SW1240301_Stormwater Report_20240923

STO RMWATER MANAGEMENT REPORT
for
MARKETPLACE AT MILLS RIVER
Boylston Highway and Penland Road
Town of Mills River, North Carolina
February 29, 2024
Revised: September 20, 2024
Prepared for:
Harris Development Partners, LLC
128 EHargett Street, Suite 203
Raleigh, North Carolina 27601
Contact: Asa Harris
919.410.6002 """""
44-; ytir :.-:
GEC Project No. 21-118 1► '
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0 OGenesis Engineering
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3360 Martin Farm Road, Suite 200
Suwanee, Georgia 30024
470.375.2001

Genesis Engineering
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Page I i
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 7
EXEIIBITS
Exhibit Al. Location Map
Exhibit A2 USGS Quad Map
Exhibit B.1 2007 Existing Conditions Map
Exhibit B2 Current 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
Exhibit G.1 Existing NCDOT Storm Sewer Exhibit
Exhibit G.2 Post-Developed NCDOT Storm Sewer Exhibit
Exhibit G.3 50-Year ROW Storm Sewer Tables
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 R1 Report of Soil Borings and Seasonal High Water Table
Appendix R2 Report of Subsurface Exploration and Engineering Evaluation
Appendix B3 Addendum Report of Supplemental Borings for 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 kffress 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 Al, Location Map and
Exhibit A2, USGS Quad Map. The 15.73-acre site is partially developed and partially used as a
borrow pit. This project consists of the demolition of all existing improvements onsite with the
exception of one metal building 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 18.37 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.
STORMWAI'ERQUANTITYMANAGEMENT
Existing Conditions
The 15.73-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 NCDOTright-of-way on the east side ofBoylston Highway south of its intersection with 7effress
Road.The total area that drains to this study point is 26.27 acres and includes a 14.99-acre on-site
drainage basin and 11.28 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.As required by the
North Carolina Department of Environmental Quality, the calculations of the built-upon area
(BUA)under exisitng conditions were determined by estimating the on-site conditions that existed
in 2007 when these regulations took affect. Based on the aerial imagery available from Google
Earth and the known current existing conditons,the 2007 Existing On-Site Drainage Basin,consists
of 14.99 acres of which 0.95 acres is existing impervious area, 1.56 acres is wooded pervious area,
and 12.48 acres is pervious area. See Exhibit B.1,2007 Existing Conditions Map. 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 7effress 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 an unnamed tributary of the French Broad River. See Exhibit R2, Current 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

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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 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.2,Current 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 18.37 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. Per NCDEQ requirements, off-site areas
that drain to the Post-Developed Drainage Basin to Detention were assumed to be entirely
impervious to account for their future full build-out potential.The Post-Developed Drainage Basin
to Detention consists of 14.29 acres of which 10.87 acres is impervious area and 3.42 acres is
pervious area and will drain to the proposed stormwater management facility via the proposed
on-site storm sewer system. Of this 10.87 acres of impervious area,roughly 0.06 acres(2,394 SF)is
off-site area that is currently undeveloped but is assumed impervious per NCDEQ's standards. Of
the 3.42 acres of pervious area, 0.34 acres is off-site undeveloped area that will remain pervious
per an agreement with the adjacent property owner. The proposed stormwater management
facility will discharge via the on-site proposed storm sewer system into the existing storm sewer
system within the NCDOT right-of-way to 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 the proposed 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 0.26 acres of which 0.20 acres is pervious area

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and 0.06 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 kffress
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 0.16 acres is grassed pervious area and 0.02 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.
The project site is proposed to be subdivided into 5 lots,of which 4 willbe 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 34,545
Analysis Methods
The onsite soils include Bradson gravely loam (BaB), Hayesville loam (HyC), and Delanco Loam
(DeB)which are classified by the USDANRCS 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 Band a CN of 74 for the area in Soil Group C.

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The inflow hydrographs were calculated using the SCS method and generated using the
HYDRAFLOWprogram 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 E
Drainage Basin Summary Table
Existing Post-Dev. Existing Post-Dev.
Existing Post-Dev.
Basin Area Area Tc Tc
CN CN
(acres) (acres) (min.) (min.)
WS-III BDrainage Basin 0.90 0.18 74 77 5.0 5.0
Existing On-Site Drainage 14.99 - 76 - 15.0 -
Basin
Post-Developed Drainage - 14.29 - 91 - 11.9
Basin to Detention
Post-Developed Detention - 0.38 - 79 - 6.5
Bypass 1
Post-Developed Detention - 1.26 - 76 - 6.8
Bypass 2
Post-Developed Detention - 0.27 - 79 - 13.6
Bypass 3
Ultimate Outfall Study Point Analysis
Existing Study Post-Developed Routed Ponding
Storm Event Study Point Detention
(Years) Point How ElevationCombined Flow Flow
(cfs) (cfs) (cfs) (ft)
1 20.21 9.748 9.118 2101.68
2 28.89 13.69 12.81 2102.48
5 42.06 24.39 23.02 2103.44
10 53.00 45.63 43.36 2103.84
25 68.51 67.97 63.88 2104.24
50 81.35 75.63 68.96 2104.66
100 94.67 80.86 71.80 2105.17

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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 0.332
2 2.204 0.462
5 3.231 0.656
10 4.086 0.819
25 5.301 1.050
50 6.308 1.240
L 100 7.354 1.437 1
STORMWAI'ERQUALITYMANAGIIVIENT
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 stormwater management facility is designed to treat the net increase in
BUA from the 2007 existing conditions compared to the proposed conditions within the Post-
Developed Drainage Basin to Detention, excluding off-site areas that have been assumed to be
impervious.
The proposed project is located within a 5-mile radius from the Asheville Regional Airport.North
Carolina General Statute 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

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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
procedures outlined in the design manual. Below is a summary of the results and complete
calculations can be found in Appendix A
Required Provided Provided Provided Provided
Required Treatment Treatment Ponding
Treatment Treatment
Design Volume Volume Elevation
Volume (D�) Volume Volume
(Sediment (Sand (Sand
(75%of D�) (Combined)
(cf) Chamber) Chamber) Chamber)
(cf) (cf) (cf) (ft) (ft)
34,806 26,105 12,021 15,578 28,709 2100.25
Per the NCDEQ Stormwater Design Manual,minimum combined volume ofthe sediment chamber
and storage above the top of the sand layer is 75% of the required treatment volume. The
combined volume ofthe stormwater management facility below the invert ofthe first outlet above
the treatment volume is 28,709 cubic feet,which is approximately 110%of the required treatment
volume and 82%of the required design volume.
The NCDEQ Stormwater Design Manual requires that the distance between the top of the sand
filter media and the invert ofthe first outlet above the treatment volume in the OCS cannot exceed
6 feet. The lowest invert above the treatment volume in the proposed outlet control structure is
3.75 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 within the footprint of the proposed stormwater management facility.The
results of these boring tests estimate that the SHWT elevation within the SCM footprint to be
between 2087.00 and 2088.00 feet. See AppendixE13,Addendum Report of Supplemental Borings
for Seasonal High Water Table. See Appendix C for the Operations and Maintenance Agreement
for the stormwater management facility as required by NCDEQ.Since the proposed bottom of the
sand filter media for the stormwater management facility is at 2094.00 feet, the proposed
separation between the bottom ofthe sand filter and the SHWTis a minimum of 6 feet on average.
Additionally, infiltration testing was conducted at six(6)boring locations in accordance with the
requirements of the NCDEQ Stormwater Design Manual. The results of these infiltration tests
yielded an average infiltration rate of 2.6 inches per hour. See Appendix BA,Report of Soil Borings

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and Seasonal High Water Table and Appendix R2, Report of Subsurface Exploration and
Engineering Evaluation
ON-SIZE STORMWAI'FRCONVEYANCE
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.
NCDOT STORMWAI'FRCONVEYANCE
Existing Conditions
The project's runoff in the existing conditions currently discharges via sheet flow and shallow
concentrated flow into storm sewer system running within the Boylston Highway right-of-way on
the east side adjacent to this project site. The existing system was analyzed 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. Pipe sizes and layout for the downstream section
of the system, from R-2 to R 0 and from R-2.1 to R-2, were approximated using NCDOT plans
dated October 16, 1990 for 'NC 280 (Boylston Highway) from 0.1 mile east of Mills River to west
of SR 3526 (Airport Road)". NCDOt records were used for this segement because the field
conditions could not be confirmed via traditional field run survey methods. GEC is working with
the developer to perform CCTV within the right-of-way to confirm these conditions. Drainage
basins for inlets within this system were delineated using topographic contours from Henderson
County's GIS records and surveyed information.
A segement of this NCDOT storm sewer system, from R 3 to R-2, runs across Jeffress Road (SR
1345). See Exhibit G.1,Existing NCDOT Storm Sewer Exhibit. Table 7-1, Design Frequency, of the
2016 NCDOT Guidelines for Drainage Studies and Hydraulic Design states that cross pipes for
major arterials must be designed for the 50-year design storm frequency. Under existing
conditions, this 30"RCP pipe is estimated to convey a flow rate of 56.51 cfs for a 50-year design
storm. Per Appendix I of the 2016 NCDOT Guidelines for Drainage Studies and Hydraulic Design,
the maximum capacity allowed for a 30"storm drain pipe is 43 cfs. The next downstream pipe,R-
2 to R 1, is assumed to be 36"and is estimated to convey a flow rate of 71.14 cfs for a 50-year
frequency storm. Per Appendix I, the maximum capacity allowed for a 36"storm drain pipe is 64
cfs.Based on these guidelines and our analysis of this system,this system appears to be undersized
for the 50-year design storm since the respective flow rates within these pipes for this storm
frequency exceeds the maximum capacity for their respective pipe sizes allowed by NCDOT.

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Proposed Improvements
In the post-developed conditions the project will continue to discharge to the existing storm sewer
system in the Bolyston Highway right-of-way.However,it will do so via the new on-site stormwater
system which carries the outflow of the stormwater management facility used to provide
attenuation and water quality treatment for the developed project. See Exhibit G.2, Post-
Developed NCDOT Storm Sewer Exhibit.
This proposed project includes improvements to this NCDOT storm sewer system including
replacing the storm inlets and storm drain pipes from exisitng 13 to R 1 (proposed C-3 to C-1)
and upsizing these storm sewer pipes to 42"RCP.Under proposed conditions,the storm cross pipe
from C-3 to C-2,which runs across Jeffress Road,has an estimated flow rate of 86.13 cfs for a 50-
year frequency storm.Additonally,the storm pipe from C-2 to C-1 (existing R 2 to R-1)is estimated
to have a flow rate of 86.13 cfs for a 50-year frequency storm.Both estimated flow rates are below
the allowed maximum capacity of 90 cfs for a 42"pipe outlined in Appendix Iofthe 2016 NCDOT
Guidelines for Drainage Studies and Hydraulic Design.Installation of the larger storm pipes within
the right-of-way is therefore required for this project. Storm tables for the existing and proposed
systems for the 50-year storm are also provided in Exhibit G.3.

EXHIBITS Lw
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GENESIS ENGINEERING Suwanee, Georgia 30024 DATE: GEC Project No.: EX-A .■ 1
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GENESIS ENGINEERING Suwanee, Georgia 30024 DATE: 1 GEC Project No.: EX-A . 2
COLLABORATIVE 470.375.2001
www.genesiseng.net 07/03/2024 21-118

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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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Meters
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Conservation Service National Cooperative Soil Survey Page 1 of 4
PROJECT:
MARKETPLACE AT MILLS RIVER EXHIBIT D
CLIENT: SOILS MAP
3360 Martin Farm Road HARRIS DEVELOPMENT PARTNERS —
—
Suite 200
GENESIS ENGINEERING Suwanee, Georgia 30024 DATE: I GEC Project No.: EX— D
COLLABORATIVE 470.375.2001
www.genesiseng.net 09/19/2024 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
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6" MANHOLE FRAME & COVER
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INV=2102.25 i i i i
HALF ROUND 48" CMP W/ HINGED
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30" RCP INV=2100.25 �"-='�'•` 'j' j"
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' s' 1'
INV=2094.50 __ 6" 0 SOLID PVC - =%��%��-
UNDERDRAIN OUTLET. #57 STONE SHALL COVER ENTIRE
6 :;` ;I li INV=2094.80 FACE OF HALF ROUND CMP
,,, PLAN VIEW TOP OF STONE AT ELEVATION RT
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2103.25
=1 — 5' INSIDE WIDTH SQUARE PRECAST STRUCTURE. PRECAST
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8 CAST IN PLACE 3000 PSI CONCRETE REINFORCED WITH #5
NOTES: REBAR AT 12" O.C. EACH WAY.
In
a Ir
1. MANHOLE ACCESS STEPS TO BE PROVIDED INSIDE STRUCTURE TO ALLOW ACCESS FOR CLEANOUT. z
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2. ATTACH HALF ROUND CMP TO STRUCTURE WHERE CONTACT OCCURS WITH L-BRACKETS 6" O.C. a ~
VERTICAL WELDED TO FULL ROUND AND EPDXY-BOLTED INTO THE CONCRETE STRUCTURE. c m
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REVISIONS
JURISDICTION COMMENTS 07/03/2024
NCDEQ SUBMITTAL 09/19/2024
HALF ROUND 48" CMP W/
HINGED LID&MIN. 0.5"
10" SOLID WALL HDPE PIP WITH 1.0" PERFORATED HOLES. OCS C-7
DIA HOLES. COVER RISER WITH
TOP=2106.00
SOCK-IT OR OTHER EQIVALENT
\ \ FABRIC TO PREVENT CLOGGING NCDOT#5 OR 5' WIDE CLASS B RIP RAP
SPILLWAY. ELEV=2101.00 /10' MIN BERM/
/\\ FOREBAY/SEDIMENT CHAMBER #57 WASHED ELEv=21o6.00
VAVAAVA STONE SAND FILTER SIDE 0.83' FREE BOARD-�
\VA\VA\V VA VA 100 YR PONDING ELEV=2105.17. . . — . — . — . — �\
\/ \/�\VA\ 25YRELEV=2104.24 . — . — . — . — . — . — . — . — . . — . — . — . . — . _ . _ . _ . _ . — . — . — . — . — . — . . . — . . — . — . —. —. . V.\� . . V. _4\ — . —
VA �\ 3 3 3 6"GRAVEL 3 \\\\\V� \/��A�\\
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HDWL A O 1\ �1 Z Sierl 0000 \\\\\\
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FILLED WITH CONCRETE TO 4" rsi@0.5%
BELOW TEE INVERT FOR ANCHOR io (ASTM C-33 SAND OR \/\\\, PROJECT NUMBER:
EQUIVALENT) 21-118
L
. . . . . . . . . . . . . . . . . . S
� .EASONA HIGH WATER. — . . WATER..TABLE ELEV=2088.00 TABLE — . — . — . — . — . — . _ . —. —. —. —. —. —. —. —. —. —. —. — DATE:
STORM WATER MANANAGEMENT FACILITY CROSS SECTION — 02/29/2024
NOT TO SCALE EXHIBIT E
STORM WATER
MANAGEMENT
FACILITY DETAILS
EX- E

EXHIBIT F
Genesis Engineering
Collaborative

25 YEARSTORM TABLE
INLET INLET SYSTEM FLOW CAPACITY AVERAGE UPSTREAM DOWNSTREAM UPSTREAM DOWNSTREAM UPSTREAM DOWNSTREAM
LINE ID UPSTREAM INLET DRAINAGE TOTALAREA RUNOFF INLEPTc FLOW RATE FULL DIAMETER MATERIAL MANNING LENGTH SLOPE VELOCITY INVERT, INVERT GROUND ELEV. GROUND ELEV. HGLELEV. HGL ELEV.
AREA (ac.) (ao.) COEFF. (min.) TIME (cfs) (ces) (M.) coup. (n) (ft) (%) (ft/s) (ft) (ft) (ft) (ft) (ft) (ft)
(c) (min.)
A I5 to A-I4 NCDOTCBA 15 0.45 0.45 0.43 5.00 5.00 1.47 14.04 18 RCP 0.013 28 1.79 5.15 2135.00 2134.50 2140.00 2140.00 2135.45 2135.29
A 14 to A-13 NCDOT CBA 14 0.07 0.52 0.95 5.00 5.09 2.01 21.44 18 RCP 0.013 60 4.17 7.61 2134.50 2132.00 2140.00 2137.95 2135.03 2132.57
A 13 to A 12 SEMH A-13 -- 0.52 -- -- 5.22 2.00 16.38 18 RCP 0.013 72 2.42 6.29 2132.00 2130.25 2137.95 2135.50 2132.53 2131.12
A 12 to A11 NCDOTCBA 12 0.05 0.57 0.95 5.00 5.41 2.38 14.04 18 RCP 0.013 28 1.78 5.91 2130.25 2129.75 2135.50 2135.50 2130.83 2130.65
All-A-10 NCDOTCBA11 0.04 0.61 0.95 5.00 5.49 2.68 12.39 18 RCP 0.013 23 1.38 5.60 2129.75 2129.43 2135.50 2135.50 2130.37 2130.15
A-I0.1 to A-IO WIA-10.1 0.13 0.74 0.49 5.00 5.00 0.52 1620 18 RCP 0.013 45 2.39 4.20 2130.50 2129.43 2134.50 2135.50 2130.77 2130.16
A-10 to A9 SIMHA-I0 -- 0.74 -- -- 5.56 3.19 14.85 18 RCP 0.013 181 2.00 6.70 2129.43 2125.81 2135.50 2132.80 2130.11 212628
A 9.4 to A-9.3 WI A-9.4 1.74 2.48 0.92 10.00 10.00 11.46 23.05 18 RCP 0.013 54 4.80 13.03 2126.70 2124.10 2134.00 2127.90 2127.99 2124.89
A 9.3 to A-9.2 NCDOTCBA-9.3 0.08 2.56 0.95 5.00 10.07 11.86 23.99 24 RCP 0.013 40 1.12 7.61 2123.60 2123.15 2127.90 2127.90 2124.84 2124.95
A 9.2 to A-9.I NCDOTCBA-9.2 0.12 2.68 0.95 5.00 10.16 12.42 21.83 24 RCP 0.013 116 0.93 7.17 2123.15 2122.07 2127.90 2132.80 2124.42 2123.57
A 9.1 to A-9 STMH A 9.1 -- 2.68 -- -- 10.43 12.31 22.54 24 RCP 0.013 141 1.00 7.33 2122.07 2120.67 2132.80 2132.80 2123.33 2121.72
A-9 to A-8 CIA-9 0.38 3.06 0.89 5.00 10.75 17.31 41.01 30 RCP 0.013 83 1.00 8.00 2120.17 2119.34 2132.80 2130.90 2121.58 2121.63
A-8.!to A-8 WI A 8.1 0.99 4.05 0.85 10.00 10.00 6.02 7.45 18 RCP 0.013 137 0.50 4.69 2121.03 2120.34 2127.00 2130.90 2122.05 2121.49
A-8 to A-7 CIA-8 0.22 4.27 0.92 5.00 10.92 24.48 41.40 30 RCP 0.013 107 1.02 8.78 2119.34 2118.25 2130.90 2128.50 2121.03 2120.39
A 7.4 to A7.3 CIA-7.4 0.67 4.94 0.92 5.00 5.00 5.06 27.32 18 RCP 0.013 17 6.76 11.81 2125.40 2124.25 2130.40 2130.55 2126.27 2124.76
A7.3.1 to A7.3 STMH A 7.3.I 0.55 5.49 0.95 5.00 5.00 4.29 11.38 18 HDPE 0.012 98 1.00 5.99 2125.23 2124.25 2131.18 2130.55 2126.02 2124.89
A 7.3 to A-7.2 STMH A 7.3 -- 5.49 -- -- 5.27 9.28 23.06 24 RCP 0.013 77 1.04 6.94 2123.75 2122.95 2130.55 2131.60 2124.84 2124.27
A7.2.1 to A7.2 CIA-7.2.1 1.04 6.53 0.64 5.00 5.00 4.31 13.14 18 RCP 0.013 163 1.56 6.66 2126.00 2123.45 2133.50 2131.60 2126.80 2124.27
A 7.2 to A7.1 STMH A 7.2 -- 6.53 -- -- 5.46 13.50 32.16 24 RCP 0.013 46 2.01 9.79 2122.95 2122.02 2131.60 2131.00 2124.27 2123.79
A 7.l to A-7 DIA 7.I 0.22 6.75 0.87 5.00 5.54 15.02 16.02 24 RCP 0.013 303 0.50 5.80 2122.02 2120.50 2131.00 2128.50 2123.56 2121.90
A7 to A-6 SIMH A-7 -- 6.75 -- -- 11.12 37.14 58.00 30 RCP 0.013 47 1.99 12.54 2118.25 2117.31 2128.50 2126.75 2120.31 2119.92
A 6.2 to A-6.1 WIA 6.2 0.70 7.45 0.37 10.00 10.00 1.85 10.50 18 RCP 0.013 72 1.00 4.48 2119.50 2118.78 2124.00 2125.90 2120.43 2120.42
A 6.1 to A-6 CI A-6.1 0.21 7.66 0.86 5.00 10.27 3.12 10.50 18 RCP 0.013 47 1.00 1.77 2118.78 2118.31 2125.90 2126.75 2120.29 2120.25
A-6 to A-5 STMH A-6 -- 7.66 -- -- 11.19 40.09 71.04 30 RCP 0.013 50 2.97 14.91 2117.31 2115.81 2126.75 2125.75 2119.44 2117.33
A-5 to A-4 CIA-5 1.10 8.76 0.90 5.00 11.24 46.83 72.68 36 RCP 0.013 160 1.19 10.92 2115.31 2113.41 2125.75 2126.00 2117.54 2116.04
A 4.I to A-4 CIA-4.1 0.55 9.85 0.94 5.00 5.11 8.38 16.61 18 RCP 0.013 66 2.51 9.42 2119.00 2117.35 2123.40 2126.00 2120.12 2118.12
A-4 to A-3 STMH A4 -- 9.85 -- -- 11.49 53.46 66.69 36 RCP 0.013 157 1.00 10.49 2113.41 2111.84 2126.00 2125.30 2115.79 2115.05
A 3.2 to A-3.1 CIto A 3.2 0.17 10.02 0.94 5.00 5.00 0.98 20.11 18 RCP 0.013 30 3.67 5.89 2116.60 2115.50 2120.60 2120.60 2116.97 2116.23
A-3.I to A-3 CIA3.1 0.17 10.19 0.95 5.00 5.09 1.97 16.01 18 RCP 0.013 93 2.33 6.15 2115.50 2113.34 2120.60 2125.30 2116.03 2114.82
A-3 to A-2 CI-A-3 0.00 10.19 0.94 5.00 11.74 54.66 66.69 36 RCP 0.013 34 1.00 10.53 2111.84 2111.50 2125.30 2126.00 2114.24 2113.66
A-2.4 to A 2.3 CIA-2.4 0.21 10.40 0.95 5.00 5.00 1.64 18.00 18 RCP 0.013 47 2.95 6.33 2125.00 2123.62 2129.35 2129.95 2125.48 2124.63
A-2.3 to A 2.2 SIMH A-2.3 -- 10.40 -- -- 5.23 6.35 10.50 18 RCP 0.013 104 1.00 6.22 2123.62 2122.58 2129.95 2128.50 2124.59 2124.36
A-2.2 to A 2.1 CI A-2.2 0.31 10.71 0.31 5.00 5.51 7.09 11.51 18 RCP 0.013 170 1.20 6.85 2122.58 2120.54 2128.50 2129.00 2123.61 2122.05
A-2.I to A-2 SIMH A-2.1 -- 10.71 -- -- 6.37 7.53 11.53 18 RCP 0.013 98 1.20 6.95 2120.54 2119.36 2129.00 2126.00 2121.60 2120.24
A-2 to A-I STMH A-2 -- 10.71 -- -- 11.79 60.99 94.32 36 RCP 0.013 47 2.00 8.63 2101.94 2101.00 2126.00 2107.43 2105.36 2104.97
A-1.2 to A I.1 WIA 1.2 0.75 11.46 0.35 5.00 5.00 2.15 7.39 18 RCP 0.013 101 0.50 1.22 2104.00 2103.50 2107.50 2107.25 2105.95 2105.91
A-1.1 to A I WIA 1.1 0.36 11.82 0.35 5.00 6.38 3.08 7.55 18 RCP 0.013 155 0.52 1.74 2103.50 2102.70 2107.25 2107.00 2105.87 2105.74
A 1 to AO STMH A I -- 11.82 -- -- 11.88 63.43 85.19 36 RCP 0.013 19 1.63 8.97 2097.31 2097.00 2107.00 2102.00 2104.41 2104.24
B-I to 13-0 WI B-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
C-I1 to G10 OCS GII -- -- -- -- 726.00 63.88 58.59 30 RCP 0.013 49 2.04 13.01 2094.50 2093.50 2106.00 2100.15 2098.07 2096.89
G10.1 to GIO CI 10.1 0.10 0.10 0.95 5.00 5.00 0.78 10.50 18 RCP 0.013 30 1.00 3.48 2095.78 2095.48 2099.45 2100.15 2096.89 2096.89
G10to G9 CIC-10 0.25 0.35 0.54 5.00 718.06 43.36 91.56 42 RCP 0.013 163 0.83 9.39 2093.50 2092.15 2100.15 2102.50 2095.55 2094.52
G9 to G8 STMH C-9 -- -- -- -- 726.33 63.88 91.84 42 RCP 0.013 60 0.83 10.31 2092.15 2091.65 2102.50 2100.75 2095.57 2095.34
G8 to G7 CIC-8 0.15 0.50 0.83 5.00 726.42 63.88 90.76 42 RCP 0.013 43 0.81 1022 2091.65 2091.30 2100.75 2100.80 2095.00 2094.86
G7 to G6 CIC-7 0.03 0.53 0.95 5.00 726.49 63.88 106.05 42 RCP 0.013 72 1.11 11.53 2091.30 2090.50 2100.80 2103.00 2094.29 2094.16
G6.2 to G6.I SWCBG6.2 0.04 0.57 0.95 5.00 5.00 0.31 10.50 18 RCP 0.013 35 1.00 2.65 2102.00 2101.65 2111.00 2111.00 2102.21 2102.20
C-6.I to C-6 SWCBC-6.I 0.04 0.61 0.95 5.00 5.22 0.62 15.28 18 RCP 0.013 78 2.12 4.23 2101.65 2100.00 2111.00 2103.00 2101.94 2100.21
G6 to G5 SWCBC-6 0.05 0.66 0.95 5.00 718.65 43.36 91.84 42 RCP 0.013 12 0.83 9.41 2090.50 2090.40 2103.00 2099.00 2092.55 2092.50
G5.2 to G5.I WIC-5.2 0.34 1.00 0.35 5.00 5.00 0.98 10.20 18 RCP 0.013 106 0.94 3.64 2094.00 2093.00 2099.00 2100.00 2094.37 2093.50
G5.1 to G5 STMH G5.1 -- 1.00 -- -- 5.49 0.96 18.28 18 RCP 0.013 34 3.03 5.47 2093.00 2091.97 2100.00 2099.00 2093.49 2093.53
G5 to G4 STMH G5 -- 1.00 -- -- 726.62 63.88 122.06 42 RCP 0.013 214 1.47 12.83 2090.40 2087.25 2099.00 2097.80 2092.91 2090.42
G4.1 to C-4 SIMH G4.1 -- 1.00 -- -- 725.73 5.63 71.04 30 RCP 0.013 10 3.00 8.64 2090.89 2090.59 2094.37 2097.80 2091.67 2091.16
C-4 to G3 STMH G4 -- 1.00 -- -- 726.90 69.51 121.92 42 RCP 0.013 32 1.47 13.09 2087.25 2086.78 2097.80 2092.30 2090.38 2090.34
C-3 to C-2 NCDOTDI G3 1.28 2.28 0.62 10.00 726.36 50.77 139.04 42 RCP 0.013 267 1.91 13.32 2086.78 2081.68 2092.30 2087.14 2089.01 2083.14
C-2 to GI NCTOTDI G2 0.52 2.80 0.84 5.00 727.24 74.03 123.53 42 RCP 0.013 449 1.51 13.42 2081.51 2074.74 2087.14 2082.75 2084.20 2078.22
C-1 to G0 STMH GI -- 2.80 -- -- 727.80 74.03 126.59 42 RCP 0.013 24 1.58 13.67 2074.74 2074.36 2082.75 2087.00 2077.43 2076.63
bl to D-0 WIbl 0.34 0.53 0.60 5.00 5.00 2.01 21.03 18 RCP 0.013 106 4.07 7.51 2144.50 2140.25 2151.50 2144.00 2145.03 2140.56
E-3 to E-2 WI E-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
F2.1 to E-2 SWCBE2.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
E-2 TO E-I STMH E-2 -- 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
&1 to E-0 STMH E-1 -- 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

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REVISIONS
GRADING & DRAINAGE LEGEND
PROPERTY LINE ------—
PROPOSED CURB
PROPOSED RETAINING WALL
EXISTING STORM SEWER
PROPOSED CONTOUR 1250
EXISTING CONTOUR — —1250— -
PROPOSED SPOT ELEVATION f 50.35/'
EXISTING SPOT ELEVATION 50.85 J
EXISTING WOODS LINE
PROPOSED STORM SEWER
SINGLE WING CATCH BASIN(SWCB)
DOUBLE WING CATCH BASIN(DWCB)CIIIMIR
DROP INLET(DI)
STORM MANHOLE(STMH)
WEIR INLET(WI) PROJECT NUMBER:
CURB INLET(CI) 21-118
FLARED END SECTION(FES)
HEADWALL(HDWL) DATE:
EXISTING FEATURES SCREENED 09/19/2024
EXHIBIT G.1
---iiiiiiiEC3------"IIIII . EXISTING NCDOT
811 ° 50 0 25 50 100 200 STORM SEWER
GRAPHIC SCALE EXHIBIT
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REVISIONS
GRADING & DRAINAGE LEGEND
PROPERTY LINE ------—
PROPOSED CURB
PROPOSED RETAINING WALL
EXISTING STORM SEWER
PROPOSED CONTOUR 1250
EXISTING CONTOUR — —1250— -
PROPOSED SPOT ELEVATION f 50.35 EXISTING SPOT ELEVATION 50.85-
/'
EXISTING WOODS LINE
PROPOSED STORM SEWER
SINGLE WING CATCH BASIN(SWCB)
DOUBLE WING CATCH BASIN(DWCB)
DROP INLET(DI)
STORM MANHOLE(STMH)
WEIR INLET(WI) PROJECT NUMBER:
CURB INLET(CI) 21-118
FLARED END SECTION(FES)
HEADWALL(HDWL) DATE:
EXISTING FEATURES SCREENED 09/19/2024
EXHIBIT G.2
��3____........c POST-DEVELOPED
8110 NCDOT STORM
GRAPHIC SCALE SEWER EXHIBIT
i 50 0 25 50 100 20011
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b inch=50 EX—G . 2
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EXHIBIT G. 3
Genesis Engineering
Collaborative

50 YEARSTORM TABLE-EXISTINGNCDOT ROW
INLET UPSTREAM
TOTAL INLET SYSTEM FLOW CAPACITY MANNING AVERAGE UPSTREAM DOWNSTREAM DOWNSTREAM UPSTREAM DOWNSTREAM
DRAINAGE RUNOFF INLET FLOW DIAMETER LENGTH SLOPE GROUND
LINED UPSTREAM INLET AREA RATE FULL MATERIAL WEFF. VELOCITY INVERT INVERT GROUND ELEV. HGLELEV. HGLELEV.
AREA (ac.) COEFF. (min.) TIME (cfs) (cfs) (in.) (n) (ft) (%) (ft/s) (ft) (ft) REV.
(B) (B)
(ac.) (c) (min.) (ft)
R 9 to R 8 DIR 9 9.3 9.30 - 13.20 13.20 26.00 19.77 18 _ RCP 0.013 261 3.54 14.71 21 12.04 2102.78 _ 2114.52 2107.14 _ 2120.63 2104.62
R 8 to R7 DIR 8 0.91 10.21 0.67 5.00 13.50 29.63 32.85 24 _ RCP 0.013 302 2.11 11.84 2102.45 2096.08 _ 2107.14 2101.35 _ 2104.31 2099.03
R 7 to R 6 STMH R 7 - _ 10.21 - - 13.92 29.19 32.95 24 _ RCP 0.013 34.4 2.12 9.29 2096.08 2095.35 _ 2101.35 2100.01 _ 2098.71 2098.13 _
R 6 to R-5 DIR 6 0.77 -
10.98 0.75 5.00 13.98 32.75 33.36 24 _ RCP 0.013 40 2.17 10.42 2095.35 2094.48 _ 2100.01 2101.73 2097.70 2096.86
R-5 to R 4 STMH R-5 - _ 10.98 - - 14.05 32.68 35.46 24 RCP 0.013 118 2.46 12.81 2094.41 2091.51 2101.73 2096.90 2096.31 2093.59
R4 to R-3 DIR4 0.52 11.50 0.8 5.00 14.20 35.09 56.82 30 RCP 0.013 185 1.92 12.18 2091.42 2087.87 2096.90 2092.30 2093.43 2090.11 _
R 3.I to 11,3 DIR 3.1 7 18.50 0.39 13.20 13.20 17.60 41.01 30 RCP 0.013 1 1.00 3.59 2087.86 2087.85 2093.16 2092.30 2091.48 2091.48 _
R 3 to R-2 DIR 3 1.28 19.78 0.62 10.00 14.45 56.51 56.69 30 RCP 0.013 267 1.91 11.51 2086.78 2081.68 2092.30 2087.14 2089.70 2084.63
R2.I to 11e2 DIR2 3.04 22.82 0.69 5.00 5.00 18.86 31.99 24 RCP 0.013 111 2.00 10.60 2083.73 2081.51 2092.05 2087.14 2085.29 2084.61 _
R2 to Rl DIR2 0.52 23.34 0.84 5.00 14.84 71.14 83.49 36 RCP 0.013 432 1.57 13.26 2081.51 2074.74 2087.14 2082.75 2084.18 2078.10
RI to R 0 STMH R I - 23.34 - - 15.38 70.28 126.59 42 RCP 0.013 24 1.58 13.50 2074.74 2074.36 2082.75 2080.00 2077.37 2076.56
50 YEARSTORM TABLE-POST-DEVELOPED NCDOT ROW
INLET TOTAL INLET SYSTEM UPSTREAM
FLOW CAPACITY MANNING AVERAGE UPSTREAM DOWNSTREAM DOWNSTREAM UPSTREAM DOWNSTREAM
DRAINAGE RUNOFF INLETTc FLOW DIAMETER LENGTH SLOPE GROUND
UNEID UPSTREAM INLET AREA RATE FULL MATERIAL COEFF. VELOCITY INVERT INVERT GROUND ELEV. HGLEIEV. HGLEIEV.
AREA (ac.) COEFF. (min.) TIME (cfs) (cfs) (m.) (n) (ft) (%) (ft/s) (ft) (ft) ELEV. (ft) (ft) (ft)
(ac.) (c) (min.) (ft)
R910 R8 DIR9 1.31 1.31 0.70 5.00 5.00 8.25 19.78 18 RCP 0.013 261 3.55 10.68 2112.04 2102.78 2114.52 2107.14 2113.15 2103.92
R 8 to R 7 DIR 8 0.91 2.22 0.67 5.00 5.41 13.50 32.85 24 RCP 0.013 302 2.11 9.95 2102.45 2096.08 _ 2107.14 2101.35 2103.77 2097.45 _
R 7 to R-6 SIMH R-7 - 2.22 - - 5.91 13.22 29.88 24 RCP 0.013 34.4 1.74 9.22 2096.08 2095.48 2101.35 2100.01 2097.39 2096.48
R 6 to R-5 DIR 6 0.77 2.99 0.75 5.00 723.50 6.38 33.36 24 RCP 0.013 40 2.17 8.19 2095.35 2094.48 2100.01 2101.73 2096.24 2095.10 _
R 5 to 18,4 SIMH R-5 - 2.99 - - 723.58 6.38 35.46 24 RCP 0.013 118 2.46 8.55 2094.41 2091.51 2101.73 2096.90 2095.30 2092.08
R4 to C-3 DIR4 0.52 3.51 0.80 5.00 723.81 6.38 56.82 30 RCP 0.013 185 1.92 7.66 2091.42 2087.87 2096.90 2092.30 2092.26 2089.83 _
R2.I to R-2 DIR2.1 3.04 6.55 0.69 5.00 5.00 18.86 31.99 24 RCP 0.013 111 2.00 10.60 2083.73 2081.51 2092.05 2087.14 2085.29 2084.69
G11 to G10 OCS C-II - 6.55 - - 727.00 68.96 58.59 30 RCP 0.013 49 2.04 14.05 2094.50 2093.50 2106.00 2100.15 2099.39 2098.00 _
G10.1 to C-10 CI10.1 0.1 6.65 0.95 5.00 5.00 0.85 10.50 18 RCP 0.013 30 1.00 0.48 2095.78 2095.48 2099.45 2100.15 2098.01 2098.00
GIO to C-9 CIC-10 0.25 6.90 0.54 5.00 727.06 68.96 91.56 42 RCP 0.013 163 0.83 7.17 2093.50 2092.15 2100.15 2102.50 2097.39 2096.62 _
C-9 to C-8 SIMH G9 - 6.90 - - 727.44 68.96 91.84 42 RCP 0.013 60 0.83 7.17 2092.15 2091.65 2102.50 2100.75 2096.18 2095.90
C-8 to C-7 CIC-8 0.15 7.05 0.83 5.00 727.58 68.96 90.76 42 RCP 0.013 43 0.81 7.17 2091.65 2091.30 2100.75 2100.80 2095.48 2095.28
C-7 to C-6 CIC-7 0.03 7.08 0.95 5.00 727.68 68.96 106.05 42 RCP 0.013 72 1.11 11.73 2091.30 2090.50 2100.80 2103.00 2094.68 2094.36
C-62 to C-6.1 SWCB C-6.2 0.04 7.12 0.95 5.00 5.00 0.34 10.50 18 RCP 0.013 35 1.00 2.73 2102.00 2101.65 2111.00 2111.00 2102.22 2102.23
C-6.I to C-6 SWCBC-6.1 0.04 7.16 0.95 5.00 5.21 0.68 15.28 18 RCP 0.013 78 2.12 4.35 2101.65 2100.00 2111.00 2103.00 2101.96 2100.22
C-6 to C-5 SWCB C-6 0.05 7.21 0.95 5.00 727.78 68.96 91.84 42 RCP 0.013 12 0.83 10.48 2090.50 2090.40 2103.00 2099.00 2093.10 2093.08
G5.2 to C-5.1 WIC-5.2 0.34 7.55 0.35 5.00 5.00 1.07 10.20 18 RCP 0.013 106 0.94 3.74 2094.00 2093.00 2099.00 2100.00 2094.39 2093.68
C-5.1 to C-5 STMH C-5.1 - 7.55 - - 5.47 1.05 18.28 18 RCP 0.013 34 3.03 5.62 2093.00 2091.97 2100.00 2099.00 2093.68 2093.70
C-5 to C-4 SIMH G5 - 7.55 - - 727.80 68.96 122.06 42 RCP 0.013 214 1.47 13.07 2090.40 2087.25 2099.00 2097.80 2093.00 2090.99
C-4.3 to C-4.2 OCS C-4.3 - 7.55 - - 721.80 10.79 34.32 30 RCP 0.013 50 0.70 6.19 2091.43 2091.08 2096.90 2097.42 2092.53 2092.65
C-4.2 to C-4.I STMH G4.2 - 7.55 - - 721.94 10.79 14.77 30 RCP 0.013 108 -0.13 2.20 2090.92 2091.06 2097.42 2094.37 2092.62 2092.16
C-4.I to C-4 STMH C-4.1 - 7.55 - - 722.75 10.79 71.04 30 RCP 0.013 10 3.00 10.45 2090.89 2090.59 2094.37 2097.80 2091.99 2091.42_
G4 to C-3 STMH G4 - _ 7.55 _ - - 728.07 79.75 121.92 42 REP 0.013 32 1.47 8.29 2087.25 2086.78 2097.80 2092.30 2090.94 2090.74 _
C-3 to C-2 NCDOTDIC-3 1.28 _ 8.83 0.62 10.00 728.14 86.13 139.04 42 RCP 0.013 267 1.91 15.22 2086.78 2081.68 _ 2092.30 2087.14 _ 2089.67 2084.66 _
G2 to Gl NCDOT DI C-2 0.52 9.35 0.84 5.00 728.43 86.13 125.94 42 RCP 0.013 432 1.57 14.09 2081.51 2074.74 2087.14 2082.75 2084.40 2078.60
C-1 to C-0 STMH C-1 - 9.35 - - 728.94 86.13 126.59 42 RCP 0.013 24 1.58 14.15 2074.74 2074.36 2082.75 2087.00 2077.63 2076.84

APPENDIX A
Genesis Engineering
Collaborative

66 Genesis Engineering
Collaborative
STORM WATER QUANTITYMANAGE ENT CALCULATIONS
MARKETPLACE AT MILLS RIVER
GECNo. 21-118
(2007)EXISTING ON-SHE DRAINAGE BASIN
Drainage Area= 14.99 Ac.
Pervious Area(B)= 5.30 Ac.
Woods Pervious Area(B 0.22 Ac.
Pervious Area(C)= 7.18 Ac.
Woods Pervious Area(C)= 1.34 Ac.
Impervious Area= 0.95 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= (5.30 Ac X69)+(0.22 Ac X66)+(7.18 Ac X79)+(1.34 Ac X77)+(0.95 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= 1847 feet
S= 0.025 ft/ft
V= 2.55 ft/s (unpaved)
Tt= 12.1 minutes
Te= 15.0 minutes
(2007)EXISTING WS-I1 BDRAINAGEBASIN
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
Tt= 0.4 minutes
Shallow Concentrated Flow(Unpaved)
Tt=
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= 14.29 Ac.
Off-Site Impervious Area= 0.06 Ac.(Currently undeveloped)assumed impervious
Off-Site Pervious Area(B)= 0.10 Ac.(Currently undeveloped)to remain pervious
Off-Site Pervious Area(C)= 0.24 Ac.(Currently undeveloped)to remain pervious
On-Site Impervious Area= 10.81 Ac.
Total Impervious Area= 10.87 Ac.
On-Site Pervious Area(B)= 1.56 Ac.
On-Site Pervious Area(C)= 1.52 Ac.
Total Pervious Area(B)= 1.66 Ac.
Total Pervious Area(C) = 1.76 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= (1.66 Ac X61)+(1.76 Ac X74)+(10.87 Ac X98)
14.29
CN= 91
Time of Concentration(Tc)
The're for the detention pond is the longest TT for the pipe runs entering the system.
Assume Te= 11.9 minutes
PO ST-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 E
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.s
(P2)0.5 S°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= 1107 feet
S= 0.025 ft/ft
V= 3.21 ft/s (paved)
Tt= 5.7 minutes
Te= 6.5 minutes
PO ST-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(Tc)
Sheet Flow
Tt= 0.42(nL)os
(P2)0.5 50.4
n= 0.150 (short grass prairie)
L= 20 feet
P2= 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= 517 feet
S= 0.050 ft/ft
V= 4.55 ft/s (paved)
T = 1.9 minutes
Te= 6.8 minutes

