SW1240301_Stormwater Report_20240319

STORMWATER MANAGEMENT REPORT
for
MARKETPLACE AT MILLS RIVER
Boylston Highway and Penland Drive
Town of Mills River, North Carolina
February 29, 2024
Prepared for:
Harris Development Partners, LLC
128 E Hargett Street, Suite 203
Raleigh, North Carolina 27601
Contact: Asa Harris
919.410.6002
GEC Project No. 21-118
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Genesis Engineering -,rA6 A,G,NVCc moo,.,,'
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3360 Martin Farm Road, Suite 200
Suwanee, Georgia 30024
470.375.2001

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TABLE OF CONTENTS
Introduction Page 1
Stormwater Quantity Management
Existing Conditions Page 1
Post-Development Conditions Page 2
Analysis Methods Page 3
Results Page 3
Stormwater Quality Management Page 5
Stormwater Conveyance Page 6
EXHIBITS
Exhibit A.1 Location Map
Exhibit A.2 USGS Quad Map
Exhibit B Existing Conditions Map
Exhibit C Post-Developed Conditions Map
Exhibit D Soils Map
Exhibit E Stormwater Management Facility Details
Exhibit F 25-Year Storm Sewer Table
APPENDICES
Appendix A Stormwater Quantity Management Calculations
Stormwater Quality Management Calculations
Pond Report
Hydraflow Hydrographs Summary Report
Hydraflow Hydrographs for 1-100 Year Report
Appendix B
Report of Soil Borings and Seasonal High Water Table
Appendix C
Stormwater Management Facility Operations & Maintenance Agreement

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INTRODUCTION
The subject site is located on the east side of Boylston Highway (NC 280) and north of Jeffers Road
(SR 1345) within the Town of Mills River, Henderson County, North Carolina. The existing site is
currently accessible via Penland Drive and Vance Hill Drive. See Exhibit A.1, Location Map and
Exhibit A.2, USGS Quad Map. The 16.42-acre site is partially developed and partially used as a
borrow pit. This project consists of the demolition of all existing improvements onsite and the
construction of a 61,125 SF grocery anchored shopping center with new associated parking,
roadway connections, sidewalks, landscaping, utilities, and a stormwater management facility.
Future Lots 2, 3, 4, and 5 will be subdivided as part of the project and developed by others in the
future.The total disturbed area for the development is approximately 17.6 acres.
This report addresses Stormwater Quantity Management, Stormwater Quality Management, and
Stormwater Conveyance for the development per North Carolina Department of Environmental
Quality (NCDEQ) requirements.
STORMWATER QUANTITY MANAGEMENT
Existing Conditions
The 16.42-acre site is currently partially developed and partially used as a borrow pit. The project
site discharges to the Ultimate Outfall Study Point which is located at an existing drop inlet within
the NCDOT right-of-way on the northern side of Boylston Highway. The total area that drains to
this study point is 25.76 acres and includes an on-site drainage basin and 10.77 acres of off-site
drainage area. For purposes of this study, we will focus on the on-site drainage basin and its flows
to the Ultimate Outfall Study Point. The on-site portion of the area that drains to the Ultimate
Outfall Study Point, the Existing On-Site Drainage Basin, consists of 14.99 acres of which 0.90 acres
is existing impervious area, 1.56 acres is wooded pervious area, and 12.53 acres is grassed pervious
area. Stormwater runoff within this basin sheet flows across the site and is conveyed through the
NCDOT right-of-way along Boylston Highway (for the northern half of the site) and Jeffers Road
(for the southern half of the site) to the drop inlet that is identified as the Ultimate Outfall Study
Point. The runoff continues to drain south via the infrastructure in the NCDOT right-of-way and
ultimately discharges into Mills River. See Exhibit B, Existing Conditions Map.
The Town of Mills River sets specific limitations for stormwater runoff within water supply
watershed districts per the State's Water Supply Watershed Protection Program. For commercial
development projects, this program limits the percentage of the property that can be developed
with impervious coverage. Based on the Watershed District Map adopted by the Town on
December 18 2022,the northernmost tip of the property falls within the WS-III-B watershed district
and the remainder of the site does not fall within any district. This portion of the site has its own
drainage basin, identified as the WS-III-B Drainage Basin.The WS-III-B Drainage Basin is 0.90 acres
of which 0.89 acres is grassed pervious area and 0.01 acres is impervious area. Stormwater runoff
within the WS-III-B Drainage Area travels through an existing drop inlet connecting to the existing

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NCDOT storm sewer system within Boylston Highway and drains towards the right-of-way of Old
Haywood Road.The study point for this basin, the WS-III-B Study Point, is located within the storm
sewer pipe connecting the existing drop inlet to the NCDOT storm sewer system. See Exhibit B,
Existing Conditions Map.
Post-Development Conditions
The proposed project consists of the construction of a 61,125 SF grocery anchored shopping
center with new associated parking, roadway connections, sidewalks, landscaping, utilities, and a
stormwater management facility. Vance Hill Drive will be re-aligned and relocated within the
project area. Penland Drive and Emma Sharp Road, which are private roadways, will also be
improved. The total disturbed area for the development is approximately 17.6 acres. See Exhibit
C, Post-Developed Conditions Map.
In the post-developed conditions, the on-site drainage basin is separated into five (5) separate and
distinct drainage basins: Post-Developed Drainage Basin to Detention, three (3) Detention
Bypasses, and Post-Developed WS-III-B Drainage Basin. The Post-Developed Drainage Basin to
Detention consists of 14.19 acres of which 10.00 acres is impervious area and 4.19 acres is pervious
area and drain to the proposed stormwater management facility via the proposed on-site storm
sewer system. The proposed stormwater management facility will discharge via an additional line
of the proposed storm sewer system into the existing storm sewer system within the NCDOT right-
of-way at the Ultimate Outfall Study Point. The three (3) post-developed detention bypass basins
will bypass the proposed stormwater management facility. Post-Developed Detention Bypass 1
encompasses the Penland Drive entrance to the site and is conveyed via storm sewer system to
the roadway ditch along the east side of Boylston Highway within the NCDOT right-of-way, which
drains to the Ultimate Outfall Study Point. Post-Developed Detention Bypass 1 consists of 0.38
acres of which 0.20 acres is pervious area and 0.18 acres of proposed impervious area. Post-
Developed Detention Bypass 2 conveys stormwater runoff through a vegetated swale and the
proposed storm sewer piping which connects directly to the project's Ultimate Outfall Study Point.
Post-Developed Detention Bypass 2 consists of 1.26 acres of which 0.93 acres is pervious area and
0.33 acres of proposed impervious area. Post-Developed Detention Bypass 3 consists of 0.32 acres
of which 0.22 acres is pervious area and 0.11 acres of proposed impervious area. Runoff in Post-
Developed Detention Bypass 3 sheet flows onto Emma Sharp Road and through the roadway ditch
within the right-of-way along Jeffers Road (SR 1345) to the Ultimate Outfall Study Point.
The Post-Developed WS-III-B Drainage Basin will be reduced by the proposed development and
consists of 0.18 acres of which 0.08 acres is grassed pervious area and 0.10 acres is impervious area.
Since the project's proposed development decreases the volume and rate of stormwater runoff
that will drain to the WS-III-B watershed supply system, the Town's requirements related to the
Water Supply Watershed Protection Program will not limit the development of impervious
coverage for this project.

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The project site is proposed to be subdivided into 5 lots, of which 4 will be developed in the future.
The impervious areas expected to be developed in the future on Lots 2 through 5 were
incorporated into the impervious area calculations for the Post-Developed Drainage Basin to
Detention. Each future lot was assigned a maximum built-upon area (BUA) based on the presumed
usable area and the conditions of each lot.
Future Lots Built-Upon Area Summary
Lot Area Maximum Future
Lot Number Built Upon Area (BUA)
(acres) (square feet)
2 0.71 27,700
3 0.99 37,600
4 1.73 60,500
5 0.66 34,544
Analysis Methods
The onsite soils include Bradson gravely loam (BaB), Hayesville loam (HyC), and Delanco Loam
(DeB) which are classified by the USDA NRCS Soils Survey as Hydrologic Soils Group B, for Bradson
gravely loam, and C, for the other soils. See Exhibit D, Soils Map. For the pre-developed
conditions, within the area classified as Soils Group B, the existing wooded pervious area,
considered poor condition, was analyzed using a CN of 66 and existing grass pervious area,
considered open space in fair condition, was analyzed using a CN of 69. For the areas classified as
Soils Group C, the existing wooded pervious area, considered poor condition, was analyzed using
a CN of 77 and existing grass pervious area, considered open space in fair condition, was analyzed
using a CN of 79. Impervious areas, including existing gravel driveways, were analyzed using a CN
of 98. For proposed conditions, the pervious area, considered open space in good condition, was
analyzed using a CN of 61 for the area in Soil Group B and a CN of 74 for the area in Soil Group C.
The inflow hydrographs were calculated using the SCS method and generated using the
HYDRAFLOW program by AutoDesk.The rainfall values are based on the 24-hour precipitation for
Mills River, North Carolina obtained from NOAA Atlas 14. Pond performance for the 1, 2, 5, 10,
25, 50, and 100-year storm events were analyzed using the Reservoir Routing Method.
Results
Complete calculations and hydrograph outputs are included in Appendix A. Details of the
stormwater management facility and outlet control structure are included as Exhibit F.

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Drainage Basin Summary Table
Existing Post-Dev. Existing Post-Dev.
Basin Area Area Existing Post Dev. Tc Tc
(acres) (acres) CN CN (min.) (min.)
WS-III-B Drainage Basin 0.90 0.18 74 87 5.0 5.0
Existing On-Site Drainage 14.99 76 13.2
Basin
Post-Developed Drainage 14.19 89 11.9
Basin to Detention
Post-Developed Detention 0.38 79 5.2
Bypass 1
Post-Developed Detention 1.26 76 5.8
Bypass 2
Post-Developed Detention 0.32 85 11.5
Bypass 3
Ultimate Outfall Study Point Analysis
Existing Study Post-Developed Routed Ponding
Storm Event Study Point Detention
(Years) Point Flow Combined Flow Flow Elevation
(cfs) (cfs) (cfs) (ft)
1 21.29 8.631 8.012 2102.29
2 30.36 13.03 12.16 2103.14
5 44.11 19.90 18.65 2104.18
10 55.53 42.61 40.51 2104.61
25 71.69 67.88 64.25 2104.98
50 85.07 76.53 69.63 2105.32
100 98.94 82.42 72.19 2105.76

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WS-III-B Study Point Analysis
Storm Event Existing Post-Developed
(Years) Study Point Study Point
Flow Flow
(cfs) (cfs)
1 1.523 0.529
2 2.204 0.681
5 3.231 0.896
10 4.086 1.068
25 5.301 1.304
50 6.308 1.495
100 7.354 1.691
STORMWATER QUALITY MANAGEMENT
Per the North Carolina Department of Environmental Quality (NCDEQ) Stormwater Design
Manual, high density developments are required to treat stormwater from all built-upon areas
(BUA) and Stormwater Control Measures (SCMs) must be designed to achieve either runoff
treatment or runoff volume match. The proposed project meets the standard of a high-density
development and utilizes the runoff treatment option for managing the stormwater runoff
generated from the project's built-upon area. The standard for runoff treatment refers to the
traditional method of stormwater management where the stormwater runoff generated from all
the built-upon area of a project for a required storm depth is treated in one or more Primary SCMs
or a combination of Primary and Secondary SCMs to remove pollutants from and detain
stormwater for each of the project's drainage areas. The NCDEQ Stormwater Design Manual
requires that SCMs be designed to treat the first 1.0 inch of stormwater runoff for non-coastal
counties.
The proposed project is located within a 5-mile radius from the Asheville Regional Airport. North
Carolina General Status 143-214.7 (c3) states that projects located within a 5-mile radius from the
farthest edge of an airport air operations area shall not be required to retain stormwater on-site
using methods that would promote standing water. So as not to encourage the presence of
waterfowl, which may hinder aviation activity in the area, this proposed project will utilize a
surface-level sand filter system to treat the stormwater generated from the Post-Developed
Drainage Basin to Detention. A sand filter allows collected runoff to percolate through a sand
media before being collected by underdrains and then conveyed through an outlet control
structure.According to the NCDEQ Stormwater Design Manual, sand filters are an effective system
for removing a variety of pollutants from stormwater, including total suspended solids (TSS),
biological oxygen demand (BOD), fecal coliform, hydrocarbons, and metals. The required water
quality design volume and sizing of the sand filter detention system was calculated using the

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procedures outlined in the design manual. Below is a summary of the results and complete
calculations can be found in Appendix A.
Required Required Provided Provided Provided
Design Treatment Treatment Volume Treatment Ponding
Volume (D�) Volume (Sediment Volume Elevation
(cf) (75% of Dv) Chamber) (Sand Chamber) (Sand Chamber)
(cf) (cf) (cf) (ft)
35,245 26,434 13,444 13,819 2100.65
The NCDEQ Stormwater Design Manual requires that the distance between the top of the sand
filter media and the invert of the first outlet in the outlet control structure (OCS) cannot exceed 6
feet. The lowest invert of the proposed outlet control structure is 3.65 feet above the top of the
proposed sand filter media.
The NCDEQ Stormwater Design Manual requires there to be 2 feet of separation between the
bottom of the sand filter and the Seasonal High-Water Table (SHWT) elevation. Soil Borings
testing was conducted for the project site.The results of these boring tests estimate that the SHWT
elevation across this site averages 2092 feet. Since the proposed bottom of the sand filter media
for the stormwater management facility is at 2095 feet, the proposed separation between the
bottom of the sand filter and the SHWT is 3 feet on average. Additionally, infiltration testing was
conducted at six (6) boring locations in accordance with the requirements of the NCDEQ
Stormwater Design Manual. Borings I-1, 1-2, and 1-3 are located within the footprint of the
proposed stormwater management facility. The results of these infiltration tests yielded an
average infiltration rate of 2.6 inches per hour.See Appendix B, Report of Soil Borings and Seasonal
High Water Table. See Appendix C for the Operations and Maintenance Agreement for the
stormwater management facility as required by NCDEQ.
STORMWATER CONVEYANCE
Runoff rates for the proposed storm water collection system were calculated using the Rational
Method with a minimum time of concentration of 5 minutes and runoff coefficients of 0.35 for
landscaped areas and 0.95 for impervious areas. The storm sewer system has been sized for the
25-year storm event and checked for the 100 year storm event. All pipes were analyzed for inlet
and outlet control using the program StormCAD by Bentley. See Exhibit F for the 25-Year Storm
Sewer Table.

EXHIBITS Lw
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GENESIS ENGINEERING
/ COLLABORATIVE
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_ PROJECT NUMBER:
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MAPPING NAME HYDROLOGIC
UNITS SOILS GROUP
Bradson gravelly loam,
BaB 2 to 7 percent slopes B
Delanco (dillard) loam,
DeB 2 to 7 percent slopes C
Hayesville loam,
HyC 7 to 15 percent slopes C
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PROJECT:
MARKETPLACE AT MILLS RIVER EXHIBIT D
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CLIENT: SOILS MAP
3360 Martin Farm Road HARRIS DEVELOPMENT PARTNERS —
—
Suite 200
GENESIS ENGINEERING Suwanee, Georgia 30024 DATE: 1 GEC Project No.: EX— D
COLLABORATIVE 470.375.2001
www.genesiseng.net 02/29/2024 21-118
m.

GENESIS ENGINEERING
COLLABORATIVE
30" RCP OUTLET PIPE 3360 Martin Farm Road
Suite 200
INV=2095.00 Suwanee, Georgia 30024
TOP ELEV.=2106.00 470.375.2001
www.genesiseng.net
6�� MANHOLE FRAME & COVER
\— '` . PROVIDE STEPS ON
. 6" 5 7•/j 5' WEIR-ALL SIDES i INSIDE OF STRUCTURE
6' WIDE _
CONCRETE ELEV=2104.15
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REVISIONS
10" SOLID WALL HDPE PIP WITH 1.0"
DIA HOLES. COVER RISER WITH 8' WIDE CLASS B RIP RAP
SOCK-IT OR OTHER EQIVALENT SPILLWAY. ELEV=2106.00
FABRIC TO PREVENT CLOGGING OCS C 7
8' MIN BERM 12" MIN. OF NCDOT#5 8' MIN BERM
�jVA IELEV=2106.001 OR #57 WASHED STONETOP=2106.00 ELEV=2106.00�
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\�j\j �/ 100 YR PONDING ELEV=2105.76 0 _ _ _ _ _ _ ,�w = = =�=.- 100 YR PONDING ELEV=2105.76 _ _ _ _ _ _ _ _ /////\///\///\
/� // 25 YR ELEV=2104.98i.
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7 BOTTOM ELEV=2097.00 °°°° _�_—�_�__� _o__�_�_�__—�_�__ /V 30" RCP
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//. /i /V//� /A / //\// / / / //V/ / . .: ,;...t: PROJECT NUMBER:
3 LF OF 10" SOLID WALL HDPE \CLASS B RIP-RAP / ���\\� \/\\�\�/\\ \ \\\ \\ \\ \\/j / / /\ 21-118
FILLED WITH CONCRETE TO 4" LEVEL SPREADER N N `" //\/ /�\ //// //
BELOW TEE INVERT FOR ANCHOR VA ' DATE:
_ ._ ._ ._ ._ ._ . _ . _ . _ . _ . _ . _ . _ . _ . _ . _ , _ , _ . _ . _ . _ . _ _ . _SEASONAL HIGH WATER TABLE ELEV 2092_00 . . . . . . . . . . . — . _ 02/29/2024
SAND FILTER MEDIA !'
(ASTM C-33 SAND OR EXHIBIT E
STORM WATER MANANAGEMENT FACILITY CROSS SECTION EQUIVALENT) STORM WATER
NOT TO SCALE MANAGEMENT
FACILITY DETAILS
EX- E

EXHIBIT F
Genesis Engineering
Collaborative

25 YEARSTORM TABLE
INLET
TOTAL INLET SYSTEM FLOW CAPACITY AVERAGE UPSTREAM DOWNSTREAM UPSTREAM DOWNSTREAM UPSTREAM DOWNSTREAM
UPSTREAM DRAINAGE INLETTc DIAMETER MANNING LENGTH SLOPE GROUND
UNEID AREA AREA RUNOFF FLOW TIME RATE FULL MATERIAL VELOCITY INVERT INVERT GROUND FLE'V. HGLFLEV. HGLFLEV.
INIET (min.)
(ac.) (ac.) COEFF. (c) (min.) (cfs) (cfs) (in.) COFFF.(n) (ft) (%) (ft/s) (ft) (ft) (ft)
(ft) (ft) (ft)
A 15 to A-I4 SWCBA 15 0.45 0.45 0.43 5 5 1.59 12.93 18 RCP 0.013 33 1.52 4.97 2135 2134.5 2140 2140 2135.47 2135.32
A 14 to A13 SWCBA 14 0.07 _ 0.52 _ 0.95 _ 5 5.111 2.13 21.62 _ 18 _ RCP _ 0.013 _ 59 4.24 7.79 2134.5 2132 _ 2140 _ 2137.95 - 2135.05 2132.58 _
A 13 to A 12 SIMII A-I3 -- - 0.52 -- _ 0 5.237 2.12 16.49 18 RCP _ 0.013 _ 71 2.46 6.42 2132 2130.25 2137.95 2135.5 2132.55 2131.15 _
-
Al2 tOAII SWCBAI2 0.05 0.57 0.95 5 5.421 2.5 12.93 18 RCP 0.013 33 1.52 5.66 2130.25 2129.75 2135.5 2134.5 2130.85 2130.61
A-Il-A-10 SWCBAII 0.04 _ 0.61 _ 0.95 _ 5 5.518 2.8 12.97 _ 18 _ RCP _ 0.013 _ 21 1.52 5.85 2129.75 2129.43 _ 2134.5 _ 2135.5 - 2130.38 2130.16 _
A10.1 to A10 WIA-I0.1 0.13 0.74 0.49 5 5 0.52 16.77 18 RCP 0.013 42 2.55 4.29 2130.5 2129.43 2134.5 2135.5 2130.77 2130.18
A-I0 to A-9 SIMH A 10 -- - 0.74 -- _ 0 5.578 3.31 14.85 18 RCP 0.013 181 2 6.77 2129.43 2125.81 2135.5 2132.8 2130.12 2126.29
-
A-9.4 to A-9.3 WIA-9.4 1.74 2.48 _ 0.92 10 10 11.46 23.49 - 18 RCP 0.013 _ 52 5 13.21 2126.7 2124.1 2134 2127.9 2127.99 2124.88
A-9.3 to A-9.2 SWCBA9.3 0.08 2.56 0.95 5 10.066 11.98 22.62 24 RCP 0.013 45 1 7.3 2123.6 2123.15 2127.9 2127.1 2124.84 2124.98
A-9.2 to A 9.I SWCBA-9.2 0.12 2.68 _ 0.95 _ 5 10.168 12.75 21.83 24 RCP 0.013 116 0.93 7.22 2123.15 2122.07 2127.1 2132.8 2124.43 2123.59
A9.I to A 9 STMH A-9.1 -- 2.68 -- 0 10.436 12.64 22.62 24 RCP 0.013 140 1 7.4 2122.07 2120.67 2132.8 2132.8 2123.35 2121.74
_ .49 to A 8 CIA 9 0.38 _ 3.06 _ 0.89 _ 5 10.751 17.74 41.01 _ 30 _ RCP _ 0.013 _ 83 1 8.05 2120.17 2119.34 _ 2132.8 _ 2130.9 _ 2121.E 2121.6E
A-8.I to A 8 WIA-8.1 0.99 _ 4.05 _ 0.85 _ 10 10 6.02 7.45 _ 18 _ RCP _ 0.013 _ 137 0.5 4.69 2121.03 2120.34 _ 2127 _ 2130.9 _ 2122.05 2121.52
A-8 to A 7 CIA-8 0.22 4.27 0.92 5 10.923 24.9 41.4 30 RCP 0.013 107 1.02 8.82 2119.34 2118.25 2130.9 2128.5 2121.04 2120.43
A-7.4 to A 7.3 CIA-7.4 0.67 4.94 _ 0.92 _ 5 5 5.06 27.32 18 RCP _ 0.013 17 6.76 11.81 2125.4 2124.25 2130.4 2130.55 2126.27 2124.76
A-7.3.I to A7.3 STMHA7.3.1 0.55 5.49 0.95 5 5 4.29 11.38 18 HDPE 0.012 - 98 1 5.99 2125.23 2124.25 2131.18 2130.55 2126.02 2124.89
A-7.3 to A7.2 STMIA-7.3 -- _ 5.49 _ -- _ 0 5.273 9.28 23.06 _ 24 _ RU? _ 0.013 _ 77 1.04 6.94 2123.75 2122.95 _ 2130.55 2131.6 _ 2124.84 2124.33
A7.2.1 to A 7.2 CIA 7.2.I 1.04 _ 6.53 _ 0.64 _ 5 5 5.46 13.14 18 RUE _ 0.013 163 1.56 7.09 2126 2123.45 2133.5 2131.6 2126.9 2124.12
A7.2 to A-7.1 STMH A-7.2 -- 6.53 -- 0 5.458 14.63 32.16 24 RCP 0.013 - 46 2.02 10 2122.95 2122.02 2131.6 2131 2124.33 2123.91
A-7.1 to A-7 DIA-7.I 0.22 _ 6.75 _ 0.87 _ 5 5.534 16.15 16.02 _ 24 _ RCP _ 0.013 _ 303 0.5 5.81 2122.02 2120.5 _ 2131 _ 2128.5 _ 2123.67 2121.95
A7 to A-6 STMHA7 -- 6.75 -- 0 11.125 38.53 58 30 RCP 0.013 47 2 12.64 2118.25 2117.31 2128.5 2126.75 2120.35 2119.98
A6.2 to A-6.1 WIA6.2 0.7 _ 7.45 _ 0.37 10 10 1.85 10.5 18 WE _ 0.013 72 1 4.48 2119.5 2118.78 2124 2125.9 2120.51 2120.5
A-6.1 to A-6 CI6,6.1 0.21 _ 7.66 _ 0.86 5 10.268 3.12 10.5 _ 18 _ RCP _ 0.013 _ 47 1 1.77 2118.78 2118.31 _ 2125.9 2126.75 2120.37 2120.33
A-6 to A-5 STMH A 6 -- 7.66 -- 0 11.187 41.48 71.04 30 RCP 0.013 50 3 15.03 2117.31 2115.81 2126.75 2125.75 2119.47 2117.36
A 5 to A4 CIA-5 1.1 8.76 0.9 5 11.243 48.22 72.68 36 RCP 0.013 160 1.19 10.99 2115.31 2113.41 2125.75 2126 2117.57 2116.14
A 4.1 to 54 CIA-4.1 1.09 _ 9.85 _ 0.94 5 5 8.41 16.61 18 RCP _ 0.013 _ 66 2.5 9.43 2119 2117.35 2123.4 2126 2120.12 2118.12
A 4 to A3 STMH A 4 -- _ 9.85 _ -- 0 11.485 54.84 66.69 _- 36 RCP _ 0.013 157 1 10.53 2113.41 2111.84 2126 2125.3 2115.89 2115.13
A3.2 to A-3.I CIto A3.2 0.17 10.02 _ 0.94 5 5 1.31 20.11 18 RCP _ 0.013 _ 30 3.67 6.42 2116.6 2115.5 2120.6 2120.6 2117.03 2116.37
A3.1 to A-3 CIA3.1 0.17 10.19 0.95 5 5.078 2.63 16.01 18 RCP 0.013 93 2.32 6.69 2115.5 2113.34 2120.6 2125.3 2116.12 2114.88
A-3 to A-2 CI-A-3 0 10.19 0.94 5 11.734 56.57 66.69 36 RCP 0.013 34 1 10.59 2111.84 2111.5 2125.3 2126 2114.28 2113.71
A 2.4 to A-2.3 CIA2.4 0.21 10.4 _ 0.95 _ 5 5 1.64 18 18 RCP _ 0.013 47 2.94 6.33 2125 2123.62 2129.35 2129.95 2125.48 2124.63
A 2.3 to A-2.2 STMH A-2.3 -- 10.4 -- _ 0 5.227 6.35 10.5 18 RCP _ 0.013 - 104 1 6.22 2123.62 2122.58 2129.95 2128.5 2124.59 2124.36
A 2.2 to A-2.1 CI6,2.2 0.31 10.71 _ 0.31 5 5.506 7.09 11.51 18 RCP _ 0.013 - 170 1.2 6.85 2122.58 2120.54 2128.5 2129 2123.61 2122.05
A 2.1 to A-2 STMH A-2.1 -- 10.71 -- 0 6.372 7.53 11.53 - 18 RCP 0.013 98 1.2 6.95 2120.54 2119.36 2129 2126 2121.6 2120.24
A-2 to A I STMH A 2 -- 10.71 -- 0 11.787 62.9 81.97 36 RCP 0.013 47 1.51 12.78 2104.68 2103.97 2126 2107 2107.23 2106.11
A 1.2 to A-I.1 WIA 1.2 0.75 11.46 0.35 5 5 2.15 7.39 18 RCP 0.013 101 0.5 1.22 2104 2103.5 2107.5 2107.25 2106.87 2106.83
A-1.1 to A-I WIA 1.1 0.36 11.82 0.35 5 6.381 3.08 7.55 18 _ RCP _ 0.013 155 0.52 1.74 2103.5 2102.7 _ 2107.25 2107 2106.79 2106.66
Al to A-0 STMH Al -- 11.82 -- 0 11.849 65.4 85.19 36 RCP 0.013 19 1.63 9.25 2097.31 2097 2107 2102 2105.16 2104.98

