SWA000212_Stormwater Report_20230706

DocuSign Envelope ID:77B84443-26A2-483E-81 EA-BC16A9AB34AB
STORM WATER SYSTEM
ANALYSIS AND REPORT
Project: Courtyard Marriott
NC 105 Hwy at Tynecastle Hwy
Banner Elk, NC 28604
BRE Project #20064
Prepared for: Sugar Mountain Hospitality, LLC
751 West Fourth Street, Suite 310
Winston-Salem, NC 27101
Prepared by: Blue Ridge Engineering PLLc
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North Wilkesboro, NC 28659 �` 41-"'s4ESS;�'•
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03/29/2023

DocuSign Envelope ID:77B84443-26A2-483E-81 EA-BC16A9AB34AB
Introduction
The proposed four (4) story hotel is proposed in the Grandfather Center shopping center located
at the intersection of NC 105 Hwy and Tynecastle Hwy in Banner Elk, NC. The hotel will be
located west of and adjacent to the existing Lowe's Foods grocery store.
Development will include the hotel building, parking lot, utilities, storm drainage facility,
landscape, etc. The hotel parcel will include a portion of existing shared drive aisles and parking
spaces, to remain, which are currently part of the shopping center. Stormwater on the hotel
parcel will be treated by an ADS Stormtech system with Bayfilters.
An additional parking lot, on the east side of Lowe's Foods parking lot, will be constructed to
serve as additional hotel parking. A separate ADS Stormtech system with Bayfilter will be
constructed at the additional parking lot to provide stormwater treatment.
The project drains to High Quality Waters (HQW) and is subject to post-construction
stormwater requirements per 15A NCAC 02H.1017. The project is proposed as high-density and
will be required to treat the one-inch storm.
The receiving stream is the Watauga River,which is classified as B; Tr, HQW by NCDEQ with a
Stream Index 8-(1). Rainfall data was taken from National Oceanic and Atmospheric
Administration (NOAA) Atlas 14, Volume 2, Version 3. Storm water run-off for water quality
and detention analysis was calculated from United States Department of Agriculture (USDA)
Natural Resources Conservation Service (NRCS) Technical Release 55 (TR-55) utilizing Hydra'low
Hydrographs for Civil 3D 2023 software.
20064 Courtyard Marriott—Banner Elk,NC 2

DocuSign Envelope ID:77B84443-26A2-483E-81 EA-BC16A9AB34AB
Pre-Developed Conditions
The hotel and additional parking lot project areas are undeveloped and have been maintained as a
lawn area in good condition since original development of the shopping center.
The hotel site is shaped to drain to an existing yard inlet located in the northern corner of the
property. Stormwater is then conveyed through the shopping center storm system toward NC
Hwy 105. The additional parking lot is shaped to drain to a yard inlet in the northwest corner of
the property. Stormwater is then conveyed through the shopping center storm system toward NC
Hwy 105.
Post-Developed Conditions
The post-developed built-upon drainage areas will consist of 1) a new hotel, parking lot, and
concrete walks/patios along with associated utilities, stormwater drainage facility, etc. All runoff
from the new built-upon areas will be collected into a storm drainage pipe network before
discharging into an ADS Stormtech underground detention system with four (4) 522 Bayfilter
cartridges. Runoff from other wooded areas to remain (outside the project area) will be collected
and routed through the proposed project, and not into the underground detention system. 2) The
additional parking area will include a new parking facility with 54 total parking spaces. Stormwater
will be routed to an ADS Stormtech system with two 522 Bayfilter cartridges.
Post-developed conditions are summarized below using the same methodology as for the pre-
developed conditions.
20064 Courtyard Marriott—Banner Elk,NC 3

DocuSign Envelope ID:77B84443-26A2-483E-81 EA-BC16A9AB34AB
Post-Developed Conditions DA #1 DA#2
Drainage Area, (acres): 1.45 0.42
Proposed Impervious Area, (acres): 1.32 0.37
SCS Curve Number (weighted): 93 91
Time of Concentration, (min): 5 5
Post-Developed Storm Water Treatment
As previously stated, the project is proposed as high-density and will be required to treat the one-
inch storm. An ADS Stormtech system with four (4) 522 Bayfilter cartridges will be constructed on
the hotel parcel and an ADS Stormtech system with two (2) 522 Bayfilter cartridges will be
constructed at additional parking. Each system exceeds the required storage and treatment for the
required one-inch storm depth.
DA #1 DA#2
Required Storage, (cf): 2,275 546
Storage Provided (cf): 2,474 641
One-inch Storm Release Rate(cfs): 0.062 0.011
20064 Courtyard Marriott—Banner Elk,NC 4

DocuSign Envelope ID:77B84443-26A2-483E-81 EA-BC16A9AB34AB
Storm Drainage Piping
Storm drainage piping has been designed utilizing HyrdaFlow Storm Sewers for Civil 3D 2023 software
which computes peak flows using the Rational Method. Hydraulic capacity of storm drain piping is
designed to convey the flow from a calculated 25-yr storm event. (See attached exhibits and
summary tables.)
Erosion and Sediment Control
The project is disturbing 2.3 total acres, therefore NCDEQ Certificate of Coverage is required.
Sediment shall still be controlled at the site using standard practices including: temporary stone
construction entrances, sediment fence, diversion ditching, and silt fence stone outlets. The erosion
and sediment control design has been prepared in conformance with NCDEQ design standards.
All storm water shall be diverted to an approved erosion control device during construction of the
project. The contractor shall take whatever measures are necessary to prevent sediment from
leaving the site,including tracking onto adjacent roadways.
20064 Courtyard Marriott—Banner Elk,NC 5

DocuSign Envelope ID:77B84443-26A2-483E-81 EA-BC16A9AB34AB
Conclusions
This drainage report examines all known and reasonable conditions for this site. No detention will
occur on any paved areas for the calculated storm event and the design meets NCDEQ
requirements. Therefore,it is our opinion that this plan provides sufficient mitigation to address the
impacts to stormwater run-off for development of this property.
This report has been prepared for the sole benefit of the client to identify the storm water
parameters to be considered during planning, design, permitting, and construction of the proposed
project. Our recommendations are based on observations made on site, experience, and generally
accepted engineering practices. It is our professional opinion that the conditions reported, and
recommendations made within this report are appropriate for this project.
20064 Courtyard Marriott—Banner Elk,NC 6

DocuSign Envelope ID:77B84443-26A2-483E-81 EA-BC16A9AB34AB
STORMTECH HYDROGRAPH CALCULATIONS
HOTEL PARCEL
20064 Courtyard Marriott-Banner Elk,NC

DocuSign Envelope ID:77B84443-26A2-4B3E-81EA-BC16A9AB34AB 2
Hydrograph Return Period Recap
draflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2023
Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph
No. type hyd(s) Description
(origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
1 SCS Runoff 0.000 2.363 20064 PreDeveloped
2 SCS Runoff 1.105 15.41 20064 PostDeveloped
3 SCS Runoff 0.000 0.684 Predeveloped-Remote Parking
4 SCS Runoff 0.257 4.393 Remote Parking-Post Developed
5 Reservoir 2 0.062 15.14 Hotel Parcel-Routing
6 Reservoir 4 0.011 4.349 Parking Lot Routing
Proj. file: 20064 Hydrographs 2023-02-01.gpw Wednesday, 03/29/2023

DocuSign Envelope ID:77B84443-26A2-4B3E-81EA-BC16A9AB34AB 3
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2023
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 0.000 2 n/a 0 20064 PreDeveloped
2 SCS Runoff 1.105 2 718 2,224 20064 PostDeveloped
3 SCS Runoff 0.000 2 n/a 0 Predeveloped-Remote Parking
4 SCS Runoff 0.257 2 718 514 Remote Parking-Post Developed
5 Reservoir 0.062 2 780 2,222 2 4034.31 1,060 Hotel Parcel-Routing
6 Reservoir 0.011 2 814 509 4 4028.24 253 Parking Lot Routing
20064 Hydrographs 2023-02-01.gpw Return Period: 1 Year Wednesday, 03/29/2023

DocuSign Envelope ID:77B84443-26A2-4B3E-81EA-BC16A9AB34AB 4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/29/2023
Hyd. No. 5
Hotel Parcel - Routing
Hydrograph type = Reservoir Peak discharge = 0.062 cfs
Storm frequency = 1 yrs Time to peak = 13.00 hrs
Time interval = 2 min Hyd. volume = 2,222 cuft
Inflow hyd. No. = 2 - 20064 PostDeveloped Max. Elevation = 4034.31 ft
Reservoir name = Hotel ADS Max. Storage = 1,060 cuft
Storage Indication method used.
Hotel Parcel - Routing
Q (cfs) Hyd. No. 5 -- 1 Year Q (cfs)
2.00 2.00
1.00 - — 1.00
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28
Time (hrs)
Hyd No. 5 Hyd No. 2 1111111 [ Total storage used = 1,060 cuft

