/A 10 #VALUE! 0
#N/A 10 #VALUE! 0
Total Composite CN: 61
S=6.39344262 in
Q=0.0127 in
S= 1000 - 10
CN
Where, 5 Maximum retention after rainfall begins(in)
CN = Curve number(unitless)
Q* = (P-0.28)2
(P+0.8S)
Where: Q, Runoff depth(in)
p Rainfall depth(in)
Step 6:Compute runoff volume from Q(built upon areas).
Total Built upon V lumeArca:�sf
Total Volume: cf
Step 7:Compute runoffvolume from Q*(remainder of drainage area).
Total Remaining Area: 74,516 sf
Total Volume: 79 cf
Step 8:Compute total runoff volume.
Total Runoff Volume:�cf

2S is
Wetland Post-De lopment
Pre-Development (1 -yr)
zP
Stormwater Wetland
Subcat Reach on Link Routing Diagram for 19.00124-Stormwater Wetland
Prepared by McGill Associates, Printed 3/21/2024
HydroCADO 10.20-4a s/n 04263 ©2023 HydroCAD Software Solutions LLC

19.00124 - Stormwater Wetland
Prepared by McGill Associates Printed 3/21/2024
HydroCADO 10.20-4a s/n 04263 ©2023 HydroCAD Software Solutions LLC Page 2
Rainfall Events Listing (selected events)
Event# Event Storm Type Curve Mode Duration B/B Depth AMC
Name (hours) (inches)
1 1-yr Type II 24-hr Default 24.00 1 4.65 2

19.00124 - Stormwater Wetland Type/1 24-hr 1-yr Rainfall=4.65"
Prepared by McGill Associates Printed 3/21/2024
HydroCAD® 10.20-4a s/n 04263 ©2023 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 1S: Post-Development
[49] Hint: Tc<2dt may require smaller dt
Runoff = 25.45 cfs @ 11.95 hrs, Volume= 1.210 af, Depth> 3.04"
Routed to Pond 1 P : Stormwater Wetland
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-yr Rainfall=4.65"
Area (sf) CN Description
133,351 98 Paved parking, HSG B
74,516 61 >75% Grass cover, Good, HSG B
207,867 85 Weighted Average
74,516 35.85% Pervious Area
133,351 64.15% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, 5-min
Subcatchment 1S: Post-Development
Hydrograph
28 --i---i---i--i--i-- I---'i--il--i---i---i--i--i-- I---I---il--i---i---i--i--i__I- i- ■Runoff
-- -- -- -- ---- 25.45 cfs -- -- -- -----;-- -- -- -- -- --
+ I I I I I I I I I
26 _---------y--+--t--r--'r----+--y --rt--+--r--'r-----'Type 24-hr-
24 I I
---------- -- -- -- -----------
22 -- -- ' --' try Rai--rlfarC- .fi5IF-
20 --------'-- --+-- -- --------'-- -- R�RU� n/offff Are'';;&,2a7,867 i9ff
18 -- I'RO nOff'r1/_Q I P,M -I l. ` -W----r-------r--r--r--r--r-----I--r
IN
16 --------i-- --+ --i--i-----i---i --Rtna#IDepth>a M1 41
3 14
o --------'-- --1--L-- --------'-- --1--1--L-- -----'- .�.� y�
LL
12 �71 61
--I---I---I--+--+--+--+--I---I---I--+ --+--+--r--+--I---I--+--+- T�=viz
10
8 I I I I I I I I I I I I I I I I I I I I I
6
4
2
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

19.00124 - Stormwater Wetland Type/1 24-hr 1-yr Rainfall=4.65"
Prepared by McGill Associates Printed 3/21/2024
HydroCAD® 10.20-4a s/n 04263 ©2023 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 2S: Wetland Pre-Development (1-yr)
[46] Hint: Tc=O (Instant runoff peak depends on dt)
Runoff = 16.99 cfs @ 11.89 hrs, Volume= 0.696 af, Depth> 2.50"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-yr Rainfall=4.65"
Area (sf) CN Description
58,326 98 Paved parking, HSG B
56,217 65 Woods/grass comb., Fair, HSG B
30,886 69 50-75% Grass cover, Fair, HSG B
145,429 79 Weighted Average
87,103 59.89% Pervious Area
58,326 40.11% Impervious Area
Subcatchment 2S: Wetland Pre-Development (1-yr)
Hydrograph
19 - r r--r--r--' ' r--r--r--r--r--'r-----
'
-r-----'-- -- r------- ---- -- -- --i--r-- ■Runoff
18 ----------=--7--r--r-----I- 16.99cfs --t--r--'r--r -- -- 1
--r--r--r--
17 Tom/ p N �q
--r-------y--+--r--r--r-----i--y --rt--+--r--r-----Tyl"I ""i24-hr
15
-- --+-- -- --'r-- -- --+-- 'lryr-Raartfall;;4 651'--
14 ------'-- -- -- ',--',--',-----'-- -- RiU11off Are'a;1 5-429 S1 -
13
12 ---------- -- -- -- ----------
Ajn4ff'dQ1Me=10-" O-
" 10
1--1--Ru_noff'�D� #h*2.50.. -
LL -TCT0.0 Infh1
8
6
4
3
2
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

19.00124 - Stormwater Wetland Type/1 24-hr 1-yr Rainfall=4.65"
Prepared by McGill Associates Printed 3/21/2024
HydroCAD® 10.20-4a s/n 04263 ©2023 HydroCAD Software Solutions LLC Page 5
Summary for Pond 1 P: Stormwater Wetland
Inflow Area = 4.772 ac, 64.15% Impervious, Inflow Depth > 3.04" for 1-yr event
Inflow = 25.45 cfs @ 11.95 hrs, Volume= 1.210 of
Outflow = 15.91 cfs @ 12.04 hrs, Volume= 0.980 af, Atten= 37%, Lag= 5.1 min
Primary = 15.91 cfs @ 12.04 hrs, Volume= 0.980 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 2,335.33' @ 12.04 hrs Surf.Area= 11,735 sf Storage= 21,291 cf
Plug-Flow detention time= 136.8 min calculated for 0.980 of(81% of inflow)
Center-of-Mass det. time= 58.0 min ( 863.8 - 805.9 )
Volume Invert Avail.Storage Storage Description
#1 2,333.00' 42,807 cf Custom Stage Data (Prismatic)Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
2,333.00 6,381 0 0
2,334.00 7,747 7,064 7,064
2,334.25 10,203 2,244 9,308
2,335.00 11,257 8,048 17,355
2,336.00 12,712 11,985 29,340
2,337.00 14,223 13,468 42,807
Device Routing Invert Outlet Devices
#1 Primary 2,331.00' 24.0" Round Culvert X 2.00
L= 86.3' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 2,331.00' / 2,331.00' S= 0.0000 T Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 3.14 sf
#2 Device 1 2,333.00' 1.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 2,334.25' 36.0" W x 3.0" H Vert. Slots C= 0.600
Limited to weir flow at low heads
#4 Device 1 2,335.00' 72.0" x 48.0" Horiz. Top of OCS C= 0.600
Limited to weir flow at low heads
#5 Secondary 2,336.00' 10.0' long x 1.00' rise Emergency Spillway Cv= 2.62 (C= 3.28)
Primary OutFlow Max=15.40 cfs @ 12.04 hrs HW=2,335.32' (Free Discharge)
L1=Culvert (Passes 15.40 cfs of 50.97 cfs potential flow)
12=Orifice/Grate (Orifice Controls 0.09 cfs @ 7.23 fps)
3=Slots (Orifice Controls 3.51 cfs @ 4.68 fps)
4=Top of OCS (Weir Controls 11.81 cfs @ 1.85 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=2,333.00' (Free Discharge)
L5=Emergency Spillway ( Controls 0.00 cfs)

19.00124 - Stormwater Wetland Type/1 24-hr 1-yr Rainfall=4.65"
Prepared by McGill Associates Printed 3/21/2024
HydroCAD® 10.20-4a s/n 04263 ©2023 HydroCAD Software Solutions LLC Page 6
Pond 1 P: Stormwater Wetland
Hydrograph
--r+----r+--r+----r+--r--r-r--r-- ■Inflow NOutflo w
■Primary---+ - -+ - -
y
� I oYA ea=4 / ��ac 28 -- --i-- --i-- --i-- ---- -- --------------------------- I�-
26 �� �' �
- --r- --t----t----t----rt--I --'Reak E1 OV-- 33$-3 ' --
24 - --L-J--L--1--1----L--'--L- -L-L - -
cf-
22 /i �/-I r
-r--r-r--r--i--r--i--r- -r-r--r-r--r--i--r--i--T--i--r--
20
18 15.91 cfs
16
u -r--r-r--r--i--t--i--r--i-- --r-r--r-r--r-�--r--i--t--i--r
--
3 14 -L--L-J--L--1--1--'--1--'-- -L-L-- - --L----L--1--L--'--1-
LL 12
10
8
4
0.00 cfs
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

19.00124 - Stormwater Wetland Table of Contents
Prepared by McGill Associates Printed 3/21/2024
HydroCAD® 10.20-4a s/n 04263 ©2023 HydroCAD Software Solutions LLC
TABLE OF CONTENTS
Project Reports
1 Routing Diagram
2 Rainfall Events Listing (selected events)
1-yr Event
3 Subcat 1 S: Post-Development
4 Subcat 2S: Wetland Pre-Development (1-yr)
5 Pond 1 P: Stormwater Wetland

Existing Conditions Proposed Conditions
"@ prop HW A existing location" Prop HW A
Total DA 201,314 sf Total DA 164,932 1 sf
Impervious 41,150 sf Impervious 63,621 sf
Pervious 160,164 sf Pervious 101,311 sf
„ Increase in Imp 22,471 sf
@ prop HW C existing location 0.52 ac
Total DA L8279
sf Prop HW C
Impervious sf Total DA 112,888 sf
Pervious 7 sf Impervious 85,841 sf
Pervious 27,047 sf
Increase in Imp 5,562 sf
0.13 ac
Additional Impervious Area to Project 1.88 acres
Treated Impervious 3.06 acres
Un-Treated Impervious through Prop HW
A and HW C 0.64 acres
Tr

Appendix F —
Ditch Calculations

i0i A
mcg1ll
Project Description: Setzer Fish Hatchery
Project Number: 19.00124
Ditch Calculations Date: 9/25/2023
Calculated By:1 NLC
Ditch ID Total Area(acres) Total Area(sf) Impervious Wooded Lawns,Sandy Soil,Flat(<2%) C Q10 Q25 Q50 Q100
North Side of Raceways-Worst Case Section 0.742 32316 27842 4474 0.832 4.97 5.67 6.24 6.79
Northeast of Prop Hatchery Building-Roadside 0.125 5455 2480 2975 0.486 0.49 0.56 0.62 0.67
North of Prop EQ Basin 0.200 8700 4163 4537 0.507 0.81 0.93 1.02 1.11
Between Prop Grage&Raceway-L Ditch 0.044 1930 0 1930 0.100 0.041 0.041 0.041 0.05
0.0001 01 1 #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!
00001 01 1 1 #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!
Description Rational Runoff Coefficients Table 3-2
User Input Cell Unimproved Areas 0.35 ]Ratii]rldLrLLiil]ff carfficients(A-ICE,1975;`liemnian,et al.,1496;and Malcom,1999)
Calculated Cell Asphalt 0.95 I3esctiptlan of Sulfa-re Itatl-Dnal Runoff Coefficl-ents,C
Concrete 0.95 Unimpmved Areas 0.35
Brick 0.85 Asphalt 0.95
Roofs,Inclined 1 Concrete 0.95
Brick 0.85
Roofs,Flat 0.9 Roofs,inclined 1.00
Lawns,Sandy Soil,Flat(<2%) 0.1 ][hoofs,flat 090
Lawns,Sandy Soil,Average(2-7%) 0.15 Lawns.sandy sail,flat!<2%) p.10
Lawns Sandy Soil,Steep(>7%) 0.2 Lawns.sandy soil,average(2-7%) 0.15
Lawns,Heavy Soil,Flat(<2%) 0.15 Lawns.sandy soil,steep(>7%) 0.20
Lawns,Heavy Soil,average(2-7%) 0.2 Lawns.heavy soil,flat(-?-%) 0.15
Lawns,Heavy Soil,Steep(>7%) 0.3 Lawns.heavy sail,average(2-S%6 0.20
Bare Packed Soil 0.6 Iawns,heavy snit,steep(>7%) 0-3n
Wooded areas 0.15
Wooded Areas 0.15
10 Year intensity(in/hr) 8.05 Taken From NOAA(10 yr,5 min duration)
25 Year intensity(in/hr) 9.19 Taken From NOAA(25 yr,5 min duration)
50 Year intensity(in/hr) 10.10 Taken From NOAA(50 yr,5 min duration)
100 Year intensity(in/hr) 11.00 Taken From NOAA(100 yr,5 min duration)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday, Sep 25 2023
Ditch Beside Raceways - 25 yr
Triangular Highlighted
Side Slopes (z:1) = 6.00, 6.00 Depth (ft) = 0.65
Total Depth (ft) = 1.00 Q (cfs) = 5.670
Area (sqft) = 2.53
Invert Elev (ft) = 2340.00 Velocity (ft/s) = 2.24
Slope (%) = 1.00 Wetted Perim (ft) = 7.91
N-Value = 0.030 Crit Depth, Yc (ft) = 0.57
Top Width (ft) = 7.80
Calculations EGL (ft) = 0.73
Compute by: Known Q
Known Q (cfs) = 5.67
Elev (ft) Section Depth (ft)
2342.00 2.00
2341.50 1.50
2341.00 1.00
2340.50 0.50
2340.00 0.00
2339.50 -0.50
0 2 4 6 8 10 12 14 16
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday, Sep 25 2023
Ditch North of Prop EQ Basin (Worst Case)- 25 yr
Triangular Highlighted
Side Slopes (z:1) = 2.00, 2.00 Depth (ft) = 0.45
Total Depth (ft) = 1.00 Q (cfs) = 0.930
Area (sqft) = 0.40
Invert Elev (ft) = 2357.00 Velocity (ft/s) = 2.30
Slope (%) = 2.00 Wetted Perim (ft) = 2.01
N-Value = 0.030 Crit Depth, Yc (ft) = 0.43
Top Width (ft) = 1.80
Calculations EGL (ft) = 0.53
Compute by: Known Q
Known Q (cfs) = 0.93
Elev (ft) Section Depth (ft)
2359.00 2.00
2358.50 1.50
2358.00 1.00
2357.50 0.50
2357.00 0.00
2356.50 -0.50
0 .5 1 1.5 2 2.5 3 3.5 4 4.5 5
Reach (ft)

9/18/23,3:11 PM ECMDS 7.0
NORTH North American Green
AMER�CAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Swale-Worst Case
Name Swale-Worst Case
Discharge 5
Channel Slope 0.015
Channel Bottom Width 0
Left Side Slope 2
Right Side Slope 2
Low Flow Liner
Retardence Class D 2-6 in
Vegetation Type Mix(Sod and Bunch)
Vegetation Density Good 65-79%
Soil Type Sandy Loam(GM)
S150
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
5150 Straight 5 cfs 2.89 ft/s 0.93 ft 0.035 1.8 Ibs/ft2 0.87 Ibs/ft2 2.07 STABLE D
Unvegetated
Underlying Straight 5 cfs 2.89 ft/s 0.93 ft 0.035 1.7 Ibs/ft2 0.39 Ibs/ft2 4.38 STABLE D
Substrate
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 5 cfs 2.89 ft/s 0.93 ft 0.035 4 Ibs/ft2 0.87 Ibs/ft2 4.6 STABLE
Vegetation
Underlying Straight 5 cfs 2.89 ft/s 0.93 ft 0.035 1.91 Ibs/ft2 0.39 Ibs/ft2 4.92 STABLE
Substrate
https://ecmds.com/project/l 58025/channel-analysis/251990/show 1/1

Appendix G -
NOAA Atlas 14 - Precipitation Depth

9/13/2021 Precipitation Frequency Data Server
NOAA Atlas 14,Volume 2,Version 3
Location name: Brevard, North Carolina, USA* � '°
Latitude:35.2832*, Longitude: -82.7963°
Elevation:2380.96 ft*
*source:ESRI Maps w,�w,�y�
-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)
1 2 5 10 25 50 100 200F 500 1000
5-min 0.419 0.502 0.598 0.671 0.766 0.839 0.914 0.988 1.09 1.17
(0.381-0.464) (0.455-0.556) (0.541-0.661) (0.604-0.741) (0.685-0.847) (0.746-0.929) (0.807-1.01) (0.866-1.10) (0.941-1.22) (1.00-1.32)
10-min 0.670 0.803 0.957 1.07 1.22 1.34 1.45 1.57 1.72 1.84
(0.608-0.742) (0.728-0.890) (0.866-1.06) (0.967-1.19) 1 (1.19-1.48) (1.28-1.61) (1.37-1.75) (1.49-1.93) (1.58-2.08)
15-min 0.837 1.01 1.21 1.36 1.55 1.69 1.84 1.98 2.16 2.31
(0.760-0.927) (0.916-1.12) 1 (1.10-1.34) 1 (1.22-1.50) 1 (1.51-1.87) (1.62-2.04) (1.73-2.20) (1.87-2.43) (1.98-2.61)
30-min 1.15 1.40 1.72 1.97 2.29 2.55 2.81 3.08 3.44 3.74
(1.04-1.27) (1.26-1.55) (1.56-1.90) (1.77-2.17) (2.05-2.53) (2.27-2.82) (2.48-3.12) (2.70-3.43) (2.98-3.86) (3.20-4.22)
60-min 1.43 1.75 2.21 2.56 3.05 3.45 3.87 4.31 4.94 5.46
(1.30-1.59) (1.59-1.94) (2.00-2.44) (2.31-2.83) (2.73-3.37) (3.07-3.82) (3.42-4.30) (3.78-4.81) (4.28-5.54) (4.67-6.16)
2-hr 1.69 2.06 2.58 2.99 3.58 4.06 4.56 5.10 5.87 6.52
(1.53-1.86) (1.87-2.26) (2.34-2.84) (2.70-3.30) (3.21-3.94) (3.62-4.48) (4.03-5.05) (4.47-5.66) (5.08-6.56) (5.58-7.32)
3-hr 1.89 2.29 2.86 3.33 4.00 4.57 5.18 5.85 6.84 7.68
(1.72-2.09) (2.08-2.53) (2.59-3.16) (3.00-3.67) 1 (3.58-4.42) (4.06-5.06) (4.56-5.75) (5.09-6.51) (5.86-7.66) (6.49-8.65)
6-hr 2.61 3.15 3.86 4.47 5.37 6.14 6.98 7.91 9.29 10.5
(2.39-2.88) (2.88-3.47) (3.52-4.26) (4.06-4.93) (4.83-5.92) (5.47-6.78) (6.15-7.74) (6.89-8.81) (7.94-10.4) (8.83-11.9)
12-hr 3.58 4.32 5.29 6.06 7.15 8.05 8.99 10.0 11.5 12.7
(3.30-3.90) 1 (3.97-4.71) 1 (4.86-5.77) 1 (5.55-6.62) 1 (7.28-8.82) 1(8.06-9.89) 1(8.89-11.0) 11(10.0-12.8) (11.0-14.3)
24-h r 4.65 5.57 6.85 7.88 9.30 10.5 11.7 13.0 14.9 16.5
(4.28-5.04) (5.14-6.05) (6.31-7.45) (7.24-8.55) 1 (8.51-10.1) 1 (9.53-11.4) 1(10.6-12.7) 1(11.7-14.1) 11(13.2-16.3) (14.5-18.1)
2-day 5.64 6.74 8.21 9.39 11.0 12.3 13.7 15.2 17.4 19.1
(5.24-6.10) (6.26-7.28) (7.60-8.87) (8.68-10.1) 1 (10.1-11.9) 1 (11.3-13.4) (12.5-14.9) (13.8-16.6) (15.5-19.0) (16.9-21.0)
3-day 6.04 7.20 8.70 9.89 11.5 12.8 14.2 15.6 17.7 19.4
(5.63-6.49) 1 (6.71-7.74) 1 (8.09-9.35) 1 (9.18-10.6) 1 (11.8-13.8) (13.0-15.3) (14.2-16.9) (15.9-19.2) (17.3-21.2)
4-day 6.44 7.66 9.19 10.4 12.0 13.3 14.6 16.0 18.0 19.6
(6.02-6.89) (7.17-8.19) (8.58-9.83) 1 (9.69-11.1) 1 (11.2-12.9) 1 (12.3-14.3) (13.5-15.7) (14.7-17.3) (16.3-19.5) (17.6-21.4)
7-day 7.63 9.06 10.9 12.3 14.3 15.9 17.5 19.3 21.7 23.7
(7.12-8.19) (8.47-9.74) (10.1-11.7) 1 (11.5-13.2) 1 (14.7-17.1) (16.1-18.9) (17.6-20.8) (19.6-23.5) (21.3-25.8)
10tlay 8.83 10.5 12.4 14.0 16.1 17.8 19.5 21.3 23.9 25.9
(8.26-9.47) (9.78-11.2) (11.6-13.3) 1 (13.0-15.0) 1 (15.0-17.3) 1 (16.5-19.1) (18.0-21.0) (19.6-23.0) (21.7-25.8) (23.4-28.1)
20tlay 11.9 14.0 16.3 18.0 20.3 22.0 3.27 25.4 27.7 .4 29
(11.2-12.6) (13.2-14.9) (15.4-17.3) (17.0-19.1) (19.1-21.6) (20.7-23.4) (22.2-25.3) (23.7-27.1) (25.6-29.6) (27.1-31.6)
30tlay 14.5 17.0 19.5 21.4 23.8 25.5 27.2 28.8 30.8 32.4
(13.7-15.4) (16.1-18.0) (18.4-20.7) (20.2-22.7) (22.4-25.2) (24.0-27.0) (25.5-28.8) (26.9-30.6) (28.7-32.9) (30.1-34.6)
45tlay 18.4 21.6 24.3 26.3 28.8 30.5 32.1 33.6 35.5 36.8
(17.5-19.4) (20.5-22.7) (23.1-25.6) (25.0-27.7) (27.2-30.3) (28.9-32.2) (30.3-33.9) (31.7-35.5) (33.3-37.6) (34.5-39.1)
60tlay 22.0 25.6 28.7 30.9 33.5 35.3 37.0 38.5 40.3 41.7
(21.0-23.1) (24.5-26.9) (27.3-30.1) (29.4-32.4) (31.9-35.1) (33.5-37.1) (35.1-38.9) (36.4-40.5) (38.1-42.6) (39.2-44.1)
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=35.2832&Ion=-82.7963&data=depth&units=english&series=pds 1/4