25 YEARSTORM TABLE
INLET TOTAL INLET SYSTEM CAPACITY AVERAGE UPSTREAM DOWNSTREAM UPSTREAM DOWNSTREAM UPSTREAM DOWNSTREAM
UPSTREAM RUNOFF INLETTc FLOW FLOW DIAMETER MANNING LENGTH SLOPE
LINED DRAINAGE AREA FULL MATERIAL VEIOCTTY INVERT INVERT GROUNDELEV. GROUNDELEV. HGLELEV. HGLELEV.
INLET AREA (ac.) (ac.) COEFF. (min.) TIME RATE(cfs) (cfe) (in.) COEFF.(n) (ft) (%) (g/s) (ft) (ft) (ft) (ft) (ft) (ft)
(c) (min.)
B-1 to B-0 WI&1 0.57 2.10 0.95 5.00 5.00 5.33 19.68 18 RCP 0.013 57 3.51 3.02 2099.00 2097.00 2113.00 2099.50 2105.13 2104.98
G7 to G6 OCS C-7 -- 1.53 -- 0.00 726.00 45.00 40.25 30 RCP 0.013 54 0.96 9.17 2095.00 2094.48 2106.00 2100.15 2101.30 2100.65
G6.1 to G6 SWCB6.1 0.10 1.53 0.95 5.00 5.00 0.94 10.50 18 RCP 0.013 30 1.00 0.53 2095.78 2095A8 2099.75 2100.15 2100.65 2100.65
G6 to G5 SWCBG6 0.25 _ 1.43 _ 0.54 5.00 726.10 46.40 41.14 30 RCP 0.013 163 1.01 _ 9.45 2094.48 2092.84 2100.15 2102.50 2104.59 2102.50 _
C-5 to G4 STMH C-5 -- 1.18 -- 0.00 726.39 46.40 43.66 30 RCP 0.013 60 1.13 9.45 2092.84 2092.16 2102.50 2100.75 2102.27 2101.50
G4to G3 CIC-4 0.15 1.18 _ 0.83 5.00 726.49 47.16 30.64 30 RCP 0.013 43 0.56 _ 9.61 _ 2092.16 2091.92 2100.75 2100.80 2101.87 _ 2101.30 _
G3 to G2 CI C-3 0.03 1.03 0.95 5.00 726.57 47.34 43.77 30 RCP 0.013 72 1.14 9.64 2091.92 2091.10 2100.80 2103.00 2104.29 2103.33
G2.2 to G2.I SWCBC-2.2 0.04 1.00 _ 0.95 5.00 5.00 0.37 10.50 18 RCP 0.013 35 1.00 _ 2.80 2102.00 2101.65 2111.00 2111.00 2102.23 2101.97 _
G2.1 to G2 SWCBG2.1 0.04 0.96 0.95 5.00 5.21 0.75 15.28 18 RCP 0.013 78 2.12 4.48 2101.65 2100.00 2111.00 2103.00 2101.97 2100.23
C-2 to C-1 SWCBG2 0.05 0.92 0.95 5.00 726.69 48.09 42.69 30 RCP 0.013 12 1.08 9.80 2091.10 2090.97 2103.00 2099.00 2098.08 2097.91
G1.2 to G1.1 WIC-1.2 0.34 0.87 0.35 5.00 5.00 1.17 10.20 18 RCP 0.013 106 0.94 0.66 2094.00 2093.00 2099.00 2100.00 2099.02 2099.01
C-1.1 to C-1 STMHG1.1 -- 0.53 -- 0.00 7.66 1.17 18.28 18 RCP 0.013 34 3.03 0.66 2093.00 2091.97 2100.00 2099.00 2099.00 2099.00
GI to C-0 STMHC-1 -- 0.53 -- 0.00 726.71 48.82 52.14 30 RCP 0.013 245 1.62 9.95 2090.97 2087.01 2099.00 2095.00 2097.65 2094.18
D-1 to D-0 0-1 0.34 0.53 0.60 5.00 5.00 2.01 28.07 18 RCP 0.013 105 7.14 9.21 2148.50 2141.00 2151.50 2144.00 2149.03 2141.27
E-3 to&2 WI&3 0.10 0.19 0.35 5.00 5.00 0.34 22.60 18 RCP 0.013 27 4.63 4.68 2110.25 2109.00 2114.50 2113.50 2110.47 2109.42
E2.1 to 0-2 SWCBE-2.I 0.09 0.09 0.95 5.00 5.00 0.84 20.60 18 RCP 0.013 13 3.85 5.72 2109.50 2109.00 2113.00 2113.50 2109.84 2109.44
&2 TO&1 STMH&2 -- 0.00 -- 0.00 5.10 1.19 19.39 18 RCP 0.013 88 3.41 6.08 2109.00 2106.00 2113.50 2110.50 2109.41 2106.25
E-1 to E-0 STMH&1 -- 0.00 -- 0.00 5.34 1.19 10.50 18 RCP 0.013 34 1.00 3.94 2106.00 2105.66 2110.50 2109.95 2106.41 2106.30

APPENDIX A
Genesis Engineering
Collaborative

66 Genesis Engineering
Collaborative
STORM WATER QUANTITYMANAGE ENT CALCULATIONS
MARKETPLACE AT MILLS RIVER
GECNo. 21-118
EXISTING ON-S11'E DRAINAGE BASIN
Drainage Area= 14.99 Ac.
Pervious Area(B)= 5.31 Ac.
Woods Pervious Area(B 0.22 Ac.
Pervious Area(C)= 7.22 Ac.
Woods Pervious Area(C)= 1.34 Ac.
Impervious Area= 0.90 Ac.
Weighted Curve Number(CN)
RB soils are Hydrologic Soil Group B.HyC and DeB soils are Hydrologic Soil Group C.
Pervious land area considered Open Space in Fair Condition.
Wooded Pervious land area considered Wooded in Poor Condition.
Pervious(B)CN= 69
Pervious Woods(B)CN= 66
Pervious(C)CN= 79
Pervious Woods(C)CN= 77
Impervious CN= 98
CN= (5.31 Ac X69)+(0.22 Ac X66)+(7.22 Ac X79)+(1.34 Ac X77)+(0.90 Ac X98)
14.99
CN= 76
Time of Concentration(Tc)
Sheet Flow
Tt= 0.. os
42(nL)
(p2)0.5 50.4
n= 0.150 (short grass prairie)
L= 100 feet
P2= 3.61 inches
S= 0.360 ft/ft
Tt= 2.9 minutes

Shallow Concentrated Flow(Unpaved)
Tt= L
60V
L= 1580 feet
S= 0.025 ft/ft
V= 2.55 ft/s (unpaved)
Tt= 10.3 minutes
Te= 13.2 minutes
EXISTING W S-III-B DRAINAGE BASIN
Drainage Area= 0.90 Ac.
Impervious Area= 0.01 Ac.
Pervious Area= 0.89 Ac.
Weighted Curve Number(CN)
All soils are Hydrologic Soils Group C.
Pervious land area considered Open Space in Fair Condition.
Pervious CN= 74
Impervious CN= 98
CN= (0.89 Ac X61)+(0.01 Ac X98)
0.90
CN= 74
Time of Concentration(Tc)
Sheet Flow
Tt= 0.. os
42(nL)
(p2)0.5 50.4
n= 0.011 (smooth surface)
L= 100 feet
P2= 3.61 inches
S= 0.245 ft/ft
Ti= 0.4 minutes
Shallow Concentrated Flow(Unpaved)
Ti=
60V
L= 180 feet
S= 0.030 ft/ft
V= 2.79 ft/s (unpaved)
Tt= 1.1 minutes

Tc= 1.5 minutes
Use Min.Te= 5.0 minutes
POST-DEVELOPED DRAINAGE BASIN TO DETENTION
Drainage Area= 14.19 Ac.
Impervious Area= 10.00 Ac.
Pervious Area(B)= 2.12 Ac.
Pervious Area(C) = 2.07 Ac.
Weighted Curve Number(CN)
BaB soils are Hydrologic Soil Group B HyC and DeB soils are Hydrologic Soil Group C.
Pervious land area considered Open Space in Good Condition.
Pervious(B)CN= 61
Pervious(C)CN= 74
Impervious CN= 98
CN= (2.12 Ac X61)+(2.07 Ac X74)+(10.00 Ac X98)
14.19
CN= 89
Time of Concentration(Tc)
The TT for the detention pond is the longest T,for the pipe runs entering the system.
Assume Te= 11.9 minutes
POST-DEVELOPED DETENTION BYPASS 1
Drainage Area= 0.38 Ac.
Pervious Area= 0.20 Ac.
Impervious Area= 0.18 Ac.
Weighted Curve Number(CN)
All soils are Hydrologic Soils Group B
Pervious land area considered Open Space in Good Condition.
Pervious CN= 61
Impervious CN= 98
CN= (0.20 Ac X61)+(0.18 Ac X98)
0.38
CN= 79
Time of Concentration(Te)

Sheet Flow
Tt= 0.42(nL)o.8
(P2)0.5 50.4
n= 0.011 (smooth surface)
L= 100 feet
P2= 3.61 inches
S= 0.080 ft/ft
Tt= 0.7 minutes
Shallow Concentrated Flow(Paved)
Tt= L
60V
L= 50 feet
S= 0.080 ft/ft
V= 5.75 ft/s (paved)
Tt= 0.1 minutes
Shallow Concentrated Flow(Paved)
Tt= L
60V
L= 840 feet
S= 0.025 ft/ft
V= 3.21 ft/s (paved)
Tt= 4.4 minutes
Te= 5.2 minutes
POST-DEVELOPED DETENTION BYPASS 2
Drainage Area= 1.26 Ac.
Impervious Area= 0.33 Ac.
Pervious Area(B)= 0.44 Ac.
Pervious Area(C)= 0.49 Ac.
Weighted Curve Number(CN)
BaB soils are Hydrologic Soil Group B.HyC and DeB soils are Hydrologic Soil Group C.
Pervious land area considered Open Space in Good Condition.
Pervious(B)CN= 61

Pervious(C)CN= 74
Impervious CN= 98
CN= (0.44 Ac X61)+(049 Ac X74)+(0.33 Ac X98)
1.26
CN= 76
Time of Concentration(Te)
Sheet Flow
Tt= 0.. o.s
42(nL)
(p2)0.5 50.4
n= 0.150 (short grass prairie)
L= 20 feet
Pz= 3.61 inches
S= 0.190 ft/ft
Tt= 1.0 minutes
Shallow Concentrated Flow(Unpaved)
Tt= L
60V
L= 530 feet
S= 0.020 ft/ft
V= 2.28 ft/s (unpaved)
Tt= 3.9 minutes
Shallow Concentrated Flow(Paved)
Tt= L
60V
L= 250 feet
S= 0.050 ft/ft
V= 4.55 ft/s (paved)
Tt= 0.9 minutes
Te= 5.8 minutes

POST-DEVELOPED DETENTION BYPASS 3
Drainage Area= 0.32 Ac.
Impervious Area= 0.11 Ac.
Pervious Area(C)= 0.22 Ac.
Weighted Curve Number(CN)
All soils are Hydrologic Soil Group C.
Pervious land area considered Open Space in Good Condition.
Pervious(C) CN= 74
Impervious CN= 98
CN= (0.22 Ac X74)+(0.11 Ac x 98)
0.32
CN= 85
Time of Concentration(Te)
Sheet Flow
Tt= 0.42
o.s
42(nL)
(p2)0.5 50.4
n= 0.011 (smooth surface)
L= 100 feet
P2= 3.61 inches
S= 0.060 ft/ft
Tt= 0.7 minutes
Shallow Concentrated Flow(Unpaved)
Tt= L
60V
L= 157 feet
S= 0.016 ft/ft
V= 2.04 ft/s (unpaved)
Tt= 1.3 minutes
Shallow Concentrated Flow(Paved)
Tt= L
60V

L= 290 feet
S= 0.014 ft/ft
V= 2.41 ft/s (paved)
Tt= 2.0 minutes
Shallow Concentrated Flow(Unpaved)
Tt= L
60V
L= 720 feet
S= 0.010 ft/ft
V= 1.61 ft/s (unpaved)
Tt= 7.4 minutes
Te= 11.5 minutes
POST-DEVELOPED WS-III BDRAINAGEBASIN
Drainage Area= 0.18 Ac.
Impervious Area= 0.10 Ac.
Pervious Area= 0.08 Ac.
Weighted Curve Number(CN)
All soils are Hydrologic Soils Group C
Pervious land area considered Open Space in Good Condition.
Pervious CN= 74
Impervious CN= 98
CN= (0.08AcX74)+(0.10AcX98)
0.18
CN= 87
Time of Concentration(Tc)
Sheet Flow
Tt= 0.42(nL)o.s
(P2)0.5 50.4

n= 0.011 (smooth surface)
L= 100 feet
Pz= 3.61 inches
S= 0.090 ft/ft
Tt= 0.6 minutes
Shallow Concentrated Flow(Unpaved)
Tt= L
60V
L= 103 feet
S= 0.040 ft/ft
V= 3.23 ft/s (unpaved)
Tt= 0.5 minutes
TT= 1.2 minutes
Use Min.Te= 5.0 minutes

Suiu'
Genesis Engineering
Collaborative
STORM WATER QUALITY MANAGEMENT CALCULATIONS
MARKETPLACE AT MILLS RIVER
GECNo. 21-118
WATER QUALITY FO R PO ST-DEVELOPED DRAINAGE BASIN TO DETENTION
Drainage Area(A)= 14.19 Ac.
Impervious Area= 10.00 Ac. -p 70.5 %Impervious
Pervious Area= 4.19 Ac.
Required Design Volume(Dv)for Runoff Treatment
Direct Runoff for Runoff Treatment Design Volume
KJ=0.05+1(0.009)
R,= 0.68
Design Volume(Dv)
Dv=3630*RD*Rv*A
Design Storm depth(RD)= 1.00 inch
Dv= 35245 CF
Required Sediment Chamber(Forebay)Volume
A25%discount to Dv per the NCDEQ Stormwater Design Manual
TRMTv= 0.75(Dv)
TRMTv= 26434 CF
Sediment chamber(forebay)must be sized to hold 50%of the treatment volume(TRMTv)
Required Sediment Chamber Treatment Volume= 13217 CF
Required Sand Filter Surface Area
Required SA for Sand Bed Filter(Ar)= TRMTv
D
Ponding depth(D)= 6 FT
(Maximum ponding of 6 ft PF RNCDBQ Stormwater Design Manual)
Ar= 2203 SF
Surface Area provided= 2838 SF

Stage-Storage for Sedmient and Sand Chambers
SEDIMENT CHAMBER(FOREBAY)
Stage Elevation Area Incremental Total
(ft) (ft) (SF) Vol.(CF) Vol.(CF)
0 2097.00 2307.46 0.00 0.00
1.00 2098.00 3007.76 2657.61 2657.61
2.00 2099.00 3759.60 3383.68 6041.29
3.00 2100.00 4559.97 4159.79 10201.08
4.00 2101.00 5416.89 4988.43 15189.51
5.00 2102.00 6330.36 5873.63 21063.13
6.00 2103.00 7300.38 6815.37 27878.50
7.00 2104.00 8326.95 7813.67 35692.17
8.00 2105.00 9410.06 8868.51 44560.67
9.00 2106.00 10549.73 9979.90 48499.28
SAND CHAMBER
Stage Elevation Area Incremental Total
(ft) (ft) (SF) Vol.(CF) Vol.(CF)
0 2097.00 2515.85 0.00 0.00
1.00 2098.00 3160.86 2838.36 2838.36
2.00 2099.00 3853.84 3507.35 6345.71
3.00 2100.00 4597.02 4225.43 10571.14
4.00 2101.00 5396.75 4996.89 15568.02 1-1-TRMTv required at
5.00 2102.00 6253.03 5824.89 21392.91 2100.53
6.00 2103.00 7165.85 6709.44 28102.35 TRMTv provided at
7.00 2104.00 8135.22 7650.54 35752.89 2100.65
8.00 2105.00 9161.13 8648.18 44401.06
9.00 2106.00 10243.58 9702.36 47757.71
TOTAL STORMWAI'FRMANAGEMENT FACILITY
Stage Elevation Area Incremental Total
(ft) (ft) (SF) Vol.(CF) Vol.(CF)
0 2097.00 4823.31 0.00 0.00
1.00 2098.00 6168.62 5495.97 5495.97
2.00 2099.00 7613.44 6891.03 12387.00
3.00 2100.00 9156.99 8385.22 20772.21
4.00 2101.00 10813.64 9985.32 30757.53
5.00 2102.00 12583.39 11698.52 42456.04
6.00 2103.00 14466.23 13524.81 55980.85
7.00 2104.00 16462.17 15464.20 71445.05
8.00 2105.00 18571.19 17516.68 88961.73
9.00 2106.00 20793.31 19682.25 108643.98

Pond Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Pond No. 2 - Proposed Pond
Pond Data
Contours-User-defined contour areas.Average end area method used for volume calculation. Begining Elevation=2097.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 2097.00 4,823 0 0
1.00 2098.00 6,169 5,496 5,496
2.00 2099.00 7,613 6,891 12,387
3.00 2100.00 9,157 8,385 20,772
4.00 2101.00 10,814 9,985 30,758
5.00 2102.00 12,583 11,699 42,456
6.00 2103.00 14,466 13,525 55,981
7.00 2104.00 16,462 15,464 71,445
8.00 2105.00 18,571 17,517 88,962
9.00 2106.00 20,793 19,682 108,644
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 30.00 18.00 12.00 0.00 Crest Len(ft) = 20.00 Inactive Inactive 0.00
Span(in) = 30.00 18.00 12.00 0.00 Crest El.(ft) = 2104.15 2103.00 0.00 0.00
No.Barrels = 1 1 1 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El.(ft) = 2095.00 2100.65 2102.65 0.00 Weir Type = Rect Rect --- ---
Length(ft) = 52.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope(%) = 1.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 2.000(by Contour)
Multi-Stage = n/a Yes Yes 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/Storage Elev(ft)
10.00 2107.00
8.00 2105.00
6.00 2103.00
4.00 2101.00
2.00 2099.00
0.00 2097.00
0 20,000 40,000 60,000 80,000 100,000 120,000
Storage Storage(cuft)

Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
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 21.29 1 722 55,092 Existing On-Site Drainage Basin
2 SCS Runoff 1.523 1 718 3,103 Existing WS-III-B
4 SCS Runoff 38.06 1 721 97,248 Post-Dev to Detention
5 Reservoir 8.012 1 735 45,477 4 2102.29 46,339 Routed Detention Pond
6 SCS Runoff 0.852 1 718 1,711 Post-Dev Detention Bypass 1
7 SCS Runoff 2.402 1 718 4,851 Post-Dev Detention Bypass 2
8 SCS Runoff 0.784 1 720 1,898 Post-Dev Detention Bypass 3
9 Combine 8.631 1 734 53,938 5,6,7, Post-Dev to Study Point
8
11 SCS Runoff 0.529 2 716 1,076 Post-Dev WS-III-B
21-118-Hydrographs.gpw Return Period: 1 Year Thursday, 02/29/2024

Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
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 30.36 1 721 77,434 Existing On-Site Drainage Basin
2 SCS Runoff 2.204 1 718 4,435 Existing WS-III-B
4 SCS Runoff 48.33 1 721 124,685 Post-Dev to Detention
5 Reservoir 12.16 1 733 70,787 4 2103.14 58,175 Routed Detention Pond
6 SCS Runoff 1.168 1 718 2,350 Post-Dev Detention Bypass 1
7 SCS Runoff 3.396 1 718 6,819 Post-Dev Detention Bypass 2
8 SCS Runoff 1.028 1 720 2,498 Post-Dev Detention Bypass 3
9 Combine 13.03 1 732 82,453 5,6,7, Post-Dev to Study Point
8
11 SCS Runoff 0.681 2 716 1,398 Post-Dev WS-III-B
21-118-Hydrographs.gpw Return Period: 2 Year Thursday, 02/29/2024

Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
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 44.11 1 721 111,521 Existing On-Site Drainage Basin
2 SCS Runoff 3.231 1 718 6,490 Existing WS-III-B
4 SCS Runoff 62.82 1 721 164,195 Post-Dev to Detention
5 Reservoir 18.65 1 732 107,792 4 2104.18 74,642 Routed Detention Pond
6 SCS Runoff 1.633 1 718 3,309 Post-Dev Detention Bypass 1
7 SCS Runoff 4.878 1 718 9,820 Post-Dev Detention Bypass 2
8 SCS Runoff 1.376 1 720 3,375 Post-Dev Detention Bypass 3
9 Combine 19.90 1 732 124,297 5,6,7, Post-Dev to Study Point
8
11 SCS Runoff 0.896 2 716 1,864 Post-Dev WS-III-B
21-118-Hydrographs.gpw Return Period: 5 Year Thursday, 02/29/2024

Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
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 55.53 1 721 140,237 Existing On-Site Drainage Basin
2 SCS Runoff 4.086 1 718 8,235 Existing WS-III-B
4 SCS Runoff 74.32 1 721 196,113 Post-Dev to Detention
5 Reservoir 40.51 1 728 138,084 4 2104.61 82,085 Routed Detention Pond
6 SCS Runoff 2.011 1 718 4,108 Post-Dev Detention Bypass 1
7 SCS Runoff 6.102 1 718 12,349 Post-Dev Detention Bypass 2
8 SCS Runoff 1.656 1 720 4,092 Post-Dev Detention Bypass 3
9 Combine 42.61 1 728 158,632 5,6,7, Post-Dev to Study Point
8
11 SCS Runoff 1.068 2 716 2,243 Post-Dev WS-III-B
21-118-Hydrographs.gpw Return Period: 10 Year Thursday, 02/29/2024

Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
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 71.69 1 721 181,513 Existing On-Site Drainage Basin
2 SCS Runoff 5.301 1 718 10,759 Existing WS-III-B
4 SCS Runoff 90.11 1 721 240,600 Post-Dev to Detention
5 Reservoir 64.25 1 726 180,651 4 2104.98 88,587 Routed Detention Pond
6 SCS Runoff 2.543 1 717 5,247 Post-Dev Detention Bypass 1
7 SCS Runoff 7.829 1 718 15,984 Post-Dev Detention Bypass 2
8 SCS Runoff 2.042 1 720 5,098 Post-Dev Detention Bypass 3
9 Combine 67.88 1 726 206,980 5,6,7, Post-Dev to Study Point
8
11 SCS Runoff 1.304 2 716 2,773 Post-Dev WS-III-B
21-118-Hydrographs.gpw Return Period: 25 Year Thursday, 02/29/2024

Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
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 85.07 1 721 216,158 Existing On-Site Drainage Basin
2 SCS Runoff 6.308 1 718 12,887 Existing WS-III-B
4 SCS Runoff 102.89 1 721 277,064 Post-Dev to Detention
5 Reservoir 69.63 1 727 215,679 4 2105.32 95,255 Routed Detention Pond
6 SCS Runoff 2.983 1 717 6,197 Post-Dev Detention Bypass 1
7 SCS Runoff 9.254 1 718 19,035 Post-Dev Detention Bypass 2
8 SCS Runoff 2.356 1 720 5,928 Post-Dev Detention Bypass 3
9 Combine 76.53 1 722 246,838 5,6,7, Post-Dev to Study Point
8
11 SCS Runoff 1.495 2 716 3,209 Post-Dev WS-III-B
21-118-Hydrographs.gpw Return Period: 50 Year Thursday, 02/29/2024

Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
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 98.94 1 721 252,506 Existing On-Site Drainage Basin
2 SCS Runoff 7.354 1 718 15,127 Existing WS-III-B
4 SCS Runoff 115.96 1 721 314,705 Post-Dev to Detention
5 Reservoir 72.19 1 727 251,941 4 2105.76 103,890 Routed Detention Pond
6 SCS Runoff 3.436 1 717 7,188 Post-Dev Detention Bypass 1
7 SCS Runoff 10.75 1 717 22,235 Post-Dev Detention Bypass 2
8 SCS Runoff 2.677 1 720 6,788 Post-Dev Detention Bypass 3
9 Combine 82.42 1 720 288,153 5,6,7, Post-Dev to Study Point
8
11 SCS Runoff 1.691 2 716 3,659 Post-Dev WS-III-B
21-118-Hydrographs.gpw Return Period: 100 Year Thursday, 02/29/2024

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 1
Existing On-Site Drainage Basin
Hydrograph type = SCS Runoff Peak discharge = 21.29 cfs
Storm frequency = 1 yrs Time to peak = 12.03 hrs
Time interval = 1 min Hyd. volume = 55,092 cuft
Drainage area = 14.990 ac Curve number = 76
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 13.20 min
Total precip. = 3.02 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Existing On-Site Drainage Basin
o (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
24.00 I 24.00
20.00 20.00
i
16.00 i 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 - - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 2
Existing WS-III-B
Hydrograph type = SCS Runoff Peak discharge = 1.523 cfs
Storm frequency = 1 yrs Time to peak = 11.97 hrs
Time interval = 1 min Hyd. volume = 3,103 cuft
Drainage area = 0.900 ac Curve number = 74
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.02 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Existing WS-III-B
Q (cfs) Hyd. No. 2 -- 1 Year 0 (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
Time (hrs)
— Hyd No. 2

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 4
Post-Dev to Detention
Hydrograph type = SCS Runoff Peak discharge = 38.06 cfs
Storm frequency = 1 yrs Time to peak = 12.02 hrs
Time interval = 1 min Hyd. volume = 97,248 cuft
Drainage area = 14.190 ac Curve number = 89
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 11.90 min
Total precip. = 3.02 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev to Detention
o (cfs) Hyd. No. 4 -- 1 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - • 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 4 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 5
Routed Detention Pond
Hydrograph type = Reservoir Peak discharge = 8.012 cfs
Storm frequency = 1 yrs Time to peak = 12.25 hrs
Time interval = 1 min Hyd. volume = 45,477 cuft
Inflow hyd. No. = 4 - Post-Dev to Detention Max. Elevation = 2102.29 ft
Reservoir name = Proposed Pond Max. Storage = 46,339 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Routed Detention Pond
o (cfs) Hyd. No. 5-- 1 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 II 10.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)
Hyd No. 5 Hyd No. 4 I Total storage used =46,339 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 6
Post-Dev Detention Bypass 1
Hydrograph type = SCS Runoff Peak discharge = 0.852 cfs
Storm frequency = 1 yrs Time to peak = 11.97 hrs
Time interval = 1 min Hyd. volume = 1,711 cuft
Drainage area = 0.380 ac Curve number = 79
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.20 min
Total precip. = 3.02 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev Detention Bypass 1
o (cfs) Hyd. No. 6 -- 1 Year Q (cfs)
1.00 I 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 0.40
0.30 0.30
0.20 0.20
0.10 0.10
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 6 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 7
Post-Dev Detention Bypass 2
Hydrograph type = SCS Runoff Peak discharge = 2.402 cfs
Storm frequency = 1 yrs Time to peak = 11.97 hrs
Time interval = 1 min Hyd. volume = 4,851 cuft
Drainage area = 1.260 ac Curve number = 76
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.80 min
Total precip. = 3.02 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev Detention Bypass 2
Q (cfs) Hyd. No. 7 -- 1 Year 0 (cfs)
3.00 3.00
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
Time (hrs)
— Hyd No. 7

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 8
Post-Dev Detention Bypass 3
Hydrograph type = SCS Runoff Peak discharge = 0.784 cfs
Storm frequency = 1 yrs Time to peak = 12.00 hrs
Time interval = 1 min Hyd. volume = 1,898 cuft
Drainage area = 0.320 ac Curve number = 85
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 11.50 min
Total precip. = 3.02 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev Detention Bypass 3
o (cfs) Hyd. No. 8 -- 1 Year Q (cfs)
1.00 I i 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 j 0.50
0.40 0.40
0.30 0.30
0.20 0.20
0.10 0.10
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 8 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 9
Post-Dev to Study Point
Hydrograph type = Combine Peak discharge = 8.631 cfs
Storm frequency = 1 yrs Time to peak = 12.23 hrs
Time interval = 1 min Hyd. volume = 53,938 cuft
Inflow hyds. = 5, 6, 7, 8 Contrib. drain. area = 1.960 ac
Post-Dev to Study Point
o (cfs) Hyd. No. 9 -- 1 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
1 ,....______
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Time (hrs)
Hyd No. 9 Hyd No. 5 Hyd No. 6 Hyd No. 7
Hyd No. 8

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 11
Post-Dev WS-III-B
Hydrograph type = SCS Runoff Peak discharge = 0.529 cfs
Storm frequency = 1 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 1,076 cuft
Drainage area = 0.180 ac Curve number = 87
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.02 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev WS-III-B
o (cfs) Hyd. No. 11 -- 1 Year Q (cfs)
1.00 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 - 0.50
0.40 - 0.40
0.30 0.30
0.20 0.20
0.10 0.10
JL
0.00 - ' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 11 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 1
Existing On-Site Drainage Basin
Hydrograph type = SCS Runoff Peak discharge = 30.36 cfs
Storm frequency = 2 yrs Time to peak = 12.02 hrs
Time interval = 1 min Hyd. volume = 77,434 cuft
Drainage area = 14.990 ac Curve number = 76
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 13.20 min
Total precip. = 3.61 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Existing On-Site Drainage Basin
o (cfs) Hyd. No. 1 -- 2 Year Q (cfs)
35.00 1 35.00
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 % 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 2
Existing WS-III-B
Hydrograph type = SCS Runoff Peak discharge = 2.204 cfs
Storm frequency = 2 yrs Time to peak = 11.97 hrs
Time interval = 1 min Hyd. volume = 4,435 cuft
Drainage area = 0.900 ac Curve number = 74
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.61 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Existing WS-III-B
o (cfs) Hyd. No. 2 -- 2 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - J • - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 4
Post-Dev to Detention
Hydrograph type = SCS Runoff Peak discharge = 48.33 cfs
Storm frequency = 2 yrs Time to peak = 12.02 hrs
Time interval = 1 min Hyd. volume = 124,685 cuft
Drainage area = 14.190 ac Curve number = 89
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 11.90 min
Total precip. = 3.61 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev to Detention
o (cfs) Hyd. No. 4 -- 2 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 4 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 5
Routed Detention Pond
Hydrograph type = Reservoir Peak discharge = 12.16 cfs
Storm frequency = 2 yrs Time to peak = 12.22 hrs
Time interval = 1 min Hyd. volume = 70,787 cuft
Inflow hyd. No. = 4 - Post-Dev to Detention Max. Elevation = 2103.14 ft
Reservoir name = Proposed Pond Max. Storage = 58,175 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Routed Detention Pond
Q (cfs) Hyd. No. 5 -- 2 Year 0 (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 -, — I 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Time (hrs)
— Hyd No. 5 Hyd No. 4 I Total storage used = 58,175 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 6
Post-Dev Detention Bypass 1
Hydrograph type = SCS Runoff Peak discharge = 1.168 cfs
Storm frequency = 2 yrs Time to peak = 11.97 hrs
Time interval = 1 min Hyd. volume = 2,350 cuft
Drainage area = 0.380 ac Curve number = 79
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.20 min
Total precip. = 3.61 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev Detention Bypass 1
Q (cfs) Hyd. No. 6 -- 2 Year 0 (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
Time (hrs)
— Hyd No. 6

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 7
Post-Dev Detention Bypass 2
Hydrograph type = SCS Runoff Peak discharge = 3.396 cfs
Storm frequency = 2 yrs Time to peak = 11.97 hrs
Time interval = 1 min Hyd. volume = 6,819 cuft
Drainage area = 1.260 ac Curve number = 76
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.80 min
Total precip. = 3.61 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev Detention Bypass 2
o (cfs) Hyd. No. 7 -- 2 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 1 2.00
1.00 1.00
0.00 k — 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 7 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 8
Post-Dev Detention Bypass 3
Hydrograph type = SCS Runoff Peak discharge = 1.028 cfs
Storm frequency = 2 yrs Time to peak = 12.00 hrs
Time interval = 1 min Hyd. volume = 2,498 cuft
Drainage area = 0.320 ac Curve number = 85
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 11.50 min
Total precip. = 3.61 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev Detention Bypass 3
Q (cfs) Hyd. No. 8 -- 2 Year 0 (cfs)
2.00 2.00
1.00 1.00
1
0.00 --__ 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
— Hyd No. 8

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 9
Post-Dev to Study Point
Hydrograph type = Combine Peak discharge = 13.03 cfs
Storm frequency = 2 yrs Time to peak = 12.20 hrs
Time interval = 1 min Hyd. volume = 82,453 cuft
Inflow hyds. = 5, 6, 7, 8 Contrib. drain. area = 1.960 ac
Post-Dev to Study Point
o (cfs) Hyd. No. 9 -- 2 Year Q (cfs)
14.00 14.00
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 - - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 9 Hyd No. 5 Hyd No. 6 Hyd No. 7
Hyd No. 8

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 11
Post-Dev WS-III-B
Hydrograph type = SCS Runoff Peak discharge = 0.681 cfs
Storm frequency = 2 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 1,398 cuft
Drainage area = 0.180 ac Curve number = 87
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.61 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev WS-III-B
o (cfs) Hyd. No. 11 --2 Year Q (cfs)
1.00 i 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 1 0.60
0.50 0.50
0.40 0.40
0.30 0.30
0.20 0.20
0.10 ) 0.10
0.00 - - , 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Hyd No. 11 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 1
Existing On-Site Drainage Basin
Hydrograph type = SCS Runoff Peak discharge = 44.11 cfs
Storm frequency = 5 yrs Time to peak = 12.02 hrs
Time interval = 1 min Hyd. volume = 111,521 cuft
Drainage area = 14.990 ac Curve number = 76
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 13.20 min
Total precip. = 4.44 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Existing On-Site Drainage Basin
o (cfs) Hyd. No. 1 -- 5 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 1 30.00
20.00 20.00
10.00 10.00
0.00 ` -- 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 2
Existing WS-III-B
Hydrograph type = SCS Runoff Peak discharge = 3.231 cfs
Storm frequency = 5 yrs Time to peak = 11.97 hrs
Time interval = 1 min Hyd. volume = 6,490 cuft
Drainage area = 0.900 ac Curve number = 74
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 4.44 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Existing WS-III-B
o (cfs) Hyd. No. 2 -- 5 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 1 2.00
1.00 1.00
0.00 t - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 4
Post-Dev to Detention
Hydrograph type = SCS Runoff Peak discharge = 62.82 cfs
Storm frequency = 5 yrs Time to peak = 12.02 hrs
Time interval = 1 min Hyd. volume = 164,195 cuft
Drainage area = 14.190 ac Curve number = 89
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 11.90 min
Total precip. = 4.44 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev to Detention
o (cfs) Hyd. No. 4 -- 5 Year Q (cfs)
70.00 I 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 4 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 5
Routed Detention Pond
Hydrograph type = Reservoir Peak discharge = 18.65 cfs
Storm frequency = 5 yrs Time to peak = 12.20 hrs
Time interval = 1 min Hyd. volume = 107,792 cuft
Inflow hyd. No. = 4 - Post-Dev to Detention Max. Elevation = 2104.18 ft
Reservoir name = Proposed Pond Max. Storage = 74,642 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Routed Detention Pond
Q (cfs) Hyd. No. 5-- 5 Year Q (cfs)
70.00 I 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 5 Hyd No. 4 L I Total storage used = 74,642 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 6
Post-Dev Detention Bypass 1
Hydrograph type = SCS Runoff Peak discharge = 1.633 cfs
Storm frequency = 5 yrs Time to peak = 11.97 hrs
Time interval = 1 min Hyd. volume = 3,309 cuft
Drainage area = 0.380 ac Curve number = 79
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.20 min
Total precip. = 4.44 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev Detention Bypass 1
Q (cfs) Hyd. No. 6 -- 5 Year 0 (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
Time (hrs)
— Hyd No. 6

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 7
Post-Dev Detention Bypass 2
Hydrograph type = SCS Runoff Peak discharge = 4.878 cfs
Storm frequency = 5 yrs Time to peak = 11.97 hrs
Time interval = 1 min Hyd. volume = 9,820 cuft
Drainage area = 1.260 ac Curve number = 76
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.80 min
Total precip. = 4.44 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev Detention Bypass 2
o (cfs) Hyd. No. 7 -- 5 Year Q (cfs)
5.00 5.00
4.00 4.00
3.00 3.00
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
Hyd No. 7 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 8
Post-Dev Detention Bypass 3
Hydrograph type = SCS Runoff Peak discharge = 1.376 cfs
Storm frequency = 5 yrs Time to peak = 12.00 hrs
Time interval = 1 min Hyd. volume = 3,375 cuft
Drainage area = 0.320 ac Curve number = 85
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 11.50 min
Total precip. = 4.44 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev Detention Bypass 3
Q (cfs) Hyd. No. 8 -- 5 Year 0 (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
Time (hrs)
— Hyd No. 8

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 9
Post-Dev to Study Point
Hydrograph type = Combine Peak discharge = 19.90 cfs
Storm frequency = 5 yrs Time to peak = 12.20 hrs
Time interval = 1 min Hyd. volume = 124,297 cuft
Inflow hyds. = 5, 6, 7, 8 Contrib. drain. area = 1.960 ac
Post-Dev to Study Point
o (cfs) Hyd. No. 9 -- 5 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 - - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 9 Hyd No. 5 Hyd No. 6 Hyd No. 7
Hyd No. 8

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 11
Post-Dev WS-III-B
Hydrograph type = SCS Runoff Peak discharge = 0.896 cfs
Storm frequency = 5 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 1,864 cuft
Drainage area = 0.180 ac Curve number = 87
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 4.44 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev WS-III-B
o (cfs) Hyd. No. 11 -- 5 Year Q (cfs)
1.00 i 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 0.40
0.30 0.30
0.20 0.20
0.10 0.10
0.00 ' 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Hyd No. 11 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 1
Existing On-Site Drainage Basin
Hydrograph type = SCS Runoff Peak discharge = 55.53 cfs
Storm frequency = 10 yrs Time to peak = 12.02 hrs
Time interval = 1 min Hyd. volume = 140,237 cuft
Drainage area = 14.990 ac Curve number = 76
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 13.20 min
Total precip. = 5.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Existing On-Site Drainage Basin
o (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - % 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 2
Existing WS-III-B
Hydrograph type = SCS Runoff Peak discharge = 4.086 cfs
Storm frequency = 10 yrs Time to peak = 11.97 hrs
Time interval = 1 min Hyd. volume = 8,235 cuft
Drainage area = 0.900 ac Curve number = 74
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Existing WS-III-B
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
5.00 5.00
4.00 4.00
3.00 3.00
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
Hyd No. 2 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 4
Post-Dev to Detention
Hydrograph type = SCS Runoff Peak discharge = 74.32 cfs
Storm frequency = 10 yrs Time to peak = 12.02 hrs
Time interval = 1 min Hyd. volume = 196,113 cuft
Drainage area = 14.190 ac Curve number = 89
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 11.90 min
Total precip. = 5.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev to Detention
Q (cfs) Hyd. No. 4 -- 10 Year Q (cfs)
80.00 I 80.00
70.00 70.00
60.00 60.00
50.00 50.00
I
I
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 , 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 4 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 5
Routed Detention Pond
Hydrograph type = Reservoir Peak discharge = 40.51 cfs
Storm frequency = 10 yrs Time to peak = 12.13 hrs
Time interval = 1 min Hyd. volume = 138,084 cuft
Inflow hyd. No. = 4 - Post-Dev to Detention Max. Elevation = 2104.61 ft
Reservoir name = Proposed Pond Max. Storage = 82,085 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Routed Detention Pond
Q (cfs) Hyd. No. 5 -- 10 Year Q (cfs)
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 iiiii 10.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)
Hyd No. 5 Hyd No. 4 L I Total storage used = 82,085 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 6
Post-Dev Detention Bypass 1
Hydrograph type = SCS Runoff Peak discharge = 2.011 cfs
Storm frequency = 10 yrs Time to peak = 11.97 hrs
Time interval = 1 min Hyd. volume = 4,108 cuft
Drainage area = 0.380 ac Curve number = 79
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.20 min
Total precip. = 5.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev Detention Bypass 1
Q (cfs) Hyd. No. 6 -- 10 Year Q (cfs)
3.00 3.00
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
Time (hrs)
— Hyd No. 6

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 7
Post-Dev Detention Bypass 2
Hydrograph type = SCS Runoff Peak discharge = 6.102 cfs
Storm frequency = 10 yrs Time to peak = 11.97 hrs
Time interval = 1 min Hyd. volume = 12,349 cuft
Drainage area = 1.260 ac Curve number = 76
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.80 min
Total precip. = 5.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev Detention Bypass 2
Q (cfs) Hyd. No. 7 -- 10 Year Q (cfs)
7.00 7.00
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
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
Hyd No. 7 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 8
Post-Dev Detention Bypass 3
Hydrograph type = SCS Runoff Peak discharge = 1.656 cfs
Storm frequency = 10 yrs Time to peak = 12.00 hrs
Time interval = 1 min Hyd. volume = 4,092 cuft
Drainage area = 0.320 ac Curve number = 85
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 11.50 min
Total precip. = 5.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev Detention Bypass 3
Q (cfs) Hyd. No. 8 -- 10 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
Time (hrs)
— Hyd No. 8

