20110582 Ver 1_More Info Received_20110912

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BMP CALCULATIONS, DESIGN, and SUPPORTING
INFORMATION
for the
INTERMODAL ETHANOL TERMINAL
HEALING SPRINGS, NORTH CAROLINA
Prepared for:
JT RUSSELL AND SONS, INC
D
SEP 1 2 2011
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DENR ns wftTE?w0wM
Prepared by:
PATRICK BLANDFORD, PE
HDR Engineering of the Carolinas, Inc
Charlotte NC
[phone]
A. GRANSUER DICK, PE
Chambers Engineering, PA
Albemarle, NC
[phone]
September 2011
INTERMODAL ETHANOL TERMINAL
HEALING SPRINGS, NORTH CAROLINA
Table of Contents
I. Project Narrative
H. Rail Yard BMPs
1. Calculations
2. Design Supplements
III. Truck Loading Area BMP Calculations
1. Calculations
2. Design Supplements
IV. Geotechnical Report
V. Operation and Maintenance Agreements (already submitted)
VI. Construction Drawings (attached)
1. Project Background
The proposed project for the 1T Russell Intermodal Ethanol Facility (Project) is located south and west of
the intersection of NC Highway 8 and the High-Point-Thomasville-Denton Railroad near Bringle Ferry
Road in Davidson County. The Project site is comprised of approximately 50 acres (Davidson County PIN
#0902800000006) located near the town of Healing Springs, North Carolina (35.61322°, -80.17758°)
within the Yadkin-Pee Dee River Sub-Basin 03-07-08. The Project drains immediately to Lick Creek
before entering Tuckertown Reservoir.
The Project entails the construction of a unit-train railroad yard composed of four (4) parallel tracks and
rail ladder, ethanol transfer facilities (i.e. pumps and piping), and two - 2.5 million gallon ethanol
storage tanks adjacent to the existing 1T Russell liquid asphalt emulsion terminal facility. Ethanol is pure
alcohol that has been denatured with gasoline up to 2.5% of its total volume. Plan.5heet P- provides an
overview of the site layout and proposed Project.
2. Regulatory Compliance
The Project requires various environmental permitting including compliance with Water Supply
Watershed regulations, Spill Prevention, Control, and Countermeasures (SPCC) Rule, and Division of
Water Quality (DWQ) 401 Water Quality certification as it pertains to this review and BMP design. The
Project involves the development of 18.6 acres of undisturbed land resulting in 52% imperviousness
however, the overall parcel is much less impervious (approximately 17%). Due to its location in the
Tuckertown Reservoir watershed, it is subject to the WSW-IV ordinance administered by Davidson
County's Planning Department; the project is located in the "protected" portion of the watershed. As
such, the Project does not exceed high density thresholds of 24% built upon area (BUA) and therefore is
not required to provide any engineered storm water controls for water quality protection. However, it is
anticipated that 401 Water Quality certification will require a Storm Water Management Plan and
subsequent engineered storm water controls for compliance. The low density classification per Storm
Water Conditions in General Certifications 3819 and 3821 states:
• All storm water from the site must be transported primarily via vegetated conveyances
designed in accordance with the most recent version of the NC DWQ Storm water BMP
Manual
• The project must not include a storm water collection system (such as piped conveyances) as
defined in NCAC 26 .0202.
This Project includes multiple instances of storm water collection systems that not only provide site
drainage but must also be maintained for spill control subject to the SPCC Rule; therefore, it anticipated
that engineered structural controls may be required to satisfy the high density requirements of the 401
Water Quality certification. High density areas are required to be treated by Best Management Practices
(BMPs) that are designed to remove 85% total suspended solids. Compliance with the SPCC is required
due to the above ground storage of an oil product in excess of 1,320 gallons.
The rail yard, tank farm, and truck loading areas are designed with storm water drainage systems
consisting of inlets, pipes, underdrains, and outlets. The rail yard and tank farm have drainage systems
that also double as spill containment systems. Spill containment systems are systems that are sized to
collect a potential spill and prevent discharge to navigable waters prior to clean up efforts. This is
typically done by maintaining a closed valve on the system drainage/discharge pipe. As a result of
maintaining a closed value, periodically storm water will collect in the system and need to be manually
discharged after an inspection has been performed to ensure it's not contaminated.