9/13/2021 Precipitation Frequency Data Server
PIDS-based depth-duration-frequency (DDF) curves
Latitude: 35.2832', Longitude: -82.7963'
45
40 r r 4- --- verage enc recur e
interval
_ 35 -- -- --- a{ye ra}
c — 1
t 30 ---
a 2
di
25 --- -- — 5
25
O
28 — S4
u 15 = = =
100
a —
10 ......•
— 544
5 ---;- -.- � —
1040
0
t t Jr t L N N r{4 N rq rq rq N rq
O N A lb N C'V f1�1 Vr, O O O Ln O
rn w � N rn v Ln
Duration
45
40 ----------- - - ------ ------ - ----- --
35 ---- ------- ----- ........... .................. ----
c
Duration
t 30 --.-
C — 5�riin — 2-day
-0 25 ------ -- ------
e — 14-min — 3-day
++ 20 - -- ----' ---- .------ .... --
1 in aY
49 — 30-min — 7-day
a
15 .- ----- — 64anin — i�day
a — 2fir — 24 day
10
— 3-fir — 30-oay
5 — Sfir — 45-Jay
---------
12-h r — 60-eay
0 - 24-hr
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAAAtlas 14,Volume 2,Version 3 Created{GMT}: Mon Sep 13 16:24:57 2021
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Small scale terrain
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9/13/2021 Precipitation Frequency Data Server
8 UR!
3km MOUNTAIN
2mi
Large scale terrain
KI ng spoitFr Bristol k'
EE -
J0111150 I City' 0
Winston-`_
Knoxville
I'.4IAitrhell
•Asl,erllle N 0 R T I-
•Ch
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- 1 —
100km
6 mi
•
Large scale map
Johnson City
Wins,
Knoxville
a
rr. }Avhevlfle
I
I
I.
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100km
6 mi hens ^t
Large scale aerial
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9/13/2021 Precipitation Frequency Data Server
Johnson
-an++•
100km
6 mi * �
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US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: HDSC.Questions noaa.gov
Disclaimer
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Appendix H —
NOAA Atlas 14 — Precipitation Intensity

9/13/2021 Precipitation Frequency Data Server
NOAA Atlas 14,Volume 2,Version 3
Location name: Brevard, North Carolina, USA* � '°
Latitude:35.2832*, Longitude: -82.7963°
Elevation:2380.96 ft*
*source:ESRI Maps w,�w,�y�
-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/hourp
Average recurrence interval(years)
Duration 1 100
1 2 5 10 25 50 100 200 500 1000
5-min 5.03 6.02 7.18 8.05 9.19 10.1 11.0 11.9 13.0 14.0
(4.57-5.57) (5.46-6.67) (6.49-7.93) (7.25-8.89) (8.22-10.2) (8.95-11.1) (9.68-12.2) (10.4-13.2) (11.3-14.6) (12.0-15.8)
10-min 4.02 4.82 5.74 6.44 7.33 8.02 8.71 9.40 10.3 11.0
(3.65-4.45) (4.37-5.34) (5.20-6.35) (5.80-7.12) (6.55-8.09) (7.13-8.88) (7.70-9.67) (8.24-10.5) (8.93-11.6) (9.45-12.5)
15-min 3.35 4.04 4.84 5.43 6.19 6.76 7.34 7.90 8.65 9.24
(3.04-3.71) (3.66-4.47) (4.38-5.36) (4.89-6.00) (5.54-6.84) (6.02-7.49) (6.49-8.14) (6.93-8.80) (7.49-9.71) (7.91-10.4)
30-min 2.30 2.79 3.44 3.93 4.59 5.09 5.62 6.15 6.88 7.48
(2.08-2.54) (2.53-3.09) (3.11-3.81) (3.54-4.35) (4.10-5.07) (4.53-5.64) (4.97-6.24) (5.39-6.85) (5.96-7.72) (6.40-8.44)
60-min 1.43 1.75 2.21 2.56 3.05 3.45 3.87 4.31 4.94 5.46
(1.30-1.59) (1.59-1.94) (2.00-2.44) (2.31-2.83) (2.73-3.37) (3.07-3.82) (3.42-4.30) (3.78-4.81) (4.28-5.54) (4.67-6.16)
2-hr 0.842 1.03 1.29 1.50 1.79 2.03 2.28 2.55 2.94 3.26
(0.766-0.930) (0.935-1.13) 11 (1.17-1.42) 11 (1.35-1.65) 11 (1.60-1.97) 1 (1.81-2.24) 1 (2.02-2.53) (2.24-2.83) (2.54-3.28) (2.79-3.66)
3-hr 0.628 0.763 0.951 1.11 1.33 1.52 1.73 1.95 2.28 2.56
(0.571-0.696) (0.693-0.843) (0.862-1.05) 1 1 (1.19-1.47) 1 (1.35-1.69) 1 (1.52-1.91) 1 (1.70-2.17) 1 (1.95-2.55) (2.16-2.88)
6-hr 0.436 0.525 0.645 0.747 F 0.897 1.02 1.17 1.32 1.55 1.75
(0.399-0.481) (0.480-0.579) (0.588-0.712) (0.678-0.824) (0.806-0.989) (0.913-1.13) 1 (1.03-1.29) 1 (1.15-1.47) 1 (1.33-1.74) 1 (1.48-1.98)
12-hr 0.297 0.359 0.439 0.503 0.594 0.668 0.747 F 0.831 F 0.953 1.06
(0.273-0.324) (0.330-0.391) (0.403-0.479) (0.461-0.549) (0.540-0.649) (0.604-0.732) (0.669-0.821) (0.738-0.917) (0.833-1.06) (0.913-1.19)
24-hr 0.194 0.232 0.286 0.328 0.387 0.436 0.487 0.542 0.621 0.687
(0.179-0.210) (0.214-0.252) (0.263-0.310) (0.302-0.356) (0.354-0.420) (0.397-0.473) (0.441-0.529) (0.487-0.589) (0.551-0.678) (0.603-0.753)
2-day 0.117 0.140 0.171 0.196 0.230 0.257 0.286 0.317 0.362 0.399
(0.109-0.127) (0.130-0.152) (0.158-0.185) (0.181-0.211) (0.211-0.248) (0.236-0.278) (0.261-0.310) (0.287-0.345) (0.324-0.395) (0.353-0.438)
3-day 0.084 0.100 0.121 0.137 0.160 0.178 0.197 0.217 0.246 0.269
(0.078-0.090) (0.093-0.107) (0.112-0.130) (0.128-0.148) (0.148-0.172) (0.164-0.192) (0.181-0.213) (0.198-0.235) (0.221-0.267) (0.240-0.294)
4-day 0.067 0.080 0.096 0.108 0.125 0.139 0.152 0.167 0.187 0.205
(0.063-0.072) (0.075-0.085) (0.089-0.102) (0.101-0.116) (0.116-0.134) (0.128-0.149) (0.141-0.164) (0.153-0.180) (0.170-0.203) (0.184-0.223)
7-day 0.045 0.054 0.065 0.073 0.085 0.095 0.104 0.115 0.129 0.141
(0.042-0.049) (0.050-0.058) (0.060-0.070) (0.068-0.079) (0.079-0.091) (0.087-0.102) (0.096-0.112) (0.105-0.124) (0.117-0.140) (0.127-0.153)
10-day 0.037 0.044 0.052 0.058 0.067 0.074 0.081 0.089 0.099 0.108
(0.034-0.039) (0.041-0.047) (0.048-0.055) (0.054-0.063) (0.062-0.072) (0.069-0.080) (0.075-0.087) (0.082-0.096) (0.090-0.107) (0.097-0.117)
20-day 0.025 0.029 0.034 0.038 0.042 0.046 0.049 0.053 0.058 0.061
(0.023-0.026) (0.028-0.031) (0.032-0.036) (0.035-0.040) (0.040-0.045) (0.043-0.049) (0.046-0.053) (0.049-0.056) (0.053-0.062) (0.056-0.066)
30-day 0.020 0.024 0.027 0.030 0.033 0.035 0.038 0.040 0.043 0.045
(0.019-0.021) (0.022-0.025) (0.026-0.029) (0.028-0.031) (0.031-0.035) (0.033-0.038) (0.035-0.040) (0.037-0.042) (0.040-0.046) (0.042-0.048)
45-day 0.017 0.020 0.023 0.024 0.027 0.028 0.030 0.031 0.033 0.034
(0.016-0.018) (0.019-0.021) (0.021-0.024) (0.023-0.026) (0.025-0.028) (0.027-0.030) (0.028-0.031) (0.029-0.033) (0.031-0.035) (0.032-0.036)
60-day 0.015 0.018 0.020 0.021 0.023 0.025 0.026 0.027 0.028 0.029
(0.015-0.016) (0.017-0.019) (0.019-0.021) (0.020-0.022) (0.022-0.024) (0.023-0.026) (0.024-0.027) (0.025-0.028) (0.026-0.030) (0.027-0.031)
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.
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9/13/2021 Precipitation Frequency Data Server
PD5-based intensity-duration-frequency (IDF) curves
Latitude: 35.2832`, Longitude: -32.7963'
100_QO
Average recurrence
mlerva I
'L {years}
10-QQ --- --- -- - ---
— 1
4` 2
� — 5
1_0O - - - ----- — 10
0
— 25
— 50
a — 100
0-10 ---- -- -- -- ...... — 200
— 500
1000
t t Jr t L N N O r{4 N rq rq rq N rq N Alb N C'V r1�1 q r, O O O Ln O
rn ro 1-4N rn v Ln
Duration
1Q0-QQ
L 10-QQ --' — —
C — Duration
— 6-min — 2-day
m '
1-00 ......... ...--- . ................ 1— 0-min — 3-day— 15-min — d-dmy
° — 30-min — 7-day
41
49 — 60anin — 10 day
— —
u -- --- ................. 2fir 2i�day
0-1Q
— 3-rr — 30-day
— Sfir — 45-day
12-h r — 60-day
0-01 - 24-hr
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAAAtlas 14,Volume 2,Version 3 Created{GMT}: Mon Sep 13 16:25:44 2021
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Small scale terrain
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9/13/2021 Precipitation Frequency Data Server
8 UR!
3km MOUNTAIN
2mi
Large scale terrain
KI ng spoitFr Bristol k'
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J0111150 I City' 0
Winston-`_
Knoxville
I'.4IAitrhell
•Asl,erllle N 0 R T I-
•Ch
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•Greenville +
- 1 —
100km
6 mi
•
Large scale map
Johnson City
Wins,
Knoxville
a
rr. }Avhevlfle
I
I
I.
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100km
6 mi hens ^t
Large scale aerial
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9/13/2021 Precipitation Frequency Data Server
Johnson
-an++•
100km
6 mi * �
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US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: HDSC.Questions noaa.gov
Disclaimer
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Appendix I —
NRCS Web Soil Survey Report

USDA United States A product of the National Custom Soil Resource
Department of Cooperative Soil Survey,
Agriculture a joint effort of the United Report for
States Department of
N
RCS Agriculture and other Transylvania
Federal agencies, State
Natural agencies including the �o� n ty, North
Resources Agricultural Experiment
Conservation Stations, and local
Service participants Carolina
Bobby N Setzer Fish Hatchery
National Fnra5
September 14, 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
2

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(202) 720-6382 (TDD). USDA is an equal opportunity
provider and employer.
3

Contents
Preface....................................................................................................................2
How Soil Surveys Are Made..................................................................................5
SoilMap.................................................................................................................. 8
SoilMap................................................................................................................9
Legend................................................................................................................10
MapUnit Legend................................................................................................ 11
MapUnit Descriptions.........................................................................................11
Transylvania County, North Carolina.............................................................. 14
12—Rosman-Reddies complex, 0 to 3 percent slopes, rarely flooded....... 14
14—Dellwood-Reddies complex, 0 to 3 percent slopes, occasionally
flooded.................................................................................................. 15
82—Toxaway loam, 0 to 2 percent slopes, occasionally flooded................ 17
100C—Tusquitee-Whiteside complex, 8 to 15 percent slopes....................18
101 D—Cullasaja-Tuckasegee complex, 15 to 30 percent slopes, very
stony.....................................................................................................20
101 E—Cullasaja-Tuckasegee complex, 30 to 50 percent slopes, very
stony.....................................................................................................22
121 C—Saunook loam, high precipitation, 8 to 15 percent slopes...............23
121 D—Saunook loam, high precipitation, 15 to 30 percent slopes, stony..24
125C—Tate loam, high precipitation, 8 to 15 percent slopes......................25
125D—Tate loam, high precipitation, 15 to 30 percent slopes, stony......... 26
393D—Chestnut-Edneyville complex, high precipitation, 15 to 30
percent slopes, stony............................................................................27
393E—Chestnut-Edneyville complex, high precipitation, 30 to 50
percent slopes, stony............................................................................29
761 E—Porters-Unaka complex, 30 to 50 percent slopes, stony.................31
793F—Ashe-Buladean-Rock outcrop complex, 50 to 95 percent
slopes, very stony.................................................................................32
References............................................................................................................35
4