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 9
Post-Dev to Study Point
Hydrograph type = Combine Peak discharge = 42.61 cfs
Storm frequency = 10 yrs Time to peak = 12.13 hrs
Time interval = 1 min Hyd. volume = 158,632 cuft
Inflow hyds. = 5, 6, 7, 8 Contrib. drain. area = 1.960 ac
Post-Dev to Study Point
Q (cfs) Hyd. No. 9 -- 10 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - �- 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Time (hrs)
— Hyd No. 9 Hyd No. 5 Hyd No. 6 Hyd No. 7
Hyd No. 8

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 11
Post-Dev WS-III-B
Hydrograph type = SCS Runoff Peak discharge = 1.068 cfs
Storm frequency = 10 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 2,243 cuft
Drainage area = 0.180 ac Curve number = 87
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev WS-III-B
Q (cfs) Hyd. No. 11 -- 10 Year 0 (cfs)
2.00 2.00
1.00 I 1.00
0.00 - 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)
— Hyd No. 11

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 1
Existing On-Site Drainage Basin
Hydrograph type = SCS Runoff Peak discharge = 71.69 cfs
Storm frequency = 25 yrs Time to peak = 12.02 hrs
Time interval = 1 min Hyd. volume = 181,513 cuft
Drainage area = 14.990 ac Curve number = 76
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 13.20 min
Total precip. = 6.01 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Existing On-Site Drainage Basin
o (cfs) Hyd. No. 1 --25 Year Q (cfs)
80.00 I 80.00
70.00 70.00
60.00 60.00
I
50.00 I 50.00
40.00 l 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - I - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 2
Existing WS-III-B
Hydrograph type = SCS Runoff Peak discharge = 5.301 cfs
Storm frequency = 25 yrs Time to peak = 11.97 hrs
Time interval = 1 min Hyd. volume = 10,759 cuft
Drainage area = 0.900 ac Curve number = 74
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 6.01 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Existing WS-III-B
o (cfs) Hyd. No. 2 --25 Year Q (cfs)
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
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
Hyd No. 2 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 4
Post-Dev to Detention
Hydrograph type = SCS Runoff Peak discharge = 90.11 cfs
Storm frequency = 25 yrs Time to peak = 12.02 hrs
Time interval = 1 min Hyd. volume = 240,600 cuft
Drainage area = 14.190 ac Curve number = 89
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 11.90 min
Total precip. = 6.01 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev to Detention
o (cfs) Hyd. No. 4 --25 Year Q (cfs)
100.00 I 100.00
90.00 ) 90.00
80.00 80.00
70.00 70.00
60.00 60.00
4
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 4 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 5
Routed Detention Pond
Hydrograph type = Reservoir Peak discharge = 64.25 cfs
Storm frequency = 25 yrs Time to peak = 12.10 hrs
Time interval = 1 min Hyd. volume = 180,651 cuft
Inflow hyd. No. = 4 - Post-Dev to Detention Max. Elevation = 2104.98 ft
Reservoir name = Proposed Pond Max. Storage = 88,587 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Routed Detention Pond
Q (cfs) Hyd. No. 5 --25 Year Q (cfs)
100.00 i 100.00
90.00 90.00
80.00 80.00
70.00 70.00
60.00 60.00
II -
II
50.00 jl 50.00
40.00 11 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)
Hyd No. 5 Hyd No. 4 I Total storage used = 88,587 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 6
Post-Dev Detention Bypass 1
Hydrograph type = SCS Runoff Peak discharge = 2.543 cfs
Storm frequency = 25 yrs Time to peak = 11.95 hrs
Time interval = 1 min Hyd. volume = 5,247 cuft
Drainage area = 0.380 ac Curve number = 79
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.20 min
Total precip. = 6.01 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev Detention Bypass 1
Q (cfs) Hyd. No. 6 -- 25 Year 0 (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 — J 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)
— Hyd No. 6

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 7
Post-Dev Detention Bypass 2
Hydrograph type = SCS Runoff Peak discharge = 7.829 cfs
Storm frequency = 25 yrs Time to peak = 11.97 hrs
Time interval = 1 min Hyd. volume = 15,984 cuft
Drainage area = 1.260 ac Curve number = 76
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.80 min
Total precip. = 6.01 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev Detention Bypass 2
Q (cfs) Hyd. No. 7 -- 25 Year 0 (cfs)
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 -. — 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Time (hrs)
— Hyd No. 7

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 8
Post-Dev Detention Bypass 3
Hydrograph type = SCS Runoff Peak discharge = 2.042 cfs
Storm frequency = 25 yrs Time to peak = 12.00 hrs
Time interval = 1 min Hyd. volume = 5,098 cuft
Drainage area = 0.320 ac Curve number = 85
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 11.50 min
Total precip. = 6.01 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev Detention Bypass 3
Q (cfs) Hyd. No. 8 -- 25 Year 0 (cfs)
3.00 3.00
2.00 2.00
1.00 ...... L.' 1.00
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
— Hyd No. 8

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 9
Post-Dev to Study Point
Hydrograph type = Combine Peak discharge = 67.88 cfs
Storm frequency = 25 yrs Time to peak = 12.10 hrs
Time interval = 1 min Hyd. volume = 206,980 cuft
Inflow hyds. = 5, 6, 7, 8 Contrib. drain. area = 1.960 ac
Post-Dev to Study Point
o (cfs) Hyd. No. 9 --25 Year Q (cfs)
70.00 1 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)
Hyd No. 9 Hyd No. 5 Hyd No. 6 Hyd No. 7
Hyd No. 8

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 11
Post-Dev WS-III-B
Hydrograph type = SCS Runoff Peak discharge = 1.304 cfs
Storm frequency = 25 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 2,773 cuft
Drainage area = 0.180 ac Curve number = 87
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 6.01 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev WS-III-B
Q (cfs) Hyd. No. 11 -- 25 Year 0 (cfs)
2.00 2.00
1.00 1.00
0.00 — 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Time (hrs)
— Hyd No. 11

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 1
Existing On-Site Drainage Basin
Hydrograph type = SCS Runoff Peak discharge = 85.07 cfs
Storm frequency = 50 yrs Time to peak = 12.02 hrs
Time interval = 1 min Hyd. volume = 216,158 cuft
Drainage area = 14.990 ac Curve number = 76
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 13.20 min
Total precip. = 6.75 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Existing On-Site Drainage Basin
o (cfs) Hyd. No. 1 --50 Year Q (cfs)
90.00 90.00
80.00 80.00
70.00 - 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 - 20.00
10.00 10.00
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 2
Existing WS-III-B
Hydrograph type = SCS Runoff Peak discharge = 6.308 cfs
Storm frequency = 50 yrs Time to peak = 11.97 hrs
Time interval = 1 min Hyd. volume = 12,887 cuft
Drainage area = 0.900 ac Curve number = 74
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 6.75 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Existing WS-III-B
Q (cfs) Hyd. No. 2 --50 Year Q (cfs)
7.00 1 1 7.00
1
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 - — 2.00
I
1.00 1.00
J A ''''.--- ,
0.00 - ' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 2 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 4
Post-Dev to Detention
Hydrograph type = SCS Runoff Peak discharge = 102.89 cfs
Storm frequency = 50 yrs Time to peak = 12.02 hrs
Time interval = 1 min Hyd. volume = 277,064 cuft
Drainage area = 14.190 ac Curve number = 89
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 11.90 min
Total precip. = 6.75 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev to Detention
Q (cfs) Hyd. No. 4 --50 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 - 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 -. ' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 4 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 5
Routed Detention Pond
Hydrograph type = Reservoir Peak discharge = 69.63 cfs
Storm frequency = 50 yrs Time to peak = 12.12 hrs
Time interval = 1 min Hyd. volume = 215,679 cuft
Inflow hyd. No. = 4 - Post-Dev to Detention Max. Elevation = 2105.32 ft
Reservoir name = Proposed Pond Max. Storage = 95,255 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Routed Detention Pond
Q (cfs) Hyd. No. 5 --50 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 f 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)
Hyd No. 5 Hyd No. 4 I I Total storage used = 95,255 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 6
Post-Dev Detention Bypass 1
Hydrograph type = SCS Runoff Peak discharge = 2.983 cfs
Storm frequency = 50 yrs Time to peak = 11.95 hrs
Time interval = 1 min Hyd. volume = 6,197 cuft
Drainage area = 0.380 ac Curve number = 79
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.20 min
Total precip. = 6.75 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev Detention Bypass 1
Q (cfs) Hyd. No. 6 -- 50 Year 0 (cfs)
3.00 3.00
I
2.00 2.00
1.00 1.00
0.00 - 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)
— Hyd No. 6

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 7
Post-Dev Detention Bypass 2
Hydrograph type = SCS Runoff Peak discharge = 9.254 cfs
Storm frequency = 50 yrs Time to peak = 11.97 hrs
Time interval = 1 min Hyd. volume = 19,035 cuft
Drainage area = 1.260 ac Curve number = 76
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.80 min
Total precip. = 6.75 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev Detention Bypass 2
Q (cfs) Hyd. No. 7 --50 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
7(
0.00 - ' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 7 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 8
Post-Dev Detention Bypass 3
Hydrograph type = SCS Runoff Peak discharge = 2.356 cfs
Storm frequency = 50 yrs Time to peak = 12.00 hrs
Time interval = 1 min Hyd. volume = 5,928 cuft
Drainage area = 0.320 ac Curve number = 85
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 11.50 min
Total precip. = 6.75 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev Detention Bypass 3
Q (cfs) Hyd. No. 8 -- 50 Year 0 (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 — I r""" — ' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Time (hrs)
— Hyd No. 8

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 9
Post-Dev to Study Point
Hydrograph type = Combine Peak discharge = 76.53 cfs
Storm frequency = 50 yrs Time to peak = 12.03 hrs
Time interval = 1 min Hyd. volume = 246,838 cuft
Inflow hyds. = 5, 6, 7, 8 Contrib. drain. area = 1.960 ac
Post-Dev to Study Point
Q (cfs) Hyd. No. 9 --50 Year Q (cfs)
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 — 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 ! 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Time (hrs)
Hyd No. 9 Hyd No. 5 Hyd No. 6 Hyd No. 7
Hyd No. 8

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 11
Post-Dev WS-III-B
Hydrograph type = SCS Runoff Peak discharge = 1.495 cfs
Storm frequency = 50 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 3,209 cuft
Drainage area = 0.180 ac Curve number = 87
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 6.75 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev WS-III-B
Q (cfs) Hyd. No. 11 -- 50 Year 0 (cfs)
2.00 2.00
1.00 1.00
0.00 —. 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Time (hrs)
— Hyd No. 11

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 1
Existing On-Site Drainage Basin
Hydrograph type = SCS Runoff Peak discharge = 98.94 cfs
Storm frequency = 100 yrs Time to peak = 12.02 hrs
Time interval = 1 min Hyd. volume = 252,506 cuft
Drainage area = 14.990 ac Curve number = 76
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 13.20 min
Total precip. = 7.51 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Existing On-Site Drainage Basin
Q (cfs) Hyd. No. 1 -- 100 Year 0 (cfs)
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 - ' -- 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
— Hyd No. 1

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 2
Existing WS-III-B
Hydrograph type = SCS Runoff Peak discharge = 7.354 cfs
Storm frequency = 100 yrs Time to peak = 11.97 hrs
Time interval = 1 min Hyd. volume = 15,127 cuft
Drainage area = 0.900 ac Curve number = 74
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.51 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Existing WS-III-B
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 2 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 4
Post-Dev to Detention
Hydrograph type = SCS Runoff Peak discharge = 115.96 cfs
Storm frequency = 100 yrs Time to peak = 12.02 hrs
Time interval = 1 min Hyd. volume = 314,705 cuft
Drainage area = 14.190 ac Curve number = 89
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 11.90 min
Total precip. = 7.51 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev to Detention
Q (cfs) Hyd. No. 4 -- 100 Year Q (cfs)
120.00 1 120.00
100.00 I 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 - ' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 4 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 5
Routed Detention Pond
Hydrograph type = Reservoir Peak discharge = 72.19 cfs
Storm frequency = 100 yrs Time to peak = 12.12 hrs
Time interval = 1 min Hyd. volume = 251,941 cuft
Inflow hyd. No. = 4 - Post-Dev to Detention Max. Elevation = 2105.76 ft
Reservoir name = Proposed Pond Max. Storage = 103,890 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Routed Detention Pond
Q (cfs) Hyd. No. 5 -- 100 Year Q (cfs)
120.00 1 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 III 20.00
....................02iiIiiiIIIIIIII IIIIIIIIIIIIII�I
0.000.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Time (hrs)
Hyd No. 5 Hyd No. 4 I I Total storage used = 103,890 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 6
Post-Dev Detention Bypass 1
Hydrograph type = SCS Runoff Peak discharge = 3.436 cfs
Storm frequency = 100 yrs Time to peak = 11.95 hrs
Time interval = 1 min Hyd. volume = 7,188 cuft
Drainage area = 0.380 ac Curve number = 79
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.20 min
Total precip. = 7.51 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev Detention Bypass 1
Q (cfs) Hyd. No. 6 -- 100 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - ' 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Hyd No. 6 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 7
Post-Dev Detention Bypass 2
Hydrograph type = SCS Runoff Peak discharge = 10.75 cfs
Storm frequency = 100 yrs Time to peak = 11.95 hrs
Time interval = 1 min Hyd. volume = 22,235 cuft
Drainage area = 1.260 ac Curve number = 76
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.80 min
Total precip. = 7.51 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev Detention Bypass 2
Q (cfs) Hyd. No. 7 -- 100 Year Q (cfs)
12.00 12.00
10.00 10.00
8.00 - 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 - ' 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Hyd No. 7 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 8
Post-Dev Detention Bypass 3
Hydrograph type = SCS Runoff Peak discharge = 2.677 cfs
Storm frequency = 100 yrs Time to peak = 12.00 hrs
Time interval = 1 min Hyd. volume = 6,788 cuft
Drainage area = 0.320 ac Curve number = 85
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 11.50 min
Total precip. = 7.51 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev Detention Bypass 3
Q (cfs) Hyd. No. 8 -- 100 Year Q (cfs)
3.00 3.00
2.00 A 2.00
1.00 1.00
0.00 — — 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Time (hrs)
— Hyd No. 8

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 9
Post-Dev to Study Point
Hydrograph type = Combine Peak discharge = 82.42 cfs
Storm frequency = 100 yrs Time to peak = 12.00 hrs
Time interval = 1 min Hyd. volume = 288,153 cuft
Inflow hyds. = 5, 6, 7, 8 Contrib. drain. area = 1.960 ac
Post-Dev to Study Point
Q (cfs) Hyd. No. 9 -- 100 Year Q (cfs)
90.00 90.00
7
80.00 80.00
70.00 - 70.00
60.00 60.00
50.00 I 50.00
40.00 40.00
30.00 30.00
20.00 - 20.00
10.00 10.00
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 9 Hyd No. 5 Hyd No. 6 Hyd No. 7
Hyd No. 8

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,02/29/2024
Hyd. No. 11
Post-Dev WS-III-B
Hydrograph type = SCS Runoff Peak discharge = 1.691 cfs
Storm frequency = 100 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 3,659 cuft
Drainage area = 0.180 ac Curve number = 87
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.51 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev WS-III-B
Q (cfs) Hyd. No. 11 -- 100 Year 0 (cfs)
2.00 2.00
1.00 1.00
0.00 — 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Time (hrs)
— Hyd No. 11

APPENDIX B
6 Genesis Engineering
Collaborative

SUMMIT
CNWNCCRING•UIDORATORY•TCil-
A Uelmoeid bigheuelne idMioN Compowr
February 21, 2024
Grocery North Carolina, LP
c/o Asa Harris
Harris Development Partners, LLC
128 E. Hargett Street, Suite 203
Raleigh,North Carolina 27601
Subject: Report of Soil Borings and Seasonal High Water
Table Grocery at Mills River
1400 Emma Sharpe Road
Mills River,North Carolina
SUMMIT Project No. 7543.G0004
Dear Mr. Harris:
SUMMIT Engineering, Laboratory and Testing, Inc. (SUMMIT) is pleased to submit this report
of the soil borings, Seasonal High Water Table (SHWT) information and Infiltration Testing for
the Grocery at Mills River in Mills River,North Carolina.
PROJECT DESCRIPTION
The project will consist of a new Grocery 50 Prototype, totaling approximately 50,325 square feet.
The larger Shopping Center Development will contain additional for an adjacent 10,800 square
foot Retail Building and four (4) outparcel lots for future development. There will be 2
stormwater ponds on the southern portion of the site. There will be light and heavy duty asphalt
pavements around the building as well as concrete pavement. Retaining walls will be located
around the rear of the Grocery building and the rear of the parking lot adjacent to the Grocery
building along with some additional retaining walls at the front of the development.
SOIL BORINGS AND SHWT
For the project, SUMMIT performed a total of forty-seven (47) borings for the building,
outparcels, parking lots and drives and retaining walls. There are thirty-two (32) borings, B-1 to
B-32, for the building, outparcels,parking lots and drives, and fifteen(15)borings, RW-1 to RW-
15, for the retaining walls. The borings were advanced to depths ranging from 5 to 55 feet. The
boring logs and boring location plan are attached with this report.
ENGINEERING • LABORATORY • TESTING
1029 Old Stage Road,Suite D I Simpsonville,South Carolina 29681 I [phone] I(864)932-3706 Fax
WWW.SUMMIT-COMPANIES.COM

Report of Soil Borings SUMMIT Project No. 7543.G0004
Grocery at Mills River—Mills River, February 21,2024
NC
In order to estimate the seasonal high-water level at the boring locations, many factors are
examined, including the following:
• Measured groundwater level
• Drainage characteristics of existing soil types
• Current &historical rainfall data
• Natural relief points (such as lakes, rivers, wetlands, etc.)
• Man-made drainage systems (ditches, canals,retention basins, etc.)
• Review of available data (soil surveys, USGS maps, etc.)
• Redoximorphic features (mottling, stripping, etc.)
Groundwater was only encountered in RW-2 at a depth of 30 feet at the time of drilling or an
approximate elevation of 2074'. Moist to wet soils were encountered in borings B-30 and B-31
on the lower southern side of the property at depths of around 2091' to 2092'. Some soil mottling
was observed in the samples at these approximate elevations in borings B-30 and B-31.
Based on the results of our field exploration and the factors listed above, we estimate that the
seasonal high groundwater level on the lower southern side of the site could occur at an elevation
around 2091' to 2092', or roughly 8 to 10 feet below the ground surface elevation in this area of
the site.
For the remainder of the site,the seasonal high water table appears to be in excess of 20 feet below
the existing ground surface elevation. The ground surface elevation on the site varied from around
2098' on the southern corner of the property to in excess of 2150' on the eastern and northern
portions of the property. The majority of the site has ground surface elevations in excess of 2110'.
It should be noted that the estimated seasonal high water levels provided should be considered
accurate to approximately ±1 foot and do not provide any assurance that groundwater levels will
not exceed these estimated levels during any given year in the future. Should the impediments to
surface water drainage be present, or should rainfall intensity and duration, or total rainfall
quantities, exceed the normally anticipated rainfall quantities, groundwater levels might exceed
our seasonal high estimates.Further, it should be understood that changes in the surface hydrology
and subsurface drainage from on-site and/or off-site improvements could have significant effects
on the normal and seasonal high groundwater levels.
INFILTRATION TESTING
Infiltration testing was performed at a total of 6 locations, shown as I-1 to I-6 on the boring location
plan. The infiltration tests were performed at an approximate elevation of 2095', which resulted
in test depths of 3 to 4 feet below the existing ground surface elevation.
The results of the infiltration tests indicated infiltration rates varying from around 1.0 to 4.5 inches
per hour with an average infiltration rate of around 2.6 inches per hour. Infiltration rates may vary
within the proposed site due to changes in elevation and subsurface conditions. The values
provided are field measured values and do not include a factor of safety. We would recommend
that an appropriate factor of safety be used for the infiltration rates above.
2 'Page

Report of Soil Borings SUMMIT Project No. 7543.G0004
Grocery at Mills River-Mills River, February 21,2024
NC
SUMMIT appreciates the opportunity to be of service to you on this project. If you have any
questions concerning the information presented herein or if we can be of further assistance,please
feel free to call us at(864) 932-3705.
Sincerely,
SUMMIT ENGINEERING,LABORATORY&TESTING,INC.
LPL- ' (,'"- <fr---
Ross Deaver,P.E. J. Jason Sims, P.E.
Senior Engineer Senior Engineer
Attachments: Boring Logs
Boring Location Plan
NRCS Soil Survey
3IPage

/ 1°.
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- ` _ I LEGEND
PROPERTY LINE -0 XNN
_..._ _ _ __
\\\� \` \\ JJ\ \\ \ °Itt \ PROPOSED CURB
_ ,�\ -, \ \ \ \ \ \ \ \\ \ —_— - _ _
\ - _ EXISTING STORM SEWER
\ \\ - „ PROPOSED CONTOUR 1250
\\ 0\\\\- \J2l N N N\ \\ \\ \ t <o EXISTING CONTOUR — —1250--
-
\ I I \_ —_✓_ = \ \ \ \ \ \Z\ \\ PROPOSED SPOT ELEVATION r 50.35Y
0.35 f
1 I I \��- =\\ + =j— r \ \ \ \\ EXISTING SPOT ELEVATION 50.85 J
\N j/// =_� \ \ \ \ EXISTING WOODS LINE )
I r I� PROPOSED STORM SEWER
1 _
1 \\\\\ G — SINGLE WING CATCH BASIN(SWCB)
DOUBLE WING CATCH BASIN(DWCB) PROJECT NUMBER:
DROP INLET(DI),WEIR INLET(WI)
CURB INLET(CI) 21-118
HEADWALL(HDWL) DATE:
EXISTING FEATURES SCREENED 12/11/2023
•
___ -c ------- BORING
LOCATION PLAN
811e, GRAPHIC SCALE
—
wi.;k1F50 so 0 210 100 200
Know what's below. (IN FEET) B L- 1
Call before you dig. 1 inch=50ft.