The rail yard is required to also. provide water quality treatment (i.e. 85% reduction of total suspended
solids) given the extensive proposed impervious area to remain after construction. The truck loading
area does not have spill potential but will need to comply with the 85% reduction of total suspended
solids as well.
The tank farm, consisting of an earthen ring levee and vegetated, compacted clay linear will have
primarily a very passive use with respect to pollutant generation. Given this semi-pervious land cover,
the passive use, and the requirement to inspect and manually release storm water from the system,
DWQ staff has granted an exemption to fully treating the storm water. It is anticipated that the limited
pollutants in the storm water would settle out before being manually released. In addition, a level
spreader and filter strip have been planned for and designed to treat any resulting pollutants in the
manual storm water discharges from the tank farm.
3. Water Quality Treatment Strategy
As previously discussed, the rail yard and truck loading areas are required to have structural BMPs to
provide an 85% reduction in total suspended solids. The total proposed BUA for the Project is 8.1 acres
across 12 unique sub-basins. Three (3) new outfalls will be created as a result of the Project and two (2)
existing drainage areas and outfalis will have new BUA proposed within their limits. The Project is being
served by four (4) BMPs. The four (4) BMPs will treat storm water from 4.7 acres of proposed BUA and
1.5 acres of existing BUA previously untreated. The existing BUA was developed prior to water quality
regulations. The BMPs treat a total of 6.2 acres of BUA; the remaining 2.2 acres, which exist in the Tank
Farm sub-basin have been exempted by DWQ staff as previously discussed. The three (3) BMPs include
two (2) grass vegetated bioretention basins and a wet pond. The following table and accompanying
Project drainage plan summarizes this information.
V?Jetiwr Qi?liity Tre rr?rit`Summ ar?
.
:SUb b?siri ,'ID drainage ' .Proposed Existing ttitrnt 8MP

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(acres (a s ?? :frSJ. !.a. Fc i
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West Turnout Ladder R1 0.2 0.1 0.0 Not Treated
(Untreated)
East Turnout Ladder R2 0.3 0.2 0.0 Treated Bioretention
(Treated) East
West Rail Yard R3 2.4 0.8 0.0 Treated Bioretention
West
East Rail Yard R4 3.5 2.7 0.0 Treated Bioretention
East
Rail Yard Access Road R6 1.9 0.3 0.1 Treated Bioretention
East
North of Loading Area F1 1.0 0.1 0.1 Not Treated
Loading Area F2 3.7 1.0 0.2 Not Treated
Tank Farm F3 2.2 2.2 0.0 Exempted Level Spreader/
Filter Strip
Inner Loop F4 1.3 0.2 0.8 Treated Wet Pond
Outer Loop F5 0.3 0.1 0.1 Treated Wet Pond
North of Spur F6 1.1 0.4 0.0 Treated Wet Pond
West Spur Wet

Detention F7 0.7 0.0 0.5 Treated Wet Pond
Total Project 18.6 8.1 1.8
r Y''
Total Required for Treatment 5.9 Y ? '
Total to be Treated 4.7 1.5
4. BMP Design Modifications
The following design modifications are being requested as variance from the North Carolina Division of
Water Quality Stormwater Best Management Practices Manual. A reason for the variance is also
provided.
1. The East Rail Yard Bioretention area receives 5.7 acres of drainage exceeding the recommended
5 acre maximum limit. The increase is only 0.7 acres and the stormwater from this drainage
area must be detained in a secondary containment and manually released to the bioretention
area. This will afford the operator to gradually release the water to the bioretention area
minimizing typical disturbances associated with larger drainage areas.
S. Geotechnical/Soil Report
A Geotechnical Report was prepared by Bunnell-Lammons Engineering, Inc for Chambers Engineering,
PA in June 2011. As part of this report geotechnical investigation was performed for the site. The full
report is included in this submittal.
