SW1240604_Soils/Geotechnical Report_20241024

willcox&mabe
SOIL SOLUTIONS
October 21, 2024
Bunnell-Lammons Engineering
30 Park Ridge Drive
Fletcher,North Carolina 28732
Attention: Ms. Caitlin Warner, P.E.
Transmitted by e-mail: [e-mail]
Reference: Stormwater Control Measures (SCM) Soil Testing
Seasonal High Water Table (SHWT)Evaluation
Proposed SCM's
1684 Jones Cove Road—Haywood County,N.C.
Willcox &Mabe Soil Solutions, PLLC Project No. 23-08; Phase: 08
Dear Ms. Warner:
Willcox &Mabe Soil Solutions, PLLC (WMSS) has conducted Stormwater Control
Measures (SCM) Soil Testing in accordance with Bunnell-Lammons Engineering (BLE)
Subcontract Agreement dated May 31, 2024, and WMSS Subcontract Work
Authorization 07-24 (Revision I) dated October 17, 2024. The SCM Soil Testing was
performed to provide information for technical assistance with the design of proposed
SCM's. A soil scientist investigation was conducted to evaluate the soil properties at two
(2) locations being considered for possible SCM's, to determine suitability for
stormwater management systems. The soil scientist investigation was conducted to
evaluate: seasonal high water table (SHWT) elevations below existing ground surface. A
"Site Plan"was provided to WMSS by BLE that identified the proposed testing locations.
PROJECT BACKGROUND
The areas evaluated were located within the areas associated with the planned SCM's.
The SCM's are planned in conjunction with proposed site improvements associated with
the 1684 Jones Cove Road site in Haywood County, North Carolina(N.C.). The site is
located at 1684 Jones Cove Road in Clyde,N.C. (Figure 1). The proposed SCM's,
boring locations SHWT-1 and SHWT-2, are located in existing open grassed areas within
the proposed development site (Figure 2).
Use of on-site stormwater management systems, is being considered to comply with
stormwater management requirements. The use of stormwater SCM's is subject to the
suitability of site soils and regulatory approval. Regulatory guidance on requirements for
permitting of stormwater SCM's is provided in the North Carolina Department of
Willcox&Mabe Soil Solutions,PLLC/7231 B Summerfield Road/Summerfield,NC 27358/Rob 336.339.9128 or
Martin 336.312.1396/www.willcoxmabesoil.com

SHWT Evaluation WMSS Project No. 23-08; Phase: 08
1684 Jones Cove Road October 21, 2024
Environmental Quality(NCDEQ), Division of Energy, Mineral and Land Resources
(DEMLR)—Stormwater Design Manual (NCDEQ-DEMLR-SDM), (Revised, 2017).
The NCDEQ-DEMLR-SDM requires that the SHWT shall be taken into consideration for
the design of most SCM's.
WMSS conducted an evaluation of the soils through the review of hand auger borings
within the areas identified on a base map provided by BLE, and located in the field by
BLE. Maps were prepared using Arcview 10.8 a Geographic Information System (GIS).
Base maps were generated using information from the ESRI Web site and maps provided
by BLE (Figures 1 and 2).
FINDINGS
Seasonal High Water Table Evaluation
The SHWT evaluation was performed on October 18, 2024 by evaluating 2 hand auger
borings to depths ranging from of approximately 56 to 123 inches below the existing
ground surface (bgs) (Figure 2). The soils were evaluated under the guidance of a NC
Licensed Soil Scientist for evidence of seasonal high water table influence. This
evaluation involved observing the actual moisture content in the soil and observing the
matrix and mottle colors. Depending on the soil texture, the soil color will indicate
processes that are driven by SHWT fluctuations such as iron reduction and oxidation and
organic matter staining.
Location SHWT-1 was observed to consist of dark yellowish brown sandy clay loam in
the surface horizon, to yellowish brown and brownish yellow sandy clay loam in the
subsurface horizons. SHWT-1 transitioned into massive structure (parent
material/saprolite) at approximately 42 inches bgs that consisted of pale brown loam to
clay loam that transitioned to gray clay until the boring was terminated at approximately
123 inches bgs. Evidence of a SHWT was identified at approximately 115 inches bgs,
and no apparent water table (AWT)was observed prior to the boring being terminated.
Location SHWT-2 was observed to consist of dark yellowish brown sandy clay loam in
the surface horizon, to yellowish brown and brownish yellow sandy clay loam in the
subsurface horizons. SHWT-2 transitioned into massive structure (parent
material/saprolite) at approximately 39 inches bgs that consisted of pale brown sandy
clay loam until the boring was terminated at approximately 56 inches bgs. Evidence of a
SHWT was identified at approximately 39 inches bgs, and no AWT was observed prior
to the boring being terminated. Reference attached Figure 2 for the approximate SHWT
test locations, and Table 1 and the attached soil profile descriptions for the approximated
SHWT depths.
Please note that SHWT evaluations are based on secondary evidence and not on direct
groundwater level measurements. Groundwater levels fluctuate for numerous reasons
and these findings do not indicate that groundwater levels have not or will not rise above
the noted depths.
2

