20220378 Ver 1_SW Buffalo and NC42 Letter 10-13-20_20220310

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TM ENGINEERING,INC
September 28,2020
Mr. J.Michael Stocks
Stocks Engineering,P.A.
801 East Washington Street,P.O. Box 1108
Nashville,NC 27856
Subject: Report of Evaluation&Subsurface Exploration
Flowers Plantation Dam—SW Buffalo and NC42
Clayton,NC
TME Project No.: #201116E
Mr. Stocks:
TM Engineering, Inc. (TME) is providing this report to present the results of a subsurface
exploration and evaluation on the existing dam located on the above referenced property.
SITE OBSERVATIONS
The existing dam embankment is approximately 400 feet long. The majority of the crest of the
dam is brush and grass with some trees along edge near the water, and is approximately 8 to 12±
feet in width and approximately 2± feet in height above the normal pool elevation. The
downstream slope varies from 5 to 20± feet in height. The downstream slope is steep (greater
than 2H:1 V in most areas based on estimated visual observation) and heavily vegetated with
brush and trees. There were no outlets observed, however the dam along the western edge has
been washed out and water is flowing out of the pond in the south/southwest direction. See the
attached site visit exhibit and soil boring map for reference.
SUBSURFACE CONDITIONS
Subsurface conditions for the existing dam were evaluated by advancing rotary test borings in
four locations along the crest of the dam embankment. Refer to the soil boring location map for
approximate boring locations. Hollow-stem augers were advanced to depths of up to 20 feet
below existing top of dam grade and representative soil samples were recovered with a standard
split-spoon sampler in general accordance with ASTM Standards. 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.
TM Engineering, Inc. 1103 Hiawatha Court I Cary, NC 27513-4743 I [phone] I www.tmengineering.co

Flowers Plantation Dam—SW Buffalo and NC42
Page 2 of 5
Representative portions of the split-spoon soil samples obtained during the exploration were
evaluated by a member of our professional staff. The soil descriptions and classifications
provided in this report and shown on the attached boring logs are based on visual observation
and should be considered approximate. Split-spoon soil samples recovered on this project will
be stored for a period of sixty days. After sixty days, the samples will be discarded unless prior
notification is provided to us.
As shown on the attached soil boring logs and subsurface diagram the borings generally
encountered very soft to firm sandy clay fill soils with SPT N-values ranging from 2 to 8 blows
per foot (bpf) to depths of 8 to 13 feet below existing grade. The fill then transitioned into very
soft to firm clay (CL) and/or loose clayey sand (SC) materials with N-values ranging from 2 to 5
blows per foot (bpf). It should be noted that varied subsurface conditions could exist
intermittently outside of the tested locations.
Measurable subsurface water was encountered at the time of drilling in test borings B-01 and
B-04 at 12 and 15 feet below existing grade respectively, and in general all of the samples taken
during this investigation were characterized as slightly moist to moist.
PRELIMINARY RECOMMENDATIONS
General
The following evaluations and recommendations are based on the information provided, our
observations at the site, interpretation of the field data obtained during this exploration, and our
experience with similar subsurface conditions. Subsurface conditions in unexplored locations
may vary from those encountered. Should subsurface conditions adverse to those indicated in
this report be encountered during construction, those differences should be reported to us so that
these recommendations may be confirmed, extended, or modified as necessary. The following
recommendations are to provide general guidance through the design and construction process.
Downstream Slope Observations
THE performed a general site reconnaissance of the pond dam embankments. No unstable areas
or shallow sloughing was observed on the downstream slope of the pond, however as previously
noted it does appear to be 2H:1V or steeper in most locations. Slopes steeper than 2.5H:1V
typically have a higher potential for experiencing shallow sloughing, especially during the wetter
times of the year. Shallow sloughing does not typically result in immediate safety risk or dam
failure, but it does require maintenance and repair to avoid an increase in the advancement of
TM Engineering, Inc. 1103 Hiawatha Court I Cary, NC 27513-4743 I [phone] I www.tmengineering.co