As part of the geotechnical investigation soil borings were performed at 23 locations across the site
including areas in proximity to the proposed six BMPs. Boring depths ranged from 6 -18.5 feet deep and
in no boring hole was ground water encountered during the boring process and up to a period 24 hours
after boring completion. It is anticipated that ground water elevations will not impact operation of any
of the three proposed BMPs.
Soil profiles consist of clayey soils near the surface underlain by sandy silts and silty sands. These soils
depths gradually transition into partially weathered rock underlain by bedrock formations. All proposed
BMPs are designed to be underdrained to provide complete drawdown and there is no specification to
use onsite material for the construction of filter media.
INTERMODAL ETHANOL TERMINAL
HEALING SPRINGS, NORTH CAROLINA
II. Rail Yard BMPs
•
Rail Yard Bioretention Design
Water Quality Volume - Used Simple Method
Rin-WPCt
A I)
.? ° F
Rin-Fact
Area (ft) A 104,544 248,292
Impervious Area (ft) 34,848 143,748
Impervious Fraction la 33.3 57.9
Runoff Coefficient Rv 0.35 0.57
Water Quality Volume (acre-ft) WQv 0.07 0.27
Water Quality Volume (ft) WQv 3,049 11,816
Rv = 0.05 + 0.9 x la
V= 3630 x Rd x Rv x A/ 43560
Rd = 1 inches
Bioretention Sizing
Rin-wact Rin-LMC+
Average Length (ft) 1 140 160
Average Width (ft) w 30 75
Depth of Ponded Water (ft) d 1 1
Area (ft) A 4,200 12,000,

Pretreatment
Water quality volume will be captured in secondary containment ditch surrounding rail yard and inspected
before being manually released to bioretention areas. Discharged stormwater will be dissipated with
nprap forebay before entering basin as sheet flow.
Discharges thru pipes are provided and converted into a weir flow out of the forebay
Rin_%A/ne+ Q:.. C-4-
Head of WQv in Ditch (ft) H 0.88 1.85
Discharge from Ditch Thru Pipe (cfs) Q 3.5 5.1
Q = CdA (2gH)o.s
Assume Cd is 0.6, g is 32.2 ft/sz and the pipe is 12" diameter with orifice equation
Bio-West Bio-East
Width of Forebay Weir (ft) L 15 75
Height of Discharge from Forebay (ft) H 0.18 0.08
Velocity of Discharge from Forebay (ft/s) v 1.3 0.9
H = (Q/ CWT)""'
Assume C,N is 3.0 with weir equation then divide discharge with weir length and height to obtain
velocity.
Velocities are within the maximum limit of 3 ft/s for grassed bioretention areas
Soil Media Type and Depth
Use the following composition. Mix to be specified in Contract Specifications
Rio-West Bio-East
Sand (%) 86 86
Fines (9'0) 9 9
Organic (9'0) 5 5
,P-Index 10-30 10-30
Bioretention area is to be sodded with grass, so depth will 2 feet
Drawdown Times
Assume 2.0 inches/hour infiltration rate based on Manual recommended mix
Bio-West Bio-Fast
Infiltration rate (in/hr) la 22
Depth (inches) (Temp Pool) d 12 12
Drawdown Time (hr) t 6.0 6.0
Depth (inches) (Bioretention Depth) d 24 24!
Drawdown Time (hr) t 12.0 12.0
.. I rs
t = d/la
0\%0 I H111
`????•••• FES i
• 03
10- 0 P?:
•:1'G NE?.•?pQ?
Underdrain Sizing
Using assumed 2.0 inches/hour infiltration rate
Design flow with safety of factor 10 = 0.8 cubic feet per second
Rio-West Rin-Fact
Flowrate (cfs) Q 0.14 0.54
Factor of Safety Flowrate (cfs) Q 1.4 5.4
Slope (%) S 0.5 0.5
Roughness n 0.011 0.011
Diameter (in) D 3.8 6.3
Use Diameter (in) p
D = 16 x [Q x n / So.s](3/8)
Assumed n = 0.011 for PVC
Overflow Structure
Runoff from the rail yard will first collect in the perimeter drainage ditches that also act as secondary
containment. The stormwater will be inspected and manually released from the ditches prior to entering
the bioretention areas. Two drainage structures along the main 48" culvert under the rail yard provide
overflow of the volumes exceeding the water quality elevation. Therefore, only the water quality volume
and some freeboard volumes enter the bioretention area. In addition, a concrete riser box is being
provided for overflow within the bioretention area in event of blockage of underdrains or excessive rain
onto the bioretention area.