DocuSign Envelope ID:77B84443-26A2-4B3E-81EA-BC16A9AB34AB 5
Pond Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/29/2023
Pond No. 1 - Hotel ADS
Pond Data
Pond storage is based on user-defined values.
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 4032.90 n/a 0 0
0.50 4033.40 n/a 255 255
1.00 4033.90 n/a 450 705
1.50 4034.40 n/a 434 1,139
2.00 4034.90 n/a 410 1,549
2.50 4035.40 n/a 373 1,921
3.00 4035.90 n/a 298 2,219
3.50 4036.40 n/a 255 2,474
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 36.00 1.41 Inactive 0.00 Crest Len(ft) = 0.00 4.00 0.00 0.00
Span(in) = 36.00 1.41 12.00 0.00 Crest El.(ft) = 4039.00 4035.25 0.00 0.00
No.Barrels = 1 1 1 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El.(ft) = 4031.20 4031.20 4034.00 0.00 Weir Type = 1 Rect --- ---
Length(ft) = 8.00 1.00 1.00 0.00 Multi-Stage = Yes Yes No No
Slope(%) = 1.12 1.00 1.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Wet area)
Multi-Stage = n/a Yes No No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage(ft) Stage/ Discharge Elev(ft)
4.00 4036.90
3.00 4035.90
2.00 • 4034.90
1.00 4033.90
0.00 1 4032.90
0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00
Total Q Discharge(cfs)

DocuSign Envelope ID:77B84443-26A2-483E-81 EA-BC16A9AB34AB
U.S. Department of Agriculture FL-ENG-21A
Natural Resources Conservation Service 06/04
TR 55 Worksheet 2: Runoff Curve Number and Runoff
Project: Courtyard Marriott Designed By: MDS Date: 1/2/23
Location: Sugar Mountain, NC Checked: Date:
Check one: I Present ViDeveloped
1. Runoff curve number (CN)
Soil name Cover description CN '-' Area Product
and hydrologic ( Cover type, treatment, and hydrologic El acres of
group condition; percent impervious; Table Fig. Fig. 0 mi2 CN x area
(Appendix A) unconnected/connected impervious area 2-2 2-3 2-4 p
ratio)
A Pavements, Roofs, Sidewalks 98 1.3 129.4
A Lawn, Landscape 39 0.1 5.1
1' Use only one CN source per line. Totals = 1.5 134.5
CN (weighted) = total product = 134.5 = 93 Use CN = 93
total area 1.5
2. Runoff
Storm#1 Storm #2 Storm#3
Frequency years 1
Rainfall, P (24 hour) in. 1.0
Runoff, Q in. 0.434
(Use P and CN with Table 2-1, Figure 2-1.
or equations 2-3 and 2-4.)

DocuSign Envelope ID:77B84443-26A2-483E-81 EA-BC16A9AB34AB
Project: Courtyard Marriot
//ADS 0 Include Perimeter Stone in Calculations
Chamber Model - SC-740
Units- Imperial StormTech 0 Click for Stage Area Data
Number of Chambers- 25
❑ Click to Invert Stage Area Data
Voids in the stone (porosity)- 40 %
Base of Stone Elevation - 4032.90 ft
Amount of Stone Above Chambers- 6 in Click Here for Metric
Amount of Stone Below Chambers- 6 in
Area of system - 1275 sf Min. Area - 845 sf min. area
StormTech SC-740 Cumulative Storage Volumes
Height of Incremental Single Incremental Incremental Incremental Ch Cumulative
System Chamber Total Chamber Stone & St Chamber Elevation
(inches) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (feet)
42 0.00 0.00 42.50 42.50 2474.26 4036.40
41 0.00 0.00 42.50 42.50 2431.76 4036.32
40 0.00 0.00 42.50 42.50 2389.26 4036.23
39 0.00 0.00 42.50 42.50 2346.76 4036.15
38 0.00 0.00 42.50 42.50 2304.26 4036.07
37 0.00 0.00 42.50 42.50 2261.76 4035.98
36 0.05 1.37 41.95 43.32 2219.26 4035.90
35 0.16 4.07 40.87 44.94 2175.94 4035.82
34 0.28 7.05 39.68 46.73 2130.99 4035.73
33 0.60 15.10 36.46 51.56 2084.26 4035.65
32 0.80 20.04 34.48 54.53 2032.71 4035.57
31 0.95 23.77 32.99 56.76 1978.18 4035.48
30 1.07 26.86 31.75 58.62 1921.42 4035.40
29 1.18 29.51 30.70 60.21 1862.80 4035.32
28 1.27 31.64 29.84 61.48 1802.59 4035.23
27 1.36 33.88 28.95 62.83 1741.11 4035.15
26 1.45 36.35 27.96 64.31 1678.28 4035.07
25 1.52 38.12 27.25 65.37 1613.97 4034.98 WQv=2474cf
24 1.58 39.56 26.68 66.23 1548.60 4034.90
23 1.64 41.06 26.08 67.13 1482.37 4034.82
22 1.70 42.49 25.50 67.99 1415.23 4034.73
21 1.75 43.82 24.97 68.79 1347.24 4034.65 WQv achieved at elevation 4036.4
20 1.80 45.07 24.47 69.54 1278.45 4034.57
19 1.85 46.37 23.95 70.32 1208.90 4034.48
18 1.89 47.33 23.57 70.90 1138.58 4034.40
17 1.93 48.35 23.16 71.51 1067.68 4034.32
16 1.97 49.37 22.75 72.12 996.17 4034.23
15 2.01 50.25 22.40 72.65 924.05 4034.15
14 2.04 51.12 22.05 73.17 851.40 4034.07
13 2.07 51.87 21.75 73.62 778.22 4033.98
12 2.10 52.62 21.45 74.07 704.60 4033.90
11 2.13 53.29 21.18 74.48 630.53 4033.82
10 2.15 53.85 20.96 74.81 556.05 4033.73
9 2.18 54.43 20.73 75.16 481.24 4033.65
8 2.20 54.96 20.52 75.48 406.09 4033.57
7 2.21 55.18 20.43 75.61 330.61 4033.48
6 0.00 0.00 42.50 42.50 255.00 4033.40
5 0.00 0.00 42.50 42.50 212.50 4033.32
4 0.00 0.00 42.50 42.50 170.00 4033.23
3 0.00 0.00 42.50 42.50 127.50 4033.15
2 0.00 0.00 42.50 42.50 85.00 4033.07
1 0.00 0.00 42.50 42.50 42.50 4032.98

DocuSign Envelope ID:77B84443-26A2-483E-81 EA-BC16A9AB34AB
BAYSAVER
TECHNOLOGIES°
Project Name: Courtyard Marriott HWY 105 Date 3/28/2023
Location: Sugar Mountain
Site Designation: BF-1
SITE CONDITIONS
Rainfall Depth 1 in
Impervious Acreage 1.320 ac
Total Acreage 1.450 ac
Time of Concentration 6 min
I 91.0 %
Rv(Runoff Coefficient) 0.87
WQv 3296 cf
75% WQv (Treatment Volume) 2472 cf
ci (Unit Peak Discharge) 1000 csm/in From Type II Chart
Qp(Water Quality Storm) 1.97 cfs
VOLUME BASED SIZING
Volume per cartridge 1250 CF
Cartridge Type 522
Min. Number of cartridge required 2
Cartridge Flow rate 11.25 gpm (0.25 gpm/SF)
System Flow Rate 0.05 cfs
Release time 13.7 hours
SEDIMENT BASED SIZING
Influent Concentration 70 mg/L
Annual Rainfall (P) 55 in
Annual Sediment Load 711 lbs
Pretreatment reduction 30%
Sediment Load to BayFilter 498 lbs
85% Capture Capacity 423 lbs
Cartridge Type 522
Sediment load per cartridge 131 lbs
Min. Number of cartridge required 4
Anticipated Maintenance Cycle 1.24 years (must be greater than 1 year)
FINAL DESIGN
Cartridge Type 522
Number of Cartridges 4
Precast Size 6x10
approx outlet orifice 1.41 inch

DocuSign Envelope ID:77B84443-26A2-483E-81 EA-BC16A9AB34AB
STORMTECH HYDROGRAPH CALCULATIONS
ADDITIONAL PARKING PARCEL
20064 Courtyard Marriott- Banner Elk,NC

