High Hampton Resort Core - High Hampton Preliminary Bio Retention Geo Rpt J18-12228-02 7-31-18

BLEINC.
BUNNELL-LAMMONS ENGINEERING, INC.
GEOTECHNICAL, ENVIRONMENTAL AND CONSTRUCTION MATERIALS CONSULTANTS

130 OVAL ROAD, SUITE 200 PHONE [phone]
ARDEN, NORTH CAROLINA 28803 FAX [phone]

July 31, 2018

Scott Wearren
Vice President – Development & Construction
Daniel Communities
3104 Blue Lake Drive, Suite 200
Vestavia, Alabama 35243

Subject: PRELIMINARY GEOTECHNICAL EXPLORATION REPORT
High Hampton Inn Resort – Bio Retention Ponds
Cashiers, North Carolina
BLE Project No. J18-12228-02
BLE NC License No. C-1538

Dear Mr. Wearren,
Bunnell-Lammons Engineering, Incorporated (BLE) is pleased to present this
geotechnical exploration report for the above-referenced project. This report was
performed in general accordance with Bunnell-Lammons Engineering (BLE) Proposal
Number P18-0585 dated June 7, 2018. The purpose of this exploration was to develop
information about the site and subsurface soil conditions that could be used in preliminary
planning for the proposed bio-retention ponds. Project information for this report was
obtained from a review of current and historical aerial photography along with concept
drawings showing the proposed bio-retention ponds. BLE was provided the concept
stormwater drawings for High Hampton’s back of house, Fieldstone Phase 1 and resort
core dated May 18, 2018 as well as a boring location plan indicating sixteen (16) borings
and an excel spreadsheet with boring elevations for the proposed bio-retention basins.
Additional project information was obtained from our site visit performed by BLE during
the course of the preliminary geotechnical exploration.

PROJECT INFORMATION
High Hampton is currently planning an expansion to their resort in Cashiers, North
Carolina. Part of the expansion is to include the construction of 16 new bio-retention
ponds. These new ponds are associated with three expansion areas that include the
resort core, an area of new residential construction identified as Fieldstone Phase I, and
a back-of-house area associated with a new treatment plant and maintenance building.
BLEINC.
Preliminary Geotechnical Exploration July 31, 2018
High Hampton Resort – Bio Ponds - Cashiers, NC BLE Project No. J18-12228-02

2
We understand that seasonal high groundwater table elevations for the bio-retention
ponds and soil infiltration rates for permeable pavements is needed.

FIELD EXPLORATION
The bio-retention sites were explored by performing thirteen (13) soil test borings at the
approximate locations shown on the attached Boring Location Plan (reference Figure 1).
Borings RC-1 through RC-9 were performed at the resort core area, Borings F-1, F-2, F-
4 and F-5 were performed at the Fieldstone Phase 1 area. This corresponded to one
boring per pond, with the exception of Borings F-3, GM-1 and GM-2, which were not
accessible to our drill rig at the time of exploration. The soil test borings were performed
using a truck-mounted drill rig turning 2-1/4 inch I.D. hollow-stem augers. Ten of the 13
soil test borings were extended to their proposed depths below the existing ground
surface. Three of the 13 borings encountered shallow refusal. Soil samples were obtained
in accordance with ASTM D 1586 by driving a 1-3/8 inch I.D. split-spoon sampler with a
140-pound safety hammer. The boring locations were established in the field by BLE
personnel using the provided concept site plan layout and a hand-held GPS unit with 3 to
5 meter accuracy. Locations reported herein should be considered approximate. The Soil
Test Boring Records and a description of our field procedures are attached.

AREA GEOLOGY
The project site is located in the Blue Ridge Physiographic Province, an area underlain
by ancient igneous and metamorphic rocks. The virgin soils encountered in this area are
the residual product of in-place chemical weathering of the rock. In areas not altered by
erosion, previous construction or other activities of man, the typical residual soil profile
consists of clayey and silty soils near the surface where soil weathering is more advanced.
The near surface silty soils are typically underlain by sandy silts and silty sands.

The boundary between soil and rock is not sharply defined. This transitional zone is
termed partially weathered rock (PWR) and is normally found overlying the parent
bedrock. For engineering purposes, partially weathered rock is defined as residual
material with a standard penetration resistance in excess of 100 blows per foot, or 50
blows per 6 inches. Weathering is facilitated by fractures, joints, and the presence of less
resistant rock types. As a result, the profile of the partially weathered rock and hard rock
is quite irregular and erratic, even over short horizontal distances. Also, it is not unusual
to find lenses and boulders of hard rock and zones of partially weathered rock within the
soil mantle, well above the general bedrock level.

The upper soils along drainage features and in flood plain areas are generally water-
deposited (alluvial) materials that have been deposited by floods over geologic time or
eroded and washed down from adjacent higher ground. Alluvial soils are usually soft and
compressible, having never been consolidated by pressures in excess of their present
overburden.
BLEINC.
Preliminary Geotechnical Exploration July 31, 2018
High Hampton Resort – Bio Ponds - Cashiers, NC BLE Project No. J18-12228-02

3
SITE CONDITIONS
Site conditions were observed by Mr. King Williams during our site reconnaissance.

The resort and associated buildings are located on the southwest end of Hampton Lake.
Hampton Lake is fed by an unnamed creek that drains the area north of the lake. A review
of historic topographic maps indicates the area in and surrounding the lake was relatively
flat, and may have been an upland bog similar to those found in other nearby areas.
Significant development of the site has occurred over the years in association with the
resort. A number of buildings, driveways, parking areas and a golf course are now present.

BLE did not evaluate the existing buildings in great detail at the time of our site visit;
however, limited visual observations of the exterior of the structure indicate that the
buildings appear to be in good condition. No indications of excessive settlement were
apparent during our site visit, nor have we been notified of any settlement related problems
with the existing structure. There were no visible rock outcroppings and no apparent
groundwater springs were observed in the areas of the proposed resort at the time of our
site visit.

The Fieldstone Phase 1 area is currently a vacant, wooded site with a gravel road extending
from Cashiers School Road towards the south and to the west. The topography of is flat
to sloping.

The Back-of-House area is also a vacant, wooded site with a primitive 4-track trail. The
topography of the area was flat to sloping.