Select Plants
Bioretention will be sodded with centipede or approved equal.
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Permit Number:
(to be provided by DWQ)
?Q?aF \NAr?RaG
AMA
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information.
Project name JTRussell and Sons Ethanol Transfer Faa1ity
Contact name Patrick Slandford
Phone number [phone]
Date August 22,: 2011
Drainage area number Rall Yard West (133)
ONES=
Site Characteristics
Drainage area 104,544 ftz
Impervious area 34,M ft2
Percent impervious 33.3 o %
Design rainfall depth 1.0 inch
Peak Flow Calculations
Is prelpost control of the 1-yr, 24-hr peak flow required?
1-yr, 24-hr runoff depth
1-yr, 24-hr intensity
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak control
Storage Volume: Non-SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5• runoff volume
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Cell Dimensions
Ponding depth of water
Ponding depth of water
Surface area of the top of the bioretention cell
Length:
Width:
-or- Radius
Media and Soils Summary
Drawdown time, ponded volume
Drawdown time, to 24 inches below surface
Drawdown time, total:
In-situ soil:
Soil permeability
Planting media soit
Soil permeability
Soil composition
% Sand (by volume)
% Fines (by volume)
% Organic (by volume)
Phosphorus Index (P-Index) of media
Form SW401-Bioretention-Rev.8
June 25, 2010
No (Y or N)
2.9 in
in/hr
ft'/sec
ft'/sec
ft'/sec
3,049.2 ft3
3,300:0 ft3 OK
ft3
ft3
ft3
0 ft3
ft3
12 inches
1.00 ft
3,300.0 ftz
140 ft
30 ft
ft
OK
OK
OK
OK
6 hr OK
fit hr OK
18 hr
in/hr
1.50 in/hr OK
86% OK
9% OK
5% OK
Total: 100%
15 (unitless) OK
J
v ._
B i ANp```?
Parts I and II. Design Summary, Page 1 of 2
Basin Elevations
Temporary pool elevation
Type of bioretention cell (answer •Y° to only one of the two
following questions):
Is this a grassed cell?
Is this a cell with trees/shrubs?
Planting elevation (top of the mulch or grass sod layer)
Depth of mulch
Bottom of the planting media soil
Planting media depth
Depth of washed sand below planting media soil
Are underdrains being installed?
How many clean out pipes are being installed?
What factor of safety is used for sizing the underdrains? (See
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and
the bottom of the cell to account for underdrains
Bottom of the cell required
SHWT elevation
Distance from bottom to SHWT
Internal Water Storage Zone (IWS)
Does the design include IWS
Elevation of the top of the upturned elbow
Separation of IWS and Surface
Planting Plan
Number of tree species
Number of shrub species
Number of herbaceous groundcover species
Additional Information
587.50 fmsl
Y (Y or N)
N (Y or N)
586.5 fmsl
0 inches
584.5 fmsl
2ft
0.33 It
Permit Number: •
(to be provided by DWQ)
•
•
OK
Insufficient mulch depth, unless installing grassed cell. ,
Y (Y or N)
4 OK
10 OK
1ft
Does volume in excess of the design volume bypass the Y or N) OK
bioretention cell? )
Does volume in excess of the design volume flow even) distributed
y N (Y or N) Excess volume must pass through filter.
through a vegetated filter?
What is the length of the vegetated fitter? ft
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30 feet from surface waters (50 feet if
SA waters)?
Is the BMP localed at least 100 feet from water supply wells?
Are the vegetated side slopes equal to or less than 3:1?
Is the BMP located in a proposed drainage easement with aooess
to a public Right of Way (ROW)?
Inlet velocity (from treatment system)
Is the area surrounding the cell likely to undergo development in
the future?
Are the slopes draining to the bioretention cell greater than 20%?
Is the drainage area permanently stabilized?