DocuSign Envelope ID:77B84443-26A2-4B3E-81EA-BC16A9AB34AB 2
Hydrograph Return Period Recap
draflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2023
Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph
No. type hyd(s) Description
(origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
1 SCS Runoff 0.000 2.363 20064 PreDeveloped
2 SCS Runoff 1.105 15.41 20064 PostDeveloped
3 SCS Runoff 0.000 0.684 Predeveloped-Remote Parking
4 SCS Runoff 0.257 4.393 Remote Parking-Post Developed
5 Reservoir 2 0.062 15.14 Hotel Parcel-Routing
6 Reservoir 4 0.011 4.349 Parking Lot Routing
Proj. file: 20064 Hydrographs 2023-02-01.gpw Wednesday, 03/29/2023

DocuSign Envelope ID:77B84443-26A2-4B3E-81EA-BC16A9AB34AB 3
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2023
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 0.000 2 n/a 0 20064 PreDeveloped
2 SCS Runoff 1.105 2 718 2,224 20064 PostDeveloped
3 SCS Runoff 0.000 2 n/a 0 Predeveloped-Remote Parking
4 SCS Runoff 0.257 2 718 514 Remote Parking-Post Developed
5 Reservoir 0.062 2 780 2,222 2 4034.31 1,060 Hotel Parcel-Routing
6 Reservoir 0.011 2 814 509 4 4028.24 253 Parking Lot Routing
20064 Hydrographs 2023-02-01.gpw Return Period: 1 Year Wednesday, 03/29/2023

DocuSign Envelope ID:77B84443-26A2-4B3E-81EA-BC16A9AB34AB 4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/29/2023
Hyd. No. 6
Parking Lot Routing
Hydrograph type = Reservoir Peak discharge = 0.011 cfs
Storm frequency = 1 yrs Time to peak = 13.57 hrs
Time interval = 2 min Hyd. volume = 509 cuft
Inflow hyd. No. = 4 - Remote Parking-Post DeveMpodElevation = 4028.24 ft
Reservoir name = Parking ADS Max. Storage = 253 cuft
Storage Indication method used.
Parking Lot Routing
Q (cfs) Hyd. No. 6 -- 1 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 — - 0.00
0 4 8 12 16 20 24 28 32
Time (hrs)
Hyd No. 6 Hyd No. 4 1111111 Total storage used = 253 cuft

DocuSign Envelope ID:77B84443-26A2-4B3E-81EA-BC16A9AB34AB 5
Pond Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/29/2023
Pond No. 2 - Parking ADS
Pond Data
Pond storage is based on user-defined values.
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 4026.92 n/a 0 0
0.50 4027.42 n/a 68 68
1.00 4027.92 n/a 115 183
1.50 4028.42 n/a 111 294
2.00 4028.92 n/a 105 399
2.50 4029.42 n/a 96 495
3.00 4029.92 n/a 78 573
3.50 4030.42 n/a 68 641
5.00 4030.92 n/a 4 645
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 18.00 0.62 0.00 0.00 Crest Len(ft) = 2.00 0.00 0.00 0.00
Span(in) = 18.00 0.62 0.00 0.00 Crest El.(ft) = 4029.50 0.00 0.00 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El.(ft) = 4026.92 4026.92 0.00 0.00 Weir Type = Rect --- --- ---
Length(ft) = 115.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope(%) = 1.70 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Wet area)
Multi-Stage = n/a No No No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage(ft) Stage/ Discharge Elev(ft)
5.00 - 4031.92
4.00 4030.92
3.00 4029.92
2.00 4028.92
1.00 4027.92
0.00 ' 4026.92
0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00
Total Q Discharge(cfs)

DocuSign Envelope ID:77B84443-26A2-483E-81 EA-BC16A9AB34AB
U.S.Department of Agriculture FL-ENG-21A
Natural Resources Conservation Service 06/04
TR 55 Worksheet 2: Runoff Curve Number and Runoff
Project: Courtyard Marriott - Remote Parking Designed By: MDS Date: 2/1/23
Location: Sugar Mountain, NC Checked: Date:
Check one: ! ' Present iiDeveloped
1. Runoff curve number (CN)
Soil name Cover description CN '1/ Area Product
and hydrologic ( Cover type, treatment, and hydrologic pacres of
group condition; percent impervious; Table Fig. Fig. p mi2 CN x area
(Appendix A) unconnected/connected impervious area 2-2 2-3 2-4 p
ratio)
A Pavements, Roofs, Sidewalks 98 0.4 36.3
A Lawn, Landscape 39 0.1 2.0
1' Use only one CN source per line. Totals = 0.4 38.2
CN (weighted) = total product = 38.2 = 91 Use CN = 91
total area 0.4
2. Runoff
Storm #1 Storm #2 Storm #3
Frequency years 1
Rainfall, P (24 hour) in. 1.0
Runoff, Q in. 00•35.91
(Use P and CN with Table 2-1, Figure 2-1.
or equations 2-3 and 2-4.)

DocuSign Envelope ID:77B84443-26A2-483E-81 EA-BC16A9AB34AB
Project:
//A DS 0 Include Perimeter Stone in Calculations
Chamber Model - SC-740
Units- Imperial StormTech 0 Click for Stage Area Data
Number of Chambers- 6
❑ Click to Invert Stage Area Data
Voids in the stone (porosity)- 40 %
Base of Stone Elevation - 4026.92 ft
Amount of Stone Above Chambers- 6 in Click Here for Metric
Amount of Stone Below Chambers- 6 in
Area of system - 340 sf Min. Area - 203 sf min. area
StormTech SC-740 Cumulative Storage Volumes
Height of Incremental Single Incremental Incremental Incremental Ch Cumulative
System Chamber Total Chamber Stone & St Chamber Elevation
(inches) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (feet)
42 0.00 0.00 11.33 11.33 641.42 4030.42
41 0.00 0.00 11.33 11.33 630.09 4030.34
40 0.00 0.00 11.33 11.33 618.76 4030.25
39 0.00 0.00 11.33 11.33 607.42 4030.17
38 0.00 0.00 11.33 11.33 596.09 4030.09
37 0.00 0.00 11.33 11.33 584.76 4030.00
36 0.05 0.33 11.20 11.53 573.42 4029.92
35 0.16 0.98 10.94 11.92 561.89 4029.84
34 0.28 1.69 10.66 12.35 549.97 4029.75
33 0.60 3.62 9.88 13.51 537.62 4029.67
32 0.80 4.81 9.41 14.22 524.12 4029.59
31 0.95 5.70 9.05 14.76 509.90 4029.50
30 1.07 6.45 8.75 15.20 495.14 4029.42
29 1.18 7.08 8.50 15.58 479.94 4029.34
28 1.27 7.59 8.30 15.89 464.36 4029.25
27 1.36 8.13 8.08 16.21 448.47 4029.17
26 1.45 8.72 7.84 16.57 432.25 4029.09
25 1.52 9.15 7.67 16.82 415.69 4029.00 WQv= 641 cf
24 1.58 9.49 7.54 17.03 398.86 4028.92
23 1.64 9.85 7.39 17.25 381.83 4028.84
22 1.70 10.20 7.25 17.45 364.59 4028.75
21 1.75 10.52 7.13 17.64 347.14 4028.67 WQv achieved at elevation 4030.42
20 1.80 10.82 7.01 17.82 329.49 4028.59
19 1.85 11.13 6.88 18.01 311.67 4028.50
18 1.89 11.36 6.79 18.15 293.66 4028.42
17 1.93 11.60 6.69 18.30 275.51 4028.34
16 1.97 11.85 6.59 18.44 257.21 4028.25
15 2.01 12.06 6.51 18.57 238.77 4028.17
14 2.04 12.27 6.43 18.70 220.20 4028.09
13 2.07 12.45 6.35 18.80 201.51 4028.00
12 2.10 12.63 6.28 18.91 182.70 4027.92
11 2.13 12.79 6.22 19.01 163.79 4027.84
10 2.15 12.92 6.16 19.09 144.79 4027.75
9 2.18 13.06 6.11 19.17 125.70 4027.67
8 2.20 13.19 6.06 19.25 106.53 4027.59
7 2.21 13.24 6.04 19.28 87.28 4027.50
6 0.00 0.00 11.33 11.33 68.00 4027.42
5 0.00 0.00 11.33 11.33 56.67 4027.34
4 0.00 0.00 11.33 11.33 45.33 4027.25
3 0.00 0.00 11.33 11.33 34.00 4027.17
2 0.00 0.00 11.33 11.33 22.67 4027.09
1 0.00 0.00 11.33 11.33 11.33 4027.00