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
5

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
6

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.
7

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.
8

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Custom Soil Resource Report
MAP LEGEND MAP INFORMATION
Area of Interest(A01) Spoil Area The soil surveys that comprise your AOI were mapped at
0 Area of Interest(AOI) Stony Spot 1:12,000.
Soils Very Stony Spot
0 Soil Map Unit Polygons Warning:Soil Map may not be valid at this scale.
Wet Spot
Soil Map Unit Lines Enlargement of maps beyond the scale of mapping can cause
Other misunderstanding of the detail of mapping and accuracy of soil
� Soil Map Unit Points 9 pp 9 Y
�- Special Line Features line placement.The maps do not show the small areas of
Special Point Features contrasting soils that could have been shown at a more detailed
Iwo Blowout Water Features scale.
Streams and Canals
Borrow Pit
Transportation Please rely on the bar scale on each map sheet for map
Clay Spot � Rails measurements.
Closed Depression ­0 Interstate Highways
Source of Map: Natural Resources Conservation Service
Gravel Pit US Routes Web Soil Survey URL:
Gravelly Spot Coordinate System: Web Mercator(EPSG:3857)
Major Roads
Landfill Local Roads Maps from the Web Soil Survey are based on the Web Mercator
A. Lava Flow Background projection,which preserves direction and shape but distorts
distance and area.A projection that preserves area,such as the
Marsh or swamp Aerial Photography Albers equal-area conic projection,should be used if more
Mine or Quarry accurate calculations of distance or area are required.
Miscellaneous Water This product is generated from the USDA-NRCS certified data as
Perennial Water of the version date(s)listed below.
Rock Outcrop Soil Survey Area: Transylvania County, North Carolina
Saline Spot Survey Area Data: Version 22, Sep 12,2022
Sandy spot Soil map units are labeled(as space allows)for map scales
Severely Eroded Spot 1:50,000 or larger.
Sinkhole Date(s)aerial images were photographed: Apr 1,2022—May 9,
Slide or Slip 2022
oa Sodic Spot The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps.As a result,some minor
shifting of map unit boundaries may be evident.
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Custom Soil Resource Report
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
12 Rosman-Reddies complex,0 to 14.6 25.3%
3 percent slopes, rarely
flooded
14 Dellwood-Reddies complex,0 20.7 35.7%
to 3 percent slopes,
occasionally flooded
82 Toxaway loam,0 to 2 percent 2.7 4.6%
slopes,occasionally flooded
100C Tusquitee-Whiteside complex,8 1.4 2.4%
to 15 percent slopes
101 D Cullasaja-Tuckasegee complex, 2.8 4.9%
15 to 30 percent slopes,very
stony
101 E Cullasaja-Tuckasegee complex, 1.0 1.7%
30 to 50 percent slopes,very
stony
121 C Saunook loam,high 3.0 5.2%
precipitation,8 to 15 percent
slopes
121 D Saunook loam,high 6.1 10.6%
precipitation, 15 to 30 percent
slopes,stony
125C Tate loam, high precipitation,8 1.3 2.2%
to 15 percent slopes
125D Tate loam, high precipitation, 15 1.8 3.1%
to 30 percent slopes,stony
393D Chestnut-Edneyville complex, 0.2 0.3%
high precipitation, 15 to 30
percent slopes,stony
393E Chestnut-Edneyville complex, 2.2 3.8%
high precipitation,30 to 50
percent slopes,stony
761 E Porters-Unaka complex,30 to 0.1 0.2%
50 percent slopes,stony
793F Ashe-Buladean-Rock outcrop 0.0 0.1%
complex,50 to 95 percent
slopes,very stony
Totals for Area of Interest 67.9 100.0%
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.
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Custom Soil Resource Report
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.
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.
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Custom Soil Resource Report
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
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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Custom Soil Resource Report
Transylvania County, North Carolina
12—Rosman-Reddies complex, 0 to 3 percent slopes, rarely flooded
Map Unit Setting
National map unit symbol: 2g8mx
Elevation: 2,120 to 3,470 feet
Mean annual precipitation: 65 to 85 inches
Mean annual air temperature: 46 to 57 degrees F
Frost-free period: 116 to 170 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Rosman, rarely flooded, and similar soils:45 percent
Reddies, rarely flooded, and similar soils: 30 percent
Minor components: 3 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Rosman, Rarely Flooded
Setting
Landform:Valleys, flood plains
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Loamy alluvium
Typical profile
A - 0 to 15 inches: fine sandy loam
Bw- 15 to 59 inches: fine sandy loam
C-59 to 80 inches: fine sandy loam
Properties and qualities
Slope: 0 to 3 percent
Depth to restrictive feature: More than 80 inches
Drainage class:Well drained
Runoff class: Very low
Capacity of the most limiting layer to transmit water(Ksat): High (1.98 to 5.95
in/hr)
Depth to water table:About 42 to 60 inches
Frequency of flooding: NoneRare
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 8.5 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2w
Hydrologic Soil Group: A
Ecological site: F130BYO12WV- Non-Hydric Flood plains
Hydric soil rating: No
Description of Reddies, Rarely Flooded
Setting
Landform:Valleys, flood plains
Down-slope shape: Linear
Across-slope shape: Linear
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Parent material: Loamy alluvium over sandy and gravelly alluvium
Typical profile
Ap-0 to 14 inches: sandy loam
Bw- 14 to 26 inches: fine sandy loam
C-26 to 80 inches: very gravelly sand
Properties and qualities
Slope: 0 to 3 percent
Depth to restrictive feature:20 to 40 inches to strongly contrasting textural
stratification
Drainage class: Moderately well drained
Runoff class: Very low
Capacity of the most limiting layer to transmit water(Ksat): High (1.98 to 5.95
in/hr)
Depth to water table:About 24 to 42 inches
Frequency of flooding: NoneRare
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): 2w
Hydrologic Soil Group: B
Ecological site: F130BYO12VVV- Non-Hydric Flood plains
Hydric soil rating: No
Minor Components
Toxaway, rarely flooded
Percent of map unit. 3 percent
Landform:Valleys, depressions on flood plains
Down-slope shape: Concave
Across-slope shape: Concave
Hydric soil rating: Yes
14—Dellwood-Reddies complex, 0 to 3 percent slopes, occasionally
flooded
Map Unit Setting
National map unit symbol: 2g8n4
Elevation: 2,120 to 3,670 feet
Mean annual precipitation: 65 to 85 inches
Mean annual air temperature: 46 to 57 degrees F
Frost-free period: 116 to 170 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Dellwood, occasionally flooded, and similar soils: 55 percent
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Reddies, occasionally flooded, and similar soils: 30 percent
Minor components: 5 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Dellwood, Occasionally Flooded
Setting
Landform: Drainageways on flood plains, valleys
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Sandy and gravelly alluvium
Typical profile
Ap-0 to 8 inches: gravelly fine sandy loam
A2-8 to 16 inches: extremely gravelly sand
C- 16 to 80 inches: extremely gravelly coarse sand
Properties and qualities
Slope: 0 to 3 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Moderately well drained
Runoff class: Very low
Capacity of the most limiting layer to transmit water(Ksat): High (1.98 to 5.95
in/hr)
Depth to water table:About 24 to 48 inches
Frequency of flooding: OccasionalNone
Frequency of ponding: None
Available water supply, 0 to 60 inches: Very low (about 2.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3s
Hydrologic Soil Group: B
Ecological site: F130BY012VVV- Non-Hydric Flood plains
Hydric soil rating: No
Description of Reddies, Occasionally Flooded
Setting
Landform: Flood plains on valleys
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Loamy alluvium over sandy and gravelly alluvium
Typical profile
Ap-0 to 14 inches: sandy loam
Bw- 14 to 26 inches: fine sandy loam
C-26 to 80 inches: very gravelly sand
Properties and qualities
Slope: 0 to 3 percent
Depth to restrictive feature:20 to 40 inches to strongly contrasting textural
stratification
Drainage class: Moderately well drained
Runoff class: Very low
Capacity of the most limiting layer to transmit water(Ksat): High (1.98 to 5.95
in/hr)
Depth to water table:About 24 to 42 inches
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Custom Soil Resource Report
Frequency of flooding: OccasionalNone
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): 2w
Hydrologic Soil Group: B
Ecological site: F130BYO12VVV- Non-Hydric Flood plains
Hydric soil rating: No
Minor Components
Ela, occasionally flooded
Percent of map unit. 5 percent
Landform: Depressions on flood plains, valleys
Down-slope shape: Concave
Across-slope shape: Concave
Hydric soil rating: Yes
82—Toxaway loam, 0 to 2 percent slopes, occasionally flooded
Map Unit Setting
National map unit symbol: 2g8mz
Elevation: 2,130 to 3,200 feet
Mean annual precipitation: 65 to 85 inches
Mean annual air temperature: 46 to 57 degrees F
Frost-free period: 116 to 170 days
Farmland classification: Prime farmland if drained and either protected from flooding
or not frequently flooded during the growing season
Map Unit Composition
Toxaway, occasionally flooded, and similar soils: 75 percent
Minor components: 8 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Toxaway, Occasionally Flooded
Setting
Landform:Valleys, depressions on flood plains
Down-slope shape: Concave
Across-slope shape: Concave
Parent material: Loamy alluvium
Typical profile
A - 0 to 23 inches: loam
Cgl -23 to 36 inches: loam
Cg2-36 to 80 inches: stratified sand to loam
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Custom Soil Resource Report
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Drainage class:Very poorly drained
Runoff class: Negligible
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 0 to 12 inches
Frequency of flooding: NoneOccasional
Frequency of ponding: Occasional
Available water supply, 0 to 60 inches: Moderate (about 8.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 7w
Hydrologic Soil Group: B/D
Ecological site: F130BY011VW- Hydric Floodplains
Hydric soil rating: Yes
Minor Components
Ela, occasionally flooded
Percent of map unit. 8 percent
Landform:Valleys, depressions on flood plains
Down-slope shape: Concave
Across-slope shape: Concave
Hydric soil rating: Yes
100C—Tusquitee-Whiteside complex, 8 to 15 percent slopes
Map Unit Setting
National map unit symbol: 2g8n5
Elevation: 2,320 to 4,690 feet
Mean annual precipitation: 65 to 95 inches
Mean annual air temperature: 46 to 57 degrees F
Frost-free period: 116 to 170 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Tusquitee and similar soils:60 percent
Whiteside and similar soils: 35 percent
Minor components: 5 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Tusquitee
Setting
Landform: Fans on coves
Landform position (two-dimensional): Footslope
Landform position (three-dimensional): Mountainbase
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Custom Soil Resource Report
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Loamy colluvium derived from igneous and metamorphic rock
Typical profile
A - 0 to 8 inches: loam
Bw- 8 to 48 inches: loam
C-48 to 80 inches: gravelly fine sandy loam
Properties and qualities
Slope: 8 to 15 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): High (1.98 to 5.95
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 8.7 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: A
Ecological site: F130BY005WV- Mesic Colluvium Cool Aspect
Hydric soil rating: No
Description of Whiteside
Setting
Landform: Fans on coves
Landform position (two-dimensional): Footslope
Landform position (three-dimensional): Mountainbase
Down-slope shape: Concave, linear
Across-slope shape: Linear
Parent material: Loamy colluvium derived from igneous and metamorphic rock
Typical profile
A - 0 to 11 inches: loam
Bt- 11 to 37 inches: loam
Cg-37 to 80 inches: fine sandy loam
Properties and qualities
Slope: 8 to 15 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Moderately 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:About 24 to 36 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: High (about 9.5 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
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Custom Soil Resource Report
Hydrologic Soil Group: C
Ecological site: F130BY005VVV- Mesic Colluvium Cool Aspect
Hydric soil rating: No
Minor Components
Sylva
Percent of map unit: 5 percent
Landform: Seeps on coves
Landform position (two-dimensional): Footslope
Landform position (three-dimensional): Mountainbase
Down-slope shape: Linear
Across-slope shape: Concave
Hydric soil rating: Yes
101 D—Cullasaja-Tuckasegee complex, 15 to 30 percent slopes, very
stony
Map Unit Setting
National map unit symbol: 2g8m8
Elevation: 2,120 to 4,810 feet
Mean annual precipitation: 65 to 95 inches
Mean annual air temperature: 46 to 57 degrees F
Frost-free period: 100 to 150 days
Farmland classification: Not prime farmland
Map Unit Composition
Cullasaja, very stony, and similar soils: 50 percent
Tuckasegee, very stony, and similar soils:40 percent
Minor components: 1 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Cullasaja,Very Stony
Setting
Landform: Drainageways on coves
Landform position (two-dimensional): Footslope
Landform position (three-dimensional): Mountainbase
Down-slope shape: Linear
Across-slope shape: Concave
Parent material: Cobbly and stony colluvium derived from igneous and
metamorphic rock
Typical profile
A - 0 to 18 inches: very cobbly fine sandy loam
Bw- 18 to 32 inches: very cobbly fine sandy loam
C-32 to 80 inches: very cobbly loamy sand
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Custom Soil Resource Report
Properties and qualities
Slope: 15 to 30 percent
Surface area covered with cobbles, stones or boulders: 1.6 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): High (1.98 to 5.95
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 4.3 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 6s
Hydrologic Soil Group: A
Ecological site: F130BY005WV- Mesic Colluvium Cool Aspect
Hydric soil rating: No
Description of Tuckasegee,Very Stony
Setting
Landform: Fans on coves
Landform position (two-dimensional): Footslope
Landform position (three-dimensional): Mountainbase
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Loamy colluvium derived from igneous and metamorphic rock
Typical profile
A - 0 to 11 inches: loam
Bw- 11 to 40 inches: gravelly fine sandy loam
BC-40 to 80 inches: cobbly sandy clay loam
Properties and qualities
Slope: 15 to 30 percent
Surface area covered with cobbles, stones or boulders: 1.6 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): High (1.98 to 5.95
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): 6s
Hydrologic Soil Group: A
Ecological site: F130BY005WV- Mesic Colluvium Cool Aspect
Hydric soil rating: No
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Custom Soil Resource Report
Minor Components
Cruso, very stony
Percent of map unit. 1 percent
Landform: Seeps on coves
Landform position (two-dimensional): Footslope
Landform position (three-dimensional): Mountainbase
Down-slope shape: Linear
Across-slope shape: Concave
Hydric soil rating: Yes
101 E—Cullasaja-Tuckasegee complex, 30 to 50 percent slopes, very
stony
Map Unit Setting
National map unit symbol: 2g8m9
Elevation: 1,950 to 4,940 feet
Mean annual precipitation: 65 to 95 inches
Mean annual air temperature: 46 to 57 degrees F
Frost-free period: 100 to 150 days
Farmland classification: Not prime farmland
Map Unit Composition
Cullasaja, very stony, and similar soils: 55 percent
Tuckasegee, very stony, and similar soils: 35 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Cullasaja,Very Stony
Setting
Landform: Drainageways on coves
Down-slope shape: Linear
Across-slope shape: Concave
Parent material: Cobbly and stony colluvium derived from igneous and
metamorphic rock
Typical profile
A - 0 to 18 inches: very cobbly fine sandy loam
Bw- 18 to 32 inches: very cobbly fine sandy loam
C-32 to 80 inches: very cobbly loamy sand
Properties and qualities
Slope: 30 to 50 percent
Surface area covered with cobbles, stones or boulders: 1.6 percent
Depth to restrictive feature: More than 80 inches
Drainage class:Well drained
Runoff class: Medium
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Custom Soil Resource Report
Capacity of the most limiting layer to transmit water(Ksat): High (1.98 to 5.95
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 4.3 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 6s
Hydrologic Soil Group: A
Ecological site: F130BY005WV- Mesic Colluvium Cool Aspect
Hydric soil rating: No
Description of Tuckasegee,Very Stony
Setting
Landform: Coves
Down-slope shape: Concave
Across-slope shape: Concave
Parent material: Loamy colluvium derived from igneous and metamorphic rock
Typical profile
A - 0 to 11 inches: gravelly loam
Bw- 11 to 40 inches: gravelly fine sandy loam
BC-40 to 80 inches: cobbly sandy clay loam
Properties and qualities
Slope: 30 to 50 percent
Surface area covered with cobbles, stones or boulders: 1.6 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): High (1.98 to 5.95
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): 6e
Hydrologic Soil Group: A
Ecological site: F130BY005WV- Mesic Colluvium Cool Aspect
Hydric soil rating: No
121C—Saunook loam, high precipitation, 8 to 15 percent slopes
Map Unit Setting
National map unit symbol: 2vx58
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Custom Soil Resource Report
Elevation: 1,350 to 4,610 feet
Mean annual precipitation: 59 to 88 inches
Mean annual air temperature: 46 to 57 degrees F
Frost-free period: 116 to 170 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Saunook and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Saunook
Setting
Landform: Drainageways, fans, coves
Landform position (two-dimensional): Footslope
Landform position (three-dimensional): Mountainbase, base slope
Down-slope shape: Concave, linear
Across-slope shape: Concave, linear
Parent material: Colluvium derived from igneous and metamorphic rock
Typical profile
A - 0 to 10 inches: loam
Bt- 10 to 34 inches: clay loam
BC-34 to 44 inches: cobbly fine sandy loam
C-44 to 80 inches: very cobbly fine sandy loam
Properties and qualities
Slope: 8 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 7.4 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: B
Ecological site: F130BY004WV- Mesic Residuum Warm Aspect
Hydric soil rating: No
121 D—Saunook loam, high precipitation, 15 to 30 percent slopes, stony
Map Unit Setting
National map unit symbol. 2xpcm
Elevation: 1,420 to 4,720 feet
Mean annual precipitation: 50 to 67 inches
Mean annual air temperature: 46 to 57 degrees F
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Custom Soil Resource Report
Frost-free period: 100 to 150 days
Farmland classification: Farmland of local importance
Map Unit Composition
Saunook, stony, and similar soils: 89 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Saunook, Stony
Setting
Landform: Coves, drainageways, fans
Landform position (two-dimensional): Footslope
Landform position (three-dimensional): Mountainbase, base slope
Down-slope shape: Concave, linear
Across-slope shape: Concave, linear
Parent material: Colluvium derived from igneous and metamorphic rock
Typical profile
A - 0 to 10 inches: loam
Bt- 10 to 34 inches: clay loam
BC-34 to 44 inches: cobbly fine sandy loam
C-44 to 80 inches: very cobbly fine sandy loam
Properties and qualities
Slope: 15 to 30 percent
Surface area covered with cobbles, stones or boulders: 0.1 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 7.4 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4e
Hydrologic Soil Group: B
Ecological site: F130BY004WV- Mesic Residuum Warm Aspect
Hydric soil rating: No
125C—Tate loam, high precipitation, 8 to 15 percent slopes
Map Unit Setting
National map unit symbol. 2xkfh
Elevation: 2,210 to 3,560 feet
Mean annual precipitation: 54 to 73 inches
Mean annual air temperature: 46 to 57 degrees F
Frost-free period: 116 to 170 days
Farmland classification: Farmland of statewide importance
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Custom Soil Resource Report
Map Unit Composition
Tate, high precipitation, and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Tate, High Precipitation
Setting
Landform: Fans, coves
Landform position (two-dimensional): Toeslope
Landform position (three-dimensional): Mountainbase, base slope
Down-slope shape: Linear, concave
Across-slope shape: Concave
Parent material: Colluvium derived from metamorphic rock
Typical profile
A - 0 to 7 inches: loam
Bt- 7 to 46 inches: clay loam
C-46 to 80 inches: cobbly loam
Properties and qualities
Slope: 8 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 8.5 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: B
Ecological site: F130BY006WV- Mesic Colluvium Warm Aspect
Hydric soil rating: No
125D—Tate loam, high precipitation, 15 to 30 percent slopes, stony
Map Unit Setting
National map unit symbol. 2xkf9
Elevation: 2,220 to 3,780 feet
Mean annual precipitation: 54 to 72 inches
Mean annual air temperature: 46 to 57 degrees F
Frost-free period: 116 to 170 days
Farmland classification: Farmland of local importance
Map Unit Composition
Tate, high precipitation, and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
26

Custom Soil Resource Report
Description of Tate, High Precipitation
Setting
Landform: Fans, coves
Landform position (two-dimensional): Toeslope
Landform position (three-dimensional): Mountainbase, base slope
Down-slope shape: Linear, concave
Across-slope shape: Concave
Parent material: Colluvium derived from metamorphic rock
Typical profile
A - 0 to 7 inches: loam
Bt- 7 to 46 inches: clay loam
C-46 to 80 inches: cobbly loam
Properties and qualities
Slope: 15 to 30 percent
Surface area covered with cobbles, stones or boulders: 0.1 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 8.5 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4e
Hydrologic Soil Group: B
Ecological site: F130BY006WV- Mesic Colluvium Warm Aspect
Hydric soil rating: No
393D—Chestnut-Edneyvilie complex, high precipitation, 15 to 30 percent
slopes, stony
Map Unit Setting
National map unit symbol: 2t2yc
Elevation: 2,230 to 4,730 feet
Mean annual precipitation: 55 to 84 inches
Mean annual air temperature: 46 to 57 degrees F
Frost-free period: 124 to 176 days
Farmland classification: Not prime farmland
Map Unit Composition
Chestnut and similar soils: 50 percent
Edneyville and similar soils: 35 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
27

Custom Soil Resource Report
Description of Chestnut
Setting
Landform: Ridges
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Mountaintop, crest
Down-slope shape: Linear
Across-slope shape: Convex
Parent material: Residuum weathered from muscovite-biotite gneiss and/or biotite
gneiss
Typical profile
A - 0 to 5 inches: gravelly fine sandy loam
Bw- 5 to 29 inches: fine sandy loam
Cr-29 to 80 inches: bedrock
Properties and qualities
Slope: 15 to 30 percent
Surface area covered with cobbles, stones or boulders: 0.1 percent
Depth to restrictive feature:20 to 40 inches to paralithic bedrock
Drainage class:Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water(Ksat):Very low to high (0.00
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: Low (about 3.6 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4s
Hydrologic Soil Group: B
Ecological site: F130BY004WV- Mesic Residuum Warm Aspect
Hydric soil rating: No
Description of Edneyville
Setting
Landform: Ridges
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Mountaintop, crest
Down-slope shape: Linear
Across-slope shape: Convex
Parent material: Residuum weathered from muscovite-biotite gneiss and/or biotite
gneiss
Typical profile
A - 0 to 5 inches: gravelly fine sandy loam
Bw- 5 to 25 inches: fine sandy loam
C-25 to 80 inches: gravelly sandy loam
Properties and qualities
Slope: 15 to 30 percent
Surface area covered with cobbles, stones or boulders: 0.1 percent
Depth to restrictive feature: More than 80 inches
Drainage class:Well drained
28

Custom Soil Resource Report
Runoff class: Medium
Capacity of the most limiting layer to transmit water(Ksat): High (1.98 to 5.95
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 6.4 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4e
Hydrologic Soil Group: A
Ecological site: F130BY004WV- Mesic Residuum Warm Aspect
Hydric soil rating: No
393E—Chestnut-Edneyville complex, high precipitation, 30 to 50 percent
slopes, stony
Map Unit Setting
National map unit symbol: 2t2y7
Elevation: 2,120 to 4,920 feet
Mean annual precipitation: 52 to 84 inches
Mean annual air temperature: 46 to 57 degrees F
Frost-free period: 124 to 176 days
Farmland classification: Not prime farmland
Map Unit Composition
Chestnut and similar soils: 50 percent
Edneyville and similar soils:40 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Chestnut
Setting
Landform: Ridges, mountain slopes
Landform position (three-dimensional): Mountaintop, mountainflank, crest, side
slope
Down-slope shape: Linear, convex
Across-slope shape: Convex, linear
Parent material: Residuum weathered from muscovite-biotite gneiss and/or biotite
gneiss that is affected by soil creep in the upper solum
Typical profile
A - 0 to 5 inches: gravelly fine sandy loam
Bw- 5 to 29 inches: fine sandy loam
Cr-29 to 80 inches: bedrock
Properties and qualities
Slope: 30 to 50 percent
Surface area covered with cobbles, stones or boulders: 0.1 percent
Depth to restrictive feature:20 to 40 inches to paralithic bedrock
29

Custom Soil Resource Report
Drainage class:Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water(Ksat):Very low to high (0.00
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: Low (about 3.6 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 6s
Hydrologic Soil Group: B
Ecological site: F130BY004WV- Mesic Residuum Warm Aspect
Hydric soil rating: No
Description of Edneyville
Setting
Landform: Ridges, mountain slopes
Landform position (three-dimensional): Mountaintop, mountainflank, crest, side
slope
Down-slope shape: Linear, convex
Across-slope shape: Convex, linear
Parent material: Residuum weathered from muscovite-biotite gneiss and/or biotite
gneiss that is affected by soil creep in the upper solum
Typical profile
A - 0 to 5 inches: gravelly fine sandy loam
Bw- 5 to 25 inches: fine sandy loam
C-25 to 80 inches: gravelly sandy loam
Properties and qualities
Slope: 30 to 50 percent
Surface area covered with cobbles, stones or boulders: 0.1 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): High (1.98 to 5.95
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 6.6 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 6e
Hydrologic Soil Group: A
Ecological site: F130BY004WV- Mesic Residuum Warm Aspect
Hydric soil rating: No
30

Custom Soil Resource Report
761 E—Porters-U naka complex, 30 to 50 percent slopes, stony
Map Unit Setting
National map unit symbol: 2g8kw
Elevation: 2,250 to 5,030 feet
Mean annual precipitation: 65 to 95 inches
Mean annual air temperature: 46 to 57 degrees F
Frost-free period: 100 to 150 days
Farmland classification: Not prime farmland
Map Unit Composition
Porters, stony, and similar soils: 50 percent
Unaka, stony, and similar soils: 30 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Porters, Stony
Setting
Landform: Ridges, mountain slopes
Landform position (two-dimensional): Backslope
Down-slope shape: Convex
Across-slope shape: Convex, linear
Parent material: Residuum weathered from muscovite-biotite gneiss and/or biotite
gneiss that is affected by soil creep in the upper solum
Typical profile
A - 0 to 9 inches: loam
Bw- 9 to 46 inches: gravelly loam
C-46 to 54 inches: gravelly sandy loam
R-54 to 80 inches: unweathered bedrock
Properties and qualities
Slope: 30 to 50 percent
Surface area covered with cobbles, stones or boulders: 0.1 percent
Depth to restrictive feature:40 to 60 inches to lithic bedrock
Drainage class:Well drained
Runoff class: Medium
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: Moderate (about 8.0 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 6e
Hydrologic Soil Group: A
Ecological site: F130BY003WV- Mesic Residuum Cool Aspect
Hydric soil rating: No
31

Custom Soil Resource Report
Description of Unaka, Stony
Setting
Landform: Ridges, mountain slopes
Landform position (two-dimensional): Backslope
Down-slope shape: Convex
Across-slope shape: Convex, linear
Parent material: Residuum weathered from muscovite-biotite gneiss and/or biotite
gneiss that is affected by soil creep in the upper solum
Typical profile
A - 0 to 9 inches: loam
Bw- 9 to 27 inches: gravelly loam
Cr-27 to 31 inches: weathered bedrock
R-31 to 80 inches: unweathered bedrock
Properties and qualities
Slope: 30 to 50 percent
Surface area covered with cobbles, stones or boulders: 0.1 percent
Depth to restrictive feature:20 to 35 inches to paralithic bedrock; 20 to 40 inches
to lithic bedrock
Drainage class:Well drained
Runoff class: Very 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 4.3 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 6s
Hydrologic Soil Group: B
Ecological site: F130BY003WV- Mesic Residuum Cool Aspect
Hydric soil rating: No
793F—Ashe-Buladean-Rock outcrop complex, 50 to 95 percent slopes,
very stony
Map Unit Setting
National map unit symbol: 2g8kh
Elevation: 1,510 to 5,070 feet
Mean annual precipitation: 65 to 95 inches
Mean annual air temperature: 46 to 57 degrees F
Frost-free period: 124 to 176 days
Farmland classification: Not prime farmland
Map Unit Composition
Ashe, very stony, and similar soils: 50 percent
32