SUBSURFACE CONDITIONS
The descriptions below provide a general summary of the subsurface conditions
encountered. The Boring Logs included in the appendix contain detailed information
recorded at each boring location. The Boring Logs represent our interpretation of the field
logs based on engineering examination of the field samples. The lines designating the
interfaces between various strata represent approximate boundaries and the transition
between strata may be gradual. It should be noted that the soil conditions will vary
between boring locations.

Surface Materials
Borings RC-1 through RC-7, RC-9, F-1, F-2, F-4 and F-5 encountered topsoil and grass
thicknesses of 2 to 3 inches. Borings RC-8 and RC-9 encountered crushed stone
thicknesses of 2 to 8 inches.

BLEINC.
Preliminary Geotechnical Exploration July 31, 2018
High Hampton Resort – Bio Ponds - Cashiers, NC BLE Project No. J18-12228-02

4
Existing Fill
Soil interpreted as fill soil was encountered in borings RC-1, RC-3, RC-8 and F-1 to depths
ranging from 0 to 8 feet. No information regarding the past grading work has been
provided to BLE at the time of reporting. No compaction test data or field records of fill
placement were available for our review at the time this report was prepared. The fill
generally consisted of silty sands. SPT blow counts in the silty sands ranged from 6 to 9
bpf, indicating some compactive effort was applied during placement. It should be noted
that the content and quality of man-made fills can vary significantly.

Possible Fill or Residuum
A strata of soil that was difficult to discern from fill or residuum was encountered in boring
F-1 below the existing fill at depths ranging from 3 to 12 feet. Residuum is soil that has
weathered in place from the underlying parent bedrock. The possible fill or residuum
consisted of a silty sand. SPT resistance values in the possible fill or residuum was 3 to
6 bpf, indicating a very loose to loose consistency. It should be noted that the content
and quality of man-made fills can vary significantly.

Residuum
Residual soil, or residuum, was encountered in all 13 borings below the existing ground
surface at depths ranging from 0 to 20 feet. Residuum is soil that has weathered in
place from the underlying parent bedrock. The residuum generally consisted of silty
sands. SPT blow counts in the silty sand residuum ranged from 5 to 16 bpf, indicating a
loose to firm consistency. Borings RC-1 through RC-9 and F-1 were terminated in
residuum at depths of 10 to 20 feet below the ground surface.

Partially Weathered Rock
Partially weathered rock (PWR) was encountered in borings F-2, F-4 and F-5 to depths
ranging from 3 to 7 feet below the existing ground surface. Partially weathered rock
(PWR) is material that has weathered in place from the parent bedrock with an SPT
penetration resistance of greater than 50 blows per six inches. No samples were
recovered in the PWR.

Auger Refusal
Auger refusal was encountered in borings F-2, F-4 and F-5 at depths ranging from 4.5 to
7 feet (see Table 1). Refusal may result from boulders, lenses, ledges or layers of
relatively hard rock underlain by partially weathered rock or residual soil; refusal may also
represent the surface of relatively continuous bedrock. Core drilling procedures are
required to penetrate refusal materials and determine their character and continuity. Core
drilling was beyond the scope of this exploration.

BLEINC.
Preliminary Geotechnical Exploration July 31, 2018
High Hampton Resort – Bio Ponds - Cashiers, NC BLE Project No. J18-12228-02

5
Table 1. Auger Refusal Summary
Boring
No.

Existing
Ground
Surface
Elevation
Bottom
elevation of
proposed bio-
retention pond
Refusal
Depth
Refusal
Elevation
F-2 3452 3440 7’-0” 3445
F-4 3456 3446 4’-6” 3451.5
F-5 3459 3446 4’-6” 3454.5

Groundwater Conditions
Groundwater was not encountered at the time of drilling, however 11 piezometers were
installed and subsequent groundwater readings were taken. Refer to Table 1 below for
measured groundwater levels. It should be noted that groundwater levels may fluctuate
several feet with seasonal and rainfall variations and with changes in the water level in
nearby creeks and drainage features. Normally, the highest groundwater levels occur in
late winter and spring and the lowest levels occur in late summer and fall.

Table 2. Groundwater Summary
Boring
No.

Existing
Ground
Surface
Elevation
Bottom
elevation of
proposed bio-
retention pond
GWT Depth
at time of
drilling
GWT Depth on
July 6, 2018
GWT Depth on
July 27, 2018
RC-1* 3452 3440 Dry 8’-6” 9’-2”
RC-2* 3456 3446 Dry 9’-6” 10’-8”
RC-3 3459 3446 Dry Dry Dry
RC-4 3476 3460 Dry Dry Dry
RC-5* 3452 3442 Dry 4’-11” 6’-10”
RC-6* 3455 3444 Dry 9’-4” 9’-10”
RC-7 3457 3446 Dry 14’-7” Dry
RC-8 3450 3452 (fill) Dry 6’-10” 6’-9”
RC-9 3462 3453 Dry Dry Dry
F-1* 3446 3437 Dry 9’-4” 9’-8”
F-2 3455 3442 Dry Dry Dry
F-4 3456 3446 Dry N/A N/A
F-5 3459 3446 Dry N/A N/A
B-14 3454 N/A 8’-0” N/A N/A
*Groundwater measured above planned bioretention pond bottom
BLEINC.
Preliminary Geotechnical Exploration July 31, 2018
High Hampton Resort – Bio Ponds - Cashiers, NC BLE Project No. J18-12228-02

6
Due to recent rains and access issues, the drill rig was not able to access boring locations
GM-1, GM-2 and F-3. BLE conducted geotechnical explorations on April 9, 2018 at boring
location B-14. Due to the close proximity of the two borings (B-14 and GM-2), we have
included the data from B-14 in lieu of GM-2.

Sediment Basin Hydrogeology
A review of publicly available groundwater literature was performed to compliment the
soil boring exploration. A soil rating map was obtained from the United Stated Department
of Agriculture (USDA) NRCS website, which provided regional information regarding
water table elevations. The map designates soil deposits (designated as “map units”
across the site) and provides the depth to water for each deposit. The deposits located
within the proposed sediment basin are reported as the Edneyville-Chestnut land complex
for boring RC-9, symbolized as EdD, Nikwasi fine sandy loam land complex for borings
F-1 through F-5, symbolized as NkA, Sylva-Whiteside complex for borings GM-1 and GM-
2 (not drilled due to access) and Udorthents for borings RC-8, symbolized as Ud. Map
units the Edneyville-Chestnut land complex are shown as having a depth of greater than
78 inches over the time period from January through December (see Figure 2). Nikwasi
fine sandy loam land complex is shown as having a depth of 4 inches over the time period
from January through December. Sylva-Whiteside complex is shown as having a depth
of 30 inches over the time period from January through December.