DocuSign Envelope ID:77B84443-26A2-483E-81 EA-BC16A9AB34AB
BAYSAVER
TECHNOLOGIES
Project Name: Courtyard Marriot HYW 105 Date 3/17/2023
Location: Sugar Mountain, NC
Site Designation: BF-2
SITE CONDITIONS
Rainfall Depth 1 in
Impervious Acreage 0.37 ac To Be Verifeid
Total Acreage 0.37 ac To Be Verified
Time of Concentration 6 min
I 100.0 %
R„(Runoff Coefficient) 0.95
WQv 1266 cf
75% WQv (Treatment Volume) 641 cf
qu(Unit Peak Discharge) 1000 csm/in From Type II Chart
Qp(Water Quality Storm) 0.54 cfs
VOLUME BASED SIZING
Volume per cartridge 1250 CF
Cartridge Type 522
Min. Number of cartridge required 1
Cartridge Flow rate 11.25 gpm 0.25 gpm/sf
System Flow Rate 0.03 cfs
Release time 10.5 hours
SEDIMENT BASED SIZING
Influent Concentration 70 mg/L
Annual Rainfall (P) 55 in
Annual Sediment Load 273 lbs
Pretreatment reduction 30%
Sediment Load to BayFilter 191 lbs
85% Capture Capacity 162 lbs
Cartridge Type 522
Sediment load per cartridge 131 lbs
Min. Number of cartridge required 2
Anticipated Maintenance Cycle 1.61 years (must be greater than 1 year)
FINAL DESIGN
Cartridge Type 522
Number of Cartridges 2
Precast Size 6x8
Equivalent Orifice Size 1.00 inch

DocuSign Envelope ID:77B84443-26A2-483E-81 EA-BC16A9AB34AB
STORM SEWERS REPORT
25-YR
20064 Courtyard Marriott- Banner Elk,NC

DocuSign Envelope ID:77B84443-26A2-483E-81 EA-BC16A9AB34AB
Hydratlow Storm Sewers Extension for Autodesk® Civil 3D® Plan
Outfall
11
12 13
tfall -\ 14
1
5
4 7 8 15
6
3
Outfall
2 p
Outfall
16
18
17
Project File: 20064 Hotel Storm System.stm Number of lines: 18 Date:3/15/2023
Storm Sewers v2023 00

DocuSign Envelope ID:77B84443-26A2-4B3E-81EA-BC16A9AB34AB Page 1
Storm Sewer Inventory Report
Line Alignment Flow Data Physical Data Line ID
No.
Dnstr Line Defl Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-Loss Inlet/
Line Length angle Type Q Area Coeff Time El Dn Slope El Up Size Shape Value Coeff Rim El
No. (ft) (deg) (cfs) (ac) (C) (min) (ft) (%) (ft) (in) (n) (K) (ft)
1 End 22.359 43.470 Comb 0.00 0.15 0.86 5.0 4035.81 0.49 4035.92 15 Cir 0.012 1.00 4038.86 Pipe-(108)
2 End 47.248 -127.644 Comb 0.00 0.09 0.89 5.0 4032.99 0.55 4033.25 18 Cir 0.012 0.93 4038.72 Pipe-7
3 2 22.395 19.050 DrGrt 0.00 0.03 0.90 5.0 4033.35 2.01 4033.80 15 Cir 0.012 1.49 4038.61 Pipe-8B1
4 3 28.615 -5.989 DrGrt 0.00 0.03 0.90 5.0 4033.90 1.99 4034.47 12 Cir 0.012 1.50 4038.56 Pipe-8B2
5 4 31.112 -90.131 DrGrt 0.00 0.03 0.90 5.0 4034.57 1.99 4035.19 12 Cir 0.012 1.00 4038.61 Pipe-8B3
6 2 83.000 -34.472 Comb 0.00 0.09 0.88 5.0 4033.35 1.00 4034.18 15 Cir 0.012 0.89 4038.80 Pipe-8
7 6 33.500 -32.404 Comb 0.00 0.07 0.87 5.0 4034.28 1.02 4034.62 15 Cir 0.012 1.00 4038.80 Pipe-9
8 3 15.294 83.960 None 0.00 0.43 0.90 5.0 4033.90 2.03 4034.21 12 Cir 0.012 1.00 0.00 Pipe-(115)
9 End 10.828 65.244 Comb 0.00 0.13 0.87 5.0 4033.59 2.03 4033.81 15 Cir 0.012 1.50 4037.41 Pipe-(111)
10 9 9.542 116.868 Comb 0.00 0.10 0.88 5.0 4033.91 1.99 4034.10 15 Cir 0.012 1.00 4037.93 Pipe-7C
11 End 25.000 65.886 MH 0.00 0.00 0.00 0.0 4028.02 5.32 4029.35 18 Cir 0.012 0.15 4035.80 Pipe-1
12 11 6.000 0.000 DrGrt 0.00 0.04 0.30 5.0 4029.60 0.50 4029.63 24 Cir 0.012 1.16 4035.23 Pipe-1(2)
13 12 28.852 -47.275 MH 0.00 0.04 0.30 5.0 4029.73 0.49 4029.87 24 Cir 0.012 0.76 4035.89 Pipe-2
14 13 94.589 46.216 MH 0.00 0.00 0.00 0.0 4029.97 0.50 4030.44 24 Cir 0.012 0.15 4036.45 Pipe-3
15 14 97.191 0.768 MH 0.00 0.00 0.00 0.0 4030.54 0.50 4031.03 24 Cir 0.012 1.00 4037.29 Pipe-4
16 15 106.129 40.094 DrGrt 0.00 4.53 0.15 10.0 4031.13 2.00 4033.25 24 Cir 0.012 1.50 4038.42 Pipe-5
17 16 60.000 -269.040 DrGrt 0.00 0.49 0.15 10.0 4033.36 1.50 4034.26 18 Cir 0.012 0.50 4038.94 Pipe-6
18 17 132.000 0.000 DrGrt 0.00 1.48 0.15 10.0 4034.36 1.50 4036.34 18 Cir 0.012 1.00 4039.46 Pipe-6(2)
Project File: 20064 Hotel Storm System.stm Number of lines: 18 Date: 3/15/2023
Storm Sewers v2023.00

DocuSign Envelope ID:77B84443-26A2-4B3E-81EA-BC16A9AB34AB Page 1
Structure Report
Struct Structure ID Junction Rim Structure Line Out Line In
No. Type Elev
Shape Length Width Size Shape Invert Size Shape Invert
(ft) (ft) (ft) (in) (ft) (in) (ft)
1 CB-18 Combination 4038.86 Rect 2.00 3.00 15 Cir 4035.92
2 CB-12 Combination 4038.72 Rect 2.00 3.00 18 Cir 4033.25 15 Cir 4033.35
15 Cir 4033.35
3 YI-15 DropGrate 4038.61 Rect 2.00 3.00 15 Cir 4033.80 12 Cir 4033.90
12 Cir 4033.90
4 YI-16 DropGrate 4038.56 Rect 2.00 2.00 12 Cir 4034.47 12 Cir 4034.57
5 YI-17 DropGrate 4038.61 Rect 2.00 2.00 12 Cir 4035.19
6 CB-13 Combination 4038.80 Rect 2.00 3.00 15 Cir 4034.18 15 Cir 4034.28
7 CB-14 Combination 4038.80 Rect 2.00 3.00 15 Cir 4034.62
8 Null Structure None 0.00 n/a n/a n/a 12 Cir 4034.21
9 CB-10 Combination 4037.41 Rect 2.00 3.00 15 Cir 4033.81 15 Cir 4033.91
10 CB-9 Combination 4037.93 Cir 2.00 3.00 15 Cir 4034.10
11 New Manhole 4035.80 Cir 4.00 4.00 18 Cir 4029.35 24 Cir 4029.60
12 DI-1 DropGrate 4035.23 Rect 2.00 3.00 24 Cir 4029.63 24 Cir 4029.73
13 JB-2 Manhole 4035.89 Cir 4.00 4.00 24 Cir 4029.87 24 Cir 4029.97
14 JB-3 Manhole 4036.45 Cir 4.00 4.00 24 Cir 4030.44 24 Cir 4030.54
15 JB-4 Manhole 4037.29 Cir 4.00 4.00 24 Cir 4031.03 24 Cir 4031.13
18 Cir 4031.13
15 Cir 4031.13
16 DI-6 DropGrate 4038.42 Rect 6.00 8.00 24 Cir 4033.25 18 Cir 4033.36
17 New DropGrate 4038.94 Rect 6.00 8.00 18 Cir 4034.26 18 Cir 4034.36
18 DI-7 DropGrate 4039.46 Rect 6.00 8.00 18 Cir 4036.34
Project File: 20064 Hotel Storm System.stm Number of Structures: 18 Run Date: 3/15/2023
Storm Sewers v2023.00