Custom Soil Resource Report
Buladean, very stony, and similar soils: 20 percent
Rock outcrop: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Ashe,Very Stony
Setting
Landform: Mountain slopes
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Convex
Across-slope shape: Linear
Parent material: Residuum weathered from granite and gneiss that is affected by
soil creep in the upper solum
Typical profile
A - 0 to 5 inches: gravelly sandy loam
Bw- 5 to 31 inches: gravelly sandy loam
R-31 to 80 inches: unweathered bedrock
Properties and qualities
Slope: 50 to 95 percent
Surface area covered with cobbles, stones or boulders: 1.6 percent
Depth to restrictive feature:20 to 40 inches to lithic bedrock
Drainage class: Somewhat excessively drained
Runoff class: Very 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 3.2 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 8s
Hydrologic Soil Group: B
Ecological site: F130BY004WV- Mesic Residuum Warm Aspect
Hydric soil rating: No
Description of Buladean,Very Stony
Setting
Landform: Ridges, mountain slopes
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Convex
Across-slope shape: Linear
Parent material: Residuum weathered from granite and gneiss that is affected by
soil creep in the upper solum
Typical profile
A - 0 to 3 inches: loam
Bw-3 to 26 inches: loam
C-26 to 50 inches: coarse sandy loam
Cr-50 to 80 inches: weathered bedrock
33

Custom Soil Resource Report
Properties and qualities
Slope: 50 to 95 percent
Surface area covered with cobbles, stones or boulders: 0.1 percent
Depth to restrictive feature:40 to 60 inches to paralithic bedrock
Drainage class:Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water(Ksat):Very low to high (0.00
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 6.6 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 8e
Hydrologic Soil Group: A
Ecological site: F130BY004WV- Mesic Residuum Warm Aspect
Hydric soil rating: No
Description of Rock Outcrop
Setting
Landform: Mountain slopes
Down-slope shape: Convex
Across-slope shape: Convex
Parent material: Granite and gneiss
Typical profile
R-0 to 80 inches: bedrock
Properties and qualities
Depth to restrictive feature: 0 inches to lithic bedrock
Runoff class: Very high
Capacity of the most limiting layer to transmit water(Ksat):Very low to low (0.00 to
0.01 in/hr)
Available water supply, 0 to 60 inches: Very low (about 0.0 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 8s
Hydric soil rating: No
34

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
35

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
36

Appendix J —
Report of Geotechnical Exploration

REPORT OF GEOTECHNICAL
EXPLORATION
BOBBY N. SETZER
STATE FISH HATCHERY
RENOVATION
Prepared For:
NC WILDLIFE RESOURCES COMMISSION
c/o McGill Associates
55 Broad Street
Asheville, North Carolina 28801
BLE Project Number J20-14503-02
December 8,2021
111. 10 BUNNELL
LAMMONS
ENGINEERING
130 Oval Road,Suite 200 I Arden.NC 28704
B28.277,0100 re 828.277,0110 w [e-mail]
BLECQRP.CIIM

IM I BUNNELL
M LAMMONS
ENOINEERIN6
December 8,2021
NC Wildlife Resources Commission
c/o McGill Associates
55 Broad Street
Asheville,North Carolina 28801
Attention: Mr. Kyle Seaman, P.E.
Subject: Report of Detailed Geotechnical Exploration
Bobby N. Setzer
State Fish Hatchery Renovation
Transylvania County,North Carolina
BLE Project Number J20-14503-02
Dear Mr. Seaman:
Bunnell-Lammons Engineering, Incorporated (BLE)is pleased to present this Report of our findings and
recommendations for renovations at the subject facility. This exploration was performed generally as
described in your Task Order T.O. #2 09-08-21. This report covers multiple structures, but our findings
and recommendations have been consolidated into this one report for your convenience.
We appreciate the opportunity to provide our professional services on this project. Please feel free to
contact the authors with additional questions or comments.
\`\Xo\\1I I I I I Ul////�/i
i
Sincerely, ,�`��o�.�"....A9O
BUNNELL LAMMONs ENGINEERING INC. `OFESS�O'•`f� t'
Firm Registration: C-1538 SEAL
023614 =
Sam C.Interlicchia James e erl,P.E.
Project Manager Senior Engineer
NC Registration#023614
' 130 Oval Rood,Suite 200,Arden,NC 28704 L828.277.0100 0828.277.0110 [e-mail]
BLECORMOM

IC 1.11
Report of'Geotechnical Evaluation December 8, 2021
Setzer Fish Hatchery Renovation—Pisgah Forest,NC BLE Project No.J20-14503-02
TABLE OF CONTENTS
SECTION 1. PROJECT INFORMATION..............................................................................................I
1.1 AUTHORIZATION.......................................................................................................................1
1.2 SCOPE OF EXPLORATION.......................................................................................................1
1.3 PROJECT INFORMATION........................................................................................................1
1.4 SITE AND GEOLOGIC FEATURES.........................................................................................2
1.5 LIMITATIONS..............................................................................................................................3
SECTION 2. DAVIDSON RIVER INTAKE............................................................................................3
2.1 DISCUSSION OF FINDINGS......................................................................................................3
2.2 ASSESSMENT...............................................................................................................................4
2.3 RECOMMENDATIONS...............................................................................................................4
SECTION 3. GROGAN CREEK INTAKE..............................................................................................5
3.1 DISCUSSION OF FINDINGS......................................................................................................5
3.2 ASSESSMENT...............................................................................................................................6
3.3 RECOMMENDATIONS...............................................................................................................6
SECTION 4. EQUALIZATION BASIN...................................................................................................6
4.1 DISCUSSION OF FINDINGS......................................................................................................6
4.2 ASSESSMENT...............................................................................................................................7
4.3 RECOMMENDATIONS...............................................................................................................7
SECTION 5. NEW BROODSTOCK RACEWAYS................................................................................8
5.1 DISCUSSION OF FINDINGS......................................................................................................8
5.2 ASSESSMENT...............................................................................................................................8
5.3 RECOMMENDATIONS...............................................................................................................9
SECTION 6. NEW EFFLUENT PUMP STATION................................................................................9
6.1 DISCUSSION OF FINDINGS......................................................................................................9
6.2 ASSESSMENT.............................................................................................................................10
6.3 RECOMMENDATIONS.............................................................................................................10
i of ii

IC 1.11
Report of'Geotechnical Evaluation December 8, 2021
Setzer Fish Hatchery Renovation—Pisgah Forest,NC BLE Project No.J20-14503-02
SECTION 7. PRODUCTION RACEWAYS..........................................................................................11
7.1 DISCUSSION OF FINDINGS....................................................................................................11
7.2 ASSESSMENT.............................................................................................................................12
7.3 RECOMMENDATIONS.............................................................................................................12
SECTION 8. PROPOSED HATCHERY BUILDING...........................................................................12
8.1 DISCUSSION OF FINDINGS....................................................................................................12
8.2 ASSESSMENT.............................................................................................................................12
8.3 RECOMMENDATIONS.............................................................................................................13
SECTION 9. FUTURE DEVELOPMENT.............................................................................................13
9.1 DISCUSSION OF FINDINGS....................................................................................................13
9.2 ASSESSMENT.............................................................................................................................14
9.3 RECOMMENDATIONS.............................................................................................................14
SECTION 10.0 CONSTRUCTION CONSIDERATIONS....................................................................14
10.1 STRUCTURAL FILL..................................................................................................................14
10.2 SUBGRADE ACCEPTANCE.....................................................................................................15
10.3 DIFFICULT EXCAVATION.....................................................................................................15
10.4 GROUNDWATER CONTROL .................................................................................................15
APPENDIX
ii of ii

IC Im 11
Report of'Geotechnical Evaluation December 8, 2021
Setzer Fish Hatchery Renovation—Pisgah Forest,NC BLE Project No.J20-14503-02
SECTION 1. PROJECT INFORMATION
1.1 AUTHORIZATION
This exploration was performed as described in Bunnell-Lammons Engineering (BLE) Draft Proposal of
April 13, 2021 and authorized by Mr. Kyle Seaman, P.E.by Task Order 42 on September 8, 2021.
1.2 SCOPE OF EXPLORATION
This report details the findings and recommendations of the geotechnical exploration performed for the
proposed renovations as detailed in Table 1-1.
Table 1-1 Exploratory Boring Distribution
Boring Number Location
B-1 Davidson River Intake
B-2 Grogan Creek Intake
B-3 Equalization Basin
B-4 Broodstock Raceways
B-5 Effluent Waste Treatment
B-6 Production Raceways
B-7 Hatchery Building
B-8 Future Development
B-9 Future Development
In anticipation of the drilling encountering large, impenetrable boulders and cobbles, a specialized drilling
unit of the sonic variety was mobilized to the site. This type of drill rig is capable of penetrating the
expected boulders and cobbles and is equipped with the tooling to enable collection of Standard Penetration
Test(SPT) samples to enable stratification of the encountered soils and collection of SPT N-values to be
used as the basis of BLE's design recommendations. Typical geotechnical drilling is conducted with steel
augers which are generally not able to penetrate the cobbles and boulders common to this setting. In
addition to the SPT testing, McGill had requested the capability of long-term groundwater measurements.
BLE recommended the use of simple, inexpensive, standpipe piezometers at the locations requested.
Accordingly, hand-slotted, PVC pipes were installed at B-3, B-5, B-8, and B-9 to the bottom of the open
borehole before backfilling. The water levels on those boring logs represent the initial reading of the
standpipe piezometers.
1.3 PROJECT INFORMATION
The Setzer Fish Hatchery property is a mountainous tract located in the Pisgah National Forest in
Transylvania County North Carolina off US 276 on a local road known as Government Road (a.k.a. US
Forest Service Road 4475). The property is bounded on the north by the aforementioned road and the
Davidson River. The site is understood to have been developed by placement of earth fill and straightening
a section of the Davidson River near its confluence with Grogan Creek. The development has created a
broad, flat section on which prior facilities were built and the new structures and renovated structures are
to be constructed.
1 of 15