Laboratory Test Results
Undisturbed soil samples of the residual soils were collected from Shelby tubes in borings
RC-4 and RC-7 at depths ranging from 12 to 14 feet below the ground surface. Grain
size distribution tests and permeability tests were conducted on these specimens The
permeability test indicated the residual soils exhibit permeabilities ranging from 1.5x10-4
to 6.0x10-5 cm/sec. Based on our experience in the region and the grain size distribution
tests, remolded soils (i.e. compacted fill soils) are anticipated to have similar permeability
characteristics.:

Table 3. Laboratory Test Results
Boring No. Sample Depth Permeability
RC-4 12 – 14’ 6.0 E-05 cm/sec
RC-7 12 – 14’ 1.5 E-04 cm/sec

BLEINC.
Preliminary Geotechnical Exploration July 31, 2018
High Hampton Resort – Bio Ponds - Cashiers, NC BLE Project No. J18-12228-02

7
Assessment
A number of the bio-retention sites appear to have potential design and/or construction
issues as currently planned. Borings RC-1, RC-2, RC-5, RC-6 and F-1 encountered static
ground water levels above the planned basin bottom elevation. Borings F-2, F-4 and F-5
encountered auger refusal above the planned basin bottom elevation. High groundwater
has both design and regulatory impacts on bio-retention ponds and the potential for
shallow rock has construction feasibility implications. Modifications to plan elevations and
locations may be needed. The remaining locations appear to meet regulatory
requirements regarding the seasonal high groundwater table.
BASIS OF RECOMMENDATIONS
Our evaluation of foundation support conditions has been based on our understanding of
the project information and data obtained in our exploration as well as our experience on
similar projects. The general subsurface conditions utilized in our evaluation have been
based on interpolation of the subsurface data between the widely spaced limited borings.
Subsurface conditions between the borings may differ. If the project information is
incorrect or the structure location (horizontal or vertical) and/or dimensions are changed,
please contact us so that our recommendations can be reviewed. The discovery of any
site or subsurface conditions during construction which deviate from the data obtained in
this exploration should be reported to us for our evaluation. The assessment of site
environmental conditions for presence of pollutants in the soil, rock and groundwater of
the site was beyond the scope of this exploration.