DocuSign Envelope ID:77B84443-26A2-4B3E-81EA-BC16A9AB34AB Page 1
Inlet Report
Line Inlet ID Q= Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet Byp
No CIA carry capt Byp Type Line
Ht L Area L W So W Sw Sx n Depth Spread Depth Spread Depr No
(cfs) (cfs) (cfs) (cfs) (in) (ft) (sqft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in)
1 CB-18 1.13 0.00 0.87 0.26 Comb 6.0 3.00 0.00 3.00 2.00 0.020 2.00 0.030 0.020 0.012 0.13 5.69 0.08 3.00 0.0 Off
2 CB-12 0.70 0.00 0.70 0.00 Comb 6.0 3.00 3.10 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.12 6.20 0.12 6.20 0.0 Off
3 YI-15 0.24 0.00 0.24 0.00 DrGrt 0.0 0.00 1.00 1.50 1.50 Sag 2.00 0.020 0.020 0.000 0.06 7.57 0.06 7.57 0.0 Off
4 YI-16 0.24 0.00 0.24 0.00 DrGrt 0.0 0.00 1.00 1.50 1.50 Sag 2.00 0.020 0.020 0.000 0.06 7.57 0.06 7.57 0.0 Off
5 YI-17 0.24 0.00 0.24 0.00 DrGrt 0.0 0.00 1.00 1.50 1.50 Sag 2.00 0.020 0.020 0.013 0.06 7.57 0.06 7.57 0.0 Off
6 CB-13 0.70 0.00 0.70 0.00 Comb 6.0 3.00 3.10 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.12 6.16 0.12 6.16 0.0 Off
7 CB-14 0.54 0.00 0.54 0.00 Comb 6.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.11 5.34 0.11 5.34 0.0 Off
8 Null Structure 3.40 0.00 0.00 3.40 None 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off
9 CB-10 0.99 0.00 0.99 0.00 Comb 6.0 3.00 3.10 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.15 7.55 0.15 7.55 0.0 Off
10 CB-9 0.77 0.00 0.77 0.00 Comb 6.0 3.00 3.10 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.13 6.54 0.13 6.54 0.0 Off
11 New 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 2.00 0.020 0.020 0.013 0.00 0.00 0.00 0.00 0.0 Off
12 DI-1 0.11 0.00 0.11 0.00 DrGrt 0.0 0.00 3.10 3.00 2.00 Sag 2.00 0.020 0.020 0.013 0.02 4.31 0.02 4.31 0.0 11
13 JB-2 0.11 0.00 0.00 0.11 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.013 0.00 0.00 0.00 0.00 0.0 Off
14 JB-3 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off
15 JB-4 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off
16 DI-6 4.88 0.10 4.98 0.00 DrGrt 0.0 0.00 6.20 6.00 2.00 Sag 2.00 0.020 0.020 0.013 0.22 24.06 0.22 24.06 0.0 Off
17 New 0.53 0.00 0.43 0.10 DrGrt 0.0 0.00 0.00 3.00 2.00 0.015 2.00 0.050 0.050 0.012 0.08 5.24 0.08 5.24 0.0 16
18 DI-7 1.59 0.00 1.59 0.00 DrGrt 0.0 0.00 3.10 6.00 2.00 Sag 2.00 0.050 0.050 0.013 0.10 6.13 0.10 6.13 0.0 17
Project File: 20064 Hotel Storm System.stm Number of lines: 18 Run Date: 3/15/2023
NOTES: Inlet N-Values=0.016; Intensity=67.51 /(Inlet time+10.90)A 0.74; Return period=25 Yrs. ; *Indicates Known Q added.All curb inlets are Horiz throat.
Storm Sewers v2023.00

DocuSign Envelope ID:77B84443-26A2-4B3E-81EA-BC16A9AB34AB Page 1
MyReport
Line Area Area Byp Coeff Coeff Coeff Capac Crit Cross Cross Curb Defl Depth Depth DnStm Drng Easting EGL EGL Energy
No. Dn Up Ln No C1 C2 C3 Full Depth SI,Sw SI,Sx Len Ang Dn Up Ln No Area X Dn Up Loss
(sqft) (sqft) (C) (C) (C) (cfs) (ft) (ft/ft) (ft/ft) (ft) (Deg) (ft) (ft) (ac) (ft) (ft) (ft) (ft)
1 0.36 0.36 Offsite 0.15 0.30 0.90 4.90 0.42 0.030 0.020 3.00 43.470 0.42 0.42** Outfall 0.15 1162095.50 4036.38 4036.49 0.000
2 1.08 1.09 Sag 0.15 0.30 0.90 8.44 0.89 0.020 0.020 3.00 -127.644 0.88 0.89** Outfall 0.09 1162251.14 4034.24 4034.51 0.000
3 0.79 0.79 Sag 0.15 0.30 0.90 9.92 0.77 0.020 0.020 .... 19.050 0.79 0.77** 2 0.03 1162244.00 4034.46 4034.90 0.000
4 0.17 0.17 Sag 0.15 0.30 0.90 5.45 0.27 0.020 0.020 .... -5.989 0.67 0.27** 3 0.03 1162232.10 4034.67 4034.84 0.000
5 0.09 0.11 Sag 0.15 0.30 0.90 5.45 0.20 0.020 0.020 .... -90.131 0.17 0.20** 4 0.03 1162203.83 4034.81 4035.46 0.000
6 0.37 0.37 Sag 0.15 0.30 0.90 6.99 0.42 0.020 0.020 3.00 -34.472 0.79 0.42** 2 0.09 1162172.15 4034.29 4034.76 0.000
7 0.21 0.21 Sag 0.15 0.30 0.90 7.05 0.28 0.020 0.020 3.00 -32.404 0.32 0.28** 6 0.07 1162139.72 4034.71 4035.01 0.000
8 0.56 0.66 n/a 0.15 0.30 0.90 5.49 0.79 .... 83.960 0.67 0.79** 3 0.43 1162257.90 4034.98 4035.41 0.000
9 0.49 0.49 Sag 0.15 0.30 0.90 9.97 0.52 0.020 0.020 3.00 65.244 0.53 0.52** Outfall 0.13 1162335.10 4034.32 4034.53 0.000
10 0.27 0.27 Sag 0.15 0.30 0.90 9.88 0.34 0.020 0.020 3.00 116.868 0.42 0.34** 9 0.10 1162325.57 4034.46 4034.57 0.000
11 1.65 1.76 n/a 0.15 0.30 0.90 26.24 1.47 .... 65.886 1.32 1.47** Outfall 0.00 1162260.59 4031.49 4032.97 0.000
12 3.14 3.14 11 0.15 0.30 0.90 17.26 1.63 0.020 0.020 .... 0.000 2.00 2.00 11 0.04 1162263.04 4032.28 4032.30 0.043
13 3.14 3.14 n/a 0.15 0.30 0.90 17.08 1.63 .... -47.275 2.00 2.00 12 0.04 1162290.38 4033.08 4033.29 0.205
14 3.14 3.14 n/a 0.15 0.30 0.90 17.27 1.63 .... 46.216 2.00 2.00 13 0.00 1162330.62 4033.80 4034.47 0.669
15 3.14 3.14 n/a 0.15 0.30 0.90 17.40 1.63 .... 0.768 2.00 2.00 14 0.00 1162370.77 4034.57 4035.26 0.690
16 3.14 3.14 Sag 0.15 0.30 0.90 34.63 0.89 0.020 0.020 .... 40.094 2.00 2.00 15 4.53 1162342.08 4035.32 4035.39 0.070
17 1.77 1.48 16 0.15 0.30 0.90 13.93 0.53 0.050 0.050 .... -269.040 1.50 1.17 16 0.49 1162284.59 4035.44 4035.46 0.019
18 0.48 0.48 17 0.15 0.30 0.90 13.93 0.47 0.050 0.050 .... 0.000 1.09 0.47** 17 1.48 1162158.12 4035.62 4036.99 0.000
Project File: 20064 Hotel Storm System.stm Number of lines: 18 Date: 3/15/2023
NOTES: **Critical depth
Storm Sewers