POST-DEVELOPED DETENTION BYPASS 3
Drainage Area= 0.27 Ac.
Impervious Area= 0.06 Ac.
Pervious Area(C)= 0.21 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= (0.21 Ac X74)+(0.06 Ac x 98)
0.27
CN= 79
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= 168 feet
S= 0.016 ft/ft
V= 2.04 ft/s (unpaved)
Tt= 1.4 minutes

Shallow Concentrated Flow(Paved)
Tt= L
60V
L= 318 feet
S= 0.014 ft/ft
V= 2.41 ft/s (paved)
Tt= 2.2 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
Shallow Concentrated Flow(Paved)
Tt= L
60V
L= 267 feet
S= 0.014 ft/ft
V= 2.41 ft/s (paved)
Tt= 1.8 minutes
Te= 13.6 minutes
POST-DEVELOPED WS-III BDRAINAGEBASIN
Drainage Area= 0.18 Ac.
Impervious Area= 0.02 Ac.
Pervious Area= 0.16 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= (0.08 Ac X74)+(0.10 Ac X98)
0.18
CN= 77
Time of Concentration(Te)
Sheet Flow
Tt= 0.. o.s
42(nL)
(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

L1 Genesis Engineering
9 9
Collaborative
STORM WATER QUALITYMANAGEIVIENT CALCULATIONS
MARKETPLACE AT MILLS RIVER
GECNo. 21-118
WATER QUALITYFORPOST-DEVELOPEll DRAINAGE BASIN TO DETENTION
Drainage Area(A)= 14.29 Ac.
(2007)Fx.Built-Upon Area= 0.95 Ac.
Proposed Built-Upon Area= 10.87 Ac.
Off-Site Impervious= 0.06 Ac. (Not Required in Treatment Volume)
Net Built-Upon Area= 9.86 Ac. —* 69.0 %Impervious
Required Design Volume(Dv)for Runoff Treatment
Direct Runoff for Runoff Treatment Design Volume
Rv=0.05+1(0.009)
R,= 0.67
Design Volume(Dv)
Dv=3630*RD*Rv*A
Design Storm depth(RD)= 1.00 inch
Dv= 34806 CF
Required Treatment Volume
A25%discount to Dv per the NCDEQ Stormwater Design Manual
TRMTv= 0.75(Dv)
TRMTv= 26105 CF
Sand chamber must be sized to hold 50%of the treatment volume(TRMTv)
Required Sand Chamber Treatment Volume= 13052 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 PERNCDEQ Stormwater Design Manual)
Ar= 2175 SF
Surface Area provided= 3070 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 2592.53 0.00 0.00
1.00 2098.00 3229.36 2910.95 2910.95
2.00 2099.00 3900.23 3564.79 6475.74
3.00 2100.00 4649.71 4274.97 10750.71
4.00 2101.00 5508.68 5079.20 15829.91 Sediment Chamber Volume provided at
2100.25
12,021 CF
SAND CHAMBER
Stage Elevation Area Incremental Total
(ft) (ft) (SF) Vol.(CF) Vol.(CF)
0 2096.50 3069.72 0.00 0.00
0.5 2097.00 3069.72 1534.86 1534.86
1.50 2098.00 3783.84 3426.78 4961.64
2.50 2099.00 4560.94 4172.39 9134.03
3.50 2100.00 5401.02 4980.98 14115.01
4.50 2101.00 6304.07 5852.55 19967.56 1-1- Sand Chamber Volume provided at
2100.25
15,578 CF
TOTAL STORMWAI'TOTAL STORMWAIIRMANAGEMENTFACILITY
Stage Elevation Area Incremental Total
(ft) (ft) (SF) Vol.(CF) Vol.(CF)
0 2097.00 6666.77 0.00 0.00
1.00 2098.00 7951.26 7309.02 7309.02
2.00 2099.00 9260.56 8605.91 15914.92
3.00 2100.00 10639.23 9949.89 25864.82
4.00 2101.00 12118.14 11378.69 37243.50 4-1-Design Volume provided at
5.00 2102.00 13683.67 12900.90 50144.41 2100.25
6.00 2103.00 15329.46 14506.56 64650.97 28,709 CF
7.00 2104.00 17031.80 16180.63 80831.60
8.00 2105.00 18790.69 17911.25 98742.85
9.00 2106.00 20606.13 19698.41 118441.26
Drawdown Calculations
Orifice Equation
t= TRMTv
0.6Ao((64.4)H)o.5
t= time to drain pond
TRMT,= 28709 CF
Ao= Area of the orifice= p r2
Orifice Diam.= 6.00 inches

A= 0.1963 SF
H= top volume elev.-elevation at center of orifice
H= 2100.25-2095.05
H= 5.20 ft
t= 3.70 hours

Pond Report 6
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
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 6,667 0 0
1.00 2098.00 7,951 7,309 7,309
2.00 2099.00 9,261 8,606 15,915
3.00 2100.00 10,639 9,950 25,865
4.00 2101.00 12,118 11,379 37,244
5.00 2102.00 13,684 12,901 50,144
6.00 2103.00 15,329 14,507 64,651
7.00 2104.00 17,032 16,181 80,832
8.00 2105.00 18,791 17,911 98,743
9.00 2106.00 20,606 19,698 118,441
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 30.00 18.00 6.00 0.00 Crest Len(ft) = 15.00 0.67 Inactive 0.00
Span(in) = 30.00 18.00 6.00 0.00 Crest El.(ft) = 2103.25 2102.25 0.00 0.00
No.Barrels = 1 1 1 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El.(ft) = 2094.50 2100.25 2094.80 0.00 Weir Type = Rect Rect --- ---
Length(ft) = 49.00 0.00 0.00 0.00 Multi-Stage = Yes Yes No No
Slope(%) = 2.04 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/Discharge Elev(ft)
10.00 2107.00
8.00 2105.00
....Y
6.00 2103.00
4.00 2101.00
2.00 2099.00
0.00 2097.00
0.00 8.00 16.00 24.00 32.00 40.00 48.00 56.00 64.00 72.00 80.00
Total Q Discharge(cfs)

1
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. Hydrograph Peak 1 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 20.21 1 723 55,966 Existing On-Site Drainage Basin
2 SCS Runoff 1.523 1 718 3,103 Existing WS-III-B
4 SCS Runoff 41.26 1 721 106,712 Post-Dev to Detention
5 Reservoir 9.118 1 734 87,397 4 2101.68 46,018 Routed Detention Pond
6 SCS Runoff 0.852 1 718 1,711 Post-Dev Detention Bypass 1
7 SCS Runoff 2.161 1 719 4,587 Post-Dev Detention Bypass 2
8 SCS Runoff 0.433 1 722 1,179 Post-Dev Detention Bypass 3
9 Combine 9.748 1 733 94,874 5,6,7, Post-Dev to Study Point
8
11 SCS Runoff 0.332 2 718 665 Post-Dev WS-III-B
21-118-Hydrographs.gpw Return Period: 1 Year Thursday, 09/ 19/2024

12
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. Hydrograph Peak 1 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 28.89 1 722 78,663 Existing On-Site Drainage Basin
2 SCS Runoff 2.204 1 718 4,435 Existing WS-III-B
4 SCS Runoff 51.63 1 721 135,081 Post-Dev to Detention
5 Reservoir 12.81 1 733 113,143 4 2102.48 57,098 Routed Detention Pond
6 SCS Runoff 1.168 1 718 2,350 Post-Dev Detention Bypass 1
7 SCS Runoff 3.056 1 719 6,447 Post-Dev Detention Bypass 2
8 SCS Runoff 0.600 1 722 1,619 Post-Dev Detention Bypass 3
9 Combine 13.69 1 732 123,559 5,6,7, Post-Dev to Study Point
8
11 SCS Runoff 0.462 2 718 927 Post-Dev WS-III-B
21-118-Hydrographs.gpw Return Period: 2 Year Thursday, 09/ 19/2024

22
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. Hydrograph Peak 1 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 42.06 1 722 113,291 Existing On-Site Drainage Basin
2 SCS Runoff 3.231 1 718 6,490 Existing WS-III-B
4 SCS Runoff 66.17 1 721 175,662 Post-Dev to Detention
5 Reservoir 23.02 1 731 150,367 4 2103.44 71,851 Routed Detention Pond
6 SCS Runoff 1.633 1 718 3,309 Post-Dev Detention Bypass 1
7 SCS Runoff 4.394 1 719 9,285 Post-Dev Detention Bypass 2
8 SCS Runoff 0.848 1 722 2,280 Post-Dev Detention Bypass 3
9 Combine 24.39 1 731 165,241 5,6,7, Post-Dev to Study Point
8
11 SCS Runoff 0.656 2 716 1,324 Post-Dev WS-III-B
21-118-Hydrographs.gpw Return Period: 5 Year Thursday, 09/ 19/2024

32
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. Hydrograph Peak 1 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 53.00 1 722 142,463 Existing On-Site Drainage Basin
2 SCS Runoff 4.086 1 718 8,235 Existing WS-III-B
4 SCS Runoff 77.68 1 721 208,294 Post-Dev to Detention
5 Reservoir 43.36 1 728 180,745 4 2103.84 78,179 Routed Detention Pond
6 SCS Runoff 2.011 1 718 4,108 Post-Dev Detention Bypass 1
7 SCS Runoff 5.513 1 718 11,675 Post-Dev Detention Bypass 2
8 SCS Runoff 1.051 1 722 2,830 Post-Dev Detention Bypass 3
9 Combine 45.63 1 728 199,359 5,6,7, Post-Dev to Study Point
8
11 SCS Runoff 0.819 2 716 1,658 Post-Dev WS-III-B
21-118-Hydrographs.gpw Return Period: 10 Year Thursday, 09/ 19/2024

42
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. Hydrograph Peak 1 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 68.51 1 722 184,394 Existing On-Site Drainage Basin
2 SCS Runoff 5.301 1 718 10,759 Existing WS-III-B
4 SCS Runoff 93.46 1 721 253,626 Post-Dev to Detention
5 Reservoir 63.88 1 727 223,254 4 2104.24 85,045 Routed Detention Pond
6 SCS Runoff 2.543 1 717 5,247 Post-Dev Detention Bypass 1
7 SCS Runoff 7.098 1 718 15,112 Post-Dev Detention Bypass 2
8 SCS Runoff 1.337 1 722 3,615 Post-Dev Detention Bypass 3
9 Combine 67.97 1 725 247,229 5,6,7, Post-Dev to Study Point
8
11 SCS Runoff 1.050 2 716 2,137 Post-Dev WS-III-B
21-118-Hydrographs.gpw Return Period: 25 Year Thursday, 09/ 19/2024

52
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. Hydrograph Peak 1 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 81.35 1 722 219,589 Existing On-Site Drainage Basin
2 SCS Runoff 6.308 1 718 12,887 Existing WS-III-B
4 SCS Runoff 106.22 1 721 290,692 Post-Dev to Detention
5 Reservoir 68.96 1 727 258,170 4 2104.66 92,681 Routed Detention Pond
6 SCS Runoff 2.983 1 717 6,197 Post-Dev Detention Bypass 1
7 SCS Runoff 8.409 1 718 17,996 Post-Dev Detention Bypass 2
8 SCS Runoff 1.571 1 722 4,269 Post-Dev Detention Bypass 3
9 Combine 75.63 1 722 286,632 5,6,7, Post-Dev to Study Point
8
11 SCS Runoff 1.240 2 716 2,537 Post-Dev WS-III-B
21-118-Hydrographs.gpw Return Period: 50 Year Thursday, 09/ 19/2024

62
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
Hyd. Hydrograph Peak 1 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 94.67 1 722 256,514 Existing On-Site Drainage Basin
2 SCS Runoff 7.354 1 718 15,127 Existing WS-III-B
4 SCS Runoff 119.28 1 721 328,893 Post-Dev to Detention
5 Reservoir 71.80 1 728 294,298 4 2105.17 102,175 Routed Detention Pond
6 SCS Runoff 3.436 1 717 7,188 Post-Dev Detention Bypass 1
7 SCS Runoff 9.766 1 718 21,023 Post-Dev Detention Bypass 2
8 SCS Runoff 1.813 1 722 4,953 Post-Dev Detention Bypass 3
9 Combine 80.86 1 721 327,462 5,6,7, Post-Dev to Study Point
8
11 SCS Runoff 1.437 2 716 2,957 Post-Dev WS-III-B
21-118-Hydrographs.gpw Return Period: 100 Year Thursday, 09/ 19/2024

2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 1
Existing On-Site Drainage Basin
Hydrograph type = SCS Runoff Peak discharge = 20.21 cfs
Storm frequency = 1 yrs Time to peak = 723 min
Time interval = 1 min Hyd. volume = 55,966 cuft
Drainage area = 14.990 ac Curve number = 76
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 15.00 min
Total precip. = 3.02 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Existing On-Site Drainage Basin
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
21.00 I 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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time(min)

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 2
Existing WS-III-B
Hydrograph type = SCS Runoff Peak discharge = 1.523 cfs
Storm frequency = 1 yrs Time to peak = 718 min
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 Q (cfs)
2.00 2.00
1.00 1.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time(min)

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 4
Post-Dev to Detention
Hydrograph type = SCS Runoff Peak discharge = 41.26 cfs
Storm frequency = 1 yrs Time to peak = 721 min
Time interval = 1 min Hyd. volume = 106,712 cuft
Drainage area = 14.290 ac Curve number = 91
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
Q (cfs) Hyd. No. 4-- 1 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 - 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time(min)

5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 5
Routed Detention Pond
Hydrograph type = Reservoir Peak discharge = 9.118 cfs
Storm frequency = 1 yrs Time to peak = 734 min
Time interval = 1 min Hyd. volume = 87,397 cuft
Inflow hyd. No. = 4 - Post-Dev to Detention Max. Elevation = 2101.68 ft
Reservoir name = Proposed Pond Max. Storage = 46,018 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Routed Detention Pond
Q (cfs) Hyd. No. 5-- 1 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
Aims-
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No. 5 Hyd No. 4 I Total storage used = 46,018 cuft

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 6
Post-Dev Detention Bypass 1
Hydrograph type = SCS Runoff Peak discharge = 0.852 cfs
Storm frequency = 1 yrs Time to peak = 718 min
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) = 6.50 min
Total precip. = 3.02 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev Detention Bypass 1
Q (cfs) Hyd. No. 6-- 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
%*41
0.00 I - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time(min)

8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 7
Post-Dev Detention Bypass 2
Hydrograph type = SCS Runoff Peak discharge = 2.161 cfs
Storm frequency = 1 yrs Time to peak = 719 min
Time interval = 1 min Hyd. volume = 4,587 cuft
Drainage area = 1.260 ac Curve number = 76
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 6.80 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 Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time(min)

9
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 8
Post-Dev Detention Bypass 3
Hydrograph type = SCS Runoff Peak discharge = 0.433 cfs
Storm frequency = 1 yrs Time to peak = 722 min
Time interval = 1 min Hyd. volume = 1,179 cuft
Drainage area = 0.270 ac Curve number = 79
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 13.60 min
Total precip. = 3.02 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev Detention Bypass 3
Q (cfs) Hyd. No. 8-- 1 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 - 0.40
0.35 1 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 8 Time(min)

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 9
Post-Dev to Study Point
Hydrograph type = Combine Peak discharge = 9.748 cfs
Storm frequency = 1 yrs Time to peak = 733 min
Time interval = 1 min Hyd. volume = 94,874 cuft
Inflow hyds. = 5, 6, 7, 8 Contrib. drain. area = 1.910 ac
Post-Dev to Study Point
Q (cfs) Hyd. No. 9-- 1 Year Q (cfs)
10.00 10.00
8.00 H 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No. 9 Hyd No. 5 Hyd No. 6 Hyd No. 7
Hyd No. 8

11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 11
Post-Dev WS-III-B
Hydrograph type = SCS Runoff Peak discharge = 0.332 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 665 cuft
Drainage area = 0.180 ac Curve number = 77
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
Q (cfs) Hyd. No. 11 -- 1 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 - 0.40
0.35 0.35
0.30 0.30
0.25 0.25
I
I
0.20 i 0.20
0.15 0.15
0.10 0.10
I
0.05 0.05
L_
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 11 Time(min)

13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 1
Existing On-Site Drainage Basin
Hydrograph type = SCS Runoff Peak discharge = 28.89 cfs
Storm frequency = 2 yrs Time to peak = 722 min
Time interval = 1 min Hyd. volume = 78,663 cuft
Drainage area = 14.990 ac Curve number = 76
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 15.00 min
Total precip. = 3.61 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Existing On-Site Drainage Basin
Q (cfs) Hyd. No. 1 --2 Year Q (cfs)
30.00 30.00
25.00 i 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 ‘ 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time(min)

14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 2
Existing WS-III-B
Hydrograph type = SCS Runoff Peak discharge = 2.204 cfs
Storm frequency = 2 yrs Time to peak = 718 min
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
Q (cfs) Hyd. No. 2--2 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - J A - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time(min)

15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 4
Post-Dev to Detention
Hydrograph type = SCS Runoff Peak discharge = 51.63 cfs
Storm frequency = 2 yrs Time to peak = 721 min
Time interval = 1 min Hyd. volume = 135,081 cuft
Drainage area = 14.290 ac Curve number = 91
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
Q (cfs) Hyd. No. 4--2 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 b 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time(min)

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 5
Routed Detention Pond
Hydrograph type = Reservoir Peak discharge = 12.81 cfs
Storm frequency = 2 yrs Time to peak = 733 min
Time interval = 1 min Hyd. volume = 113,143 cuft
Inflow hyd. No. = 4 - Post-Dev to Detention Max. Elevation = 2102.48 ft
Reservoir name = Proposed Pond Max. Storage = 57,098 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Routed Detention Pond
Q (cfs) Hyd. No. 5--2 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
I
0.00 r- 0.00
0 180 360 540 720 900 1080 1260 1440 1620
Time(min)
Hyd No. 5 Hyd No. 4 I Total storage used = 57,098 cuft

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 6
Post-Dev Detention Bypass 1
Hydrograph type = SCS Runoff Peak discharge = 1.168 cfs
Storm frequency = 2 yrs Time to peak = 718 min
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) = 6.50 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 Q (cfs)
2.00 2.00
1.00 1.00
0.00 - — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time(min)

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 7
Post-Dev Detention Bypass 2
Hydrograph type = SCS Runoff Peak discharge = 3.056 cfs
Storm frequency = 2 yrs Time to peak = 719 min
Time interval = 1 min Hyd. volume = 6,447 cuft
Drainage area = 1.260 ac Curve number = 76
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 6.80 min
Total precip. = 3.61 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev Detention Bypass 2
Q (cfs) Hyd. No. 7--2 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - ` .- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time(min)

19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 8
Post-Dev Detention Bypass 3
Hydrograph type = SCS Runoff Peak discharge = 0.600 cfs
Storm frequency = 2 yrs Time to peak = 722 min
Time interval = 1 min Hyd. volume = 1,619 cuft
Drainage area = 0.270 ac Curve number = 79
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 13.60 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 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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 8 Time(min)

20
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 9
Post-Dev to Study Point
Hydrograph type = Combine Peak discharge = 13.69 cfs
Storm frequency = 2 yrs Time to peak = 732 min
Time interval = 1 min Hyd. volume = 123,559 cuft
Inflow hyds. = 5, 6, 7, 8 Contrib. drain. area = 1.910 ac
Post-Dev to Study Point
Q (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
I
0.00 0.00
0 180 360 540 720 900 1080 1260 1440 1620
Time(min)
Hyd No. 9 Hyd No. 5 Hyd No. 6 Hyd No. 7
Hyd No. 8

21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 11
Post-Dev WS-III-B
Hydrograph type = SCS Runoff Peak discharge = 0.462 cfs
Storm frequency = 2 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 927 cuft
Drainage area = 0.180 ac Curve number = 77
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
Q (cfs) Hyd. No. 11 --2 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 - 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 11 Time(min)

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 1
Existing On-Site Drainage Basin
Hydrograph type = SCS Runoff Peak discharge = 42.06 cfs
Storm frequency = 5 yrs Time to peak = 722 min
Time interval = 1 min Hyd. volume = 113,291 cuft
Drainage area = 14.990 ac Curve number = 76
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 15.00 min
Total precip. = 4.44 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Existing On-Site Drainage Basin
Q (cfs) Hyd. No. 1 -- 5 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 I 30.00
20.00 20.00
10.00 10.00
0.00 '- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time(min)

24
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 2
Existing WS-III-B
Hydrograph type = SCS Runoff Peak discharge = 3.231 cfs
Storm frequency = 5 yrs Time to peak = 718 min
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
Q (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 . 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time(min)

25
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 4
Post-Dev to Detention
Hydrograph type = SCS Runoff Peak discharge = 66.17 cfs
Storm frequency = 5 yrs Time to peak = 721 min
Time interval = 1 min Hyd. volume = 175,662 cuft
Drainage area = 14.290 ac Curve number = 91
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
Q (cfs) Hyd. No. 4-- 5 Year Q (cfs)
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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time(min)

26
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 5
Routed Detention Pond
Hydrograph type = Reservoir Peak discharge = 23.02 cfs
Storm frequency = 5 yrs Time to peak = 731 min
Time interval = 1 min Hyd. volume = 150,367 cuft
Inflow hyd. No. = 4 - Post-Dev to Detention Max. Elevation = 2103.44 ft
Reservoir name = Proposed Pond Max. Storage = 71,851 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Routed Detention Pond
Q (cfs) Hyd. No. 5-- 5 Year Q (cfs)
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
wII
0.00 - 0.00
0 180 360 540 720 900 1080 1260 1440 1620
Time(min)
Hyd No. 5 Hyd No. 4 I Total storage used = 71,851 cuft

27
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 6
Post-Dev Detention Bypass 1
Hydrograph type = SCS Runoff Peak discharge = 1.633 cfs
Storm frequency = 5 yrs Time to peak = 718 min
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) = 6.50 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 Q (cfs)
2.00 2.00
1.00 1.00
0.00 ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 6 Time(min)

28
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 7
Post-Dev Detention Bypass 2
Hydrograph type = SCS Runoff Peak discharge = 4.394 cfs
Storm frequency = 5 yrs Time to peak = 719 min
Time interval = 1 min Hyd. volume = 9,285 cuft
Drainage area = 1.260 ac Curve number = 76
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 6.80 min
Total precip. = 4.44 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Dev Detention Bypass 2
Q (cfs) Hyd. No. 7-- 5 Year Q (cfs)
5.00 5.00
4.00 4.00
3.00 1 3.00
2.00 2.00
1.00 1.00
0.00 1. 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time(min)

29
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 8
Post-Dev Detention Bypass 3
Hydrograph type = SCS Runoff Peak discharge = 0.848 cfs
Storm frequency = 5 yrs Time to peak = 722 min
Time interval = 1 min Hyd. volume = 2,280 cuft
Drainage area = 0.270 ac Curve number = 79
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 13.60 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 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
0.40j .....46-4---- ------ - 0.40
0.30 0.30
0.20 0.20
0.10 0.10
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 8 Time(min)

30
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 9
Post-Dev to Study Point
Hydrograph type = Combine Peak discharge = 24.39 cfs
Storm frequency = 5 yrs Time to peak = 731 min
Time interval = 1 min Hyd. volume = 165,241 cuft
Inflow hyds. = 5, 6, 7, 8 Contrib. drain. area = 1.910 ac
Post-Dev to Study Point
Q (cfs) Hyd. No. 9-- 5 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
::: _
I 4.00
..ji
111111111"1"."7
- 1 0.00
0 180 360 540 720 900 1080 1260 1440 1620
Time(min)
Hyd No. 9 Hyd No. 5 Hyd No. 6 Hyd No. 7
Hyd No. 8

31
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 11
Post-Dev WS-III-B
Hydrograph type = SCS Runoff Peak discharge = 0.656 cfs
Storm frequency = 5 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 1,324 cuft
Drainage area = 0.180 ac Curve number = 77
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
Q (cfs) Hyd. No. 11 -- 5 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
I
I
0.40 I 0.40
0.30 0.30
0.20 0.20
I
0.10 0.10
L.----
0.00 ' - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 11 Time(min)

33
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 1
Existing On-Site Drainage Basin
Hydrograph type = SCS Runoff Peak discharge = 53.00 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 1 min Hyd. volume = 142,463 cuft
Drainage area = 14.990 ac Curve number = 76
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 15.00 min
Total precip. = 5.10 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Existing On-Site Drainage Basin
Q (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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time(min)

34
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 2
Existing WS-III-B
Hydrograph type = SCS Runoff Peak discharge = 4.086 cfs
Storm frequency = 10 yrs Time to peak = 718 min
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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time(min)

35
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 4
Post-Dev to Detention
Hydrograph type = SCS Runoff Peak discharge = 77.68 cfs
Storm frequency = 10 yrs Time to peak = 721 min
Time interval = 1 min Hyd. volume = 208,294 cuft
Drainage area = 14.290 ac Curve number = 91
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 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
j ..____ _
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time(min)

36
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 5
Routed Detention Pond
Hydrograph type = Reservoir Peak discharge = 43.36 cfs
Storm frequency = 10 yrs Time to peak = 728 min
Time interval = 1 min Hyd. volume = 180,745 cuft
Inflow hyd. No. = 4 - Post-Dev to Detention Max. Elevation = 2103.84 ft
Reservoir name = Proposed Pond Max. Storage = 78,179 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 I 40.00
30.00 30.00
20.00 20.00
10.00 - 10.00
�
0.00 ������uillI 0.00
0 180 360 540 720 900 1080 1260 1440 1620
Time(min)
Hyd No. 5 Hyd No. 4 I Total storage used = 78,179 cuft

37
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 6
Post-Dev Detention Bypass 1
Hydrograph type = SCS Runoff Peak discharge = 2.011 cfs
Storm frequency = 10 yrs Time to peak = 718 min
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) = 6.50 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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 6 Time(min)

38
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 7
Post-Dev Detention Bypass 2
Hydrograph type = SCS Runoff Peak discharge = 5.513 cfs
Storm frequency = 10 yrs Time to peak = 718 min
Time interval = 1 min Hyd. volume = 11,675 cuft
Drainage area = 1.260 ac Curve number = 76
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 6.80 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)
6.00 6.00
5.00 5.00
4.00 - 4.00
3.00 3.00
2.00 2.00
1.00 1.00
\%4**41144w
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time(min)

39
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 8
Post-Dev Detention Bypass 3
Hydrograph type = SCS Runoff Peak discharge = 1.051 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 1 min Hyd. volume = 2,830 cuft
Drainage area = 0.270 ac Curve number = 79
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 13.60 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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 8 Time(min)

40
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 9
Post-Dev to Study Point
Hydrograph type = Combine Peak discharge = 45.63 cfs
Storm frequency = 10 yrs Time to peak = 728 min
Time interval = 1 min Hyd. volume = 199,359 cuft
Inflow hyds. = 5, 6, 7, 8 Contrib. drain. area = 1.910 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
10.00111\1 10.00
0.00 0.00
0 180 360 540 720 900 1080 1260 1440 1620
Time(min)
Hyd No. 9 Hyd No. 5 Hyd No. 6 Hyd No. 7
Hyd No. 8

41
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 11
Post-Dev WS-III-B
Hydrograph type = SCS Runoff Peak discharge = 0.819 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 1,658 cuft
Drainage area = 0.180 ac Curve number = 77
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 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
0.00 - ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 11 Time(min)

43
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 1
Existing On-Site Drainage Basin
Hydrograph type = SCS Runoff Peak discharge = 68.51 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 1 min Hyd. volume = 184,394 cuft
Drainage area = 14.990 ac Curve number = 76
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 15.00 min
Total precip. = 6.01 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Existing On-Site Drainage Basin
Q (cfs) Hyd. No. 1 --25 Year Q (cfs)
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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time(min)

44
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 2
Existing WS-III-B
Hydrograph type = SCS Runoff Peak discharge = 5.301 cfs
Storm frequency = 25 yrs Time to peak = 718 min
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
Q (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
7(
0.00 ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 2 Time(min)

45
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 4
Post-Dev to Detention
Hydrograph type = SCS Runoff Peak discharge = 93.46 cfs
Storm frequency = 25 yrs Time to peak = 721 min
Time interval = 1 min Hyd. volume = 253,626 cuft
Drainage area = 14.290 ac Curve number = 91
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
Q (cfs) Hyd. No. 4--25 Year Q (cfs)
100.00 100.00
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 ---.••'"'j l ''''''"-----.- 10.00
0.00 - ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 4 Time(min)

46
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 5
Routed Detention Pond
Hydrograph type = Reservoir Peak discharge = 63.88 cfs
Storm frequency = 25 yrs Time to peak = 727 min
Time interval = 1 min Hyd. volume = 223,254 cuft
Inflow hyd. No. = 4 - Post-Dev to Detention Max. Elevation = 2104.24 ft
Reservoir name = Proposed Pond Max. Storage = 85,045 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Routed Detention Pond
Q (cfs) Hyd. No. 5--25 Year Q (cfs)
100.00 100.00
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
Imr
1111L-
0.00 0.00
0 180 360 540 720 900 1080 1260 1440 1620
Time(min)
Hyd No. 5 Hyd No. 4 I Total storage used = 85,045 cuft

47
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 6
Post-Dev Detention Bypass 1
Hydrograph type = SCS Runoff Peak discharge = 2.543 cfs
Storm frequency = 25 yrs Time to peak = 717 min
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) = 6.50 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 Q (cfs)
3.00 3.00
2.00 1 2.00
1.00 1.00
0.00 - ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 6 Time(min)

48
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 7
Post-Dev Detention Bypass 2
Hydrograph type = SCS Runoff Peak discharge = 7.098 cfs
Storm frequency = 25 yrs Time to peak = 718 min
Time interval = 1 min Hyd. volume = 15,112 cuft
Drainage area = 1.260 ac Curve number = 76
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 6.80 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 Q (cfs)
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
\ `e....
0.00 ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 7 Time(min)

49
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 8
Post-Dev Detention Bypass 3
Hydrograph type = SCS Runoff Peak discharge = 1.337 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 1 min Hyd. volume = 3,615 cuft
Drainage area = 0.270 ac Curve number = 79
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 13.60 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 Q (cfs)
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 8 Time(min)

50
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 9
Post-Dev to Study Point
Hydrograph type = Combine Peak discharge = 67.97 cfs
Storm frequency = 25 yrs Time to peak = 725 min
Time interval = 1 min Hyd. volume = 247,229 cuft
Inflow hyds. = 5, 6, 7, 8 Contrib. drain. area = 1.910 ac
Post-Dev to Study Point
Q (cfs) Hyd. No. 9--25 Year Q (cfs)
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 ------+4— 10.00
0.00 - L 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No. 9 Hyd No. 5 Hyd No. 6 Hyd No. 7
Hyd No. 8

51
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 11
Post-Dev WS-III-B
Hydrograph type = SCS Runoff Peak discharge = 1.050 cfs
Storm frequency = 25 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 2,137 cuft
Drainage area = 0.180 ac Curve number = 77
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 Q (cfs)
2.00 2.00
1.00I 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 11 Time(min)

53
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 1
Existing On-Site Drainage Basin
Hydrograph type = SCS Runoff Peak discharge = 81.35 cfs
Storm frequency = 50 yrs Time to peak = 722 min
Time interval = 1 min Hyd. volume = 219,589 cuft
Drainage area = 14.990 ac Curve number = 76
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 15.00 min
Total precip. = 6.75 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Existing On-Site Drainage Basin
Q (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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time(min)

54
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 2
Existing WS-III-B
Hydrograph type = SCS Runoff Peak discharge = 6.308 cfs
Storm frequency = 50 yrs Time to peak = 718 min
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 7.00
4_
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
,,,,I_L ..—,—,—..
0.00 - ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 2 Time(min)

55
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 4
Post-Dev to Detention
Hydrograph type = SCS Runoff Peak discharge = 106.22 cfs
Storm frequency = 50 yrs Time to peak = 721 min
Time interval = 1 min Hyd. volume = 290,692 cuft
Drainage area = 14.290 ac Curve number = 91
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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 4 Time(min)

56
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 5
Routed Detention Pond
Hydrograph type = Reservoir Peak discharge = 68.96 cfs
Storm frequency = 50 yrs Time to peak = 727 min
Time interval = 1 min Hyd. volume = 258,170 cuft
Inflow hyd. No. = 4 - Post-Dev to Detention Max. Elevation = 2104.66 ft
Reservoir name = Proposed Pond Max. Storage = 92,681 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 80.00
60.00 60.00
40.00 40.00
20.00 20.00
11,111u1111
0.00 0.00
0 180 360 540 720 900 1080 1260 1440 1620
Time(min)
Hyd No. 5 Hyd No. 4 I I Total storage used = 92,681 cuft

57
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 6
Post-Dev Detention Bypass 1
Hydrograph type = SCS Runoff Peak discharge = 2.983 cfs
Storm frequency = 50 yrs Time to peak = 717 min
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) = 6.50 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 Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 6 Time(min)

58
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 7
Post-Dev Detention Bypass 2
Hydrograph type = SCS Runoff Peak discharge = 8.409 cfs
Storm frequency = 50 yrs Time to peak = 718 min
Time interval = 1 min Hyd. volume = 17,996 cuft
Drainage area = 1.260 ac Curve number = 76
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 6.80 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
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 7 Time(min)

59
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 8
Post-Dev Detention Bypass 3
Hydrograph type = SCS Runoff Peak discharge = 1.571 cfs
Storm frequency = 50 yrs Time to peak = 722 min
Time interval = 1 min Hyd. volume = 4,269 cuft
Drainage area = 0.270 ac Curve number = 79
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 13.60 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 Q (cfs)
2.00 2.00
1.00 1.00
0.00 - — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 8 Time(min)

60
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 9
Post-Dev to Study Point
Hydrograph type = Combine Peak discharge = 75.63 cfs
Storm frequency = 50 yrs Time to peak = 722 min
Time interval = 1 min Hyd. volume = 286,632 cuft
Inflow hyds. = 5, 6, 7, 8 Contrib. drain. area = 1.910 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
0 180 360 540 720 900 1080 1260 1440 1620
Time(min)
Hyd No. 9 Hyd No. 5 Hyd No. 6 Hyd No. 7
Hyd No. 8

61
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 11
Post-Dev WS-III-B
Hydrograph type = SCS Runoff Peak discharge = 1.240 cfs
Storm frequency = 50 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 2,537 cuft
Drainage area = 0.180 ac Curve number = 77
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 Q (cfs)
2.00 2.00
1.00 1.00
0.00 - ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 11 Time(min)

63
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 1
Existing On-Site Drainage Basin
Hydrograph type = SCS Runoff Peak discharge = 94.67 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 1 min Hyd. volume = 256,514 cuft
Drainage area = 14.990 ac Curve number = 76
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 15.00 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 Q (cfs)
100.00 100.00
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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time(min)

64
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 2
Existing WS-III-B
Hydrograph type = SCS Runoff Peak discharge = 7.354 cfs
Storm frequency = 100 yrs Time to peak = 718 min
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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 2 Time(min)

65
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 4
Post-Dev to Detention
Hydrograph type = SCS Runoff Peak discharge = 119.28 cfs
Storm frequency = 100 yrs Time to peak = 721 min
Time interval = 1 min Hyd. volume = 328,893 cuft
Drainage area = 14.290 ac Curve number = 91
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)
120.00 120.00
100.00 ! 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 •"' i.j- ...-- ' 20.00
0.00 ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 4 Time(min)

66
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 5
Routed Detention Pond
Hydrograph type = Reservoir Peak discharge = 71.80 cfs
Storm frequency = 100 yrs Time to peak = 728 min
Time interval = 1 min Hyd. volume = 294,298 cuft
Inflow hyd. No. = 4 - Post-Dev to Detention Max. Elevation = 2105.17 ft
Reservoir name = Proposed Pond Max. Storage = 102,175 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Routed Detention Pond
Q (cfs) Hyd. No. 5-- 100 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 r — 0.00
0 180 360 540 720 900 1080 1260 1440 1620
Time(min)
Hyd No. 5 Hyd No. 4 I Total storage used = 102,175 cuft

67
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 6
Post-Dev Detention Bypass 1
Hydrograph type = SCS Runoff Peak discharge = 3.436 cfs
Storm frequency = 100 yrs Time to peak = 717 min
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) = 6.50 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
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 6 Time(min)

68
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 7
Post-Dev Detention Bypass 2
Hydrograph type = SCS Runoff Peak discharge = 9.766 cfs
Storm frequency = 100 yrs Time to peak = 718 min
Time interval = 1 min Hyd. volume = 21,023 cuft
Drainage area = 1.260 ac Curve number = 76
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 6.80 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)
10.00 10.00
8.00 1 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 7 Time(min)

69
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 8
Post-Dev Detention Bypass 3
Hydrograph type = SCS Runoff Peak discharge = 1.813 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 1 min Hyd. volume = 4,953 cuft
Drainage area = 0.270 ac Curve number = 79
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 13.60 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)
2.00 2.00
1.00 1.00
0.00 , 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 8 Time(min)

70
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 9
Post-Dev to Study Point
Hydrograph type = Combine Peak discharge = 80.86 cfs
Storm frequency = 100 yrs Time to peak = 721 min
Time interval = 1 min Hyd. volume = 327,462 cuft
Inflow hyds. = 5, 6, 7, 8 Contrib. drain. area = 1.910 ac
Post-Dev to Study Point
Q (cfs) Hyd. No. 9-- 100 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
0 180 360 540 720 900 1080 1260 1440 1620
Time(min)
Hyd No. 9 Hyd No. 5 Hyd No. 6 Hyd No. 7
Hyd No. 8

71
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Thursday,09/19/2024
Hyd. No. 11
Post-Dev WS-III-B
Hydrograph type = SCS Runoff Peak discharge = 1.437 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 2,957 cuft
Drainage area = 0.180 ac Curve number = 77
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 Q (cfs)
2.00 2.00
I
1.00 1.00
0.00 — — -7 ........" ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 11 Time(min)

APPENDIX B. 1
OOGenesis 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°.
GENESIS ENGINEERING
/ COLLABORATIVE
, ____\gvii.. ....,
3360 Martin Farm Road
Suite 200
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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, „,
j'a .J.,
it .... .,_ it ,410k,
a'' �V' _ r� N_�}
,/ • * .
40/
._. ,. i =-, _ i
r I, •
'
.� . r 44* A •t ..
....... ,,,, .
,,,. ....„... ,. .....,_ ,,
1
i , . ., •... .,
. I 1 i ' I IIIII .. : 1 r i
IF . \---
. .. . .. a
¢
[I,tij gi. R K « 4

APPENDIX B. 2
Genesis Engineering
Collaborative

/;.a
SUMMIT
ENGINEERING•LABORATORY •TFSTING
A Universal Engineering Sciences Company
REPORT OF SUBSURFACE EXPLORATION
AND ENGINEERING EVALUATION
PUBLIX AT MILLS RIVER
MILLS RIVER,NORTH CAROLINA
SUMMIT PROJECT NO. 7543.G0004
Prepared For:
Publix North Carolina, LP
c/o Mr. Alex Weik
Harris Development Partners, LLC
128 E. Hargett Street, Suite 203
Raleigh,North Carolina 27601
Prepared By:
SUMMIT Engineering, Laboratory& Testing, P.C.
1029 Old Stage Road, Suite D
Greenville, South Carolina 29681
March 1, 2024