High Hampton Inn-Resort Core
Cashiers, NC
BLE Project No. J18-12228-02
Drawn By: PKW
Date: 7-24-18
Figure No.
1
Overall Boring Location
Plan
Aerial by Google Earth and
Approximate boring locations by BLE
High Hampton Inn-Fieldstone
Cashiers, NC
BLE Project No. J18-12228-02
Drawn By: PKW
Date: 7-24-18
Figure No.
2
Boring Location Plan
Aerial by Google Earth and
Approximate boring locations by BLE
Approximate Boring Location
Legend
F-2
F-1
F-4
F-5
High Hampton Inn-BOH
Cashiers, NC
BLE Project No. J18-12228-02
Drawn By: PKW
Date: 7-24-18
Figure No.
3
Boring Location Plan
Aerial by Google Earth and
Approximate boring locations by BLE
High Hampton Inn-Resort Core
Cashiers, NC
BLE Project No. J18-12228-02
Drawn By: PKW
Date: 7-24-18
Figure No.
2
Boring Location Plan
Aerial by Google Earth and
Approximate boring locations by BLE
Approximate Boring Location
Legend RC-9
RC-8
RC-4
F-5
RC-5
RC-6
RC-3
RC-2
RC-1
RC-7
Loose, moist, reddish brown, silty SAND (SM) - (fill)
Very loose to loose, moist to wet, light brown, fine to medium silty SAND
(SM) - (possible fill or residuum)
UD Sample (No recovery)
Loose, wet, black, gray and white, micaceous, fine to medium silty SAND
(SM) - (residuum)
Boring terminated at 15 feet.
Piezometer Installed.
No groundwater encountered at time of boring.
SOIL DESCRIPTION SOIL
TYPE
SAMPLESLOCATION:
DRILLER:
DRILLING METHOD:
CAVING>
SOIL BORING NO. F-1
Sheet 1 of 1
06/26/18
DEPTH TO - WATER> INITIAL:
CLIENT:
PROJECT NO.:
END:High Hampton Inn
Cashiers, NC
METRO DRILL, INC., Chris & Roger
ELEVATION/
DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
Soil Sentry, 2 1/4" Hollow Stem Auger
J18-12228-02
AFTER 24 HOURS:
SOIL BORING NO. F-1
START: 06/26/18
ELEVATION:
P. WilliamsLOGGED BY:
High Hampton Inn Bioretention Ponds
GEOT_NOWELL 12228-02.GPJ 7/18/182 5 20 30 40 50 70 90
STANDARD PENETRATION RESULTS
BLOWS/FOOT
10
3
4
5
3
3
3
3
2
2
2
1
2
2
3
4
3 inches TOPSOIL
Firm, wet, light brown, fine to medium, micaceous silty SAND (SM) -
(possible fill or residuum)
Loose, wet, light brown and gray, fine to medium silty SAND (SM) -
(residuum)
Partially Weathered Rock (No Recovery)
Auger refusal at 7 feet.
Piezometer Installed.
No groundwater encountered at time of boring.
SOIL DESCRIPTION SOIL
TYPE
SAMPLESLOCATION:
DRILLER:
DRILLING METHOD:
CAVING>
SOIL BORING NO. F-2
Sheet 1 of 1
06/26/18
DEPTH TO - WATER> INITIAL:
CLIENT:
PROJECT NO.:
END:High Hampton Inn
Cashiers, NC
METRO DRILL, INC., Chris & Roger
ELEVATION/
DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
Soil Sentry, 2 1/4" Hollow Stem Auger
J18-12228-02
AFTER 24 HOURS:
SOIL BORING NO. F-2
START: 06/26/18
ELEVATION:
P. WilliamsLOGGED BY:
High Hampton Inn Bioretention Ponds
GEOT_NOWELL 12228-02.GPJ 7/18/182 5 20 30 40 50 70 90
STANDARD PENETRATION RESULTS
BLOWS/FOOT
10
50/.5
5
7
8
5
5
5
50/.5
Loose, wet, light brown, fine to medium silty SAND (SM) with quartz
fragments - (residuum)
Partially Weathered Rock (No Sample Recovered)
Auger refusal at 4.5 feet.
No groundwater encountered at time of boring.
SOIL DESCRIPTION SOIL
TYPE
SAMPLESLOCATION:
DRILLER:
DRILLING METHOD:
CAVING>
SOIL BORING NO. F-4
Sheet 1 of 1
06/26/18
DEPTH TO - WATER> INITIAL:
CLIENT:
PROJECT NO.:
END:High Hampton Inn
Cashiers, NC
METRO DRILL, INC., Chris & Roger
ELEVATION/
DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
Soil Sentry, 2 1/4" Hollow Stem Auger
J18-12228-02
AFTER 24 HOURS:
SOIL BORING NO. F-4
START: 06/26/18
ELEVATION:
P. WilliamsLOGGED BY:
High Hampton Inn Bioretention Ponds
GEOT_NOWELL 12228-02.GPJ 7/18/182 5 20 30 40 50 70 90
STANDARD PENETRATION RESULTS
BLOWS/FOOT
10
50/1.5
3
3
7
50/1.5
3 inches TOPSOIL
Loose, wet, light brown, fine to medium silty SAND (SM) - (residuum)
Partially Weathered Rock - No Recovery
Auger refusal at 4.5 feet.
No groundwater encountered at time of boring.
SOIL DESCRIPTION SOIL
TYPE
SAMPLESLOCATION:
DRILLER:
DRILLING METHOD:
CAVING>
SOIL BORING NO. F-5
Sheet 1 of 1
06/26/18
DEPTH TO - WATER> INITIAL:
CLIENT:
PROJECT NO.:
END:High Hampton Inn
Cashiers, NC
METRO DRILL, INC., Chris & Roger
ELEVATION/
DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
Soil Sentry, 2 1/4" Hollow Stem Auger
J18-12228-02
AFTER 24 HOURS:
SOIL BORING NO. F-5
START: 06/26/18
ELEVATION:
P. WilliamsLOGGED BY:
High Hampton Inn Bioretention Ponds
GEOT_NOWELL 12228-02.GPJ 7/18/182 5 20 30 40 50 70 90
STANDARD PENETRATION RESULTS
BLOWS/FOOT
10
50/.5
2
2
3
50/.5
3 inches TOPSOIL
Loose, moist, light brown, fine to medium silty SAND (SM) - (fill)
Loose, moist, light brown and brown, micaceous, fine to medium silty
SAND (SM) - (residuum)
Loose, moist, gray and black, micaceous, fine to medium silty SAND (SM)
- (residuum)
Loose, moist, red brown, micaceous, fine to medium silty SAND (SM)
Boring terminated at 15 feet.
Piezometer Installed.
No groundwater encountered at time of boring.
SOIL DESCRIPTION SOIL
TYPE
SAMPLESLOCATION:
DRILLER:
DRILLING METHOD:
CAVING>
SOIL BORING NO. RC-1
Sheet 1 of 1
06/26/18
DEPTH TO - WATER> INITIAL:
CLIENT:
PROJECT NO.:
END:High Hampton Inn
Cashiers, NC
METRO DRILL, INC., Chris & Roger
ELEVATION/
DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