Pretreatment Used
(Indicate Type Used with an •X• in the shaded cell)
Gravel and grass
(8inches gravel followed' by 3-5 ft of grass)
Grassed swale
Forebay
Other
Form SW401-131oretention-Rev.8
June 25, 2010
N (Y or N) Show how flow is evenly distributed.
Y (Y or N) OK
- --Y-- - (Y or N)
-
Y ,
_ (Y or N)
Y (Y or N)
1.3 WSW
N (Y or N)
N (Y or N)
Y (Y or N)
x
OK
OK
583.17 fmsl rM. O F tr, Q T - rsf e l ,4 N- SS 3.
NA;fmsl ?E,? M a H 4 i C7-, CtCA% f?5 g'
#VALUE! ft #VALUE!
N (Y or N)
fmsl
586.5 ft
1 ` Recommend more species.
OK
•
•
•
•
0
0
•
•
•
•
•
•
•
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•
Insufficient inlet velocity unless energy dissipating devices are •
being used.
OK .
OK

E
OK

r

Parts I and II. Design Summary, Page 2 of 2
•
•
•
Permit No:
(to be assigned by DWQ)
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package
will result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided
to indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
• Initials Sheet No.
1. Plans (1" - 50' or larger) of the entire site showing:
Design at ultimate build-out,
• - Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
- Cell dimensions,
Pretreatment system,
- High flow bypass system,
s - Maintenance access,
- Recorded drainage easement and public right of way (ROW),
- Clean out pipe locations,
- Overflow device, and
- Boundaries of drainage easement.
2. Plan details (1" = 30' or larger) for the bioretention cell showing:
• - Cell dimensions
- Pretreatment system,
- High flow bypass system,
- Maintenance access,
- Recorded drainage easement and public right of way (ROW),
- Design at ultimate build-out,
- Off-site drainage (if applicable),
- Clean out pipe locations,
• - Overflow device, and
- Boundaries of drainage easement.
• - Indicate the P-Index between 10 and 30
3. Section view of the bioretention cell 0" = 20' or larger) showing:
Side slopes, 3:1 or lower
• - Underdrain system ('If applicable), and
Bioretention cell layers [ground level and slope, pre-treatment, ponding depth, mulch depth, fill media
depth, washed sand, filter fabric (or choking stone if applicable), #57 stone, underdrains ('If applicable),
• SHWT level(s), and overflow structure]
• 4, A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. The
results of the soils report must be verified in the field by DWQ, by completing & submitting the soils
• investigation request form. County soil maps are not an acceptable source of soils information. All
• elevations shall be in feet mean sea level (fmsl). Results of soils tests of both the planting soil and the in
situ soil must include:
• - Soil permeability,
- Soil composition (% sand, % fines, % organic), and
- P-index.
5. A detailed planting plan (1" = 20' or larger) prepared by a qualified individual showing:
- A variety of suitable species,
- Sizes, spacing and locations of plantings,
- Total quantity of each type of plant specified,
- A planting detail,
- The source nursery for the plants, and
- Fertilizer and watering requirements to establish vegetation.
6. A construction sequence that shows how the bioretention cell will be protected from sediment until the
entire drainage area is stabilized.
i 7. The supporting calculations (including underdrain calculations, if applicable).
8. A copy of the signed and notarized inspection and maintenance (I&M) agreement.
9. A copy of the deed restriction.
Form SW401-Bbretention-Rev.7 Part III, Page 1 of 1
Permit Number:
(to be provided by DWQ)
Q?F W A i FRIG
•
TA
NCDENR Y
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information.
Project name
Contact name
Phone number
Date
Drainage area number
Site Characteristics
Drainage area - 248,292 ft2
Impervious area 143,748 ft2
Percent impervious 57.9% %
Design rainfall depth 1.0 inch
Peak Flow Calculations
Is prelpost control of the 1-yr, 24-hr peak flow required?
1-yr, 24-hr runoff depth
1-yr, 24-hr intensity
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak control
Storage Volume: Non-SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5• runoff volume
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Cell Dimensions
Ponding depth of water
Ponding depth of water
Surface area of the top of the bioretention cell
Length:
Width:
-or- Radius
Media and Soils Summary
Drawdown time, ponded volume
Drawdown time, to 24 inches below surface
Drawdown time, total:
In-situ soih.