/IIM
SUMMIT
F NGINFERING•LABORATORY•TESTING
A Universal Engineering Sciences Company
March 1, 2024
Publix North Carolina, LP
c/o Mr. Alex Weik
Harris Development Partners, LLC
128 E. Hargett Street, Suite 203
Raleigh,North Carolina 27601
Subject: Report of Subsurface Exploration and Engineering Evaluation
Publix at Mills River
1400 Emma Sharpe Road
Mills River,North Carolina
SUMMIT Project No. 7543.G0004
Dear Mr. Weik:
SUMMIT ENGINEERING, LABORATORY& TESTING, INC. (SUMMIT) is pleased to submit our
Report of Subsurface Exploration and Engineering Evaluation for the proposed Publix at
Mills River at 1400 Emma Sharpe Road in Mills River, North Carolina. This exploration
was performed in general accordance with our revised proposal 7543.G0004 dated December
13, 2023. This report contains a brief description of the project information provided to us,
general site and subsurface conditions revealed during our geotechnical exploration and our
general recommendations based on subsurface conditions for the proposed development.
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 [phone].
Sincerely,
SUMMIT ENGINEERING,LABORATORY&TESTING,P.C.
\�`;�N‘►CAR",,, .�‘N�;\.tc%npi/,/e
S co SUMMIT 9% F.9
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J. Jason Sims, P.E. Ross R. Deaver, P.E.
Senior Engineer SC Regional Manager
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 Subsurface Exploration SUMMIT Project No.7543.G0004
Publix at Mills River—Mills River,NC March 1,2024
TABLE OF CONTENTS
SECTION PAGE
EXECUTIVE SUMMARY 3
1.0 INTRODUCTION 5
1.1 Project and Site Description 6
1.2 Purpose of Study 6
2.0 FIELD EVALUATION PROCEDURES 7
3.0 AREA GEOLOGY AND SUBSURFACE CONDITIONS 9
3.1 Physiography and Area Geology 9
3.2 Generalized Subsurface Stratigraphy 9
3.3 Water Level Measurements 12
4.0 GEOTECHNICAL RECOMMENDATIONS 15
4.1 General 15
4.2 Site Preparation 15
4.3 Structural Fill Material 18
4.4 Foundation Recommendations 20
4.5 Concrete Slab Considerations 21
4.6 Pavement Considerations 22
4.7 Earth Slopes and Retaining Walls 25
4.8 Seismic Site Classification 28
4.9 Groundwater and Drainage Considerations 29
4.10 General Construction Considerations 31
4.11 Difficult Excavation Considerations 32
5.0 CONTINUATION OF SERVICES 35
6.0 QUALIFICATIONS OF REPORT 36
LIST OF FIGURES
Figure 1 Site Location Map
Figure 2 Boring Location Plan
LIST OF APPENDICES
Appendix I Drawings
Appendix II Boring Logs
Appendix III Results of Laboratory Testing
Appendix IV Results of ReMi Testing
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Report of Subsurface Exploration SUMMIT Project No.7543.G0004
Publix at Mills River—Mills River,NC March 1,2024
EXECUTIVE SUMMARY
SUMMIT has completed the Subsurface Exploration and Engineering Evaluation for the
proposed Publix at Mills River at 1400 Emma Sharpe Road in Mills River,North Carolina.
A total of forty-seven (47) soil test borings (B-1 to B-32 for the building and paved areas and
RW-1 to RW-15 for the retaining walls) were performed at the approximate locations shown
on the attached "Boring Location Plan," Figure No. 2 included at the end of this report. One
offset boring, RW-8A, was also performed due to shallow auger refusal at the location of
RW-8. These soil test borings were established in the field by a SUMMIT representative
using a hand-held GPS device. The indicated soil test boring locations should therefore be
considered approximate. (For more detailed information, the specific boring logs in
Appendix II of this report should be reviewed).
Based on the borings and lab testing, it appears that conventional shallow spread and
continuous footings bearing on existing approved fill, newly placed structural fill or residual
soils may be designed for a net allowable bearing pressure of 3,000 pounds per square foot
(psf). Based on our test borings, we estimate that total maximum settlements will be around
1 inch, and differential settlements will be 1/2 inch or less.
Some isolated areas of soft soils were encountered in a few of the borings in the upper 3 to 5
feet. The majority of the borings indicated firm to very stiff soils throughout the boring
depths.
Possible fill soils were encountered in borings B-9. B-12, B-13, B-20, B-22, B-26, B-27, B-
29, RW-1, RW-3 to RW-6, RW-8, RW-8A and RW-13 to depths ranging from 1.5 to 6 feet.
The possible fill soils appeared to be moderately to well compacted with a few areas of soft
soils. The samples were fairly clean with no roots or organic material observed, however,
some gravel was observed in several samples. If any organics or other deleterious material
are encountered in the foundation excavations or during site grading, they will need to be
removed and replaced. Based on a review of historical aerial photos, some previous
buildings had been located on the property and were demolished and removed several years
ago, and a portion of the property has apparently been used as a borrow area for several
years.
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Report of Subsurface Exploration SUMMIT Project No.7543.G0004
Publix at Mills River—Mills River,NC March 1,2024
Auger refusal was encountered in borings B-2, B-5, B-16, B-32, RW-8 and RW-8A at depths
ranging from 3.6 to 16.5 feet. Partially weathered rock was encountered in borings B-2, B-
B-3, B-5, B-7, B-8, B-10, B-12, B-13, B-16 to B-20, B-32, RW-2, RW-7, RW-8, RW-8A,
RW-10 and RW-11 at depths as shallow as 6 inches in B-5. A table of the partially
weathered rock and auger refusal depths, and existing and proposed elevations is included in
Section 3.2 of this report. Based on the finished floor elevation of 2132.0' for the Publix
Store, there will be cut depths up to 16 feet on the northern portion of the building, and cut
depths of 20 feet in the loading dock. Some lenses of partially weathered rock were
encountered in boring B-7 slightly above the finished grade of the loading dock and in
borings B-8 and B-12 at the approximate finished floor elevation of the building. Some of
the borings on the northern portion of the site also encountered shallow partially weathered
rock and auger refusal at depths above the proposed finished grades, especially in the retail
building and outparcels on the northern and western portions of the site. Shallow auger
refusal was encountered at the location of boring B-5 on the northeastern portion of the
site approximately 7 feet above the proposed finished grade for the road at that location.
Auger refusal and shallow partially weathered rock was also encountered in borings B-2
and B-3 in this general area of the site.
It is possible that partially weathered rock or shallow rock will be encountered in other
portions of the site between our boring locations. Depending on the degree of weathering and
the equipment used, it is possible that some of the partially weathered rock can be excavated
using conventional equipment. The amount of weathering in the rock will vary and the
difficulty in excavating the rock will increase as the weathering decreases with depth. Since
the depth of rock can vary dramatically in short distances and between boring locations, it is
possible that intermittent rock lenses, boulders and/or parent bedrock may be encountered
during construction at locations or depths, between boring locations, not encountered during
this exploration.
Water level measurements were attempted for each soil test boring at the time of drilling.
Groundwater was only encountered in RW-2 at a depth of 30 feet at the time of drilling.
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'. Longer term groundwater measurements
were not made.
Infiltration testing was performed at a total of 6 locations, shown as I-1 to I-6 on the boring
location plan. 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.
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Report of Subsurface Exploration SUMMIT Project No.7543.G0004
Publix at Mills River—Mills River,NC March 1,2024
Shear wave velocity testing was performed by the Refraction Microtremor (ReMi) method.
Based on the ReMi testing performed at the site which resulted in a shear wave velocity of
2,033 feet per second, and the provisions given in Chapter 16 of the 2021 IBC, we
recommend that a Seismic Site Classification of "C" be used for structural design
considerations.
More detailed recommendations for site preparation, construction considerations, foundation
design, pavement considerations, and related matters are presented in the following sections
of this report.
1.0 INTRODUCTION
1.1 Project Description
The project will consist of a new Publix 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. The new Publix building will have
maximum column loads of 180 kips,wall loads up to 5 kips per linear foot and slab loads of 150
pounds per square foot. The typical footing elevation for the Publix store is 3' below finished
floor elevation. At the location of the truck well, the footings will bear 6'-4" below finished
floor elevation. 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 Publix
building and the rear of the parking lot adjacent to the Publix building along with some
additional retaining walls at the front of the development. The height of the retaining walls will
vary from around 1 to 16 feet at the front of the development, and up to 27 feet to the rear of the
Publix building.
The finished floor elevation of the Publix Store is 2132.0', which will result in maximum cut
and fill depths of 16 feet and 18 feet, respectively. The proposed finished floor elevation of the
retail store to the north of the Publix Store will be 2136'. There will be cut depths of up to 30
feet in portions of the parking lot around the development.
Should any of the above loading and bearing grade information or assumptions made by
SUMMIT be inconsistent with the planned construction, we request that you contact us
immediately to allow us to make any necessary modifications to this report.
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Report of Subsurface Exploration SUMMIT Project No.7543.G0004
Publix at Mills River—Mills River,NC March 1,2024
1.2 Site Description
The site is mainly clear with some wooded areas near the front and rear(southeast) corner of the
site. There are some small structures and canopies at the front of the site near NC 280 (Boylston
Highway). There has been previous grading activities on the site and the northern portion of the
Publix Store appears to have been used as a "borrow area" with at least four to five feet of soil
apparently cut and removed from the site during previous grading activities. There are some
steep slopes near the front of the property in the proposed outparcels and to the rear of the
retaining wall at the rear of the property. There is an existing mound just above the steep slope
for the outparcels. The southeast corner of the building is adjacent to an existing pre-engineered
warehouse building with some cars and other debris scattered around the property. The
southern portion of the site at the location of the proposed stormwater ponds is an existing
grassed area. Based on a review of historical aerial photos, some previous buildings had been
located on the property and were demolished and removed several years ago.
The site varies significantly in elevation from around 2170' on the northeast corner to 2100' on
the southwest corner. The proposed finished floor elevation of 2132' for the Publix store will
result in cut depths up to 16 feet and fill depths up to 18 feet in the building. The proposed
finished floor elevation of the retail store will be 2136', which will result in cut depths of 8 to 9
feet. There will be cut depths of up to 30 feet in portions of the parking lot around the
development.
Please refer to the "Site Location Map," Figure No. 1 included at the end of this report for the
approximate location of the site.
1.3 Purpose of Study
The purpose of this report is to summarize findings from our subsurface exploration and
provide preliminary site preparation, general construction, and foundation recommendations
with respect to the proposed development. The following services were provided in order to
achieve the preceding objectives:
• Execute a program of subsurface exploration consisting of soil borings and field-
testing which included forty-seven (47) soil test borings (B-1 to B-32 for the building
and paved areas and RW-1 to RW-15 for the retaining walls) performed to depths of
5 to 55 feet;
• Visually classify and stratify the soils samples using the Unified Soil Classification
System (USCS). Visual field classifications were performed in general accordance
with the American Society of Testing Materials (ASTM) procedure D-2488,
"Description and Visual Evaluation of Soils";
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Report of Subsurface Exploration SUMMIT Project No.7543.G0004
Publix at Mills River—Mills River,NC March 1,2024
• Measure groundwater at the time of drilling and at the end of the day for the borings;
• Laboratory classification testing consisting of Atterberg Limits, Percent Fines and
Natural Moisture Content on split spoon samples, standard Proctor and CBR test on a
bulk sample and CU triaxial tests on Shelby Tubes for the retaining wall soils;
• Analyze field data with respect to the proposed development;
• Prepare a formal engineering report which summarizes subsurface conditions and
provides geotechnical and construction recommendations for the planned site
development.
2.0 FIELD EVALUATION PROCEDURES
Subsurface conditions were evaluated by advancing soil test borings on the site. A total of
forty-seven (47) soil test borings were performed at the approximate locations shown on the
attached "Boring Location Plan," included in Figure No. 2 at the end of this report. These
soil test borings were established in the field by a SUMMIT representative using a hand-held
GPS device. The indicated soil test boring locations should therefore be considered
approximate. Some minimal clearing was required to provide access for the drill rig.
The borings were performed using an ATV-mounted CME-55 rotary drill rig equipped with
an automatic 140 pound hammer. Hollow-stem, continuous flight auger drilling techniques
were utilized to advance the borings into the ground. Standard Penetration Testing (SPT)
was performed at regular intervals in accordance with the ASTM procedure D-1586-08a
"Penetration Test and Split-Barrel Sampling of Soils." Water level measurements were
attempted at the end of the day.
The collected soil samples were transported to SUMMIT's office to be visually examined
and classified in general accordance with ASTM D 2488. The classification symbols are
depicted on the attached "Boring Logs." Standard Penetration Tests (SPTs) were performed,
in general accordance with ASTM D-1586-08a, at designated intervals as the augers were
advanced to evaluate consistency, relative density and engineering characteristics of the soils
encountered. A split-barrel sampler is driven a depth of 18 inches (three 6-inch increments)
with a 140-pound automatic drop hammer falling from a height of 30 inches. The SPT "N"
value represents the sum of blows required to drive the split-barrel sampler into the last two
6-inch increments of material sampled. The N-values are depicted numerically on the
individual "Boring Logs" at the respective test depth.
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Report of Subsurface Exploration SUMMIT Project No.7543.G0004
Publix at Mills River—Mills River,NC March 1,2024
Research has shown that the Standard Penetration Resistance (N-value) determined by the
automatic hammer is different than the N-value determined by the safety hammer method.
Most corrections that are published in the technical literature are based on the N-value
determined by the safety hammer method. This is commonly termed N60 as the rope and
cathead with a safety hammer delivers about 60 percent of the theoretical energy delivered by
a 140-pound hammer falling 30 inches. Several researchers have proposed correction
factors for the use of hammers other than the safety hammer. The correction is made by the
following equation:
N60=Nfield X CE
Where Nfield is the value recorded in the field, and CE is the drill rod energy ratio for the
hammer used. A correction factor (CE) of 1.3 was utilized for the automatic hammer used
during the drilling of borings for this site, based on previous energy measurements made for
the automatic hammer system. Plotted N-values reported on Boring Logs are the actual,
field-derived blow counts (Nfield). Drilling notes on each Boring Log indicates whether
penetration resistances presented on the Boring Log were determined using automatic
hammer or conventional hammer systems. Corrected N60 values were used for all analyses.
The number of blows required to drive the split-spoon sampler three consecutive 6-inch
increments is recorded, and the blows of the last two increments are summed to obtain the
Standard Penetration Resistance (N-value). The N-value provides a general indication of in-
situ soil conditions and has been correlated with certain engineering properties of soils.
Upon completion of soil drilling, the boreholes were backfilled with auger cuttings (soil) to
the ground surface. Periodic observation of the boreholes should be performed to monitor
subsidence at the ground surface, as the borehole backfill could settle over time.
Split-spoon soil samples recovered on this project will be stored at SUMMIT's office for a
period of ninety days. After ninety days, the samples will be discarded unless prior
notification is provided to us in writing.
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Report of Subsurface Exploration SUMMIT Project No.7543.G0004
Publix at Mills River—Mills River,NC March 1,2024
3.0 AREA GEOLOGY AND SUBSURFACE CONDITIONS
3.1 Physiography and Area Geology
Based on a review of the Geologic Map of North Carolina, the project site is located in the
Blue Ridge Physiographic Province of North Carolina. The Blue Ridge Belt is characterized
by steep mountainous ridges and narrow valleys. The bedrock in this province is a complex
mixture of igneous, sedimentary and metamorphic rock that has been repeatedly squeezed,
fractured, faulted and distorted by past tectonic movements. The virgin soils encountered in
this area are the residual product of in-place weathering of rock. In areas not altered by
erosion or disturbed by the activities of development, the typical residual soil profile consists
of clayey soils near the surface, where soil weathering is more advanced, underlain by sandy
silts and silty sands. The less weathered soils exhibit relict features of the parent rock,
including foliation patterns and joints. This transitional zone of soft/hard weathered rock of
varying thickness occurs between the coarse-grained residual soils and the underlying
bedrock. Weathering of the parent bedrock is generally more rapid near fracture zones and
therefore, the bedrock surface may be irregular. Irregular patterns of differential weathering
may also result in zones of rock and partially weathered rock embedded within the more
completely weathered coarse-grained soils. Consequently, the profile of the weathered rock
and hard rock may be highly irregular and erratic, even over short horizontal distances.
Lenses and boulders of hard rock and zones of weathered rock are often encountered within
the soil mantle, well above the general bedrock level.
The upper soils along drainage features and in floodplain areas are often water-deposited
(alluvial) materials that have been eroded and washed down from adjacent higher ground.
Alluvial deposits in the area of the site are known to range from sand and gravel layers to
large cobbles.
3.2 Generalized Subsurface Stratigraphy
General subsurface conditions encountered during our geotechnical exploration are described
herein. For more detailed soil descriptions and stratifications at a particular soil test boring,
the respective "Boring Logs," located in Appendix A should be reviewed. The horizontal
stratification lines designating the interface between various strata represent approximate
boundaries. Actual transitions between different strata in the field may be gradual in both the
horizontal and vertical directions.
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Report of Subsurface Exploration SUMMIT Project No.7543.G0004
Publix at Mills River—Mills River,NC March 1,2024
3.2.1 Surficial Organic Soil (grass root mat material and forest detritus) was encountered
to depths of 2 to 8 inches around the site, with the thicker areas of surficial soils in
the wooded areas around the site. Gravel was encountered in boring B-4 to a depth
of 3 inches. Surficial Organic Soil was not encountered in several borings as parts of
the site were exposed due to the grading/borrow activities. Surficial Organic Soil is
typically a dark-colored soil material containing roots, fibrous matter, and/or other
organic components, and is generally unsuitable for engineering purposes. The
surficial organic soil/forest detritus depths provided in this report and on the
individual Boring Logs are based on driller observations and should be considered
approximate. Please note that the transition from surficial organic soils to
underlying materials may be gradual, and therefore the observation and measurement
of the surficial organic soil depth is subjective. Actual surficial organic soil depths
throughout the site should be expected to vary and generally increases with the
amount of vegetation present over the site and in the wooded areas.
3.2.2 Possible Fill soils were encountered in B-9. B-12, B-13, B-20, B-22, B-26, B-27, B-
29, RW-1, RW-3 to RW-6, RW-8, RW-8A and RW-13 to depths ranging from 1.5 to
6 feet. The possible fill soils in some of the borings may be the result of disturbance
of the near surface soils during the grading activities on the site. The possible fill
soils consisted of soft to very stiff sandy and clayey SILT (ML), firm to very stiff
silty and sandy CLAY (CL) and loose to medium dense silty SAND (SM) with
Standard Penetration Resistances (N-values) ranging from 4 to 22 blows per foot
(bpf). The possible fill soils appeared to be moderately to well compacted with a
few areas of soft soils. The samples were fairly clean with no roots or organic
material observed, however, some gravel was observed in several samples.
3.2.3 Residual soils were encountered beneath the possible fill soils in the borings above
and beneath the surficial organic soils in the remaining borings. The residual soils
generally consisted of firm to very hard sandy and clayey SILT (ML), firm to stiff
silty CLAY (CL), firm to stiff sandy elastic SILT (MH), loose to medium dense
clayey SAND (SC) and loose to very dense silty SAND (SM). The Standard
Penetration Resistances (N-values) obtained in the residual soils ranged from 5 to 79
blows per foot (bpf), with the majority of N-values in excess of 10 bpf. Some small
rock fragments were encountered in the deeper samples in some of the borings and
hard drilling was encountered in several borings.
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Report of Subsurface Exploration SUMMIT Project No.7543.G0004
Publix at Mills River—Mills River,NC March 1,2024
3.2.4 Partially Weathered Rock (PWR), sampled as very dense silty SAND (SM) was
encountered beneath the residual soils in borings B-2, B-3, B-5, B-7, B-8, B-10, B-
12, B-13, B-16 to B-20, B-32, RW-2, RW-7, RW-8, RW-8A, RW-10 and RW-11 at
depths as shallow as 6 inches in B-5. Some of the partially weathered rock in several
borings consisted of thin lenses of rock.
3.2.5 Refusal Material, defined as material sufficiently dense/hard enough to cause refusal
of our drilling equipment was encountered in borings B-2, B-5, B-16, B-32, RW-8
and RW-8A at depths ranging from 3.6 to 16.5 feet. Auger refusal may consist of
large boulders, rock ledges, lenses, seams or the top of parent bedrock. The depth to,
and thickness of weathered rock, rock lenses or seams, and bedrock, can vary
dramatically in short distances and between boring locations; therefore, weathered
rock and/or bedrock may be encountered during construction at locations or depths,
between boring locations, not encountered during this exploration.
A table with the ground surface elevation, partially weathered rock depths and
elevations, auger refusal depths and elevations and proposed cut depths is shown
below. Please note that the existing ground surface elevations are based on the
"Preliminary Grading Plan" dated February 7, 2023. Due to the grading activities at
the site, it is possible that the existing ground elevations may have changed on
portions of the site.
Ground Partially Auger Auger Proposed
Boring Surface Partially Weathered Refusal Refusal Cut
Weathered Rock
Number Elevation Rock Depth Elevation Depth
Depth (ft.)
_ Elevation (ft.) (ft.)**
B-2 2144 1.5 2142.5 5.6 2138.4 ---
B-3 2144 5.5 2138.5 --- --- 8
B-5 2146 0.5 2145.5 3.6 2142.4 11
2131.0*,
B-7 2148 17.0*, 24.0* and 2124.0* and --- --- 20
34.0
2114.0
2133.0* and
B-8 2147 14.0* and 34.0 --- --- 15
2113.0
B-10 2140 32.0 2108.0 --- --- 8
2131.5* and
B-12 2146 14.5* and 34.0 --- --- 14
2112.0
tt

Report of Subsurface Exploration SUMMIT Project No.7543.G0004
Publix at Mills River-Mills River,NC March 1,2024
2112.5* and
B-13 2122 9.5* and 18.5 --- ---
2103.5
B-16 2143 2.0* and 14.0 2141.0* and 16 2127.0 11
2129.0
B-17 2143 9.0 2134.0 --- 9
B-18 2145 12.0 2133.0 --- 11
2144.0* and
B-19 2158 14.0* and 22.0 --- 26
2136.0
B-20 2162 34.0 2128.0 --- --- 32
B-32 2098 --- --- 5.5 2092.5 ---
2080.0* and
RW-2 2104 24.0* and 34.0 --- --- ---
2070.0
RW-7 2114 22.0 2092.0 --- --- ---
RW-8 2118 12.0 2106.0 14.6 2103.4 ---
RW-8A 2117 14.5 2102.5 16.5 2100.5 ---
RW-10 2148 5.5* and 14.5 2142.5* and --- --- 4.5
2133.5
2143.0*,
RW-11 2150 7.0*, 17.0*, 2133.0*, --- --- 15
32.0* and 42.0 2118.0* and
2108.0
*A lens of partially weathered rock is present in these borings. See the boring logs
for additional detail.
**Proposed cut depths are based on the finished grades from the plan.
3.3 Water Level Measurements
Water level measurements were attempted for each soil test boring at the time of drilling.
Groundwater was only encountered in RW-2 at a depth of 30 feet at the time of drilling.
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'. Longer term groundwater measurements
were not made. Each of the borings were backfilled with soil cuttings following completion
of drilling.
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Report of Subsurface Exploration SUMMIT Project No.7543.G0004
Publix at Mills River—Mills River,NC March 1,2024
It should be noted that regional groundwater levels will fluctuate with seasonal and climatic
changes and may be different at other times. Additionally, the near surface soils can be
conducive to the development of a temporarily high groundwater condition (water ponding at
the surface) following periods of inclement weather. If longer term water levels are crucial
to the development of this site, it would be prudent to track water levels with the use of
piezometers.
3.3.1 Seasonal High Water Table
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'.
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Report of Subsurface Exploration SUMMIT Project No.7543.G0004
Publix at Mills River—Mills River,NC March 1,2024
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.
3.4 Laboratory Testing
A representative portion of the soil was obtained from each SPT sample, sealed, labeled and
transported to our laboratory for classification and analysis by a geotechnical engineer. The
split spoon samples are small, relatively undisturbed samples that represent isolated soil
conditions at a specific depth/location. The soil samples were visually classified in general
accordance with the Unified Soil Classification System (USCS), using visual-manual
identification procedures (ASTM D-2488).
Laboratory testing consisting of Atterberg Limits, percent fines and water content were
performed on samples from the borings around the site. The results of the laboratory testing
are presented below.
Boring Depth C1as ' tion LL PL PI % Fines Water Content(%)
No.AL (ft.)
B-15 3.5-5 ML 43 33 10 60.4 24.4
B-21 3.5-5 SM 34 32 2 32.1 16.3
B-24 6-7.5 SM 41 39 2 41.2 18.5
B-31 6-7.5 SC 35 22 13 35.1 15.7
RW-2 3.5-5 ML 41 34 7 58.9 22.5
RW-7 1-2.5 SM 36 33 3 25.1 18.2
Additional laboratory testing consisted of consolidated undrained triaxial shear tests on 4
undisturbed samples for the retaining wall, and one remolded triaxial shear test and CBR test
from a bulk sample on site. The results of these laboratory tests are included in Appendix III.
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4.0 GEOTECHNICAL RECOMMENDATIONS
4.1 General
Our preliminary recommendations are based on the project information outlined previously,
our past experience on similar type projects, and on the data obtained from the field testing
program. Determination of an appropriate foundation system for a given structure is
dependent on the proposed structural loads, soil conditions, and construction constraints such
as proximity to other structures, etc. The subsurface exploration aids the geotechnical
engineer in determining the soil stratum appropriate for structural support. This
determination includes considerations with regard to both allowable bearing capacity and
compressibility of the soil strata. In addition, since the method of construction greatly affects
the soils intended for structural support, consideration must be given to the implementation
of suitable methods of site preparation, fill compaction, and other aspects of construction. If
the subsurface conditions encountered during construction vary greatly from the soil test
boring information, SUMMIT requests the opportunity to review our recommendations based
on the new information and make the necessary changes in writing.
The field exploration performed by SUMMIT was conducted in order to log and characterize
subsurface materials, the presence of groundwater, and to identify potential conditions that
could affect the feasibility of the proposed construction.
4.2 Site Preparation
The construction area should be stripped of any surface vegetation to a minimum of 10 feet
outside the structural limits or toe areas of any slopes, whichever is greater. After the
removal of the trees, all stumps and taproots should be completely removed from building
and pavement areas, and voids created should be cleaned and backfilled with well-compacted
structural fill. Depressions or low areas resulting from stripping should be backfilled with
approved soil and compacted in accordance with the recommendations presented in this
report. Since some buildings had previously been located on a portion of the property, it is
possible that some remnants of the buildings or other structure foundations, utilities, buried
debris, etc. may be encountered on the property during site grading. If any unanticipated
material is encountered during the initial clearing process, a geotechnical engineer should
observe the material and provide recommendations for removal.
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Since there are some possible fill soils in several borings around the site, especially in the
Publix store footprint and in the parking lot to the front of the store and around portions of
the retaining walls at the front of the development, there is a possibility that unanticipated
soil conditions, deeper fill soils or other deleterious materials may be encountered in
unexplored portions of the site. It is imperative that the exposed site be carefully evaluated
by proofrolling to help determine if any additional undercut or stabilization is required. The
majority of the fill soils appeared to be relatively clean and free of organic material and roots
and moderately compacted.
Following initial site preparations, we recommend that all areas to receive engineered fill or
foundations be proof-rolled with a loaded tandem axle dump truck or other similar heavy
construction equipment to confirm the stability of the subgrade soils and detect the presence
of soft or unstable areas. Our geotechnical engineer or his representative should observe the
proof-rolling operations. If proof-rolling reveals unstable conditions, the method of repair
should be as directed by the project geotechnical engineer, but will likely consist of several
options, such as undercutting the unsuitable soils and replacement with adequately
compacted structural fill, scarifying and reconditioning, or the use of geotextiles or geogrids
for ground stabilization. Based on the results of the soil borings, we anticipate that the near
surface soils will perform fairly well during proofrolling, however, some isolated soft areas
were encountered in some borings around the site and if these soils are encountered during
site grading, they may need to be undercut or stabilized as described above.
Auger refusal was encountered in borings B-2, B-5, B-16, B-32, RW-8 and RW-8A at depths
ranging from 3.6 to 16.5 feet. Partially weathered rock was encountered in borings B-2, B-
B-3, B-5, B-7, B-8, B-10, B-12, B-13, B-16 to B-20, B-32, RW-2, RW-7, RW-8, RW-8A,
RW-10 and RW-11 at depths as shallow as 6 inches in B-5. Based on the finished floor
elevation of 2132.0' for the Publix Store, there will be cut depths up to 16 feet on the
northern portion of the building, and cut depths of 20 feet in the loading dock. Some lenses
of partially weathered rock were encountered in boring B-7 slightly above the finished grade
of the loading dock and in borings B-8 and B-12 at the approximate finished floor elevation
of the building. Some of the borings on the northern portion of the site also encountered
shallow partially weathered rock and auger refusal at depths above the proposed finished
grades, especially in the retail building and outparcels on the northern and western portions
of the site and in the road at the location of boring B-5 on the northeastern portion of the
site. Shallow auger refusal was encountered at the location of boring B-5 on the
northeastern portion of the site approximately 7 feet above the proposed finished grade for
the road at that location. Auger refusal and shallow partially weathered rock was also
encountered in borings B-2 and B-3 in this general area of the site.
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Report of Subsurface Exploration SUMMIT Project No.7543.G0004
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It is possible that partially weathered rock or shallow rock will be encountered in other
portions of the site between our boring locations. Depending on the degree of weathering and
the equipment used, it is possible that some of the partially weathered rock can be excavated
using conventional equipment. The amount of weathering in the rock will vary and the
difficulty in excavating the rock will increase as the weathering decreases with depth. Since
the depth of rock can vary dramatically in short distances and between boring locations, it is
possible that intermittent rock lenses, boulders and/or parent bedrock may be encountered
during construction at locations or depths, between boring locations, not encountered during
this exploration. If partially weathered rock proves difficult to excavate using conventional
equipment, Section 4.11 "Difficult Excavation Considerations" should be reviewed.
We would like to point out that our experience indicates rock in a weathered, boulder, and/or
massive form may vary erratically in location and depth. Therefore, there is always a
potential that these materials could be encountered at shallower depths between the boring
locations. The depth to, and thickness of weathered rock, rock lenses or seams, and bedrock,
can vary dramatically in short distances and between boring locations; therefore, weathered
rock and/or bedrock may be encountered during construction at locations or depths, between
boring locations, not encountered during this exploration.
During grading operations hidden features in the substratum may be encountered within the
proposed construction area. Details regarding removal of deleterious material must be
determined on a case-by-case basis, and, therefore, contract documents should include a
contingency cost for the removal of subsurface features. Excavated areas should be
backfilled in general accordance with the compacted fill recommendations presented herein.
Site preparation monitoring by SUMMIT personnel is recommended.
We also recommend that site grading be performed during the period from late spring to
early fall when groundwater levels are typically at their lowest levels. In addition, drying of
any wet near-surface soils, such as in the parking areas, will be much easier to perform.
Proofrolling the soils during the wetter winter months when the soils are typically wet may
cause pumping or rutting and unsuitable soil conditions that will likely require over-
excavation and replacement. Additionally, every effort should be made to maintain adequate
drainage away from construction areas to reduce saturation of subsoils. Depending on the
time of year when grading is performed, there is a possibility that areas of perched water may
be encountered on the site. If any perched water is encountered during site grading, it should
be removed by gravity draining ditches.
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4.3 Structural Fill Material
The existing on-site soils from the soil borings and from the cut areas around the site may be
used as structural fill provided these soils are non-plastic and free of deleterious and/or
organic material (surficial organic soil or rootmat), and are at a moisture content that
facilitates compaction in accordance with the project specifications. If high plasticity silt or
clay soils are encountered in unexplored areas of the site, these soils should not be used
during grading activities as structural fill within the top three (3) feet of subgrade levels due
to their shrink/swell potential. In addition, structural fill material should have particle sizes
of less than four (4) inches in diameter and should not have a maximum dry density of less
than 90 pounds per cubic foot as determined by ASTM D-698 without approval from the
geotechnical engineer. If any partially weathered rock is encountered and will be reused as
structural fill, it will need to be crushed and should have particle sizes of less than four (4)
inches.
If off-site soils are brought in to be used as structural fill, these soils should be free of
organic/deleterious material, and should be tested by SUMMIT for compliance with the
above criteria prior to use on-site. If off-site soils are used, these soils should generally have
low to moderate plasticity characteristics consistent with USCS material classifications of
CL, ML, SC, SM or better as determined by ASTM D-2487.
Some of the site soils had varying amounts of mica, and micaceous soils typically have a
narrow working range of moisture contents and can be difficult to work with when wet.
Some of the micaceous soils can be fairly lightweight, and these soils should be tested to
determine their suitability for use as structural fill.
Based on the Publix Site Development requirements, all structural fill in the building should
be compacted to a minimum of 98 percent of the standard Proctor maximum dry density. All
structural fill and backfill material should be placed in approximate eight to ten (8-10) inch
thick loose lifts and properly compacted. For the parking and drive areas and for any
remaining buildings on site, compaction requirements of 95 percent of the standard Proctor
maximum dry density and within (+/-) 3 percent of the fill's optimum moisture content as
determined by ASTM D-698 should be followed. The structural fill compaction requirement
should be increased to 98 percent of the standard Proctor maximum dry density within the
final foot beneath pavements and floor slabs. Some moisture conditioning of the soils (such
as wetting and drying) may be required during the filling operation to obtain the required
degree of compaction. Regular one-point proctors should be conducted to ensure that the
most representative Proctor curve is being selected. The density tests should be performed at
a frequency of at least one test for every 2,500 square feet of compacted fill in the building
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areas and 5,000 square feet in pavement areas. There should be a minimum of three density
tests per lift of structural fill placed. For the outparcels and any other structural areas, density
testing should be performed at a frequency determined by the geotechnical engineer to verify
compliance with project compaction specifications.
Based on our experience, clayey silts and silty clays similar to those encountered in the upper
strata of some of the borings will be difficult to work with if allowed to become wet. These
soils may also require extended drying times once wet. If these soils are used as structural
fill, to help reduce the potential for these soils becoming wet during rain events, we
recommend the surface be "sealed"with a smooth drum roller if rain is pending.
The contractor should exercise care after these soils have been compacted. If water is
allowed to stand on the surface, these soils may become saturated. Therefore, the fill surface
should be sloped to achieve positive drainage and to minimize water from ponding on the
surface. If the surface becomes excessively wet, fill operations should be halted and our
geotechnical engineer consulted for guidance. Testing of the fill material and compaction
monitoring by our engineering technician is recommended during fill placement operations.
4.3.1 Utility Installation Considerations
There is a possibility that partially weathered rock or rock may be encountered in utility
excavations around the site, especially in any deeper excavations and on the northern portion
of the site where partially weathered rock and rock was encountered in several borings. If
partially weathered rock or rock is encountered in the utility excavations, then the guidelines
in Section 4.11 "Difficult Excavation Considerations" should be followed.
Utility subgrades should be observed and probed for stability to the evaluate the suitability of
the materials encountered. Loose or unsuitable materials encountered at the utility pipe
subgrade elevation should be removed and replaced with suitable compacted structural fill or
pipe bedding material.
If required, granular bedding material should be at least 4 inches thick, but not less than that
specified by the project drawings and specifications. Fill placed for support of utilities, as
well as backfill over the utilities, should satisfy the requirements for structural fill provided
in this section of the report. Compacted backfill should be free of topsoil, roots, or other
deleterious materials. The backfill should be moisture conditioned, placed and compacted in
accordance with the recommendations of this report. All trench excavations should be made
in accordance with OSHA excavation safety standards.
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4.4 Foundation Recommendations
In general, the proposed buildings may be supported by conventional shallow spread footings
and/or concrete slabs. Foundations supported on approved existing fill, newly placed
structural fill or existing residual soils may be designed for a net allowable soil bearing of
3,000 pounds per square foot(psf). Since there is existing possible fill on portions of the site,
any unanticipated soils, debris or other deleterious material that may be encountered in the
foundation excavations should be removed and backfilled with properly compacted structural
fill or washed stone. The depth of any undercut will be dependent on the condition and
variability of the soils in the footing excavations.
Based on an assumed maximum column loads of 180 kips and wall loads of 5 kips per linear
foot, we estimate the total settlements of the foundations that are subjected to the
recommended allowable bearing pressure will be around 1 inch and differential settlements
will be '/2 inch or less over a horizontal distance of 25 feet. The column and wall foundations
should be designed for minimum width dimensions of 24 inches and 18 inches, respectively,
to reduce the potential for punching type shear failure, with a minimum embedment depth of
18 inches below final grade for frost protection. Based on the Publix Site Development
Manual, the typical footing elevation for the Publix store is 3' below finished floor elevation.
At the location of the truck well,the footings will bear 6'-4"below finished floor elevation.
Footing excavations should be evaluated to verify that the subsurface soils are capable to
support the required structural load at that location by a SUMMIT representative. We
recommend utilizing a Dynamic Cone Penetrometer (DCP) at the column locations and
throughout wall footings to confirm that the soils at the bearing grade are capable to support
the required load. Any groundwater or surface runoff water should be removed prior to
backfilling. Since the subgrade soils may degrade when exposed to water, foundation
excavations should be protected. We recommend placing concrete as soon as the bearing
surface is evaluated, or if excavations will be left open for more than 24 hours, we
recommend the footing excavations be over-excavated two to three inches and a mud mat or
lean concrete be placed in the bottom of the foundation excavations to protect the foundation
bearing material. We anticipate that the shallow footings can be excavated using
conventional equipment.
There is a possibility that some isolated areas of soft soils may be encountered in the
footings. If unsuitable bearing soils are encountered in footing excavations, the excavation
should be extended deeper to suitable soils and the footing should bear on free draining stone
such as 57 stone or properly compacted structural fill. Overexcavation of footings should
extend laterally beyond all edges of the footings at least 8 inches per foot of overexcavation
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depth below footing base elevation. If structural fill is placed in the overexcavated area it
should be compacted as described in Section 4.3 of this report. As an alternative, the footings
could bear directly on the suitable soils at the lower level or on a lean concrete (flowable fill)
backfill placed in the overexcavated area.
Based on the finished floor elevation of 2132' for the Publix Store and with the borings that
were performed, there is a possibility that some areas of partially weathered rock may be
encountered during site grading and in the footings for the building and loading dock. For
the retail store, partially weathered rock was also encountered above the finished floor
elevation of the building. Depending on the degree of weathering and the equipment used, it
is possible that some of the partially weathered rock can be excavated using conventional
equipment. The amount of weathering in the rock will vary and the difficulty in excavating
the rock will increase as the weathering decreases with depth. If rock or hard weathered
material is encountered within the foundation excavations, we would recommend that the
rock be over-excavated in the footings to a minimum depth of 6 inches, and replaced with
washed stone or compacted fill back to the design bearing elevation. This "buffer zone" of
washed stone or compacted fill will help to minimize any detrimental differential settlements
associated with the rock.
As stated earlier, we recommend that all foundation excavations be observed by a SUMMIT
geotechnical engineer or his representative prior to placement of reinforcing steel and
concrete. The purpose of the engineering observation would be to determine that the
foundations bear in suitable soils at the proper embedment depths, and that unsuitable soft or
loose materials are undercut and backfilled with approved structural fill material.
4.5 Concrete Slab Considerations
Prior to constructing concrete slab-on-grades, the subgrade should be proofrolled to identify
any existing soft, loose or wet zones. Any soft or loose materials encountered should be
evaluated by a SUMMIT geotechnical engineer and if necessary removed and backfilled with
properly placed and compacted structural fill in accordance with Section 4.3 of this report.
After proofrolling and proper subgrade preparation, a modulus of subgrade reaction (k-value)
of 175 pounds per cubic inch(pci)may be used in the grade slab design.
In order to provide uniform subgrade reaction beneath any proposed floor slabs-on-grade, we
recommend that floor slabs be underlain by a minimum of four (4) inches of free-draining
aggregate base course (ABC stone) or equivalent granular material. Base course material
should be placed in a single lift and compacted. Isolation should be provided between the
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slabs-on-grade, column foundation, and wall foundation to allow for independent movement
of each.
A thorough evaluation as to the suitability of the subgrade soils should be made immediately
prior to stone, vapor barrier, and concrete placement. If each of these elements is placed
several days apart, separate evaluations should be performed. If a polyurethane vapor barrier
is proposed in the design of the slabs, the concerns with proper slab concrete curing as
outlined in ACI 302 should be taken into account. On most project sites, the site grading is
generally accomplished early in the construction phase. However, as construction proceeds,
the subgrade may be disturbed due to utility excavations, construction traffic, desiccation,
rainfall, etc. As a result, the floor slab subgrade may not be suitable for placement of subbase
and concrete and corrective action may be required. Particular attention should be paid to
high traffic areas that were rutted and disturbed earlier and to areas where backfilled trenches
are located. All floor slab subgrade areas should be moisture conditioned and properly
compacted to the recommendations in this report immediately prior to placement of the
subbase and concrete.
Proper drainage of the building pad is important to the integrity of the subgrade soils. If free
water is allowed to stand on the subgrade soils, these soils can absorb water, swell and
experience a reduction in their support capability. As a result, we recommend that the
subgrade surface be graded to provide positive drainage away from the construction area and
toward suitable drainage handling areas, such as a perimeter ditch, French drain or culvert.
4.6 Pavement Considerations
All pavements should be constructed on properly prepared, proofrolled and stable soil
subgrades approved by SUMMIT's geotechnical personnel. There are some soft near surface
soils in some areas around the site and if these soils are encountered in the paved areas, some
undercutting or stabilization may be required. It is imperative that the exposed site be
carefully evaluated by proofrolling and any questionable areas be further evaluated to help
determine if any additional undercut or stabilization is required. Depending on the depth of
fill, in some areas it may be possible to "bridge" over the soft subgrade soils with the use of a
select granular fill and potentially geofabrics. The bridging option will be dependent on the
depth of fill to be placed.
There are some deep cuts in portions of the paved areas and partially weathered rock and
auger refusal was encountered above the proposed finished grades in portions of the site,
especially on the northern and western portion of the site. Depending on the degree of
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weathering and the equipment used, it is possible that some of the partially weathered rock
can be excavated using conventional equipment. The amount of weathering in the rock will
vary and the difficulty in excavating the rock will increase as the weathering decreases with
depth. Shallow auger refusal was encountered at the location of boring B-5 on the
northeastern portion of the site approximately 7 feet above the proposed finished grade for
the road at that location.
The near surface soils are generally acceptable for pavement support when prepared to a
dense and uniform consistency of at least 98% of the standard Proctor maximum dry density
and within+/-2% of the soil's optimum moisture content. Based on the CBR results from the
bulk samples, an average CBR value for design of seven (7) can be used in design of project
pavements. For the heavy duty pavement truck access areas, the Publix Site Development
Manual specifies 100,000 Equivalent Single Axial Load (ESAL's) for a 20 year design life.
For light duty paved areas, an assumed value of 40,000 ESAL's has been used for the
pavement design. The following table includes typical pavement section alternatives that
may be considered by the designers for this project.
Typical Pavement Section Alternatives
Heavy Duty Light Duty Heavy Duty
(Flexible) (Flexible) (Rigid)
Flexible Asphalt Pavement(inches)
Asphaltic Concrete Surface Course 1.5 1.0 ---
Flexible Asphalt Pavement(inches)
Asphaltic Concrete Binder Course 2.0 1.0 --
Rigid Concrete Pavement(inches)
28-day Compressive Strength -- --- 6.0
(minimum)—4,000 psi w/steel
reinforcement
Aggregate Base Course
Crushed Aggregate Base Course(CABC) 8.0 6.0 4.0
Compacted Sub grade 12 0 12.0 12.0
(98%of standard Proctor)
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Please note that the pavement thicknesses in the above table are based on the laboratory
CBR value of 7 and the stated loadings. Once the final subgrade elevations can be provided
and the subgrade soils in the pavement areas are identified, a laboratory soaked CBR test can
be performed to verify the CBR values and determine if the pavement section can be
modified. If the actual loadings or bus loadings are significantly higher than the estimate,
then additional analysis and a revised heavy duty pavement section may need to be
performed.
During construction, a temporary stabilized all-weather truck route with a minimum width of
15 feet will be maintained until permanent access to Publix is provided. The aggregate base
thickness should be a minimum of 8 to 10 inches, and the actual thickness can be determined
in the field based on a proofroll and observation of the site conditions.
The typical pavement sections are based on the assumption that all pavements will be
constructed on properly prepared, proofrolled and stable soil subgrades approved by
SUMMIT's geotechnical personnel. Light-duty pavements should be designed for car
parking areas only, and should not be subjected to any truck traffic. Heavy-duty pavements
should be designed for entrance and exit drives, access roads, and travel lanes. It is
recommended that any areas subjected to excessive starting and stopping motion be
supported with concrete pavement constructed in general accordance with ACI 330R-01.
Different combinations of materials and depths, varied to provide roughly equivalent
strengths, can achieve serviceable flexible pavements. For rigid pavement sections, the
concrete pavement design should include appropriate air entrainment for exterior concrete
paving, appropriate reinforcing steel for the applied wheel loads, and appropriate joints and
joint spacing to minimize uncontrolled cracking of flatwork paving.
We do not anticipate that highly plastic soils will be exposed at design subgrade. However,
the subgrades should be carefully examined by an experienced geotechnical engineer
following rough grading to evaluate whether or not any highly plastic soils or soft wet soils
are present. It is critical that a thorough proofrolling be performed on the subgrade soils
prior to fill or stone base placement.
The long-term performance of any pavement section is directly related to drainage of the
base and subgrade. We emphasize the good base course and subgrade drainage is absolutely
essential for successful pavement performance. Water buildup in the base course will result
in premature pavement failures. The subgrade and pavement should be graded to provide
rapid runoff to either the outer limits of the paved area or to catch basins so that standing
water will not accumulate on the subgrade or pavement surfaces. Any areas that allow water
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Report of Subsurface Exploration SUMMIT Project No.7543.G0004
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or groundwater to enter the pavement system will require sub drains (i.e. French drains)
installed to prevent water entry into the pavement base and subgrades.
The majority of pavement sections incur their heaviest loads during the construction process.
The construction loads are generally in excess of the design traffic loads. For this reason, we
recommend that construction be staged to allow final preparation of the base course and
paving to be performed near the end of the project when heavy construction equipment is not
present.
Flexible asphalt pavements, concrete pavements and bases should be constructed in
accordance with the guidelines of the latest applicable North Carolina Department of
Transportation Specifications. Materials, weather limitations, placement and compaction are
specified under appropriate sections of this publication. Concrete pavement construction
should be in accordance with applicable American Concrete Institute (ACI) guidelines.
4.7 Earth Slope and Retaining Walls
Formal slope stability analysis is beyond our scope of study; however, we recommend that
permanent slopes be no steeper than 2 horizontal to 1 vertical (2H:1V). Any proposed slopes
that are to be steeper than 2H:1 V should be specifically analyzed for slope stability once final
plans are available. This analysis should include laboratory testing (triaxial shear test,
Atterberg limits, gradation, and moisture content) to determine the engineering strength
parameters of the proposed embankment soil. Flatter slopes are recommended for
maintenance purposes. We recommend that slopes be covered with surface vegetation or
rocks to protect against erosion. In addition, the crest of the slopes should not be located
closer than 10 feet from any structural foundation and within five (5) feet of pavement areas.
There are steep slopes on the property, and the Grading Plan indicates that retaining walls will
be located around the rear of the Publix building and the rear of the parking lot adjacent to the
Publix building, along with some additional retaining walls at the front of the development.
Laboratory testing consisting of consolidated undrained triaxial testing was performed on
several undisturbed samples from the borings performed for the retaining walls and on a
remolded bulk sample from a proposed cut area on site.
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Report of Subsurface Exploration SUMMIT Project No.7543.G0004
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The 6 and c'parameters for the triaxial shear tests ranged as follows:
RW-7 (8'-10'): 6- 34°, c'- 180 psf
RW-13 (4'-6'): 6- 33.9°, c'—70 psf
RW-12 (8'-10'): 6- 30.3°, c'—480 psf
RW-14 (2'-4'): 6-29.6°, c'—290 psf
B-19 and B-20: 6 - 33.2°, c'— 160 psf(combined and remolded to appx. 95% of the standard
Proctor)
The site preparation recommendations of this report should be strictly followed prior to
beginning construction of any site slopes. All (2H:1V) fill slopes should be constructed by
overbuilding and cutting back to obtain adequate compactions along the slope face. The tops
and bases of all slopes should be located a minimum of 10 feet from structural limits. Fill
slopes placed over existing slopes should be adequately benched/keyed into the existing
slopes so that engineering fill is not placed and/or compacted on a sloping subgrade. All
fill slopes should be adequately compacted, as outlined in the structural fill placement and
compaction section of this report, and all slopes should be seeded and maintained as soon as
possible after construction. Due to the erodable characteristics of some of the on-site soils,
all slopes should be protected by silt fencing during construction, stabilized and hydro-
seeded or similarly seeded for permanent protection. We note that surficial sloughing of the
slope face soils are most likely to occur until the face of the slopes are completely stabilized
with vegetation.
During construction and as part of the final design, we recommend that drainage and/or run
off be directed away from the crest and toe of both planned cut and fill slopes. We note that
diversion of surface water away from the slope crest and face is critical to reducing the
potential of surface erosion and shallow failures. For erosion protection, a protective cover
of grass or other vegetation should be established on permanent soil slopes as soon as
possible.
Loading dock walls and earth retaining walls must be capable of resisting the lateral earth
pressures that will be imposed on the walls. Based on the material types and our laboratory
testing, the earth pressure coefficients detailed below are recommended. Walls that will be
laterally restrained and not free to deflect or rotate (i.e., basement walls or loading dock walls
tied into existing slabs on grade) should be designed using the "at-rest" (K.) earth pressure
condition. Walls that are not restrained (retaining walls) and can tolerate the required
movement can be designed using the "active" (Ka) earth pressure condition. A third
condition, the "passive state" (Kr) represents the maximum possible pressure when a
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structure is pushed against the soil and is used in wall foundation design to help resist
"active" or "at-rest" pressures. The earth pressure coefficients used in the design will depend
upon the type of backfill used.
Imported No. 57 stone or approved free draining granular soil typically is suitable for use as
backfill within the "active" zone of basement walls. Soils with Plasticity Index values
greater than 10 (PI>10) should not be used for backfill behind the walls within the "active"
zone. Additionally, soils with high mica content should not be considered for use as backfill
behind the walls within the "active" zone. The active zone is typically modeled by an area
extending rearward one foot from the base of the wall footing and then extending upward
toward the ground surface at an inclination of 45 degrees plus one-half of the internal angle
of friction(45°+ 0/2).
Based on the results of our geotechnical exploration, we recommend the following lateral
earth pressure coefficients be used for design purposes:
LATERAL EARTH PRESSURE PARAMETERS(Level Backfill)
MMI *Internal Moist UnirM.II Earth Pressure Coefficients
Friction Weight, At-Rest
Material Group Symbol Angle y
Active (Ko) Passive
(Pet)
(KO (Kr)
Clays(CL) 26 105 0.39 0.56 2.56
Sandy Silts(ML)and Silty Sands(SM) 32 110 0.31 0.47 3.26
No.57 Stone 36 120 0.26 0.41 3.85
Passive earth pressure of the soil adjacent to the wall footing, as well as soil friction at the
footing base, may be used to resist sliding. Because significant wall movements are required
to develop the "passive" earth pressure, the total calculated "passive" pressure may be
reduced by one-half to two-thirds for design purposes. A coefficient of 0.35 could be
reasonably assumed for evaluating allowable frictional resistance to sliding at the foundation
(concrete)-soil contact. The design bearing pressure for the retaining wall foundations
should correspond to the value provided earlier in this report.
The recommended earth pressure coefficients assume horizontal backfill and that constantly
functioning drainage systems are installed between walls and soil backfill to prevent the
build-up of hydrostatic pressures and lateral stresses in excess of those stated. Even though
shallow groundwater was not encountered, wall drainage is very important because of the
potential for infiltration of surface water and water from other sources (leaks, irrigation, etc.).
In addition, damp proofing should be applied to the outside of below grade walls. If a
27