Soil Sentry, 2 1/4" Hollow Stem Auger
J18-12228-02
AFTER 24 HOURS:
SOIL BORING NO. RC-1
START: 06/26/18
ELEVATION:
P. WilliamsLOGGED BY:
High Hampton Inn Bioretention Ponds
GEOT_NOWELL 12228-02.GPJ 7/18/182 5 20 30 40 50 70 90
STANDARD PENETRATION RESULTS
BLOWS/FOOT
10
3
3
3
3
3
3
3
3
3
3
4
6
4
3
4
4
5
4
3 inches TOPSOIL
Loose, moist, yellowish brown, micaceous, fine to medium silty SAND
(SM) - (residuum)
Loose, moist, gray, black and yellow, slightly micaceous, fine to medium
silty SAND (SM) - (residuum)
Boring terminated at 15 feet.
Piezometer Installed.
No groundwater encountered at time of boring.
SOIL DESCRIPTION SOIL
TYPE
SAMPLESLOCATION:
DRILLER:
DRILLING METHOD:
CAVING>
SOIL BORING NO. RC-2
Sheet 1 of 1
06/26/18
DEPTH TO - WATER> INITIAL:
CLIENT:
PROJECT NO.:
END:High Hampton Inn
Cashiers, NC
METRO DRILL, INC., Chris & Roger
ELEVATION/
DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
Soil Sentry, 2 1/4" Hollow Stem Auger
J18-12228-02
AFTER 24 HOURS:
SOIL BORING NO. RC-2
START: 06/26/18
ELEVATION:
P. WilliamsLOGGED BY:
High Hampton Inn Bioretention Ponds
GEOT_NOWELL 12228-02.GPJ 7/18/182 5 20 30 40 50 70 90
STANDARD PENETRATION RESULTS
BLOWS/FOOT
10
3
2
3
3
3
3
3
4
3
3
4
4
3
4
5
5
5
5
3 inches TOPSOIL
Loose, moist, brown, micaceous, fine to medium silty SAND (SM) - (fill)
Loose, moist, brown, micaceous, fine to medium silty SAND (SM) -
(residuum)
Loose to firm, moist, light gray, yellow with black mottling, fine to
medium silty SAND (SM) - (residuum)
Boring terminated at 15 feet.
Piezometer Installed.
No groundwater encountered at time of boring.
SOIL DESCRIPTION SOIL
TYPE
SAMPLESLOCATION:
DRILLER:
DRILLING METHOD:
CAVING>
SOIL BORING NO. RC-3
Sheet 1 of 1
06/26/18
DEPTH TO - WATER> INITIAL:
CLIENT:
PROJECT NO.:
END:High Hampton Inn
Cashiers, NC
METRO DRILL, INC., Chris & Roger
ELEVATION/
DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
Soil Sentry, 2 1/4" Hollow Stem Auger
J18-12228-02
AFTER 24 HOURS:
SOIL BORING NO. RC-3
START: 06/26/18
ELEVATION:
P. WilliamsLOGGED BY:
High Hampton Inn Bioretention Ponds
GEOT_NOWELL 12228-02.GPJ 7/18/182 5 20 30 40 50 70 90
STANDARD PENETRATION RESULTS
BLOWS/FOOT
10
2
3
3
3
3
3
3
3
4
3
3
4
3
4
5
6
7
9
3 inches TOPSOIL
Loose, moist, reddish yellow and brown with white and black mottling,
slightly micaceous, fine to medium silty SAND (SM) - (residuum)
Loose, moist, white, gray and yellow, fine to medium silty SAND (SM) -
(residuum)
UD Sample
Firm, moist, yellow, gray and brown, micaceous, fine to medium silty
SAND (SM)
Boring terminated at 20 feet.
Piezometer Installed.
Took UD Sampled at 12 feet to 14 feet.
No groundwater encountered at time of boring.
SOIL DESCRIPTION SOIL
TYPE
SAMPLESLOCATION:
DRILLER:
DRILLING METHOD:
CAVING>
SOIL BORING NO. RC-4
Sheet 1 of 1
06/26/18
DEPTH TO - WATER> INITIAL:
CLIENT:
PROJECT NO.:
END:High Hampton Inn
Cashiers, NC
METRO DRILL, INC., Chris & Roger
ELEVATION/
DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
Soil Sentry, 2 1/4" Hollow Stem Auger
J18-12228-02
AFTER 24 HOURS:
SOIL BORING NO. RC-4
START: 06/26/18
ELEVATION:
P. WilliamsLOGGED BY:
High Hampton Inn Bioretention Ponds
GEOT_NOWELL 12228-02.GPJ 7/18/182 5 20 30 40 50 70 90
STANDARD PENETRATION RESULTS
BLOWS/FOOT
10
2
2
3
3
5
4
4
5
4
3
3
3
3
3
3
3
4
3
4
7
8
6
5
7
2 inches TOPSOIL
6 inches GRAVEL
Loose, moist light gray, micaceous, fine to medium silty SAND (SM) -
(residuum)
Loose, moist to wet, dark gray and white, micaceous, fine to medium silty
SAND (SM) - (residuum)
Boring terminated at 15 feet.
Piezometer Installed.
No groundwater encountered at time of boring.
SOIL DESCRIPTION SOIL
TYPE
SAMPLESLOCATION:
DRILLER:
DRILLING METHOD:
CAVING>
SOIL BORING NO. RC-5
Sheet 1 of 1
06/26/18
DEPTH TO - WATER> INITIAL:
CLIENT:
PROJECT NO.:
END:High Hampton Inn
Cashiers, NC
METRO DRILL, INC., Chris & Roger
ELEVATION/
DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
Soil Sentry, 2 1/4" Hollow Stem Auger
J18-12228-02
AFTER 24 HOURS:
SOIL BORING NO. RC-5
START: 06/26/18
ELEVATION:
P. WilliamsLOGGED BY:
High Hampton Inn Bioretention Ponds
GEOT_NOWELL 12228-02.GPJ 7/18/182 5 20 30 40 50 70 90
STANDARD PENETRATION RESULTS
BLOWS/FOOT
10
3
3
3
3
3
3
3
3
4
3
4
4
3
4
5
5
4
5
3 inches TOPSOIL
Loose, moist to wet, yellow, brown and gray, slightly micaceous, fine to
medium silty SAND (SM) with quartz fragments - (residuum)
Loose, wet, brown, micaceous, fine to medium silty SAND (SM) -
(residuum)
Boring terminated at 15 feet.
Dry.
No groundwater encountered at time of boring.
SOIL DESCRIPTION SOIL
TYPE
SAMPLESLOCATION:
DRILLER:
DRILLING METHOD:
CAVING>
SOIL BORING NO. RC-6
Sheet 1 of 1
06/26/18
DEPTH TO - WATER> INITIAL:
CLIENT:
PROJECT NO.:
END:High Hampton Inn
Cashiers, NC
METRO DRILL, INC., Chris & Roger
ELEVATION/
DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
Soil Sentry, 2 1/4" Hollow Stem Auger
J18-12228-02
AFTER 24 HOURS:
SOIL BORING NO. RC-6
START: 06/26/18
ELEVATION:
P. WilliamsLOGGED BY:
High Hampton Inn Bioretention Ponds
GEOT_NOWELL 12228-02.GPJ 7/18/182 5 20 30 40 50 70 90
STANDARD PENETRATION RESULTS
BLOWS/FOOT
10
3
4
3
4
4
5
3
5
4
3
3
4
3
4
5
3
3
5
3 inches TOPSOIL