Soil permeability
Planting media soil:
Soil permeability
Soil composition
% Sand (by volume)
% Fines (by volume)
% Organic (by volume)
Phosphorus Index (P-Index) of media
Forth SW401-Bioretention-Rev.8
June 25, 2010
No (Y or N)
2.9 in
in/hr
ft3/sec
ft3/sec
ft3/sec
11,830A ft3
12,430.0 ft3 OK
ft3
ft3
ft3
0 ft3
ft3
12 inches
1.00 ft
12,000.0 ft2
160 ft
75 ft
ft
OK
OK
OK
OK
6 hr OK
12 hr OK
18 hr
in/hr
1.50 in/hr OK
88% OK
9% OK
5% OK
Total: 100%
15 (unitless) OK
tCAR
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• 9
i •
6; P
Parts I and II. Design Summary, Page 1 of 2
Permit Number: ,
(to be provided by DWQ)
Basin Elevations
Temporary pool elevation
Type of bioretention cell (answer "Y" to only one of the two
following questions):
Is this a grassed cell?
Is this a cell with trees/shrubs?
Planting elevation (top of the mulch or grass sod layer)
Depth of mulch
Bottom of the planting media soil
Planting media depth
Depth of washed sand below planting media soil
Are underdrains being installed?
How many clean out pipes are being installed?
What factor of safety is used for sizing the underdrains? (See
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and
the bottom of the cell to account for underdrains
Bottom of the cell required
SHWT elevation
Distance from bottom to SHWT
Internal Water Storage Zone (IWS)
Does the design include IWS
Elevation of the top of the upturned elbow
Separation of IWS and Surface
Planting Plan
Number of tree species
Number of shrub species
Number of herbaceous groundcover species
587.00 fmsl
Y (Y or N)
N (Y or N)
586 fmsl
0 inches
584 fmsl
2ft
0.33 ft
OK
Insufficient mulch depth, unless installing grassed cell.
•
Y (Y or N)
12 OK
10 OK
1ft
582.67 fmsl
NA fmsl
#VALUE! ft
s ttvM % F C t!Lt... r vr- S Is 3 . era P4EW-_ I50A 1P
M 2 ft en i J Y; ju
N (Y or N)
fmsl
586 ft
1'
Recommend more species.
Additional Information
Does volume in excess of the design volume bypass the Y (Y or N) OK
bioretention cell?
Does volume in excess of the design volume flow evenly distributed N (Y or N) Excess volume must pass through filter.
through a vegetated filter?
What is the length of the vegetated filter? ft
Does the design use a level spreader to evenly distribute flow? N (Y or N) Show how flow is evenly distributed.
Is the BMP located at least 30 feet from surface waters (50 feet if Y (Y or N) OK
SA waters)?
Is the BMP localed at least 100 feet from water supply wells? Y (Y or N) OK
Are the vegetated side slopes equal to or less than 3:1? Y (Y or N) OK
Is the BMP located in a proposed drainage easement with access Y (Y or N) OK
to a public Right of Way (ROW)?
Inlet velocity (from treatment system) 0.9 ft/sec OK
Is the area surrounding the cell likely to undergo development in N (Y or N) OK
the future?
Are the slopes draining to the bioretention cell greater than 20%? N (Y or N) OK
Is the drainage area permanently stabilized? Y _ (Y or N) OK
Pretreatment Used
(Indicate Type Used with an ')C in the shaded cell)
Gravel and grass
(811nches gravel followed by 3-5 ft:of grass)
Grassed Swale OK
Forebay X
Other
Form SW401-131oretention-Rev.8
June 25, 2010
qeA-qC9 a
??c1it!(3(! o>
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• 0
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Parts I and 11. Design Summary, Page 2 of 2

Permit No:
(to be assigned by DWQ)
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package
will result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided
to indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
• requirement has not been met, attach justification.
•
• Pagel Plan
Initials Sheet No.