SHWT Evaluation WMSS Project No. 23-08; Phase: 08
1684 Jones Cove Road October 21, 2024
Table 1: Approximated SHWT and AWT Depths
P 11
1 Seasonal High Apparent Water
Boring Water Table Table Depth Boring
Location (SHWT) (AWT) Terminated
(inches bgs) (inches bgs) (inches bgs)
SHWT-1 115 >123 123
SHWT-2 39 >56 56
CONCLUSIONS
Based upon our findings associated with the locations evaluated, a SHWT was identified
at SHWT-1 at approximately 115 inches bgs and SHWT-2 at approximately 39 inches
bgs. These findings should be taken into careful consideration when designing
appropriate SCM's for the proposed locations. If the proposed SCM locations change
from the locations evaluated, further evaluation may be necessary.
3

SHWT Evaluation WMSS Project No. 23-08; Phase: 08
1684 Jones Cove Road October 21,2024
CLOSING
Willcox & Mabe Soil Solutions appreciates the opportunity to provide these services to
you. If you have any questions, please contact us.
Sincerely,
Willcox & Mabe Soil Solutions, PLLC
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Martin Mabe Rob Willcox, L.S.S.
Partner/Agronomist Partner/ Soil Scientist
Tables: Approximated SHWT and AWT Depth
Attachments: Figure 1 —Vicinity Map
Figure 2—Boring Location Map
Boring Profile Sheet
Shared\WMSS Projects\2023\23-08 Bunnell-Lammons Engineering, Inc\Phase 08-1684 Jones Cove Road SHWT\23-08,
Phase 08-1684 Jones Cove Road SCM Soil Report.doc
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REFERENCE:
GIS DATA LAYERS WERE OBTAINED FROM ESRI,INC. PLEASE NOTE THIS MAP IS FOR INFORMATIONAL m'
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GUARANTEES ABOUT ITS ACCURACY. WMSS,PLLC ASSUMES NO RESPONSIBILITY FOR ANY DECISION N
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DATE: 10-18-24 (�(`��(R a�r,,](A� VICINITY MAP
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PROJECT NO: SOIL SOLUTIONS 1684JONESCOVEROAD
Sitir 23-08 Ph:08 HAYWOOD COUNTY, NORTH CAROLINA

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REFERENCE:
. ...V.-Ave:. •' ,` �wvvy�! GIS DATA LAYERS WERE OBTAINED FROM ESRI,INC. PLEASE NOTE THIS MAP IS FOR INFORMATIONAL m'
PURPOSES ONLY. IT IS NOT MEANT FOR DESIGN,LEGAL,OR ANY OTHER USES. THERE ARE NO o
GUARANTEES ABOUT ITS ACCURACY. WMSS,PLLC ASSUMES NO RESPONSIBILITY FOR ANY DECISION N
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PROJECT NO: SOIL SOLUTIONS 1684 JONES COVE ROAD
23-08 Ph:08 HAYWOOD COUNTY, NORTH CAROLINA