Loose to firm, moist to wet, white and reddish brown, fine to medium silty
SAND (SM) - (residuum)
Undisturbed Sample Taken 12 feet to 14 feet
Loose, wet, gray and white, fine to medium silty SAND (SM) - (residuum)
Boring terminated at 15 feet.
Piezometer Installed.
No groundwater encountered at time of boring.
SOIL DESCRIPTION SOIL
TYPE
SAMPLESLOCATION:
DRILLER:
DRILLING METHOD:
CAVING>
SOIL BORING NO. RC-7
Sheet 1 of 1
06/26/18
DEPTH TO - WATER> INITIAL:
CLIENT:
PROJECT NO.:
END:High Hampton Inn
Cashiers, NC
METRO DRILL, INC., Chris & Roger
ELEVATION/
DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
Soil Sentry, 2 1/4" Hollow Stem Auger
J18-12228-02
AFTER 24 HOURS:
SOIL BORING NO. RC-7
START: 06/26/18
ELEVATION:
P. WilliamsLOGGED BY:
High Hampton Inn Bioretention Ponds
GEOT_NOWELL 12228-02.GPJ 7/18/182 5 20 30 40 50 70 90
STANDARD PENETRATION RESULTS
BLOWS/FOOT
10
2
2
4
2
3
4
3
4
4
3
5
6
4
4
5
5
5
5
8 inches GRAVEL
Loose, very moist, dark brown and brown, silty SAND (SM) - (fill)
Loose, wet, dark brown, fine to medium silty SAND (SM) - (residuum)
Boring terminated at 10 feet.
Piezometer Installed.
No groundwater encountered at time of boring.
SOIL DESCRIPTION SOIL
TYPE
SAMPLESLOCATION:
DRILLER:
DRILLING METHOD:
CAVING>
SOIL BORING NO. RC-8
Sheet 1 of 1
06/25/18
DEPTH TO - WATER> INITIAL:
CLIENT:
PROJECT NO.:
END:High Hampton Inn
Cashiers, NC
METRO DRILL, INC., Chris & Roger
ELEVATION/
DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
Soil Sentry, 2 1/4" Hollow Stem Auger
J18-12228-02
AFTER 24 HOURS:
SOIL BORING NO. RC-8
START: 06/25/18
ELEVATION:
P. WilliamsLOGGED BY:
High Hampton Inn Bioretention Ponds
GEOT_NOWELL 12228-02.GPJ 7/18/182 5 20 30 40 50 70 90
STANDARD PENETRATION RESULTS
BLOWS/FOOT
10
3
3
4
3
3
3
3
4
3
3
4
6
2 inches GRAVEL
2 inches TOPSOIL
Loose to firm, moist, light red and light brown, fine to medium silty SAND
(SM) - (residuum)
Loose, moist, yellow, gray brown, micaceous, fine to medium silty SAND
(SM) - (residuum)
Boring terminated at 15 feet.
Piezometer Installed.
No groundwater encountered at time of boring.
SOIL DESCRIPTION SOIL
TYPE
SAMPLESLOCATION:
DRILLER:
DRILLING METHOD:
CAVING>
SOIL BORING NO. RC-9
Sheet 1 of 1
06/25/18
DEPTH TO - WATER> INITIAL:
CLIENT:
PROJECT NO.:
END:High Hampton Inn
Cashiers, NC
METRO DRILL, INC., Chris & Roger
ELEVATION/
DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
Soil Sentry, 2 1/4" Hollow Stem Auger
J18-12228-02
AFTER 24 HOURS:
SOIL BORING NO. RC-9
START: 06/25/18
ELEVATION:
P. WilliamsLOGGED BY:
High Hampton Inn Bioretention Ponds
GEOT_NOWELL 12228-02.GPJ 7/18/182 5 20 30 40 50 70 90
STANDARD PENETRATION RESULTS
BLOWS/FOOT
10
3
3
5
4
3
5
4
6
5
3
4
3
3
4
4
4
4
4
6 inches LEAF LAYER/TOPSOIL
Loose, moist, brown, clayey, silty SAND (SM) - (fill)
Very loose, moist, light brown, gray, fine to medium silty SAND (SM) -
(residuum)
Very loose, wet, yellow and brown, fine to medium silty SAND (SM)
Loose to firm, very moist, white, brown, black, slightly micaceous, fine to
medium silty SAND (SM)
Partially Weathered Rock which sampled as very dense, moist, white,
brown, black, fine to medium silty sand
Auger refusal at 25 feet.
Groundwater encountered at 8 feet at time of boring.
Boring caved at 12 feet at time of drilling.
SOIL DESCRIPTION SOIL
TYPE
SAMPLESLOCATION:
DRILLER:
DRILLING METHOD:
CAVING>12
SOIL BORING NO. B-14
Sheet 1 of 1
04/09/18
DEPTH TO - WATER> INITIAL:
CLIENT:
8
PROJECT NO.:
END:Daniel Communities
Cashiers, NC
JORDAN ENVIRONMENTAL, LLC., Adam
ELEVATION/
DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
D-50, 2 1/4" Hollow Stem Auger
J18-12228-01
AFTER 24 HOURS:
SOIL BORING NO. B-14
START: 04/09/18
ELEVATION:
P. WilliamsLOGGED BY:
High Hampton
GEOT_NOWELL 12228-01.GPJ 4/25/182 5 20 30 40 50 70 90
STANDARD PENETRATION RESULTS
BLOWS/FOOT
10
50/6
2
2
3
1
1
1
2
2
2
2
1
2
4
3
3
5
5
10
10
50/6
Soil Map—Jackson County, North Carolina
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
7/31/2018
Page 1 of 33885700388590038861003886300388650038867003885500388570038859003886100388630038865003886700308800309000309200309400309600309800310000310200310400310600
308800 309000 309200 309400 309600 309800 310000 310200 310400 310600
35° 6' 19'' N 83° 5' 54'' W35° 6' 19'' N83° 4' 39'' W35° 5' 39'' N
83° 5' 54'' W35° 5' 39'' N
83° 4' 39'' WN
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
0 400 800 1600 2400
Feet
0 100 200 400 600
Meters
Map Scale: 1:8,720 if printed on A landscape (11" x 8.5") sheet.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:12,000.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Jackson County, North Carolina
Survey Area Data: Version 13, Sep 26, 2017
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Feb 6, 2016—Oct 26,
2017
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
Soil Map—Jackson County, North Carolina
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
7/31/2018
Page 2 of 3
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
EdC Edneyville-Chestnut complex,
8 to 15 percent slopes, stony
76.2 21.6%
EdD Edneyville-Chestnut complex,
high precipitation, 15 to 30
percent slopes, stony
93.4 26.4%