DocuSign Envelope ID:77B84443-26A2-4B3E-81EA-BC16A9AB34AB Page 2
MyReport
Flow Sf Sf Grate Grate Grate Gnd/Rim Gnd/Rim Gutter Gutter Gutter Gutter HGL HGL HGL HGL HGL Incr Incr Inlet Inlet
Rate Ave Dn Area Len Width El Dn El Up Depth Slope Spread Width Dn Up Jnct Jmp Dn Jmp Up CxA Q Depth Eff
(cfs) (ft/ft) (ft/ft) (sqft) (ft) (ft) (ft) (ft) (ft) (ft/ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (cfs) (ft) (%)
1.13 0.000 0.000 3.00 2.00 0.00 4038.86 0.13 0.020 5.69 2.00 4036.23 4036.34 4036.34 .... 0.13 1.13 0.13 77
5.31 0.000 0.000 3.10 3.00 2.00 4038.80 4038.72 0.12 Sag 6.20 2.00 4033.87 4034.14 4034.14 .... .... 0.08 0.70 0.12 100
3.63 0.000 0.000 1.00 1.50 1.50 4038.72 4038.61 0.06 Sag 7.57 2.00 4034.14 4034.57 j 4034.57 4034.17 4034.14 0.03 0.24 0.06 100
0.43 0.000 0.000 1.00 1.50 1.50 4038.61 4038.56 0.06 Sag 7.57 2.00 4034.57 4034.74 j 4034.74 4034.55 4034.36 0.03 0.24 0.06 100
0.24 0.000 0.000 1.00 1.50 1.50 4038.56 4038.61 0.06 Sag 7.57 2.00 4034.74 4035.39 4035.39 .... .... 0.03 0.24 0.06 100
1.16 0.000 0.000 3.10 3.00 2.00 4038.72 4038.80 0.12 Sag 6.16 2.00 4034.14 4034.60 j 4034.60 4034.12 4033.89 0.08 0.70 0.12 100
0.54 0.000 0.000 6.00 3.00 2.00 4038.80 4038.80 0.11 Sag 5.34 2.00 4034.60 4034.91 j 4034.91 4034.60 4034.58 0.06 0.54 0.11 100
3.40 0.000 0.000 .... .... 4038.61 0.00 .... .... 4034.57 4035.00 4035.00 .... .... 0.39 3.40 .... ....
1.75 0.000 0.000 3.10 3.00 2.00 4038.05 4037.41 0.15 Sag 7.55 2.00 4034.12 4034.34 j 4034.34 4034.14 4034.13 0.11 0.99 0.15 100
0.77 0.000 0.000 3.10 3.00 2.00 4037.41 4037.93 0.13 Sag 6.54 2.00 4034.34 4034.44 j 4034.44 4034.30 4034.27 0.09 0.77 0.13 100
20.70 0.000 0.000 .... .... 4035.70 4035.80 .... .... 4029.34 4030.82 4030.82 .... .... 0.00 0.00 .... ....
20.70 0.710 0.714 3.10 3.00 2.00 4035.80 4035.23 0.02 Sag 4.31 2.00 4031.60 4031.63 4032.41 .... 0.01 0.11 0.02 100
20.64 0.710 0.710 4035.23 4035.89 4032.41 4032.62 4033.13 .... 0.01 0.11
20.61 0.707 0.708 4035.89 4036.45 .... 4033.13 4033.80 4033.90 0.00 0.00
20.64 0.710 0.710 4036.45 4037.29 4033.90 4034.59 4035.26 .... 0.00 0.00
6.29 0.066 0.066 6.20 6.00 2.00 4037.29 4038.42 0.22 Sag 24.06 2.00 4035.26 4035.33 4035.42 .... 0.68 4.88 0.22 100
1.96 0.031 0.030 .... 3.00 2.00 4038.42 4038.94 0.08 0.015 5.24 2.00 4035.42 4035.43 4035.45 .... .... 0.07 0.53 0.08 82
1.59 0.000 0.000 3.10 6.00 2.00 4038.94 4039.46 0.10 Sag 6.13 2.00 4035.45 4036.81 j 4036.81 4035.41 4035.15 0.22 1.59 0.10 100
Project File: 20064 Hotel Storm System.stm Number of lines: 18 Date: 3/15/2023
NOTES: **Critical depth
Storm Sewers

DocuSign Envelope ID:77B84443-26A2-4B3E-81EA-BC16A9AB34AB Page 3
MyReport
Inlet Inlet Inlet i i Invert Invert Jump Jump Vel Hd Vel Hd J-Loss Junct Known Cost Cost Cost
ID Loc Time Sys Inlet Dn Up Loc Len Jmp Dn Jmp Up Coeff Type Q RCP CMP PVC
(ft) (min) (in/hr) (in/hr) (ft) (ft) (ft) (ft) (ft) (ft) (cfs)
CB-18 On Grade 5.0 8.79 8.79 4035.81 4035.92 .... 0.00 0.00 1.00 z Comb. 0.00 760 684 646
CB-12 Sag 5.0 7.72 8.79 4032.99 4033.25 .... 0.00 0.00 0.93 z Comb. 0.00 2,000 1,800 1,700
YI-15 Sag 5.0 7.75 8.79 4033.35 4033.80 2.24 3.86 0.32 0.45 1.49 z Dp-Grate 0.00 890 801 757
YI-16 Sag 5.0 8.01 8.79 4033.90 4034.47 11.45 2.13 0.03 0.26 1.50 z Dp-Grate 0.00 975 878 829
YI-17 Sag 5.0 8.79 8.79 4034.57 4035.19 .... 0.00 0.00 1.00 z Dp-Grate 0.00 968 871 823
CB-13 Sag 5.0 8.30 8.79 4033.35 4034.18 16.60 3.03 0.06 0.27 0.89 z Comb. 0.00 3,008 2,707 2,556
CB-14 Sag 5.0 8.79 8.79 4034.28 4034.62 3.35 1.44 0.10 0.15 1.00 z Comb. 0.00 1,275 1,148 1,084
Null Structure Sag 5.0 8.79 8.79 4033.90 4034.21 .... 0.00 0.00 1.00 z None 0.00 520 468 442
CB-10 Sag 5.0 8.69 8.79 4033.59 4033.81 1.08 2.64 0.20 0.27 1.50 z Comb. 0.00 443 398 376
CB-9 Sag 5.0 8.79 8.79 4033.91 4034.10 1.91 1.75 0.12 0.20 1.00 z Comb. 0.00 385 347 327
New Sag 0.0 5.34 0.00 4028.02 4029.35 .... 0.00 0.00 0.15 z MH 0.00 1,255 1,130 1,067
DI-1 Sag 5.0 5.35 8.79 4029.60 4029.63 .... 0.00 0.00 1.16 Dp-Grate 0.00 396 356 337
JB-2 Sag 5.0 5.35 8.79 4029.73 4029.87 .... 0.00 0.00 0.76 MH 0.00 1 1,392 1,253 1,183
JB-3 Sag 0.0 5.38 0.00 4029.97 4030.44 .... 0.00 0.00 0.15 MH 0.00 4,372 3,935 3,716
JB-4 Sag 0.0 5.41 0.00 4030.54 4031.03 .... 0.00 0.00 1.00 MH 0.00 4,974 4,477 4,228
DI-6 Sag 10.0 6.45 7.18 4031.13 4033.25 .... 0.00 0.00 1.50 Dp-Grate 0.00 4,920 4,428 4,182
New On Grade 10.0 6.62 7.18 4033.36 4034.26 .... 0.00 0.00 0.50 Dp-Grate 0.00 2,520 2,268 2,142
DI-7 Sag 10.0 7.18 7.18 4034.36 4036.34 26.40 3.28 0.07 0.42 1.00 z Dp-Grate 0.00 4,740 4,266 4,029
Project File: 20064 Hotel Storm System.stm Number of lines: 18 Date: 3/15/2023
NOTES: Intensity=67.51 /(Inlet time+ 10.90)A 0.74--Return period=25 Yrs. ; **Critical depth
Storm Sewers