Report of Subsurface Exploration SUMMIT Project No.7543.G0004
Publix at Mills River—Mills River,NC March 1,2024
sufficient drainage system is not installed, the lateral earth pressures should be computed
using the buoyant weight of the soil and the hydrostatic pressure due to the water must be
added to the earth pressure to estimate the lateral earth pressure for design. A water
collection system consisting of 4 to 6-inch diameter, slotted, corrugated polyethylene tubing
per ASTM F405 (Standard Specification for Corrugated Polyethylene Pipe and Fittings),
surrounded by at least 12 inches of No. 57 stone can be used along the inside face of the wall
and on top of the footing. Completely encapsulate the aggregate with drainage geotextile.
These pipes should then discharge by gravity to a lower lying area of the site beyond the
building and pavement limits, or to a sump with a pump.
Special care should be taken while compacting the backfill behind below all retaining walls.
Over-compaction of backfill behind retaining walls may result in the buildup of excessive
lateral pressures, and potential structural distress. To avoid over-compaction of the backfill
behind walls, we recommend that the backfill within 5 feet of the wall be compacted with
small hand operated equipment to at least 95 percent of the maximum dry density of the
standard Proctor as determined by ASTM D698. Heavy compaction equipment and large
construction equipment should not operate within 5 feet of the embedded wall to avoid the
buildup of excessive lateral pressures, unless the walls have been designed to accommodate
these forces.
We recommend that the retaining walls be backfilled with materials deemed suitable by the
retaining wall designer. Based on the laboratory testing performed, the majority of the silty
sands at this site appear to be acceptable for use as MSE retaining wall backfill, however the
fines contents of the silty sands ranged from around 30%to in excess of 40%.
4.8 Seismic Site Classification
Under the 2021 International Building Code (IBC), the effect of soil amplification on
earthquake ground motions are taken into account by adjusting the earthquake spectral
response accelerations for the soil or rock conditions at the site. The code groups soil or rock
conditions into six Site Classes (A through F), as defined in Chapter 16 of the IBC. The Site
Class is based on a weighted average of known or estimated soil properties for the uppermost
one hundred(100) feet of the subsurface profile.
To more accurately determine the seismic site classification, the 2021 International Building
Code recommends that either a 100 foot boring or shear wave velocity testing be performed.
SUMMIT performed the Refraction Microtremor (ReMi) Survey at the project site. This
technique provides a method to characterize subsurface 1-dimensional vertical (depth)
28

Report of Subsurface Exploration SUMMIT Project No.7543.G0004
Publix at Mills River—Mills River,NC March 1,2024
profiles using the combination of microtremor, Spectral Analysis of Surface Waves (SASW),
and Multi-channel Analysis of Surface Wave (MASW) methods.
Shear wave acquisition was performed along one ReMi test array in the approximate center
of the site. In general, the model indicated a stiff to very stiff soil profile with medium to
high shear wave velocities (Vs) in the upper 40 to 50 feet and very high shear wave velocities
below a depth of 50 feet. The average shear wave velocities in the upper 100 feet were
around 2,033 feet per second, which indicates that the site meets the shear wave velocity
requirements for a seismic Site Classification of"C" (velocities between 1,200 to 2,500 fps
in accordance with the 2021 IBC specifications). The seismic Site Classification of "C"
should be used for seismic design considerations and is based on the measured shear wave
velocity and grading assumptions outlined in this report.
The spectral response accelerations and site coefficients for the site are given below.
Site Si Fa Fv PGAM SDS Sn1
ClassaiiiL
C 0.306g 0.095g 1.555 2.4 0.257g 0.317g 0.152g
4.9 Groundwater and Drainage Considerations
Subsurface water for the purposes of this report is defined as water encountered below the
existing ground surface. Water level measurements were attempted for each soil test boring
at the time of drilling. Groundwater was only encountered in RW-2 at a depth of 30 feet at
the time of drilling. 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'. Longer term
groundwater measurements were not made. Each of the borings were backfilled with soil
cuttings following completion of drilling.
It should be noted that regional groundwater levels will fluctuate with seasonal and climatic
changes and may be different at other times. Additionally, the near surface soils can be
conducive to the development of a temporarily high groundwater condition (water ponding at
the surface) following periods of inclement weather. If longer term water levels are crucial
to the development of this site, it would be prudent to track water levels with the use of
piezometers.
29

Report of Subsurface Exploration SUMMIT Project No.7543.G0004
Publix at Mills River—Mills River,NC March 1,2024
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'.
Based on the subsurface water data obtained during our exploration program, it is possible
that subsurface water may be encountered in deeper utility excavations on the lower southern
portion of the site. The bottom depth of the stormwater ponds is proposed at 2095', which
should be 3 to 4 feet above the Seasonal High Water Table. The depth of the Seasonal High
Water Table could vary, and it is possible that some water may be encountered in the
stormwater ponds, especially if the bottom elevation of the ponds is lower than 2095'.
Shallow perched groundwater on the upper clayey soils may be encountered in some
locations on site. If any perched water is encountered during site grading, it should be
removed by gravity draining ditches.
An important aspect to consider during development of this site is surface water control.
During the construction, we recommend that steps be taken to enhance surface flow away
from any excavations and promote rapid clearing of rainfall and runoff water following rain
events. It should be incumbent on the contractor to maintain favorable site drainage during
construction to reduce deterioration of otherwise stable subgrades.
It should be noted that fluctuations in subsurface water levels and soil moisture can be
anticipated with changes in precipitation, runoff, season, and construction activities. The
contractor should be prepared to dewater should water levels vary from those encountered
during the drilling program. Construction during wet seasonal conditions (typically November
through April) with heavy precipitation may result in a perched groundwater table or softening
of the soils at the surface. These conditions could greatly influence the results of the proofroll,
which may require that some stabilization of the subgrade would be necessary prior to the
placement of structural fill. This could result in encountering subsurface water levels at
elevations higher than those observed during our exploration.
30

Report of Subsurface Exploration SUMMIT Project No.7543.G0004
Publix at Mills River—Mills River,NC March 1,2024
4.9.1 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. The
infiltration rates at each test location are shown below:
Location Depth Infiltration Rate
Ai di (Inches/Hour)
I-1 48 inches 4.5
I-2 36 inches 3.0
I-3 36 inches 1.0
I-4 48 inches 1.5
I-5 48 inches 2.0
I-6 36 inches 4.0
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.
4.10 General Construction Considerations
Mass excavations and other excavations required for this project must be performed in
accordance with the United States Department of Labor, Occupational Safety and Health
Administration (OSHA) guidelines (29 CFR 1926, Subpart P, Excavations) or other
applicable jurisdictional codes for permissible temporary side-slope ratios and/or shoring
requirements. The OSHA guidelines require daily inspections of excavations, adjacent areas
and protective systems by a"competent person" for evidence of situations that could result in
cave-ins, indications of failure of a protective system, or other hazardous conditions. All
excavated soils, equipment, building supplies, etc., should be placed away from the edges of
the excavation at a distance equaling or exceeding the depth of the excavation. SUMMIT
cautions that the actual excavation slopes will need to be evaluated frequently each day by
the "competent person" and flatter slopes or the use of shoring may be required to maintain a
safe excavation depending upon excavation specific circumstances. The contractor is
responsible for providing the "competent person" and all aspects of site excavation safety.
31

Report of Subsurface Exploration SUMMIT Project No.7543.G0004
Publix at Mills River—Mills River,NC March 1,2024
SUMMIT can evaluate specific excavation slope situations if we are informed and requested
by the owner, designer or contractor's "competent person".
Design and implementation of temporary slopes, shoring systems and dewatering systems is
the responsibility of the contractor. It is recommended that the contractor follow all city,
state, and federal safety guidelines.
4.11 Difficult Excavation Considerations
Auger refusal was encountered in borings B-2, B-5, B-16, B-32, RW-8 and RW-8A at depths
ranging from 3.6 to 16.5 feet. Partially weathered rock was encountered in borings B-2, B-
B-3, B-5, B-7, B-8, B-10, B-12, B-13, B-16 to B-20, B-32, RW-2, RW-7, RW-8, RW-8A,
RW-10 and RW-11 at depths as shallow as 6 inches in B-5. Based on the finished floor
elevation of 2132.0' for the Publix Store, there will be cut depths up to 16 feet on the
northern portion of the building, and cut depths of 20 feet in the loading dock. Some lenses
of partially weathered rock were encountered in boring B-7 slightly above the finished grade
of the loading dock and in borings B-8 and B-12 at the approximate finished floor elevation
of the building. Some of the borings on the northern portion of the site also encountered
shallow partially weathered rock and auger refusal at depths above the proposed finished
grades, especially in the retail building and outparcels on the northern and western portions
of the site and in the road at the location of boring B-5 on the northeastern portion of the
site. Shallow auger refusal was encountered at the location of boring B-5 on the
northeastern portion of the site approximately 7 feet above the proposed finished grade for
the road at that location. Auger refusal and shallow partially weathered rock was also
encountered in borings B-2 and B-3 in this general area of the site. It is possible that
partially weathered rock or shallow rock will be encountered in other portions of the site
between our boring locations.
Depending on the degree of weathering and the equipment used, it is possible that some of
the partially weathered rock can be excavated using conventional equipment. The amount of
weathering in the rock will vary and the difficulty in excavating the rock will increase as the
weathering decreases with depth. Since the depth of rock can vary dramatically in short
distances and between boring locations, it is possible that intermittent rock lenses, boulders
and/or parent bedrock may be encountered during construction at locations or depths,
between boring locations, not encountered during this exploration. Therefore, there is always
a potential that these materials could be encountered at shallower depths between the boring
locations.
32

Report of Subsurface Exploration SUMMIT Project No.7543.G0004
Publix at Mills River—Mills River,NC March 1,2024
Our experience in this geologic region is that materials with SPT N-values greater than 50
bpf(N-value less than 50 blows for 4 to 6 inches of sampler penetration) can generally be
excavated with heavy-duty equipment such as a Caterpillar D-8 with a single-shank ripper.
The actual rippability of these in-place materials is however, dependent on many factors such
as the operator's skill level, the techniques used during excavation, degree of weathering
within the formation, rock hardness, rock structure (i.e., foliations or bedding), jointing and
fracture spacing and necessary size or width of excavation. The amount of weathering in the
rock will vary and the difficulty in excavating the rock will generally increase as the
weathering decreases with depth. Weathered rock materials can typically be excavated and
reused as structural fill provided the provisions in Section 4.3 "Structural Fill Materials" are
followed.
Blasting and/or removal with impact hammers is typically required for materials with SPT N-
values greater than 100 blows per 0.5 feet (N-values of 50 blows for 0 to 2 inches of sampler
penetration). Materials with SPT N-values greater than 50 bpf and less than 100 blows per
0.5 feet (N-value of 50 blows for 3 inches of sampler penetration) are considered marginally
excavatable.
Depending on the degree of weathering, some areas may first need to be loosened with a
single tooth ripper attached to a suitable sized dozer, such as a Caterpillar D-8 or D-9. On
earthwork projects requiring ripping, a controversy sometimes develops as to whether the
materials can be removed by ripping or whether blasting is required. It should be noted that
ripping is dependent on the equipment and techniques used as well as the operator's skill and
experience. The success of the ripping operation is dependent on finding the proper
combination for the conditions encountered.
In our professional opinion, a clear and appropriate definition of rock should be included in
the project specifications to reduce the potential for misunderstandings. A sample definition
of rock for excavation specifications is provided below:
Rock is defined as any material that cannot be dislodged by a Caterpillar D-8
tractor, or equivalent, equipped with a hydraulically operated power ripper
(or by a Cat 325 hydraulic trackhoe, or equivalent) without the use of drilling
and blasting. Boulders or masses of rock exceeding / cubic yard in volume
shall also be considered rock excavation. This classification does not include
materials such as loose rock, concrete, or other materials that can be removed
by means other than drilling and blasting, but which for any reason, such as
economic reasons, the Contractor chooses to remove by drilling and blasting.
33

Report of Subsurface Exploration SUMMIT Project No.7543.G0004
Publix at Mills River—Mills River,NC March 1,2024
Excavation of the weathered rock is typically much more difficult in confined excavations.
For trench excavation, a 325C Caterpillar excavator with a medium stick and a rock ripping
bucket, or equivalent equipment, is considered conventional equipment.
34

Report of Subsurface Exploration SUMMIT Project No.7543.G0004
Publix at Mills River—Mills River,NC March 1,2024
5.0 CONTINUATION OF SERVICES
We recommend that we be given the opportunity to review the foundation plan, grading plan,
and project specifications when construction documents approach completion. This review
evaluates whether the recommendations and comments provided herein have been understood
and properly implemented. We also recommend that SUMMIT be retained for professional and
construction materials testing services during construction of the building and parking lot areas.
Our continued involvement on the project helps provide continuity for proper implementation of
the recommendations discussed herein.
The Geotechnical Engineer of Record should be retained to monitor and test earthwork
activities, and subgrade preparations for foundations and excavations. It should be noted that
the actual soil conditions at the various subgrade levels and footing bearing grades may vary
across the site and thus the presence of the Geotechnical Engineer and/or his representative
during construction will serve to validate the subsurface conditions and recommendations
presented in this report. We recommend that SUMMIT be employed to monitor the earthwork
and foundation construction, and to report that the recommendations contained in this report are
completed in a satisfactory manner. Our involvement on the project will aid in the proper
implementation of the recommendations discussed herein. The following is a recommended
scope of services:
• Review of project plans and construction specifications to verify that the
recommendations presented in this report have been properly interpreted and
implemented;
• Observe and perform testing during earthwork to document that subsurface conditions
encountered during construction are consistent with those anticipated in this report;
• Observe subgrade preparation including any proofrolling operations, undercutting of
soft/loose unsuitable soils, installation of drainage materials, geotextiles and fill
placement;
• Observe the placement and compaction of any engineered fill soils and perform
laboratory and field compaction testing of the fill soils;
• Observe all foundation excavations and footing bearing grades for compliance with
the geotechnical recommendations.
35

Report of Subsurface Exploration SUMMIT Project No.7543.G0004
Publix at Mills River—Mills River,NC March 1,2024
6.0 QUALIFICATIONS OF REPORT
The analyses and recommendations submitted in this report were based, in part, on data
obtained from the subsurface exploration. If the above-described project conditions are
incorrect or changed after the issuing of this report, or subsurface conditions encountered
during construction are different from those reported, SUMMIT should be notified and these
recommendations should be re-evaluated based on the changed conditions to make
appropriate revisions. We have prepared this report according to generally accepted
geotechnical engineering practices. No warranty, express or implied, is made as to the
professional advice included in this report.
The engineering recommendations provided in this report are based on the information
obtained from the subsurface exploration. However, unlike other engineering materials like
steel and concrete, the extent and properties of geologic materials (soil) may vary
significantly. Regardless of the thoroughness of a geotechnical engineering exploration,
there is always a possibility that conditions between borings will be different from those at
the boring locations, that conditions are not as anticipated by the designers, or that the
construction process has altered the subsurface conditions. This report does not reflect
variations that may occur between the boring locations. Therefore, conditions on the site
may vary between the discrete locations observed at the time of our subsurface exploration.
36

APPENDIX I
Site Vicinity Map, Figure No. 1
Boring Location Map, Figure No. 2

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\\ ?A\\\\- \Jrl \ \\\\ N------
\N N\`, , ,\' EXISTING CONTOUR —1250— -
\ 1 I\\ , —_/_ = \ \ \ \ N\\Z\ \\ PROPOSED SPOT ELEVATION r 50.35 f
1 II \ _ ==\\ + _ —\or� \ \ \ \\ EXISTING SPOT ELEVATION 50.85 J
\N „/j/ =_� \ \ \ \ EXISTING WOODS LINE )
\ I r g� PROPOSED STORM SEWER
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
--�C3-----" . BORING
LOCATION PLAN
gile, GRAPHIC SCALE
�.� 5`0 o zs so 100 200
Know what's below. (IN FEET) B I_-
1
Call before you dig. 1 inch=50ft.

APPENDIX II
Key to Soil Classification
Unified Soil Classification Chart
Boring Logs

SUMMIT
ENGINEERING•LABORATORY.TESTING
KEY TO SOIL CLASSIFICATION
Correlation of Penetration Resistance with
Relative Density and Consistency
Sands and Gravels Silts and Clays
No. of Relative No. of Relative
Blows,N Density Blows,N Density
0- 4 Very loose 0- 2 Very soft
5 - 10 Loose 3 - 4 Soft
11 -30 Medium dense 5 - 8 Firm
31 - 50 Dense 9 - 15 Stiff
Over 50 Very dense 16-30 Very stiff
31 - 50 Hard
Over 50 Very hard
Particle Size Identification
(Unified Classification System)
Boulders: Diameter exceeds 8 inches
Cobbles: 3 to 8 inches diameter
Gravel: Coarse-3/4 to 3 inches diameter
Fine -4.76 mm to 3/4 inch diameter
Sand: Coarse-2.0 mm to 4.76 mm diameter
Medium-0.42 mm to 2.0 mm diameter
Fine - 0.074 mm to 0.42 mm diameter
Silt and Clay: Less than 0.07 mm(particles cannot be seen with naked eye)
Modifiers
The modifiers provide our estimate of the amount of silt, clay or sand size particles in the soil
sample.
Approximate Field Moisture
Content Modifiers Description
Saturated: Usually liquid; very wet, usually
<_5%: Trace from below the groundwater table
5%to 12%: Slightly silty,slightly clayey, Wet: Semisolid; requires drying to attain
slightly sandy optimum moisture
12%to 30%: Silty,clayey,sandy Moist: Solid;at or near optimum moisture
30%to 50%: Very silty,very clayey,very Dry: Requires additional water to attain
sandy optimum moisture

SOIL CLASSIFICATION CHART
MAJOR DIVISIONS SYMBOLS TYPICAL
GRAPH LETTER DESCRIPTIONS
•-• • Is
-
CLEAN .6. iv WELL-GRADEDGRAVELS,GRAVEL-
GRAVEL GRAVELS '. a•. ./ GW SAND MIXTURES, LITTLE OR NO
AND •s S AI S FINES
GRAVELLY
:+� +
.'. .,,'. POORLY-GRADED GRAVELS,
SOILS (LITTLE OR NO FINES) It„, bilk ./ Gp GRAVEL-SAND MIXTURES, LITTLE
••111 •0 111 OR NO FINES
COARSE
•+1i • in
GRAINED GRAVELS WITH ,1•4 �/ SILTY GRAVELS,GRAVEL-SAND-
SOILS MORE THAN 50% FINES b V M SILT MIXTURES
OF COARSE •0 411 • 411
FRACTION
RETAINED ON NO. 4/Ir
4 SIEVE (APPRECIABLE . GC CLAYEY GRAVELS,GRAVEL-SAND-
AMOUNT OF FINES) / ` GC CLAY MIXTURES
MORE THAN 50% SAND
CLEAN SANDS WELL-GRADED SANDS,GRAVELLY
SW SANDS, LITTLE OR NO FINES
OF MATERIAL IS AND
eeeeee
LARGER THAN SANDY NO.200 SIEVE SOILS POORLY-GRADED SANDS,
SIZE (LITTLE OR NO FINES) Sp GRAVELLY SAND, LITTLE OR NO
FINES
SANDS WITH - — - SILTY SANDS,SAND-SILT
MORE THAN 50% FINES - SM MIXTURES
OF COARSE -
FRACTION
PASSING ON NO.
4 SIEVE (APPRECIABLE SC AYESANDS,SAND-CLAY
AMOUNT OF FINES) - MIXTURES
INORGANIC SILTS AND VERY FINE
ML SANDS, ROCK FLOUR,SILTY OR
CLAYEY FINE SANDS OR CLAYEY
SILTS WITH SLIGHT PLASTICITY
SILTS j INORGANIC CLAYS OF LOW TO
FINE AND LIQUID LIMIT MEDIUM PLASTICITY,GRAVELLY
GRAINED LESS THAN 50 / CL CLAYS,SANDY CLAYS,SILTY
SOILS
CLAYS CLAYS,LEAN CLAYS
- - - -
OL ORGANIC SILTS AND ORGANIC
SILTY CLAYS OF LOW PLASTICITY
MORE THAN 50% INORGANIC SILTS, MICACEOUS OR
OF MATERIAL IS M H DIATOMACEOUS FINE SAND OR
SMALLER THAN SILTY SOILS
NO.200 SIEVE
SIZE SILTS
AND 1)7
LIQUID LIMIT INORGANIC CLAYS OF HIGH
CLAYS GREATER THAN 50 / CH PLASTICITY
^^^^^^^^^ OH ORGANIC CLAYS OF MEDIUM TO
HIGH PLASTICITY,ORGANIC SILTS
0 I, 0 I, \0 I,
0"" 0"" 0"" ' PEAT, HUMUS,SWAMP SOILS WITH
HIGHLY ORGANIC SOILS PT HIGH ORGANIC CONTENTS
NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS

BORING NUMBER B-1
— PAGE 1 OF 1
SUMMIT
ENGINEERING•LABORATORY•TESTING
Universal Egln.Mnp Sciences Company
CLIENT Publix North Carolina, LP PROJECT NAME Publix at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North Carolina
DATE STARTED 1/19/24 COMPLETED 1/19/24 GROUND 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 ---
SPT N VALUE A
O U > � 0 -a w 0 20 40 60 80100
H er 1-1-1N M J
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
—
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
15.0
=21 31.0=
20.0
21 26.0=
25.0
=21 21.0=
30.0
21 1 6.0=
35.0
-2111.0
40.0

BORING NUMBER B-2
— PAGE 1 OF 1
SUMMIT
ENGINEERING•LABORATORY•TESTING
A Universal Egln.Mne Sciences COMP],
CLIENT Publix North Carolina, LP PROJECT NAME Publix at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North Carolina
DATE STARTED 1/19/24 COMPLETED 1/19/24 GROUND 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 ---
w _1 A SPT N VALUE A
0 U >_ct .. > 0 -a w 0 20 40 60 80100
H w ,— N M J
0 MATERIAL DESCRIPTION J 3 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
2144.Ct:.. .''.:�.\ Surficial Organic Soil-3" /
RESIDUAL-Dense,grey,fine,silty SAND(SM)with small rock SPT 22 50 50/5" A
1�— \ fragments-moist `\SS-1I
PARTIALLY WEATHERED ROCK-Sampled as very dense,
igrey,fine,silty SAND(SM)with weathered rock fragments SPT50 50/4"=21moist
5039.0�..FIc SS-21
Auger refusal at 5.6 feet
— — Boring offset 5'south and refusal at 5.8'
10.0
21 34.0=
15.0
=21 29.0=
20.0
21 24.0=
25.0
=21 1 9.Ck
30.0
21 14.0=
35.0
=21 09.0=
40.0

BORING NUMBER B-3
— PAGE 1 OF 1
SUMMIT
ENGINEERING•LABORATORY•TESTING
A Universal Egln.Mnp Sciences Company
CLIENT Publix North Carolina, LP PROJECT NAME Publix at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North Carolina
DATE STARTED 1/19/24 COMPLETED 1/19/24 GROUND 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 A
O U >_ct .. > �, 0 -a w 0 20 40 60 80100
H er w ,— N M J
CI-O MATERIAL DESCRIPTION J 3 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
2144.0=-t?':.`.\ Surficial Organic Soil-4" l
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 SPT 12 14 19 33
5.0 SAND(SM)with small rock fragments-dry SS-2
139.Ck••
PARTIALLY WEATHERED ROCK-Sampled as very dense, 50 50/3" A
- '" grey and tan,fine,silty SAND(SM)with rock fragments-moist =1SPT
SS-3
=- T s SPT 50 50/4" A
z
10.0 SS-4
21 34.
SPT 50 50/5"
15.0 �, �SS-5
r21 29.3g
- 1:._:ii
SPT 50 50/4" A
20.0- ' ? �SS-6
=2124. - v-r
- 1,-*
Very stiff,grey,brown and tan,fine,slightly micaceous,sandy
— — SILT(ML)-moist
L •
;;• SPT 22 50 50/3" A
25.0 =,r , PARTIALLY WEATHERED ROCK-Sampled as very hard, SS-7
119. "\ grey and tan,fine,slightly micaceous,sandy SILT(ML)-moist
Boring terminated at approximately 25 feet below ground surface
30.0
=21 14.0=
35.0
=21 09.0E
40.0

BORING NUMBER B-4
— PAGE 1 OF 1
SUMMIT
ENGINEERING•LABORATORY•TESTING
Universal Egln.Mne Sciences COMP],
CLIENT Publix North Carolina, LP PROJECT NAME Publix at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North Carolina
DATE STARTED 1/19/24 COMPLETED 1/19/24 GROUND 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 ---
w J A SPT N VALUE A
0 U > � 0 -a w 0 20 40 60 80100
--- _0 ~ ° J N M J PL LL
<s 11 O MATERIAL DESCRIPTION J 3 73 U D 3 •' MC
Q
g z w com m > 0 20 40 60 80100
w z
❑FINES CONTENT(%)❑
0 20 40 60 80100
2145.00 . RESIDUAL-Dense, brown and light grey,fine,silty SAND
(SM)-dry VSPT'
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
=2140.0= .
-with slight mica I SPT 8 11 10 21
SS-3
— — Medium dense to dense, brown and light grey,fine,slightly 7SPT 10 11 11 22
o.o micaceous,silty SAND(SM)-dry SS-4
=21 35.0
SPT 13 15 16 31
15.o SS-5
=2130.(k:
— — Very stiff, brown,tan and black,fine,slightly micaceous,sandy 7SPT 12 12 16 28
zo.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
ENGINEERING•LABORATORY•TESTING
A Universal Egln.Mnp Sciences Company
CLIENT Publix North Carolina, LP PROJECT NAME Publix at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North Carolina
DATE STARTED 1/19/24 COMPLETED 1/19/24 GROUND 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
I-.--. _0 ~ ° _I ,— N co J PL MC It
11 O MATERIAL DESCRIPTION L 3 U D IX 3 L' t) Q
i v g—1 Ci-z CC w m m m > 0 20 40 60 80100
z
w < ❑FINES CONTENT(%)❑
0 20 40 60 80100
2146.C=..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.C=
1 5.0
=21 31.12
20.0
21 26.C=
25.0
=21 21.0=
30.0
2116.C=
35.0
-2111.0=
40.0

BORING NUMBER B-6
— PAGE 1 OF 1
SUMMIT
ENGINEERING•LABORATORY•TESTING
Universal Egln.Mnp Sciences Company
CLIENT Publix North Carolina, LP PROJECT NAME Publix at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North Carolina
DATE STARTED 1/19/24 COMPLETED 1/19/24 GROUND 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 er 1-1-1N M J
0 MATERIAL DESCRIPTION J 3 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
2142•0(a '':� 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
SPT 11 6 10 16
SS-3
— — I 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
SAND(SM)-dry SS-5
127.C= 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-7
- PAGE 1 OF 1
SUMMIT
ENGINEERING•LABORATORY•TESTING
A Universal Egln.Mnp Sciences Company
CLIENT Publix North Carolina, LP PROJECT NAME Publix at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North Carolina
DATE STARTED 1/25/24 COMPLETED 1/25/24 GROUND 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
O U >_ct .. > 0 -a w 0 20 40 60 80100
< 11 O MATERIAL DESCRIPTION sa It
g U D 3 N Q IL •
—ICi-z m CC w m m > 0 20 40 60 80100
z
w < ❑FINES CONTENT(%)❑
0 20 40 60 80100
2148 Gt.: RESIDUAL-Medium dense,tan,light grey and brown,fine,
slightly micaceous,silty SAND(SM)-dry SPT
�SS-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.(3'
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 •
2733.(k_�.
'" PARTIALLY WEATHERED ROCK-Sampled as very dense,
brown,grey and white,fine,silty SAND(SM)with rock 50 50/3" • A
• _,_ fragments moist �SPTI •
SS 6 ••
21 28.
Medium dense,grey and white,fine,silty SAND(SM)-moist
,; SPT 19 50 50/4" A
25.0 PARTIALLY WEATHERED ROCK-Sampled as very dense, SS-7I
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_'.
• ' '" PARTIALLY WEATHERED ROCK-Sampled as verydense, ik SPT 25 50 50/5"
`_ 35.0 5 ,,, p SS-9
1 13. brown,grey and black,fine,silty SAND(SM)with rock
'zO fragments-moist
Very stiff, brown,grey and black,fine,slightly micaceous,
sandy SILT(ML)-moist to wet
' • ,SPT 7 8 8 16
40.o S-10
1 08. Boring terminated at approximately 40 feet below ground surface
45.0

BORING NUMBER B-8
— PAGE 1 OF 1
SUMMIT
ENGINEERING•LABORATORY•TESTING
A Universal Egln.Mnp Sciences Company
CLIENT Publix North Carolina, LP PROJECT NAME Publix at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North Carolina
DATE STARTED 9/8/23 COMPLETED 9/8/23 GROUND 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
0 U >_ct .. > 0 -a w 0 20 40 60 80100
1---- _0 ~ ,r —I ,— N coJ PL MC It
11 O MATERIAL DESCRIPTION L 3 U D IX 3 L' t) Q
t v g J z CC w m m m > 0 20 40 60 80100
z
w 3 < ❑FINES CONTENT(%)❑
0 20 40 60 80100
L2147.0 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
=21 42.0'.•
Dense to very dense,grey, brown and white,fine,silty SAND SPT 9 18 40 58
— — (SM)with small rock fragments-moist SS-3
— — -medium to fine761 SPT 19 19 12 31
o.o SS-4
=21 37.E
��r SPT 24 50 50/5" A
PARTIALLY WEATHERED ROCK Sampled as very dense, SS-5
32, greyand brown,fine,siltySAND(SM)with rock fragments-
�1s2.a� � 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
with small rock fragments 7�SPT 32 50 50/4" A
_35.0 PARTIALLY WEATHERED ROCK-Sampled as very dense, SS-9/
�1 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
ENGINEERING•LABORATORY•TESTING
Universal Egln.Mne Sciences COMP],
CLIENT Publix North Carolina, LP PROJECT NAME Publix at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North Carolina
DATE STARTED 9/8/23 COMPLETED 9/8/23 GROUND 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
0 H N coJ
CI-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
2124.0 ".• `\ 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
=121 1 9.0�
RESIDUAL-Stiff, red and brown,fine,silty CLAY(CL)-moist
_ ISS
458 13--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
20.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,ot
40.0

BORING NUMBER B-10
— PAGE 1 OF 1
SUMMIT
ENGINEERING•LABORATORY•TESTING
A Universal Egln.Mne Sciences COMP],
CLIENT Publix North Carolina, LP PROJECT NAME Publix at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North Carolina
DATE STARTED 1/25/24 COMPLETED 1/25/24 GROUND 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
H w ,— N M J
CI-O MATERIAL DESCRIPTION J 3 w 8 IX 3 3 3 Q
3z CC H m m m z 0 20 40 60 80100
w ❑FINES CONTENT(%)❑
0 20 40 60 80100
2140.0= .{,: '\ 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 7SPT 5 6 6 12
10.o SS-4
=21 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 25,0 .
- - SPT 8 8 9 17
20.0 SS-6
"2120.0=:
- Medium dense, light brown,tan and white,fine,slightly SPT 6 8 10 18
25.0 micaceous,silty SAND(SM)-moist SS-7
=21 1 5,0
— — Very stiff, brown,grey and black,fine,sandy SILT(ML)-moist I SPT 9 10 9 19
30.o SS-8
21 10.0
- ev, PARTIALLY WEATHERED ROCK-Sampled as very dense,
— brown,fine,silty SAND(SM)with weathered rock fragments-
moist XI SPT 50 50/5" A
35.0 SS-9I
21 05.0= Boring terminated at approximately 35 feet below ground surface
40.0

BORING NUMBER B-11
— PAGE 1 OF 1
SUMMIT
ENGINEERING•LABORATORY•TESTING
Universal Egln.Mne Sciences COMP],
CLIENT Publix North Carolina, LP PROJECT NAME Publix at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North Carolina
DATE STARTED 1/25/24 COMPLETED 1/25/24 GROUND 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
p U > � 0 -a w 0 20 40 60 80100
H w N M J
11 0 MATERIAL DESCRIPTION J 3 w 8 3 3 3 Q
z H co co
mo 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
I SPT-2 6 6 8 14
5.0 SS
=21 28.(k.'•
SPT 7 10 11 21
SS-3
— — Medium dense, brown and tan,fine,slightly micaceous,silty SPT 10 10 13 23
10.0 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
2113.0=.
I •
SS-7 SPT 7 11 12 23
25.0
108.0 Boring terminated at approximately 25 feet below ground surface
30.0
=21 03.0=
35.0
=2098.0=
40.0

BORING NUMBER B-12
— PAGE 1 OF 1
SUMMIT
ENGINEERING•LABORATORY•TESTING
A Universal Egln.Mnp Sciences Company
CLIENT Publix North Carolina, LP PROJECT NAME Publix at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North Carolina
DATE STARTED 9/8/23 COMPLETED 9/8/23 GROUND 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 >-o' — > �, c -a w 0 20 40 60 80100
I-.--- 1-cp ~ °,, J ,— N M J PL MC It<i O MATERIAL DESCRIPTION L 3 U D IX 3 t) Q
t v g J z CC w m m m > 0 20 40 60 80100
wz
❑FINES CONTENT(%)❑
0 20 40 60 80100
2146. POSSIBLE FILL-Stiff, light brown and tan,fine,sandy SILT
(ML)-moist y SPT
— RESIDUAL-Very stiff,tan,brown and black,fine,slightly SS-1 5 7 11 18
_ _ 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.o SAND(SM)-moist SS-4
21 36.0='
SPT 13 17 50 50/5"
15 o '' PARTIALLY WEATHERED ROCK-Sampled as very dense, SS-5_
131 light 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
SPT 13 11 14 25
zo.o SS-6
21 26.0
• • I SPT 12 13 14 27
z5.o SS-7
121 2.
- - Very dense, brown,tan and black,fine,silty SAND(SM)-moist SPT 23 28 35 63
30.o SS-8
2116.C,
0 ,, SPT 19 50 50/2" A
35.0 PARTIALLY WEATHERED ROCK-Sampled as very dense, �SS-9I
21 11.a 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
ENGINEERING•LABORATORY•TESTING
Universal Egln.Mne Sciences COMP],
CLIENT Publix North Carolina, LP PROJECT NAME Publix at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North Carolina
DATE STARTED 9/8/23 COMPLETED 9/8/23 GROUND 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
H 1-1-1N M J
0 MATERIAL DESCRIPTION J 3 w 8 3 3 3
3z 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"
0.0 - '' \ rock fragments-moist 7 SS-4
2720' PARTIALLY WEATHERED ROCK-Sampled as very dense,
yzy 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
=2097.0=
30.0
=2092.0=
35.0
=2087.0=
40.0