EdE Edneyville-Chestnut complex,
high precipitation, 30 to 50
percent slopes, stony
12.6 3.6%
NkA Nikwasi fine sandy loam, 0 to 2
percent slopes, frequently
flooded
41.4 11.7%
SyA Sylva-Whiteside complex, 0 to
2 percent slopes
28.4 8.0%
TwC Tuckasegee-Whiteside
complex, 8 to 15 percent
slopes
22.4 6.3%
Ud Udorthents, loamy 61.0 17.3%
UfB Udorthents-Urban land
complex, 0 to 5 percent
slopes, rarely flooded
7.2 2.1%
W Water 9.5 2.7%
WtB Whiteside-Tuckasegee
complex, 2 to 8 percent
slopes
1.1 0.3%
Totals for Area of Interest 353.2 100.0%
Soil Map—Jackson County, North Carolina
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
7/31/2018
Page 3 of 3
Depth to Water Table—Jackson County, North Carolina
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
7/31/2018
Page 1 of 43885700388590038861003886300388650038867003885500388570038859003886100388630038865003886700308800309000309200309400309600309800310000310200310400310600
308800 309000 309200 309400 309600 309800 310000 310200 310400 310600
35° 6' 19'' N 83° 5' 54'' W35° 6' 19'' N83° 4' 39'' W35° 5' 39'' N
83° 5' 54'' W35° 5' 39'' N
83° 4' 39'' WN
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
0 400 800 1600 2400
Feet
0 100 200 400 600
Meters
Map Scale: 1:8,720 if printed on A landscape (11" x 8.5") sheet.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
0 - 25
25 - 50
50 - 100
100 - 150
150 - 200
> 200
Not rated or not available
Soil Rating Lines
0 - 25
25 - 50
50 - 100
100 - 150
150 - 200
> 200
Not rated or not available
Soil Rating Points
0 - 25
25 - 50
50 - 100
100 - 150
150 - 200
> 200
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:12,000.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Jackson County, North Carolina
Survey Area Data: Version 13, Sep 26, 2017
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Feb 6, 2016—Oct 26,
2017
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
Depth to Water Table—Jackson County, North Carolina
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
7/31/2018
Page 2 of 4
Depth to Water Table
Map unit symbol Map unit name Rating (centimeters)Acres in AOI Percent of AOI
EdC Edneyville-Chestnut
complex, 8 to 15
percent slopes, stony
>200 76.2 21.6%
EdD Edneyville-Chestnut
complex, high
precipitation, 15 to 30
percent slopes, stony
>200 93.4 26.4%
EdE Edneyville-Chestnut
complex, high
precipitation, 30 to 50
percent slopes, stony
>200 12.6 3.6%
NkA Nikwasi fine sandy
loam, 0 to 2 percent
slopes, frequently
flooded
15 41.4 11.7%
SyA Sylva-Whiteside
complex, 0 to 2
percent slopes
76 28.4 8.0%
TwC Tuckasegee-Whiteside
complex, 8 to 15
percent slopes
>200 22.4 6.3%
Ud Udorthents, loamy >200 61.0 17.3%
UfB Udorthents-Urban land
complex, 0 to 5
percent slopes, rarely
flooded
>200 7.2 2.1%
W Water >200 9.5 2.7%
WtB Whiteside-Tuckasegee
complex, 2 to 8
percent slopes
>200 1.1 0.3%
Totals for Area of Interest 353.2 100.0%
Description
"Water table" refers to a saturated zone in the soil. It occurs during specified
months. Estimates of the upper limit are based mainly on observations of the
water table at selected sites and on evidence of a saturated zone, namely
grayish colors (redoximorphic features) in the soil. A saturated zone that lasts for
less than a month is not considered a water table.
This attribute is actually recorded as three separate values in the database. A
low value and a high value indicate the range of this attribute for the soil
component. A "representative" value indicates the expected value of this attribute
for the component. For this soil property, only the representative value is used.
Depth to Water Table—Jackson County, North Carolina
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
7/31/2018
Page 3 of 4
Rating Options
Units of Measure: centimeters
Aggregation Method: Dominant Component
Component Percent Cutoff: None Specified
Tie-break Rule: Lower
Interpret Nulls as Zero: No
Beginning Month: January
Ending Month: December
Depth to Water Table—Jackson County, North Carolina
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
7/31/2018
Page 4 of 4
Bunnell Lammons Engineering, Inc.
Greenville, SC
Client:
Project:
Project No.:Figure
Daniel Communities
High Hampton Inn
Bio Retention
12228-02
SYMBOL SOURCE SAMPLE DEPTH Material Description USCSNO.(ft.)
SOIL DATAPERCENT FINER0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE -mm
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 0.0 0.0 0.0 31.9 44.5 23.6
0.0 0.0 0.0 0.0 26.6 47.5 25.96 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report
RC-4 Grey silty fi.-med. SAND
RC-7 Grey silty fi.-med. SAND
BLEINC.
HYDRAULIC CONDUCTIVITY TEST REPORT
CONSTANT VOLUME APPARATUS (ASTM D 5084)
PROJECT:TESTED BY:JOHN MATHEW
PROJECT NO.:CHECKED BY:PAUL YARBER
DATE RECEIVED:
SAMPLE NO.SAMPLE LOCATION:
TYPE SAMPLE DESCRIPTION:GREY SILTY FI.-MED. SAND
SAMPLE DIMENSIONS AND PROPERTIES
ITEM INITIAL FINAL
inches centimeters inches centimeters
Sample Length 7.112 7.115
Sample Diameter 7.242 7.249
Length/Diameter Ratio 0.98
Moisture Content (%)WW=159.3 DW=123.9 28.6 WW=206.9 DW=150.2 37.7
Sample Wet Weight (grams)
Wet Density (pcf)105.8 109.6
Dry Density (pcf)82.3 79.5