1. Plans (1' - 50' or larger) of the entire site showing:
Design at ultimate build-out,
• - Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
- Cell dimensions,
Pretreatment system,
High flow bypass system,
• Maintenance access,
Recorded drainage easement and public right of way (ROW),
- Clean out pipe locations,
Overflow device, and
- Boundaries of drainage easement.
2. Plan details (1" = 30' or larger) for the bioretention cell showing:
• Cell dimensions
Pretreatment system,
- High flow bypass system,
. Maintenance access,
Recorded drainage easement and public right of way (ROW),
• - Design at ultimate build-out,
- Off-site drainage (if applicable),
- Clean out pipe locations,
•

• - Overflow device, and
- Boundaries of drainage easement
- Indicate the P-Index between 10 and 30
3. Section view of the bioretention cell 0" = 20' or larger) showing:
- Side slopes, 3:1 or lower
- Underdrain system (if applicable), and
- Bioretention cell layers [ground level and slope, pre-treatment, ponding depth, mulch depth, fill media
depth, washed sand, filter fabric (or choking stone if applicable), #57 stone, underdrains (if applicable),
• SHWT level(s), and overflow structure]
4. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. The
results of the soils report must be verified in the field by DWQ, by completing & submitting the soils
investigation request form. County soil maps are not an acceptable source of soils information. All
elevations shall be in feet mean sea level (fmsl). Results of soils tests of both the planting soil and the in
situ soil must include:
- Soil permeability,
- Soil composition (% sand, % fines, % organic), and
- P-index.
5. A detailed planting plan (1' = 20' or larger) prepared by a qualified individual showing:
- A variety of suitable species,
- Sizes, spacing and locations of plantings,
- Total quantity of each type of plant specified,
- A planting detail,
- The source nursery for the plants, and
- Fertilizer and watering requirements to establish vegetation.
6. A construction sequence that shows how the bioretention cell will be protected from sediment until the
entire drainage area is stabilized.
7. The supporting calculations (including underdrain calculations, if applicable).
8. A copy of the signed and notarized inspection and maintenance (I&M) agreement.
9. A copy of the deed restriction.
Form SW401-Bioretention-Rev.7 Part III, Page 1 of 1
INTERMODAL ETHANOL TERMINAL
HEALING SPRINGS, NORTH CAROLINA
III. Truck Loading Area BMPs
Permit No.
(to be provided by DWG?)
OF WATF9
AMA
NCGEHR p
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET RETENTION BASIN SUPPLEMENT
M form must be lilted out; prkrted anal submffted.
The Required Items Checklist (Pert 110 must be printed, filled out and submAted abV w1th aN of the required lnformatkn,
..ei?.?-. :T Y'Xu:? ti'• .: ?.-ir+?' -H:.. it?'t•: •i7,: ie. w' "4't.„ g';•`?
?s
Project name J.T. Russell 8 Sons, Inc, Elhand Terminal Facility
Contact person A. Granseur Dick
Phone number 704484-6427
Date 26,Id-i t
Drainage area number 2
Site Charactedsllcs
Drainage area 142,008 fe
Impervious area, post-development 84,071 fe
% impervious 59.20%
Design rainfall depth 1.0 in
Storage Volume: Non-SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5` runoff volume
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the pre/postoo" of the 1yr 24hr storm peak flow required?
1-yr, 24-hr rainfall depth
Rational C, pre4evelopment
Rational C, post-development
Rainfall Intensity: l-yr. 24-hr storm
Pre-development 1-yr, 24-hr peak sow
Post-development 1 yr, 244ir peak flow
Pre/Post i-yr, 24-hr peak Now control
Elevations
Temporary pod elevation
Permanent pod elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 1 DR vegetated shelf elevation
Bottom of 10ff vegetated shelf elevation
Sediment deanout, top elevation (bottom of pond)
Sediment deanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state-required temp. pool?
Elevation of the top of the additional volume
6,897 fe
7,112 fta
ffa
R9
le
As
fts
N (Y or N)
OK
OK, volume provided is equal to or In excess of volume required.