BORING NUMBER B-14
— PAGE 1 OF 1
SUMMIT
ENGINEERING•LABORATORY•TESTING
Universal Egln.Mne Sciences COMP],
CLIENT Publix North Carolina, LP PROJECT NAME Publix at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North Carolina
DATE STARTED 1/22/24 COMPLETED 1/22/24 GROUND 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
O 0 > � 0 -a w 0 20 40 60 80100
H w N coJ
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
2143.0=•:1,: 1,\ Surficial Organic Soil-3"
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
=21 38.0=•;
-moist I SPT 8 8 9 17
SS-3
—: SPT
7 8 8 16
o.o :.. .'.. SS-4
2133.0= Boring terminated at approximately 10 feet below ground surface
15.0
=21 28.0
20.0
21 23.0=
25.0
=21 18.0=
30.0
21 1 3.0=
35.0
=21 08.0=
40.0

BORING NUMBER B-15
— PAGE 1 OF 1
SUMMIT
ENGINEERING•LABORATORY•TESTING
Universal Egln.Mnp Sciences Company
CLIENT Publix North Carolina, LP PROJECT NAME Publix at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North Carolina
DATE STARTED 1/22/24 COMPLETED 1/22/24 GROUND 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
H er 1-1-1N M J
11 0 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
2142.02: "•...;\ 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
SPT 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
•
127.02 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
ENGINEERING•LABORATORY•TESTING
A Universal Egln.Mne Sciences COMP],
CLIENT Publix North Carolina, LP PROJECT NAME Publix at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North Carolina
DATE STARTED 1/22/24 COMPLETED 1/22/24 GROUND 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 _1 A SPT N VALUE A
p U ct .. > 0 -a w 0 20 40 60 80100
H m w N M J
�0 MATERIAL DESCRIPTION sa g w a 3 3 3 Q
a_z i Et H m o m z 0 20 40 60 80100
w < ❑FINES CONTENT(%)❑
0 20 40 60 80100
2143•0F':•' ...:.\ Surficial Organic Soil-3" /
RESIDUAL-Medium dense,brown,grey and white, medium to VI SPT 8 g 50 50/4"
— \ fine,silty SAND(SM)with rock fragments-dry SS-1,
PARTIALLY WEATHERED ROCK-Sampled as very dense,
brown,grey and white,medium to fine,silty SAND(SM)with
rock fragments-dry SPT/1 26 17 15 32
=2138 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
SPT 10 50 50/4" A
PARTIALLY WEATHERED ROCK-Sampled as very dense, SS-5,
5° brown,greyand tan,fine,siltySAND(SM)with weathered rock •
. \ fragments-moist r •
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 18.0E
30.0
-21 1 3.0E
35.0
108.Cg.
.0
40.0

BORING NUMBER B-17
— PAGE 1 OF 1
SUMMIT
ENGINEERING•LABORATORY•TESTING
Universal Egln.Mne Sciences COMP],
CLIENT Publix North Carolina, LP PROJECT NAME Publix at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North Carolina
DATE STARTED 1/22/24 COMPLETED 1/22/24 GROUND 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
0 U > � 0 -a w 0 20 40 60 80100
H 1-1-1N M J
CI—O MATERIAL DESCRIPTION J 3 w 8 3 3 3
3z H com m z 0 20 40 60 80100
w ❑FINES CONTENT(%)❑
0 20 40 60 80100
2143.0=-j' -::� 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
=2138.Ck (SM)-dr)/
-with slight rock fragments I SPT 20 17 22 39
SS-3
,'�, PARTIALLY WEATHERED ROCK-Sampled as very dense, SS 4 S21 50 50/5"
21 33 brown,grey and tan,fine,silty SAND(SM)with weathered rock
fragments moist
SPT 50 50/1" A
SS-5
128.0 Boring terminated at approximately 15 feet below ground surface
20.0
21 23.0=
25.0
=21 18.0=
30.0
21 1 3.0=
35.0
=21 08.0=
40.0

BORING NUMBER B-18
— PAGE 1 OF 1
SUMMIT
ENGINEERING•LABORATORY•TESTING
Universal Egln.Mne Sciences COMP],
CLIENT Publix North Carolina, LP PROJECT NAME Publix at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North Carolina
DATE STARTED 1/22/24 COMPLETED 1/22/24 GROUND 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
O U > � 0 -a w 0 20 40 60 80100
H 1-1-1N M J
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
2145.0=•:1,: ',\ Surficial Organic Soil-3" •
l
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
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
'" PARTIALLY WEATHERED ROCK-Sampled as very dense,
grey and brown,fine,silty SAND(SM)-moist
SPT 50 50/1'
15.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
ENGINEERING•LABORATORY•TESTING
Universal Egln.Mnp Sciences Company
CLIENT Publix North Carolina, LP PROJECT NAME Publix at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North Carolina
DATE STARTED 1/22/24 COMPLETED 1/22/24 GROUND 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 >-o' > � c -a w 0 20 40 60 80100
H er 1-1-1N M J
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
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
153.0,* '•
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=•• '
•• \ SS-5 Medium dense,tan and brown,fine,silty SAND(SM)-dry 7�SPT 9 50 50/5" A
'S.0 _�' PARTIALLY WEATHERED ROCK-Sampled as very dense, /
143.Ce Y 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
pPARTIALLY WEATHERED ROCK-Sampled as very dense,
grey,tan and white,medium to fine,silty SAND(SM)with
— weathered rock fragments-moist SPT 50 50/3" A
25.0 — ISS-7
Very stiff, brown and grey,fine,slightly micaceous,sandy SILT
(ML)-moist
— — SPT 8 9 17 26
30.o 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
ENGINEERING•LABORATORY•TESTING
A Universal Egln.Mne Sclences COMP],
CLIENT Publix North Carolina, LP PROJECT NAME Publix at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North Carolina
DATE STARTED 1/22/24 COMPLETED 1/22/24 GROUND 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
0 U >_ct .. > 0 -a w 0 20 40 60 80100
H w ,— N M J
CI—O MATERIAL DESCRIPTION J 3 w 8 cC 3 3 3 Q
z CC H m m m z 0 20 40 60 80100
w < ❑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 SPT 12 13 14 27
zo.o =. . micaeous,silty SAND(SM)-moist SS-6
=21 42.0
Hard, brown and orange,fine,slightly micaceous,sandy SILT SPT 14 15 17 32
z5.o ' (ML)-moist SS-7
r21 37.00
SPT 15 13 20 33
SS-8
:2132.0=.
l t' Medium dense, brown and grey,fine,slightly micaceous,silty SPT 22 50 50/5"
`= 35.0 ' \ SAND(SM)-moist / SS-9,
�127.C_ 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
ENGINEERING•LABORATORY•TESTING
Universal Egln.Mne Sciences COMP],
CLIENT Publix North Carolina, LP PROJECT NAME Publix at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North Carolina
DATE STARTED 1/23/24 COMPLETED 1/23/24 GROUND 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 1-1-1N M J
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(%)❑
0 20 40 60 80100
21 17.ce:. • ',: RESIDUAL-Medium dense to dense,tan,brown and grey,fine,
slightly micaceous,silty SAND(SM)-moist I SPT
SS 1 15 20 22 42
• I SPT 12 12 14 26
5.o SS-2
Stiff,light grey, brown and tan,fine,sandy SILT(ML)with small SPT 5 5 6 11
rock fragments-moist SS-3
• Medium dense, brown and tan,fine,silty SAND(SM)-moist SPT
—` ` 5 6 12 18
0.o SS-4
2107.0= Boring terminated at approximately 10 feet below ground surface
15.0
21 02.0=
20.0
2097.0=
25.0
=2092.0=
30.0
2087.0
35.0
=2082.0=
40.0

BORING NUMBER B-22
— PAGE 1 OF 1
SUMMIT
ENGINEERING•LABORATORY•TESTING
Universal Egln.Mne Sciences COMP],
CLIENT Publix North Carolina, LP PROJECT NAME Publix at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North Carolina
DATE STARTED 1/23/24 COMPLETED 1/23/24 GROUND 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 1-1-1N M J
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
28.•_������� 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 A
_ (SM)-moist
I SPT SS-2 4 5 6 11
5.0
2123.0E•• 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
— — SPT
SS-4 17 20 23 43
21 18.0= Boring terminated at approximately 10 feet below ground surface
1 5.0
r21 13.0E
20.0
21 08.0'=
25.0
r21 03.0E
30.0
2098.0
35.0
r2093.0E
40.0

BORING NUMBER B-23
— PAGE 1 OF 1
SUMMIT
ENGINEERING•LABORATORY•TESTING
Universal Egln.Mne Sciences COMP],
CLIENT Publix North Carolina, LP PROJECT NAME Publix at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North Carolina
DATE STARTED 1/23/24 COMPLETED 1/23/24 GROUND 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
cp H 1-1-1N MPIL
J
0 MATERIAL DESCRIPTION J 3 w 8 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
-with rock fragments I SPT 20 12 13 25
SS-3
— —: 1 SPT
10 14 16 30
o.o SS-4
-2104.0= Boring terminated at approximately 10 feet below ground surface
15.0
=2099.(k
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
ENGINEERING•LABORATORY•TESTING
Universal Egln.Mne Sciences COMP],
CLIENT Publix North Carolina, LP PROJECT NAME Publix at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North Carolina
DATE STARTED 1/24/24 COMPLETED 1/24/24 GROUND 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 ---
A SPT N VALUE A
O U > � 0 -a w 0 20 40 60 80100
H 1-1-1N M0
J
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(%)❑
0 20 40 60 80100
2145.0=-; Y:� 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 40.0=
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
15.0 micaceous,silty SAND(SM)with small rock fragments-dry SS-5
=21 30.0=
1 SPT
4 6 6 12
SS-6
-2125.Ct 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
ENGINEERING•LABORATORY•TESTING
Universal Egln.Mnp Sciences Company
CLIENT Publix North Carolina, LP PROJECT NAME Publix at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North Carolina
DATE STARTED 1/24/24 COMPLETED 1/24/24 GROUND 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
0 U > � 0 -a w 0 20 40 60 80100
H 1-1-1er N M J
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
2135.C=•:1,: •1••\ Surficial Organic Soil-3"
RESIDUAL-Firm to stiff,orange and brownish-yellow,fine, I SPT
— slightly micaceous,sandy SILT(ML)-moist SS-1 4 3 4 7
SPT 4 6 7 13
5.0 • SS-2
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
=021 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
ENGINEERING•LABORATORY•TESTING
Universal Egln.Mne Sciences COMP],
CLIENT Publix North Carolina, LP PROJECT NAME Publix at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North Carolina
DATE STARTED 1/23/24 COMPLETED 1/23/24 GROUND 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
0
< eL O MATERIAL DESCRIPTION J 3 U D 3 Q
g 3z w com 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
r21 o9.(k
RESIDUAL-Very stiff, red and grey,fine,sandy SILT(ML)-
moist T 6 8 11 19
15F
SS-3
— — Stiff,red and grey,fine,slightly micaceous,sandy SILT(ML)- SPT 3 4 5 9
o.o moist to wet SS-4
=2104.0= Boring terminated at approximately 10 feet below ground surface
5.0
r2099.(k
20.0
=`2094.0=
25.0
r2089.0E
30.0
==`2084.0=
35.0
02079.0=
40.0

BORING NUMBER B-27
PAGE 1 OF 1
SUMMIT
ENGINEERING•LABORATORY•TESTING
Universal Egln.Mne Sciences COMP],
CLIENT Publix North Carolina, LP PROJECT NAME Publix at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North Carolina
DATE STARTED 1/24/24 COMPLETED 1/24/24 GROUND 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
O U >o' > � c -a w 0 20 40 60 80100
H 1-1-1N M J
g• 11 O MATERIAL DESCRIPTION J 3 w 8 cc 3 3 3 Q
z L com m z 0 20 40 60 80100
w ❑FINES CONTENT(%)❑
0 20 40 60 80100
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
r2099.0E
20.0
=`2094.0=
25.0
(D89.0E.
30.0
==`2084.0=
35.0
r2079.Ck
40.0

BORING NUMBER B-28
— PAGE 1 OF 1
SUMMIT
ENGINEERING•LABORATORY•TESTING
Universal Egln.Mne Sciences COMP],
CLIENT Publix North Carolina, LP PROJECT NAME Publix at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North Carolina
DATE STARTED 1/24/24 COMPLETED 1/24/24 GROUND 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 1-1-1N M0
J
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(%)❑
0 20 40 60 80100
21 1O CE '' '` 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 05.0E
- - ISPT 6 6 8 14
SS-3
Boring terminated at approximately 8 feet below ground surface
o.o
2100.0=
1 5.0
r2095.0E
20.0
2090.0'=
25.0
r2085.0E
30.0
2080.0
35.0
02075.0E
40.0

BORING NUMBER B-29
— PAGE 1 OF 1
SUMMIT
ENGINEERING•LABORATORY•TESTING
Universal E,,In.Mne Sciences COMP],
CLIENT Publix North Carolina, LP PROJECT NAME Publix at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North Carolina
DATE STARTED 1/24/24 COMPLETED 1/24/24 GROUND 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 1-1-1N M0
J
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
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
=21O1.0=
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
=2091.0E
20.0
2086.0
25.0
081.0E.
30.0
2076.0
35.0
=2071.(k
40.0

BORING NUMBER B-30
— PAGE 1 OF 1
SUMMIT
ENGINEERING•LABORATORY•TESTING
Universal Egln.Mne Sciences COMP],
CLIENT Publix North Carolina, LP PROJECT NAME Publix at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North Carolina
DATE STARTED 1/24/24 COMPLETED 1/24/24 GROUND 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 1-1-1M
N J
11 0 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
-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
— — SAND(SM)-moist SS-3 8 8 10 18 *
— -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
15.0
=2086.0=
20.0
=2081.0
25.0
=2076.0=
30.0
=2071.0=
35.0
=2066.(k
40.0

BORING NUMBER B-31
— PAGE 1 OF 1
SUMMIT
ENGINEERING•LABORATORY•TESTING
Universal Egln.Mnp Sciences Company
CLIENT Publix North Carolina, LP PROJECT NAME Publix at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North Carolina
DATE STARTED 1/24/24 COMPLETED 1/24/24 GROUND 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
H er 1-1-1N M J
0 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
r2095,0
• •• Medium dense, brown and red,fine,silty,clayey SAND SC SPT
Y Y ( ) 7 7 8 15 A
with rock fragments-moist to wet SS-3
SPT
7 6 8 14 A
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
ENGINEERING•LABORATORY•TESTING
Universal Egln.Mne Sciences Company
CLIENT Publix North Carolina, LP PROJECT NAME Publix at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North Carolina
DATE STARTED 1/24/24 COMPLETED 1/24/24 GROUND 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 1-1-1N M J
11 0 MATERIAL DESCRIPTION J 3 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
s.o I
SPT
6 7 7 14
=2093. 4SS-2
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
ENGINEERING•LABORATORY•TESTING
Universal Egln.Mnp Sciences Company
CLIENT Publix North Carolina, LP PROJECT NAME Publix at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North Carolina
DATE STARTED 1/24/24 COMPLETED 1/24/24 GROUND 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 er 1-1-1M
N
eL 0 MATERIAL DESCRIPTION J 3 w 8 3 3 3
3z H com m z 0 20 40 60 80100
w ❑FINES CONTENT(%)❑
0 20 40 60 80100
-2101. '• \ Surficial Organic Soil-4"
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
-2096.0-
Medium dense,orange and brown,fine,silty SAND(SM)with SPT 5 6 6 12
small rock fragments-moist SS-3
— — 1SPT 6 9 12 21
o.o SS-4
=2091.12
— —• SPT
9 10 14 24
SS-5
Boring terminated at approximately 12 feet below ground surface
15.0
r2086,12
20.0
=2081.0=
25.0
=2076,12
30.0
=2071.0=
35.0
=2066,12
40.0

BORING NUMBER RW-2
— PAGE 1 OF 1
SUMMIT
ENGINEERING•LABORATORY•TESTING
A Universal Egln.Mnp Sciences Company
CLIENT Publix North Carolina, LP PROJECT NAME Publix at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North Carolina
DATE STARTED 1/24/24 COMPLETED 1/24/24 GROUND 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 A
O U >_ct .. > 0 -a w 0 20 40 60 80100
H er w ,— N M J
0 MATERIAL DESCRIPTION J 3 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
-2'04.0 -'. '\ Surficial Organic Soil-3" /
RESIDUAL-Firm, red and grey,fine,slightly sandy,clayey I SPT 3 4 4 8 A
SILT(ML)-moist SS-1
SPT 3 3 5 8 A
5.0 SS-2
2099.0
Stiff,red and grey,fine,clayey SILT(ML)-moist SPT 4 4 5 9 A
— — SS-3
— — 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
5.0 ° sandy SILT(ML)with small rock fragments-moist SS-5
r2089.0
ISPT 14 10 6 16
SS-6
2084.0_:
• 1•• Dense,black,brown and grey,fine,slightly micaceous,silty SPT 20 50 50/3"
25.0 SAND(SM)with rock fragments-moist / SS-7/
t079.a 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" A
35.0 PARTIALLY WEATHERED ROCK-Sampled as very dense, �SS-9/
069.ot 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
ENGINEERING•LABORATORY•TESTING
A Universal Egln.Mne Sciences COMP],
CLIENT Publix North Carolina, LP PROJECT NAME Publix at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North Carolina
DATE STARTED 1/24/24 COMPLETED 1/24/24 GROUND 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 ---
w J A SPT N VALUE A
0 U > � 0 -a w 0 20 40 60 80100
0
< eL O MATERIAL DESCRIPTION J 3 U D 3 •' Q
g z w com m > 0 20 40 60 80100
w z
❑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
r2096.0E
20.0
2091.0'=
25.0
r2086.0E
30.0
2081.0'=
35.0
-=2076.0E
40.0

BORING NUMBER RW-4
— PAGE 1 OF 1
SUMMIT
ENGINEERING•LABORATORY•TESTING
Universal Egln.Mne Sciences COMP],
CLIENT Publix North Carolina, LP PROJECT NAME Publix at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North Carolina
DATE STARTED 1/23/24 COMPLETED 1/23/24 GROUND 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 1-1-1N M J
• 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
-2114. • Surficial Organic Soil-3" l
• POSSIBLE FILL-Very stiff, red,fine,slightly sandy,clayey SPT
— • SILT(ML)-moist SS 1 8 8 14 22
RESIDUAL-Very stiff, red and tan,fine,slightly clayey,sandy
5.o 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
r2099.0E
20.0
2094.0
25.0
r2089.0E
30.0
2084.0'=
35.0
r2079,0
40.0

BORING NUMBER RW-5
PAGE 1 OF 1
SUMMIT
ENGINEERING•LABORATORY•TESTING
Universal Egln.Mnp Sciences Company
CLIENT Publix North Carolina, LP PROJECT NAME Publix at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North Carolina
DATE STARTED 1/23/24 COMPLETED 1/23/24 GROUND 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 >-o' > � c -a w 0 20 40 60 80100
H er 1-1-1N M J
gO MATERIAL DESCRIPTION J 3 w 8 cc 3 3 3 Q
z L com m z 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
r21 06,0 •. •
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.(k
30.0
=2081.0=
35.0
=2076.0E
40.0

BORING NUMBER RW-6
— PAGE 1 OF 1
SUMMIT
ENGINEERING•LABORATORY•TESTING
A Universal Egln.Mnp Sciences Company
CLIENT Publix North Carolina, LP PROJECT NAME Publix at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North Carolina
DATE STARTED 1/23/24 COMPLETED 1/23/24 GROUND 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
O U >_ct .. > 0 -a w 0 20 40 60 80100
H er 1-1-1 c.9
coJ
0 MATERIAL DESCRIPTION J 3 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
— /\ /
(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
5.0 € SS-2
-21 06.0-
r
Firm, brown and grey,fine,slightly sandy,silty CLAY(CL) SPT 2 3 4 7
moist to wet SS-3
— Loose,grey,white and red,fine,clayey SAND(SC)-moist SPT 2 3 3 6
10.0 /X SS-4
-2707.0= Boring terminated at approximately 10 feet below ground surface
15.0
=2096.(k
20.0
-2091.0=
25.0
=2086.(k
30.0
-2081.0=
35.0
=2076.0=
40.0

BORING NUMBER RW-7
— PAGE 1 OF 1
SUMMIT
ENGINEERING•LABORATORY•TESTING
Universal Egln.Mnp Sciences Company
CLIENT Publix North Carolina, LP PROJECT NAME Publix at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North Carolina
DATE STARTED 1/23/24 COMPLETED 1/23/24 GROUND 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 er 1-1-1N M J
0 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-3" l
RESIDUAL-Medium dense,red,brown and grey,fine,slightly I SPTI
— 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
=21 09.0=
— -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
5.o SS-5
=2099.(k:
- - Stiff,light grey,fine,slightly micaceous,sandy SILT(ML)- 7 SPT 6 6 7 13
20.0 moist SS-6
2094.0= .
PARTIALLY 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
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
ENGINEERING•LABORATORY•TESTING
Universal Egln.Mne Sciences COMP],
CLIENT Publix North Carolina, LP PROJECT NAME Publix at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North Carolina
DATE STARTED 1/23/24 COMPLETED 1/23/24 GROUND 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
0 U > � 0 -a w 0 20 40 60 80100
H 1-1-1N M J
CI—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
-21 18.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
—
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
=2108.0=
'" PARTIALLY WEATHERED ROCK-Sampled as very dense,
grey and brown,fine,silty SAND(SM)with rock fragments
moist SPT 50 50/3" A
50 - Auger refusal at 14.6 feet �SS-SS
�1o3.a
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
ENGINEERING•LABORATORY•TESTING
Universal Egln.Mne Sciences ComPO,
CLIENT Publix North Carolina, LP PROJECT NAME Publix at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North Carolina
DATE STARTED 1/23/24 COMPLETED 1/23/24 GROUND 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
p U > � 0 -a w 0 20 40 60 80100
H er w N M J
eL 0 MATERIAL DESCRIPTION J 3 w 8 3 3 3 Q
3z 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
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
=2707.L3
— ZSPT 21 28 50 50/4"
° PARTIALLY WEATHERED ROCK-Sampled as very dense,
SS-5
O2 0' 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
=2092.0=
30.0
2087.0
35.0
=2082.0=
40.0

BORING NUMBER RW-9
— PAGE 1 OF 1
SUMMIT
ENGINEERING•LABORATORY•TESTING
Universal Egln.Mnp Sciences Company
CLIENT Publix North Carolina, LP PROJECT NAME Publix at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North Carolina
DATE STARTED 1/23/24 COMPLETED 1/23/24 GROUND 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 ---
w A SPT N VALUE A
0 U > � 0 -a w 0 20 40 60 80100
H 1-1-1er N M J
0
eL 0 MATERIAL DESCRIPTION J 3 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
'23.k ""• •>` 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
21 18.(k..
—
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
2113.0
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
'O8 Boring terminated at approximately 15 feet below ground surface
20.0
21 03.0=
25.0
=2098.0=
30.0
2093.0=
35.0
=2088.ot
40.0

BORING NUMBER RW-10
- PAGE 1 OF 1
SUMMIT
ENGINEERING•LABORATORY•TESTING
Universal Egln.Mne Sciences COMP],
CLIENT Publix North Carolina, LP PROJECT NAME Publix at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North Carolina
DATE STARTED 1/25/24 COMPLETED 1/25/24 GROUND 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
0 U > � 0 -a w 0 20 40 60 80100
H 1-1-1N M J
11 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
2148.0- '7.,"`\ 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.
I PARTIALLY WEATHERED ROCK-Sampled as very dense,
Lo red and brown,fine,slightly micaceous,silty SAND(SM)-dry SPT 50 50/5"
yzy SS-3
Medium dense to dense, brown and grey,fine,silty SAND(SM)
-moist I SPT
o.o SS-4 8 7 12 19
ySPT 12 25 50 50/4" A
5.0r% 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
ENGINEERING LABORATORY•TESTING
A Universal EgIn..Nip Sciences Company
CLIENT Publix North Carolina, LP PROJECT NAME Publix at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North Carolina
DATE STARTED 1/26/24 COMPLETED 1/26/24 GROUND 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 >-o' — > c -a w 0 20 40 60 80100
1 m 1-1-1 c' coNi It
0 MATERIAL DESCRIPTION sa g 0 a 3 3 3 Q 1
Ci-
z — H m m m z 0 20 40 60 80100
w < ❑FINES CONTENT(%)❑
co
0 20 40 60 80100
2750.E: :' .`••\ 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
=-2145,0 .
Dense,brown,light grey and tan,fine,slightly micaceous,silty SPT 22 35 50 50/5"
r• ?.2..'j!\ SAND(SM)-dry / SS-3
r;r', 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�
=
• = Hard,white,grey and black,fine,slightly micaceous,sandy
SILT(ML)-moist
SPT 32 20 19 39
15.0 SS-5
- - �,�,�,,.� PARTIALLY WEATHERED ROCK-Sampled as very dense,
:.;;,_r; grey and tan, medium to fine,silty SAND(SM)with rock
_ fragments-dry SPT 50 50/4"
�SS-6
A
Very hard,grey, brown and tan,fine,slightly micaceous,sandy
— — SILT(ML)-moist
SPT 21 24 27 51
z5.o SS-7
=2125,0 '.
— -with rock fragments I SPT 20 28 33 61
30.0 SS-8
21 20.0
- -� PARTIALLY 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
=2115.0 C
Very dense,grey, black and white,fine,slightly micaceous,silty
— - SAND(SM)-moist
— - ISPT 14 19 32 51
40.o S-1 C.
(Continued Next Page)

BORING NUMBER RW-11
- PAGE 2 OF 2
SUMMIT
Universal Egln.Mne Sciences Comm.,
CLIENT Publix North Carolina, LP PROJECT NAME Publix at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North Carolina
A SPT N VALUE A
O U >L1 o .. > -a w 0 20 40 60 80100
H er c o w N M J
0 MATERIAL DESCRIPTION J g w 8 cC 3 3 3
g z w m m m z 0 20 40 60 80100
w 3 ❑FINES CONTENT(%)❑
0 20 40 60 80100
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.o S-1 II
105.0= Boring terminated at approximately 45 feet below ground surface
50.0
21 00.0=
55.0
-2095.0-
60.0
2090.0=
65.0
=2085.0=
70.0
2080.0=
75.0
=2075.0=
80.0
2070.0=
85.0
=2065.0=

/- SUMMIT ENGINEERING, LABORATORY& BORING NUMBER RW-12TESTING, INC. PAGE 1 OF 2
SUMMIT
ENGINEERING.LABORATORY.TESTING
CLIENT Publix North Carolina, LP PROJECT NAME Publix at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North Carolina
DATE STARTED 1/26/24 COMPLETED 1/26/24 GROUND ELEVATION 2159 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER/CAVE-IN:
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 .. > -a w 0 20 40 60 80100
H w ,— N M J
FiL Ni It
CI-O MATERIAL DESCRIPTION J 3 w 8 3 3 3 Q
0
z CC- H m m m z 0 20 40 60 80100
w < ❑FINES CONTENT(%)❑
co
0 20 40 60 80100
759•0 ' • \ Surficial Organic Soil-3" /
RESIDUAL-Stiff to very stiff,dark brown and red,fine,slightly I SPT
— micaceous,sandy SILT(ML)-dry SS-1 5 6 4 10
SPT 5 6 7 13
5.0 • • SS-2
SPT 4 5 5 10
SS-3
— — 1SPT 8 9 9 18
o.o SS-4
=21 49.0
Medium dense,dark red and black,fine,slightly micaceous, SPT 4 5 7 12 A
15.0 silty SAND(SM)-dry SS-5
=2144.(k••
-
- — Very stiff, brown,tan and white,fine,slightly micaceous,sandy 7SPT 6 7 7 14
20.0 SILT(ML)-moist SS-6
21 39.0
Medium dense, red and brown,fine,silty SAND(SM)-dry SPT 6 6 7 13 A
25.o SS-7
r21 34,0'-
SPT 6 7 8 15
30.0 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-1C.
(Continued Next Page)

/— SUMMIT ENGINEERING, LABORATORY& BORING NUMBER RW-12TESTING, INC. PAGE 2 OF 2
SUMMIT
ENGINEERING.LABORATORY.TESTING
CLIENT Publix North Carolina, LP PROJECT NAME Publix at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North Carolina
I' _1 A SPT N VALUE A
z O U >-o' — > c -a w 0 20 40 60 80100
I—m c o w ,- N Cr) J
It
0 MATERIAL DESCRIPTION w g 0 a 3 3 3 Q I i
L9g z - 1— m m m z 0 20 40 60 80100
w < < ❑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
r21 14,0'-
1SPT 6 7 7 14 A
50.0 SS-12
21 09.0
moist to wet SPT 8 9 9 18 A
55.o S-13 _
=2104.a 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
ENGINEERING•LABORATORY•TESTING
Universal Egln.Mne Sciences COMP],
CLIENT Publix North Carolina, LP PROJECT NAME Publix at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North Carolina
DATE STARTED 1/25/24 COMPLETED 1/25/24 GROUND 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 ---
A SPT N VALUE A
O 0 > � 0 -a w 0 20 40 60 80100
H w N coJ
0 MATERIAL DESCRIPTION J 3 w 8 3 3 3
3z H com m z 0 20 40 60 80100
w ❑FINES CONTENT(%)❑
10 20 40 60 80100
2147.•_����� Surficial Organic Soil-3" l
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
— — I SPT 5 6 6 12
1 0.o SS-4
=21 37.L3
— -with rock fragments I SPT 8 10 8 18
5.o SS-5
— — Very stiff, brown,fine,slightly micaceous,sandy SILT(ML)- SPT 7 6 10 16
20.0 moist SS-6
21 27.C=
SPT 4 5 11 16
25.o SS-7
21 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
- SUMMIT ENGINEERING, LABORATORY&TESTING, INC. PAGE 1 OF 1
SUMMIT
CLIENT Publix North Carolina, LP PROJECT NAME Publix at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North Carolina
DATE STARTED 1/25/24 COMPLETED 1/25/24 GROUND ELEVATION 2129 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR SUMMIT GROUND WATER/CAVE-IN:
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 ---
w _1 A SPT N VALUE A
0 U >_ct .. > 0 -a w 0 20 40 60 80100
H w N M J
11 0 MATERIAL DESCRIPTION J 3 w 8 IX 3 3 3 Q
3z CC H m m m z 0 20 40 60 80100
w < < ❑FINES CONTENT(%)❑
0 20 40 60 80100
2129.(k_ 5 •`—` Surficial Organic Soil-8"
RESIDUAL-Hard,brown,orange and white,fine,micaceous, I SPT
— —, sandy SILT(ML)with rock fragments-moist SS-1 14 15 17 32
-medium to fine I SPT 15 16 17 33
5.0 SS-2
-2124.0 Boring terminated at approximately 5 feet below ground surface
10.o
2119.0'=
15.0
r21 14.0E
20.0
21 09.0'=
25.0
r21 04.0E
30.0
2099.0
35.0
r2094.0.
40.0

BORING NUMBER RW-15
— PAGE 1 OF 1
SUMMIT
ENGINEERING•LABORATORY•TESTING
Universal Egln.Mne Sciences COMP],
CLIENT Publix North Carolina, LP PROJECT NAME Publix at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North Carolina
DATE STARTED 1/25/24 COMPLETED 1/25/24 GROUND 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
0 H 1-1-1N M J
0 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-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
-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
-102.12 Boring terminated at approximately 10 feet below ground surface
5.0
r2097.0E
20.0
=`2092.0=
25.0
r2087.(k
30.0
==`2082.0=
35.0
r2077.Ck
40.0

APPENDIX III
Results of Laboratory Testing

5.1 Total Effective - i .
C, ksf 0.48 0.18 ./.,
- ---
O, deg 23.6 -_ 34.0 ' -iy" i- - - -
Tan(0) - 0.44 0.67 ._ z--
L.
- 3.4 i
Cli
N.
1.7
\ l` -
- , / -./. 1 ::-
71- / I __ __.. 1 -=-�V. 4
0i I I I 1 - l
o 1 7 3 4 5.1 6.8 8.5 10.2
Total Normal Stress, ksf
Effective Normal Stress, ksf ---
15 Sample No. 1 2 3
Water Content, % 13.3 14.1 16.5
12.5 Dry Density, pcf 104.1 108.2 105.0
3 Saturation, % 57.8 68.4 73.5
E Void
Ratio 0.6193 0.5577 0.6047
Y 10 Diameter, in. 2.865 2.867 2.865
___ _ Height, in. 5.984 5.995 6.011
a Water Content, % 21.4 20.0 22.8
7.5 -- _ .. Dry Density, pcf 106.9 109.5 104.4
o - i - - Saturation, % 100.0 100.0 100.0
`° Void Ratio 0.5767 0.5397 0.6145
0 5 _ � a Diameter, in. 2.820 2.852 2.883
I Height, in. 6.016 5.990 5.973
Strain rate, %/min. 0.07 0.07 0.07
2.5 Back Pressure, psi 70.00 70.00 70.00
Cell Pressure, psi 75.00 85.00 95.00
p Fail. Stress, ksf 2.63 4.41 6.21
0 5 10 15 20 Total Pore Pr., ksf 10.07 10.94 11.78
Axial Strain, % Ult. Stress, ksf
Total Pore Pr., ksf
Type of Test: 61 Failure, ksf 3.36 5.70 8.11
CU with Pore Pressures 63 Failure, ksf 0.73 1.30 1.90
Sample Type: Shelby Tube Client: Harris Development Group
Description: Light Tan-Brown Micaceous Silty
Sand with PWR Project: Publix @ Mills River
Assumed Specific Gravity= 2.70 Location: RW-7(UD)
Remarks:
Proj. No.: 7543.G0004 Date Sampled: 02-20-24
TRIAXIAL SHEAR TEST REPORT
Summit Engineering
Figure Pineville, North Carolina
Tested By: FG Checked By: MH

15 1 I 15 2
12 i 12
I —_________
--- I /—\
D CD 9 = w 9
3 0 a_ 0
a) 8 6 a) 86
O 5 `O 5 1
a) a)
To 0 To 0
12 3 3 i
H
0 0
0% 8% 16% 0% 8% 16%
15 3 15 4
I 12 12
/__` I
I I I
4) 9/7--\ 2 9
a) 0 6 m O 6
O (6 O (6
0 •5 CL '5
To m a)
1 3 H 3
0 0
0% 8% 16% 0% 8% 16%
9 Peak Strength
Total Effective
a= 0.62 ksf 0 24 ksf
a= 20 7 deg 29 5 deg 'e.
tan a= 038 057
6 I i
i
i
I
9— I
Cl) 2./`
Y
6 / /� I I
3 /l /� "Ca
i
, / I I
i / / I
0 -
0 3 6 9 12 15 18
p, ksf
Stress Paths: Total Effective
Client: Harris Development Group
Project: Publix @ Mills River
Location: RW-7(UD)
Project No.: 7543.G0004 Figure I Summit Engineering
Tested By: FG _ _ Checked By: MH

TRIAXIAL COMPRESSION TEST 2/23/2024
CU with Pore Pressures 4:13 PM
Date: 02-20-24
Client: Harris Development Group
Project: Publix @ Mills River
Project No.: 7543.G0004
Location: RW-7(UD)
Description: Light Tan-Brown Micaceous Silty Sand with PWR
Remarks:
Type of Sample: Shelby Tube
Assumed Specific Gravity=2.70 LL= PL= PI=
Test Method: ASTM D 4767 Method B
Specimen Parameter Initial Saturated Consolidated Final
Moisture content: Moist soil+tare, gms. 1193.780 1279.240
Moisture content: Dry soil+tare, gms. 1054.080 1054.080
Moisture content: Tare, gms. 0.000 0.000
Moisture,% 13.3 21.6 21.4 21.4
Moist specimen weight, gms. 1193.78
Diameter, in. 2.865 2.824 2.820
Area, in.2 6.447 6.264 6.244
Height, in. 5.984 6.026 6.016
Net decrease in height, in. -0.042 0.010
Net decrease in water volume,cc. 3.000
Wet density, pcf 117.9 129.4 129.7
Dry density, pcf 104.1 106.4 106.9
Void ratio 0.6193 0.5844 0.5767
Saturation,% 57.8 100.0 100.0
Test Readings for Specimen No. '1
Membrane modulus=0.124105 kN/cm2
Membrane thickness=0.012 cm
Consolidation cell pressure=75.00 psi (10.80 ksf)
Consolidation back pressure=70.00 psi (10.08 ksf)
Consolidation effective confining stress=0.72 ksf
Strain rate, %/min.=0.07
Fail.Stress=2.63 ksf at reading no.26
Summit Engineering

Test Readings for Specimen No. 1 MP
Def. Deviator Minor Eff. Major Eff. Pore
Dial Load Load Strain Stress Stress Stress 1:3 Press. P Q
No. in. Dial lbs. % ksf ksf ksf Ratio psi ksf ksf
0 0.0000 0.0 0 0.0 0.00 0.72 0.72 1.00 70.00 0.72 0.00
1 0.0050 17.9 18 0.1 0.41 0.63 1.05 1.65 70.60 0.84 0.21
2 0.0100 23.8 24 0.2 0.55 0.59 1.14 1.93 70.90 0.86 0.27
3 0.0150 28.8 29 0.2 0.66 0.56 1.22 2.18 71.10 0.89 0.33
4 0.0200 32.8 33 0.3 0.75 0.56 1.32 2.34 71.10 0.94 0.38
5 0.0250 36.6 37 0.4 0.84 0.53 1.37 2.58 71.30 0.95 0.42
6 0.0300 39.9 40 0.5 0.92 0.52 1.43 2.77 71.40 0.98 0.46
7 0.0350 42.8 43 0.6 0.98 0.52 1.50 2.89 71.40 1.01 0.49
8 0.0400 45.4 45 0.7 1.04 0.50 1.54 3.06 71.50 1.02 0.52
9 0.0450 47.9 48 0.7 1.10 0.50 1.60 3.18 71.50 1.05 0.55
10 0.0500 50.1 50 0.8 1.15 0.50 1.65 3.27 71.50 1.08 0.57
11 0.0550 52.2 52 0.9 1.19 0.49 1.68 3.44 71.60 1.09 0.60
12 0.0600 54.0 54 1.0 1.23 0.49 1.72 3.52 71.60 1.11 0.62
13 0.0650 55.9 56 1.1 1.28 0.49 1.76 3.60 71.60 1.13 0.64
14 0.0700 57.7 58 1.2 1.32 0.49 1.80 3.69 71.60 1.15 0.66
15 0.0750 59.1 59 1.2 1.35 0.50 1.85 3.67 71.50 1.18 0.67
16 0.0800 60.5 61 1.3 1.38 0.50 1.88 3.73 71.50 1.19 0.69
17 0.0850 61.8 62 1.4 1.41 0.50 1.91 3.79 71.50 1.21 0.70
18 0.0900 63.2 63 1.5 1.44 0.50 1.94 3.85 71.50 1.22 0.72
19 0.0950 64.4 64 1.6 1.46 0.50 1.97 3.90 71.50 1.23 0.73
20 0.1000 65.2 65 1.7 1.48 0.50 1.98 3.93 71.50 1.24 0.74
21 0.1500 75.8 76 2.5 1.70 0.53 2.24 4.20 71.30 1.39 0.85
22 0.2000 85.9 86 3.3 1.92 0.58 2.49 4.32 71.00 1.53 0.96
23 0.2500 94.3 94 4.2 2.08 0.60 2.69 4.45 70.80 1.65 1.04
24 0.3000 103.9 104 5.0 2.28 0.65 2.92 4.51 70.50 1.79 1.14
25 0.3500 112.9 113 5.8 2.45 0.69 3.14 4.55 70.20 1.92 1.23
26 0.4000 122.1 122 6.6 2.63 0.73 3.36 4.58 69.90 2.05 1.31
27 0.4500 131.7 132 7.5 2.81 0.79 3.60 4.55 69.50 2.20 1.41
28 0.5000 139.7 140 8.3 2.95 0.84 3.79 4.54 69.20 2.31 1.48
29 0.5500 146.6 147 9.1 3.07 0.89 3.96 4.44 68.80 2.43 1.54
30 0.6000 154.1 154 10.0 3.20 0.95 4.15 4.37 68.40 2.55 1.60
31 0.6500 164.6 165 10.8 3.39 0.98 4.37 4.46 68.20 2.67 1.69
32 0.7000 175.2 175 11.6 3.57 1.02 4.59 4.49 67.90 2.81 1.79
33 0.7500 183.0 183 12.5 3.69 1.04 4.73 4.56 67.80 2.88 1.85
34 0.8000 191.5 192 13.3 3.83 1.05 4.88 4.64 67.70 2.97 1.91
35 0.8500 201.3 201 14.1 3.99 1.07 5.05 4.74 67.60 3.06 1.99
36 0.9000 209.8 210 15.0 4.11 1.09 5.21 4.76 67.40 3.15 2.06
Summit Engineering