BORING NUMBER B-1
— PAGE 1 OF 1
SUMMIT
CLIENT Grocery North Carolina, LP PROJECT NAME Grocery at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North
DATE STARTED 1/19/24 COMPLETED 1/19/24 @ftroSAJIND ELEVATION 2146 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING ---Not Encountered
LOGGED BY SUMMIT CHECKED BY R.Deaver AT END OF DRILLING ---Cave-in depth at 4.6 feet
NOTES AFTER DRILLING ---
A SPT N VALUE A
O U > � 0 -a w 0 20 40 60 80100
w o o w N M
0 MATERIAL DESCRIPTION J 3 w 8 3 3 3 Q
z H com m z 0 20 40 60 80100
w ❑FINES CONTENT(%)❑
0 20 40 60 80100
46. t" •.``.� Surficial Organic Soil-4" l
RESIDUAL-Loose,orangish-brown and tan,fine,silty SAND I SPT 3 3 3 6 A
— (SM)-moist SS-1
SPT 3 4 4 8
5.0 •. ;. SS-2
r2141.O:
—
Stiff, brown,grey and tan,fine,slightly micaceous,sandy SILT SPT 5 6 6 12
(ML)-dry SS-3
— — ISPT 3 5 5 10
o.o SS-4
2136.0= Boring terminated at approximately 10 feet below ground surface
1 5.0
=2131.O
20.0
21 26.0=
25.0
=2121.O
30.0
21 1 6.0=
35.0
-2111.0-
40.0

BORING NUMBER B-2
— PAGE 1 OF 1
SUMMIT
p Wlvrwl Fngin—rinq gclwv Campony
CLIENT Grocery North Carolina, LP PROJECT NAME Grocery at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North
DATE STARTED 1/19/24 COMPLETED 1/19/24 @ftliSAJIND ELEVATION 2144 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING ---Not Encountered
LOGGED BY SUMMIT CHECKED BY R.Deaver AT END OF DRILLING ---
NOTES AFTER DRILLING ---
A SPT N VALUE A
0 U > � 0 -a w 0 20 40 60 80100
w o o w N co
�O MATERIAL DESCRIPTION J w 8 3 3 3 Q
0 z com co z 0 20 40 60 80100
w ❑FINES CONTENT(%)❑
0 20 40 60 80100
Surficial Organic Soil-3" l
RESIDUAL-Dense,grey,fine,silty SAND(SM)with small rocky SPT 22 50 50/5" A
\ fragments-moist `�SS-11
PARTIALLY WEATHERED ROCK-Sampled as very dense,
=,z grey,fine,silty SAND(SM)with weathered rock fragments SPT 50 50/4" A
moist
SS-2
21 39.0 ,
Auger refusal at 5.6 feet
— —
Boring offset 5'south and refusal at 5.8'
10.0
21 34.0=
1 5.0
=21 29.0
20.0
21 24.0=
25.0
=2119.0
30.0
21 14.0=
35.0
=21 09.0=
40.0

BORING NUMBER B-3
— PAGE 1 OF 1
SUMMIT
CLIENT Grocery North Carolina, LP PROJECT NAME Grocery at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North
DATE STARTED 1/19/24 COMPLETED 1/19/24 @ftliSAJIND ELEVATION 2144 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING ---Not Encountered
LOGGED BY SUMMIT CHECKED BY R.Deaver AT END OF DRILLING ---Cave-in depth at 20 feet
NOTES AFTER DRILLING ---
w _1 A SPT N VALUE
O U >_ct .. > 0 -a w 0 20 40 60 80100
w o o w N co D
OMATERIAL DESCRIPTION J 2 w 0 IX co 3 3 Q
z CC H m m m z 0 20 40 60 80100
w < ❑FINES CONTENT(%)❑
0 20 40 60 80100
2144.0-,. ?,:.`.\ Surficial Organic Soil-4" 7
RESIDUAL-Hard,brown,grey and black,fine,slightly I SPT
— — micaceous,sandy SILT(ML)-moist SS-1 8 12 22 34
Dense,grey, brown and tan,fine,slightly micaceous,silty I SPT 12 14 19 33
5.0 SAND(SM)with small rock fragments-dry SS-2
=2139.0-': :,,`:
PARTIALLY WEATHERED ROCK-Sampled as very dense, SPT 50 50/3" A
grey and tan,fine,silty SAND(SM)with rock fragments-moist
SS-3
— — -SPT 50 50/4" A
i.o.o SS-4
21 34.C=.
SPT 50 50/5"
5.o SS-5
=21 29.0
— — -SPT 50 50/4" A
20.o SS-6
21 24.C=...:...
•
Very stiff,grey,brown and tan,fine,slightly micaceous,sandy
— — SILT(ML)-moist
SPT 22 50 50/3" A
PARTIALLY WEATHERED ROCK-Sampled as very hard, �SS-7
1 19. grey and tan,fine,slightly micaceous,sandy SILT(ML) moist
Boring terminated at approximately 25 feet below ground surface
30.0
21 14.C=
35.0
=21 09.0
40.0

BORING NUMBER B-4
— PAGE 1 OF 1
SUMMIT
CLIENT Grocery North Carolina, LP PROJECT NAME Grocery at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North
DATE STARTED 1/19/24 COMPLETED 1/19/24 @ftroSAJIND ELEVATION 2145 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING ---Not Encountered
LOGGED BY SUMMIT CHECKED BY R.Deaver AT END OF DRILLING ---Cave-in depth at 19 feet
NOTES AFTER DRILLING ---
A SPT N VALUE A
O U > � 0 -a w 0 20 40 60 80100
H W o o 1-1-1N co
eL O MATERIAL DESCRIPTION J w 8 3 3 3
3z H com m z 0 20 40 60 80100
w ❑FINES CONTENT(%)❑
0 20 40 60 80100
2145.0 . •. :. RESIDUAL-Dense, brown and light grey,fine,silty SAND
(SM)-dry I SPT
SS-1 16 15 17 32
Very stiff,brown,grey and black,fine,sandy SILT(ML)-moist SPT 7 12 15 27
5.o SS-2
=21 40.0
-with slight mica I SPT 8 11 10 21
SS-3
— — Medium dense to dense,brown and light grey,fine,slightly7 SPT 10 11 11 22
o.o micaceous,silty SAND(SM)-dry SS-4
21 35.0
I SPT 13 15 16 31
5.o SS-5
— — Very stiff,brown,tan and black,fine,slightly micaceous,sandy 7SPT 12 12 16 28
20.o SILT(ML)-moist SS-6
21 25.0 •
I SPT 7 7 12 19
25.0 • SS-7
120.0 Boring terminated at approximately 25 feet below ground surface
30.0
21 1 5.0=
35.0
=21 10.0
40.0

BORING NUMBER B-5
— PAGE 1 OF 1
SUMMIT
p Wlvrwl Fngin—rinq gclwv Campony
CLIENT Grocery North Carolina, LP PROJECT NAME Grocery at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North
DATE STARTED 1/19/24 COMPLETED 1/19/24 @ftliSAJIND ELEVATION 2146 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING ---Not Encountered
LOGGED BY SUMMIT CHECKED BY R.Deaver AT END OF DRILLING ---
NOTES AFTER DRILLING ---
w _1 A SPT N VALUE A
z O U >o' — > c -a w 0 20 40 60 80100
w N co D
11 O o o w MATERIAL DESCRIPTION J w 8 IX 3 3 3 Q
z CC H m m m z 0 20 40 60 80100
w < ❑FINES CONTENT(%)❑
0 20 40 60 80100
2146.0y:.l:.p:: RESIDUAL-Dense,tan and light brown,fine,silty SAND(SM)
��.,„ \ -dry /7SPT 50 50/1"
PARTIALLY WEATHERED ROCK-Sampled as very dense, SS-1
_ j tan and light brown, medium to fine,silty SAND(SM)with
weathered rock fragments dry 50 50/1"
Auger refusal at 3.6 feet 5.0 SS-2
-2141.0- Boring offset 5'and refusal at 1.5'. Several offsets were
attempted and refusal between 1 and 3 feet for each offset.
10.0
21 36.0=
--
1 5.0
=2131.0=
20.0
21 26.0=
25.0
2121.0=
30.0
21 1 6.0=
35.0
-2111.0-
40.0

BORING NUMBER B-6
— PAGE 1 OF 1
SUMMIT
CLIENT Grocery North Carolina, LP PROJECT NAME Grocery at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North
DATE STARTED 1/19/24 COMPLETED 1/19/24 @ftroSAJIND ELEVATION 2142 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING ---Not Encountered
LOGGED BY SUMMIT CHECKED BY R.Deaver AT END OF DRILLING ---Cave-in depth at 11.5 feet
NOTES AFTER DRILLING ---
A SPT N VALUE A
0 U > � 0 -a w 0 20 40 60 80100
H w o o w N M
OMATERIAL DESCRIPTION J 3 w 8 3 3 3
z H com m z 0 20 40 60 80100
w ❑FINES CONTENT(%)❑
0 20 40 60 80100
Surficial Organic Soil-3" l
RESIDUAL-Medium dense,grey, pink and white,fine,slightly I SPT
— micaceous,silty SAND(SM)-moist SS-1 8 8 10 18
Very stiff,black,grey and white,fine, micaceous,sandy SILT SPT 8 12 14 26
5.0 (ML)-dry SS-2
=2137.0
1SPT 11 6 10 16
SS-3
SPT 7 12 12 24
1 o.o SS-4
2132.0=.
•
•
•
Medium dense,grey and tan,fine,slightly micaceous,silty SPT 7 8 9 17 •
5.0 : .. SAND(SM)-dry SS-5 •
Boring terminated at approximately 15 feet below ground surface
20.0
21 22.12
25.0
=21 17.0
30.0
21 1 2.0=
35.0
=21 07.0
40.0

BORING NUMBER B-7
— PAGE 1 OF 1
SUMMIT
CLIENT Grocery North Carolina, LP PROJECT NAME Grocery at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North
DATE STARTED 1/25/24 COMPLETED 1/25/24 @ftliSAJIND ELEVATION 2148 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING ---Not Encountered
LOGGED BY SUMMIT CHECKED BY R.Deaver AT END OF DRILLING ---Cave-in depth at 33 feet
NOTES AFTER DRILLING ---
w _1 A SPT N VALUE A
0 U >_ct .. > 0 -a w 0 20 40 60 80100
1---- _0 ~m ,r,, J ,— N M J PL MC LL
< �O MATERIAL DESCRIPTION w g U a 3 N Q I •
J z CC w m o m > 0 20 40 60 80100
z
w < ❑FINES CONTENT(%)❑
0 20 40 60 80100
2148 L3 RESIDUAL-Medium dense,tan,light grey and brown,fine,
slightly micaceous,silty SAND(SM)-dry SPT 1SS-1 11 12 14 26
Firm to stiff, brown and grey,fine,slightly micaceous,sandy SPT 4 6 8 14
' ( ::
5.0 = SILT(ML)-moist SS-2•
21 43.(k
1SPT 3 4 4 8 .4
SS-3
1SPT 4 5 5 10
o.o = SS-4 • •
Dense,brown,grey and white,fine,silty SAND(SM)with small SPT 10 11 21 32
15.0 ':'. :.. rock fragments-moist SS-5,
2133.Ct
rPARTIALLY WEATHERED ROCK-Sampled as very dense,
brown,grey and white,fine,silty SAND(SM)with rock 50 50/3"
fragments-moist -1 SPT I
20.0 SS-6 •
•
21z8.
Medium dense,grey and white,fine,silty SAND(SM)-moist
,; SPT 19 50 50/4" A
z5.o PARTIALLY WEATHERED ROCK-Sampled as very dense, SS-7J
21 z3. grey and white,fine,silty SAND(SM) moist .•
.
Dense,grey, brown and white,fine,silty SAND(SM)-moist •
=. IISPT 14 16 22 38 •
SS-8
21 18.(k_'.
'" ik"� PARTIALLY WEATHERED ROCK-Sampled as verydense, SPT 25 50 50/5" •
-`- 35.0 5 p SS-9� '
113. brown,grey and black,fine,silty SAND(SM)with rock •
•
a fragments-moist
•
Very stiff,brown,grey and black,fine,slightly micaceous, ••
. sandy SILT(ML)-moist to wet •
ZSPT 7 8 8 16 •
40.o S-10
108. Boring terminated at approximately 40 feet below ground surface
45.0

BORING NUMBER B-8
— PAGE 1 OF 1
SUMMIT
CLIENT Grocery North Carolina, LP PROJECT NAME Grocery at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North
DATE STARTED 9/8/23 COMPLETED 9/8/23 @ftroSAJIND ELEVATION 2147 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING ---Not Encountered
LOGGED BY SUMMIT CHECKED BY R.Deaver AT END OF DRILLING ---Cave-in depth at 28.5 feet
NOTES AFTER DRILLING ---
w _1 A SPT N VALUE A
O U >_ct .. > 0 -a w 0 20 40 60 80100
1---- 1-0 ~ ° J N coJ PLC
< O MATERIAL DESCRIPTION L 3 U 8 IX 3 `) t) Q I M• LL
L v g—Iz CC w m m m > 0 20 40 60 80100
z
w < ❑FINES CONTENT(%)❑
0 20 40 60 80100
2147. RESIDUAL-Very stiff to hard,grey,tan and white,fine,slightly
micaceous,sandy SILT(ML)-moist I SPT
SS-1 8 10 13 23
SPT 10 16 19 35
5.0 SS-2
=2142.0'. •
Dense to very dense,grey, brown and white,fine,silty SAND SPT 9 18 40 58
— — (SM)with small rock fragments-moist SS-3
7
— — -medium to fine SPT 19 19 12 31
o.o SS-4
21 37.E
SPT 24 50 50/5" A
i' PARTIALLY WEATHERED ROCK-Sampled as very dense, SS-5
1 5.0 �
32, greyand brown,fine,siltySAND(SM)with rock fragments-
�132.0� � 9
moist
Very dense, brown,grey and white,fine,slightly micaceous,
silty SAND(SM)with small rock fragments-moist
— — I SPT 18 34 45 79
20.0 SS-6
21 27.Ct:
Hard, light brown and tan,fine,sandy SILT(ML)with seams of SPT 16 18 14 32
25.o coarse sand-moist SS-7
=21 22.0
— — Medium dense to dense,brown,tan and grey,fine,slightly7 SPT 11 8 10 18
30.0 micaceous,silty SAND(SM)-moist SS-8
2117.E :•
Jj\ with small rock fragments 71\sPT 32 50 50/4" A
_35.0 ;;;; PARTIALLY WEATHERED ROCK-Sampled as very dense, SS-9/
21 12.ot \ brown and tan,fine silty SAND(SM)with rock fragments- '
moist
— - Boring terminated at approximately 35 feet below ground surface
40.0

BORING NUMBER B-9
— PAGE 1 OF 1
SUMMIT
p Wlvrwl Fngin—rinq gclwv Campony
CLIENT Grocery North Carolina, LP PROJECT NAME Grocery at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North
DATE STARTED 9/8/23 COMPLETED 9/8/23 @ftliSAJIND ELEVATION 2124 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING ---Not Encountered
LOGGED BY SUMMIT CHECKED BY R.Deaver AT END OF DRILLING ---Cave-in depth at 17 feet
NOTES AFTER DRILLING ---
A SPT N VALUE A
O 0 > � 0 -a w 0 20 40 60 80100
W o o W N coCI-O MATERIAL DESCRIPTION J w 8 3 3 3
z H com m z 0 20 40 60 80100
w ❑FINES CONTENT(%)❑
0 20 40 60 80100
-21 24.0 "• Surficial Organic Soil-5" l
POSSIBLE FILL-Stiff to very stiff, reddish-orange,fine,clayey I SPT
SILT(ML)-dry SS-1 15 8 11 19
-with some gravel I SPT 5 6 7 13
5.0 = SS-2
=2119.0
RESIDUAL-Stiff, red and brown,fine,silty CLAY(CL)-moist
SPT 4 5 8 13
SS-3
— - -with slight sand SPT 3 4 5 9
o _/ SS-4
2114.4.
Stiff, reddish-orange and tan,fine,clayey SILT(ML)-moist SPT 3 4 6 10
15.0 SS-5
=21 09.0
- - Stift, reddish-orange and brown,fine,slightly clayey,sandy SPT 2 5 6 11
zo.o SILT(ML)-moist SS-6
=2104.0= Boring terminated at approximately 20 feet below ground surface
25.0
=2099.0=
30.0
-2094.0=
35.0
=2089.0O
40.0

BORING NUMBER B-10
— PAGE 1 OF 1
SUMMIT
p Wlvrwl Fngin—rinq gclwv Campony
CLIENT Grocery North Carolina, LP PROJECT NAME Grocery at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North
DATE STARTED 1/25/24 COMPLETED 1/25/24 @ftroSAJIND ELEVATION 2140 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING ---Not Encountered
LOGGED BY SUMMIT CHECKED BY R.Deaver AT END OF DRILLING ---Cave-in depth at 24 feet
NOTES AFTER DRILLING ---
w _1 A SPT N VALUE A
O U >_ct .. > 0 -a w 0 20 40 60 80100
w ,r,, w N M D
CI- MATERIAL DESCRIPTION J w 8 IX 3 3 3 Q
z CC H m m co z 0 20 40 60 80100
w ❑FINES CONTENT(%)❑
0 20 40 60 80100
'40.k: !: `\ Surficial Organic Soil-4" /
RESIDUAL-Stiff to very stiff, red,tan,black and brown,fine, I SPT
— slightly micaceous,sandy SILT(ML)-moist SS-1 11 12 14 26
with seams of medium sand I SPT 8 9 10 19
5.0 SS-2
=21 35.0
with small rock fragments SPT 8 7 6 13
— — • SS-3
— — Stiff, brown and light red,fine,sandy,elastic SILT(MH)-moist I SPT 5 6 6 12
10.o SS-4
=2 1 30.0=
Very stiff to hard,tan,white and grey,fine,slightly micaceous, SPT 12 15 17 32
15.0 sandy SILT(ML)-moist SS-5
=21 25.0O
- SPT 8 8 9 17
20.0 SS-6
21 20.0-:, .
- Medium dense, light brown,tan and white,fine,slightly SPT 6 8 10 18
25.0 micaceous,silty SAND(SM)-moist SS-7
— — Very stiff,brown,grey and black,fine,sandy SILT(ML)-moist SPT 9 10 9 19
30.o SS-8
21 10.0
11 ,
PARTIALLY WEATHERED ROCK-Sampled as very dense,
y brown,fine,silty SAND(SM)with weathered rock fragments-
moist XI SPT 50 50/5" A
35.0 SS-9I
=2105.0- Boring terminated at approximately 35 feet below ground surface
40.0

BORING NUMBER B-11
— PAGE 1 OF 1
SUMMIT
CLIENT Grocery North Carolina, LP PROJECT NAME Grocery at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North
DATE STARTED 1/25/24 COMPLETED 1/25/24 @fEcoSAJIND ELEVATION 2133 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING ---Not Encountered
LOGGED BY SUMMIT CHECKED BY R.Deaver AT END OF DRILLING ---Cave-in depth at 19 feet
NOTES AFTER DRILLING ---
A SPT N VALUE A
O U > � 0 -a w 0 20 40 60 80100
H W o o W N co
eL O MATERIAL DESCRIPTION L43 w 8 3 3 3
z H com m z 0 20 40 60 80100
w ❑FINES CONTENT(%)❑
0 20 40 60 80100
2133.0= .'•": Surficial Organic Soil-5"
RESIDUAL-Stiff to very stiff, brown and black,fine,slightly I SPT
— micaceous,sandy SILT(ML)-moist SS-1 4 5 5 10
SPT 6 6 8 14
5.0 SS-2
21 .••'.•. •
7 10 11 21
15SF-3
— — Medium dense, brown and tan,fine,slightly micaceous,silty SPT 10 10 13 23
o.o SAND(SM)-moist SS-4
21 23.0
Very stiff,brown,black and white,fine,slightly micaceous, SPT 10 9 11 20
15.0 sandy SILT(ML)with seams of medium sand from 13.5'-15'- SS-5
2118.0-.. • moist
— — ISPT 8 8 10 18
zo.o SS-6
I •
SS-7 SPT 7 11 12 23
25.0
1 oa.0 Boring terminated at approximately 25 feet below ground surface
30.0
21 03.0=
35.0
12o9a.o-
40.0

BORING NUMBER B-12
— PAGE 1 OF 1
SUMMIT
CLIENT Grocery North Carolina, LP PROJECT NAME Grocery at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North
DATE STARTED 9/8/23 COMPLETED 9/8/23 @fEciAiNti ELEVATION 2146 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING ---Not Encountered
LOGGED BY SUMMIT CHECKED BY R.Deaver AT END OF DRILLING ---Cave-in depth at 27 feet
NOTES AFTER DRILLING ---
w _1 A SPT N VALUE A
z O U > — > c -a w 0 20 40 60 80100
I.--- _0 ~m ° J N co J PL MC LL
<i 11 O MATERIAL DESCRIPTION L 3 U 8 IX 3 `) t) Q I •
1 v g—Iz I:tw m m co > 0 20 40 60 80100
z
w 3 < ❑FINES CONTENT(%)❑
0 20 40 60 80100
2146.- C' }}}}X POSSIBLE FILL-Stiff, light brown and tan,fine,sandy SILT
(ML)-moist I SPT
— RESIDUAL-Very stiff,tan,brown and black,fine,slightly SS-1 5 7 11 18 4
_ _ micaceous,sandy SILT(ML)-dry
SPT 7 10 11 21
5.o SS-2
=21 41.0
SPT 8 11 19 30
SS-3
— — Dense,light brown,tan and grey,fine,slightly micaceous,silty I SPT 12 13 20 33
10.0 SAND(SM)-moist SS-4
ANNNI
21 36.0'
— SPT 13 17 50 50/5"
,5.0pPARTIALLY WEATHERED ROCK-Sampled as very dense, SS 5_131.0light brown,tan and grey,fine,silty SAND(SM)with rock
y fragments-moist
Medium dense,tan and grey,fine,slightly micaceous,silty
— SAND(SM)-moist
— — I SPT 13 11 14 25
zo.o SS-6
21 26.Ct:
SPT 12 13 14 27
z5.o SS-7
=2121.0O'.
— — Very dense, brown,tan and black,fine,silty SAND(SM)-moist SPT 23 28 35 63
30.o SS-8
2116.Ct
, SPT 19 50 50/2" A
35.0 PARTIALLY WEATHERED ROCK-Sampled as very dense, �SS-9I
2 1 1 1.o- brown,tan and black,fine,silty SAND(SM)with weathered
— _ \ rock fragments-moist /
Boring terminated at approximately 35 feet below ground surface
40.0