DocuSign Envelope ID:77B84443-26A2-483E-81 EA-BC16A9AB34AB Page 4
MyReport
Line Line Line Line Line Local n-val n-val Minor Northing Pipe Q Q Q Line Runoff Line Area Area Area
ID Length Size Slope Type Depr Gutter Pipe Loss Y Travel Byp Capt Carry Rise Coeff Span Al A2 A3
(ft) (in) (%) (in) (ft) (ft) (min) (cfs) (cfs) (cfs) (in) (C) (in) (ac) (ac) (ac)
Pipe-(108) 22.359 15 0.49 Cir 0.0 0.012 0.012 n/a 873650.38 0.40 0.26 0.87 0.00 15 0.86 15 0.00 0.01 0.14
Pipe-7 47.248 18 0.55 Cir 0.0 .... 0.012 0.34 873545.89 0.24 0.00 0.70 0.00 18 0.89 18 0.00 0.00 0.09
Pipe-861 22.395 15 2.01 Cir .... .... 0.012 n/a 873567.12 0.11 0.00 0.24 0.00 15 0.90 15 0.00 0.00 0.03
Pipe-862 28.615 12 1.99 Cir .... .... 0.012 n/a 873593.14 0.80 0.00 0.24 0.00 12 0.90 12 0.00 0.00 0.03
Pipe-863 31.112 12 1.99 Cir .... .... 0.012 0.07 873580.13 2.15 0.00 0.24 0.00 12 0.90 15 0.00 0.00 0.03
Pipe-8 83.000 15 1.00 Cir 0.0 .... 0.012 n/a 873571.38 1.39 0.00 0.70 0.00 15 0.88 15 0.00 0.00 0.09
Pipe-9 33.500 15 1.02 Cir 0.0 .... 0.012 n/a 873562.98 1.28 0.00 0.54 0.00 15 0.87 15 0.00 0.00 0.07
Pipe-(115) 15.294 12 2.03 Cir 0.012 n/a 873573.50 0.06 .... 12 0.90 12 0.00 0.00 0.43
Pipe-(111) 10.828 15 2.03 Cir 0.0 .... 0.012 n/a 873521.50 0.13 0.00 0.99 0.00 15 0.87 15 0.00 0.01 0.12
Pipe-7C 9.542 15 1.99 Cir 0.0 .... 0.012 n/a 873521.85 0.25 0.00 0.77 0.00 15 0.88 15 0.00 0.00 0.09
Pipe 1 25.000 18 5.32 Cir 0.012 0.32 873722.18 0.03 .... 18 0.00 18 0.00 0.00 0.00
Pipe-1(2) 6.000 24 0.50 Cir .... .... 0.012 0.78 873716.71 0.01 0.00 0.11 0.00 24 0.30 24 0.00 0.04 0.00
Pipe 2 28.852 24 0.49 Cir 0.012 0.51 873707.50 0.07 .... 24 0.30 24 0.00 0.04 0.00
Pipe 3 94.589 24 0.50 Cir 0.012 0.10 873621.89 0.23 .... 24 0.00 24 0.00 0.00 0.00
Pipe-4 97.191 24 0.50 Cir 0.012 0.67 873533.39 0.23 .... 24 0.00 24 0.00 0.00 0.00
Pipe-5 106.129 24 2.00 Cir .... .... 0.012 0.09 873431.21 0.82 0.00 4.98 0.10 24 0.15 24 4.53 0.00 0.00
Pipe-6 60.000 18 1.50 Cir .... 0.012 0.012 0.01 873448.40 0.85 0.10 0.43 0.00 18 0.15 18 0.49 0.00 0.00
Pipe-6(2) 132.000 18 1.50 Cir .... .... 0.012 n/a 873486.22 2.44 0.00 1.59 0.00 18 0.15 18 1.48 0.00 0.00
Project File: 20064 Hotel Storm System.stm Number of lines: 18 Date: 3/15/2023
NOTES: **Critical depth
Storm Sewers

DocuSign Envelope ID:77B84443-26A2-4B3E-81EA-BC16A9AB34AB Page 5
MyReport
Tc Throat Total Total Total Vel Vel Vel Vel Vel Cover Cover Storage
Ht Area CxA Runoff Ave Dn Hd Dn Hd Up Up Dn Up
(min) (in) (ac) (cfs) (ft/s) (ft/s) (ft) (ft) (ft/s) (ft) (ft) (cft)
5.0 6.0 0.15 0.13 1.13 3.14 3.13 0.15 0.15 3.14 n/a 1.69 8.08
8.1 6.0 0.77 0.69 5.31 4.91 4.93 0.37 0.37 4.88 4.31 3.97 51.18
7.9 .... 0.52 0.47 3.63 4.52 4.46 0.33 0.33 4.58 4.12 3.56 17.98
7.1 .... 0.06 0.05 0.43 1.64 0.77 0.10 0.10 2.50 3.71 3.09 10.41
5.0 .... 0.03 0.03 0.24 2.38 2.64 0.07 0.07 2.12 2.99 2.42 3.14
6.3 6.0 0.16 0.14 1.16 2.30 1.43 0.16 0.16 3.17 4.12 3.37 48.98
5.0 6.0 0.07 0.06 0.54 2.33 2.12 0.10 0.10 2.55 3.27 2.93 7.75
5.0 .... 0.43 0.39 3.40 5.61 6.09 0.41 0.41 5.12 3.71 n/a 9.37
5.3 6.0 0.23 0.20 1.75 3.55 3.53 0.20 0.20 3.57 3.21 2.35 5.33
5.0 6.0 0.10 0.09 0.77 2.46 2.10 0.12 0.12 2.82 2.25 2.58 3.06
20.3 .... 6.85 1.04 5.56 12.16 12.56 2.15 2.15 11.76 6.18 4.95 42.75
20.3 .... 6.85 1.04 5.56 6.59 6.59 0.68 0.67 6.59 4.20 3.60 18.85
20.2 .... 6.81 1.03 5.50 6.57 6.57 0.67 0.67 6.57 3.50 4.02 90.62
20.0 .... 6.77 1.02 5.47 6.56 6.56 0.67 0.67 6.56 3.92 4.01 297.10
19.8 .... 6.77 1.02 5.50 6.57 6.57 0.67 0.67 6.57 3.91 4.26 305.27
13.3 .... 6.50 0.98 6.29 2.00 2.00 0.06 0.06 2.00 4.16 3.17 333.35
12.4 .... 1.97 0.30 1.96 1.21 1.11 0.02 0.03 1.32 3.56 3.18 103.15
10.0 .... 1.48 0.22 1.59 2.25 1.16 0.17 0.17 3.33 3.08 1.62 122.36
Project File: 20064 Hotel Storm System.stm Number of lines: 18 Date: 3/15/2023
NOTES: **Critical depth
Storm Sewers

DocuSign Envelope ID:77B84443-26A2-4B3E-81EA-BC16A9AB34AB Proj. file: 20064 Hotel Storm System.stm
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DocuSign Envelope ID:77B84443-26A2-4B3E-81EA-BC16A9AB34AB Proj. file: 20064 Hotel Storm System.stm
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4030.00 4030.00
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Storm Sewers

DocuSign Envelope ID:77B84443-26A2-4B3E-81EA-BC16A9AB34AB Proj. file: 20064 Hotel Storm System.stm
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DocuSign Envelope ID:77B84443-26A2-4B3E-81EA-BC16A9AB34AB Proj. file: 20064 Hotel Storm System.stm
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4031.00 4031.00
0 10 20 30 40 50 60 70 80 90 100
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Storm Sewers

DocuSign Envelope ID:77B84443-26A2-4B3E-81EA-BC16A9AB34AB Proj. file: 20064 Hotel Storm System.stm
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Storm Sewers

DocuSign Envelope ID:77B84443-26A2-4B3E-81EA-BC16A9AB34AB Proj. file: 20064 Hotel Storm System.stm
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Storm Sewers

DocuSign Envelope ID:77B84443-26A2-4B3E-81EA-BC16A9AB34AB Proj. file: 20064 Hotel Storm System.stm
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Storm Sewers

DocuSign Envelope ID:77B84443-26A2-483E-81 EA-BC16A9AB34AB
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SUPPORTING DOCUMENTS
20064 Courtyard Marriott- Banner Elk,NC

DocuSign Envelope ID:77B84443-26A2-483E-81 EA-BC16A9AB34AB
SCS Runoff Calculations
Project:20064 Courtyard Marriott
Location:Sugar Mountain,NC 2
S 1000—10 Q ((p+0 83)
CN
HOTEL PARCEL
Soil Name and Product of CN Required Volume
Cover Description Hydrologic Group CN Area(sf) Area(acres) Storm Depth(in.) x Area Weighted CN _ S(in.) Q(inches) (CF)
Pavement,Roofs,etc. UdC-A 98 _ 57,631 1.32 1
Lawn,Landscape Areas UdC-A 39 5,814 0.13 1 — 134.86 93 0.80 0.430 2274.92
ADDITIONAL PARKING LOT
Soil Name and Product of CN Required Volume
Cover Description Hydrologic Group CN Area(sf) Area(acres) Storm Depth(in.) x Area Weighted CN S(in.) Q(inches) (CF)
Pavement,Roofs,etc. UdC-A 98 _ 15,980 0.37 1
Lawn,Landscape Areas UdC-A 39 2,133 0.05 1 37.86 91 0.98 0.361 545.52