Flowers Plantation Dam—SW Buffalo and NC42
Page 3 of 5
distress and damage to the embankment over time. In addition, there are large trees that over
time may fall creating voids in the near surface of the slope. Similar to sloughing this is more of
a maintenance and repair issue.
Slope Stability Evaluation
A profile section of the existing dam embankments was created based on a general site
reconnaissance and the collected test boring data. In addition to the previously noted geometry,
conservative assumptions were made for the pond depth and geometry of the upstream slope as it
is under water and unknown at this time. The steady-state downstream and upstream stability of
the dam embankment was evaluated (Figures 1&2), as well as the upstream stability of the dam
embankment under rapid draw-down conditions (Figure 3). Using a typical phreatic surface
assumption, which extends the water line from the approximate existing pond elevation through
the embankment section to discharge at the third point above the toe, and using strength
parameters for compacted materials based on the test boring data, the downstream steady-state
stability factor of safety is approximately 1.1 which does not meet the factor of safety of 1.5
required by Dam Safety for High Hazard dams. The upstream steady-state stability factor of
safety is approximately 2.1 which does meet the minimum typical factor of safety of 1.5
required. The factor of safety for the rapid draw-down is approximately 1.18 which does meet
the minimum factor of safety of 1.25 typically required.
Reconstruction Considerations
Based on our visual inspection the dam embankment is generally performing suitably at this
time, however the results of the subsurface investigation indicate very soft wet materials within
the dam embankment which is indicative of conditions that are not suitable for long term
stability. As a result, it is our general recommendation that consideration be given to removing
and reconstructing the existing dam embankment.
It is our understanding that the existing pond likely has excess required storm water capacity.
Therefore, as an alternative to complete removal and reconstruction we suggest consideration be
given to construction of a new embankment adjacent to the upstream side of the existing dam.
As previously noted the existing embankment does not meet the required factor of safety for
downstream slope stability, and the downstream slope is steep and heavily overgrown. As such
we recommend that the new dam embankment be designed to meet specifications as an
TM Engineering, Inc. 1103 Hiawatha Court I Cary, NC 27513-4743 I [phone] I www.tmengineering.co

Flowers Plantation Dam—SW Buffalo and NC42
Page 4 of 5
independent structure. It can then subsequently be connected to the existing embankment and
not be negatively affected by any potential future distress in the existing embankment. The
existing downstream slope could remain undisturbed since the previously mentioned sloughing
and distress related to fallen trees would not negatively affect the proper function of the new
embankment. See the attached diagram 4 for general reference for this proposed construction.
Design Considerations
TME was not provided information to indicate whether this dam falls under review of North
Carolina Dam Safety. We recommend that designation be identified. Design and construction
requirements typically do not change based on classification, but the timing and complications of
plan preparation, submittal, and construction is greatly reduced by not having to go through the
full review process.
As previously noted the depth of the pond and geometry of the upstream slope is unknown at this
time. As a result, preliminary dimensions of the proposed embankment have not been provided
as part of this evaluation. TME suggests a survey be performed of the upstream slope. Once the
actual geometry is determined a civil engineer can be retained to design the new embankment
and determine and design an appropriate new spillway and/or outlet structure if required. Based
on visual observation during this evaluation the downstream slope varies from 5 to 20+ feet in
height and the test borings encountered fill materials between 8 and 13 feet in depth, so the
existing upstream slope likely varies in height along the length of the dam and the new
embankment should be able to be designed mimic the existing site conditions. Based on the
results of the test borings the residual clay soils immediately below the dam are very soft and we
recommend a keyway be incorporated into the design.
Construction Considerations
Construction of the new embankment will require draining the existing pond or lowering the
water level and constructing an upstream coffer dam and pump system to create the required
space for construction. Once the area has been dewatered it will have to be excavated down to
firm material prior to construction of the new embankment. There will likely be a significant
amount of soft material that has been deposited in this area that will be required to be removed.
The loose wet material will also need to be removed from the upstream slope. After excavation
and prior to placement of the new embankment the area should be carefully evaluated by a
geotechnical engineer to verify suitable conditions for construction. Most of the excavated
material will likely be wet sedimentation that has been deposited on the pond bottom and will be
unsuitable for reuse in construction of the new embankment. Additionally, a keyway may can be
TM Engineering, Inc. 1103 Hiawatha Court I Cary, NC 27513-4743 I [phone] I www.tmengineering.co

Flowers Plantation Dam—SW Buffalo and NC42
Page 5 of 5
installed at this stage. Fill materials should be a low permeable material with a classification of
ML or CL as defined by the Unified Soil Classification System. Other materials may be suitable
for use as controlled structural fill material and should be individually evaluated by the
geotechnical engineer. Fill materials should be placed in horizontal lifts with a maximum
thickness of eight (8) inches loose measure. New fill should be adequately keyed into stripped
and scarified subgrade soils and should be benched into the existing upstream slope. We
recommend that structural fill be compacted to at least 95 percent of the Standard Proctor
(ASTM Procedure D 698) maximum dry density. We recommend that all compacted fill be
placed at moisture contents in the range of -1% to +3% of the materials optimum moisture
content as determined from the Standard Proctor density test. Each lift of fill should be tested in
order to confirm that the recommended degree of compaction is attained. We recommend that the
contractor have equipment on site during earthwork for both drying and wetting of fill soils to
meet the above compaction/moisture requirements. Moisture control may be difficult during
winter months or extended periods of rain.Attempts to work the soils when wet can be expected
to result in deterioration of otherwise suitable soil conditions.
Fill slopes should be maintained at no steeper than 2.5H:1 V (Horizontal to Vertical) in order to
maintain long term stability of the embankment sections. The compaction of material used for
slope construction is critical to the slopes longevity and all slopes should be constructed using
approved structural fill. Compaction of a slope face can be difficult, so it is recommended the
grading contractor fill past the edge of the slope face during placement and compaction and then
cut it back to the design geometry.
We appreciate the opportunity to provide you with our services during this phase of the project.
Please contact us if you have any questions regarding this letter or if we may be of further
assistance.
Sincerely,
TM Engineering, Inc. (C3201)
o:t• 16'•••:Ifs(%
-77 :7
SEAL -_
0264 2
Toby Mallik, P.E. : /O/ft� Bryant Mueller, P.E.
NC Registration No. 026472 <•,, GS,K MP,,,,, NC Registration No. 050303
,,,,,,,,,,,,,�
TM Engineering, Inc. 1103 Hiawatha Court I Cary, NC 27513-4743 I [phone] I www.tmengineering.co