Saturation (%)ASSUMED SG=2.7 74 91
HYDRAULIC CONDUCTIVITY TESTING MEASUREMENT
FALLING HEAD TEST
Confining Pressure (psi)70.2 Influent Pressure (psi)68.2 Effluent Pressure (psi)68.0 B-Value 0.95
Date Clock Time Elapsed Pipet Readings Head Temp Gradient K Temp K20°C
Time Initial Final Initial Final
Start End seconds in out in out cm cm ºC (cm/sec)Correction (cm/sec)
2:05:20 2:06:30 70 1.0 23.0 2.0 22.0 40.092 37.726 22.0 5 6.3E-05 0.953 6.0E-05
2:06:30 2:07:45 75 2.0 22.0 3.0 21.0 37.726 35.361 22.0 5 6.3E-05 0.953 6.0E-05
2:07:45 2:09:05 80 3.0 21.0 4.0 20.0 35.361 32.995 22.0 5 6.3E-05 0.953 6.0E-05
2:09:05 2:10:32 87 4.0 20.0 5.0 19.0 32.995 30.629 22.0 5 6.2E-05 0.953 5.9E-05
Pipet Length, cm 28.390 28.390
Pipet Volume, cc 24 24
Cross-sectional Area of
Pipet, cm2 0.8454 0.8454
HYDRAULIC CONDUCTIVITY (K20°C)6.0E-05 cm/sec
HIGH HAMPTON INN
BIO RETENTION
J18-12228-02
7-16-18
7-19-18
7-19-18
7-19-18
7-19-18
515.3
RC-4
REMOLDED
2.800
2.851
2.801
2.854
496.6
BLEINC.
HYDRAULIC CONDUCTIVITY TEST REPORT
CONSTANT VOLUME APPARATUS (ASTM D 5084)
PROJECT:TESTED BY:JOHN MATHEW
PROJECT NO.:CHECKED BY:PAUL YARBER
DATE RECEIVED:
SAMPLE NO.SAMPLE LOCATION:
TYPE SAMPLE DESCRIPTION:GREY SILTY FI.-MED. SAND
SAMPLE DIMENSIONS AND PROPERTIES
ITEM INITIAL FINAL
inches centimeters inches centimeters
Sample Length 7.374 7.391
Sample Diameter 7.257 7.292
Length/Diameter Ratio 1.02
Moisture Content (%)WW=177.4 DW=126.4 40.3 WW=162.9 DW=111.3 46.4
Sample Wet Weight (grams)
Wet Density (pcf)101.7 106.0
Dry Density (pcf)72.4 72.5
Saturation (%)ASSUMED SG=2.7 82 94
HYDRAULIC CONDUCTIVITY TESTING MEASUREMENT
FALLING HEAD TEST
Confining Pressure (psi)70.2 Influent Pressure (psi)68.2 Effluent Pressure (psi)68.0 B-Value 0.95
Date Clock Time Elapsed Pipet Readings Head Temp Gradient K Temp K20°C
Time Initial Final Initial Final
Start End seconds in out in out cm cm ºC (cm/sec)Correction (cm/sec)
2:22:00 2:22:27 27 1.0 23.0 2.0 22.0 40.092 37.726 22.0 5 1.7E-04 0.953 1.6E-04
2:22:27 2:22:59 32 2.0 22.0 3.0 21.0 37.726 35.361 22.0 5 1.5E-04 0.953 1.4E-04
2:22:59 2:23:35 36 3.0 21.0 4.0 20.0 35.361 32.995 22.0 5 1.4E-04 0.953 1.4E-04
2:23:35 2:24:11 36 4.0 20.0 5.0 19.0 32.995 30.629 22.0 5 1.5E-04 0.953 1.5E-04
Pipet Length, cm 28.390 28.390
Pipet Volume, cc 24 24
Cross-sectional Area of
Pipet, cm2 0.8454 0.8454
HYDRAULIC CONDUCTIVITY (K20°C)1.5E-04 cm/sec
7-19-18
7-19-18
7-19-18
7-19-18
2.903 2.910
2.857 2.871
496.6 524.4
HIGH HAMPTON INN
BIO RETENTION
J18-12228-02
7-16-18
RC-7
REMOLDED
SANDS
Sandy Silt
Sand
Clayey Sand
Low Plasticity Clay
CL
CLS
BLDRCBBL
CH
SILTS and CLAYS
Groundwater Table 24 Hours after Completion of Drilling
Very Soft
Soft
Firm
Stiff
Very Stiff
Hard
Very Hard
Silt
KEY TO SOIL CLASSIFICATIONSKEY TO SOIL CLASSIFICATIONSKEY TO SOIL CLASSIFICATIONSKEY TO SOIL CLASSIFICATIONS
MH
MLS
SW
SC
KEY TO DRILLING SYMBOLSKEY TO DRILLING SYMBOLSKEY TO DRILLING SYMBOLSKEY TO DRILLING SYMBOLS
TOPSOIL
Relative
Density
*ASTM D 1586
Groundwater Table at Time of Drilling
Consistency
Particle Size Identification
Very Loose
Loose
Firm
Very Firm
Dense
Very Dense
Topsoil
CL-ML
ML
BEDROCK
Poorly-graded Gravel
Well-graded Gravel
GP
Concrete
A5
0 to 2
3 to 4
5 to 8
9 to 15
16 to 30
31 to 50
over 50
Clayey Silt Silty Sand
Partially Weathered Rock
High Plasticity Clay
GW
0 to 4
5 to 10
11 to 20
21 to 30
31 to 50
over 50
Penetration Resistance*
Blows per Foot
Boulder: Greater than 300 mm
Cobble: 75 to 300 mm
Gravel:
Coarse - 19 to 75 mm
Fine - 4.75 to 19 mm
Sand:
Coarse - 2 to 4.75 mm
Medium - 0.425 to 2 mm
Fine - 0.075 to 0.425 mm
Silt & Clay: Less than 0.075 mm
Penetration Resistance*
Blows per Foot
KEY TO SOIL CLASSIFICATIONS AND CONSISTENCY DESCRIPTIONSKEY TO SOIL CLASSIFICATIONS AND CONSISTENCY DESCRIPTIONSKEY TO SOIL CLASSIFICATIONS AND CONSISTENCY DESCRIPTIONSKEY TO SOIL CLASSIFICATIONS AND CONSISTENCY DESCRIPTIONS
Bedrock
SM
Sandy Clay
Silty Clay
Undistrurbed Sample
Split Spoon Sample
Grab Sample
BUNNELL-LAMMONS ENGINEERING, INC.
ASHEVILLE, NORTH CAROLINA
Field Exploration Procedures
Soil Test Borings
The borings were made by mechanically twisting a continuous flight steel auger into the soil. Soil
sampling and penetration testing were performed in general accordance with ASTM D 1586. At
assigned intervals, soil samples were obtained with a standard 1.4-inch I. D., 2-inch O. D., split-tube
sampler. The sampler was first seated 6 inches to penetrate any loose cuttings, and then driven an
additional 12 inches with blows of a 140-pound hammer falling 30 inches. The number of hammer
blows required to drive the sampler the final 12 inches was recorded and is designated the "standard
penetration resistance." The penetration resistance, when properly evaluated, is an index to the
strength of the soil and foundation supporting capability.
Representative portions of the soil samples, thus obtained, were placed in glass jars and transported
to the laboratory. In the laboratory, the samples were examined by a geotechnical engineer to verify
the field classifications of the driller. Test Boring Records are attached, showing the soil
descriptions and penetration resistance.