Parameters for Specimen No. 2 IMP
Specimen Parameter Initial Saturated Consolidated Final
Moisture content: Moist soil+tare, gms. 1254.540 1319.060
Moisture content: Dry soil+tare, gms. 1099.310 1099.310
Moisture content: Tare, gms. 0.000 0.000
Moisture,% 14.1 20.7 20.0 20.0
Moist specimen weight, gms. 1254.54
Diameter, in. 2.867 2.858 2.852
Area, in.2 6.456 6.417 6.387
Height, in. 5.995 6.037 5.990
Net decrease in height, in. -0.042 0.047
Net decrease in water volume,cc. 7.900
Wet density, pcf 123.5 130.5 131.4
Dry density, pcf 108.2 108.1 109.5
Void ratio 0.5577 0.5591 0.5397
Saturation,% 68.4 100.0 100.0
Test Readings for Specimen No. 2 " - `
Membrane modulus=0.124105 kN/cm
Membrane thickness=0.012 cm
Consolidation cell pressure= 85.00 psi(12.24 ksf)
Consolidation back pressure=70.00 psi (10.08 ksf)
Consolidation effective confining stress=2.16 ksf
Strain rate, %/min.=0.07
Fail.Stress=4.41 ksf at reading no.20
Def. Deviator Minor Eff. Major Eff. Pore
Dial Load Load Strain Stress Stress Stress 1:3 Press. P Q
No. in. Dial lbs. % ksf ksf ksf Ratio psi ksf ksf
0 0.0000 0.0 0 0.0 0.00 2.16 2.16 1.00 70.00 2.16 0.00
1 0.0050 43.1 43 0.1 0.97 1.96 2.93 1.50 71.40 2.44 0.49
2 0.0100 62.0 62 0.2 1.40 1.83 3.22 1.76 72.30 2.53 0.70
3 0.0150 75.3 75 0.3 1.69 1.73 3.42 1.98 73.00 2.57 0.85
4 0.0200 86.6 87 0.3 1.95 1.64 3.59 2.19 73.60 2.61 0.97
5 0.0250 96.4 96 0.4 2.16 1.58 3.75 2.37 74.00 2.67 1.08
6 0.0300 105.3 105 0.5 2.36 1.53 3.89 2.55 74.40 2.71 1.18
7 0.0350 113.6 114 0.6 2.55 1.47 4.02 2.73 74.80 2.74 1.27
8 0.0400 121.6 122 0.7 2.72 1.44 4.16 2.89 75.00 2.80 1.36
9 0.0450 129.2 129 0.8 2.89 1.40 4.29 3.07 75.30 2.84 1.45
10 0.0500 137.2 137 0.8 3.07 1.37 4.44 3.24 75.50 2.90 1.53
11 0.0550 144.9 145 0.9 3.24 1.35 4.59 3.39 75.60 2.97 1.62
12 0.0600 152.3 152 1.0 3.40 1.32 4.72 3.57 75.80 3.02 1.70
13 0.0650 158.3 158 1.1 3.53 1.31 4.84 3.69 75.90 3.08 1.77
14 0.0700 165.8 166 1.2 3.69 1.30 4.99 3.85 76.00 3.14 1.85
15 0.0750 171.3 171 1.3 3.81 1.30 5.11 3.94 76.00 3.20 1.91
16 0.0800 178.4 178 1.3 3.97 1.28 5.25 4.10 76.10 3.27 1.98
17 0.0850 182.5 183 1.4 4.06 1.28 5.34 4.17 76.10 3.31 2.03
18 0.0900 188.9 189 1.5 4.20 1.28 5.48 4.27 76.10 3.38 2.10
19 0.0950 193.5 194 1.6 4.29 1.28 5.58 4.35 76.10 3.43 2.15
20 0.1000 198.8 199 1.7 4.41 1.30 5.70 4.40 76.00 3.50 2.20
21 0.1500 218.5 219 2.5 4.80 1.53 6.33 4.15 74.40 3.93 2.40
22 0.2000 216.8 217 3.3 4.73 1.68 6.41 3.80 73.30 4.05 2.36
23 0.2500 219.6 220 4.2 4.74 1.79 6.53 3.66 72.60 4.16 2.37
Summit Engineering

Test Readings for Specimen No. 2 li
Def. Deviator Minor Eff. Major Eff. Pore
Dial Load Load Strain Stress Stress Stress 1:3 Press. P Q
No. in. Dial lbs. % ksf ksf ksf Ratio psi ksf ksf
24 0.3000 224.7 225 5.0 4.81 1.89 6.70 3.55 71.90 4.29 2.41
25 0.3500 222.6 223 5.8 4.73 1.90 6.63 3.49 71.80 4.26 2.36
26 0.4000 226.0 226 6.7 4.76 1.97 6.73 3.41 71.30 4.35 2.38
27 0.4500 232.6 233 7.5 4.85 2.03 6.88 3.39 70.90 4.46 2.43
28 0.5000 237.5 238 8.3 4.91 2.07 6.98 3.37 70.60 4.53 2.45
29 0.5500 243.9 244 9.2 4.99 2.12 7.11 3.36 70.30 4.61 2.50
30 0.6000 252.6 253 10.0 5.12 2.16 7.28 3.37 70.00 4.72 2.56
31 0.6500 257.4 257 10.9 5.17 2.20 7.38 3.35 69.70 4.79 2.59
32 0.7000 261.0 261 11.7 5.20 2.26 7.46 3.30 69.30 4.86 2.60
33 0.7500 263.6 264 12.5 5.20 2.30 7.50 3.26 69.00 4.90 2.60
34 0.8000 262.2 262 13.4 5.12 2.29 7.41 3.24 69.10 4.85 2.56
35 0.8500 257.4 257 14.2 4.98 2.23 7.21 3.23 69.50 4.72 2.49
36 0.9000 248.5 249 15.0 4.76 2.12 6.88 3.25 70.30 4.50 2.38
Parameters for Specimen No. 3
Specimen Parameter Initial Saturated Consolidated Final
Moisture content: Moist soil+tare, gms. 1244.410 1311.590
Moisture content: Dry soil+tare, gms. 1068.440 1068.440
Moisture content:Tare,gms. 0.000 0.000
Moisture, % 16.5 24.2 22.8 22.8
Moist specimen weight,gms. 1244.41
Diameter, in. 2.865 2.904 2.883
Area, in.2 6.447 6.622 6.527
Height, in. 6.011 6.031 5.973
Net decrease in height, in. -0.020 0.058
Net decrease in water volume,cc. 15.600
Wet density, pcf 122.3 126.6 128.2
Dry density, pcf 105.0 101.9 104.4
Void ratio 0.6047 0.6539 0.6145
Saturation, % 73.5 100.0 100.0
Test Readings for Specimen No. 3
Membrane modulus=0.124105 kN/cm2
Membrane thickness=0.012 cm
Consolidation cell pressure=95.00 psi(13.68 ksf)
Consolidation back pressure=70.00 psi (10.08 ksf)
Consolidation effective confining stress=3.60 ksf
Strain rate, %/min. =0.07
Fail.Stress=6.21 ksf at reading no.21
Def. Deviator Minor Eff. Major Eff. Pore
Dial Load Load Strain Stress Stress Stress 1:3 Press. P Q
No. in. Dial lbs. % ksf ksf ksf Ratio psi ksf ksf
0 0.0000 0.0 0 0.0 0.00 3.60 3.60 1.00 70.00 3.60 0.00
1 0.0050 42.4 42 0.1 0.93 3.31 4.25 1.28 72.00 3.78 0.47
2 0.0100 61.5 62 0.2 1.35 3.08 4.44 1.44 73.60 3.76 0.68
3 0.0150 76.0 76 0.3 1.67 2.92 4.60 1.57 74.70 3.76 0.84
4 0.0200 88.3 88 0.3 1.94 2.78 4.72 1.70 75.70 3.75 0.97
5 0.0250 98.8 99 0.4 2.17 2.66 4.83 1.81 76.50 3.75 1.09
6 0.0300 107.9 108 0.5 2.37 2.56 4.93 1.92 77.20 3.75 1.18
Summit Engineering

Test Readings for Specimen No. 3 _ _
Def. Deviator Minor Eff. Major Eff. Pore
Dial Load Load Strain Stress Stress Stress 1:3 Press. P Q
No. in. Dial lbs. % ksf ksf ksf Ratio psi ksf ksf
7 0.0350 116.5 117 0.6 2.56 2.48 5.03 2.03 77.80 3.75 1.28
8 0.0400 124.1 124 0.7 2.72 2.40 5.12 2.13 78.30 3.76 1.36
9 0.0450 131.2 131 0.8 2.87 2.33 5.21 2.23 78.80 3.77 1.44
10 0.0500 138.0 138 0.8 3.02 2.28 5.29 2.33 79.20 3.78 1.51
11 0.0550 145.1 145 0.9 3.17 2.23 5.40 2.42 79.50 3.82 1.59
12 0.0600 151.6 152 1.0 3.31 2.19 5.50 2.51 79.80 3.84 1.66
13 0.0650 158.2 158 1.1 3.45 2.15 5.60 2.61 80.10 3.87 1.73
14 0.0700 164.8 165 1.2 3.59 2.10 5.70 2.71 80.40 3.90 1.80
15 0.0750 171.5 172 1.3 3.74 2.07 5.81 2.80 80.60 3.94 1.87
16 0.0800 178.4 178 1.3 3.88 2.04 5.93 2.90 80.80 3.99 1.94
17 0.0850 184.9 185 1.4 4.02 2.02 6.04 2.99 81.00 4.03 2.01
18 0.0900 191.8 192 1.5 4.17 2.00 6.17 3.08 81.10 4.09 2.08
19 0.0950 198.3 198 1.6 4.31 1.97 6.28 3.18 81.30 4.13 2.15
20 0.1000 205.3 205 1.7 4.45 1.96 6.41 3.27 81.40 4.19 2.23
21 0.1500 288.6 289 2.5 6.21 1.90 8.11 4.27 81.80 5.00 3.10
22 0.2000 371.2 371 3.3 7.92 2.04 9.96 4.87 80.80 6.00 3.96
23 0.2500 441.4 441 4.2 9.33 2.33 11.66 5.00 78.80 7.00 4.67
24 0.3000 463.1 463 5.0 9.70 2.74 12.44 4.55 76.00 7.59 4.85
25 0.3050 458.3 458 5.1 9.59 2.76 12.36 4.47 75.80 7.56 4.80
26 0.3120 452.8 453 5.2 9.47 2.81 12.28 4.37 75.50 7.54 4.73
27 0.3170 448.4 448 5.3 9.37 2.84 12.20 4.30 75.30 7.52 4.68
28 0.3230 442.7 443 5.4 9.24 2.88 12.12 4.21 75.00 7.50 4.62
29 0.3320 423.5 424 5.6 8.82 2.92 11.75 4.02 74.70 7.34 4.41
Summit Engineering

5.4 Total Effective -I / --
C, ksf 0.23 0.07 _
4), deg 26.3 33.9
Tan(4>) 0.49 0.67 7
3.6 /
N
o� 1 1 1 I _ i
0 1.8 3.6 54 7.2 9 10.8
Total Normal Stress, ksf
Effective Normal Stress, ksf ---
15 - - Sample No. 1 2 3
Water Content, % 21.3 19.2 20.9
12.5 _ Dry Density, pcf 87.2 93.9 99.2
_____ Saturation, % 61.5 65.3 80.9
c Void Ratio 0.9340 0.7959 0.6985
Y 10 )----' Diameter, in 2.865 2.865 2.865
ui Height, in 6.016 6.059 6.028
a Water Content, % 31.9 27.6 26.4
7.5 I I Dry Density, pcf 90.6 96.6 98.4
o Saturation, % 100.0 100.0 100.0
co
.� Q 'Void Ratio 0.8605 0.7447 0.7134
0°' 5 ' Diameter, in. 2.796 2.831 2.881
Height, in 6.077 6.028 6.014
Strain rate, %/min. 0.07 0.07 0.07
2.5 -------
Back Pressure, psi 70.00 70.00 70.00
- _ Cell Pressure, psi 75.00 85.00 95.00
0 - - -- - - Fail. Stress, ksf 1.81 4.46 6.86
0 5 10 15 20 Total Pore Pr., ksf 10.34 10.86 11.12
Axial Strain, % Ult. Stress, ksf
Total Pore Pr., ksf
a
Type of Test: , Failure, ksf 2.27 5.84 9.42
CU with Pore Pressures a, Failure, ksf 0.46 1.38 2.56
Sample Type: Shelby Tube Client: Harris Development Group
Description: Light-Brown Micaceous Sandy Silt
Project: Publix @ Mills River
Assumed Specific Gravity= 2.70 Location: RW-13 (UD)
Remarks:
Proj. No.: 7543.G0004 Date Sampled: 02-22-24
TRIAXIAL SHEAR TEST REPORT
Summit Engineering
Figure Pineville, North Carolina
Tested By: FG Checked By: MH

12.5 ,l 12.5 2
I I
10r— :——— - 10'
I
m a)
7.5 7.5
C 2 (D m
2 .. ) 2 a--� Y
o_ Q_
2 0 5 a.) 0 5
CL o '5 0_ '5
iupo @a
o 2.5 oH 2.5
r___
0._
Of
0% 8% 16% 0% 8% 16%
12.5 3 12.5 4
I10//`\�— .�/� i 10
m 7.5
w a) w
N d ) Y
0 5 a) 0 5
o co `oiu
a_ '5 0. '>
a) a)
To p
12 2.5 H 2.5
0 0% 8% 16% 0 0% 8% 16%
9 Peak Strength //
Total Effective
a= 0 40 ksf 0 19 ksf
a= 23 9 deg 28.6 deg //
tan a= 0.44 0.55 .-
6
/r
/U) /
Y
3 a// /
// /
i'0 3 6 9 12 15 18
p, ksf
Stress Paths: Total Effective———
Client: Harris Development Group
Project: Publix @ Mills River
Location: RW-13 (UD)
Project No.: 7543.G0004 Figure Summit Engineering
Tested By: FG Checked By: MH

TRIAXIAL COMPRESSION TEST 2/23/2024
CU with Pore Pressures 3:26 PM
Date: 02-22-24
Client: Harris Development Group
Project: Publix @ Mills River
Project No.: 7543.G0004
Location: RW-13 (UD)
Description: Light-Brown Micaceous Sandy Silt
Remarks:
Type of Sample: Shelby Tube
Assumed Specific Gravity=2.70 LL= PL= PI=
Test Method: ASTM D 4767 Method B
Specimen Parameter Initial Saturated Consolidated Final
Moisture content: Moist soil+tare,gms. 1076.100 1170.020
Moisture content: Dry soil+tare,gms. 887.250 887.250
Moisture content: Tare,gms. 0.000 0.000
Moisture,% 21.3 32.0 31.9 31.9
Moist specimen weight,gms. 1076.10
Diameter, in. 2.865 2.807 2.796
Area, in.2 6.447 6.190 6.139
Height, in. 6.016 6.036 6.077
Net decrease in height, in. -0.020 -0.041
Net decrease in water volume,cc. 0.900
Wet density, pcf 105.7 119.4 119.5
Dry density, pcf 87.2 90.5 90.6
Void ratio 0.9340 0.8632 0.8605
Saturation,% 61.5 100.0 100.0
Test Readings for Specimen No. 1
Membrane modulus=0.124105 kN/cm2
Membrane thickness=0.012 cm
Consolidation cell pressure=75.00 psi(10.80 ksf)
Consolidation back pressure=70.00 psi(10.08 ksf)
Consolidation effective confining stress=0.72 ksf
Strain rate, %/min.=0.07
Fail. Stress = 1.81 ksf at reading no. 19
Summit Engineering

Test Readings for Specimen No. 1
Def. Deviator Minor Eff. Major Eff. Pore
Dial Load Load Strain Stress Stress Stress 1:3 Press. P Q
No. in. Dial lbs. % ksf ksf ksf Ratio psi ksf ksf
0 0.0000 0.0 0 0.0 0.00 0.72 0.72 1.00 70.00 0.72 0.00
1 0.0050 15.4 15 0.1 0.36 0.52 0.88 1.70 71.40 0.70 0.18
2 0.0100 22.5 23 0.2 0.53 0.46 0.99 2.14 71.80 0.72 0.26
3 0.0150 28.3 28 0.2 0.66 0.43 1.09 2.53 72.00 0.76 0.33
4 0.0200 33.3 33 0.3 0.78 0.42 1.20 2.86 72.10 0.81 0.39
5 0.0250 37.7 38 0.4 0.88 0.42 1.30 3.11 72.10 0.86 0.44
6 0.0300 41.7 42 0.5 0.97 0.42 1.39 3.33 72.10 0.90 0.49
7 0.0350 45.6 46 0.6 1.06 0.40 1.47 3.64 72.20 0.93 0.53
8 0.0400 49.0 49 0.7 1.14 0.40 1.54 3.83 72.20 0.97 0.57
9 0.0450 52.6 53 0.7 1.22 0.42 1.64 3.93 72.10 1.03 0.61
10 0.0500 55.8 56 0.8 1.30 0.42 1.72 4.11 72.10 1.07 0.65
11 0.0550 59.0 59 0.9 1.37 0.42 1.79 4.28 72.10 1.10 0.69
12 0.0600 62.0 62 1.0 1.44 0.43 1.87 4.33 72.00 1.15 0.72
13 0.0650 64.7 65 1.1 1.50 0.45 1.95 4.36 71.90 1.20 0.75
14 0.0700 67.1 67 1.2 1.56 0.43 1.99 4.60 72.00 1.21 0.78
15 0.0750 69.9 70 1.2 1.62 0.43 2.05 4.75 72.00 1.24 0.81
16 0.0800 72.5 73 1.3 1.68 0.45 2.12 4.76 71.90 1.29 0.84
17 0.0850 74.7 75 1.4 1.73 0.45 2.17 4.87 71.90 1.31 0.86
18 0.0900 76.7 77 1.5 1.77 0.46 2.23 4.85 71.80 1.35 0.89
19 0.0950 78.5 79 1.6 1.81 0.46 2.27 4.93 71.80 1.37 0.91
20 0.1000 80.7 81 1.6 1.86 0.48 2.34 4.92 71.70 1.41 0.93
21 0.1500 91.7 92 2.5 2.10 0.55 2.64 4.83 71.20 1.60 1.05
22 0.2000 97.2 97 3.3 2.20 0.60 2.81 4.65 70.80 1.71 1.10
23 0.2500 102.9 103 4.1 2.31 0.63 2.95 4.65 70.60 1.79 1.16
24 0.3000 109.3 109 4.9 2.44 0.69 3.13 4.53 70.20 1.91 1.22
25 0.3500 114.5 115 5.8 2.53 0.71 3.24 4.59 70.10 1.97 1.27
26 0.4000 120.3 120 6.6 2.64 0.73 3.37 4.59 69.90 2.05 1.32
27 0.4500 125.4 125 7.4 2.72 0.78 3.50 4.50 69.60 2.14 1.36
28 0.5000 130.5 131 8.2 2.81 0.81 3.62 4.48 69.40 2.21 1.40
29 0.5500 135.1 135 9.1 2.88 0.84 3.72 4.45 69.20 2.28 1.44
30 0.6000 139.9 140 9.9 2.96 0.86 3.82 4.42 69.00 2.34 1.48
31 0.6500 144.5 145 10.7 3.03 0.88 3.91 4.45 68.90 2.39 1.51
32 0.7000 148.7 149 11.5 3.09 0.91 3.99 4.40 68.70 2.45 1.54
33 0.7500 152.4 152 12.3 3.13 0.91 4.04 4.45 68.70 2.47 1.57
34 0.8000 155.8 156 13.2 3.17 0.91 4.08 4.50 68.70 2.49 1.59
35 0.8500 158.5 159 14.0 3.20 0.95 4.15 4.36 68.40 2.55 1.60
36 0.9000 162.9 163 14.8 3.25 1.01 4.26 4.23 68.00 2.64 1.63
Summit Engineering

_ Parameters for Specimen No. 2
Specimen Parameter Initial Saturated Consolidated Final
Moisture content: Moist soil+tare,gms. 1147.500 1227.780
Moisture content: Dry soil+tare,gms. 962.350 962.350
Moisture content: Tare, gms. 0.000 0.000
Moisture,% 19.2 29.1 27.6 27.6
Moist specimen weight,gms. 1147.50
Diameter, in. 2.865 2.857 2.831
Area, in.2 6.447 6.410 6.295
Height, in. 6.059 6.060 6.028
Net decrease in height, in. -0.001 0.032
Net decrease in water volume,cc. 14.700
Wet density, pcf 111.9 121.9 123.3
Dry density, pcf 93.9 94.4 96.6
Void ratio 0.7959 0.7859 0.7447
Saturation, % 65.3 100.0 100.0
Test Readings for Specimen No. 2
Membrane modulus=0.124105 kN/cm2
Membrane thickness=0.012 cm
Consolidation cell pressure=85.00 psi (12.24 ksf)
Consolidation back pressure=70.00 psi(10.08 ksf)
Consolidation effective confining stress=2.16 ksf
Strain rate, %/min.=0.07
Fail.Stress=4.46 ksf at reading no. 19
Def. Deviator Minor Eff. Major Eff. Pore
Dial Load Load Strain Stress Stress Stress 1:3 Press. P Q
No. in. Dial lbs. % ksf ksf ksf Ratio psi ksf ksf
0 0.0000 0.0 0 0.0 0.00 2.16 2.16 1.00 70.00 2.16 0.00
1 0.0070 44.7 45 0.1 1.02 1.90 2.92 1.54 71.80 2.41 0.51
2 0.0100 49.2 49 0.2 1.12 1.87 3.00 1.60 72.00 2.43 0.56
3 0.0130 60.5 61 0.2 1.38 1.79 3.17 1.77 72.60 2.48 0.69
4 0.0180 70.5 71 0.3 1.61 1.73 3.34 1.93 73.00 2.53 0.80
5 0.0230 79.5 80 0.4 1.81 1.66 3.47 2.09 73.50 2.56 0.91
6 0.0280 87.9 88 0.5 2.00 1.61 3.61 2.24 73.80 2.61 1.00
7 0.0330 96.0 96 0.5 2.18 1.57 3.75 2.39 74.10 2.66 1.09
8 0.0370 103.9 104 0.6 2.36 1.53 3.89 2.55 74.40 2.71 1.18
9 0.0450 111.7 112 0.7 2.54 1.50 4.03 2.69 74.60 2.77 1.27
10 0.0470 119.7 120 0.8 2.72 1.47 4.19 2.85 74.80 2.83 1.36
11 0.0520 127.8 128 0.9 2.90 1.45 4.35 2.99 74.90 2.90 1.45
12 0.0580 136.3 136 1.0 3.09 1.44 4.53 3.14 75.00 2.98 1.54
13 0.0630 144.9 145 1.0 3.28 1.43 4.71 3.30 75.10 3.07 1.64
14 0.0670 153.6 154 1.1 3.47 1.41 4.89 3.46 75.20 3.15 1.74
15 0.0720 162.4 162 1.2 3.67 1.41 5.08 3.60 75.20 3.25 1.84
16 0.0770 171.1 171 1.3 3.86 1.40 5.26 3.77 75.30 3.33 1.93
17 0.0820 179.8 180 1.4 4.06 1.40 5.45 3.90 75.30 3.43 2.03
18 0.0870 188.9 189 1.4 4.26 1.38 5.64 4.08 75.40 3.51 2.13
19 0.0920 197.8 198 1.5 4.46 1.38 5.84 4.22 75.40 3.61 2.23
20 0.1000 206.1 206 1.7 4.64 1.40 6.03 4.32 75.30 3.71 2.32
21 0.1500 266.5 267 2.5 5.94 1.53 7.47 4.89 74.40 4.50 2.97
22 0.1770 255.1 255 2.9 5.66 1.67 7.33 4.39 73.40 4.50 2.83
23 0.1830 248.7 249 3.0 5.52 1.70 7.22 4.25 73.20 4.46 2.76
Summit Engineering

Parameters for Specimen No. 3 1
Specimen Parameter Initial Saturated Consolidated Final
Moisture content: Moist soil+tare,gms. 1224.060 1279.800
Moisture content: Dry soil+tare,gms. 1012.320 1012.320
Moisture content: Tare,gms. 0.000 0.000
Moisture, % 20.9 28.0 26.4 26.4
Moist specimen weight, gms. 1224.06
Diameter, in. 2.865 2.912 2.881
Area, in.2 6.447 6.662 6.519
Height, in. 6.028 6.032 6.014
Net decrease in height, in. -0.004 0.018
Net decrease in water volume,cc. 16.100
Wet density, pcf 120.0 122.9 124.4
Dry density, pcf 99.2 96.0 98.4
Void ratio 0.6985 0.7563 0.7134
Saturation, % 80.9 100.0 100.0
Test Readings for Specimen No. 3
Membrane modulus=0.124105 kN/cm2
Membrane thickness=0.012 cm
Consolidation cell pressure=95.00 psi (13.68 ksf)
Consolidation back pressure=70.00 psi (10.08 ksf)
Consolidation effective confining stress=3.60 ksf
Strain rate,%/min.=0.07
Fail.Stress=6.86 ksf at reading no.20
Def. Deviator Minor Eff. Major Eff. Pore
Dial Load Load Strain Stress Stress Stress 1:3 Press. P Q
No. in. Dial lbs. % ksf ksf ksf Ratio psi ksf ksf
0 0.0000 0.0 0 0.0 0.00 3.60 3.60 1.00 70.00 3.60 0.00
1 0.0050 53.9 54 0.1 1.19 3.44 4.63 1.35 71.10 4.04 0.59
2 0.0100 98.2 98 0.2 2.17 3.27 5.43 1.66 72.30 4.35 1.08
3 0.0150 134.7 135 0.2 2.97 3.07 6.04 1.97 73.70 4.55 1.48
4 0.0200 163.4 163 0.3 3.60 3.00 6.59 2.20 74.20 4.79 1.80
5 0.0250 184.2 184 0.4 4.05 2.91 6.96 2.39 74.80 4.93 2.03
6 0.0300 198.3 198 0.5 4.36 2.82 7.18 2.54 75.40 5.00 2.18
7 0.0350 209.0 209 0.6 4.59 2.78 7.37 2.65 75.70 5.07 2.30
8 0.0400 218.2 218 0.7 4.79 2.74 7.52 2.75 76.00 5.13 2.39
9 0.0450 226.9 227 0.7 4.97 2.71 7.68 2.84 76.20 5.19 2.49
10 0.0500 235.0 235 0.8 5.15 2.68 7.83 2.92 76.40 5.25 2.57
11 0.0550 243.1 243 0.9 5.32 2.65 7.97 3.01 76.60 5.31 2.66
12 0.0600 251.1 251 1.0 5.49 2.62 8.11 3.10 76.80 5.37 2.75
13 0.0650 259.0 259 1.1 5.66 2.61 8.27 3.17 76.90 5.44 2.83
14 0.0700 266.9 267 1.2 5.83 2.58 8.41 3.26 77.10 5.49 2.91
15 0.0750 275.0 275 1.2 6.00 2.58 8.58 3.33 77.10 5.58 3.00
16 0.0800 283.1 283 1.3 6.17 2.58 8.75 3.39 77.10 5.66 3.09
17 0.0850 291.5 292 1.4 6.35 2.56 8.91 3.48 77.20 5.74 3.17
18 0.0900 299.4 299 1.5 6.52 2.56 9.08 3.54 77.20 5.82 3.26
19 0.0950 307.5 308 1.6 6.69 2.56 9.25 3.61 77.20 5.91 3.34
20 0.1000 315.8 316 1.7 6.86 2.56 9.42 3.68 77.20 5.99 3.43
21 0.1500 403.4 403 2.5 8.69 2.74 11.43 4.18 76.00 7.08 4.34
22 0.2000 455.2 455 3.3 9.72 3.05 12.77 4.18 73.80 7.91 4.86
23 0.2500 474.1 474 4.2 10.04 3.38 13.42 3.97 71.50 8.40 5.02
Summit Engineering

Test Readings for Specimen No. 3 1111
Def. Deviator Minor Eff. Major Eff. Pore
Dial Load Load Strain Stress Stress Stress 1:3 Press. P Q
No. in. Dial lbs. % ksf ksf ksf Ratio psi ksf ksf
24 0.3000 467.3 467 5.0 9.81 3.54 13.35 3.77 70.40 8.45 4.90
25 0.3500 463.4 463 5.8 9.64 3.72 13.36 3.60 69.20 8.54 4.82
26 0.4000 463.1 463 6.7 9.55 3.96 13.51 3.41 67.50 8.73 4.77
27 0.4500 472.0 472 7.5 9.65 4.06 13.71 3.38 66.80 8.88 4.82
28 0.5000 491.8 492 8.3 9.96 4.10 14.07 3.43 66.50 9.08 4.98
29 0.5500 503.1 503 9.1 10.10 4.18 14.27 3.42 66.00 9.22 5.05
30 0.6000 515.0 515 10.0 10.24 4.20 14.45 3.44 65.80 9.33 5.12
31 0.6500 527.2 527 10.8 10.39 4.26 14.65 3.44 65.40 9.46 5.19
32 0.7000 540.1 540 11.6 10.54 4.32 14.86 3.44 65.00 9.59 5.27
33 0.7500 546.7 547 12.5 10.57 4.41 14.98 3.40 64.40 9.69 5.29
34 0.8000 556.9 557 13.3 10.67 4.48 15.14 3.38 63.90 9.81 5.33
35 0.8500 565.4 565 14.1 10.72 4.54 15.26 3.36 63.50 9.90 5.36
36 0.9000 570.4 570 15.0 10.71 4.59 15.31 3.33 63.10 9.95 5.36
Summit Engineering

Particle Size Distribution Report
ASTM D6913
C C N o O O O
C a C \ C C C O o (D o N
CO Cr) MI ,- .- n # # # # # * # #
100 I 1 I I 1 I 1
! I I I I I I I I I
90 ! I ! I
i I I I I I I I I
I I I I I I I
80 I 1 I I I I I !
I I I I I I
70 I 1 ! ! { I I
I I I I I I
W 60 I I I I
_z I I I I I I
I I 1 I I I
z 50 I I I 1 .1 ! i I I
Z
U I I I I I I I
w
40 I _ I 1 I I I I I
0_ I I I I I I I I
I I l I I I I I
30 1 - ! } I It I I t I f
I I I I I I ! I
20 t I I I I I I I I
I I I I I ! I I
l l I I I I I I
10 I I I I Ii I I l
I I I I I I I I
0 I 1 I I, I I I I
100 10 1 0.1 0 01 0.001
GRAIN SIZE-mm.
+3" I %Gravel %Sand %Fines
% Coarse Fine Coarse Medium Fine Silt Clay
0.0 0.0 0.0 I 0.7 8.0 39.4 51.9
Test Results(ASTM D6913) Material Description
Sieve Size Finer Spec.` Out of Pct. Dark-Brown Micaceous Sandy Silt
or Spec. of
Diam.(mm.) (%) (°/°) (%) Fines
0.375 100.0
#4 100.0
#I0 99.3 Atterberg Limits
#20 97.6 PL= 35 LL= 41 P1= 6
#40 91.3 Coefficients
#60 78.4 D90= 0.3953 Dg5= 0.3202 D60= 0.1218
#100 64.4 D50= D30= D15=
#140 57.4 D10= C�- Cc=
#200 51.9
Classification
USCS= ML AASHTO= A-5(2)
Test Remarks
k (no specification provided)
Location: RW-12(UD)
Sample Date: 02-06-24
Summit Engineering Client: Harris Development Group
Project: Publix @ Mills River
Pineville, North Carolina Project No: 7543.G0004 Figure
Tested By: FG Checked By: MH

4.5 Total Effective - --- - -_,�� -
C, ksf 0.67 0.48 .___;.,2 --
4,deg 17.7 30.3 -"` .0�- --- -
ffT
0.32 0.58 �- - -_
- 3
cu
1,5- is
-SIG�/- -__,\ 1 \+.__..-.
kip L_ \ \ -N
-! - ..-1-- . \ Wit,• _A_
o _I--r-__1---_ _ 1 -,1 I_ ._ .. -
0 1,5 3 4.5 6 7.5 9
Total Normal Stress, ksf
Effective Normal Stress, ksf
6. - - Sample No 1 2 3
_#--_____....7-,---- ----- -
__ Water Content, % 15.2 9.1 10.0
5 Dry Density, pcf 93.7 96.4 95.2
- `�_ - - __ m Saturation, % 51.5 32.8 35.0
_ c Void Ratio 0.7983 0.7481 0.7705
Y 4 II I T Diameter, in 2.865 2.865 2.865
•_ _ _ I Height, in. 5.959 6.008 6.091
(I)
2 Water Content, % 27.9 24.0 25.0
co 3'� _ Dry Density, pcf 96.2 102.2 100.6
o Saturation, % 100.0 100.0 100.0
- Void Ratio 0.7524 0.6488 0.6758
0 2 I ¢ Diameter, in 2.828 2.782 2.803
Height, in 5.960 6.012 6.025
-` Strain rate, %/min. 0.07 0.07 0.07
1 Back Pressure, psi 70.00 70.00 70.00
Cell Pressure, psi 75.00 85.00 95.00
0 - Fail. Stress, ksf 2.46 4.15 4.97
0 5 l 0 15 20 Total Pore Pr., ksf 10.60 11.04 12.10
Axial Strain, % Ult. Stress, ksf
Total Pore Pr., ksf
Type of Test: 6, Failure, ksf 2.66 5.34 6.55
6
CU with Pore Pressures , Failure, ksf 0.20 1.20 1.58
Sample Type: Shelby Tube Client: Harris Development Group
Description: Dark-Brown Micaceous Sandy Silt
Project: Publix @ Mills River
LL= 41 PL= 35 P1= 6
Assumed Specific Gravity= 2.70 Location: RW-12 (UD)
Remarks:
Proj. No.: 7543.G0004 Date Sampled: 02-06-24
•
TRIAXIAL SHEAR TEST REPORT
Summit Engineering
Figure Pineville, North Carolina
Tested By: FG Checked By: MH

15 15 2
12 I 12 ---I —
I r------ I I ( ----
= v) 9 = 9
u) o.) '� N 2
O - w
o_ u Y o_
2 0 6 2 0 6
o is o m
0. 5 0_ S
Ws m a)0 3 H 0 3
r-------------
H (---
0 0
0% 8% 16% 0% 8% 16%
15 3 15 4 I
12 ✓ z--- --- 12
I /� I
o_ u o_
2 0 6 2 O 6
N N
o 3 H 3
H
0 0% 8% 16% 0 0% 8% 16%
6 Peak Strength ..✓
Total Effective ✓✓
a= 0.68 ksf 0.48 ksf /
a= 17.0 deg 25.6 deg ..-
..-
tan a= 0.31 0.48 ✓'.-
4
✓
✓
✓
y
2
' i1 / i
00 2 4 6 8 10 12
p, ksf
Stress Paths: Total Effective———
Client: Harris Development Group
Project: Publix @ Mills River
Location: RW-12 (UD)
Project No.: 7543.G0004 Figure Summit Engineering
Tested By: FG Checked By: MH

TRIAXIAL COMPRESSION TEST 2/23/2024
CU with Pore Pressures 1:59 PM
Date: 02-06-24
Client: Harris Development Group
Project: Publix @ Mills River
Project No.: 7543.G0004
Location: RW-12(UD)
Description: Dark-Brown Micaceous Sandy Silt
Remarks:
Type of Sample: Shelby Tube
Assumed Specific Gravity=2.70 LL=41 PL=35 P1=6
Test Method: ASTM D 4767 Method B
Parameters for Specimen No. 1
Specimen Parameter Initial Saturated Consolidated Final
Moisture content: Moist soil+tare, gms. 1089.240 1208.560
Moisture content: Dry soil+tare,gms. 945.180 945.180
Moisture content:Tare,gms. 0.000 0.000
Moisture,% 15.2 28.1 27.9 27.9
Moist specimen weight,gms. 1089.24
Diameter, in. 2.865 2.826 2.828
Area, in.2 6.447 6.274 6.281
Height, in. 5.959 5.987 5.960
Net decrease in height, in. -0.028 0.027
Net decrease in water volume,cc. 2.100
Wet density, pcf 108.0 122.8 123.0
Dry density,pcf 93.7 95.9 96.2
Void ratio 0.7983 0.7584 0.7524
Saturation,% 51.5 100.0 100.0
Test Readings for Specimen No. 1
Membrane modulus=0.124105 kN/cm2
Membrane thickness=0.012 cm
Consolidation cell pressure=75.00 psi (10.80 ksf)
Consolidation back pressure=70.00 psi (10.08 ksf)
Consolidation effective confining stress=0.72 ksf
Strain rate,%/min.=0.07
Fail.Stress=2.46 ksf at reading no.20
Summit Engineering

Test Readings for Specimen No. 1
Def. Deviator Minor Eff. Major Eff. Pore
Dial Load Load Strain Stress Stress Stress 1:3 Press. P Q
No. in. Dial lbs. % ksf ksf ksf Ratio psi ksf ksf
0 0.0000 0.0 0 0.0 0.00 0.72 0.72 1.00 70.00 0.72 0.00
1 0.0060 21.7 22 0.1 0.50 0.59 1.09 1.84 70.90 0.84 0.25
2 0.0100 33.3 33 0.2 0.76 0.52 1.28 2.47 71.40 0.90 0.38
3 0.0150 42.2 42 0.3 0.97 0.45 1.41 3.16 71.90 0.93 0.48
4 0.0210 49.3 49 0.4 1.13 0.40 1.53 3.79 72.20 0.97 0.56
5 0.0260 55.7 56 0.4 1.27 0.37 1.65 4.40 72.40 1.01 0.64
6 0.0300 60.8 61 0.5 1.39 0.35 1.73 5.01 72.60 1.04 0.69
7 0.0350 65.5 66 0.6 1.49 0.32 1.81 5.71 72.80 1.06 0.75
8 0.0410 69.7 70 0.7 1.59 0.30 1.89 6.25 72.90 1.10 0.79
9 0.0450 73.9 74 0.8 1.68 0.29 1.97 6.84 73.00 1.13 0.84
10 0.0500 77.5 78 0.8 1.76 0.27 2.04 7.44 73.10 1.15 0.88
11 0.0550 81.2 81 0.9 1.84 0.26 2.10 8.12 73.20 1.18 0.92
12 0.0600 84.4 84 1.0 1.92 0.26 2.17 8.39 73.20 1.22 0.96
13 0.0650 87.7 88 1.1 1.99 0.24 2.23 9.12 73.30 1.24 0.99
14 0.0690 90.7 91 1.2 2.06 0.23 2.29 9.92 73.40 1.26 1.03
15 0.0740 93.8 94 1.2 2.12 0.24 2.37 9.68 73.30 1.31 1.06
16 0.0790 96.9 97 1.3 2.19 0.23 2.42 10.51 73.40 1.33 1.10
17 0.0850 100.1 100 1.4 2.26 0.22 2.48 11.47 73.50 1.35 1.13
18 0.0890 103.4 103 1.5 2.34 0.20 2.54 12.58 73.60 1.37 1.17
19 0.0940 106.4 106 1.6 2.40 0.20 2.60 12.91 73.60 1.40 1.20
20 0.1010 109.2 109 1.7 2.46 0.20 2.66 13.21 73.60 1.43 1.23
21 0.1520 118.0 118 2.6 2.64 0.29 2.92 10.15 73.00 1.61 1.32
22 0.2000 122.9 123 3.4 2.72 0.35 3.07 8.88 72.60 1.71 1.36
23 0.2520 125.5 126 4.2 2.76 0.39 3.14 8.09 72.30 1.77 1.38
24 0.3020 128.8 129 5.1 2.80 0.42 3.22 7.71 72.10 1.82 1.40
25 0.3520 129.4 129 5.9 2.79 0.48 3.27 6.87 71.70 1.87 1.40
26 0.4020 129.2 129 6.7 2.76 0.49 3.25 6.64 71.60 1.87 1.38
27 0.4530 130.9 131 7.6 2.77 0.50 3.28 6.50 71.50 1.89 1.39
28 0.5020 132.3 132 8.4 2.78 0.53 3.31 6.21 71.30 1.92 1.39
29 0.5520 134.2 134 9.3 2.79 0.58 3.37 5.85 71.00 1.97 1.40
30 0.6030 136.4 136 10.1 2.81 0.58 3.39 5.88 71.00 1.98 1.41
31 0.6530 138.5 139 11.0 2.83 0.62 3.45 5.57 70.70 2.03 1.41
32 0.7070 143.0 143 11.9 2.89 0.66 3.55 5.36 70.40 2.11 1.44
33 0.7500 146.7 147 12.6 2.94 0.68 3.62 5.34 70.30 2.15 1.47
34 0.8000 151.6 152 13.4 3.01 0.68 3.69 5.45 70.30 2.18 1.50
35 0.8540 156.7 157 14.3 3.08 0.69 3.77 5.45 70.20 2.23 1.54
36 0.9020 159.8 160 15.1 3.11 0.71 3.81 5.41 70.10 2.26 1.55
Summit Engineering

.. Parameters for Specimen No. 2
Specimen Parameter Initial Saturated Consolidated Final
Moisture content: Moist soil+tare, gms. 1069.270 1215.890
Moisture content: Dry soil+tare, gms. 980.310 980.310
Moisture content: Tare,gms. 0.000 0.000
Moisture,% 9.1 25.3 24.0 24.0
Moist specimen weight,gms. 1069.27
Diameter, in. 2.865 2.805 2.782
Area, in.2 6.447 6.179 6.077
Height, in. 6.008 6.036 6.012
Net decrease in height, in. -0.028 0.024
Net decrease in water volume, cc. 12.500
Wet density, pcf 105.2 125.5 126.8
Dry density, pcf 96.4 100.1 102.2
Void ratio 0.7481 0.6833 0.6488
Saturation,% 32.8 100.0 100.0
4" Test Readings for Specimen.No. 2
Membrane modulus=0.124105 kN/crn2
Membrane thickness=0.012 cm
Consolidation cell pressure= 85.00 psi (12.24 ksf)
Consolidation back pressure=70.00 psi (10.08 ksf)
Consolidation effective confining stress=2.16 ksf
Strain rate,%/min.=0.07
Fail.Stress=4.15 ksf at reading no.24
Def. Deviator Minor Eff. Major Eff. Pore
Dial Load Load Strain Stress Stress Stress 1:3 Press. P Q
No. in. Dial lbs. % ksf ksf ksf Ratio psi ksf ksf
0 0.0000 0.0 0 0.0 0.00 2.16 2.16 1.00 70.00 2.16 0.00
1 0.0050 29.5 30 0.1 0.70 2.03 2.73 1.34 70.90 2.38 0.35
2 0.0090 47.2 47 0.1 1.12 1.94 3.06 1.57 71.50 2.50 0.56
3 0.0140 61.2 61 0.2 1.45 1.86 3.30 1.78 72.10 2.58 0.72
4 0.0190 73.3 73 0.3 1.73 1.79 3.52 1.97 72.60 2.65 0.87
5 0.0230 83.3 83 0.4 1.97 1.73 3.69 2.14 73.00 2.71 0.98
6 0.0280 91.8 92 0.5 2.17 1.67 3.84 2.30 73.40 2.75 1.08
7 0.0330 99.4 99 0.5 2.34 1.61 3.96 2.45 73.80 2.78 1.17
8 0.0380 106.0 106 0.6 2.50 1.58 4.08 2.58 74.00 2.83 1.25
9 0.0430 111.7 112 0.7 2.63 1.54 4.17 2.71 74.30 2.85 1.31
10 0.0480 116.5 117 0.8 2.74 1.50 4.24 2.83 74.60 2.87 1.37
11 0.0520 120.9 121 0.9 2.84 1.47 4.31 2.93 74.80 2.89 1.42
12 0.0580 124.8 125 1.0 2.93 1.44 4.37 3.03 75.00 2.90 1.46
13 0.0630 128.0 128 1.0 3.00 1.41 4.41 3.13 75.20 2.91 1.50
14 0.0670 131.2 131 1.1 3.07 1.38 4.46 3.22 75.40 2.92 1.54
15 0.0720 133.9 134 1.2 3.14 1.35 4.49 3.32 75.60 2.92 1.57
16 0.0770 136.2 136 1.3 3.19 1.34 4.53 3.38 75.70 2.93 1.59
17 0.0820 138.5 139 1.4 3.24 1.32 4.56 3.44 75.80 2.94 1.62
18 0.0870 140.6 141 1.4 3.28 1.30 4.58 3.53 76.00 2.94 1.64
19 0.0930 142.6 143 1.5 3.33 1.30 4.62 3.57 76.00 2.96 1.66
20 0.1030 146.1 146 1.7 3.40 1.27 4.67 3.69 76.20 2.97 1.70
21 0.1520 158.5 159 2.5 3.66 1.20 4.86 4.06 76.70 3.03 1.83
22 0.2030 167.9 168 3.4 3.84 1.17 5.01 4.30 76.90 3.09 1.92
23 0.2530 176.5 177 4.2 4.01 1.17 5.17 4.44 76.90 3.17 2.00
Summit Engineering