IC 1.1:
Report of'Geotechnical Evaluation December 8, 2021
Setzer Fish Hatchery Renovation—Pisgah Forest,NC BLR Project No.J20-14503-02
This report includes the following Sections hereinafter:
Section 2.0 Davidson River Intake
Section 3.0 Grogan Creek Intake
Section 4.0 New Equalization Basin
Section 5.0 New Broodstock Raceways
Section 6.0 New Effluent Treatment
Section 7.0 New Production Raceways
Section 8.0 Hatchery Building Renovations
Section 9.0 Future Development
Section 10.0 Construction Considerations
1.4 SITE AND GEOLOGIC FEATURES
The site area has typical mountainous characteristics for Western North Carolina with ground elevations
ranging from over 3900 feet above msl (Looking Glass Rock) to below 2400 feet above msl in the
drainageway of the Davidson River and Grogan Creek. The property is mostly wooded except for those
portions which have undergone development for the Fish Hatchery. No additional land clearing is indicated
by the provided plans.
The site is located in the Blue Ridge Physiographic Province. The bedrock in this region is a complex
crystalline formation that has been faulted and contorted by past tectonic movements. A notable shear zone
(i.e.the Brevard Fault Zone)gains its name from the nearby Town of Brevard,NC and is considered to be
associated with the Appalachian Orogeny,during which the surrounding mountains and folded valleys and
ridges to the northwest were formed. The bedrock in the area is mapped as gneissic, metamorphic rock
with significant amounts of micaceous minerals. Also mapped within the nearby units are occasional units
of mica schist. Finally, intrusive igneous rocks are also present in the region. Looking Glass Rock is one
such exposure of the Whiteside Granite, considered to be a volcanic pluton intruded into the older gneissic
rocks. Granitic rocks are not expected in the subsurface in the immediate area of the site.
The rock has weathered to residual soils which form the mantle for the hillsides and hilltops. The typical
residual soil profile in areas not disturbed by erosion or human activities consists of clayey soils near the
surface where weathering is more advanced,underlain by sandy silts and silty sands. The boundary between
soil and rock is not sharply defined,and there often is a transitional zone,termed"partially weathered rock,"
overlying the parent bedrock. Partially weathered rock is defined, for engineering purposes, as residual
material with a standard penetration resistance of at least 100 blows per foot(bpf). Weathering is facilitated
by fractures,joints, and the presence of less resistant rock types. Consequently,the profile of the partially
weathered rock and hard rock is quite irregular and erratic,even over short horizontal distances. Also,it is
not unusual to find lenses and boulders of hard rock and/or zones of partially weathered rock within the soil
mantle,well above the general bedrock level.
In addition to the residual profile the Davidson River and its tributaries (Grogan Creek,for instance)have,
over many millennia, deposited many layers of alluvial soils of a clastic nature, including the cobbles and
boulders described in an earlier paragraph. Finally, the area of prior development has been graded to its
current level and slope by the placement of man-placed fill(s)to raise the grade out of the flooding potential
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from the Davidson River. Despite these efforts,we are advised that the crest of the Davidson River exceed
the grades at the hatchery site during Tropical Storm Fred in August of 2021.
1.5 LIMITATIONS
This exploration is preliminary in nature with widely spaced data points (borings). These data and should be
used for general site planning, feasibility evaluation, and general foundation design only. Because of the
relatively limited information available at this stage of the project, foundation design and site preparation
recommendations may require supplemental exploration and additional analysis. Bunnell-Lammons
Engineering should be retained to consult with the designer during design,and construction phases to be sure
that the preliminary recommendations are properly interpreted and further developed as necessary.
Our evaluation and recommendations for this preliminary geotechnical exploration has been based on our
understanding of the project and site information and data obtained in our exploration and provided to us. The
general subsurface conditions utilized in our evaluations and analyses are based on interpolation of subsurface
data between the widely spaced soil test borings. The assessment of site environmental conditions or presence
of pollutants in the soil,rock,and ground water of the site was beyond the scope of this exploration.
SECTION 2.DAVIDSON RIVER INTAKE
2.1 DISCUSSION OF FINDINGS
The Davidson River Intake is an existing facility which is to be renovated by the addition of a Grit Chamber
located about 50 feet to the south of the existing structure and connected by piping. The chamber is a 20-foot
diameter concrete unit with a sloping bottom to separate larger fractions from any sediment load.
The approximate elevations for the various structural elements are as shown in Table 2-1.
Table 2-1 Elevations
Element Elevation
Floor of Existing Intake 2358.05
Top of Existing Intake 2371.88
Inletto Grit Chamber(centerline) 2353.16
Invert of Grit Chamber 2339.25
Bottom Grit Chamber 2338.75f
Subsurface conditions at this structure were evaluated by review of samples from Boring B-1. Boring B-1
encountered approximately 3 to 5 feet of fill underlain by soils BLE interprets to be of residual origin. Residual
soils and Partially Weathered Rock extend to the terminal depth of the boring at 25 feet. Based on an
approximate ground surface elevation of 2368 at B-1,BLE considers the strata elevations and SPT Resistance
(blows per foot)shown in Table 2-2 to be applicable to this location.
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Table 2-2 Strata Elevations
Stratum Elevation (approx.) SPT Resistance(bpf)
Ground Surface (top of fill) 2367 N=12
Top of Residual Soil(bottom of fill) 2362 47<N<66
Top of Partially Weathered Rock 2354 16<N<100+
Bottom of Boring 2342 -
Below the shallow stratum of fill, Boring B-1 encountered soils with a relatively high density and strength.
Additionally,Boring B-1 did not encounter large,cobbles or boulders but rather rock fragments of fine gravel
size that may have been a component ofthe fill or rock fragments created by the drilling. Some of the N-values
in this stratum may have been inflated by the gravel or rock fragments.
Groundwater was encountered in Boring B-1 at a depth of just over 5 feet(approximate elevation 2362)at the
time of drilling
2.2 ASSESSMENT
Soils or weathered rock having more than sufficient strength and sufficiently low compressibility are present
to the depths drilled in this boring and expected to be present even deeper. Applied stresses from the grit
chamber are expected to be less than about 3000 pounds per square foot(psf).
The shallow groundwater encountered is of concern from the standpoint of excavation wall and bottom stability
for the expected 31-foot excavation. Also, buoyant forces on the sealed structure are expected to exceed the
dead load when the structure is in a de-watered condition.
Excavation by conventional methods and equipment is considered to be feasible at this location. That is,large
rock or fragments of rock are not expected to be encountered above the bearing level. On the other hand,the
depth of excavation is substantial and groundwater issues will be substantial. The use of a braced excavation
will likely be required for placement of this unit "in the dry". If excavation "in the wet" is planned sloped
excavation and tremie placement of concrete will be almost inevitable.
2.3 RECOMMENDATIONS
Allowable bearing at the foundation level of in excess of 4,000 psf is available at this location,providing the
bottom of the excavation is stable and not subject to disturbance by seepage forces. BLE recommends
resistance to buoyant forces be provided by increased mass concrete or by reinforced concrete foundation
beyond the perimeter of the structure (i.e., a lip) reacting against the overlying backfill. Anchors bonded into
the PWR subgrade are also feasible,but are not considered the most practical solution. Further consideration
of the excavation, shoring,and other means and methods of this construction will be required.
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SECTION 3. GROGAN CREEK INTAKE
3.1 DISCUSSION OF FINDINGS
The Grogan Creek Intake is an existing facility which is to be renovated by the addition of a Grit Chamber
located about 40 feet to the west of the existing structure and connected by piping. In addition, a wet well
structure will attach to the Grit Chamber. The Grit Chamber is a 10-foot diameter,pre-cast concrete unit with
a sloping bottom to separate larger fractions from any sediment load. The wet well is also a pre-cast concrete
structure with a flat bottom.
The approximate elevations for the various structural elements of the renovation are as shown in Table 3-1.
Table 3-1 Elevations
Element Elevation
Floor of Existing Intake 2378.28
Top of Existing Intake 2383.98
Inlet to Grit Chamber(invert) 2372.42
Invert of Grit Chamber 2366.25
Bottom Grit Chamber 2365.25f
Subsurface conditions at this structure were evaluated by review of samples from Boring B-2. Boring B-2
encountered approximately 6 feet of fill underlain by soils BLE interprets to be of residual origin. Residual
soils and Partially Weathered Rock extend to the terminal depth of the boring at 25 feet. Based on an
approximate ground surface elevation of 2379 at B-2,BLE considers the strata elevations and SPT Resistance
(blows per foot)shown in Table 3-2 to be applicable to this location.
Table 3-2 Strata Elevations
Stratum Elevation (approx.) SPT Resistance(bpf)
Ground Surface (top of fill) 2379 2<N<10
Top of Residual Soil(bottom of fill) 2373 N=33
Top of Partially Weathered Rock 2370.5 100<N
Bottom of Boring 2366.5 -
Below the stratum of fill,Boring B-2 encountered soils with a relatively high density and strength. Additionally
Boring B-2 did not encounter large,cobbles or boulders but rather rock fragments or fine gravel size that may
have been a component of the fill or rock fragments created by the drilling. Some of the N-values in this
stratum may have been inflated by the gravel or rock fragments.
Groundwater was encountered in Boring B-2 at a depth of 4 feet(approximate elevation 2375) at the time of
drilling.
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3.2 ASSESSMENT
Soils or weathered rock having more than sufficient strength and sufficiently low compressibility are present
to the depths drilled in this boring and expected to be present even deeper. Applied stresses from the grit
chamber are expected to be less than about 1700 pounds per square foot(psf).
The shallow groundwater encountered is of concern from the standpoint of excavation wall and bottom stability
for the expected 20-foot excavation. Also, buoyant forces on the sealed structure are expected to exceed the
dead load when the structure is in a de-watered condition.
Excavation by conventional methods and equipment is considered to be feasible at this location. That is,large
rock or fragments of rock are not expected to be encountered above the partially weathered rock stratum. On
the other hand the depth of excavation is substantial and groundwater issues will be substantial. The use of a
braced excavation will likely be required for placement of this unit"in the dry". If excavation"in the wet"is
planned sloped excavation and tremie placement of concrete will be almost inevitable.
3.3 RECOMMENDATIONS
Allowable bearing at the foundation level of in excess of 5,000 psf is available at this location,providing the
bottom of the excavation is stable and not subject to disturbance by seepage forces. BLE recommends
resistance to buoyant forces be provided by increased mass concrete or by reinforced concrete foundation
beyond the perimeter of the structure (Le a lip) reacting against the overlying backfill. Anchors bonded into
the PWR subgrade are also feasible but are not considered the most practical solution. Further consideration
of the excavation, shoring,and other means and methods of this construction will be required.
SECTION 4. EQUALIZATION BASIN
4.1 DISCUSSION OF FINDINGS
The Equalization Basin is new facility which will equalize flow from various elements of the total system.
The basin is essentially a shallow concrete box with ten penetrations by pipes of between 4 inches and 30
inches in diameter.
The approximate elevations for the various structural elements of the new facility are as shown in Table 4-1.
Table 4-1 Elevations
Element Elevation
Top of Equalization Basin 2356.50
Outlet of Equalization Basin 2355.85
Floor of Equalization Basin 2351.75
Bottom of Equalization Basin 2351.00±
Subsurface conditions at this structure were evaluated by review of samples from Boring B-3. Boring B-3
encountered approximately 8 feet of fill underlain by soils BLE interprets to be of alluvial origin,thence soils
BLE interprets to be of residual origin. Residual soils extend to the terminal depth of the boring at 20 feet.
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Based on an approximate ground surface elevation of 2355 at B-3,BLE considers the strata elevations and SPT
Resistance(blows per foot) shown in Table 4-2 to be applicable to this location.
Table 4-2 Strata Elevations
Stratum Elevation (approx.) SPT Resistance(bpf)
Ground Surface (top of fill) 2355 4<N<30
Top of Alluvial Soil(bottom of fill) 2347 N=35
Top of Residual Soil 2342.5 8<N<10
Bottom of Boring 2335 -
Below the stratum of fill, Boring B-3 encountered soils with a moderately high density and strength.
Additionally, Boring B-3 did not encounter large cobbles or boulders but did encounter an alluvial soil with
rounded rock fragments. Some of the N-values in this stratum may have been inflated by the gravel or rock
fragments.
Groundwater was encountered in Boring B-3 at a depth of 7 feet(approximate elevation 2348) at the time of
drilling and at a depth of 6 feet(approximate elevation 2349)24 hours after drilling.
4.2 ASSESSMENT
Fill soils at this location at the bottom of structure depth are not considered to have sufficient strength or
sufficiently low compressibility to support even the low imposed loading at this location. However, soils
having sufficient strength and compressibility are present slightly below the plan depth. Applied stresses from
the equalization basin are expected to be less than about 500 pounds per square foot(psf).
The groundwater encountered at this location is expected to be below the level of excavation, and probable
undercut for subgrade stabilization. Buoyant forces,if any, on the sealed structure are not expected to exceed
the dead load when the structure is in a de-watered condition.
Excavation by conventional methods and equipment is considered to be feasible at this location.
4.3 RECOMMENDATIONS
Allowable bearing at the foundation level,after remedial undercut and replacement, of in excess of 2,000 psf
will be available at this location,providing the bottom of the excavation is stable and not subject to disturbance
by seepage forces. BLE recommends that remedial work consisting of undercut/replacement to at least 2 feet
below the bottom ofthe structure be completed and the undercut volume be replaced by select granular material
back to the structure subgrade elevation. The granular material may consist of either open-graded stone such
as 457 or dense-graded stone such as NC DOT ABC Stone. The selection may be based on the groundwater
condition at the time of construction. If groundwater is encountered in the excavation,the open-graded stone
will be the preferred option. The granular material should be compacted in lifts not exceeding 12 inches using
methods appropriate for the gradation.
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SECTION 5. NEW BROODSTOCK RACEWAYS
5.1 DISCUSSION OF FINDINGS
The New Broodstock Raceways are shallow concrete structures with a hydraulic flow caused by a gradient
between the inflow end of the structure and the outflow end of the structure. The floor of the structure slopes
at 0.5 percent from the inlet end to the effluent end of the structure
The approximate elevations for the various structural elements are as shown in Table 5-1.
Table 5-1 Elevations
Element Elevation (site datum)
Top of Side Wall 2358.28
Inlet Control Section 2358.30
Raceway Water Level 2357.26
Raceway Floor(effluent end) 2354.92
Bottom of Structure 2354.00±
Subsurface conditions at this structure were evaluated by review of samples from Boring B-4. Boring B-4
encountered approximately 6 feet of fill underlain by soils BLE interprets to be of alluvial origin,thence soils
BLE interprets to be of residual origin. Residual materials extend to the terminal depth of the boring at 10 feet.
Based on an approximate ground surface elevation of 2357 at B-4,BLE considers the strata elevations and SPT
Resistance(blows per foot) shown in Table 5-2 to be applicable to this location.
Table 5-2 Strata Elevations
Stratum Elevation (approx.) SPT Resistance(bpf)
Ground Surface (top of fill) 2357 44<N<48
Top of Alluvial Soil(bottom of fill) 2351 N=100+
Top of Residual Soil 2348.5 N=100+
Bottom of Boring 2347 -
Below the stratum of fill,Boring B-4 encountered soils with a high density and strength. Additionally,Boring
B-4 did not encounter large cobbles or boulders but did encounter an alluvial soil with rounded rock fragments.
Some of the N-values in this stratum may have been inflated by the gravel or rock fragments.
Groundwater was encountered in Boring B-4 at a depth of 5.3 feet approximate elevation 2352) at the time of
drilling. The boring caved at a depth of 7 feet at the end of the day.
5.2 ASSESSMENT
Fill soils at this location at the bottom of structure depth are not considered to have sufficient strength or
sufficiently low compressibility to support even the low imposed loading at this location,despite the relatively
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high N-values. However, soils having sufficient strength and compressibility are present slightly below the
plan depth. Applied stresses from the Broodstock Raceways are expected to be less than about 400 pounds per
square foot(psf).
The groundwater encountered at this location is expected to be below the level of excavation, and probable
undercut for subgrade stabilization. Buoyant forces,if any,on the structure are not expected to exceed the dead
load when the structure is in a de-watered condition.
Excavation by conventional methods and equipment is considered to be feasible at this location.
5.3 RECOMMENDATIONS
Allowable bearing at the foundation level,after remedial undercut and replacement, of in excess of 2,000 psf
will be available at this location,providing the bottom of the excavation is stable and not subject to disturbance
by seepage forces. BLE recommends that remedial work consisting of undercut/replacement to at least 2 feet
below the bottom ofthe structure be completed and the undercut volume be replaced by select granular material
back to the structure subgrade elevation. The granular material may consist of either open-graded stone such
as 457 or dense-graded stone such as NC DOT ABC Stone. The selection may be based on the groundwater
condition at the time of construction. If groundwater is encountered in the excavation,the open-graded stone
will be the preferred option. The granular material should be compacted in lifts not exceeding 12 inches using
methods appropriate for the gradation.
SECTION 6. NEW EFFLUENT PUMP STATION
6.1 DISCUSSION OF FINDINGS
The New Effluent Pump Station will replace existing facilities for that purpose and will consist of a pre-cast,
10-foot diameter, wet well connected to two pre-cast, rectangular valve vaults by 12-inch diameter piping.
The plans for the wet well show an extended mat slab (i.e. a lip) supporting the pre-cast section,presumably
for buoyant resistance.
The vaults are also precast and the tops of the vaults will match the top of the wet well;however,the bottom
elevations are substantially higher than the bottom of the wet well. Vault bottom elevations are not shown on
the plans;but BLE estimates the bottom elevations at about 2336±.
The approximate elevations for the various structural elements are as shown in Table 6-1.
Table 6-1 Elevations
Element Elevation (site datum)
Top of Wet Well (less lid) 2342.00
Effluent Piping(invert) 2336.87
Influent Piping (invert) 2334.38
Wet Well Floor 2329.17
Bottom of Structure 2328±
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Subsurface conditions at this structure were evaluated by review of soil samples from Boring B-5. Boring B-
5 encountered approximately 6 feet of fill underlain by soils BLE interprets to be of residual origin. Residual
materials extend to the terminal depth of the boring at 10 feet. Based on an approximate ground surface
elevation of 2343 at B-5, BLE considers the strata elevations and SPT Resistance (blows per foot) shown in
Table 5-2 to be applicable to this location.
Table 6-2 Strata Elevations
Stratum Elevation (approx.) SPT Resistance(bpf)
Ground Surface (top of fill) 2343 21<N<23
Top of Residual Soil(bottom of fill) 2337 55<N<64
Bottom of Boring 2333 -
Below the stratum of fill,Boring B-5 encountered soils with a high density and strength. Additionally,Boring
B-5 did not encounter large cobbles or boulders but did encounter rounded rock fragments in the fill stratum.
The N-values in this stratum are considered to have been inflated by the gravel or rock fragments.
Groundwater was encountered in Boring B-5 at a depth of 6 feet(approximate elevation 2337) at the time of
drilling at a depth of 5.5 feet 24 hours after drilling.
6.2 ASSESSMENT
Soils or weathered rock having more than sufficient strength and sufficiently low compressibility are present
to the depths drilled in this boring and expected to be present even deeper. Applied stresses from the effluent
pump station are expected to be less than about 1000 pounds per square foot (psf). The vault structures are
expected to apply very low stresses at the foundation level and are likely to penetrate the fill soils found in
Boring B-5.
The shallow groundwater encountered is of concern from the standpoint of excavation wall and bottom stability
for the expected 14-foot excavation. Also,buoyant forces on the structure are expected to exceed the dead load
when the structure is in a de-watered condition. The plans for the station detail an extended base slab that
presumably is for the purpose of resisting buoyant forces.
Excavation by conventional methods and equipment is considered to be feasible at this location. That is,large
rock or fragments of rock are not expected to be encountered. On the other hand the depth of excavation is
substantial and groundwater issues may be substantial. Additionally,the unit is close to the existing raceways
and a sloped excavation at this location is probably not feasible to avoid undermining the existing structure.
The use of a braced excavation will likely be required for placement of this unit"in the dry".
6.3 RECOMMENDATIONS
Allowable bearing at the foundation level,after remedial undercut and replacement, of in excess of 4,000 psf
will be available at this location,providing the bottom of the excavation is stable and not subject to disturbance
by seepage forces.
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SECTION 7. PRODUCTION RACEWAYS
7.1 DISCUSSION OF FINDINGS
BLE understands that new Production Raceways may be built to replace the existing raceways due to some
damage caused by August 2021 flooding from Tropical Storm Fred. At the time of this report,that decision
had not been shared with BLE. New raceways are depicted on the plans, and those, similar to the existing
raceways, will be shallow, concrete, rectangular "boxes". The new raceways number eight, each, and may
replace the twelve,longer,existing raceways,
The approximate elevations for the various structural elements are as shown in Table 7-1.
Table 7-1 Elevations
Element Elevation
Top of Wall(Raceway A-highest) 2355.11
Raceway Floor(Raceway A-highest) 2351.75
Bottom of Slab(Raceway A-highest) 2350±
Bottom Outlet Box(Raceway B) 2347±
Top of Wall (Raceway H-lowest) 2342.47
Raceway Floor(Raceway H-lowest) 2339.08
Bottom of Slab(Raceway H-lowest) 2338±
Bottom Outlet Box(Raceway H) 2336±
Subsurface conditions at this structure were evaluated by review of soil samples from Boring B-5,B-6,and B-
8. These boring encountered approximately 6 to 8 feet of fill underlain by soils BLE interprets to be of either
alluvial or residual origin. Residual materials extend to the terminal depth of the borings at 10 to 15 feet. Based
on ground surface elevations as shown in Table 7-2, BLE considers the strata elevations and SPT Resistance
(blows per foot)shown in Table 7-2 to be applicable to this location.
Table 7-2 Strata Elevations
Stratum Elevation (approx.) SPT Resistance(bpf)
Ground Surface (top of fill) 2348 to 2353 4<N<42
Top of Residual/Alluvial Soil(bottom 12<N<83
of fill) 2336 to 2346
Bottom of Boring 2327 to 2344 -
Below the stratum of fill, Borings B-5, B-6, and B-8 encountered soils with a high density and strength.
Additionally, these borings did not encounter large cobbles or boulders but did encounter rounded rock
fragments in the fill stratum. The N-values in the fill stratum are considered to have been inflated by the gravel
or rock fragments.
Groundwater was encountered in these borings at depths of 6 to 8 feet at the time of drilling and at similar
depths 24 hours after drilling.
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7.2 ASSESSMENT
Fill soils at this location at the bottom of structure depth are not considered to have sufficient strength or
sufficiently low compressibility to support even the low imposed loading at this location, despite some
relatively high N-values. However, soils having sufficient strength and compressibility are present slightly
below the plan depth. Applied stresses from the equalization basin are expected to be less than about 550
pounds per square foot(psf).
The groundwater encountered at this location is expected to be below the level of excavation and probable
undercut for subgrade stabilization. Buoyant forces,if any,on the structure are not expected to exceed the dead
load when the structure is in a de-watered condition.
Excavation by conventional methods and equipment is considered to be feasible at this location.
7.3 RECOMMENDATIONS
Allowable bearing at the foundation level,after remedial undercut and replacement, of in excess of 2,000 psf
will be available at these locations, providing the bottom of the excavation is stable and not subject to
disturbance by seepage forces. BLE recommends that remedial work consisting of undercut/replacement to at
least 2 feet below the bottom of the structure be completed in a mass grading operation for all production
raceways at one time,rather than a piece-meal approach applied to each of the 8 raceways. The undercut should
be shaped such that at least 2 feet of select granular material is under the bottom of each raceway. The undercut
volume should be replaced by select granular material back to the structure subgrade elevation. The granular
material should consist of a dense-graded stone such as NC DOT ABC Stone. The undercut subgrade should
be observed for adequate stability and proof rolled as defined in Section 10 of this report. The granular material
should be compacted in lifts not exceeding 12 inches using methods appropriate for the gradation.
SECTION 8. PROPOSED HATCHERY BUILDING
8.1 DISCUSSION OF FINDINGS
New Rearing Tanks are planned for within the building envelope of the existing Hatchery Building. The New
Rearing Tanks are shallow concrete structures with a hydraulic flow caused by a gradient between the inflow
end of the structure and the outflow end of the structure. The floor of the structure slopes from the inlet end
to the effluent end of the structure. Actual water surface elevations and tank elevations are not depicted on
the plans; however the tanks are shown to be constructed atop the existing slab of the existing Hatchery
Building and impound less than 4 feet of water.
Subsurface conditions at this structure were evaluated by review of samples from Boring B-7. Boring B-7 was
drilled to the specified depth(5 feet)and encountered fill throughout its depth.
Groundwater was not encountered in Boring B-7 at the depth drilled.
8.2 ASSESSMENT
The fill soils present at this location are soft,but variable, at the level of bottom of the existing building slab.
The addition of the Rearing Tanks to the existing slab would be expected to be stable but could be expected to
impact the serviceability of the existing slab. That is, the existing slab could deflect, crack, and shift in
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unpredictable ways. Such cracking and shifting could cause an upset in the hydraulic performance ofthe tanks.
Applied stresses from the Rearing Tanks are expected to be less than about 400 pounds per square foot(psf),
probably in excess of the original slab design live load.
The groundwater encountered at this location is expected to be below the level of excavation, and probable
undercut for subgrade stabilization. Buoyant forces,if any,on the structure are not expected to exceed the dead
load when the structure is in a de-watered condition.
Excavation by conventional methods and equipment,including saw-cutting of the reinforced concrete slab, is
considered to be feasible at this location.
8.3 RECOMMENDATIONS
BLE recommends additional detailed assessment of the structural condition of the slab. If the slab condition is
questionable in any way and if the hydraulic performance of the new tanks is in question, BLE recommends
removal of a section of the existing slab by saw cutting the slab and undercutting and replacement of the soft
fill immediately beneath the slab. The depth of undercut should be established by inspection at the time of
construction. BLE, on the basis of Boring B-7, opines that a 2-foot undercut and replacement would yield a
bearing value of at least 2,000 psf. BLE further recommends that the undercut volume be replaced by select
granular material back to the structure subgrade elevation. The granular material may consist of either open-
graded stone such as 457 or dense-graded stone such as NC DOT ABC Stone. The selection may be based on
the groundwater condition at the time of construction. If groundwater is encountered in the excavation,the
open-graded stone will be the preferred option. The granular material should be compacted in lifts not
exceeding 12 inches using methods appropriate for the gradation.
SECTION 9. FUTURE DEVELOPMENT
9.1 DISCUSSION OF FINDINGS
The area designated for Potential Future Development is located in an existing parking area to the east of the
other developments and east of the existing access bridge. Types of structures planned are unknown to BLE;
however,the conditions encountered in Borings B-8 and B-9 are not appreciably different than those in other
areas ofthe site. Strata elevations as interpreted by BLE from the borings are shown in Table 9-1.
Groundwater was encountered in this area at a depth of about 6 to 7 feet below the ground surface.
Table 9-1 Strata Elevations
Stratum Elevation (approx.) SPT Resistance(bpf)
Ground Surface (top of fill) 2337 to 2342 26<N<42
Top of Residual/Alluvial Soil(bottom 12<N<48
of fill) 2331 to 2336
Bottom of Boring 2327(both) -
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9.2 ASSESSMENT
The fill soils present at this location are loose and their condition is not reflected by the high SPT N-values.
Those values are considered to be inflated by the presence of gravels and cobbles in both the fill and alluvial
strata. BLE would expect that most foundations related to the future development would be required to
penetrate the fill and bear in either firm to dense alluvium or undisturbed residual materials. Potential bearing
capacity in these strata would exceed 3500 psf for lightly-loaded structures.
The groundwater encountered at these locations is expected to be below the level of excavation, and probable
undercut for most-likely subgrade stabilization measures. Excavation by conventional methods and equipment
is considered to be feasible at this location.
9.3 RECOMMENDATIONS
BLE recommends additional detailed assessment in this area based on final development plans. As noted in
the preceding paragraph,reasonably high strength materials are present at expected foundation levels.
SECTION 10.0 CONSTRUCTION CONSIDERATIONS
10.1 STRUCTURAL FILL
Soil used for backfilling under and around the proposed structures or for raising site grades should be a low
plasticity sandy silt or silty sand material that is uniformly compacted in thin lifts to at least 95 percent of the
standard Proctor maximum dry density(ASTM D698). The soil to be used in the structural fill should contain
no more than 3 percent organic matter by weight and should be free of roots,limbs,other deleterious material
and rocks larger than 3 inches in diameter.
The moisture content of the compacted new soil fill should be maintained within plus or minus 3 percent of
the optimum moisture content as determined from the standard Proctor compaction test during placement and
compaction. This provision may require the contractor to dry soils during periods of wet weather or to wet
soils during dry periods. Material should be evaluated as it is excavated to determine if suitable for reuse.
Before filling operations begin,representative samples of each proposed fill material should be collected and
tested to determine the compaction and classification characteristics. The maximum dry density and optimum
moisture content should be determined. Once compaction begins, a sufficient number of field density tests
should be performed by an experienced engineering technician working under the direction of the BLE
geotechnical engineer to measure and document the degree of compaction being obtained.
The surface of compacted subgrade soil can deteriorate and lose its support capabilities when exposed to
environmental changes and construction activity. Deterioration can occur in the form of freezing, formation
of erosion gullies, extreme drying, and exposure for a long period of time or rutting by construction traffic.
We recommend that the surfaces of all structure subgrades that have deteriorated or softened be recompacted
prior to construction of the structure. Additionally,any excavations through the subgrade soils(such as utility
trenches) should be properly backfilled in compacted lifts. Recompaction of subgrade surfaces and
compaction of backfill should be checked with a sufficient number of density tests to determine and document
that adequate compaction is being achieved.
14 of 15

IC 1.1:
Report of'Geotechnical Evaluation December 8, 2021
Setzer Fish Hatchery Renovation—Pisgah Forest,NC BLR Project No.J20-14503-02
The recommendations herein require the use of select granular materials in some undercut/replacement
situations. Two gradations are acceptable: First, open graded stone is recommended where the undercut
subgrade appears to be experiencing disturbance by seepage forces. Second, a dense graded stone is
recommended where dry stable undercut subgrade is present. The open-graded stone should be consistent
with 457 stone, while the dense-graded stone should conform to NCDOT Aggregate Base Course (ABC)
stone. Select granular material should be compacted to 98 percent of the material's standard Proctor density
(ASTM D698). Compaction should be done by methods suitable for the respective gradations. Wherever an
open-graded stone is employed adjacent to a fine-grained material, a geosynthetic having appropriate
separation properties should be specified.
10.2 SUBGRADE ACCEPTANCE
All subgrades that will be subjected to structural loading or which have been undercut for removal of
existing fill or deleterious materials should be observed and approved by the Geotechnical Engineer of
Record. The acceptance may include probing/testing by mechanical means or, for large areas, by proof
rolling using heavily loaded,pneumatic-tired vehicles.
10.3 DIFFICULT EXCAVATION
As noted in an earlier paragraph, BLE anticipated that,given the setting of this site,many layers of boulder-
laden materials may be encountered. The current configuration of the site suggests that some reorientation of
the Davidson River may have occurred leaving original channel ways buried under fill strata. The widely
spaced borings made for this exploration did not encounter such materials. Nevertheless,there remains a fair
probability that such buried channels and other zones of cobbles and boulders may be encountered in the
subsurface during structural excavation. Based on off-site observations such zones will be excavatable by
heavy-duty excavator, but problems could arise with pipe-line excavations in maintaining the walls and
bottoms of trenches where these zones are encountered.
10.4 GROUNDWATER CONTROL
All of the borings encountered groundwater, some within the expected construction depths of the various
developments. Excavation for deeper structures or possible deep undercutting operations could encounter
groundwater. Excavations could also encounter perched groundwater within the existing fill/residual
materials above the general ground water level. None of the materials(fill,alluvium,residuum)encountered
by the borings will readily lend themselves to dewatering by conventional (pumped well-points, or similar)
methods,but will require pumping from open excavations and stabilization of the walls and bottoms of such
excavations by external means. Specifically, both of the Grit Chambers that are a part of these renovations
will likely require braced excavations with internal pumping to place the planned units. Additionally, some
of the precast units such as the Pump Station at the Effluent Waste Treatment area may require bracing and
dewatering or, at least, some specialized techniques to emplace the units "in-the-wet" with dewatering
subsequent to emplacement.
Other than these three components of the renovation other structural areas all appear to be above the
groundwater level with the possible exception of the pipe lines which run throughout the site. Again,
groundwater control issues may vary depending on location and may require trench reinforcement and
placement of sumps.
15 of 15

APPENDIX

Legend
• Sonic Drill w/ SIPT Locations
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Base Map by McGill Associates, P.A.
Boring Locations by BLE
,� ' m SUN NELL Drawn By- JJB Bobby N. Setzer State Fish Hatchery
m LAMMONS Figure No.
m ENGINIEERINEI Pisgah National Forest, NC Boring Location Plan
hM4 Pnffde�Emn I llmmm'Ep SC 2q5Z Date:
8EA�10.rE�5 0 9542RA ATM V .,I,r:!,. BLE Project No. J20-14503-02 02-1
BLECOR?.CUM 11/18/2020

� LAMMQNS
ENGINEERING
Field Exploration Procedures (Sonic Drilling)
At this site, borings were advanced using the Sonic drilling technique. Sonic Drilling is an
advanced form of drilling which employs high-frequency resonant energy generated inside a
"sonic head" to advance the drilling tools through a wide variety of subsurface formations and
conditions. During the drilling,the resonant energy is transferred down the drill string to the bit
face, where penetration of the formation is effected. The drill operator controls the vibratory
frequency to optimize the penetration for the formation condition. The drill string used at this site
and for a wide variety of geotechnical drilling applications consists of a 4-inch diameter core
barrel within a 6-inch diameter outer casing (i.e. a 4x6 drill string). Soil sampling and standard
penetration testing (SPT) were performed through the drill string in general accordance with
ASTM D 1586. At assigned intervals, soil samples were obtained with a standard 1.4-inch L D., 2-
inch O. D., split-tube sampler. The sampler was first seated 6 inches to penetrate any loose
cuttings, and then driven an additional 12 inches with blows of a 140-pound hammer falling 30
inches. For this project a fully automatic hammer(Auto-Hammer)was used. The number of hammer
blows required to drive the sampler the final 12 inches was recorded and is designated the"standard
penetration resistance"(SPT). The penetration resistance,when properly evaluated, is an index to
the strength of the soil and foundation supporting capability.
Representative portions of the soil samples,thus obtained,were placed in glass jars and transported
to the laboratory.In the laboratory,the samples were examined by a geotechnical engineer to verify
the field classifications of the driller. Boring Logs are attached, showing the soil descriptions and
penetration resistance.