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TM Engineering, Inc.
103 Hiawatha Court
Cary,North Carolina
Telephone: [phone]
CLIENT Stocks Engineering,P.A. SUBSURFACE DIAGRAM PROJECT NAME Flowers Plantation Dam-SW Buffalo and NC42
PROJECT NUMBER 201116E PROJECT LOCATION Clayton,North Carolina
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103 Hiawatha Court BORING NUMBER B-01
Cary,North Carolina TM Engineering, Inc. PAGE 1 OF 1
Telephone: [phone]
CLIENT Stocks Engineering,P.A. PROJECT NAME Flowers Plantation Dam-SW Buffalo and NC42
PROJECT NUMBER 201116E _ _ PROJECT LOCATION _Clayton,North Carolina
DATE STARTED 9/24/20 COMPLETED 9124/20 GROUND ELEVATION 0 ft HOLE SIZE 4
DRILLING CONTRACTOR Carolina Drilling GROUND WATER LEVELS:
DRILLING METHOD SS 7 AT TIME OF DRILLING 12.00 ft I Elev-12.D0 ft
LOGGED BY Radford CHECKED BY TME AT END OF DRILLING -
NOTES AFTER DRILLING ---
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BORING NUMBER B-02
103 Hiawatha Court
Cary,North Carolina TM Engineering, Inc. PAGE 1 OF 1
Telephone: [phone]
CLIENT Stocks Engineering,P.A. PROJECT NAME Flowers Plantation Dam-SW Buffalo and NC42
PROJECT NUMBER 201116E PROJECT LOCATION Clayton,North Carolina
DATE STARTED 9/24/20 COMPLETED 9?24120 GROUND ELEVATION Oft HOLE SIZE 4
DRILLING CONTRACTOR Carolina Drilling GROUND WATER LEVELS:
DRILLING METHOD SS AT TIME OF DRILLING ---
LOGGED BY Radford CHECKED BY THE AT END OF DRILLING ---
NOTES AFTER DRILLING ---
A SPT N VALUE A
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BORING NUMBER B-03
103 Hiawatha Court
Cary,North Carolina TM Engineering, Inc. PAGE 1 OF 1
Telephone: [phone]
CLIENT Stocks Engineering,P.A. PROJECT NAME Flowers Plantation Dam-SW Buffalo and NC42
PROJECT NUMBER 201116E PROJECT LOCATION Clayton,North Carolina
DATE STARTED 9/24/20 COMPLETED 9?24120 GROUND ELEVATION Oft HOLE SIZE 4
DRILLING CONTRACTOR Carolina Drilling GROUND WATER LEVELS:
DRILLING METHOD SS AT TIME OF DRILLING ---
LOGGED BY Radford CHECKED BY THE AT END OF DRILLING ---
NOTES AFTER DRILLING ---
A SPT N VALUE ■
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BORING NUMBER B-04
103 Hiawatha Court
Cary,North Carolina TM Engineering, Inc. PAGE 1 OF 1
Telephone: [phone]
CLIENT Stocks Engineering,P.A. PROJECT NAME Flowers Plantation Dam-SW Buffalo and NC42
PROJECT NUMBER 201116E PROJECT LOCATION Clayton,North Carolina
DATE STARTED 9/24/20 COMPLETED 9?24120 GROUND ELEVATION 0 ft HOLE SIZE 4
DRILLING CONTRACTOR Carolina Drilling GROUND WATER LEVELS:
DRILLING METHOD SS \' AT TIME OF DRILLING 15.00 ft t Elev-15.00 ft
LOGGED BY Radford CHECKED BY THE AT END OF DRILLING ---
NOTES AFTER DRILLING ---
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/ (CL)Firm Tan/Brown Fine Sandy CLAY
Ij- S4 1-3-4
,3 1 0
z
o
o
a_
m
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w (CL)Very Loose Tan/Brown/Gray CLAY
ju, SPT 0-1-1 a
i15 _,
0
N
❑
EL- FT 1-1-1
m •
(2}
x 20 j
o
w Bottom of borehole at 20.0 feet.
o
0