Test Readings for Specimen No. 2
Def. Deviator Minor Eff. Major Eff. Pore
Dial Load Load Strain Stress Stress Stress 1:3 Press. P Q
No. in. Dial lbs. % ksf ksf ksf Ratio psi ksf ksf
24 0.3030 184.3 184 5.0 4.15 1.20 5.34 4.47 76.70 3.27 2.07
25 0.3530 191.5 192 5.9 4.27 1.21 5.48 4.53 76.60 3.35 2.14
26 0.4040 198.7 199 6.7 4.39 1.25 5.65 4.51 76.30 3.45 2.20
27 0.4540 204.7 205 7.6 4.48 1.30 5.78 4.46 76.00 3.54 2.24
28 0.5040 210.0 210 8.4 4.56 1.32 5.88 4.44 75.80 3.60 2.28
29 0.5500 214.1 214 9.1 4.61 1.37 5.98 4.37 75.50 3.67 2.30
30 0.6000 217.8 218 10.0 4.65 1.44 6.09 4.23 75.00 3.76 2.32
31 0.6500 223.3 223 10.8 4.72 1.50 6.22 4.15 74.60 3.86 2.36
32 0.7000 227.6 228 11.6 4.77 1.53 6.29 4.12 74.40 3.91 2.38
33 0.7540 232.3 232 12.5 4.81 1.57 6.38 4.07 74.10 3.98 2.41
34 0.8000 237.4 237 13.3 4.88 1.61 6.49 4.02 73.80 4.05 2.44
35 0.8540 241.8 242 14.2 4.92 1.64 6.56 3.99 73.60 4.10 2.46
36 0.9030 245.9 246 15.0 4.95 1.67 6.62 3.96 73.40 4.15 2.48
Parameters for Specimen No. 3
Specimen Parameter Initial Saturated Consolidated Final
Moisture content: Moist soil+tare,gms. 1079.190 1226.900
Moisture content: Dry soil+tare, gms. 981.280 981.280
Moisture content:Tare,gms. 0.000 0.000
Moisture,% 10.0 26.7 25.0 25.0
Moist specimen weight, gms. 1079.19
Diameter, in. 2.865 2.824 2.803
Area, in.2 6.447 6.263 6.169
Height, in. 6.091 6.091 6.025
Net decrease in height, in. 0.000 0.066
Net decrease in water volume, cc. 16.100
Wet density, pcf 104.7 124.1 125.8
Dry density, pcf 95.2 98.0 100.6
Void ratio 0.7705 0.7201 0.6758
Saturation,% 35.0 100.0 100.0
Test Readings for Specimen No.3
Membrane modulus=0.124105 kN/cm2
Membrane thickness=0.012 cm
Consolidation cell pressure=95.00 psi (13.68 ksf)
Consolidation back pressure= 70.00 psi (10.08 ksf)
Consolidation effective confining stress=3.60 ksf
Strain rate, %/min.=0.07
Fail.Stress=4.97 ksf at reading no.26
Def. Deviator Minor Eff. Major Eff. Pore
Dial Load Load Strain Stress Stress Stress 1:3 Press. P Q
No. in. Dial lbs. % ksf ksf ksf Ratio psi ksf ksf
0 0.0000 0.0 0 0.0 0.00 3.60 3.60 1.00 70.00 3.60 0.00
1 0.0030 28.9 29 0.0 0.67 3.48 4.16 1.19 70.80 3.82 0.34
2 0.0070 35.0 35 0.1 0.82 3.43 4.24 1.24 71.20 3.84 0.41
3 0.0130 49.8 50 0.2 1.16 3.30 4.46 1.35 72.10 3.88 0.58
4 0.0170 63.7 64 0.3 1.48 3.17 4.65 1.47 73.00 3.91 0.74
5 0.0220 75.4 75 0.4 1.75 3.07 4.82 1.57 73.70 3.94 0.88
6 0.0270 85.4 85 0.4 1.98 2.97 4.95 1.67 74.40 3.96 0.99
Summit Engineering

Test Readings for Specimen No. 3
Def. Deviator Minor Eff. Major Eff. Pore
Dial Load Load Strain Stress Stress Stress 1:3 Press. P Q
No. in. Dial lbs. % ksf ksf ksf Ratio psi ksf ksf
7 0.0310 94.0 94 0.5 2.18 2.88 5.06 1.76 75.00 3.97 1.09
8 0.0370 102.2 102 0.6 2.37 2.79 5.16 1.85 75.60 3.98 1.19
9 0.0420 109.5 110 0.7 2.54 2.71 5.25 1.94 76.20 3.98 1.27
10 0.0460 116.3 116 0.8 2.69 2.64 5.33 2.02 76.70 3.98 1.35
11 0.0510 122.6 123 0.8 2.84 2.56 5.40 2.11 77.20 3.98 1.42
12 0.0570 128.1 128 0.9 2.96 2.51 5.47 2.18 77.60 3.99 1.48
13 0.0620 133.8 134 1.0 3.09 2.43 5.52 2.27 78.10 3.98 1.55
14 0.0660 139.1 139 1.1 3.21 2.39 5.60 2.34 78.40 4.00 1.61
15 0.0720 144.1 144 1.2 3.32 2.33 5.66 2.42 78.80 3.99 1.66
16 0.0770 148.7 149 1.3 3.43 2.29 5.72 2.50 79.10 4.00 1.71
17 0.0790 153.0 153 1.3 3.52 2.25 5.77 2.57 79.40 4.01 1.76
18 0.0850 157.2 157 1.4 3.62 2.19 5.81 2.65 79.80 4.00 1.81
19 0.0890 161.0 161 1.5 3.70 2.16 5.86 2.71 80.00 4.01 1.85
20 0.0940 164.7 165 1.6 3.78 2.12 5.90 2.79 80.30 4.01 1.89
21 0.0990 168.1 168 1.6 3.86 2.07 5.93 2.86 80.60 4.00 1.93
22 0.1030 171.5 172 1.7 3.93 2.04 5.98 2.92 80.80 4.01 1.97
23 0.1530 193.5 194 2.5 4.40 1.79 6.19 3.47 82.60 3.99 2.20
24 0.2030 206.1 206 3.4 4.65 1.66 6.30 3.81 83.50 3.98 2.32
25 0.2570 216.6 217 4.3 4.84 1.58 6.42 4.06 84.00 4.00 2.42
26 0.3010 224.0 224 5.0 4.97 1.58 6.55 4.14 84.00 4.07 2.48
27 0.3530 225.0 225 5.9 4.94 1.58 6.53 4.12 84.00 4.06 2.47
28 0.4030 226.5 227 6.7 4.93 1.70 6.63 3.90 83.20 4.17 2.47
29 0.4530 236.7 237 7.5 5.11 1.76 6.87 3.91 82.80 4.31 2.55
30 0.5040 244.1 244 8.4 5.22 1.79 7.01 3.92 82.60 4.40 2.61
31 0.5540 250.7 251 9.2 5.31 1.83 7.14 3.91 82.30 4.49 2.66
32 0.6030 255.6 256 10.0 5.37 1.86 7.23 3.89 82.10 4.54 2.68
33 0.6530 259.3 259 10.8 5.40 1.87 7.27 3.88 82.00 4.57 2.70
34 0.7010 263.0 263 11.6 5.42 1.90 7.33 3.85 81.80 4.61 2.71
35 0.7500 270.1 270 12.4 5.52 1.96 7.48 3.82 81.40 4.72 2.76
36 0.8010 274.7 275 13.3 5.56 1.99 7.55 3.80 81.20 4.77 2.78
37 0.8500 278.9 279 14.1 5.59 2.06 7.65 3.72 80.70 4.86 2.80
38 0.9000 278.1 278 14.9 5.52 2.16 7.68 3.56 80.00 4.92 2.76
Summit Engineering

Particle Size Distribution Report
ASTM D6913
C C pp O 0 CDC C C - C C C - O N M Op o CD 7 N
0 <., N - w \ at�t * a tt a ; #
100 I I I I I I I l I I I
I I I I I I I I I
90 I I• J l I
1IIII dIIII IIII!II IIIII
I 80
70
CC60z
_-
L.,
Z 50 I i I i ! I t I
w I I I I i I
w 40 I I I I I
0_ I I I ( I I
I I I I I
30 I 1 I I I ! I
I I I i I I
20 I I I I I i I I
I I I I I I I I
I I I I I I I I I
10 i I 1 I 'I I I I I
I I I I I I I I I
0 I I I I I I I I 1
100 10 1 0.1 0 01 0.001
GRAIN SIZE-mm.
+3" %Gravel %Sand %Fines
Coarse Fine Coarse Medium I Fine Silt Clay
0.0 0.0 1 1.0 5.4 I 10.9 29.4 53.3
Test Results(ASTM D6913) Material Description
Sieve Size I Spec.*
Out of Pct. Orange-Brown Micaceous Sandy Silt
Finer S
or ° P Spec. of
Diam.(mm.) (/°I /°1 (%) Fines
0.375 100.0
#4 99.0
#10 93.6 Atterberg Limits
#20 88.7 PL= 43 LL= 49 P1= 6 I
#40 82.7 Coefficients
#60 74.0 D90= 1.0347 D85= 0.5274 D60= 0.1186
#100 64.1 D50= D30= D15=
#140 58.2 D10= Cu- Cc=
#200 53.3
Classification
USCS= ML AASHTO= A-5(3)
Test Remarks
•
(no specification provided)
Location: RW-14(UD) Sample Date: 02-15-24
Summit Engineering Client: Harris Development Group
Project: Publix.c Mills River
Pineville, North Carolina Project No: 7543.G0004 Figure
Tested By: FG Checked By: MH

4.5 Total I Effective ---- -- --' -T_T i"
C, ksf 0.42 0.29 - - ..' - -•
0, deg - 17.3 29.6 -_ ... _ _ _ . `.0-
Tan(4) 0.31 0.57 .0'1 _
_ __._�.Y_ - -- ice
3 .. - - 'j/
1 _
-- ._ ._ . ,
cii
tii
Z ram- i i i
---- . /.-
-- ./ j 1
0 i I 1----- I 1 t I I
0 1.5 3 4 5 6 7.5 9
Total Normal Stress, ksf
Effective Normal Stress, ksf ---
6 - Sample No 1 2 3
t ! Water Content, % 26.9 23.5 22.9
5 - r- Dry Density, pcf 88.2 95.0 95.3
_ I = Saturation, % 79.6 81.8 80.6
E Void Ratio 0.9117 0.7747 0.7683
Y 4 ' f Diameter, in. 2.865 2.867 2.865
1 i __ Height, in. 5.978 5.979 5.998
Cl) I / . Water Content, % 33.8 30.4 29.7
65 3 1 1 -- th Dry Density, pcf 88.2 92.5 93.5
o ---� m Saturation, % 100.0 100.0 100.0
= - -'- ~ Void Ratio 0.9117 0.8216 0.8027
°' 2 Q Diameter, in. 2.858 2.910 2.904
0
-__. Height, in 6.006 5.958 5.950
--� Strain rate, %/min. 0.07 0.07 0.07
1 Back Pressure, psi 70.00 70.00 70.00
Cell Pressure, psi 75.00 85.00 95.00
0 Fail. Stress, ksf 1.94 2.93 4.85
o 5 10 15 20 Total Pore Pr., ksf 10.47 11.32 12.21
Axial Strain, % Ult. Stress, ksf
Total Pore Pr., ksf
Type of Test: 6, Failure, ksf 2.28 3.86 6.32
CU with Pore Pressures 63 Failure, ksf 0.33 0.92 1.47
Sample Type: Shelby Tube Client: Harris Development Group
Description: Orange-Brown Micaceous Sandy Silt
Project: Publix @ Mills River
LL= 49 PL= 43 P1= 6
Assumed Specific Gravity= 2.70 Location: RW-14(UD)
Remarks:
Proj. No.: 7543.G0004 Date Sampled: 02-15-24
TRIAXIAL SHEAR TEST REPORT
Summit Engineering
Figure - Pineville. North Carolina
Tested By: FG Checked By: MH -

15 1 15 2
I
12 12 - L
�/
7 w 9 7 C 9
u Cn
) CO 'n 0) 2 17)
O - O
2 0 6 2 0 6 -
CL O 5 0. .5
WS a� To 0
o 3 3
/0( ------+
--- 0/
0% 8% 16% 0% 8% .i.3"'-
15 3 I 15
4
I 12 /i— -- I 12
I I
= co9 9 -_
(1) `rn uu) 2
2 `-
N O 6 �� ' N O 6
o (0 O co
d .> - 0 •5
• N a)
Tu
o 3 � � 3 -- -- -
0 0
0'4, 8% 16% 0% 8% 16%
6 Peak Strength i
Total Effective
r
a= 0 34 ksf 0.19 ksf i
a= 18 7 deg 28.8 deg
tan a= 0.34 0.55
4 — - i
i
4- i
u,
Y �
jam/ A
2
1 I 1I
0 2 4 6 8 10 12
p, ksf
Stress Paths: Total Effective
Client: Harris Development Group
Project: Publix @ Mills River
Location: RW-14(UD)
Project No.: 7543.G0004 Figure Summit Engineering
Tested By: FG Checked By: MH

TRIAXIAL COMPRESSION TEST 2/23/2024
CU with Pore Pressures 1:19 PM
Date: 02-15-24
Client: Harris Development Group
Project: Publix @ Mills River
Project No.: 7543.G0004
Location: RW-14(UD)
Description: Orange-Brown Micaceous Sandy Silt
Remarks:
Type of Sample: Shelby Tube
Assumed Specific Gravity=2.70 LL=49 PL=43 P1=6
Test Method: ASTM D 4767 Method B
Parameters for Specimen No. 1
Specimen Parameter Initial Saturated Consolidated Final
Moisture content: Moist soil+tare,gms. 1131.720 1193.120
Moisture content: Dry soil+tare,gms. 891.940 891.940
Moisture content:Tare,gms. 0.000 0.000
Moisture, % 26.9 34.0 33.8 33.8
Moist specimen weight,gms. 1131.72
Diameter, in. 2.865 2.861 2.858
Area, in.2 6.447 6.427 6.417
Height, in. 5.978 6.020 6.006
Net decrease in height, in. -0.042 0.014
Net decrease in water volume, cc. 2.500
Wet density, pcf 111.9 117.7 117.9
Dry density, pcf 88.2 87.8 88.2
Void ratio 0.9117 0.9193 0.9117
Saturation,% 79.6 100.0 100.0
Test Readings for Specimen No. 1
Membrane modulus=0.124105 kN/cm2
Membrane thickness=0.012 cm
Consolidation cell pressure=75.00 psi(10.80 ksf)
Consolidation back pressure=70.00 psi (10.08 ksf)
Consolidation effective confining stress=0.72 ksf
Strain rate, %/min.=0.07
Fail.Stress= 1.94 ksf at reading no.20
Summit Engineering

Test Readings for Specimen No. 1
Def. Deviator Minor Eff. Major Eff. Pore
Dial Load Load Strain Stress Stress Stress 1:3 Press. P Q
No. in. Dial lbs. % ksf ksf ksf Ratio psi ksf ksf
0 0.0000 0.0 0 0.0 0.00 0.72 0.72 1.00 70.00 0.72 0.00
1 0.0050 19.2 19 0.1 0.43 0.53 0.96 1.81 71.30 0.75 0.22
2 0.0100 27.9 28 0.2 0.63 0.48 1.10 2.32 71.70 0.79 0.31
3 0.0150 34.6 35 0.2 0.77 0.45 1.22 2.74 71.90 0.83 0.39
4 0.0200 39.9 40 0.3 0.89 0.40 1.30 3.21 72.20 0.85 0.45
5 0.0250 45.1 45 0.4 1.01 0.36 1.37 3.80 72.50 0.86 0.50
6 0.0300 49.7 50 0.5 1.11 0.35 1.46 4.21 72.60 0.90 0.55
7 0.0350 53.8 54 0.6 1.20 0.33 1.53 4.62 72.70 0.93 0.60
8 0.0400 57.7 58 0.7 1.29 0.33 1.62 4.88 72.70 0.97 0.64
9 0.0450 61.6 62 0.7 1.37 0.32 1.69 5.33 72.80 1.00 0.69
10 0.0500 64.9 65 0.8 1.44 0.30 1.75 5.78 72.90 1.02 0.72
11 0.0550 68.2 68 0.9 1.52 0.30 1.82 6.01 72.90 1.06 0.76
12 0.0600 71.2 71 1.0 1.58 0.30 1.88 6.23 72.90 1.09 0.79
13 0.0650 74.0 74 1.1 1.64 0.30 1.95 6.43 72.90 1.12 0.82
14 0.0700 76.7 77 1.2 1.70 0.30 2.00 6.63 72.90 1.15 0.85
15 0.0750 79.2 79 1.2 1.76 0.33 2.09 6.30 72.70 1.21 0.88
16 0.0800 81.5 82 1.3 1.80 0.33 2.14 6.45 72.70 1.23 0.90
17 0.0850 83.4 83 1.4 1.85 0.33 2.18 6.57 72.70 1.25 0.92
18 0.0900 85.0 85 1.5 1.88 0.33 2.21 6.67 72.70 1.27 0.94
19 0.0950 86.6 87 1.6 1.91 0.33 2.24 6.78 72.70 1.29 0.96
20 0.1000 88.1 88 1.7 1.94 0.33 2.28 6.87 72.70 1.30 0.97
21 0.1500 97.8 98 2.5 2.14 0.39 2.53 6.50 72.30 1.46 1.07
22 0.2000 103.3 103 3.3 2.24 0.43 2.67 6.19 72.00 1.55 1.12
23 0.2500 107.0 107 4.2 2.30 0.46 2.76 5.99 71.80 1.61 1.15
24 0.3000 109.7 110 5.0 2.34 0.49 2.83 5.78 71.60 1.66 1.17
25 0.3500 111.6 112 5.8 2.36 0.50 2.86 5.68 71.50 1.68 1.18
26 0.4000 113.6 114 6.7 2.38 0.53 2.91 5.47 71.30 1.72 1.19
27 0.4500 115.4 115 7.5 2.40 0.56 2.96 5.27 71.10 1.76 1.20
28 0.5000 118.7 119 8.3 2.44 0.56 3.00 5.35 71.10 1.78 1.22
29 0.5500 120.9 121 9.2 2.46 0.58 3.04 5.28 71.00 1.81 1.23
30 0.6000 123.0 123 10.0 2.48 0.59 3.07 5.21 70.90 1.83 1.24
31 0.6500 125.2 125 10.8 2.51 0.60 3.11 5.14 70.80 1.86 1.25
32 0.7000 130.0 130 11.7 2.58 0.62 3.20 5.16 70.70 1.91 1.29
33 0.7500 135.8 136 12.5 2.67 0.68 3.34 4.94 70.30 2.01 1.33
34 0.8000 142.7 143 13.3 2.78 0.71 3.48 4.93 70.10 2.09 1.39
35 0.8500 147.8 148 14.2 2.85 0.75 3.60 4.80 69.80 2.17 1.42
36 0.9000 153.7 154 15.0 2.93 0.78 3.71 4.77 69.60 2.24 1.47
Summit Engineering

Parameters for Specimen No. 2
Specimen Parameter Initial Saturated Consolidated Final
Moisture content: Moist soil+tare,gms. 1188.230 1255.150
Moisture content: Dry soil+tare,gms. 962.330 962.330
Moisture content: Tare, gms. 0.000 0.000
Moisture,% 23.5 32.6 30.4 30.4
Moist specimen weight,gms. 1188.23
Diameter, in. 2.867 2.941 2.910
Area, in.2 6.456 6.795 6.650
Height, in. 5.979 6.019 5.958
Net decrease in height, in. -0.040 0.061
Net decrease in water volume,cc. 21.000
Wet density, pcf 117.3 118.9 120.7
Dry density, pcf 95.0 89.6 92.5
Void ratio 0.7747 0.8805 0.8216
Saturation, % 81.8 100.0 100.0
Test Readings for Specimen No. 2
Membrane modulus=0.124105 kN/cm2
Membrane thickness=0.012 cm
Consolidation cell pressure=85.00 psi (12.24 ksf)
Consolidation back pressure=70.00 psi (10.08 ksf)
Consolidation effective confining stress=2.16 ksf
Strain rate, %/min. =0.07
Fail.Stress =2.93 ksf at reading no.21
Def. Deviator Minor Eff. Major Eff. Pore
Dial Load Load Strain Stress Stress Stress 1:3 Press. P Q
No. in. Dial lbs. % ksf ksf ksf Ratio psi ksf ksf
0 0.0000 0.0 0 0.0 0.00 2.16 2.16 1.00 70.00 2.16 0.00
1 0.0050 30.8 31 0.1 0.67 1.81 2.48 1.37 72.40 2.15 0.33
2 0.0090 45.4 45 0.2 0.98 1.66 2.64 1.59 73.50 2.15 0.49
3 0.0140 56.3 56 0.2 1.22 1.54 2.76 1.79 74.30 2.15 0.61
4 0.0180 64.8 65 0.3 1.40 1.44 2.84 1.97 75.00 2.14 0.70
5 0.0230 71.9 72 0.4 1.55 1.37 2.92 2.13 75.50 2.14 0.78
6 0.0280 78.3 78 0.5 1.69 1.31 3.00 2.29 75.90 2.15 0.84
7 0.0330 84.1 84 0.6 1.81 1.25 3.06 2.45 76.30 2.16 0.91
8 0.0380 89.5 90 0.6 1.93 1.21 3.14 2.59 76.60 2.17 0.96
9 0.0430 94.4 94 0.7 2.03 1.17 3.20 2.74 76.90 2.18 1.01
10 0.0480 99.2 99 0.8 2.13 1.12 3.25 2.90 77.20 2.19 1.07
11 0.0530 103.9 104 0.9 2.23 1.08 3.31 3.06 77.50 2.19 1.11
12 0.0580 108.3 108 1.0 2.32 1.05 3.37 3.21 77.70 2.21 1.16
13 0.0630 112.4 112 1.1 2.41 1.02 3.43 3.36 77.90 2.23 1.20
14 0.0680 116.5 117 1.1 2.49 1.01 3.50 3.47 78.00 2.26 1.25
15 0.0730 120.2 120 1.2 2.57 0.99 3.56 3.59 78.10 2.28 1.29
16 0.0770 123.7 124 1.3 2.64 0.96 3.61 3.74 78.30 2.29 1.32
17 0.0820 126.9 127 1.4 2.71 0.95 3.66 3.85 78.40 2.31 1.36
18 0.0870 130.1 130 1.5 2.78 0.94 3.71 3.97 78.50 2.32 1.39
19 0.0930 133.0 133 1.6 2.84 0.94 3.77 4.03 78.50 2.35 1.42
20 0.0980 135.6 136 1.6 2.89 0.92 3.81 4.13 78.60 2.37 1.44
21 0.1030 137.9 138 1.7 2.93 0.92 3.86 4.18 78.60 2.39 1.47
22 0.1520 144.9 145 2.6 3.06 0.98 4.04 4.12 78.20 2.51 1.53
23 0.2020 141.3 141 3.4 2.96 1.12 4.08 3.63 77.20 2.60 1.48
Summit Engineering

Test Readings for Specimen No. 2
Def. Deviator Minor Eff. Major Eff. Pore
Dial Load Load Strain Stress Stress Stress 1:3 Press. P Q
No. in. Dial lbs. % ksf ksf ksf Ratio psi ksf ksf
24 0.2500 139.7 140 4.2 2.90 1.08 3.98 3.68 77.50 2.53 1.45
25 0.3000 139.5 140 5.0 2.87 1.09 3.96 3.62 77.40 2.53 1.43
26 0.3500 140.8 141 5.9 2.87 1.09 3.96 3.62 77.40 2.53 1.43
27 0.4030 142.7 143 6.8 2.88 1.09 3.98 3.63 77.40 2.53 1.44
28 0.4500 146.3 146 7.6 2.93 1.09 4.02 3.68 77.40 2.56 1.46
29 0.5000 150.5 151 8.4 2.99 1.09 4.08 3.73 77.40 2.59 1.49
30 0.5500 152.8 153 9.2 3.00 1.09 4.10 3.74 77.40 2.60 1.50
31 0.6000 156.0 156 10.1 3.04 1.11 4.15 3.74 77.30 2.63 1.52
32 0.6500 160.1 160 10.9 3.09 1.12 4.21 3.75 77.20 2.67 1.54
33 0.7000 164.2 164 11.7 3.14 1.14 4.28 3.76 77.10 2.71 1.57
34 0.7500 168.3 168 12.6 3.19 1.15 4.34 3.77 77.00 2.74 1.59
35 0.8000 174.3 174 13.4 3.27 1.15 4.42 3.84 77.00 2.79 1.63
36 0.8500 184.1 184 14.3 3.42 1.15 4.57 3.97 77.00 2.86 1.71
37 0.9000 194.0 194 15.1 3.57 1.15 4.72 4.10 77.00 2.94 1.78
Parameters for Specimen No. 3
Specimen Parameter Initial Saturated Consolidated Final
Moisture content: Moist soil+tare,gms. 1189.520 1255.140
Moisture content: Dry soil+tare, gms. 967.510 967.510
Moisture content: Tare,gms. 0.000 0.000
Moisture,% 22.9 31.6 29.7 29.7
Moist specimen weight,gms. 1189.52
Diameter, in. 2.865 2.928 2.904
Area, in.2 6.447 6.732 6.625
Height, in. 5.998 6.019 5.950
Net decrease in height, in. -0.021 0.069
Net decrease in water volume,cc. 18.000
Wet density, pcf 117.2 119.7 121.3
Dry density, pcf 95.3 91.0 93.5
Void ratio 0.7683 0.8529 0.8027
Saturation,% 80.6 100.0 100.0
Test Readings for Specimen No. 3
Membrane modulus=0.124105 kN'ern2
Membrane thickness=0.012 cm
Consolidation cell pressure=95.00 psi (13.68 ksf)
Consolidation back pressure=70.00 psi(10.08 ksf)
Consolidation effective confining stress =3.60 ksf
Strain rate,%/min.=0.07
Fail.Stress=4.85 ksf at reading no.22
Def. Deviator Minor Eff. Major Eff. Pore
Dial Load Load Strain Stress Stress Stress 1:3 Press. P Q
No. in. Dial lbs. % ksf ksf ksf Ratio psi ksf ksf
0 0.0000 0.0 0 0.0 0.00 3.60 3.60 1.00 70.00 3.60 0.00
1 0.0050 38.0 38 0.1 0.83 3.25 4.08 1.25 72.40 3.67 0.41
2 0.0090 58.6 59 0.2 1.27 3.02 4.30 1.42 74.00 3.66 0.64
3 0.0120 72.9 73 0.2 1.58 2.84 4.42 1.56 75.30 3.63 0.79
4 0.0160 86.5 87 0.3 1.88 2.68 4.55 1.70 76.40 3.62 0.94
5 0.0220 96.7 97 0.4 2.09 2.53 4.63 1.83 77.40 3.58 1.05
Summit Engineering

Test Readings for Specimen No. 3 1111
Def. Deviator Minor Eff. Major Eff. Pore
Dial Load Load Strain Stress Stress Stress 1:3 Press. P Q
No. in. Dial lbs. % ksf ksf ksf Ratio psi ksf ksf
6 0.0270 105.8 106 0.5 2.29 2.40 4.69 1.95 78.30 3.55 1.14
7 0.0310 114.0 114 0.5 2.46 2.30 4.77 2.07 79.00 3.54 1.23
8 0.0360 121.6 122 0.6 2.63 2.19 4.82 2.20 79.80 3.50 1.31
9 0.0420 128.8 129 0.7 2.78 2.10 4.88 2.32 80.40 3.49 1.39
10 0.0460 135.6 136 0.8 2.92 2.03 4.95 2.44 80.90 3.49 1.46
11 0.0510 142.0 142 0.9 3.06 1.96 5.02 2.56 81.40 3.49 1.53
12 0.0560 148.3 148 0.9 3.19 1.90 5.09 2.68 81.80 3.50 1.60
13 0.0600 154.6 155 1.0 3.33 1.84 5.17 2.80 82.20 3.51 1.66
14 0.0660 161.1 161 1.1 3.46 1.79 5.25 2.94 82.60 3.52 1.73
15 0.0710 167.6 168 1.2 3.60 1.73 5.33 3.08 83.00 3.53 1.80
16 0.0770 174.2 174 1.3 3.74 1.68 5.42 3.22 83.30 3.55 1.87
17 0.0810 180.6 181 1.4 3.87 1.64 5.51 3.36 83.60 3.58 1.94
18 0.0860 187.0 187 1.4 4.01 1.60 5.60 3.51 83.90 3.60 2.00
19 0.0910 193.1 193 1.5 4.13 1.57 5.70 3.63 84.10 3.64 2.07
20 0.0950 199.3 199 1.6 4.26 1.53 5.79 3.79 84.40 3.66 2.13
21 0.1000 205.6 206 1.7 4.39 1.50 5.89 3.93 84.60 3.69 2.20
22 0.1500 229.0 229 2.5 4.85 1.47 6.32 4.30 84.80 3.89 2.43
23 0.2000 230.2 230 3.4 4.84 1.66 6.49 3.92 83.50 4.07 2.42
24 0.2500 231.3 231 4.2 4.82 1.74 6.56 3.76 82.90 4.15 2.41
25 0.3000 232.6 233 5.0 4.80 1.77 6.57 3.71 82.70 4.17 2.40
26 0.3500 237.6 238 5.9 4.86 1.81 6.67 3.68 82.40 4.24 2.43
27 0.4000 236.8 237 6.7 4.80 1.87 6.67 3.56 82.00 4.27 2.40
28 0.4500 238.6 239 7.6 4.79 1.86 6.65 3.58 82.10 4.25 2.40
29 0.5000 245.6 246 8.4 4.89 1.84 6.73 3.65 82.20 4.29 2.44
30 0.5500 250.6 251 9.2 4.94 1.84 6.79 3.68 82.20 4.31 2.47
31 0.6000 257.2 257 10.1 5.03 1.84 6.87 3.73 82.20 4.36 2.51
32 0.6500 262.4 262 10.9 5.08 1.86 6.94 3.73 82.10 4.40 2.54
33 0.7000 265.8 266 11.8 5.10 1.90 7.00 3.68 81.80 4.45 2.55
34 0.7500 269.0 269 12.6 5.11 1.92 7.03 3.67 81.70 4.47 2.55
35 0.8000 276.1 276 13.4 5.19 1.92 7.11 3.71 81.70 4.51 2.60
36 0.8500 290.7 291 14.3 5.42 1.94 7.36 3.79 81.50 4.65 2.71
37 0.9000 305.4 305 15.1 5.63 2.02 7.65 3.79 81.00 4.83 2.82
Summit Engineering

BEARING RATIO TEST REPORT
ASTM D1883-16
350
I CBR at 95%Max. Density=7.0%
for 0.20 in. Penetration
10
9
280 170 blows
0
cc 8
CO
U
ZZ
a 7 I
w 210 / 60 blows
c 1 -
`.°
w 6 i
.0
103 104 105 106 107 108
cu
e Molded Density(pcf)
c
0
w
m -
N 140
c
d
O.
70
/
0
0 0.1 0 2 0.3 0.4 0.5
Penetration Depth(in.)
Molded Soaked CBR("Al__ Linearity Surcharge Correction Swell Max.
Density Percent of Moisture Density Percent of Moisture 0.10 in. 0.20 in. (lbs.)
(pcf) Max.Dens. (%) (pcf) Max.Dens. (%) (in.) (%)
1 • 103.3 94.8 16.2 102.3 I 93.8 23.0 5.4 6.9 0.020 10
2 ♦ 107.1 98.3 16.2 106.0 97.2 21.9 6.2 8.4 0.021 10 1
3 ■ i
Material Description Max. Optimum
AASHTO Dens. Moisture LL PI
(pcf) (%)
Light-Brown Micaceous Silty Sand A-4(0) 109.0 18.3 NP NP
I Project No: 7543.G0004 Test Remarks:
Project: Publix @ Mills River
Location: B-19 @ 0'-30'/B-20 @ 0'-55'Combined
Date: 01-31-24
BEARING RATIO TEST REPORT
Summit Engineering Figure
Tested By: JC/FG Checked By: MH

BEARING RATIO TESTING RESULTS
(ASTM D1883-16)
Date: 01-31-24
Project No.: 7543.G0004
Project: Publix @ Mills River
Location: B-19 @ 0'-30'/B-20 @ 0'-55'Combined
Material Description: Light-Brown Micaceous Silty Sand
AASHTO Classification: A-4(0)
Liquid Limit: NP Plasticity Index: NP
Test Description:
Maximum Dry Density,pcf: 109.0 Optimum Moisture Content,%: 18.3
Testing Remarks:
Sample 1 (60 Blows;Surcharge:10 lbs.)
Water Content
Wt.Wet Soil+Tare,gms. 721.9 Wt.Soil+Tare,gms. 621.4 Wt.Tare,gms. 0.00 Moisture.st 16?
Unit Weight
Wt.Mold+Soil,lbs. 24.60 Wt.Mold,lbs. 15 59 Ht.Soil,in. 4.587 Density,pc+ 103 3
Swell Data Final Water Content
Elapsed Dial Reading Swell Wt.Wet
Time,hrs. in.x 1,000 % Soil+Tare,gms. Dry Soil+Tare Tare Moisture,%
0 403 0.0 1) 729.4 593.2 0.00 -' `21i0 _ ,i
96 450 1.0
200
Penetration Test Data /
Pen. Stress CBR //
in. Dial Reading psi /
G 160
0.0 0 0.0 a
0.025 19.4 6.5 °; /
0.05 51-0 17.0 ,ill t2o
0.075 87.8 29.3 '"
0.1 130.9 43.6 5.4 z
0.125 171.3 57.1 c
zzia7........„„,- ..-----------------41-, ../ ------------------41
4 80
0.15 213.5 71.2 m
0.175 252.5 84.2 v
0:2 288.9 96.3 6.9 as ao '/
0.3 395.7 131.9 l Dashed line is
0.4 471.9157.3 ✓ curve linearity
0.5 539.3 179.8 �ri/� correction
0
0 of oz 03 oa o.s
Penetration Depth(in.)
Summit Engineering

Sample 2 (70 Blows;Surcharge: 10 lbs.)
Water Content
Wt.Wet Soil+Tare,gms. 721.9 Wt.Soil+Tare,gms. 621.4 Wt.Tare,gms. 0.00 Mi'i tutu,% 16.2
Unit Weight
Wt.Mold+Soil,lbs. 24.81 Wt.Mold,lbs. 15.45 Ht.Soil,in. 4.599 Density,pcf 107
Swell Data Final Water Content
Elapsed Dial Reading Swell Wt.Wet
Time,hrs. in.x 1,000 % Soil+Tare,gms. Dry Soil+Tare Tare Moisture,%
0 568 0.0 1) 1089.1 893.2 0.00 21.9
96 615 1.0
Penetration Test Data 350
Pen. Stress CBR
Dial Reading
in. psi % N 280
0.0 0 0.0 a
0.025 20.5 6.8 i _ •
0.05 55.6 18.5 °m
0.075 96.6 32.2 N
GU- Atitif' • ' =-_)'2 -,ice,- z i
0.125 194.0 64.7 c lao
0.15 245.2 81.7 2
0.175 295.1 98.4 ai '
k
.= si_ '�'-. -. A'' -.�_i -�A-- c
al 0.3 498.7 166.2 a 70
Dashed line is
0.4 612.4 204.1 curve linearity
0.5 702.0 234.0 0 correction
0 0.1 0.2 .. 0.4 0
Penetration Depth(in.)
Summit Engineering

COMPACTION TEST REPORT
111 I 1 !
110 I i
1
1
109
i 1_ 8.3%. 109.0 ,. ' \
0 , I 1 1
a
l i
i I r
sa' lid -_ I
108
1 ! it 1
i
107 I
t
�
Ii l � , I 111 1
! ZAV for
e ' Sp.G. _
106 1 1 1 ' \ I I I 2.65
14 15.5 17 18.5 20 21.5 23
Water content, %
Test specification: ASTM D 698-12 Method A Standard
Elev/ Classification Nat. % > % <
Depth USCS AASHTO Moist. Sp.G. LL PI #4 No.200
SM A-4(0) NP NP 0.1 40.0
TEST RESULTS MATERIAL DESCRIPTION
Light Brown Micaceous Silty Sand
Maximum dry density= 109.0 pcf
Optimum moisture= 18.3 %
Project No. 7543.G0004 Client: Harris Development Group Remarks:
Project: Publix @ Mills River
o Location: B-19 @ 0'-30'/B-20 @ 0'-55'Combined
Summit Engineering
Pineville, North Carolina Figure
Tested By: FG _ - Checked By: MH

Particle Size Distribution Report
ASTM D6913
C V
C C c CC Q N
D Cr) N .- ,- n :K. • O o o o 4t 100 V I I I ( Y • •I I I ► 1 1
I 11 1 1 1 I I V 11 1 1
90 . 1 a I ) I • I I I-—1-
I I • I 1
I I I 11
80 I I I I I
I I I I I
70 I I I • I I
I I I I I I I
w 60 I I - I I I I I
z I I I I • I I
i-
z 50 i { ) I i I ! '
w I I I I I I •
rt w 40 I 1 I I
w I I I I I I
I I I I I
30 I f I I' I 1 r
I I I I I I
20 1 I I I I I I ,
I I I I I I
I I I I I I
10 - • 1 11 I I I I i '.
I I I I I I I I I
0 I 1 I I I I I I
100 10 1 0.1 0.01 0.001
GRAIN SIZE-mm.
%Gravel %Sand
+3„
Fines
Coarse _ Fine Coarse Medium Fine
0.0 0.0 0.1 1.7 11.0 47.2 40.0
Test Results(ASTM D6913) Material Description
Sieve Size Finer Spec.' Out of Pct. Light-Brown Micaceous Silty Sand
or ° Spec. of
Diam.(mm.) (/°) (%) (%) Fines
0.375 100.0
#4 99.9
#10 98.2 Atterberg Limits
#20 95.2 PL= NP LL= NP P1= NP
#40 87.2 Coefficients
#60 72.2 D90= 0.4995 D85= 0.3850 D60= 0.1663
#100 57.0 D50= 0.1178 D30= D15=
#140 47.3 D10= Cu= Cc=
#200 40.0
Classification
USCS= SM AASHTO= A-4(0)
Test Remarks
(no specification provided)
Location: B-19 a 0'-307B-20 @ 0'-55'Combined
Sample Date: 01-31-24
Summit Engineering Client: Harris Development Group
Project: Publix @ Mills River
Pineville, North Carolina Project No: 7543.G0004 Figure
Tested By: JC Checked By: MH

LIQUID AND PLASTIC LIMITS TEST REPORT
60
Dashed line indicates the approximate
upper limit boundary for natural soils
•
50— /
O
40
X /
p /
z /
}
U 30 .—
g
a / �
/ Q
20 / 0�
G~
10 - '
//C�MLf/// ML or OL MH or OH
0 0 10 20 30 40 50 60 70 80 90 100 110
LIQUID LIMIT
MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS
• Light-Brown Micaceous Silty Sand NP NP NP 87.2 40.0 SM
Project No. 7543.G0004 Client: Harris Development Group Remarks:
Project: Publix @ Mills River
•Location: B-19 @ 0'-30'/B-20 @ 0'-55'Combined
Summit Engineering
Pineville, North Carolina Figure
Tested By: FG Checked By: MH

4.8 Total Effective 1 - ---• •
C, ksf 0.31 0.16
(I), deg 23.9 i 33.2 -
Tan(4) 0.44 0.65 i -
3.2 _ _. -
_Ne
Icn 1.6 Al.ti \
_ _� A�
ilie
min N \
I„ T I \
_ __._._- i iii - =mom , i \
o f 1- 1
0 1.6 3.2 48 6.4 8 9.6
Total Normal Stress, ksf
Effective Normal Stress, ksf ---
9 Sample No 1 2 3
Water Content, % 20.9 20.9 20.9
7.5 Dry Density, pcf 101.8 102.4 101.6
:-:=�_�� m Saturation, % 86.0 87.4 85.7
E Void Ratio 0.6558 0.6458 0.6584
Y 6 Diameter, in. 2.865 2.865 2.867
u . " - -Height, in. 6.050 6.015 6.041
a, Water Content, % 25.3 23.4 23.9
vi 4 5 I i I 7) Dry Density, pcf 100.1 103.3 102.4
o NMI a� Saturation, % 100.0 100.0 100.0
.5 r ~ Void Ratio 0.6832 0.6312 0.6456
0 3 L_ ¢ Diameter, in. 2.876 2.851 2.860
�p _._.._ _ Height in Ir
6.102 6.021 6.025
ANC ._._ Strain rate, %/min. 0.07 0.07 0.07
1.5II i I r Back Pressure, psi 70.00 70.00 70.00
' 1 Cell Pressure, psi 75.00 85.00 95.00
0 Fail. Stress, ksf 1.93 4.45 5.97
0 5 10 15 20 Total Pore Pr., ksf 10.35 10.71 11.52
Axial Strain, % Ult. Stress, ksf
Total Pore Pr., ksf
Type of Test: 6, Failure, ksf 2.38 5.97 8.13
CU with Pore Pressures 63 Failure, ksf 0.45 1.53 2.16
Sample Type: Remolded Sample Client: Harris Development Group
Description: Light-Brown Micaceous Silty Sand
Project: Publix @ Mills River
LL=NP PI=NP
Assumed Specific Gravity=2.70 Location: B-19 @ 0'-30'/B-20 @ 0'-55'Combined
Remarks:
Proj. No.: 7543.G0004 Date Sampled: 01-31-24
TRIAXIAL SHEAR TEST REPORT
Summit Engineering
Figure - Pineville. North Carolina
Tested By: FG - Checked By: MH