KEY TO SOIL CLASSIFICATIONS AND CONSISTENCY DESCRIPTIONS
BUNNELL-LAMMONS ENGINEERING, INC.
GREENVILLE, SOUTH CAROLINA
Penetration Resistance* Relative
Blows per Foot Density Particle Size Identification
SANDS Boulder: Greater than 300 mm
Cobble: 75 to 300 mm
0 to 4 Very Loose Gravel:
5 to 10 Loose Coarse-19 to 75 mm
11 to 20 Firm Fine-4.75 to 19 mm
21 to 30 Very Firm Sand:
31 to 50 Dense Coarse-2 to 4.75 mm
over 50 Very Dense Medium-0.425 to 2 mm
Fine-0.075 to 0.425 mm
Silt&Clay:Less than 0.075 mm
Penetration Resistance* Consistency
Blows per Foot
SILTS and CLAYS
0 to 2 Very Soft
3 to 4 Soft
5 to 8 Firm
9 to 15 Stiff
16 to 30 Very Stiff
31 to 50 Hard
over 50 Very Hard
*ASTM D 1586
KEY TO DRILLING SYMBOLS
® Grab Sample
NR=No reaction to HCL Groundwater Table at Time of Drilling
® Split Spoon Sample NA=Not applicable
NS=No sample .
Undisturbed Sample Groundwater Table 24 Hours after Completion of Drilling
KEY TO SOIL CLASSIFICATIONS
'�•• Well-graded Gravel Low Plasticity Clayfig Clayey Silt Silty Sand
GW CL MH SM
Poorly-graded Gravel Sandy Clay Sandy Silt �' •`-'% Topsoil
Q ° GP CLS MLS TOPSOIL
Partially Weathered Rock Silty Clay Sand Liquid Sludge
BLDRCBBL CL-ML SW SLUDGE
High Plasticity Clay Silt Clayey Sand Fill
CH ML Sc FILL
777-1
. . . . .
Poorly Graded Sand Bedrock Waste
SP BEDROCK ' ' WOOD
-Lee . • .01

,ILMINC. SOIL BORING NO. B-1
PROJECT: Setzer Fish Hatchery PROJECT NO.: J21-14503-02
BUNNELL-LAMMONS CLIENT: McGill Associates,P.A. START:10/25/21 END:10125121
ENGINEERING,INC. LOCATION: Pisgah Forest,North Carolina ELEVATION: 2367
GEOTECHNICALANDENVlRONMENTAL DRILLER: GEOLOGIC EXPLORATION,Kenny LOGGED BY: S.Interlicchia
CONSULTANTS DRILLING METHOD: Geoprobe 8150 LS
DEPTH TO-WATER> INITIAL: 5.3 AFTER 24 HOURS:1 CAVING>777 12
U)
w
ELEVATION/ SOIL DESCRIPTION SOIL a STANDARD PENETRATION RESULTS
DEPTH(FT) TYPE a BLOWS/FOOT
2 5 10 20 30 40 50 70 90
Firm, brown,damp,silty fine to medium SAND(SM)with gravel-(fill)
4
6
2365 •
6
Very dense,and dense, red,tan,silty fine to medium SAND(SM)with 30
rock fragments 27
5 Blowcounts amplified by presence of rock fragments.
2360 17
20
27
Very dense,gray,tan,damp,slightly micaceous,silty fine to medium 28
25
SAND(SM)-(residuum) 41
10
2355
25 :5016
33
15 Partially Weathered Rock which sampled as moist,gray,tan,slightly 50/6
micaceous,silty fine to medium sand
2350
3
6 •
20 10
2345
Firm and very dense,wet,grayish tan, micaceous,silty fine to medium 19
SAND(SM) 2�
25
Boring terminated at 25 feet.
Groundwater encountered at 5.3 feet at time of boring.
2340 Boring caved at 12 feet at end of day.
30
2335
a 35
a
c�
N
2330
0
J
J .... .......
W
O
SOIL BORING NO. B-1
LU
Sheet 1 of 1

,ILMINC. SOIL BORING NO. B-2
PROJECT: Setzer Fish Hatchery PROJECT NO.: J21-14503-02
BUNNELL-LAMMONS CLIENT: McGill Associates,P.A. START:10/25/21 END:10125121
ENGINEERING,INC. LOCATION: Pisgah Forest,North Carolina ELEVATION: 2379
GEOTECHNICALANDENVlRONMENTAL DRILLER: GEOLOGIC EXPLORATION,Kenny LOGGED BY: S.Interlicchia
CONSULTANTS DRILLING METHOD: Geoprobe 8150 LS
DEPTH TO-WATER> INITIAL: 4 AFTER 24 HOURS:1 CAVING>777
U)
w
ELEVATION/ SOIL DESCRIPTION SOIL a STANDARD PENETRATION RESULTS
DEPTH(FT) TYPE a BLOWS/FOOT
y 2 5 10 20 30 40 50 70 90
Very loose to loose,damp,tan, brown,silty fine to medium SAND(SM)
with rounded rock fragments-(fill) 6
1
1
2375 5
6
5
4 .
Very firm,damp,gray,tan,slightly micaceous,silty fine to medium 13
20
SAND(SM)-(residuum) 13
soiz
2370 Partially Weathered Rock which sampled as damp to moist,gray,white, 50/2
silty fine to medium sand
10
Boring terminated at 12.5 feet. solo
2365 Groundwater encountered at 4 feet at time of boring. 50/0
15
2360
20
2355
25
2350
30
2345
N
a 35
a
c�
N
O
J
w 2340
0
0
I SOIL BORING NO. B-2
Sheet 1 of 1

,ILMINC. SOIL BORING NO. B-3
PROJECT: Setzer Fish Hatchery PROJECT NO.: J21-14503-02
BUNNELL-LAMMONS CLIENT: McGill Associates,P.A. START:10/25/21 END:10125121
ENGINEERING,INC. LOCATION: Pisgah Forest,North Carolina ELEVATION: 2355
GEOTECHNICALANDENVlRONMENTAL DRILLER: GEOLOGIC EXPLORATION,Kenny LOGGED BY: S.Interlicchia
CONSULTANTS DRILLING METHOD: Geoprobe 8150 LS
DEPTH TO-WATER> INITIAL: 7 AFTER 24 HOURS:1 6 CAVING>777
U)
w
ELEVATION/ SOIL DESCRIPTION SOIL a STANDARD PENETRATION RESULTS
DEPTH(FT) TYPE a BLOWS/FOOT
y 2 5 10 20 30 40 50 70 90
Very loose to very firm,damp,tan, brown,silty fine to medium SAND
(SM)-(fill)
2
2
4
5
6
2350 5 4
12
14
16
Dense,wet,dark brownish gray,slightly micaceous,silty fine to coarse 20
19
SAND(SM)with rounded rock fragments-(alluvium) 16 •
2345 10
Loose,wet, red,light brown,silty fine to coarse SAND(SM)-(residuum) 11
Piezometer Installed to bottom of hole. 3 •
2340 15
4
4
2335 20 6
•
Boring terminated at 20 feet.
Groundwater encountered at 7 feet at time of boring.
Groundwater encountered at 6 feet 24 hours after drilling.
2330 25
2325 30
a 2320 35
a
c�
N
O
J
W
0
O
SOIL BORING NO. B-3
Sheet 1 of 1

,ILMINC. SOIL BORING NO. B-4
PROJECT: Setzer Fish Hatchery PROJECT NO.: J21-14503-02
BUNNELL-LAMMONS CLIENT: McGill Associates,P.A. START:10/25/21 END:10125121
ENGINEERING,INC. LOCATION: Pisgah Forest,North Carolina ELEVATION: 2357
GEOTECHNICALANDENVlRONMENTAL DRILLER: GEOLOGIC EXPLORATION,Kenny LOGGED BY: S.Interlicchia
CONSULTANTS DRILLING METHOD: Geoprobe 8150 LS
DEPTH TO-WATER> INITIAL: 5.4 AFTER 24 HOURS:1 CAVING>777 7
U)
w
ELEVATION/ SOIL DESCRIPTION SOIL a STANDARD PENETRATION RESULTS
DEPTH(FT) TYPE a BLOWS/FOOT
2 5 10 20 30 40 50 70 90
Very firm, moist,reddish tan,silty fine to medium SAND(SM)with
rounded gravel fragments-(fill) 12
2355 23 i
25
22
23
5
21
5016
2350 Very dense,grayish brown,silty fine to medium SAND(SM)with X 50/6
rounded rock fragments-(alluvium)
Very dense,wet,tan,gray,silty fine to medium SAND(SM)with rock 28 sors
fragments-(residuum)
50/5
10
Boring terminated at 10 feet.
Groundwater encountered at 5.4 feet at time of drilling.
2345 Boring caved at 7 feet at end of day.
15
2340
20
2335
25
2330
30
2325
a 35
a
c�
N
2320
0
J
W
0
O
SOIL BORING NO. B-4
Sheet 1 of 1

,ILMINC. SOIL BORING NO. B-5
PROJECT: Setzer Fish Hatchery PROJECT NO.: J21-14503-02
BUNNELL-LAMMONS CLIENT: McGill Associates,P.A. START:10/25/21 END:10125121
ENGINEERING,INC. LOCATION: Pisgah Forest,North Carolina ELEVATION: 2343
GEOTECHNICALANDENVlRONMENTAL DRILLER: GEOLOGIC EXPLORATION,Kenny LOGGED BY: S.Interlicchia
CONSULTANTS DRILLING METHOD: Geoprobe 8150 LS
DEPTH TO-WATER> INITIAL: 6 AFTER 24 HOURS:1 5.5 CAVING>777
U)
w
ELEVATION/ SOIL DESCRIPTION SOIL a STANDARD PENETRATION RESULTS
DEPTH(FT) TYPE a BLOWS/FOOT
2 5 10 20 30 40 50 70 90
Very firm, moist,tan,gray,fine to coarse SAND(SM)with rounded rock-
( ) 11
12
11
2340
8
9
5
12
Dense to very dense, moist,tannish gray,silty fine to medium SAND 10
19
(SM)with scattered rock fragments-(residuum) 45
2335 Piezometer Installed to bottom of hole.
16
18
10
37
Boring terminated at 10 feet.
Groundwater encountered at 6 feet at time of boring.
Groundwater measured at 5.5 feet 24 hours after drilling.
2330
15
2325
20
2320
25
2315
30
2310
a 35
a
c�
N
O
2305
J
J .... .......
W
0
O
SOIL BORING NO. B-5
Sheet 1 of 1

,ILMINC. SOIL BORING NO. B-6
PROJECT: Setzer Fish Hatchery PROJECT NO.: J21-14503-02
BUNNELL-LAMMONS CLIENT: McGill Associates,P.A. START:10/25/21 END:10125121
ENGINEERING,INC. LOCATION: Pisgah Forest,North Carolina ELEVATION: 2354
GEOTECHNICALANDENVlRONMENTAL DRILLER: GEOLOGIC EXPLORATION,Kenny LOGGED BY: S.Interlicchia
CONSULTANTS DRILLING METHOD: Geoprobe 8150 LS
DEPTH TO-WATER> INITIAL: 8 AFTER 24 HOURS:1 CAVING>777 8.6
U)
w
ELEVATION/ SOIL DESCRIPTION SOIL a STANDARD PENETRATION RESULTS
DEPTH(FT) TYPE a BLOWS/FOOT
2 5 10 20 30 40 50 70 90
2 inches ASPHALT
6 inches CRUSHED STONE 2 ................... ..:....:....:...:...:.
Very loose and loose,damp,tan, brown,silty fine to medium SAND(SM) 2
•
2
2350 2
2
5 s
•
17
17
Dense,tannish brown,silty fine to medium SAND(SM)with rounded
rock fragments 28 •
e dense moist grayish brown silty fine to medium SAND SM with37
25
2345 rY ,g Y tY ( )
rock fragments-(residuum) as
10
Boring terminated at 10 feet.
Groundwater encountered at 5 feet at time of boring.
Boring caved at 8.6 feet 24 hours after drilling.
2340
15
2335
20
2330
25
2325
30
2320
N
a 35
a
c�
N
O
J
w 2315
0
0
I SOIL BORING NO. B-6
Sheet 1 of 1

,ILMINC. SOIL BORING NO. B-7
PROJECT: Setzer Fish Hatchery PROJECT NO.: J21-14503-02
BUNNELL-LAMMONS CLIENT: McGill Associates,P.A. START:10/25/21 END:10125121
ENGINEERING,INC. LOCATION: Pisgah Forest,North Carolina ELEVATION: 2353
GEOTECHNICALANDENVlRONMENTAL DRILLER: GEOLOGIC EXPLORATION,Kenny LOGGED BY: S.Interlicchia
CONSULTANTS DRILLING METHOD:Geoprobe 8150 LS
DEPTH TO-WATER> INITIAL: AFTER 24 HOURS:1 CAVING>777
U)
w
ELEVATION/ SOIL DESCRIPTION SOIL a STANDARD PENETRATION RESULTS
DEPTH(FT) TYPE a BLOWS/FOOT
y 2 5 10 20 30 40 50 70 90
Loose to very dense,damp,tan, brown,silty fine to medium SAND(SM)
-(fill) 1 :...:...:. ..:....:....:...:...:..:...:..
1
1
2350
13 soil
Rock Fragments
18
5
50/1
Boring terminated at 5 feet.
No groundwater encountered at time of boring.
2345
10
2340
15
2335
20
2330
25
2325
30
2320
a 35
a
c�
N
O
2315
J
J .... .......
W
0
O
SOIL BORING NO. B-7
Sheet 1 of 1

,ILMINC. SOIL BORING NO. B-8
PROJECT: Setzer Fish Hatchery PROJECT NO.: J21-14503-02
BUNNELL-LAMMONS CLIENT: McGill Associates,P.A. START:10/25/21 END:10125121
ENGINEERING,INC. LOCATION: Pisgah Forest,North Carolina ELEVATION: 2342
GEOTECHNICALANDENVlRONMENTAL DRILLER: GEOLOGIC EXPLORATION,Kenny LOGGED BY: S.Interlicchia
CONSULTANTS DRILLING METHOD: Geoprobe 8150 LS
DEPTH TO-WATER> INITIAL: 6 AFTER 24 HOURS:1 7 CAVING>777
U)
w
ELEVATION/ SOIL DESCRIPTION SOIL a STANDARD PENETRATION RESULTS
DEPTH(FT) TYPE a BLOWS/FOOT
2 5 10 20 30 40 50 70 90
2.5 inches ASPHALT
6 inches GRAVEL 10 .....:...:....:....:...:. ..:....:....:...:..
2340 Very firm,damp,dark brown,silty,fine to medium SAND(SM)with 14
•
gravel fragments-(fill) 11
Dense,damp,gray brown,silty fine to medium SAND(SM)with rock 12
fragments 3
5
2335 14
15
17
Dense,wet, brown,gray,slightly micaceous,fine to coarse SAND(SM) 18
17
with rounded rock fragments-(alluvium) 31
10
2330
Firm, moist,light tan,silty fine to medium SAND(SM)-(residuum) 3
Piezometer installed to bottom of hole. 7
RX 15
Boring terminated at 15 feet.
Groundwater encountered at 6 feet at time of boring.
2325 Groundwater measured at 7 feet 24 hours after drilling.
20
2320
25
2315
30
2310
a 35
a
c�
N
2305
0
J
W
0
O
SOIL BORING NO. B-8
Sheet 1 of 1

,ILMINC. SOIL BORING NO. B-9
PROJECT: Setzer Fish Hatchery PROJECT NO.: J21-14503-02
BUNNELL-LAMMONS CLIENT: McGill Associates,P.A. START:10/25/21 END:10125121
ENGINEERING,INC. LOCATION: Pisgah Forest,North Carolina ELEVATION: 2337
GEOTECHNICALANDENVlRONMENTAL DRILLER: GEOLOGIC EXPLORATION,Kenny LOGGED BY: S.Interlicchia
CONSULTANTS DRILLING METHOD: Geoprobe 8150 LS,
DEPTH TO-WATER> INITIAL: 7 AFTER 24 HOURS:1 6 CAVING>777
U)
w
ELEVATION/ SOIL DESCRIPTION SOIL a STANDARD PENETRATION RESULTS
DEPTH(FT) TYPE a BLOWS/FOOT
2 5 10 20 30 40 50 70 90
2 inches ASPHALTir
5 inches STONE 10 .....:...:....:....:...:. ..:....:....:...:...:..:...:..
2335 Very firm to dense,moist,tan brown,silty fine to medium SAND(SM) 10
•
with gravel-(fill)
16
13 :5015
50/5
5
2330 Grayish brown,wet,slightly micaceous,fine to coarse SAND(SM)with 22
rounded rock fragments-(alluvium) 25 •
20
Tannish light gray, moist,silty fine to medium SAND(SM)with rock 21 •
13
10 fragments-(possible residuum)
Piezometer installed to bottom of hole.
onng termina e at I U Teet.
2325 Groundwater encountered at 7 feet at time of boring.
Groundwater measured at 6 feet 24 hours after drilling.
15
2320
20
2315
25
2310
30
2305
a 35
a
c�
N
2300
0
J
J .... .......
W
0
O
SOIL BORING NO. B-9
LU Sheet 1 of 1

Appendix K -
Special Use Permit

USDA United States Forest National Forests in North Carolina 1600 Pisgah Highway
Department of Service Pisgah Ranger District Pisgah Forest,NC 28768
- Agriculture 828-877-3265
Fax: [phone]
File Code: 2720
Date:
NC Wildlife Resources Commission
512 N. Salisbury Street
Raleigh NC 27604
Dear Mr. Kleinmaier,
Enclosed is a fully executed reissuance of your Special Use Permit,NCS06, for geotechnical
boring within the Setzer Fish Hatchery permit area. Thank you for returning the signed permit to
us in a timely fashion. Your new permit will expire 12/31/2021.
Please reach out to Forest Service archaeologists at least two weeks prior to the boring, as their
presence will be required to ensure no cultural resources are disturbed.
If you have any questions regarding this permit, please contact John Thompson, Special Uses
Program Manager at 828-302-1687 or john.thompsonkusda.gov.
Sincerely,
a000s "8 moDAVID CASEYe2219; 2o
DAVID CASEY
District Ranger
ENCLOSURE: Permit
U�S
Caring for the Land and Serving People Printed on Recycled Paper

Authorization ID: NCS06 FS-2700-4(VER. 03/17)
Contact Name: N.C.WILDLIFE RESOURCES COMM. OMB 0596-0082
Expiration Date: 12/31/2021
Use Code:561
U.S. DEPARTMENT OF AGRICULTURE
FOREST SERVICE
SPECIAL USE PERMIT
Authority: ORGANIC ADMINISTRATION ACT June 4, 1897
N.C. WILDLIFE RESOURCES COMM. of INLAND FISHERIES DIVISION 512 N. SALISBURY STREET RALEIGH NC
UNITED STATES 27604 (hereinafter"the holder") is authorized to use or occupy National Forest System lands in the
NATIONAL FORESTS IN NORTH CAROLINA or Pisgah Ranger District of the National Forest System, subject to the
terms and conditions of this special use permit(the permit).
This permit covers 7 locations, ("the permit area"), as shown on the map attached as Appendix A. This and any other
appendices to this permit are hereby incorporated into this permit.
This permit issued for the purpose of:
Geo-boring at the Setzer Fish Hatchery. Boring is approved in 7 locations utilizing a truck mounted drill rig.This
project is related to the Setzer Fish Hatchery Renovation Project(PIS105302).
Exhibit A: Map
Exhibit B: Design Features
TERMS AND CONDITIONS
L GENERAL TERMS
A.AUTHORITY.This permit is issued pursuant to the ORGANIC ADMINISTRATION ACT June 4, 1897 and 36 CFR Part
251, Subpart B, as amended, and is subject to their provisions.
B.AUTHORIZED OFFICER.The authorized officer is the Forest or Grassland Supervisor or a subordinate officer with
delegated authority.
C. TERM.This permit shall expire at midnight on 12/31/2021, 3 months from the date of issuance.
D. CONTINUATION OF USE AND OCCUPANCY.This permit is not renewable. Prior to expiration of this permit, the
holder may apply for a new permit for the use and occupancy authorized by this permit.Applications for a new permit must
be submitted at least 6 months prior to expiration of this permit. Issuance of a new permit is at the sole discretion of the
authorized officer.At a minimum, before issuing a new permit, the authorized officer shall ensure that(1)the use and
occupancy to be authorized by the new permit is consistent with the standards and guidelines in the applicable land
management plan; (2)the type of use and occupancy to be authorized by the new permit is the same as the type of use
and occupancy authorized by this permit; and (3)the holder is in compliance with all the terms of this permit. The
authorized officer may prescribe new terms and conditions when a new permit is issued.
E.AMENDMENT.This permit may be amended in whole or in part by the Forest Service when, at the discretion of the
authorized officer, such action is deemed necessary or desirable to incorporate new terms that may be required by law,
regulation, directive, the applicable forest land and resource management plan, or projects and activities implementing a
land management plan pursuant to 36 CFR Part 215.
F. COMPLIANCE WITH LAWS, REGULATIONS,AND OTHER LEGAL REQUIREMENTS. In exercising the rights and
privileges granted by this permit, the holder shall comply with all present and future federal laws and regulations and all
present and future state, county, and municipal laws, regulations, and other legal requirements that apply to the permit
area, to the extent they do not conflict with federal law, regulation, or policy. The Forest Service assumes no responsibility
for enforcing laws, regulations, and other legal requirements that fall under the jurisdiction of other governmental entities.