BORING NUMBER B-13
— PAGE 1 OF 1
SUMMIT
CLIENT Grocery North Carolina, LP PROJECT NAME Grocery at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North
DATE STARTED 9/8/23 COMPLETED 9/8/23 @ftliSAJIND ELEVATION 2122 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING ---Not Encountered
LOGGED BY SUMMIT CHECKED BY R.Deaver AT END OF DRILLING ---Cave-in depth at 17 feet
NOTES AFTER DRILLING ---
A SPT N VALUE A
0 U > � 0 -a w 0 20 40 60 80100
W o o 1-1-1N co
O MATERIAL DESCRIPTION J 3 w 8 3 3 3
z H com m z 0 20 40 60 80100
w ❑FINES CONTENT(%)❑
0 20 40 60 80100
'2122. Gravel-3" l
POSSIBLE FILL-Very stiff, red and brown,fine,slightly I SPT
micaceous,sandy CLAY(CL)-dry SS-1 5 9 13 22
RESIDUAL-Very stiff, brown and red,fine,slightly micaceous,
5.0 sandy SILT(ML)-moist ISSSP_
7 7 9 16
•
SPT 4 4 8 12
— — Medium dense,orange,tan and white,fine,silty SAND(SM)- SS-3
moist
— • Dense,white and grey, medium to fine,silty SAND(SM)with SPT 30 32 50 50/5"
—,o.o ~ \ rock fragments-moist , SS-4
27 2 PARTIALLY WEATHERED ROCK-Sampled as very dense,
y'y white and grey,medium to fine,silty SAND(SM)with rock
fragments-moist
_ Medium dense, brown and grey,fine,silty SAND(SM)-moist
SPT 7 9 11 20
5.o SS-5
— � ''" PARTIALLY WEATHERED ROCK-Sampled as very dense, =SPT 50 50/2" A
20.0 % brown and grey, medium to fine,silty SAND(SM)with SS-6I
2102.0= \ weathered rock fragments-moist
Boring terminated at approximately 20 feet below ground surface
25.0
E2097.0=
30.0
-2092.0=
35.0
E2087.0=
40.0

BORING NUMBER B-14
— PAGE 1 OF 1
SUMMIT
CLIENT Grocery North Carolina, LP PROJECT NAME Grocery at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North
DATE STARTED 1/22/24 COMPLETED 1/22/24 @ftroSAJIND ELEVATION 2143 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING ---Not Encountered
LOGGED BY SUMMIT CHECKED BY R.Deaver AT END OF DRILLING ---Cave-in depth at 6.5 feet
NOTES AFTER DRILLING ---
A SPT N VALUE A
0 0 > � 0 -a w 0 20 40 60 80100
H w o o w N co
11 O MATERIAL DESCRIPTION J w 8 3 3 3 Q
3z H com m z 0 20 40 60 80100
w ❑FINES CONTENT(%)❑
0 20 40 60 80100
Surficial Organic Soil-3" l
RESIDUAL-Stiff, brown,grey and tan,fine,slightly micaceous, I SPT
— sandy SILT(ML)-moist SS-1 4 4 7 11
•
Medium dense,grey, brown and tan,fine,silty SAND(SM)-dry SPT 5 6 8 14
5.o SS-2
r21 38.0=';
-moist I SPT 8 8 9 17
SS-3
1SPT
7 8 8 16
1 o.o :.._.'.•. SS-4
2133.0= Boring terminated at approximately 10 feet below ground surface
1 5.0
=21 28.0=
20.0
21 23.E
25.0
=21 18.0=
30.0
21 13.E
35.0
=21 08.0=
40.0

BORING NUMBER B-15
— PAGE 1 OF 1
SUMMIT
CLIENT Grocery North Carolina, LP PROJECT NAME Grocery at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North
DATE STARTED 1/22/24 COMPLETED 1/22/24 @ftroSAJIND ELEVATION 2142 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING ---Not Encountered
LOGGED BY SUMMIT CHECKED BY R.Deaver AT END OF DRILLING ---Cave-in depth at 9 feet
NOTES AFTER DRILLING ---
A SPT N VALUE A
0 U > � 0 -a w 0 20 40 60 80100
w o o w N M
11 0 MATERIAL DESCRIPTION J 3 w 8 3 3 3
z H com m z 0 20 40 60 80100
w ❑FINES CONTENT(%)❑
10 20 40 60 80100
2142.0: "•...;\ Surficial Organic Soil-2" `
RESIDUAL-Medium dense,light brown and tan,fine,silty I SPT
— — SAND(SM)-dry SS-1 6 6 7 13
Stiff to very stiff,grey,white and brown,fine,slightly SPT 6 8 8 16
5.0 micaceous,sandy SILT(ML)-moist SS-2
ISPT 5 6 9 15
SS-3
1SPT 4 4 6 10
o.o SS-4
2132.0=.
Dense,grey and white,fine,silty SAND(SM)-moist SPT 16 18 21 39
5.o SS- •
5
'27.0- Boring terminated at approximately 15 feet below ground surface
20.0
21 22.0
25.0
=21 17.0
30.0
=21 1 2.0=
35.0
=21 07.0-
40.0

BORING NUMBER B-16
- PAGE 1 OF 1
SUMMIT
CLIENT Grocery North Carolina, LP PROJECT NAME Grocery at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North
DATE STARTED 1/22/24 COMPLETED 1/22/24 @f(10414D ELEVATION 2143 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING ---Not Encountered
LOGGED BY SUMMIT CHECKED BY R.Deaver AT END OF DRILLING ---
NOTES AFTER DRILLING ---
w _i A SPT N VALUE A
0 U >_ct .. > ( 0 -a w 0 20 40 60 80100
w ,r,, w N M D
�O MATERIAL DESCRIPTION w 0 a 3 3 3 Q
z CC H m m m z 0 20 40 60 80100
W < ❑FINES CONTENT(%)❑
0 20 40 60 80100
2143.E' .:".:.\ Surficial Organic Soil-3" /
RESIDUAL-Medium dense,brown,grey and white, medium to VI SPT 8 g 50 50/4"
- -: \y,.,,r fine,silty SAND(SM)with rock fragments-dry /ASS-1,
PARTIALLY WEATHERED ROCK-Sampled as very dense,
:,:. brown,grey and white,medium to fine,silty SAND(SM)with
I rock fragments dry SPT 26 17 15 32
/1
i53 o:: Medium dense,orange and brown,medium to fine,silty SAND SS 2
(SM)with small rock fragments-dry
Medium dense to dense,brown,grey and tan,fine,slightly SPT 8 12 16 28
micaceous,silty SAND(SM)-moist SS-3
SPT 7 15 16 31
o.o SS-4
21 33.0
SPT 10 50 50/4" A
''" PARTIALLY WEATHERED ROCK-Sampled as very dense, \SS-5,
5OEr brown,greyand tan,fine,siltySAND(SM)with weathered rock
•
7, \ fragments-moist •
Auger refusal at 16 feet
Initial boring refused at 6 feet. Boring offset 5'south and
continued to 16 feet.
20.0
21 23.0'-
25.0
21 18.0
30.0
21 13.0'-
35.0
108.0
_ 40.0

BORING NUMBER B-17
— PAGE 1 OF 1
SUMMIT
CLIENT Grocery North Carolina, LP PROJECT NAME Grocery at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North
DATE STARTED 1/22/24 COMPLETED 1/22/24 @ftroSAJIND ELEVATION 2143 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING ---Not Encountered
LOGGED BY SUMMIT CHECKED BY R.Deaver AT END OF DRILLING ---Cave-in depth at 10.5 feet
NOTES AFTER DRILLING ---
A SPT N VALUE A
O U > � 0 -a w 0 20 40 60 80100
W o o 1-1-1N coCI-O MATERIAL DESCRIPTION J 3 w 8 3 3 3
z H com m z 0 20 40 60 80100
w ❑FINES CONTENT(%)❑
0 20 40 60 80100
2143.0=-' ��:: Surficial Organic Soil-4"
RESIDUAL-Stiff, brown,orange and black,fine,sandy SILT I SPT
— — • (ML)-moist SS-1 4 4 5 9
I SPT 12 15 18 33
5o Dense,brown and grey,fine,slightly micaceous,silty SAND SS-2
�138.o- (SM) dry
-with slight rock fragments I SPT 20 17 22 39
SS-3
SPT 21 50 50/5" A
PARTIALLY WEATHERED ROCK-Sampled as very dense, SS-4'
21 33.0 \=':I_'' brown,grey and tan,fine,silty SAND(SM)with weathered rock
fragments moist
—- z'" SPT 50 50/1" A
•
SS-5 •
15.0 1�-" •
1 z8.o- Boring terminated at approximately 15 feet below ground surface
20.0
21 23.0=
25.0
=21 18.0
30.0
21 13.0=
35.0
40.0

BORING NUMBER B-18
— PAGE 1 OF 1
SUMMIT
CLIENT Grocery North Carolina, LP PROJECT NAME Grocery at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North
DATE STARTED 1/22/24 COMPLETED 1/22/24 @ftroSAJIND ELEVATION 2145 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING ---Not Encountered
LOGGED BY SUMMIT CHECKED BY R.Deaver AT END OF DRILLING ---Cave-in depth at 9 feet
NOTES AFTER DRILLING ---
A SPT N VALUE A
0 U > � 0 -a w 0 20 40 60 80100
H W o o W N co
�O MATERIAL DESCRIPTION J w 8 3 3 3
3z H com m z 0 20 40 60 80100
w ❑FINES CONTENT(%)❑
0 20 40 60 80100
Surficial Organic Soil-3"
RESIDUAL-Stiff to very stiff,tan,white and grey,fine,sandy I SPT
— = SILT(ML)-moist SS-1 7 8 10 18
•
— = • -with slight mica I SPT 4 5 5 10
5.0 SS-2
=2140.0.'• .
Medium dense,grey and brown,fine,silty SAND(SM)-moist SPT 12 16 14 30
SS-3
— — I SPT
o.o SS-4 7 12 14 26
21 35.0
pPARTIALLY WEATHERED ROCK-Sampled as very dense,
grey and brown,fine,silty SAND(SM)-moist
SPT 50 50/1"
1 •
5.o SS-5 •
• •
130.0 Boring terminated at approximately 15 feet below ground surface
20.0
21 25.0=
25.0
=21 20.0
30.0
21 1 5.0=
35.0
=21 10.0
40.0

BORING NUMBER B-19
— PAGE 1 OF 1
SUMMIT
p Wlvrwl Fngin—rinq gclwv Campony
CLIENT Grocery North Carolina, LP PROJECT NAME Grocery at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North
DATE STARTED 1/22/24 COMPLETED 1/22/24 @ftroSAJIND ELEVATION 2158 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING ---Not Encountered
LOGGED BY SUMMIT CHECKED BY R.Deaver AT END OF DRILLING ---Cave-in depth at 23 feet
NOTES AFTER DRILLING ---
A SPT N VALUE A
O U > > � c -a w 0 20 40 60 80100
W o o 1-1-1N co
O MATERIAL DESCRIPTION J 3 w 8 3 3 3 Q
3z H com co z 0 20 40 60 80100
w ❑FINES CONTENT(%)❑
0 20 40 60 80100
Surficial Orgnic Soil-4" l
RESIDUAL-Medium dense to dense,tan, brown and orange, I SPT
— fine,silty SAND(SM)-moist SS-1 14 16 16 32
SPT 10 12 13 25
5.o SS-2
=21 53.0
Firm, brown and red,fine,slightly micaceous,sandy SILT(ML) SPT 5 4 4 8
-moist SS-3
— — I SPT 3 3 5 8
o.o SS-4
2148.0=•• ' •
•,; \•••, Medium dense,tan and brown,fine,silty SAND(SM)-dry 7 SPT 9 50 50/5" A
s.o _ PARTIALLY WEATHERED ROCK-Sampled as very dense, �SS-5l
143' tan and brown,fine,silty SAND(SM)with rock fragments-dry
J . Dense,grey,tan and white,fine,silty SAND(SM)-moist
•
— — •
I SPT 23 18 20 38
zo.o SS-6
21 38.0
PARTIALLY WEATHERED ROCK-Sampled as very dense,
y grey,tan and white, medium to fine,silty SAND(SM)with
weathered rock fragments-moist SPT 50 50/3" A
ISS-7I
Very stiff,brown and grey,fine,slightly micaceous,sandy SILT
(ML)-moist
— — SPT 8 9 17 26
30.0 SS-8
2128.0= Boring terminated at approximately 30 feet below ground surface
35.0
=21 23.0
40.0

BORING NUMBER B-20
— PAGE 1 OF 1
SUMMIT
CLIENT Grocery North Carolina, LP PROJECT NAME Grocery at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North
DATE STARTED 1/22/24 COMPLETED 1/22/24 @ftliSAJIND ELEVATION 2162 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING ---Not Encountered
LOGGED BY SUMMIT CHECKED BY R.Deaver AT END OF DRILLING ---Cave-in depth at 27 feet
NOTES AFTER DRILLING ---
w _1 A SPT N VALUE A
O U >_ct .. > 0 -a w 0 20 40 60 80100
w o,, w N co D
CI- MATERIAL DESCRIPTION J w 8 cC 3 3 3 Q
z CC H m m m z 0 20 40 60 80100
w 3 < ❑FINES CONTENT(%)❑
0 20 40 60 80100
'2162. ' '\ Surficial Organic Soil-3" /
POSSIBLE FILL-Soft, brown and red,fine,slightly micaceous, I SPT
sandy SILT(ML)with gravel-moist SS-1 1 2 2 4
RESIDUAL-Firm, brown,tan and grey,fine,slightly
5.0 micaceous,sandy SILT(ML)-dry SS 2 2 3 5 8
21 57.0
Medium dense to dense,brown,tan and grey,fine,silty SAND SPT 6 10 13 23
— — (SM)-dry SS-3
— — -with rock fragments I SPT 12 16 26 42
o.o • • SS-4
21 52.E
SPT 14 15 13 28
5.o SS-5
=2147.0-:•.
- - Medium dense,orange, brown and grey,fine,slightly 7SPT 12 13 14 27 A
20.0- ^•. micaeous,silty SAND(SM)-moist SS-6
21 42.Ct'
- - .• Hard, brown and orange,fine,slightly micaceous,sandy SILT SPT 14 15 17 32 I
25.0 (ML)-moist SS-7
=21 37.0
SPT 15 13 20 33
30.o SS-8
2132.Ct.
— l l• Medium dense, brown and grey,fine,slightly micaceous,silty SPT 22 50 50/5" A
35.0 ,;� SAND(SM)-moist / SS-9,
=21 27.0- PARTIALLY WEATHERED ROCK-Sampled as very dense,
brown and grey,fine,slightly micaceous,silty SAND(SM)- l
_ - moist
Boring terminated at approximately 35 feet below ground surface
40.0

BORING NUMBER B-21
- PAGE 1 OF 1
SUMMIT
CLIENT Grocery North Carolina, LP PROJECT NAME Grocery at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North
DATE STARTED 1/23/24 COMPLETED 1/23/24 @ftroSAJIND ELEVATION 2117 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING ---Not Encountered
LOGGED BY SUMMIT CHECKED BY R.Deaver AT END OF DRILLING ---Cave-in depth at 6 feet
NOTES AFTER DRILLING ---
A SPT N VALUE A
0 U > � 0 -a w 0 20 40 60 80100
H W o o 1-1-1N co
eL O MATERIAL DESCRIPTION J w 8 3 3 3
z H com m z 0 20 40 60 80100
w ❑FINES CONTENT(%)❑
0 20 40 60 80100
RESIDUAL-Dense,tan, brown and grey,fine,slightly
micaceous,silty SAND(SM)-moist I SPT
SS-1 15 20 22 42
Stiff to very stiff, light grey, brown and tan,fine,sandy SILT S• PT 12 12 14 26
5.0 (ML)with small rock fragments-moist SS-2
ISSSP_
5 5 6 11
3
Medium dense, brown and tan,fine,silty SAND(SM)-moist SPT
• 5 6 12 18
o.o SS-4
2107.0= Boring terminated at approximately 10 feet below ground surface
15.0
E2 i o2.0
20.0
2097.0
25.0
E2092,0
30.0
2087.0
35.0
E2082,0
40.0

BORING NUMBER B-22
— PAGE 1 OF 1
SUMMIT
CLIENT Grocery North Carolina, LP PROJECT NAME Grocery at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North
DATE STARTED 1/23/24 COMPLETED 1/23/24 @ftliSAJIND ELEVATION 2128 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING ---Not Encountered
LOGGED BY SUMMIT CHECKED BY R.Deaver AT END OF DRILLING ---Cave-in depth at 6 feet
NOTES AFTER DRILLING ---
A SPT N VALUE A
0 U > � 0 -a w 0 20 40 60 80100
H W o o 1-1-1N co
eL 0 MATERIAL DESCRIPTION J w 8 3 3 3 Q
3z H com m z 0 20 40 60 80100
w ❑FINES CONTENT(%)❑
0 20 40 60 80100
2128. \ Surficial Organic Soil-3" l
POSSIBLE FILL-Firm, brown,fine,sandy SILT(ML)-moist - SPT
RESIDUAL-Medium dense,tan and grey,fine,silty SAND SS-1 5 6 6 12
_ (SM)-moist
SPT 4 5 6 11
5.0 SS-2
2123.0•• t'
Medium dense to dense,white,tan and grey,fine,medium to SPT 8 10 12 22
fine,silty SAND(SM)with rock fragments-dry SS-3
— I SPT
SS-4 17 20 23 43
-21 18.0= Boring terminated at approximately 10 feet below ground surface
1 5.0
21 13.0
20.0
21 08.0'=
25.0
21 03.0
30.0
2098.0'=
35.0
r2093.0
40.0

BORING NUMBER B-23
— PAGE 1 OF 1
SUMMIT
CLIENT Grocery North Carolina, LP PROJECT NAME Grocery at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North
DATE STARTED 1/23/24 COMPLETED 1/23/24 @f(10414D ELEVATION 2114 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING ---Not Encountered
LOGGED BY SUMMIT CHECKED BY R.Deaver AT END OF DRILLING ---Cave-in depth at 5.5 feet
NOTES AFTER DRILLING ---
A SPT N VALUE A
0 U > � 0 -a w 0 20 40 60 80100
W o o 1-1-1N M
PIL
O MATERIAL DESCRIPTION L43 w 8 cC 3 3 3
3z H com m z 0 20 40 60 80100
w ❑FINES CONTENT(%)❑
0 20 40 60 80100
74 Ct
• :`` Surficial Organic Soil-6" 7
RESIDUAL-Stiff, brown and grey,fine,micaceous,sandy SILT I SPT
— —• (ML)-moist SS-1 4 4 5 9
Loose to medium dense, brown,grey and tan,fine,slightly SPT 3 4 4 8
5.0 micaceous,silty SAND(SM)-moist SS-2
r 09.o-
-with rock fragments I SPT 20 12 13 25
SS-3
1SPT
10 14 16 30
o.o SS-4
2104.0= Boring terminated at approximately 10 feet below ground surface
1 5.0
=2099.0
20.0
2094.0
25.0
=2089.0
30.0
2084.0
35.0
=2079.0
40.0

BORING NUMBER B-24
— PAGE 1 OF 1
SUMMIT
CLIENT Grocery North Carolina, LP PROJECT NAME Grocery at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North
DATE STARTED 1/24/24 COMPLETED 1/24/24 @ftliSAJIND ELEVATION 2145 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING ---Not Encountered
LOGGED BY SUMMIT CHECKED BY R.Deaver AT END OF DRILLING ---Cave-in depth at 13.5 feet
NOTES AFTER DRILLING ---
w A SPT N VALUE A
O U > � 0 -a w 0 20 40 60 80100
H W o o 1-1-1N co
11 O MATERIAL DESCRIPTION L43 w 8 3 3 3
z H com m z 0 20 40 60 80100
w ❑FINES CONTENT(%)❑
0 20 40 60 80100
Surficial Organic Soil-4"
RESIDUAL-Very stiff, black, brown and grey,fine,slightly I SPT
— — micaceous,sandy SILT(ML)-moist SS-1 5 6 11 17 A
Medium dense, brown and grey,fine,slightly micaceous,silty SPT 6 7 10 17
5.0 SAND(SM)-moist SS-2
=21 4c.0
SPT 11 12 12 24
SS-3
— — -very weathered rock(saprolite) I SPT 10 9 12 21
o.o SS-4
21 35.0
—
Medium dense, brown,white and grey, medium to fine, SPT 9 11 12 23
5.0 micaceous,silty SAND(SM)with small rock fragments-dry SS-5
=2130.0'.
1SPT
4 6 6 12
SS-6
2125.0= Boring terminated at approximately 20 feet below ground surface
25.0
=21 20.0
30.0
=21 1 5.0=
35.0
=21 10.0
40.0

BORING NUMBER B-25
— PAGE 1 OF 1
SUMMIT
CLIENT Grocery North Carolina, LP PROJECT NAME Grocery at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North
DATE STARTED 1/24/24 COMPLETED 1/24/24 @ftroSAJIND ELEVATION 2135 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING ---Not Encountered
LOGGED BY SUMMIT CHECKED BY R.Deaver AT END OF DRILLING ---Cave-in depth at 5 feet
NOTES AFTER DRILLING ---
A SPT N VALUE A
O U > � 0 -a w 0 20 40 60 80100
H W o o 1-1-1N co
11 0 MATERIAL DESCRIPTION J w 8 3 3 3 Q
3z H com m z 0 20 40 60 80100
w ❑FINES CONTENT(%)❑
0 20 40 60 80100
Surficial Organic Soil-3" l
RESIDUAL-Firm to stiff,orange and brownish-yellow,fine, I SPT
— slightly micaceous,sandy SILT(ML)-moist SS-1 4 3 4 7
•
— - I SPT 4 6 7 13
•
5.0 _. SS-2
r213c.0.'• .
Medium dense, brown,white and black,fine,silty SAND(SM) SPT 11 10 7 17
moist SS-3
' Very stiff,light brown and tan,fine,sandy SILT(ML)-moist SPT
o.o SS-4 7 9 9 18
2125.0= Boring terminated at approximately 10 feet below ground surface
15.0
=21 20.0
20.0
=21 1 5.0=
25.0
21 10.0
30.0
21 05.0=
35.0
=21 00.0
40.0

BORING NUMBER B-26
— PAGE 1 OF 1
SUMMIT
p Wlvrwl Fngin—rinq gclwv Campony
CLIENT Grocery North Carolina, LP PROJECT NAME Grocery at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North
DATE STARTED 1/23/24 COMPLETED 1/23/24 @ftliSAJIND ELEVATION 2114 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING ---Not Encountered
LOGGED BY SUMMIT CHECKED BY R.Deaver AT END OF DRILLING ---Cave-in depth at 4.9 feet
NOTES AFTER DRILLING ---
w J A SPT N VALUE A
0 U > � 0 -a w 0 20 40 60 80100
co
< eL O MATERIAL DESCRIPTION J 3 73 U 8 3 Q IL •
g z w co co m > 0 20 40 60 80100
w z
❑FINES CONTENT(%)❑
0 20 40 60 80100
-2114. _ POSSIBLE FILL-Very stiff, red,fine,silty CLAY(CL)-moist
ISPT 7 8 14 22
SS-1
POSSIBLE FILL-Very stiff, brown,fine,slightly micaceous,
5.0 sandy SILT(ML)- moist I SPT
SS-2 7 8 9 17
=21 09.0
RESIDUAL-Very stiff, red and grey,fine,sandy SILT(ML)-
moist I
SPT 6 8 11 19
SS-3
— — Stiff, red and grey,fine,slightly micaceous,sandy SILT(ML)- SPT 3 4 5 9
o.o moist to wet SS-4
2704 Cg Boring terminated at approximately 10 feet below ground surface
1 5.0
2099.0
20.0
2094.0
25.0
2089.0
30.0
2084.0=
35.0
2079.0
40.0