DocuSign Envelope ID:77B84443-26A2-4B3E-81EA-BC16A9AB34AB
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DocuSign Envelope ID:77B84443-26A2-483E-81 EA-BC16A9AB34AB
Soil M T—Avery County, North Carolina
M ap Unit Legend
Map Unit Symbol M p Unit Name Pores in AO I Rrcent of AO I
BuD B urton-Craggey-Rock outcrop 0.3 0 .5%
corn Flex,windswept, 15 to
30 percent slopes
CrE C rossnore-Jeffrey corn ilex,30 14.1 2 2.7%
to 50 percent slopes,very
stony
CuA C ullowhee loam,0 to 3 percent 0.1 0 .1%
slopes,frequently flooded
PnD P ineola gravelly loam,15 to 30 4.6 7 .4%
percent slopes,stony
SpD S pivey cobbly loam,15 to 30 12.4 2 0.0%
percent slopes,extrem dy
bouldery
SpE S pivey cobbly loam,30 to 50 0.0 0 .0%
percent slopes,extrem dy
bouldery
Ua U dorthents,loamy 35 5 .7%
UdC U dorthents-Urban land 26.9 4 3.4%
corn Flex,2 to 15 percent
slopes
h WhB W iteoak fine sandy loam,2 to 0.1 0 .2%
8 percent slopes
Totals for Area of Interest 6 2.0 1 00.0%
USDA Natural Resources Web Soil Survey 5/31/2022
Conservation Service National Cooperative Soil Survey Page 3 of 3

DocuSign Envelope ID:77B84443-26A2-483E-81 EA-BC16A9AB34AB
M ap Unit Description: Udorthents-Urban land corn{Iex,2 to 15 percent slopes---Avery County,
North Carolina
Avery County, North Carolina
UdC—Udorthents-Urban land complex, 2 to 15 percent
slopes
Map Unit Setting
National m ep unit sym Lol: Idc7
Elevation: 1,090 to 3,500 feet
Mean annual precipitation: 60 to 68 inches
Mean annual air tem prrature: 46 to 57 degrees F
Frost-free period: 100 to 176 days
Farm and classification: Not prim efarm land
Map Unit Corn position
Udorthents and sim tar soils: 50 percent
Urban land:40 percent
Mnor corn penents: 10 percent
Estim des are based on observations, descriptions, and transects of
the m anunit.
Description of Udorthents
Setting
Down-slope shape: Linear, convex
Across-slope shape: Convex
Parent m aerial: Loam yand clayey m he spoil or earthy fill derived
from m etasedim eltary rock
Typical profile
C- 0 to 80 inches: channery loam
Properties and qualities
Slope: 2 to 15 percent
Depth to restrictive feature: M cre than 80 inches
Drainage class:Well drained
Runoff class: Low
Capacity of the m ast lim ting layer to transm t water(Ksat): High
(1.98 to 5.95 in/hr)
Depth to water table: M cre than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: M cderate (about 7.8
inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 6e
Hydrologic Soil G pup: A
Hydric soil rating: No
USDA Natural Resources Web Soil Survey 5/31/2022
Conservation Service National Cooperative Soil Survey Page 1 of 3

DocuSign Envelope ID:77B84443-26A2-483E-81 EA-BC16A9AB34AB
M ap Unit Description: Udorthents-Urban land corn{Iex,2 to 15 percent slopes---Avery County,
North Carolina
Description of Urban Land
Setting
Parent material: Streets, parking lots, buildings, and other
structures
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 8s
Hydric soil rating: No
M nor Corn ponents
Lonon
Percent of m unit:2 percent
Landform:Fans on coves, drainageways on coves
Landform position (two-dim ensional): Footslope, toeslope
Landform position (three-dim ensional): M cuntainbase, base slope
Down-slope shape: Linear
Across-slope shape: Concave, linear
Hydric soil rating: No
Brasstow n
Percent of m gp unit:2 percent
Landform:Ridges
Landform position (two-dim ensional): Sum mi, shoulder
Landform position (three-dim ensional): I nterfluve
Down-slope shape: Convex
Across-slope shape: Linear
Hydric soil rating: No
Junaluska
Percent of m unit:2 percent
Landform:Ridges
Landform position (two-dim ensional): Sum mi, shoulder
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Linear
Hydric soil rating: No
Thurm ont
Percent of m unit:2 percent
Landform:Drainageways, coves
Landform position (two-dim ensional):Toeslope
Landform position (three-dim ensional): M cuntainbase, base slope
Down-slope shape: Concave
Across-slope shape: Linear
Hydric soil rating: No
Tsali
Percent of m unit:2 percent
Landform:Ridges, ridges
Landform position (two-dim ensional): Sum mi, shoulder
Landform position (three-dim ensional): M cuntaintop, interfluve
USDA Natural Resources Web Soil Survey 5/31/2022
Conservation Service National Cooperative Soil Survey Page 2 of 3

DocuSign Envelope ID:77B84443-26A2-483E-81 EA-BC16A9AB34AB
M ap Unit Description: Udorthents-Urban land corn{Iex,2 to 15 percent slopes---Avery County,
North Carolina
Down-slope shape: Convex
Across-slope shape: Linear
Hydric soil rating: No
Data Source Information
Soil Survey Area: Avery County, North Carolina
Survey Area Data: Version 27, Jan 21, 2022
USDA Natural Resources Web Soil Survey 5/31/2022
Conservation Service National Cooperative Soil Survey Page 3 of 3

DocuSign Envelope ID:77B84443-26A2-483E-81 EA-BC16A9AB34AB
Map Unit Description:Crossnore-Jeffrey complex,30 to 50 percent slopes,very stony---Avery
County, North Carolina
Avery County, North Carolina
CrE—Crossnore-Jeffrey complex, 30 to 50 percent slopes,
very stony
Map Unit Setting
National map unit symbol: Id96
Elevation: 2,640 to 4,080 feet
Mean annual precipitation: 48 to 60 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
Crossnore, very stony, and similar soils:45 percent
Jeffrey, very stony, and similar soils:40 percent
Estimates are based on observations, descriptions, and transects of
the mapunit.
Description of Crossnore, Very Stony
Setting
Landform: Mountain slopes, ridges
Landform position (two-dimensional): Summit, backslope
Landform position (three-dimensional): Mountainflank, mountaintop,
side slope, nose slope
Down-slope shape: Convex
Across-slope shape: Convex
Parent material: Residuum weathered from metasedimentary rock
that is affected by soil creep in the upper solum
Typical profile
A -0 to 7 inches: gravelly sandy loam
Bw- 7 to 22 inches: gravelly sandy loam
C-22 to 30 inches: gravelly loamy sand
Cr-30 to 80 inches: weathered bedrock
Properties and qualities
Slope: 30 to 50 percent
Surface area covered with cobbles, stones or boulders: 1.6 percent
Depth to restrictive feature: 20 to 40 inches to paralithic bedrock
Drainage class:Well drained
Runoff class: High
Capacity of the most limiting layer to transmit water
(Ksat): Moderately high (0.20 to 0.57 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 3.3 inches)
Interpretive groups
Land capability classification (irrigated): None specified
USDA Natural Resources Web Soil Survey 3/14/2023
Conservation Service National Cooperative Soil Survey Page 1 of 2

DocuSign Envelope ID:77B84443-26A2-483E-81 EA-BC16A9AB34AB
Map Unit Description:Crossnore-Jeffrey complex,30 to 50 percent slopes,very stony---Avery
County, North Carolina
Land capability classification (nonirrigated): 6s
Hydrologic Soil Group: B
Ecological site: F130BY003WV- Mesic Residuum Cool Aspect
Hydric soil rating: No
Description of Jeffrey, Very Stony
Setting
Landform: Mountain slopes, ridges
Landform position (two-dimensional): Summit, backslope
Landform position (three-dimensional): Mountainflank, mountaintop,
side slope, nose slope
Down-slope shape: Convex
Across-slope shape: Convex
Parent material: Residuum weathered from metasedimentary rock
that is affected by soil creep in the upper solum
Typical profile
A -0 to 9 inches: gravelly sandy loam
Bw-9 to 31 inches: gravelly sandy loam
R-31 to 80 inches: unweathered bedrock
Properties and qualities
Slope: 30 to 50 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:Well drained
Runoff class: Very high
Capacity of the most limiting layer to transmit water(Ksat):Very low
to high (0.00 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 3.4 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
Data Source Information
Soil Survey Area: Avery County, North Carolina
Survey Area Data: Version 28, Sep 7, 2022
USDA Natural Resources Web Soil Survey 3/14/2023
Conservation Service National Cooperative Soil Survey Page 2 of 2