WILLCOX & MABE SOIL SOLUTIONS, PLLC
SITE/SOIL EVALUATION
Project No. „2.3-OB Pl-tiog Phone No. Date: )0-/r,,721
Location /6,$y�.,e, eoue &d. Pin County: )-/ t✓o 1 Property Size
Proposed Facility: -jyLc7T EL,,,,I. Water Supply: On-Site Well ❑ Evaluation: Auger Boring ❑
Community ❑ Pit ❑
Described By: f/4_,...4 1-t, 1'7-1,1.2-e Public ❑ Cut ❑
Weather: "i,-(-,,.,tiy �Ol Antecedent Moisture Surface Water:
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FACTORS PROFILE PROFILE PROFILE PROFILE
.�3-11 t.3`T I J5}-il.J-F-1 (co..:1.) __j l-i;J,^,�,. `j r,r 6-j'-m-.ft:,,,;.
Landscape Position% /,,?-, f2L 2-- r9`2/cYc> LEGEND
Horizon Depth I n-(1 0'(.,, LANDSCAPE POSITION
Color Munsell in ve`/41 )p Y/e)-//L/ R Ridge Interfluve
Texture >0 i .5-C) S Shoulder
Structure I-,J_j l) w h) . L Linear Slope
Consistence J- •' ' f-= . (7 r"k_ FS Foot Slope
N Nose Slope
I-I Head Slope
Cc Concave Slope
Boundary Cv Convex Slope
Horizon Depth II G) /zj -11 .-/J S /n - )5 "=,(/-.-j T Terrace
Color-Munsell in Y!L,1if1_f it, Y4.l'/s' i '1 y, L/ it?.',, /7 P Flood Plain
Texture 1A se_/ 1 /c_) 14, .?e_/ se/ TEXTURE
Mottles Cs,n-t_ ) )' e /1 s sand
Structure /,,/a 6k 4Y7'.',- _; ,.,e. 1,0.5/24'. }!1`,t-4;;4../ Is loamy sand
Consistence J/S 567 yf_"j`._ -;'-- -;6' rit;? -5':, -.er it-roe .;j-; . a:7 re sl sandy loam
1 loam
si silt
sil silt loam
Boundary sicl silty clay loam
Horizon Depth III 1`5-. a J )11 - /. 77 1 7--,W,-, cl clay loam
Color-Munsell `,7 YX f-),% ID k • I II"} :1>L.n/ scl sandy clay loam
Texture ,--,-At.., 4e., 1 6 McLi -;"c_ 1 sc sandy clay
Mottles sic silty clay
Structure An_1t-t..?Lt,P 7,1'4 .-'.:c '"Ic AA, . h;` c clay
Consistence -51-5' -(' A,7 o'y J P 4Z - -cP Fib CONSISTENCE WET
Ns non-sticky
Ss slightly sticky
S sticky
Boundary Vs very sticky
Horizon Depth IV rj/,2/,) -7/,, -'1? Np non-plastic
Color-Munsell 1191/(,:4 y ./S- Sp slightly plastic
Texture -(L/ -C- / P plastic
Mottles r/ t-4_, e 4....,;] ;rtr,1' , Vp very plastic
Structure ( 1 Mk_ /4`; �j� MOIST
Consistence 7-j .(6' rc� .�- -$'' / vfr Very friable
ti - 'CO) C-bc(.)._l,-‘ fr friable
t
fi firm
vfi Very firm
Boundary STRUCTURE
Soil Wetness 1)6 11.-<L/1471- .) .j ' sg single grain
Restrictive Horizon m massive
Saprolite '2) // ::.11 cr crumb
LTAR gr granular
Classification sbk subangular blocky
-
abk angular blocky
pl platy
pr prismatic