G. NON-EXCLUSIVE USE.The use or occupancy authorized by this permit is not exclusive. The Forest Service reserves
the right of access to the permit area, including a continuing right of physical entry to the permit area for inspection,
monitoring, or any other purpose consistent with any right or obligation of the United States under any law or regulation.
The Forest Service reserves the right to allow others to use the permit area in any way that is not inconsistent with the
holder's rights and privileges under this permit, after consultation with all parties involved. Except for any restrictions that
the holder and the authorized officer agree are necessary to protect the installation and operation of authorized temporary
improvements, the lands and waters covered by this permit shall remain open to the public for all lawful purposes.
H.ASSIGNABILITY.This permit is not assignable or transferable.
II.IMPROVEMENTS
A. LIMITATIONS ON USE. Nothing in this permit gives or implies permission to build or maintain any structure or facility
or to conduct any activity, unless specifically authorized by this permit.Any use not specifically authorized by this permit
must be proposed in accordance with 36 CFR 251.54.Approval of such a proposal through issuance of a new permit or
permit amendment is at the sole discretion of the authorized officer.
B. PLANS.All plans for development, layout, construction, reconstruction, or alteration of improvements in the permit
area, as well as revisions to those plans must be prepared by a professional engineer, architect, landscape architect, or
other qualified professional based on federal employment standards acceptable to the authorized officer. These plans and
plan revisions must have written approval from the authorized officer before they are implemented. The authorized officer
may require the holder to furnish as-built plans, maps, or surveys upon completion of the work.
C. CONSTRUCTION.Any construction authorized by this permit shall commence by NA and shall be completed by NA.
III. OPERATIONS.
A. PERIOD OF USE. Use or occupancy of the permit area shall be exercised at least 1 day each year.
B. CONDITION OF OPERATIONS.The holder shall maintain the authorized improvements and permit area to standards
of repair, orderliness, neatness, sanitation, and safety acceptable to the authorized officer and consistent with other
provisions of this permit. Standards are subject to periodic change by the authorized officer when deemed necessary to
meet statutory, regulatory, or policy requirements or to protect national forest resources. The holder shall comply with
inspection requirements deemed appropriate by the authorized officer.
C. MONITORING BY THE FOREST SERVICE. The Forest Service shall monitor the holder's operations and reserves the
right to inspect the permit area and transmission facilities at any time for compliance with the terms of this permit. The
holder shall comply with inspection requirements deemed appropriate by the authorized officer. The holder's obligations
under this permit are not contingent upon any duty of the Forest Service to inspect the permit area or transmission
facilities.A failure by the Forest Service or other governmental officials to inspect is not a justification for noncompliance
with any of the terms and conditions of this permit.
IV. RIGHTS AND LIABILITIES
A. LEGAL EFFECT OF THE PERMIT. This permit,which is revocable and terminable, is not a contract or a lease, but
rather a federal license. The benefits and requirements conferred by this authorization are reviewable solely under the
procedures set forth in 36 CFR 214 and 5 U.S.C. 704. This permit does not constitute a contract for purposes of the
Contract Disputes Act, 41 U.S.C. 601. The permit is not real property, does not convey any interest in real property, and
may not be used as collateral for a loan.
B.VALID EXISTING RIGHTS. This permit is subject to all valid existing rights. Valid existing rights include those derived
under mining and mineral leasing laws of the United States. The United States is not liable to the holder for the exercise of
any such right.
C.ABSENCE OF THIRD-PARTY BENEFICIARY RIGHTS. The parties to this permit do not intend to confer any rights on
any third party as a beneficiary under this permit.
D.SERVICES NOT PROVIDED. This permit does not provide for the furnishing of road or trail maintenance,water, fire
protection, search and rescue, or any other such service by a government agency, utility, association, or individual.

E. RISK OF LOSS. The holder assumes all risk of loss associated with use or occupancy of the permit area, including but
not limited to theft, vandalism, fire and any fire-fighting activities (including prescribed burns), avalanches, rising waters,
winds, falling limbs or trees, and other forces of nature. If authorized temporary improvements in the permit area are
destroyed or substantially damaged, the authorized officer shall conduct an analysis to determine whether the
improvements can be safely occupied in the future and whether rebuilding should be allowed. If rebuilding is not allowed,
the permit shall terminate.
F. _DARAIAGE TO UNITE-D STATES PROPERTY. The held-er has an affirmative d6ity te preteGt fF9M damage the Iand,
preperty, andd A-their intereests ef the United States. Damage inr.1--id-es but is net lornited- te fore suppressi9R Gests and
damage +e n nt a erd i n+s a rend by this permit.
erfermanse bGRGI r rerd i nrder clause IV-..I
GXGGnt that liability shall net insli irJe r ahle and errd inan Wear nrd tear
affeeted by the ;-;Rd- awtheFized by this peFfflit. The helde.r shall pFemptly abate as Gempletely as pessible­
existiRg GF GGG61FFiRg OR GGRReGtien w0th thp ;;Oherized -se and GGG6ipaRGY d61FiRg the term ef this permit that
.,h;;" Ar SAAR aG PFaGtiGabIG RGtify the a6ithArized AffiAer Af all reriA,- ;;AAidepts that AAA,ir AAPPPAtiAA with there
H FIN11MIROIN I1ACA1TA1 DR/'1TC!`TV'lhl
as trees, shrubs, and grass), surfaGe water, and gF96IRdwater, d61FiRg the held_e.r's uwse and GGG61paRGY ef the permit area.
to the sa+isfaetien of the ai itherizerd r.ffiner anrd at n e to the United States
vAmth thp ;;--th ;;Ad GGG61paRGY GF a#erthe term Gfthis permit that Aa—es Arthreatens tA Aa­e harm tA
rFee--sseHFeees..

agaiRSt the 1JRited States; (3)GGStS, eXpeRseS, and damages ORGUrred by the URited States; er(4)the release eir
thrp;;tpnpd release ef aRY SOlid waste, hazardews waste, hazardells materials, pellutaRt GORtaMiRaRt, 901 OR aRY fOFM, GF
MGRGtaFy iRdGMPifino+inn
J. BONDING. The authorized officer may require the holder to furnish a surety bond or other security for any of the
obligations imposed by the terms and conditions of this permit or any applicable law, regulation, or order.
PFiGF tG Gf thiG PGFMit and GaGh YP;-;p thereafter that this permit On effi;At The Ferest SepziAe.
The held-e-F shall send an awthentirate. J
ebtaiRed by the helder pursuant te this r-lause-shall narne the United States as an a3d_d_.t_.9RaI ORS61red, and the
0 RS61Fed PF9ViSiGR shall previdpe fA-.r Ons;,_,1ra;nr_--e G9Verage fer the United States as req610red und-p-r this A-.nd- to the exteRt
V. RESOURCE PROTECTION
A. COMPLIANCE WITH ENVIRONMENTAL LAWS. The holder shall in connection with the use or occupancy authorized
by this permit comply with all applicable federal, state, and local environmental laws and regulations, including but not
limited to those established pursuant to the Resource Conservation and Recovery Act, as amended, 42 U.S.C. 6901 et
seq., the Federal Water Pollution Control Act, as amended, 33 U.S.C. 1251 et seq., the Oil Pollution Act, as amended, 33
U.S.C. 2701 et seq., the Clean Air Act, as amended, 42 U.S.C. 7401 et seq., CERCLA, as amended, 42 U.S.C. 9601 et
seq., the Toxic Substances Control Act, as amended, 15 U.S.C. 2601 et seq., the Federal Insecticide, Fungicide, and
Rodenticide Act, as amended, 7 U.S.C. 136 et seq., and the Safe Drinking Water Act, as amended, 42 U.S.C. 300f et seq.
B.VANDALISM. The holder shall take reasonable measures to prevent and discourage vandalism and disorderly conduct
and when necessary shall contact the appropriate law enforcement officer.
C. PESTICIDE USE.
1.Authorized Officer Concurrence. Pesticides may not be used outside of buildings in the permit area to control pests,
including undesirable woody and herbaceous vegetation (including aquatic plants), insects, birds, rodents, or fish without
prior written concurrence of the authorized officer. Only those products registered or otherwise authorized by the U.S.
Environmental Protection Agency and appropriate State authority for the specific purpose planned shall be authorized for
use within areas on National Forest System lands.
2. Pesticide-Use Proposal. Requests for concurrence of any planned uses of pesticides shall be provided in advance
using the Pesticide-Use Proposal (form FS-2100-2).Annually the holder shall, on the due date established by the
authorized officer, submit requests for any new, or continued, pesticide usage. The Pesticide-Use Proposal shall cover a
12-month period of planned use. The Pesticide-Use Proposal shall be submitted at least 60 days in advance of pesticide
application. Information essential for review shall be provided in the form specified. Exceptions to this schedule may be
allowed, subject to emergency request and approval, only when unexpected outbreaks of pests require control measures
which were not anticipated at the time a Pesticide-Use Proposal was submitted.
3. Labeling, Laws, and Regulations. Label instructions and all applicable laws and regulations shall be strictly followed in
the application of pesticides and disposal of excess materials and containers. No pesticide waste, excess materials, or
containers shall be disposed of in any area administered by the Forest Service.
D.ARCHAEOLOGICAL-PALEONTOLOGICAL DISCOVERIES. The holder shall immediately notify the authorized officer
of all antiquities or other objects of historic or scientific interest, including but not limited to historic or prehistoric ruins,
fossils, or artifacts discovered in connection with the use and occupancy authorized by this permit. The holder shall follow
the applicable inadvertent discovery protocols for the undertaking provided in an agreement executed pursuant to section
106 of the National Historic Preservation Act, 54 U.S.C. 306108; if there are no such agreed-upon protocols, the holder
shall leave these discoveries intact and in place until consultation has occurred, as informed, if applicable, by any
programmatic agreement with tribes. Protective and mitigation measures developed under this clause shall be the

responsibility of the holder. However, the holder shall give the authorized officer written notice before implementing these
measures and shall coordinate with the authorized officer for proximate and contextual discoveries extending beyond the
permit area.
E. NATIVE AMERICAN GRAVES PROTECTION AND REPATRIATION ACT(NAGPRA). In accordance with 25 U.S.C.
3002(d)and 43 CFR 10.4, if the holder inadvertently discovers human remains, funerary objects, sacred objects, or
objects of cultural patrimony on National Forest System lands, the holder shall immediately cease work in the area of the
discovery and shall make a reasonable effort to protect and secure the items. The holder shall follow the applicable
NAGPRA protocols for the undertaking provided in the NAGPRA plan of action or the NAGPRA comprehensive
agreement; if there are no such agreed-upon protocols, the holder shall as soon as practicable notify the authorized officer
of the discovery and shall follow up with written confirmation of the discovery. The activity that resulted in the inadvertent
discovery may not resume until 30 days after the forest archaeologist certifies receipt of the written confirmation, if
resumption of the activity is otherwise lawful, or at any time if a binding written agreement has been executed between the
Forest Service and the affiliated Indian tribes that adopts a recovery plan for the human remains and objects.
F. PROTECTION OF THREATENED AND ENDANGERED SPECIES,SENSITIVE SPECIES,AND SPECIES OF
CONSERVATION CONCERN AND THEIR HABITAT.
1. Threatened and Endangered Species and Their Habitat. The location of sites within the permit area needing special
measures for protection of plants or animals listed as threatened or endangered under the Endangered Species Act (ESA)
of 1973, 16 U.S.C. 1531 et seq., as amended, or within designated critical habitat shall be shown on a map in an appendix
to this permit and may be shown on the ground. The holder shall take any protective and mitigation measures specified by
the authorized officer as necessary and appropriate to avoid or reduce effects on listed species or designated critical
habitat affected by the authorized use and occupancy. Discovery by the holder or the Forest Service of other sites within
the permit area containing threatened or endangered species or designated critical habitat not shown on the map in the
appendix shall be promptly reported to the other party and shall be added to the map.
2. Sensitive Species and Species of Conservation Concern and Their Habitat. The location of sites within the permit area
needing special measures for protection of plants or animals designated by the Regional Forester as sensitive species or
as species of conservation concern pursuant to FSM 2670 shall be shown on a map in an appendix to this permit and may
be shown on the ground. The holder shall take any protective and mitigation measures specified by the authorized officer
as necessary and appropriate to avoid or reduce effects on sensitive species or species of conservation concern or their
habitat affected by the authorized use and occupancy. Discovery by the holder or the Forest Service of other sites within
the permit area containing sensitive species or species of conservation concern or their habitat not shown on the map in
the appendix shall be promptly reported to the other party and shall be added to the map.
G. CONSENT TO STORE HAZARDOUS MATERIALS. The holder shall not store any hazardous materials at the site
without prior written approval from the authorized officer. This approval shall not be unreasonably withheld. If the
authorized officer provides approval, this permit shall include, or in the case of approval provided after this permit is
issued, shall be amended to include specific terms addressing the storage of hazardous materials, including the specific
type of materials to be stored, the volume, the type of storage, and a spill plan. Such terms shall be proposed by the
holder and are subject to approval by the authorized officer.
H. CLEANUP AND REMEDIATION.
1. The holder shall immediately notify all appropriate response authorities, including the National Response Center and
the authorized officer or the authorized officer's designated representative, of any oil discharge or of the release of a
hazardous material in the permit area in an amount greater than or equal to its reportable quantity, in accordance with 33
CFR Part 153, Subpart B, and 40 CFR Part 302. For the purposes of this requirement, "oil" is as defined by section
311(a)(1)of the Clean Water Act, 33 U.S.C. 1321(a)(1). The holder shall immediately notify the authorized officer or the
authorized officer's designated representative of any release or threatened release of any hazardous material in or near
the permit area which may be harmful to public health or welfare or which may adversely affect natural resources on
federal lands.
2. Except with respect to any federally permitted release as that term is defined under Section 101(10)of CERCLA, 42
U.S.C. 9601(10), the holder shall clean up or otherwise remediate any release, threat of release, or discharge of
hazardous materials that occurs either in the permit area or in connection with the holder's activities in the permit area,
regardless of whether those activities are authorized under this permit. The holder shall perform cleanup or remediation
immediately upon discovery of the release, threat of release, or discharge of hazardous materials. The holder shall
perform the cleanup or remediation to the satisfaction of the authorized officer and at no expense to the United States.
Upon revocation or termination of this permit, the holder shall deliver the site to the Forest Service free and clear of

contamination.
VI. LAND USE FEE AND DEBT COLLECTION
A. LAND USE FEES. The use or occupancy authorized by this permit is exempt from a land use fee or the land use fee
has been waived in full pursuant to 36 CFR 251.57 and Forest Service Handbook 2709.11, Chapter 30.
VII. REVOCATION,SUSPENSION,AND TERMINATION
A. REVOCATION AND SUSPENSION. The authorized officer may revoke or suspend this permit in whole or in part:
1. For noncompliance with federal, state, or local law.
2. For noncompliance with the terms of this permit.
3. For abandonment or other failure of the holder to exercise the privileges granted.
4. With the consent of the holder.
5. For specific and compelling reasons in the public interest.
Prior to revocation or suspension, other than immediate suspension under clause VII.B, the authorized officer shall give
the holder written notice of the grounds for revocation or suspension and a reasonable period, typically not to exceed 90
days, to cure any noncompliance.
B. IMMEDIATE SUSPENSION. The authorized officer may immediately suspend this permit in whole or in part when
necessary to protect public health or safety or the environment. The suspension decision shall be in writing. The holder
may request an on-site review with the authorized officer's supervisor of the adverse conditions prompting the suspension.
The authorized officer's supervisor shall grant this request within 48 hours. Following the on-site review, the authorized
officer's supervisor shall promptly affirm, modify, or cancel the suspension.
C.APPEALS AND REMEDIES. Written decisions by the authorized officer relating to administration of this permit are
subject to administrative appeal pursuant to 36 CFR Part 214, as amended. Revocation or suspension of this permit shall
not give rise to any claim for damages by the holder against the Forest Service.
D. TERMINATION. This permit shall terminate when by its terms a fixed or agreed upon condition, event, or time occurs
without any action by the authorized officer. Examples include but are not limited to expiration of the permit by its terms on
a specified date and termination upon change of control of the business entity. Termination of this permit shall not require
notice, a decision document, or any environmental analysis or other documentation. Termination of this permit is not
subject to administrative appeal and shall not give rise to any claim for damages by the holder against the Forest Service.
E. RIGHTS AND RESPONSIBILITIES UPON REVOCATION OR TERMINATION WITHOUT ISSUANCE OF A NEW
PERMIT. Upon revocation or termination of this permit without issuance of a new permit, the holder shall remove all
structures and improvements, except those owned by the United States,within a reasonable period prescribed by the
authorized officer and shall restore the site to the satisfaction of the authorized officer. If the holder fails to remove all
structures and improvements within the prescribed period, they shall become the property of the United States and may
be sold, destroyed, or otherwise disposed of without any liability to the United States. However, the holder shall remain
liable for all costs associated with their removal, including costs of sale and impoundment, cleanup, and restoration of the
site.VIII. MISCELLANEOUS PROVISIONS
A. MEMBERS OF CONGRESS. No member of or delegate to Congress or resident commissioner shall benefit from this
permit either directly or indirectly, except to the extent the authorized use provides a general benefit to a corporation.
B. CURRENT ADDRESSES. The holder and the Forest Service shall keep each other informed of current mailing
addresses, including those necessary for billing and payment of land use fees.
C.SUPERSEDED PERMIT. This permit is not superseded.