BORING NUMBER B-27
- PAGE 1 OF 1
SUMMIT
CLIENT Grocery North Carolina, LP PROJECT NAME Grocery at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North
DATE STARTED 1/24/24 COMPLETED 1/24/24 @ftliSAJIND ELEVATION 2114 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING ---Not Encountered
LOGGED BY SUMMIT CHECKED BY R.Deaver AT END OF DRILLING ---Cave-in depth at 4 feet
NOTES AFTER DRILLING ---
A SPT N VALUE A
0 U > � 0 -a w 0 20 40 60 80100
H W o o 1-1-1N co
eL 0 MATERIAL DESCRIPTION J w 8 3 3 3
z H com m z 0 20 40 60 80100
w ❑FINES CONTENT(%)❑
0 20 40 60 80100
12"4.0 •�`\ Surficial Organic Soil-5" l
POSSIBLE FILL-Stiff, reddish-brown,fine,slightly sandy, I SPT
' � clayey SILT(ML) moist 6 5 6 11
-���♦ Y Y SS 1
RESIDUAL-Very stiff, red and brown,fine,slightly sandy,
5.o clayey SILT(ML)with quartz fragments-moist SS 2 7 8 12 20
-21 09.0
— Stiff, red and tan,fine,slightly clayey,sandy SILT(ML)-moist I SPT 6 7 7 14
SS-3
Boring terminated at approximately 8 feet below ground surface
o.o
=`21 04.0
15.0
2099.0
20.0
=`2094.0
25.0
2089.0
30.0
==`2084.0
35.0
2079.0
40.0

BORING NUMBER B-28
— PAGE 1 OF 1
SUMMIT
p Wlvrwl Fngin—rinq gclwv Campony
CLIENT Grocery North Carolina, LP PROJECT NAME Grocery at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North
DATE STARTED 1/24/24 COMPLETED 1/24/24 @ftliSAJND ELEVATION 2110 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING ---Not Encountered
LOGGED BY SUMMIT CHECKED BY R.Deaver AT END OF DRILLING ---Cave-in depth at 3.8 feet
NOTES AFTER DRILLING ---
A SPT N VALUE A
0 U > � 0 -a w 0 20 40 60 80100
H W o o W N M
eL 0 MATERIAL DESCRIPTION J w 8 3 3 3 Q
z H com m z 0 20 40 60 80100
w ❑FINES CONTENT(%)❑
0 20 40 60 80100
2io Surficial Organic Soil-4" l
RESIDUAL-Firm, red and grey,fine,sandy,elastic SILT(MH) I SPT
— — -moist SS-1 3 3 4 7
•
Firm to stiff, red and grey,fine,clayey SILT(ML)-moist SPT 2 2 3 5
5.0 SS-2
-21 05.0=
- - ISPT 6 6 8 14
SS-3
Boring terminated at approximately 8 feet below ground surface
o.o
2100.0
1 5.0
r2095.0=
20.0
2090.0
25.0
r2085.0E
30.0
2080.0
35.0
2075.0
40.0

BORING NUMBER B-29
— PAGE 1 OF 1
SUMMIT
p Wlvrwl Fngin—rinq gclwv Campony
CLIENT Grocery North Carolina, LP PROJECT NAME Grocery at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North
DATE STARTED 1/24/24 COMPLETED 1/24/24 @ftliSAJIND ELEVATION 2106 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING ---Not Encountered
LOGGED BY SUMMIT CHECKED BY R.Deaver AT END OF DRILLING ---Cave-in depth at 3.9 feet
NOTES AFTER DRILLING ---
A SPT N VALUE A
0 U > �, 0 -a w 0 20 40 60 80100
H W o o 1-1-1N co
eL O MATERIAL DESCRIPTION J w 8 3 3 3
z H com m z 0 20 40 60 80100
w ❑FINES CONTENT(%)❑
10 20 40 60 80100
2106. ' \ Surficial Organic Soil-4" l
POSSIBLE FILL-Stiff, brown,fine,slightly micaceous,sandy I SPT
—
SILT(ML)-moist SS-1 5 5 6 11
POSSIBLE FILL-Firm, brown and red,fine,silty CLAY(CL)-
moist to wet I SPT 3 3 4 7
5.0 = SS-2
=2101.0
RESIDUAL-Loose,tan and red,fine,slightly micaceous,silty ••
SAND(SM)-moist
—
SPT
3 4 5 9
Boring terminated at approximately 8 feet below ground surface
o.o
2096.0=
15.0
=2091.0
20.0
2086.0=
25.0
=2081.0
30.0
2076.0=
35.0
=2071.0
40.0

BORING NUMBER B-30
— PAGE 1 OF 1
SUMMIT
p Wlvrwl Fngin—rinq gclwv Campony
CLIENT Grocery North Carolina, LP PROJECT NAME Grocery at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North
DATE STARTED 1/24/24 COMPLETED 1/24/24 @ftliSAJIND ELEVATION 2101 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING ---Not Encountered
LOGGED BY SUMMIT CHECKED BY R.Deaver AT END OF DRILLING ---Cave-in depth at 6.5 feet
NOTES AFTER DRILLING ---
A SPT N VALUE A
0 U > � 0 -a w 0 20 40 60 80100
H W o o W N M
�O MATERIAL DESCRIPTION J w 8 3 3 3 PIL
z H com m z 0 20 40 60 80100
w ❑FINES CONTENT(%)❑
0 20 40 60 80100
-21 O1.0- ' Surficial Organic Soil-4"
RESIDUAL-Stiff, brown and grey,fine,silty CLAY(CL)-moist I SPT
SS-1 6 6 8 14
SPT 5 6 8 14
5.0 SS-2
-2096.0-
Medium dense,grey and tan,fine,slightly micaceous,silty SPT 8 8 10 18 *
— — SAND(SM)-moist SS-3
— -with seams of clay and rock fragments-moist to wet SPT
6 7 9 16 A
•' SS-4
2091.0= Boring terminated at approximately 10 feet below ground surface
1 5.0
=2086.0=
20.0
=2081.0
25.0
=2076.0=
30.0
-2071.0=
35.0
=2066.0=
40.0

BORING NUMBER B-31
— PAGE 1 OF 1
SUMMIT
CLIENT Grocery North Carolina, LP PROJECT NAME Grocery at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North
DATE STARTED 1/24/24 COMPLETED 1/24/24 @ftroSAJIND ELEVATION 2100 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING ---Not Encountered
LOGGED BY SUMMIT CHECKED BY R.Deaver AT END OF DRILLING ---
NOTES AFTER DRILLING ---
A SPT N VALUE A
0 U > � 0 -a w 0 20 40 60 80100
w o o w N M
11 00 MATERIAL DESCRIPTION J 3 w 8 3 3 3
z H com m z 0 20 40 60 80100
w ❑FINES CONTENT(%)❑
0 20 40 60 80100
\ Surficial Organic Soil-2" `
RESIDUAL-Stiff,grey and red,fine,slightly clayey,sandy I SPT
— SILT(ML)-moist SS-1 5 6 8 14
Stiff,grey and red,fine,slightly sandy,clayey SILT(ML)-moist SPT 6 6 7 13
5.0 SS-2
2095.0
Medium dense, brown and red,fine,silty SAND(SM)with rock SPT 7 7 8 15 A
fragments-moist to wet SS-3
— — SPT
1 o.o •' SS-4 7 6 8 14
2090.0'_ Boring terminated at approximately 10 feet below ground surface
1 5.0
2085.0
20.0
2080.0'=
25.0
2075.0
30.0
2070.0'=
35.0
2065.0
40.0

BORING NUMBER B-32
- PAGE 1 OF 1
SUMMIT
p Wlvrwl Fngin—rinq gclwv Campony
CLIENT Grocery North Carolina, LP PROJECT NAME Grocery at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North
DATE STARTED 1/24/24 COMPLETED 1/24/24 @fEO ELEVATION 2098 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING ---Not Encountered
LOGGED BY SUMMIT CHECKED BY R.Deaver AT END OF DRILLING ---
NOTES AFTER DRILLING ---
A SPT N VALUE A
0 U > � 0 -a w 0 20 40 60 80100
H W o o W N M
�O MATERIAL DESCRIPTION J w 8 3 3 3 Q
z � H m m m z 0 20 40 60 80100
w ❑FINES CONTENT(%)❑
0 20 40 60 80100
-2°98. - • Surficial Organic Soil-3" l
RESIDUAL-Firm to stiff,grey and red,fine,silty CLAY(CL)- I SPT
moist SS-1 3 4 4 8
-with slight sand I SPT
5.0 SS-2 6 7 7 14
r2093.0✓/////
Auger refusal at 5.5 feet fl SPT I \50/ \50/0"
SS-3
0.0
-2088.0
15.0
2083.0=
20.0
2078.0
25.0
=2073.0=
30.0
2068.0=
35.0
=2063.0=
40.0

BORING NUMBER RW-1
- PAGE 1 OF 1
SUMMIT
CLIENT Grocery North Carolina, LP PROJECT NAME Grocery at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North
DATE STARTED 1/24/24 COMPLETED 1/24/24 @ftliSAJIND ELEVATION 2101 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING ---Not Encountered
LOGGED BY SUMMIT CHECKED BY R.Deaver AT END OF DRILLING ---Cave-in depth at 6 feet
NOTES AFTER DRILLING ---
A SPT N VALUE A
0 U > � 0 -a w 0 20 40 60 80100
H W o o 1-1-1N co
eL O MATERIAL DESCRIPTION J w 8 3 3 3
z H com m z 0 20 40 60 80100
w ❑FINES CONTENT(%)❑
0 20 40 60 80100
-2107. ' Surficial Organic Soil-4" l
POSSIBLE FILL-Stiff, red,fine,silty CLAY(CL)-moist SPT
ISS-1 6 6 8 14
RESIDUAL-Stiff, red and grey,fine,clayey SILT(ML)-moist
SPT 5 5 5 10
5.o SS-2
-2096.0O
Medium dense,orange and brown,fine,silty SAND(SM)with SPT 5 6 6 12
small rock fragments-moist SS-3
SPT• 6 9 12 21
o.o SS-4
2091.0
SPT 9 10 14 24
SS-5 •
Boring terminated at approximately 12 feet below ground surface
1 5.0
=2086.0
20.0
2081.0=
25.0
=2076.Ck
30.0
2071.0=
35.0
=2066.0=
40.0

BORING NUMBER RW-2
— PAGE 1 OF 1
SUMMIT
p Wlvrwl Fngin—rinq gclwv Campony
CLIENT Grocery North Carolina, LP PROJECT NAME Grocery at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North
DATE STARTED 1/24/24 COMPLETED 1/24/24 @ftliSAJIND ELEVATION 2104 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger a AT TIME OF DRILLING 30.00 ft/Elev 2074.00 ft
LOGGED BY SUMMIT CHECKED BY R.Deaver AT END OF DRILLING ---Cave-in depth at 26 feet
NOTES AFTER DRILLING ---
w _1 A SPT N VALUE
O U >_ct .. > 0 -a w 0 20 40 60 80100
w
11 O o o w N cocoMATERIAL DESCRIPTION J w 8 IX 3 3 3 Q
z CC H m m m z 0 20 40 60 80100
w 3 < ❑FINES CONTENT(%)❑
0 20 40 60 80100
2104.0- ' \ Surficial Organic Soil-3" /
— — RESIDUAL-Firm, red and grey,fine,slightly sandy,clayey I SPT 3 4 4 8
SILT(ML)-moist SS-1
SPT 3 3 5 8 •
5.0 SS-2
2099.0O
Stiff, red and grey,fine,clayey SILT(ML)-moist SPT 4 4 5 9 A
— — SS-3
— 7— Firm, brown and orange,fine,sandy SILT(ML)-moist SPT 2 3 3 6
•
o.o SS-4
2094.0= . •.
• Stiff to very stiff, brown,grey and tan,fine,slightly micaceous, I SPT 4 4 5 9
is.o ° sandy SILT(ML)with small rock fragments-moist SS-5
r2089.0=
I SPT 14 10 6 16
20.0 = SS-6
2084.0=. .
•,�;••r Dense,black,brown and grey,fine,slightly micaceous,silty SPT 20 50 50/3"
25.0 SAND(SM)with rock fragments-moist / SS-7/
079.0 ' PARTIALLY WEATHERED ROCK-Sampled as very dense,
black, brown and grey,fine,slightly micaceous,silty SAND
— - (SM)with rock fragments-moist
Medium dense, brown and grey,fine,silty SAND(SM)-moist
SPT 12 9 6 15
30.o SS-8 Q
2074.0
,, SPT 21 50 50/5" •
35.0 � PARTIALLY WEATHERED ROCK-Sampled as very dense, �SS-9/
=2069.0 brown and grey,fine,silty SAND(SM)with weathered rock
— _ \ fragments-moist /
Boring terminated at approximately 35 feet below ground surface
40.0

BORING NUMBER RW-3
— PAGE 1 OF 1
SUMMIT
CLIENT Grocery North Carolina, LP PROJECT NAME Grocery at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North
DATE STARTED 1/24/24 COMPLETED 1/24/24 @ftroSAJIND ELEVATION 2111 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING ---Not Encountered
LOGGED BY SUMMIT CHECKED BY R.Deaver AT END OF DRILLING ---Cave-in depth at 4.8 feet
NOTES AFTER DRILLING ---
A SPT N VALUE A
0 U > � 0 -a w 0 20 40 60 80100
H W o o W N M
eL 0 MATERIAL DESCRIPTION J 3 w 8 3 3 3 Q
z H com m z 0 20 40 60 80100
w ❑FINES CONTENT(%)❑
10 20 40 60 80100
21 11. = POSSIBLE FILL-Firm, light red and grey,fine,clayey SILT
(ML)-moist SPT
SST 3 5 3 8
POSSIBLE FILL-Firm, red and brown,fine,silty CLAY(CL)-
moist to wet I SPT 2 3 3 6 •
5.0 = SS-2
-21 06.0-
RESIDUAL-Stiff, light grey and red,fine,slightly clayey,sandy SPT 5 5 6 11
— — SILT(ML)-moist SS-3
— — ISPT 4 6 8 14
o.o SS-4
27O1 Boring terminated at approximately 10 feet below ground surface
1 5.0
2096.0
20.0
2091.0
25.0
2086.0
30.0
2081.0'=
35.0
r2076.0
40.0

BORING NUMBER RW-4
— PAGE 1 OF 1
SUMMIT
CLIENT Grocery North Carolina, LP PROJECT NAME Grocery at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North
DATE STARTED 1/23/24 COMPLETED 1/23/24 @ftliSAJIND ELEVATION 2114 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING ---Not Encountered
LOGGED BY SUMMIT CHECKED BY R.Deaver AT END OF DRILLING ---Cave-in depth at 3 feet
NOTES AFTER DRILLING ---
A SPT N VALUE A
O U > � 0 -a w 0 20 40 60 80100
H W o o 1-1-1N co
• eL 0 MATERIAL DESCRIPTION J w 8 3 3 3
3z H com m z 0 20 40 60 80100
w ❑FINES CONTENT(%)❑
0 20 40 60 80100
-2114. \ Surficial Organic Soil-3" l
• POSSIBLE FILL-Very stiff, red,fine,slightly sandy,clayey I SPT
— • SILT(ML)-moist SS-1 8 8 14 22
RESIDUAL-Very stiff, red and tan,fine,slightly clayey,sandy
5.0 SILT(ML)-moist SPT
8 9 15 24
-2109.0 Boring terminated at approximately 5 feet below ground surface I
o.o
21 04.0=
15.0
2099.0
20.0
2094.0
25.0
2089.0
30.0
2084.0
35.0
2079.0
40.0

BORING NUMBER RW-5
PAGE 1 OF 1
SUMMIT
CLIENT Grocery North Carolina, LP PROJECT NAME Grocery at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North
DATE STARTED 1/23/24 COMPLETED 1/23/24 @ftliSAJIND ELEVATION 2111 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING ---Not Encountered
LOGGED BY SUMMIT CHECKED BY R.Deaver AT END OF DRILLING ---Cave-in depth at 11.5 feet
NOTES AFTER DRILLING ---
A SPT N VALUE A
O U > .. > � c -a w 0 20 40 60 80100
W o o W N M
OMATERIAL DESCRIPTION J 3 w 8 3 3 3 Q
g z L co co co > 0 20 40 60 80100
w ❑FINES CONTENT(%)❑
0 20 40 60 80100
"' ��� Surficial Organic Soil-2" `
POSSIBLE FILL-Stiff, reddish-orange,fine,clayey SILT(ML)- I SPT
— moist to wet SS-1 5 5 6 11
RESIDUAL-Stiff, red and tan,fine,slightly clayey,sandy SILT
5.0 • (ML)-moist SPSS-2 3 6 6 12
=2106.0-•. •
Firm to stiff, brown,tan and red,fine,slightly micaceous, SPT 5 5 6 11
sandy,elastic SILT(MH)-moist SS-3
sPT 2 4 7 11
10.0
SS-4
=2101.0=
wet SPT 3 3 4 7
15.0 SS-5
096.0 Boring terminated at approximately 10 feet below ground surface
20.0
=2091.0=
25.0
=2086.0
30.0
=2081.0=
35.0
=2076.0
40.0

BORING NUMBER RW-6
— PAGE 1 OF 1
SUMMIT
p Wlvrwl Fngin—rinq gclwv Campony
CLIENT Grocery North Carolina, LP PROJECT NAME Grocery at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North
DATE STARTED 1/23/24 COMPLETED 1/23/24 @ftliSAJND ELEVATION 2111 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING ---Not Encountered
LOGGED BY SUMMIT CHECKED BY R.Deaver AT END OF DRILLING ---Cave-in depth at 7.5 feet
NOTES AFTER DRILLING ---
w _1 A SPT N VALUE A
0 U >_ct .. > 0 -a w 0 20 40 60 80100
H w o o w N co
OMATERIAL DESCRIPTION J w 8 IX 3 3 3 Q
z CC H m m m z 0 20 40 60 80100
w ❑FINES CONTENT(%)❑
0 20 40 60 80100
=21 1 1. '' . \ Surficial Organic Soil-4" /
POSSIBLE FILL-Loose,tan and light grey,fine,silty SAND /�SPT
— 7\ (SM)with gravel dry / SS 1 6 5 7 12
_ RESIDUAL-Stiff, red and tan,fine,silty CLAY(CL)-moist
Stiff, red and tan,fine,clayey SILT(ML)-moist I SPT 4 4 6 10
5.o SS-2
-21 06.0-
//� Firm, brown and grey,fine,slightly sandy,silty CLAY(CL) SPT 2 3 4 7
�_ moist to wet SS-3
1•
Loose,grey,white and red,fine,clayey SAND(SC) moist SPT 2 3 3 6
10.0 /X SS-4
-2707.o= Boring terminated at approximately 10 feet below ground surface
1 5.0
=2096.0O
20.0
-2091.0=
25.0
=2086.0O
30.0
-2081.0=
35.0
=2076.0O
40.0

BORING NUMBER RW-7
— PAGE 1 OF 1
SUMMIT
CLIENT Grocery North Carolina, LP PROJECT NAME Grocery at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North
DATE STARTED 1/23/24 COMPLETED 1/23/24 @ftliSAJIND ELEVATION 2114 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING ---Not Encountered
LOGGED BY SUMMIT CHECKED BY R.Deaver AT END OF DRILLING ---Cave-in depth at 17 feet
NOTES AFTER DRILLING ---
A SPT N VALUE A
O U > � 0 -a w 0 20 40 60 80100
H W o o 1-1-1N co
eL O MATERIAL DESCRIPTION J w 8 3 3 3 Q
z H com m z 0 20 40 60 80100
w ❑FINES CONTENT(%)❑
0 20 40 60 80100
Surficial Organic Soil-3" l
RESIDUAL-Medium dense,red,brown and grey,fine,slightly I SPT
— micaceous,silty SAND(SM)with small rock fragments-moist SS-1 8 8 8 16
Firm to very stiff, brown and grey,fine,slightly micaceous, SPT 4 3 4 7
5.0 sandy SILT(ML)-moist SS-2
— -with rock fragments I SPT 12 13 16 29
SS-3
— — Medium dense, brown and tan,fine,slightly micaceous,silty7 SPT 6 7 8 15
o.o SAND(SM)-moist SS-4
21 04.0
SPT 8 12 14 26
i 5.o SS-5
- - Stiff, light grey,fine,slightly micaceous,sandy SILT(ML)- 7 SPT 6 6 7 13
20.0 moist SS-6
2094.0 •
rPARTIALLY WEATHERED ROCK-Sampled as very hard,
light grey and tan,fine,slightly micaceous,sandy SILT(ML)
with slight rock fragments-moist "SPT 50 50/2" A
25.0 - SS-7
089.0 Boring terminated at approximately 25 feet below ground surface
30.0
2084.0
35.0
=2079.0
40.0

BORING NUMBER RW-8
— PAGE 1 OF 1
SUMMIT
p Wlvrwl Fngin—rinq gclwv Campony
CLIENT Grocery North Carolina, LP PROJECT NAME Grocery at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North
DATE STARTED 1/23/24 COMPLETED 1/23/24 @ftroSAJIND ELEVATION 2118 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING ---
LOGGED BY SUMMIT CHECKED BY R.Deaver AT END OF DRILLING ---
NOTES AFTER DRILLING ---
A SPT N VALUE A
O U > � 0 -a w 0 20 40 60 80100
W o o 1-1-1N M
OMATERIAL DESCRIPTION J w 8 3 3 3
z H com m z 0 20 40 60 80100
w ❑FINES CONTENT(%)❑
0 20 40 60 80100
=2118.r, r .
Surficial Organic Soil-4" �
POSSIBLE FILL-Medium dense,grey,fine,silty SAND(SM)- I SPT
moist SS-1 6 6 8 14
RESIDUAL-Medium dense,grey and black,fine,slightly
5.0 micaceous,silty SAND(SM)-moist SS 2 5 6 7 13
=2113.0
—
Medium dense,grey, black and brown,fine,silty SAND(SM)- SPT 5 7 9 16
— — • moist SS-3
— — I SPT 6 7 7 14
o.o SS-4
21 08.0=
pPARTIALLY WEATHERED ROCK-Sampled as very dense,
grey and brown,fine,silty SAND(SM)with rock fragments-
moist SPT 50 50/3" A
•
5O - Auger refusal at 14.6 feet —SS-5�
�103.o-
20.0
2098.0
25.0
=2093.0=
30.0
2088.0
35.0
=2083.0
40.0