15 1 15 2
12 i 12
I I J -- _
= cn 9 = o3
ui CI) vi 2 4-cii
d
m o 6 - w o
6
o CO o 6
CL '5 � '5
To a� a)I°• � 3 I° 0 3
0 0
0% 8% 16% 0% 8% 16%
15 3 15 4
12 /�--.--_I —__—_— I 12
I t I
= w 9 • = CI) 9
rn w rn w
o_ W Y Q � Y
m o 6 2 0 6
o m oco
CL '5 o— '5
To PI a)
H 3- o 3
0 • 0
0% 8% 16% 0% 8% 16%
6 Peak Strength
Total Effective
i
a= 0.43 ksf 0.20 ksf
a= 21.4 deg 28.4 deg i
tan a= 0.39 0.54
4
co
6
2- '%
i /1 I / I
0 2 4 6 8 10 12
p, ksf
Stress Paths: Total Effective———
Client: Harris Development Group
Project: Publix @ Mills River
Location: B-19 @ 0'-30'/B-20 @ 0'-55'Combined
Project No.: 7543.G0004 Figure Summit Engineering
Tested By: FG Checked By: MH

TRIAXIAL COMPRESSION TEST 2/23/2024
CU with Pore Pressures 11:56 AM
Date: 01-31-24
Client:- Harris Development Group
Project: Publix @ Mills River
Project No.: 7543.G0004
Location: B-19 @ 0'-307B-20 @ 0'-55'Combined
Description: Light-Brown Micaceous Silty Sand
Remarks:
Type of Sample: Remolded Sample
Assumed Specific Gravity=2.70 LL=NP PL= PI=NP
Test Method: ASTM D 4767 Method B
Parameters for Specimen No. 1
Specimen Parameter Initial Saturated Consolidated Final
Moisture content: Moist soil+tare, gms. 1260.010 1305.900
Moisture content: Dry soil+tare, gms. 1042.190 1042.190
Moisture content: Tare, gms. 0.000 0.000
Moisture,% 20.9 25.8 25.3 25.3
Moist specimen weight, gms. 1260.01
Diameter, in. 2.865 2.884 2.876
Area, in.2 6.447 6.535 6.497
Height, in. 6.050 6.114 6.102
Net decrease in height, in. -0.064 0.012
Net decrease in water volume, cc. 5.000
Wet density, pcf 123.1 125.0 125.5
Dry density, pcf 101.8 99.4 100.1
Void ratio 0.6558 0.6961 0.6832
Saturation, % 86.0 100.0 100.0
Test Readings for Specimen No. 1
Membrane modulus=0.124105 kN/cm2
Membrane thickness=0.012 cm
Consolidation cell pressure=75.00 psi (10.80 ksf)
Consolidation back pressure=70.00 psi (10.08 ksf)
Consolidation effective confining stress=0.72 ksf
Strain rate,%/min.=0.07
Fail.Stress= 1.93 ksf at reading no.21
Summit Engineering

Test Readings for Specimen No. 1
Def. Deviator Minor Eff. Major Eff. Pore
Dial Load Load Strain Stress Stress Stress 1:3 Press. P Q
No. in. Dial lbs. % ksf ksf ksf Ratio psi ksf ksf
0 0.0000 0.0 0 0.0 0.00 0.72 0.72 1.00 70.00 0.72 0.00
1 0.0050 16.3 16 0.1 0.36 0.53 0.89 1.68 71.30 0.71 0.18
2 0.0100 21.4 21 0.2 0.47 0.46 0.93 2.03 71.80 0.70 0.24
3 0.0150 25.4 25 0.2 0.56 0.42 0.98 2.34 72.10 0.70 0.28
4 0.0200 28.4 28 0.3 0.63 0.39 1.02 2.61 72.30 0.70 0.31
5 0.0250 31.1 31 0.4 0.69 0.37 1.06 2.83 72.40 0.72 0.34
6 0.0300 33.9 34 0.5 0.75 0.36 1.11 3.08 72.50 0.73 0.37
7 0.0350 36.4 36 0.6 0.80 0.36 1.16 3.23 72.50 0.76 0.40
8 0.0400 38.7 39 0.7 0.85 0.35 1.20 3.47 72.60 0.77 0.43
9 0.0450 44.0 44 0.7 0.97 0.35 1.31 3.80 72.60 0.83 0.48
10 0.0500 48.0 48 0.8 1.06 0.35 1.40 4.05 72.60 0.87 0.53
11 0.0550 51.3 51 0.9 1.13 0.35 1.47 4.26 72.60 0.91 0.56
12 0.0600 53.8 54 1.0 1.18 0.35 1.53 4.42 72.60 0.94 0.59
13 0.0650 56.1 56 1.1 1.23 0.35 1.58 4.56 72.60 0.96 0.62
14 0.0700 58.6 59 1.1 1.28 0.36 1.64 4.57 72.50 1.00 0.64
15 0.0750 60.9 61 1.2 1.33 0.36 1.69 4.70 72.50 1.03 0.67
16 0.0800 63.2 63 1.3 1.38 0.36 1.74 4.84 72.50 1.05 0.69
17 0.0850 65.5 66 1.4 1.43 0.36 1.79 4.98 72.50 1.08 0.72
18 0.0900 67.8 68 1.5 1.48 0.37 1.85 4.95 72.40 1.11 0.74
19 0.0950 70.1 70 1.6 1.53 0.39 1.92 4.93 72.30 1.15 0.76
20 0.1000 72.3 72 1.6 1.58 0.40 1.98 4.91 72.20 1.19 0.79
21 0.1500 89.5 90 2.5 1.93 0.45 2.38 5.33 71.90 1.41 0.97
22 0.2000 110.4 110 3.3 2.37 0.63 3.00 4.74 70.60 1.82 1.18
23 0.2500 127.1 127 4.1 2.70 0.73 3.44 4.68 69.90 2.09 1.35
24 0.3040 141.7 142 5.0 2.98 0.85 3.83 4.51 69.10 2.34 1.49
25 0.3500 155.2 155 5.7 3.24 0.95 4.19 4.41 68.40 2.57 1.62
26 0.4000 166.3 166 6.6 3.44 1.05 4.50 4.28 67.70 2.77 1.72
27 0.4500 179.3 179 7.4 3.68 1.17 4.85 4.16 66.90 3.01 1.84
28 0.5040 189.5 190 8.3 3.85 1.27 5.12 4.04 66.20 3.19 1.93
29 0.5510 199.0 199 9.0 4.01 1.34 5.35 4.00 65.70 3.35 2.01
30 0.6000 210.4 210 9.8 4.20 1.43 5.63 3.95 65.10 3.53 2.10
31 0.6510 220.0 220 10.7 4.36 1.50 5.85 3.91 64.60 3.68 2.18
32 0.7010 229.2 229 11.5 4.50 1.58 6.08 3.84 64.00 3.83 2.25
33 0.7540 238.4 238 12.4 4.63 1.66 6.29 3.80 63.50 3.97 2.32
34 0.8040 246.8 247 13.2 4.75 1.73 6.48 3.75 63.00 4.10 2.37
35 0.8500 255.8 256 13.9 4.88 1.80 6.68 3.71 62.50 4.24 2.44
36 0.9000 262.7 263 14.7 4.96 1.83 6.79 3.71 62.30 4.31 2.48
Summit Engineering

Parameters for Specimen No. 2
Specimen Parameter Initial Saturated Consolidated Final
Moisture content: Moist soil+tare,gms. 1260.320 1286.160
Moisture content: Dry soil+tare,gms. 1042.450 1042.450
Moisture content:Tare,gms. 0.000 0.000
Moisture,% 20.9 24.1 23.4 23.4
Moist specimen weight,gms. 1260.32
Diameter, in. 2.865 2.853 2.851
Area, in.2 6.447 6.394 6.383
Height, in. 6.015 6.085 6.021
Net decrease in height, in. -0.070 0.064
Net decrease in water volume,cc. 7.800
Wet density, pcf 123.8 126.7 127.5
Dry density, pcf 102.4 102.1 103.3
Void ratio 0.6458 0.6514 0.6312
Saturation,% 87.4 100.0 100.0
Test Readings for Specimen No. 2 ,'
Membrane modulus=0.124105 kN/cm2
Membrane thickness=0.012 cm
Consolidation cell pressure= 85.00 psi (12.24 ksf)
Consolidation back pressure=70.00 psi (10.08 ksf)
Consolidation effective confining stress=2.16 ksf
Strain rate,%/min.=0.07
Fail.Stress=4.45 ksf at reading no.24
Def. Deviator Minor Eff. Major Eff. Pore
Dial Load Load Strain Stress Stress Stress 1:3 Press. P Q
No. in. Dial lbs. V. ksf ksf ksf Ratio psi ksf ksf
0 0.0000 0.0 0 0.0 0.00 2.16 2.16 1.00 70.00 2.16 0.00
1 0.0050 26.6 27 0.1 0.60 1.94 2.54 1.31 71.50 2.24 0.30
2 0.0100 46.7 47 0.2 1.05 1.70 2.75 1.62 73.20 2.23 0.53
3 0.0150 58.9 59 0.2 1.33 1.56 2.88 1.85 74.20 2.22 0.66
4 0.0200 67.8 68 0.3 1.52 1.45 2.98 2.05 74.90 2.22 0.76
5 0.0250 74.6 75 0.4 1.68 1.38 3.06 2.21 75.40 2.22 0.84
6 0.0300 80.2 80 0.5 1.80 1.32 3.13 2.36 75.80 2.22 0.90
7 0.0350 84.9 85 0.6 1.90 1.28 3.19 2.49 76.10 2.23 0.95
8 0.0400 89.1 89 0.7 2.00 1.25 3.25 2.59 76.30 2.25 1.00
9 0.0450 93.4 93 0.7 2.09 1.24 3.33 2.69 76.40 2.28 1.05
10 0.0500 97.2 97 0.8 2.17 1.22 3.40 2.78 76.50 2.31 1.09
11 0.0550 101.0 101 0.9 2.26 1.21 3.47 2.87 76.60 2.34 1.13
12 0.0600 104.4 104 1.0 2.33 1.20 3.53 2.95 76.70 2.36 1.17
13 0.0650 107.6 108 1.1 2.40 1.18 3.58 3.03 76.80 2.38 1.20
14 0.0700 110.8 111 1.2 2.47 1.18 3.65 3.09 76.80 2.42 1.24
15 0.0750 113.8 114 1.2 2.54 1.18 3.72 3.15 76.80 2.45 1.27
16 0.0800 116.5 117 1.3 2.59 1.17 3.76 3.22 76.90 2.46 1.30
17 0.0850 119.1 119 1.4 2.65 1.17 3.82 3.27 76.90 2.49 1.32
18 0.0900 122.0 122 1.5 2.71 1.17 3.88 3.32 76.90 2.52 1.36
19 0.0950 124.8 125 1.6 2.77 1.17 3.94 3.38 76.90 2.55 1.39
20 0.1000 127.5 128 1.7 2.83 1.18 4.01 3.40 76.80 2.60 1.41
21 0.1500 150.7 151 2.5 3.32 1.24 4.55 3.68 76.40 2.90 1.66
22 0.2000 171.0 171 3.3 3.73 1.32 5.05 3.82 75.80 3.19 1.86
23 0.2500 191.7 192 4.2 4.15 1.44 5.58 3.88 75.01 3.51 2.07
Summit Engineering

Test Readings for Specimen No. 2
Def. Deviator Minor Eff. Major Eff. Pore
Dial Load Load Strain Stress Stress Stress 1:3 Press. P Q
No. in. Dial lbs. % ksf ksf ksf Ratio psi ksf ksf
24 0.3000 207.5 208 5.0 4.45 1.53 5.97 3.91 74.40 3.75 2.22
25 0.3500 224.2 224 5.8 4.76 1.64 6.41 3.90 73.60 4.02 2.38
26 0.4040 242.0 242 6.7 5.09 1.77 6.86 3.88 72.70 4.32 2.55
27 0.4540 257.4 257 7.5 5.37 1.87 7.24 3.87 72.00 4.56 2.68
28 0.5000 270.2 270 8.3 5.59 1.96 7.55 3.85 71.40 4.75 2.79
29 0.5500 284.6 285 9.1 5.83 2.09 7.92 3.79 70.50 5.00 2.92
30 0.6010 301.4 301 10.0 6.12 2.20 8.32 3.78 69.70 5.26 3.06
31 0.6500 313.9 314 10.8 6.32 2.30 8.62 3.74 69.00 5.46 3.16
32 0.7010 325.9 326 11.6 6.50 2.39 8.89 3.72 68.40 5.64 3.25
33 0.7510 339.3 339 12.5 6.70 2.48 9.18 3.70 67.80 5.83 3.35
34 0.8050 350.3 350 13.4 6.85 2.58 9.42 3.66 67.10 6.00 3.42
35 0.8540 362.9 363 14.2 7.03 2.65 9.68 3.65 66.60 6.16 3.51
36 0.9000 375.6 376 14.9 7.21 2.74 9.94 3.63 66.00 6.34 3.60
Parameters for Specimen No. 3
Specimen Parameter Initial Saturated Consolidated Final
Moisture content: Moist soil+tare, gms. 1257.900 1289.250
Moisture content: Dry soil+tare,gms. 1040.450 1040.450
Moisture content:Tare,gms. 0.000 0.000
Moisture,% 20.9 25.3 23.9 23.9
Moist specimen weight,gms. 1257.90
Diameter, in. 2.867 2.873 2.860
Area, in.2 6.456 6.481 6.423
Height, in. 6.041 6.107 6.025
Net decrease in height, in. -0.066 0.082
Net decrease in water volume, cc. 14.400
Wet density, pcf 122.9 125.5 126.9
Dry density, pcf 101.6 100.2 102.4
Void ratio 0.6584 0.6830 0.6456
Saturation,% 85.7 100.0 100.0
Test Readings for Specimen No. 3
Membrane modulus=0.124105 kN/cm2
Membrane thickness=0.012 cm
Consolidation cell pressure=95.00 psi (13.68 ksf)
Consolidation back pressure=70.00 psi(10.08 ksf)
Consolidation effective confining stress=3.60 ksf
Strain rate,%/min.=0.07
Fail.Stress=5.97 ksf at reading no.27
Def. Deviator Minor Eff. Major Eff. Pore
Dial Load Load Strain Stress Stress Stress 1:3 Press. P Q
No. in. Dial lbs. % ksf ksf ksf Ratio psi ksf ksf
0 0.0000 0.0 0 0.0 0.00 3.60 3.60 1.00 70.00 3.60 0.00
1 0.0030 37.2 37 0.0 0.83 3.20 4.03 1.26 72.80 3.61 0.42
2 0.0080 63.7 64 0.1 1.43 2.84 4.26 1.50 75.30 3.55 0.71
3 0.0130 81.2 81 0.2 1.82 2.59 4.41 1.70 77.00 3.50 0.91
4 0.0170 94.8 95 0.3 2.12 2.42 4.54 1.88 78.20 3.48 1.06
5 0.0220 105.3 105 0.4 2.35 2.29 4.64 2.03 79.10 3.47 1.18
6 0.0270 114.0 114 0.4 2.54 2.19 4.73 2.16 79.80 3.46 1.27
Summit Engineering

Test Readings for Specimen No. 3
Def. Deviator Minor Eff. Major Eff. Pore
Dial Load Load Strain Stress Stress Stress 1:3 Press. P Q
No. in. Dial lbs. % ksf ksf ksf Ratio psi ksf ksf
7 0.0330 121.6 122 0.5 2.71 2.10 4.81 2.29 80.40 3.46 1.36
8 0.0360 128.6 129 0.6 2.87 2.04 4.91 2.40 80.80 3.48 1.43
9 0.0420 134.6 135 0.7 3.00 1.99 4.98 2.51 81.20 3.49 1.50
10 0.0460 140.1 140 0.8 3.12 1.94 5.06 2.60 81.50 3.50 1.56
11 0.0510 144.9 145 0.8 3.22 1.92 5.14 2.68 81.70 3.53 1.61
12 0.0560 149.5 150 0.9 3.32 1.89 5.21 2.76 81.90 3.55 1.66
13 0.0620 153.5 154 1.0 3.41 1.86 5.26 2.83 82.10 3.56 1.70
14 0.0650 157.4 157 1.1 3.49 1.84 5.33 2.89 82.20 3.59 1.75
15 0.0710 161.0 161 1.2 3.57 1.81 5.38 2.97 82.40 3.60 1.78
16 0.0750 164.2 164 1.2 3.64 1.81 5.45 3.00 82.40 3.63 1.82
17 0.0810 167.3 167 1.3 3.70 1.80 5.50 3.06 82.50 3.65 1.85
18 0.0860 170.2 l70 1.4 3.76 1.79 5.55 3.11 82.60 3.67 1.88
l9 0.0910 173.1 173 1.5 3.82 1.79 5.61 3.14 82.60 3.70 1.91
20 0.0950 175.8 176 1.6 3.88 1.77 5.65 3.19 82.70 3.71 1.94
21 0.1010 178.3 l78 1.7 3.93 1.77 5.70 3.22 82.70 3.74 1.97
22 0.2030 217.6 218 3.4 4.71 1.81 6.53 3.60 82.40 4.17 2.36
23 0.2510 234.6 235 4.2 5.04 1.87 6.91 3.69 82.00 4.39 2.52
24 0.3010 249.4 249 5.0 5.31 1.94 7.26 3.73 81.50 4.60 2.66
25 0.3530 262.1 262 5.9 5.53 2.02 7.55 3.74 81.00 4.78 2.77
26 0.4030 275.5 276 6.7 5.76 2.09 7.85 3.76 80.50 4.97 2.88
27 0.4530 288.1 288 7.5 5.97 2.16 8.13 3.77 80.00 5.15 2.99
28 0.5020 297.2 297 8.3 6.11 2.22 8.33 3.75 79.60 5.27 3.05
29 0.5540 304.8 305 9.2 6.21 2.29 8.49 3.71 79.10 5.39 3.10
30 0.6030 315.1 315 10.0 6.36 2.36 8.72 3.69 78.60 5.54 3.18
31 0.6520 326.4 326 10.8 6.53 2.42 8.95 3.70 78.20 5.68 3.26
32 0.7010 336.3 336 11.6 6.66 2.48 9.14 3.69 77.80 5.81 3.33
33 0.7530 340.8 341 12.5 6.69 2.53 9.22 3.64 77.40 5.88 3.34
34 0.8000 351.0 351 13.3 6.82 2.59 9.42 3.63 77.00 6.00 3.41
35 0.8500 360.1 360 14.1 6.93 2.64 9.57 3.63 76.70 6.10 3.47
36 0.9050 368.3 368 15.0 7.02 2.69 9.71 3.61 76.30 6.20 3.51
Summit Engineering

/A
SUMMIT
ENGINEERING•LABORATORY•TESTING
A Universal Engineering Sciences Company
Moisture Content of Soil and Wash 200
ASTM D2216 and ASTM D1140
Project Name: Publix at Mills River Date: 2.27.24
Job Number: A23121.00253.000 Technician: Collin Glasser
USCS Weight of Pan Weight of Pan plus Weight of Pan plus Weight of Dry Soil Weight of Water Moisture Content Weight of Pan plus Weight of Dry Soil
Boring/Sample# Sample Depth(ft) Classification (grams) Wet Soil(grams) Dry Soil(grams) (grams) (grams) (�) Dry Soil after#200 after#200 Wash %Finer than#200
Wash(grams) (grams)
B-15 3.5-5 ML 390.62 625.16 579.09 188.47 46.07 24.4 465.3 74.6 60.4%
B-21 3.5-5 SM 393.45 636.71 602.63 209.18 34.08 16.3 535.5 142.1 32.1%
B-24 6-7.5 SM 388.31 530.61 508.41 120.10 22.20 18.5 458.9 70.6 41.2%
B-31 6-7.5 SC 388.94 635.17 601.72 212.78 33.45 15.7 527.1 138.1 35.1%
RW-2 3.5-5 ML 381.25 615.45 572.46 191.21 42.99 22.5 463.7 82.5 56.9%
RW-7 1-2.5 SM 392.16 598.84 567.09 174.93 31.75 18.2 523.1 131.0 25.1%

APPENDIX IV
Results of ReMi Testing

Publix at Mills River: Vs Model
0 500 1000 1500 2000 2500 3000 3500 4000 4500 5000
—Vs100' = 2033 ft/s
-10
-20
-30
-40
0
w -50
A
-60
-70
-80
-90
-100 - - -
Shear-Wave Velocity,ft/s

APPENDIX V
Important Information About this Geotechnical
Engineering Report
Constraints and Restrictions

Important Information about This
(--- Geotecbnical-Engineering
Subsurface problems are a principal cause of construction delays, cost overruns, claims, and disputes.
While you cannot eliminate all such risks, you can manage them. The following information is provided to help.
Geotechnical Services Are Performed for assessment of their impact.Geotechnical engineers cannot
Specific Purposes, Persons, and Projects accept responsibility or liability for problems that occur because
Geotechnical engineers structure their services to meet the their reports do not consider developments of which they were
specific needs of their clients.A geotechnical-engineering not informed.
study conducted for a civil engineer may not fulfill the needs of
a constructor—a construction contractor—or even another Subsurface Conditions Can Change
civil engineer.Because each geotechnical-engineering study A geotechnical-engineering report is based on conditions that
is unique,each geotechnical-engineering report is unique, existed at the time the geotechnical engineer performed the
prepared solely for the client.No one except you should rely on study.Do not rely on a geotechnical-engineering report whose
this geotechnical-engineering report without first conferring adequacy may have been affected by:the passage of time;
with the geotechnical engineer who prepared it.And no one man-made events,such as construction on or adjacent to the
—not even you—should apply this report for any purpose or site;or natural events,such as floods,droughts,earthquakes,
project except the one originally contemplated. or groundwater fluctuations.Contact the geotechnical engineer
before applying this report to determine if it is still reliable.A
Read the Full Report minor amount of additional testing or analysis could prevent
Serious problems have occurred because those relying on major problems.
a geotechnical-engineering report did not read it all.Do
not rely on an executive summary.Do not read selected Most Geotechnical Findings Are Professional
elements only. Opinions
Site exploration identifies subsurface conditions only at those
Geotechnical Engineers Base Each Report on points where subsurface tests are conducted or samples are
a Unique Set of Project-Specific Factors taken.Geotechnical engineers review field and laboratory
Geotechnical engineers consider many unique,project-specific data and then apply their professional judgment to render
factors when establishing the scope of a study.Typical factors an opinion about subsurface conditions throughout the
include:the client's goals,objectives,and risk-management site.Actual subsurface conditions may differ—sometimes
preferences;the general nature of the structure involved,its significantly—from those indicated in your report.Retaining
size,and configuration;the location of the structure on the the geotechnical engineer who developed your report to
site;and other planned or existing site improvements,such as provide geotechnical-construction observation is the most
access roads,parking lots,and underground utilities.Unless effective method of managing the risks associated with
the geotechnical engineer who conducted the study specifically unanticipated conditions.
indicates otherwise,do not rely on a geotechnical-engineering
report that was: A Report's Recommendations Are Not Final
• not prepared for you; Do not overrely on the confirmation-dependent
• not prepared for your project; recommendations included in your report.Confirmation-
• not prepared for the specific site explored;or dependent recommendations are not final,because
• completed before important project changes were made. geotechnical engineers develop them principally from
judgment and opinion.Geotechnical engineers can finalize
Typical changes that can erode the reliability of an existing their recommendations only by observing actual subsurface
geotechnical-engineering report include those that affect: conditions revealed during construction.The geotechnical
• the function of the proposed structure,as when it's changed engineer who developed your report cannot assume
from a parking garage to an office building,or from a light- responsibility or liability for the report's confirmation-dependent
industrial plant to a refrigerated warehouse; recommendations if that engineer does not perform the
• the elevation,configuration,location,orientation,or weight geotechnical-construction observation required to confirm the
of the proposed structure; recommendations'applicability.
• the composition of the design team;or
• project ownership. A Geotechnical-Engineering Report Is Subject
to Misinterpretation
As a general rule,always inform your geotechnical engineer Other design-team members'misinterpretation of
of project changes—even minor ones—and request an geotechnical engineering reports has resulted in costly

r
problems.Confront that risk by having your geotechnical others recognize their own responsibilities and risks.Read
engineer confer with appropriate members of the design team these provisions closely.Ask questions.Your geotechnical
after submitting the report.Also retain your geotechnical engineer should respond fully and frankly.
engineer to review pertinent elements of the design team's
plans and specifications.Constructors can also misinterpret Environmental Concerns Are Not Covered
a geotechnical-engineering report.Confront that risk by The equipment,techniques,and personnel used to perform
having your geotechnical engineer participate in prebid and an environmental study differ significantly from those used to
preconstruction conferences,and by providing geotechnical perform a geotechnical study.For that reason,a geotechnical-
construction observation. engineering report does not usually relate any environmental
findings,conclusions,or recommendations;e.g.,about
Do Not Redraw the Engineer's Logs the likelihood of encountering underground storage tanks
Geotechnical engineers prepare final boring and testing logs or regulated contaminants. Unanticipated environmental
based upon their interpretation of field logs and laboratory problems have led to numerous project failures.If you have not
data.To prevent errors or omissions,the logs included in a yet obtained your own environmental information,
geotechnical-engineering report should never be redrawn ask your geotechnical consultant for risk-management
for inclusion in architectural or other design drawings.Only guidance.Do not rely on an environmental report prepared for
photographic or electronic reproduction is acceptable,but someone else.
recognize that separating logs from the report can elevate risk.
Obtain Professional Assistance To Deal
Give Constructors a Complete Report and with Mold
Guidance Diverse strategies can be applied during building design,
Some owners and design professionals mistakenly believe they construction,operation,and maintenance to prevent
can make constructors liable for unanticipated subsurface significant amounts of mold from growing on indoor surfaces.
conditions by limiting what they provide for bid preparation. To be effective,all such strategies should be devised for
To help prevent costly problems,give constructors the the express purpose of mold prevention,integrated into a
complete geotechnical-engineering report,but preface it with comprehensive plan,and executed with diligent oversight by a
a clearly written letter of transmittal.In that letter,advise professional mold-prevention consultant.Because just a small
constructors that the report was not prepared for purposes amount of water or moisture can lead to the development of
of bid development and that the report's accuracy is limited; severe mold infestations,many mold-prevention strategies
encourage them to confer with the geotechnical engineer focus on keeping building surfaces dry.While groundwater,
who prepared the report(a modest fee may be required)and/ water infiltration,and similar issues may have been addressed
or to conduct additional study to obtain the specific types of as part of the geotechnical-engineering study whose findings
information they need or prefer.A prebid conference can also are conveyed in this report,the geotechnical engineer in
be valuable.Be sure constructors have sufficient time to perform charge of this project is not a mold prevention consultant;
additional study.Only then might you be in a position to none of the services performed in connection with the
give constructors the best information available to you, geotechnical engineer's study were designed or conducted for
while requiring them to at least share some of the financial the purpose of mold prevention.Proper implementation of the
responsibilities stemming from unanticipated conditions. recommendations conveyed in this report will not of itself be
sufficient to prevent mold from growing in or on the structure
Read Responsibility Provisions Closely involved.
Some clients,design professionals,and constructors fail to
recognize that geotechnical engineering is far less exact than Rely, on Your GBC-Member Geotechnical Engineer
other engineering disciplines.This lack of understanding for Additional Assistance
has created unrealistic expectations that have led to Membership in the Geotechnical Business Council of the
disappointments,claims,and disputes.To help reduce the risk Geoprofessional Business Association exposes geotechnical
of such outcomes,geotechnical engineers commonly include engineers to a wide array of risk-confrontation techniques
a variety of explanatory provisions in their reports.Sometimes that can be of genuine benefit for everyone involved with
labeled"limitations,"many of these provisions indicate where a construction project.Confer with you GBC-Member
geotechnical engineers'responsibilities begin and end,to help geotechnical engineer for more information.
GEOTECHNICAL
BUSINESS COUNCIL
iii of the Geoprofessional Business Association
8811 Colesville Road/Suite G106,Silver Spring,MD 20910
Telephone:[phone] Facsimile:301/589-2017
e-mail:[e-mail] www.geoprofessional.org
Copyright 2015 by Geoprofessional Business Association(GBA).Duplication,reproduction,or copying of this document,or its contents,in whole or in part,
by any means whatsoever,is strictly prohibited,except with GBA's specific written permission.Excerpting,quoting,or otherwise extracting wording from this document
is permitted only with the express written permission of GBA,and only for purposes of scholarly research or book review.Only members of GBA may use
this document as a complement to or as an element of a geotechnical-engineering report.Any other firm,individual,or other entity that so uses this document without
being a GBA member could be commiting negligent or intentional(fraudulent)misrepresentation.
J

CONS &RESTRICTIONSTh
The intent of this document is to bring to your attention the potential concerns and the basic limitations of a typical geotechnical report.
WARRANTY Bidders are urged to make their own soil borings, test pits, test
caissons or other investigations to determine those conditions that
Universal Engineering Sciences has prepared this report for our client may affect construction operations. Universal Engineering Sciences
for his exclusive use,in accordance with generally accepted soil and cannot be responsible far any interpretations made from this report or
foundation engineering practices,and makes no other warranty either the attached boring logs with regard to their adequacy in reflecting
expressed or implied as to the professional advice provided in the subsurface conditions which will affect construction operations.
report.
STRATA CHANGES
UNANTICIPAIEI)SOIL CONDITIONS
Strata changes are indicated by a definite line on the boring logs
The analysis and recommendations submitted in this report are based which accompany this report However, the actual change in the
upon the data obtained from soil borings performed at the locations ground may be more gradual Where changes occur between soil
indicated on the Boring Location Plan. This report does not reflect any samples, the location of the change must necessarily be estimated
variations which may occur between these borings. using all available information and may not be shown at the exact
depth.
The nature and extent of variations between borings may not become
known until excavation begins. If variations appear,we may have to OBSERVATIONS DURING DRILLING
re-evaluate our recommendations after performing on-site
observations and noting the characteristics of any variations. Attempts are made to detect and/or identify occurrences during drilling
and sampling,such as: water level,boulders,zones of lost circulation,
CHANGED CONDITIONS relative ease or resistance to drilling progress, unusual sample
recovery, variation of driving resistance, obstructions, etc.;however,
We recommend that the specifications for the project require that the lack ofmention does not preclude their presence.
contractor immediately notify Universal Engineering Sciences,as well
as the owner,when subsurface conditions are encountered that are WATER LEVELS
different from those present in this report
Water level readings have been made in the drill holes during drilling
No claim by the contractor for any conditions differing from those and they indicate normally occurring conditions. Water levels may not
anticipated in the plans,specifications,and those found in this report, have been stabilized at the last reading. This data has been reviewed
should be allowed unless the contractor notifies the owner and and interpretations made in this report. However, it must be noted
Universal Engineering Sciences of such changed conditions. Further, that fluctuations in the level of the groundwater may occur due to
we recommend that all foundation mark and site improvements be variations in rainfall,temperature,tides,and other factors not evident
observed by a representative of Universal Engineering Sciences to at the time measurements were made and reported. Since the
monitor field conditions and changes, to verify design assumptions probability of such variations is anticipated, design drawings and
and to evaluate and recommend any appropriate modifications to this specifications should accommodate such possibilities and construction
report. planning should be based upon such assumptions ofvariations.
MISINTERPRETATION OF SOIL ENGINEERING REPORT LOCATION OF BURIED OBJECTS
Universal Engineering Sciences is responsible for the conclusions and All users of this report are cautioned that there was no requirement for
opinions contained within this report based upon the data relating only Universal Engineering Sciences to attempt to locate any man-made
to the specific project and location discussed herein. If the buried objects during the course of this exploration and that no
conclusions or recommendations based upon the data presented are attempt was made by Universal Engineering Sciences to locate any
made by others,those conclusions or recommendations are not the such buried objects. Universal Engineering Sciences cannot be
responsibility of Universal Engineering Sciences. responsible for any buried man-made objects which are subsequently
encountered during construction that are not discussed within the text
CHANGED STRUCIURE OR LOCATION of this report.
This report was prepared in order to aid in the evaluation of this TIIVE
project and to assist the architect or engineer in the design of this
project. If any changes in the design or location of the structure as This report reflects the soil conditions at the time of exploration. Ifthe
outlined in this report are planned,or if any structures are included or report is not used in a reasonable amount of time,significant changes
added that are not discussed in the report, the conclusions and to the site may occur and additional reviews maybe required.
recommendations contained in this report shall not be considered
valid unless the changes are reviewed and the conclusions modified
or approved by Universal Engineering Sciences.
USE OF REPORT BYBIDDERS
Bidders who are examining the report prior to submission of a bid are SUMMIT
cautioned that this report was prepared as an aid to the designers of
the project and it may affect actual construction operations. rwciN..a».e• wwowAroar•,.snNc
A lkrwnal Engineering Selene**CpnpOny

APPENDIX B. 3
OOGenesis Engineering
Collaborative

UES
TM
August 27, 2024
Publix North Carolina, LP
c/o Harris Development Partners, LLC
128 E. Hargett Street, Suite 203
Raleigh,North Carolina 27601
Attention: Mr. Asa Harris
Subject: Addendum Report of Supplemental Borings for Seasonal High Water Table
Publix at Mills River
1400 Emma Sharpe Road
Mills River,North Carolina
UES Proposal No. 7543.GOOO4
Asa:
UES Professional Solutions 29,Inc. (UES), formerly Summit Engineering,Laboratory&Testing,
Inc., is pleased to submit this addendum report for the supplemental borings that have been
performed to determine the Seasonal High Water Table (SHWT) in the Stormwater Control
Measure (SCM) at the Publix at Mills River in Mills River, North Carolina.
UES(SUMMIT)provided a geotechnical report dated March 1,2024 for the Publix at Mills River.
Based on the borings and other factors,the SHWT on the southern portion of the site near the proposed
SCM was estimated at an elevation of 2091'to 2092',or approximately 8 to 10 feet below the existing
ground elevation. Based on the design drawings, the SCM will have a ground elevation of 2097',
however the sand filter will extend to a depth around 2094'. It is our understanding that the SHWT
will need to be at an elevation at least 2' lower than the bottom of the sand filter. NCDEQ stated that
the SHWT will need to be determined by a boring(s)within the limits of the SCM. The closest boring
to the SCM,B-30,was performed just to the north and east of the SCM. The infiltration tests, I-1, I-
2 and I-3,were only extended to depths of 3 to 4 feet for the infiltration tests and did not extend to a
sufficient depth to determine the SHWT.
1029 Old Stage Road,Suite D,Simpsonville,South Carolina 29681 1864.932.3705

Publix at Mills River—Mills River, NC August 27,2024
On August 22,UES performed 3 borings, SCM-1 to SCM-3,within the limits of the SCM as shown
on the attached boring location plan. The borings were performed to proposed depths of 25 feet each.
Boring B-1 was extended to a depth of 25 feet and borings B-2 and B-3, along with several offsets,
encountered auger refusal on apparent rock at depths from 8 to 11 feet. Based on the existing ground
surface elevation, the elevation of the rock ranged from around 2088' to 2091'. A temporary
piezometer was installed at the location of boring B-1 for a 24 hour groundwater level reading. The
groundwater depth at 24 hours was 21.5' below the ground surface.
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.)
Based on the recent borings that were performed in the limits of the SCM and the factors listed above,
the Seasonal High Water Table within the SCM appears to be at an elevation around 2087' to 2088'.
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.
All other recommendations from the geotechnical report dated March 1,2024 should be considered
valid.
F/1/ 2

Publix at Mills River—Mills River, NC August 27,2024
UES 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,
UES PROFESSIONAL SOLUTIONS 29,INC.
CL)t. t141.--
Ross R. Deaver, P.E.
SC Regional Manager
17// 3

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I UES Professional Solutions 29,Inc. Publix at Mills River Figure No.2
441U E S TM 1029 Old Stage Road, Suite D Mills River,North Carolina Boring Location Plan
10 Simpsonville,SC 29681 SUMMIT Project No. 7543.G0004
[phone]

I` BORING NUMBER SCM-1
UES PROF ESSIONAI Sol UTIONS 29,INC. PAGE 1 OF 1
UES
CLIENT Publix North Carolina, LP PROJECT NAME Publix at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North Carolina
DATE STARTED 8/22/24 COMPLETED 8/22/24 GROUND ELEVATION 2100 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR UES GROUND WATER/CAVE-IN:
DRILLING METHOD Hollow Stem Auger V AT TIME OF DRILLING 21.50 ft/Elev 2078.50 ft
LOGGED BY UES CHECKED BY R.Deaver AT END OF DRILLING ---
NOTES AFTER DRILLING ---
w a A SPT N VALUE A
0 U a o_ >- o w 0 20 40 60 80 100
�w �^ ��
Q a 0 MATERIAL DESCRIPTION w m >° D Q I I
J` W_1 Cl- O . 110> 0 20 40 60 80 100
w < El FINES CONTENT(%)❑
0 20 40 60 80 100
7O°• .,' �� Surficial Organic Soil-4" 7
POSSIBLE FILL-Very stiff,brown,fine,silty CLAY(CL)-moist
SPT 5-8-8
SS-1 (16)
RESIDUAL-Very stiff, light brown and red,fine,clayey SILT
(ML)-moist SPT 7-10-12
5.0 SS-2 (22)
-2095.0=
SPT 11-14-16
SS-3 (30)
Medium dense,red,grey and light brown,fine,slightly SPT 6-10-8
micaceous,silty SAND(SM)-moist SS-4 (18)
10.0
-2090.R••. •••
Very stiff,white,grey and tan,fine,slightly micaceous,sandy SPT 7-7-9
SILT(ML)with seams of medium sand-moist SS-5 (16)
15.0
-2085.0=•. • .•.
•
Firm, brown and grey,fine,slightly micaceous,sandy,elastic SPT 3-4-3
SILT(MH)-moist to wet SS-6 (7)
20.0
-2080.R
21.5ft
• Medium dense,grey,black and brown,fine,micaceous,silty SPT 4-5-7
SAND(SM)(weathered rock)-moist to wet SS-7 (12) •
25.0
-2075.a
-Boring terminated at approximately 25 feet below ground surface
30.0

�/IIORING NUMBER SCM-2 UES PRof ESSIONAI So!UTIONS 29,INC.�Nc. PAGE 1 OF 1
UES,
CLIENT Publix North Carolina, LP PROJECT NAME Publix at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North Carolina
DATE STARTED 8/22/24 COMPLETED 8/22/24 GROUND ELEVATION 2099 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR UES GROUND WATER/CAVE-IN:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING ---Not Encountered
LOGGED BY UES CHECKED BY R.Deaver AT END OF DRILLING ---
NOTES AFTER DRILLING ---
w o A SPT N VALUE A
O U o >- ci w 0 20 40 60 80 100
_ I-w �^ H�
Q 0 MATERIAL DESCRIPTION J CO >0 9O n Q PL
J a O. m O> 0 20 40 60 80 100
(3 2z C) oz
w < ❑FINES CONTENT(%)co
❑
0 20 40 60 80 100
2099.L5 +!% .s‘. Surficial Organic Soil-5"
RESIDUAL-Stiff, red and light brown,fine,clayey SILT(ML)-
moist SPT 5-6-8
A
SS-1 (14)
Stiff,red and grey,fine,slightly micaceous,slightly clayey, SPT 6-7-8
sandy SILT(ML)-moist SS-2 (15)
5.0
2094.0=•. •
M• edium dense, red,brown and black,fine,silty SAND(SM) SPT 9-10-16
_ _ with rock fragments-moist SS-3 (26)
PARTIALLY WEATHERED ROCK-Sampled as very dense,
b• rown and black,fine,silty SAND(SM)with rock fragments- SPT 50
moist SS-41 (50/0") I
10.0 -Auger refusal at 9 feet
2089.0
Boring offset between B-1 and B-2-refusal at 11 feet
15.0
2084.O=
20.0
2079.Or
25.0
2074.Or
30.0

�/IIORING NUMBER SCM-3 UES PRof ESSIONAI So!UTIONS 29,INC.�Nc. PAGE 1 OF 1
UES,
CLIENT Publix North Carolina, LP PROJECT NAME Publix at Mills River
PROJECT NUMBER 7543.G0004 PROJECT LOCATION Mills River, North Carolina
DATE STARTED 8/22/24 COMPLETED 8/22/24 GROUND ELEVATION 2099 ft HOLE SIZE 6 inches
DRILLING CONTRACTOR UES GROUND WATER/CAVE-IN:
DRILLING METHOD Hollow Stem Auger AT TIME OF DRILLING ---Not Encountered
LOGGED BY UES CHECKED BY R.Deaver AT END OF DRILLING ---
NOTES AFTER DRILLING ---
w o ASPTNVALUEA
0 U o >- ci w 0 20 40 60 80 100
w_ � �^ H�
PL
O MATERIAL DESCRIPTION in 2 >0 �O Q
> J o D O. m O> 0 20 40 60 80 100
(3 2z C) oz
w < w ❑FINES CONTENT(%)co
❑
0 20 40 60 80 100
2099.0✓''' .L Surficial Organic Soil-3" l
RESIDUAL-Very stiff, red and grey,fine,slightly sandy,clayey
SILT(ML)-moist SPT 7-10-14
SS-1 (24)
-,• - Medium dense to dense, brown,red and tan,fine,silty SAND
(SM)with rock fragments-moist SPT 8- 2-13 5.o SS-2 (25)25)
2094.0
— — -with rock
SPT 14-15-19
SS-3 (34)
PARTIALLY WEATHERED ROCK-Sampled as very dense, •
_
\
SS brown and tan,medium to fine,silty SAND(SM)with weathered SPT4I (50/0
50
rock-moist '� ") I
10.0
2089.0
-Auger refusal at 8.5 feet
Boring offset between B-2 and B-3-refusal at 8 feet
Boring offset south of B-3-refusal at 8.5 feet
15.0
2084.0E
20.0
2079.0E
25.0
2074.0E
30.0

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.