D.SUPERIOR CLAUSES. If there is a conflict between any of the preceding printed clauses and any of the following
clauses, the preceding printed clauses shall control.
IX. INDEMNIFICATION AND INSURARANCE REQUIREMENTS FOR STATES(B-12)
A. DAMAGE TO UNITED STATES PROPERTY.-The holder has an affirmative duty to protect from damage the land,
property, and other interests of the United States Damage includes but is not limited to fire suppression costs, and all
costs and damages associated with or resulting from the release or threatened release of a hazardous material occurring
during or as a result of activities of the holder or the holder's heirs, assigns, agents, employees, contractors, or lessees on,
or related to, the lands, property, and other interests covered by this permit. For purposes of clauses IV.G and section V,
"hazardous material"shall mean (a)any hazardous substance under section 101(14)of the Comprehensive
Environmental Response, Compensation, and Liability Act(CERCLA), 42 U.S.C. §9601(14); (b)any pollutant or
contaminant under section 101(33)of CERCLA, 42 U.S.C. §9601(33); (c)any petroleum product or its derivative,
including fuel oil, and waste oils; and (d)any hazardous substance, extremely hazardous substance, toxic substance,
hazardous waste, ignitable, reactive or corrosive materials, pollutant, contaminant, element, compound, mixture, solution
or substance that may pose a present or potential hazard to human health or the environment under any applicable
environmental laws.
1. The holder shall avoid damaging or contaminating the environment, including but not limited to the soil, vegetation (such
as trees, shrubs, and grass), surface water, and groundwater, during the holder's use and occupancy of the permit area. If
the environment or any government property covered by this permit becomes damaged during the holder's use and
occupancy of the permit area, the holder shall immediately repair the damage or replace the damaged items to the
satisfaction of the Authorized Officer and at no expense to the United States.
2. Subject only to the limits on the holder's liability under the North Carolina State Tort Claims Act,the holder shall be
liable for all injury, loss, or damage, including fire suppression or other costs associated with rehabilitation or restoration of
natural resources, associated with the holder's use and occupancy of the permit area. Compensation shall include but is
not limited to the value of resources damaged or destroyed, the costs of restoration, cleanup, or other mitigation, fire
suppression or other types of abatement costs, and all associated administrative, legal (including attorney's fees), and
other costs. Such costs may be deducted from a performance bond required under clause IV.L.
3. The holder shall be liable for damage caused by use of the holder or the holder's heirs, assigns, agents, employees,
contractors, or lessees to all roads and trails of the United States that are open to public use to the same extent as
provided under clause IV.G.1, except that liability shall not include reasonable and ordinary wear and tear.
B. INDEMNIFICATION OF THE UNITED STATES. Subject only to the limits on the holder's liability under the North
Carolina State Tort Claims Act, the holder shall indemnify, defend, and hold harmless the United States for any costs,
damages, claims, liabilities, and judgments arising from past, present, and future acts or omissions of the holder in
connection with the use and occupancy Authorized by this permit.This indemnification and hold harmless provision
includes but is not limited to acts and omissions of the holder or the holder's heirs, assigns, agents, employees,
contractors, or lessees in connection with the use and occupancy Authorized by this permit which result in (1)violations of
any laws and regulations which are now or which may in the future become applicable, including but not limited to those
environmental laws listed in this permit; (2)judgments, claims, demands, penalties, or fees assessed against the United
States; (3)costs, expenses, and damages incurred by the United States; or(4)the release or threatened release of any
solid waste, hazardous waste, hazardous substance, pollutant, contaminant, oil in any form, or petroleum product into the
environment.
C. ENVIRONMENTAL AND OTHER LIABILITY. Clauses IV.G and IV.I shall not be interpreted to limit any of the holder's
liability for, or prevent the United States from taking any action to address, injury, loss, damages, or costs associated with
environmental contamination, injury to natural resources, or other cause of action that arises under other law, including the
Resource Conservation and Recovery Act, as amended, 42 U.S.C. §6901 et seq., CERCLA, 42 U.S.C. §9601 et seq.,
and the Clean Water Act, as amended, 33 U.S.C. § 1251 et seq., in connection with the holder's use and occupancy of
federal lands, or to diminish any independent obligation of the holder to indemnify the United States with respect to the
same.
D. INSURANCE.The Authorized Officer has determined through a risk assessment that the potential liability of the United
States for property damage and personal injury or death arising from the holder's use and occupancy Authorized by this
permit is the liability limit in State Tort Claims Act or less per incident. Pursuant to the North Carolina State Tort Claims
Act, the holder shall provide self-insurance covering claims for personal injury or death up to the liability limit in State Tort
Claims Act. The self-insurance documentation shall name the United States as an additional insured. The coverage under
the holder's self-insurance shall extend to property damage and personal injury or death arising from the holder's activities

under the permit, including use and occupancy of National Forest System lands and the construction, maintenance, and
operation of the structures,facilities, or equipment Authorized by the permit.
1.The Forest Service reserves the right to review and approve the self-insurance documentation and the CGL insurance.
The holder shall send a copy of the approved self-insurance documentation and an authenticated copy of the CGL
insurance to the Forest Service immediately upon approval or issuance.The self-insurance documentation the CGL
insurance shall specify that the Forest Service shall be given 30 days prior written notice of cancellation or any
modification of the self-insurance documentation or CGL insurance.
2. If there is a conflict between this permit,the certificate of insurance provided by the State risk management division
(certificate)and/or State risk management division self-insurance policy manuals(self-insurance policy manuals),the
order of precedence among those documents shall be(1)this permit; (2)the certificate; and (3)the self-insurance policy
manuals.
3. If a claim is submitted to the United States for property damage and personal injury or death arising from the holder's
use and occupancy Authorized by this permit,the Forest Service shall tender the defense of the claim to the respective
representatives of the self-insurance and procured insurance provider.The holder understands that tort claims against the
United States are governed by the Federal Tort Claims Act,which may result in the administrative denial of a claim.The
holder further understands that in litigation the United States is represented by the United States Department of Justice
(DOJ)and agrees that representatives of the self-insurance and procured insurance provider will coordinate the defense
with DOJ, if a claim is litigated.
THIS PERMIT IS ACCEPTED SUBJECT TO ALL ITS TERMS AND CONDITIONS.
BEFORE ANY PERMIT IS ISSUED TO AN ENTITY, DOCUMENTATION MUST BE PROVIDED TO THE AUTHORIZED
OFFICER OF THE AUTHORITY OF THE SIGNATORY FOR THE ENTITY TO BIND IT TO THE TERMS AND
CONDITIONS OF THE PERMIT.
ACCEPTED:
✓�- YWi" 7`� Off.�'G �'7 ' J'!' ��.7.,(
HOLDER NAME, PRECEDED BY NAME AND TITLE SIGNATURE DATE
OF PERSON SIGNING ON BEHALF OF HOLDER,
IF HOLDER IS AN ENTITY
APPROVED:
DAVE CASEY
District Ranger
NAME AND TITLE OF AUTHORIZED OFFICER SIGNATURE DATE
According to the Paperwork Reduction Act of 1995,an agency may not conduct or sponsor,and a person is not required to respond to a collection of information unless it displays a
valid OMB control number.The valid OMB control number for this information collection is 0596-0082.The time required to complete this in€ormation collection rs estimated to average
one hour per response,including the time far reviewing instructions,searching existing data sources,gathering and maintaining the data needed,and completing and reviewing the
collection of 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 onentation,genetic information,political beliefs,reprisal,or because all or part of an inclMdual's income is derived
from any public assistance.(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 202-720-2600(voice and TDD).
To fife a complaint of discrimination,write USDA,Director,Office of Civil Rights,1400 Independence Avenue,SW,Washington,DC 20250-9410 or call toll free(866)632-9992(voice).
TDD users can contact USDA through local relay or the Federal relay at(800)877-8339(TDD)or(866)377-8642(relay voice).USDA is an equal opportunity provider and employer.
The Privacy Act of 1974(5 U.S.C.552a)and the Freedom of Information Act(5 U.S.C.552)govem the confidentiality to be provided for information received by the Forest Service.

Special Use Authorization - Exhibit A
j National Forests in North Carolina Created by:John Thompson, Special Uses Program Manager
V 8/20/2021
Bore 5: Effluent Waste Treatment
Bore 3: EQ Basin -82.792779 35.284644
-82.796095 35.284438 Depth: 10' ,.
J Depth: 18' ')b
Bore 1: Grit System
-82.799402 35.284506 Depth-25' Bore 6: Raceways
}
-82.795618 35.284406
Depth: 10'
n
Bore 4: Broodstock -
-82.796232 35.284136 Bore 7: Hatchery Building
Depth: 10' -82.795530 35.284016
Depth: 5'
F�
Bore 2: Grit System
-82.796366 35.280135
Depth: 20'
Legend
NC Wildlife Comm
NFS Lands
�f N
r --, Boundary of proposed Authorization ID: TBD
r'} W E disturbance
S O Boring site Use Code: 512
County- Transylvania
0 0.01250.025 0.05 0.075 Quad Map. Shining Rock
Miles

Exhibit B:
Design Features
Archaeology
• Bores#3, #5, #6 are considered PA 106 exempt (past archaeological survey or the site is located
within an existing roadway) and will not require additional review. No Forest Service monitoring
is required for these test sites.
• Bores#1, #2, #4, #7 have not had an archaeological review in the past. A Forest Service
archaeologist will be required to be on site to monitor the excavation of these bores. At least
two weeks prior to boring activities, the permit holder is required to contact Kelsey Schmitz
([e-mail]) and Joel Hardison ([e-mail])to set up a time for
monitoring.
o During this monitoring, the archaeologist may request to excavate a 30cm round shovel
test in the vicinity to check for any intact cultural stratigraphic layers.
o The archaeologist will need to examine the soil column excavated from the boring
process down to below any possible cultural habitation levels.
• Should cultural resources be discovered, work must halt immediately at the affected bore sites.
Additional analysis or consultation may be required prior to the Forest Service allowing the work
to proceed.

Appendix L —
Outlet Protection Calculations

User Input Data
Calculated Value
Reference Data
Designed By: NLC Date: 3/19/2024
Checked By: SB Date: 3/19/2024
Company: McGill Associates
Project Name: Setzer Fish Hatchery
Project No.: 19.00124
Site Location(City/Town) Brevard,NC
Culvert Id. Wetland Discharge
Total Drainage Area(acres) 4.77
Step 1. Determine the tailwater depth from channel characteristics below the
pipe outlet for the design capacity of the pipe. If the tailwater depth is less
than half the outlet pipe diameter,it is classified minimum tailwater condition
If it is greater than half the pipe diameter,it is classified maximum condition.
Pipes that outlet onto wide flat areas with no defined channel are assumed
to have a minimwn tailwater condition unless reliable flood stage elevations
show otherwise.
Outlet pipe diameter, Do(in.) 34 Equivalent Diameter for 2x 24"pipes
Tailwater depth(in.) 0
Minimum/Maximum tailwater? Min TW(Fig.8.06a)
Discharge(cfs) 44.4 10-year
Velocity(ft./s) 7.1
Step 2. Based on the tailwater conditions determined in step 1,enter Figure
8.06a or Figure 8.06b,and determine d,riptap size and minimum apron length
(I.J. The d,size is the median stone size in a well-graded nprap apron.
Step 3. Determine apron width at the pipe outlet,the apron shape,and the
apron width at the outlet end from the same figure used in Step 2.
Minimum TW Maximum TW
Figure 8.06a Figure 8.06b
Riprap d50,(ft.) 0.6 6"minimum
Minimum apron length,La(ft.) 18
Apron width at pipe outlet(ft.) 8.5 8.5
Apron shape Trapezoid
Apron width at outlet end(ft.) 20.83333333 2.833333333
Step 4. Determine the maxim,—stone diameter.
d_=1.5 x d5o
Minimum TW Maximum TW
Max Stone Diameter,dmax(ft.) 0.9 0
Step S. Determine the apron thickness:
Apron thickness=1.5 x d_
Minimum TW Maximum TW
Apron Thickness(ft.) 1.35 0
Step 6. Fit the riprap apron to the site by making it level for the minimum
length,L, from Figure 8.06a or Figure 806b. Extend the apron farther
downstream and along channel banks until stability is assured. Keep the
apron as straight as possible and align tt with the flow of the receiving stream.
Make any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure
stability.
It may be necessary to increase the size of riprap where protection of the
channel side slopes is necessary(Appand&8.05) Where overfalls exist at
pipe outlets or flows are excessive,a plunge pool should be considered see
page 8 069

outlet W Do 4 La
Pipe
diameter(Dof
La 80 ........la
w ter � 0.50o i i .
It
ONO
E . y
l
arl Ma id
4
10
ra
z
o :f: -
ii1 } l
CL
CL
= 1s
v to
0
3 5 10 20 59 1DD 200 500 l000
Discharge(Olsec)
Curves may not be extrapolated.
Figure 8.06a Ocsfgn of❑urlet protecl*n protccYcn from a round pipe flowing full•minimum tailwater rondit)on(T.t 0.5 diameter)
Re"1:193 8.06J

Figure 8.06b: Design of outlet protection from a round pipe flowing full, maximum
tailwater condition (Tw>=0.5 diameter)
3Do
-:::�]i
Outlet i+ = Do + 0.4L8 120
pipe 4�'
di
,-
diameter 4g71 Le 110 � -
i .5Do
IWAr
100
90
�~ 80 -
A�PQ` 70 ---- - r. 4 - :.ti .. ....
I r .. ..
tir e � a
50
f _. 3
30 ..r b+�
r. -f � C 1
20 V. r �p _
! �' Y 2 LI?
n
v�25 b • • Q
0 - - - - • • D _D D D 1 Or
0
3 5 10 20 50 100 200 500 1000
Discharge(ft3fsec)
Curves may not be extrapolated.
Figure 8.06b Design of outlot protection from a round ppe flowing full.maxxnum tailwalof condition(T.,?0.5 ckameter).
8.06.4 Rw.1Ll3

Velocity of Water in Forebay
Bottom Inv 2329.67 ft
Forebay Bottom Width 24 ft
Forebay Side Slopes 2:1
Cross-Sectional Area @ Permanent Pool 102 SF
V= Q/A
Pipe System D - Discharge (10-yr) 23.95 cfs
Velocity 0.23 ft/s
Stabilized Velocity of Bare Soill 1.00 1 ft/s
Forebay Proposed Velocity =Stabilized

JJ
mcgiil,
Project Description: Setzer Fish Hatchery
Project Number: 19.00124
Drainage Area Calculations Date: 3/15/2024
Calculated By: NLC
Drainage Area ID Total Area(acres) Total Area(sf) Impervious Wooded Lawns,Sandy Soil,Flat(<2%) C Q1 Q10 Q25 Q50 Q100
Existing DA @ HW A 4.622 201,314 41,150 50,528 109,636 0.286 6.66 10.65 12.16 13.36 14.55
Existing DA @ HW C 4.014 174,856 80,279 0 94,577 0.490 9.90 15.84 18.09 19.88 21.65
Proposed HW A 3.786 164,9321 63,6211 0 101,311 0.4281 8.151 13.041 14.891 16.361 17.82
Proposed HW C 2.592 112,8881 85,8411 0 27,047 0.7461 9.731 15.571 17.781 19.541 21.28
Description Rational Runoff Coefficients Table 3-2
User Input Cell Unimproved Areas 0.35 Ratiionalrunoff coefficients(,_�E,1975,Viessnnan,etal.,1996;and Malcom,1999}
Calculated Cell Asphalt 0.95 Description of Surface Ratioral Runoff Coefficients,C
Concrete 0.95 Unimproved Areas 0.35
Brick 0.85 Asphalt 0.95
0.
Roofs,Inclined 1 Concrete 95Briek 095
Roofs,Flat 0.9 goofs,inclined 1.00
Lawns,Sandy Soil,Flat(<2%) 0.1 Raafs,flat 0.90
Lawns,Sandy Soil,Average(2-7%) 0.15 Iawns,sander soil,Flat(<2%) 0.16
Lawns Sandy Soil,Steep(>7%) 0.2 Lawns,sandy soil,average(2-79G] 0.15
Lawns,Heavy Soil,Flat(<2%) 0.15 Lawns,sandy soil,steep,(>7%) 0.20
Lawns,Heavy Soil,average(2-7%) 0.2 Lawns.heavy soil,flat 0.15
Lawns,Heavy Soil,Steep(>7%) 0.3 Lawns.•heavy soil average(2-596} 0.20
Bare Packed Soil 0.6 Lawns•heavy soil,steep(P-7%) 0.31D
WeA-ded areas 0.15
Wooded Areas 0.15
1 Year intensity(in/hr) 5.03 Taken From NOAA(1 yr,5 min duration)
10 Year intensity(in/hr) 8.05 Taken From NOAA(10 yr,5 min duration)
25 Year intensity(in/hr) 9.19 Taken From NOAA(25 yr,5 min duration)
50 Year intensity(in/hr) 10.1 Taken From NOAA(50 yr,5 min duration)
100 Year intensity(in/hr) 11 Taken From NOAA(100 yr,5 min duration)

Culvert Report
Hydraflow Express Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. Monday, Mar 18 2024
Exisitng Pipe Discharge into River @ Prop HW A Location
Invert Elev Dn (ft) = 2347.75 Calculations
Pipe Length (ft) = 202.90 Qmin (cfs) = 10.65
Slope (%) = 1 .04 Qmax (cfs) = 10.65
Invert Elev Up (ft) = 2349.85 Tailwater Elev (ft) _ (dc+D)/2
Rise (in) = 15.0
Shape = Circular Highlighted
Span (in) = 15.0 Qtotal (cfs) = 10.65
No. Barrels = 1 Qpipe (cfs) = 9.62
n-Value = 0.012 Qovertop (cfs) = 1 .03
Culvert Type = Circular Corrugate Metal Pipe Veloc Dn (ft/s) = 7.91
Culvert Entrance = Headwall Veloc Up (ft/s) = 7.84
Coeff. K,M,c,Y,k = 0.0078, 2, 0.0379, 0.69, 0.5 HGL Dn (ft) = 2348.96
HGL Up (ft) = 2352.58
Embankment Hw Elev (ft) = 2354.01
Top Elevation (ft) = 2354.00 Hw/D (ft) = 3.33
Top Width (ft) = 200.00 Flow Regime = Outlet Control
Crest Width (ft) = 200.00
E1-1{1 Exisitng Pipe Discharge into River @ Prop HW A Location Hw Depth(ft)
2355.00 5.15
2354.00 4.15
2358.00 3.15
'352.00 2.15
2351.00 1.15
2350.00 0.15
2349.00 -0.05
2348.00 -1.85
234700 -2.85
2346.00 -3.85
0 50 100 150 200 250 300 350 400 45D
01-1l,Culvert HGL 1m1-1 Reach(0}

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Friday, Mar 15 2024
Exisitng Pipe Discharge into River @ Prop HW C Location
Invert Elev Dn (ft) = 2336.51 Calculations
Pipe Length (ft) = 83.20 Qmin (cfs) = 15.84
Slope (%) = 2.39 Qmax (cfs) = 15.84
Invert Elev Up (ft) = 2338.50 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 18.0
Shape = Circular Highlighted
Span (in) = 18.0 Qtotal (cfs) = 15.84
No. Barrels = 1 Qpipe (cfs) = 11 .33
n-Value = 0.012 Qovertop (cfs) = 4.51
Culvert Type = Circular Corrugate Metal Pipe Veloc Dn (ft/s) = 6.62
Culvert Entrance = Headwall Veloc Up (ft/s) = 7.03
Coeff. K,M,c,Y,k = 0.0078, 2, 0.0379, 0.69, 0.5 HGL Dn (ft) = 2337.90
HGL Up (ft) = 2339.79
Embankment Hw Elev (ft) = 2341 .08
Top Elevation (ft) = 2341 .00 Hw/D (ft) = 1 .72
Top Width (ft) = 81 .00 Flow Regime = Inlet Control
Crest Width (ft) = 81 .00

Wetland Outlet Headwall
Rectangular Broad-Crested Weir
Q (cfs) = 3.09LH1.5
L=crest length of weir, in feet
H = head on weir, in feet
Length of Weir 11.00 ft
10-yr Flow Rate ^^ ^1 cfs
Head on Weir: 1.195 ft
V=Q/A
Flow Areal 13.15 ft2
Velocity 3.38 ft/s
Per"Open Channel Hydraulics", Ven T. Chow, PhD; Pg
165, Table 7-9, The Maximum Permissible Velocity;
McGraw Hill, 1959, re-issue 1988.
Cobbles and Shingles, Clear Water,
Maximum Permissible Velocity 5.00
Recommended ft/s
PASS

HW A
Rectangular Broad-Crested Weir
Q (cfs) = 3.09LH1.s
L=crest length of weir, in feet
H = head on weir, in feet
Length of Weir 6.00 ft
10-yr Flow Rate 13.04 cfs
Head on Weir: 0.791 ft
V=CVA
Flow Areal 4.75 ft'
Velocity 2.75 ft/s
Per"Open Channel Hydraulics", Ven T. Chow, PhD; Pg
165,Table 7-9,The Maximum Permissible Velocity;
McGraw Hill, 1959, re-issue 1988.
Cobbles and Shingles, Clear Water,
Maximum Permissible Velocity 5.00
Recommended ft/s
PASS

HW C
Rectangular Broad-Crested Weir
Q (cfs) = 3.09LH1.s
L=crest length of weir, in feet
H = head on weir, in feet
Length of Weir 6.00 ft
10-yr Flow Rate 15.57 cfs
Head on Weir: 0.890 ft
V=Q/A
Flow Area 5.34 ft'
Velocity 2.92 ft/s
Per"Open Channel Hydraulics", Ven T. Chow, PhD; Pg
165,Table 7-9,The Maximum Permissible Velocity;
McGraw Hill, 1959, re-issue 1988.
Cobbles and Shingles, Clear Water,
Maximum Permissible Velocity 5.00
Recommended ft/s
PASS