BORING NUMBER RW-8A
— PAGE 1 OF 1
SUMMIT
CLIENT Grocery North Carolina, LP PROJECT NAME Grocery at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North
DATE STARTED 1/23/24 COMPLETED 1/23/24 @ftliSAJIND ELEVATION 2117 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING ---Not Encountered
LOGGED BY SUMMIT CHECKED BY R.Deaver AT END OF DRILLING ---Cave-in depth at 12 feet
NOTES AFTER DRILLING ---
A SPT N VALUE A
O U > � 0 -a w 0 20 40 60 80100
H W o o 1-1-1N co
OMATERIAL DESCRIPTION J w 8 3 3 3 Q
z H com m z 0 20 40 60 80100
w ❑FINES CONTENT(%)❑
10 20 40 60 80100
277 \ Surficial Organic Soil 4"
POSSIBLE FILL-Firm, brown,fine,sandy SILT(ML)-moist I SPT
7 6 5 11
RESIDUAL-Firm to stiff, light brown and light grey,fine,sandy
SS-1
SILT(ML)-moist
SPT 3 3 4 7
5.o SS-2
E2 i i 2.0= .
Dense,grey,fine,silty SAND(SM)with small rock fragments- SPT 16 19 21 40
moist SS-3
— — 1SPT
16 18 22 40
o.o SS-4
21 07.0=
— SPT
21 28 50 50/4"
° PARTIALLY WEATHERED ROCK-Sampled as very dense,
SS-5,
i ozo- ''" grey and tan,medium to fine,silty SAND(SM)with weathered i
. rock fragments-moist
Auger refusal at 16.5 feet
Boring offset 25'south from RW-8
20.0
2097.0=
25.0
E2092.0=
30.0
2087.0
35.0
E2082.0=
40.0

BORING NUMBER RW-9
— PAGE 1 OF 1
SUMMIT
CLIENT Grocery North Carolina, LP PROJECT NAME Grocery at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North
DATE STARTED 1/23/24 COMPLETED 1/23/24 @ftriAiNti ELEVATION 2123 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING ---Not Encountered
LOGGED BY SUMMIT CHECKED BY R.Deaver AT END OF DRILLING ---Cave-in depth at 11.4 feet
NOTES AFTER DRILLING ---
A SPT N VALUE A
O U > � 0 -a w 0 20 40 60 80100
H W o o 1-1-1N co
eL O MATERIAL DESCRIPTION J 3 w 8 3 3 3 Q
z H com m z 0 20 40 60 80100
w ❑FINES CONTENT(%)❑
0 20 40 60 80100
Surficial Organic Soil-6" 7
RESIDUAL-Loose, brown,tan and grey,fine,silty SAND(SM) I SPT 4 5 5 10
— with small rock fragments-moist SS-1
Very stiff,brown and tan,fine,slightly micaceous,sandy SILT SPT 8 8 12 20
5.0 (ML)with seams of medium sand-moist SS-2
118.0o-..• .•
-
Medium dense,yellow and brown,fine,slightly micaceous,silty SPT 7 9 10 19 4
- - SAND(SM)with small rock fragments-moist SS-3
— — 1SPT 6 10 11 21 1
o.o SS-4
21 13.L3
—
Medium dense,white and grey,fine,slightly micaceous, SPT 7 8 15 23 A
s.o medium to fine,silty SAND(SM)with rock fragments-moist SS-5
oa.o- Boring terminated at approximately 15 feet below ground surface
20.0
21 03.0=
25.0
30.0
2093.0=
35.0
E2Osa.o-
40.0

BORING NUMBER RW-10
— PAGE 1 OF 1
SUMMIT
p Wlvrwl Fngin—rinq gclwv Campony
CLIENT Grocery North Carolina, LP PROJECT NAME Grocery at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North
DATE STARTED 1/25/24 COMPLETED 1/25/24 @ftroSAJIND ELEVATION 2148 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING ---Not Encountered
LOGGED BY SUMMIT CHECKED BY R.Deaver AT END OF DRILLING ---Cave-in depth at 11.5 feet
NOTES AFTER DRILLING ---
A SPT N VALUE A
O U > � 0 -a w 0 20 40 60 80100
H W o o 1-1-1N co
11 O MATERIAL DESCRIPTION J 3 w 8 3 3 3 Q
3z H com m z 0 20 40 60 80100
w ❑FINES CONTENT(%)❑
0 20 40 60 80100
-2148 0- iv•"\ Surficial Organic Soil-5" l
RESIDUAL-Stiff,yellow,orange and brown,fine,sandy, I SPT
elastic SILT(MH)-moist SS-1 5 7 9 16
Medium dense, red and brown,fine,slightly micaceous,silty SPT 11 12 17 29
5.0 SAND(SM)-dry SS-2
r21 43.0- '" PARTIALLY WEATHERED ROCK-Sampled as very dense,
Lo red and brown,fine,slightly micaceous,silty SAND(SM)-dry X\SPT 50 50/5"
yz SS-3
Medium dense to dense,brown and grey,fine,silty SAND(SM)
-moist I SPT
o.o SS-4 8 7 12 19
— Z SPT 12 25 50 50/4" A
5O PARTIALLY WEATHERED ROCK-Sampled as very dense, SS 5,
133.o- I brown and grey,fine,silty SAND(SM)with small rock
fragments-moist
— — Boring terminated at approximately 15 feet below ground surface
20.0
21 28.0-
25.0
=21 23.0
30.0
21 18.0=
35.0
-21 13.0-
40.0

BORING NUMBER RW-11
— PAGE 1 OF 2
SUMMIT
CLIENT Grocery North Carolina, LP PROJECT NAME Grocery at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North
DATE STARTED 1/26/24 COMPLETED 1/26/24 @f(1O ELEVATION 2150 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING ---Not Encountered
LOGGED BY SUMMIT CHECKED BY R.Deaver AT END OF DRILLING ---Cave-in depth at 34 feet
NOTES AFTER DRILLING ---
w _1 A SPT N VALUE A
z O U >- — > -0 ct -a w 0 20 40 60 80100
1—w o o w N co D
0 MATERIAL DESCRIPTION J w 8 IX 3 3 3 Q
z I:tH m m m z 0 20 40 60 80100
w < ❑FINES CONTENT(%)❑
co
0 20 40 60 80100
27 5O.C-' ','.'''\ Surficial Organic Soil-4" /
—
RESIDUAL-Very dense, brown,grey and tan,fine,slightly I SPT
— micaceous,silty SAND(SM)-dry SS-1 22 28 28 56
Hard, brown and light grey,fine,slightly micaceous,sandy SILT I SPT 12 18 19 37
5.0 (ML)-moist SS-2
=21 45.0=
Dense,brown,light grey and tan,fine,slightly micaceous,silty SPT 22 35 50 50/5"
'j\ SAND(SM)-dry / SS-3
_ —',s;:','; PARTIALLY WEATHERED ROCK-Sampled as very dense,
light grey and tan,fine,silty SAND(SM)with rock fragments- SPT 50 50/4"
moist \SS-4
2140.j�
= z
= Hard,white,grey and black,fine,slightly micaceous,sandy
SILT(ML)-moist
- • 1SPT
32 20 19 39
'.••. SS-5
=21 35.0
— -1''" ? PARTIALLY WEATHERED ROCK-Sampled as very dense,
:.;;'_, grey and tan, medium to fine,silty SAND(SM)with rock
_ z fragments-dry SPT 50 50/4"
20.0 �SS-6,
21 30.0
z
Very hard,grey, brown and tan,fine,slightly micaceous,sandy
— — SILT(ML)-moist
SPT 21 24 27 51
25.o SS-7
=21 25.0
— -with rock fragments I SPT 20 28 33 61
30.0 SS-8
=21 20.0
rPARTIALLY WEATHERED ROCK-Very hard,grey,brown and
tan,fine,sandy SILT(ML)with weathered rock fragments-
moist '1 SPT 50 50/2"
35.0 ISS-9
=21 15.0 ��•_ �C
Very dense,grey,black and white,fine,slightly micaceous,silty
— SAND(SM)-moist
SPT 14 19 32 51
40.o S-10
(Continued Next Page)

BORING NUMBER RW-11
- PAGE 2 OF 2
SUMMIT
Universal Engineering Sciences Cornering
CLIENT Grocery North Carolina, PROJECT NAME Grocery at Mills River
LP PROJECT LOCATION Mills River, North
PROJECT NUMBER Carolina
7543.G0004 w _i A SPT N VALUE A
O U > > ( 73 -a w 0 20 40 60 80100
w o c w N co11 0 MATERIAL DESCRIPTION w w 3 3 3 Q
z H m m m z 0 20 40 60 80100
w ❑FINES CONTENT(%)❑
0 20 40 60 80100
,0. Very dense,grey,black and white,fine,slightly micaceous,silty
SAND(SM)-moist
PARTIALLY WEATHERED ROCK-Sampled as very dense,
grey and white,fine,silty SAND(SM)with rock fragments-
moist \SPT 50 50/4" A
45.0 S-1 II
i o5.0 Boring terminated at approximately 45 feet below ground surface
50.0
21 00.0=
55.0
=2095.0O
60.0
2090.0=
65.0
=2085.0O
70.0
2080.0=
75.0
=2075.0O
80.0
2070.0=
85.0
=2065.0O

BORING NUMBER RW-12
— PAGE 1 OF 2
SUMMIT
CLIENT Grocery North Carolina, LP PROJECT NAME Grocery at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North
DATE STARTED 1/26/24 COMPLETED 1/26/24 @ftliSAJIND ELEVATION 2159 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING ---Not Encountered
LOGGED BY SUMMIT CHECKED BY R.Deaver AT END OF DRILLING ---Cave-in depth at 43 feet
NOTES AFTER DRILLING ---
w _1 A SPT N VALUE A
O U >_ct .. > 0 -a w 0 20 40 60 80100
H w o,, w N co D
11 O MATERIAL DESCRIPTION J w 8 cC 3 3 3 Q
Ll 0 z CC- H m o m z 0 20 40 60 80100
w < ❑FINES CONTENT(%)❑
co
0 20 40 60 80100
2159•C'....:.?.\ Surficial Organic Soil-3" /
RESIDUAL-Stiff,dark brown and red,fine,slightly micaceous, I SPT
— sandy SILT(ML)-dry SS-1 5 6 4 10
I SPT 5 6 7 13
5.0 SS-2
1 54.0-.'
Loose to medium dense, brown and light red,fine,silty SAND SPT 4 5 5 10
— — (SM)-dry SS-3
— — 1SPT 8 9 9 18
o.o SS-4
21 49.E
Medium dense,dark red and black,fine,slightly micaceous, SPT 4 5 7 12
•
15.0 silty SAND(SM)-dry SS-5
=21 44.0
— — Very stiff,brown,tan and white,fine,slightly micaceous,sandy 7SPT 6 7 7 14
•
20.o SILT(ML)-moist SS-6
2139.0 .
Medium dense, red and brown,fine,silty SAND(SM)-dry SPT 6 6 7 13 1
25.o SS-7
SPT 6 7 8 15
30.o SS-8
21 29.0
Very stiff,grey,brown and tan,fine,slightly micaceous,sandy SPT 7 8 10 18
35.0 SILT(ML)-moist SS-9
=21 24.0
1 SPT 10 11 13 24
40.0 S-10
(Continued Next Page)

BORING NUMBER RW-12
- PAGE 2 OF 2
SUMMIT
CLIENT Grocery North Carolina, PROJECT NAME Grocery at Mills River
LP PROJECT NUMBER PROJECT LOCATION Mills River, North
7543.G0004 Carolina
A SPT N VALUE A
O U > > (i) -a w 0 20 40 60 80100
w o o w N M
0 MATERIAL DESCRIPTION J 2 L. 3 3 3 Q
g z H m m m z 0 20 40 60 80100
w 3 ❑FINES CONTENT(%)❑
0 20 40 60 80100
279 Very stiff,grey,brown and tan,fine,slightly micaceous,sandy
SILT(ML)-moist
Medium dense, brown and grey,fine,slightly micaceous,silty SPT 7 7 9 16
45.o SAND(SM)-moist S-11
=2114.0 •:
1SPT 6 7 7 14 A
so.o SS-12
21 09.0
moist to wet ISPT 8 9 9 18
55.o S-13
'2104.0 Boring terminated at approximately 55 feet below ground surface
60.0
2099.0
65.0
r2094.0
70.0
2089.0'=
75.0
r2084.0
80.0
2079.0'=
85.0
t2074.0

BORING NUMBER RW-13
— PAGE 1 OF 1
SUMMIT
CLIENT Grocery North Carolina, LP PROJECT NAME Grocery at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North
DATE STARTED 1/25/24 COMPLETED 1/25/24 @ftroSAJIND ELEVATION 2147 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING ---Not Encountered
LOGGED BY SUMMIT CHECKED BY R.Deaver AT END OF DRILLING ---Cave-in depth at 28 feet
NOTES AFTER DRILLING ---
in- _1 A SPT N VALUE A
O 0 >_ct .. > 0 -a w 0 20 40 60 80100
w N co
O ,r o w MATERIAL DESCRIPTION J w 8 IX 3 3 3 Q
0-z CC H m m m z 0 20 40 60 80100
W < ❑FINES CONTENT(%)❑
0 20 40 60 80100
-2147.•;4+ Surficial Organic Soil-3" /
POSSIBLE FILL-Firm, light red,fine,clayey SILT(ML)-moist I SPT 3 3 5 8 A.
RESIDUAL-Firm, brown,grey and tan,fine,slightly SS-1
— — micaceous,sandy SILT(ML)-moist
SPT 2 3 3 6 J
5.o SS-2
=2142.0•.' '.
Medium dense,white and tan,fine,slightly micaceous,silty SPT 4 6 10 16
— — SAND(SM)-moist SS-3
SPT 5 6 6 12
o.o SS-4
21 37.L3
with rock fragments I SPT 8 10 8 18
5.o SS-5
=2132.0-.•.
— — Very stiff, brown,fine,slightly micaceous,sandy SILT(ML)- SPT 7 6 10 16
20.0 moist SS-6
21 27.0 '.
SPT 4 5 11 16
25.o SS-7
r21 22,0. .
•
— — -moist to wet I SPT 9 10 11 21
30.0 SS-8
Medium dense, brown and light grey,fine,silty SAND(SM)- SPT 7 8 8 16
•
35.0 moist SS-9 •
-21 12.O- Boring terminated at approximately 35 feet below ground surface
40.0

BORING NUMBER RW-14
— PAGE 1 OF 1
SUMMIT
p Wlvrwl Fngin—rinq gclwv Campony
CLIENT Grocery North Carolina, LP PROJECT NAME Grocery at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North
DATE STARTED 1/25/24 COMPLETED 1/25/24 @ftO ELEVATION 2129 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING ---Not Encountered
LOGGED BY SUMMIT CHECKED BY R.Deaver AT END OF DRILLING ---Cave-in depth at 2.5 feet
NOTES AFTER DRILLING ---
A SPT N VALUE A
0 U > � 0 -a w 0 20 40 60 80100
H w o o w N M
11 0 MATERIAL DESCRIPTION J 3 w 8 3 3 3 Q
3z H com m z 0 20 40 60 80100
w ❑FINES CONTENT(%)❑
0 20 40 60 80100
2129.0l''-' 4 Surficial Organic Soil-8"
RESIDUAL-Dense, brown,orange and white,fine, micaceous, I SPT
— silty SAND(SM)with rock fragments moist SS 1 14 15 17 32
-medium to fine I SPT 15 16 17 33
5.o SS-2
=2124.0 Boring terminated at approximately 5 feet below ground surface
o.o
2119.0'=
15.0
21 14.0
20.0
21 09.0'=
25.0
21 04.0
30.0
2099.0'=
35.0
r2094.0
40.0

BORING NUMBER RW-15
— PAGE 1 OF 1
SUMMIT
CLIENT Grocery North Carolina, LP PROJECT NAME Grocery at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North
DATE STARTED 1/25/24 COMPLETED 1/25/24 @ftliSAJIND ELEVATION 2112 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING ---Not Encountered
LOGGED BY SUMMIT CHECKED BY R.Deaver AT END OF DRILLING ---Cave-in depth at 6.5 feet
NOTES AFTER DRILLING ---
A SPT N VALUE A
0 U > � 0 -a w 0 20 40 60 80100
H W o o 1-1-1N co
eL 0 MATERIAL DESCRIPTION J w 8 3 3 3 Q
z H com m z 0 20 40 60 80100
w ❑FINES CONTENT(%)❑
0 20 40 60 80100
-21 12.0` Surficial Organic Soil-7"
RESIDUAL-Stiff, red and light grey,fine,clayey SILT(ML)- I SPT
moist SS-1 5 6 6 12
Stiff, red,fine,slightly sandy,clayey SILT(ML)-moist SPT 4 6 8 14
5.0 SS-2
-21 07.0
Stiff to very stiff, red and brown,fine,slightly clayey,sandy SPT 6 8 9 17
— — SILT(ML)-dry SS-3
— — ISPT 5 5 9 14
o.o SS-4
-2102.0= Boring terminated at approximately 10 feet below ground surface
1 5.0
2097.0
20.0
=`2092.0
25.0
2087.0
30.0
==`2082.0
35.0
2077.0
40.0

cern' 4 'sr Silithk •16
• ik'•
•
' f'
N.
41/0
‘ i 4 .
' 1%,/, . .I . I
El , _ t . _
, /' * V . ..040,4pip-# Apt", ,.
11,
ly /I , • HyC J s � * p +
*it ii, „,
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it .... .,_ it ,410k,
a'' �V' _ r� N_�}
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._. ,. i =-, _ i
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.� . r 44* A •t ..
....... ,,,, .
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1
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[I,tij gi. R K « 4

APPENDIX C
Genesis Engineering
Collaborative

Operation & Maintenance Agreement
Project Name: Marketplace at Mills River
Project Location: Boylston Highway and Penland Drive
Cover Page
Maintenance records shall be kept on the following SCM(s). This maintenance record shall be kept in a log in a known set location.
Any deficient SCM elements noted in the inspection will be corrected, repaired, or replaced immediately. These deficiencies can
affect the integrity of structures, safety of the public, and the pollutant removal efficiency of the SCM(s).
The SCM(s)on this project include (check all that apply& corresponding O&M sheets will be added automatically):
Infiltration Basin Quantity: Location(s):
Infiltration Trench Quantity: Location(s):
Bioretention Cell Quantity: Location(s):
Wet Pond Quantity: Location(s): _
Stormwater Wetland Quantity: Location(s):
Permeable Pavement Quantity: Location(s):
Sand Filter Quantity: 1 Location(s): On-site- Lot 5
Rainwater Harvesting Quantity: Location(s):
Green Roof Quantity: Location(s):
Level Spreader- Filter Strip Quantity: Location(s):
Proprietary System Quantity: Location(s):
Treatment Swale Quantity: Location(s):
Dry Pond Quantity: _ Location(s):
Disconnected Impervious Surface Present: No Location(s):
User Defined SCM Present: No Location(s):
Low Density Present: No Type:
I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance procedures listed for
each SCM above, and attached O&M tables. I agree to notify NCDEQ of any problems with the system or prior to any changes to
the system or responsible party.
Responsible Party: Publix North Carolina, LP
Title &Organization: Vice President of Real Estate Strategy for Publix Super Markets, Inc.
Street address: 3300 Publix Corporate Parkway
City, state, zip: Lakeland, Florida 33811
Phone number(s): [phone] x58513
Email: [e-mail]
•
Signature: 1-1------ Date: 2 ' 20 Z41.
I, Cc,. Z , a Notary Public for the State of -tpo.1.
County of Poks4- , do hereby certify that IR 2'c d 0' G ornr•oQz
personally appeared before me this 2c day of Fibs-4-ra-r and
acknowledge the due execution of the Operations and Maintenance Agreement.
Witness my hand and official seal, �e_ CP �
$ik:. PIN., JESSICA HERNANDEZ
*yy���ty�,mL* Commission#HH 2531;5
yFOF r`440> Expires April 14,2026
Seal My commission expires A121Z4 1 l 4 i 2b2 to
STORM-EZ 2/13/2024
Version 1.5 O&M Agreement Page 1 of 1

Sand Filter Maintenance Requirements
Important operation and maintenance procedures:
- Manage the drainage area to reduce the sediment load to the sand filter.
- Clean out the sedimentation chamber or forebay whenever sediment depth exceeds six inches.
- At least once a year, skim the sand media
- Replace the sand filter media whenever it fails to function properly after maintenance.
After the sand filter is established, it shall be inspected quarterly and within 24 hours after every storm event greater
than 1.0 inches (or 1.5 inches if in a Coastal County). Records of operation and maintenance shall be kept in a known
set location and shall be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall be repaired immediately.
SCM element: Potential problem: How to remediate the problem:
Entire sand filter Trash/debris is present. Remove the trash/debris.
Adjacent pavement (if Sediment is present on the
applicable) pavement surface. Sweep or vacuum the sediment as soon as possible.
Areas of bare soil and/or Regrade the soil if necessary to remove the gully, plant ground
erosive gullies have cover and water until it is established. Provide lime and a one-
The perimeter of the sand formed. time fertilizer application.
filter
Vegetation is too short or Maintain vegetation at an appropriate height.
too long.
The structure is clogged. Unclog the structure and dispose of sediment in a location where
The flow diversion it will not cause impacts to streams or the SCM.
structure (if applicable) Make any necessary repairs or replace if the damage is too much
The structure is damaged.
for repair.
The inlet pipe is clogged (if Unclog the pipe and dispose of sediment in a location where it will
applicable). not cause impacts to streams or the SCM.
The inlet pipe is cracked or
otherwise damaged (if Repair or replace the pipe.
applicable).
The inlet device Regrade the swale if necessary and provide erosion control
Erosion is occurring in the devices such as reinforced turf matting or riprap to avoid future
swale (if applicable).
problems with erosion.
Stone verge is clogged or Remove sediment and clogged stone and replace with clean
covered in sediment (if stone.
applicable).
Sediment has accumulated Search for the source of the sediment and remedy the problem if
to a depth of greater than possible. Remove the sediment and dispose of it in a location
six inches. where it will not cause impacts to streams or the SCM.
Sediment chamber
(forebay) Provide additional erosion protection such as reinforced turf
Erosion has occurred. matting or riprap if needed to prevent future erosion problems.
Weeds are present. Remove the weeds, preferably by hand. If a pesticide is used,
wipe it on the plants rather than spraying.

Sand Filter Maintenance Requirements (continued)
SCM element: Potential problem: How to remediate the problem:
Sand chamber and Water is ponding on the Check to see if the collector system is clogged and flush if
underdrain collection surface for more than 24 necessary. If water still ponds, remove the top few inches of filter
system hours after a storm. bed media and replace. If water still ponds, then consult an
appropriate professional.
Clogging has occurred. Clean out the outlet device and dispose of sediment in a location
gg g where it will not cause impacts to streams or the SCM.
The outlet device
The outlet device is Repair or replace the outlet device.
damaged.
Erosion or other signs of
damage have occurred at Repair the damage and improve the flow dissipation structure.
the outlet.
The receiving water Discharges from the sand
filter are causing erosion or Contact the local NCDEQ Regional Office.
sedimentation in the
receiving water.