2,8 In
0.40 (unidess)
0.60 (tsdUess)
0.12 in/hr OK
2.54 fts/c
5.34 f e/aso
2.50 f0lsec
588.65 rmsl
588.50 fmsl
570.00 fmsl
589.00 (msl
588.00 frost
584.00 trrlsl
583.00 (nisi
1.00 it
N (Y or N)
rmsl
I
0
Data not needed for calculation option 01, but OK If provided.
Data not needed for calculation optkxt #1, but OK if provided.
11
Form SW401-Wet DetenSon 8""ev.8.9/17M Parts I. & II. Design Summery, Page 1 of 2
Permit No.
fro be provided by DWG)
Surface Areas
Area, temporary pod
Area REQUIRED, permanent pod
SAIDA ratio
Area PROVIDED, permanent pod, A,,, w
Area, bottom of 1 Oft vegetated shelf, Aye r
Area, sediment cleanout, top elevation (bottom of pond), Am_pw
7,025 fe
3,366 fe
2.37 (uniUess)
4,745 fe OK
3,292 fe
630 ff
Volumes
Volume, temporary pod 7,112 fe
Volume, permanent pod, VW-UW 10,583 ft'
Volume, forebay, (sum of fombays if more than one forebay) 2,652 ft'
Forebay % of permanent pool volume 25.1%%
SAIDA Table Data
Design TSS removal
Coastal SAIDA Table Used?
MountaiNPledmont SAIDA Table Used?
SAIDA ratio
Average depth (used In SAIDA table):
Calculation option 1 used? (See Figure 10-2b)
Volume, permanent pod, V,.,,,.y,a
Area provided, permanent pod, Aw._pw
Average depth calculated
Average depth used in SAIDA, dN, (Round to nearest 0.511)
Calculation option 2 used? (See Figure 10-2b)
Area provided, permanent pool, A...,w
Area, bottom of 10ft vegetated shelf, Ab,,W
Area, sediment clearmout, top elevation (bottom of pond), Aw_ww
90 %
N (Y or N)
Y (Y or N)
2.37 (unfiless)
OK
Insufficient forebay volume.
Y (Y or N)
10,583 ft'
4,745 fe
3.22 ft OK
3A fl OK
N (Y or N)
4,745 ff2
3,292 fe
630 fe
'Depth' (distance blw bottom of 10ft shelf and top of sediment) 4.00 it
Average depth calculated ft
Average depth used in SAIDA, d,M, (Round to nearest 0.5111) It
Drawdown Calculations
Drawdown through odf c97
Diameter of orifice (If circular)
Area of orifice (11-non-circular)
Coefficient of discharge (Co)
Driving head (H.)
Drawdown through web?
Weir type
Coaffiderd of discharge (Ca)
Length of weir (L)
Driving head (H)
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Storage volume discharge rate (tiuotgh discharge orifice or wek)
Storage volume drawdown time
Additional Information
Vegetated sloe slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & odflce?
Freeboard provided
Vegetated filler provided?
Recorded drainage easement provided?
Capures all runoff at ultimate buld-out?
Drain mechanism for maintenance or emergencies is:
Y (Y or N)
0.94 In
In2
0.60 (unti(ess)
1.15 ft
N (Y or N)
(unfl ess)
(unitiess)
ft
It
2.84 felsec
5.34 felsec
0.04 fekac
2.15 days
v9
--o y
i
y? Wx6'1
V:
4, S
OK, draws down In 2-5 days.
3 :1 OK
10 :1 OK
10.0 ft OK
3 :1 OK
3.0 :1 OK
Y (Y or N) OK
1.0 it OK
N (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
Insufficient Outfall Elevations For Structmal Bottom Drain, Will Use Portable Pumps.
Form Sw401-wet Detention Basin-Rev.&WIT/09 Parts 1.6 rr. Deslan Summary, Page 2 of 2
Healing Springs Ethanol Terminal
JT Russell Sons
Stormwater Wet Detention Basin
FOR SIZING STORAGE OF POND AT NEW SOHS
Total Area Draining to Pond 1 3.26 AC 142,005.60 SF
Percentage Impervious 59.20%
Total Proposed Impervious Surface Area Draining to Pond 1.93 AC 84,070.80 SF
Provided Permanent Pool Area 4745 SF
Provided Permanent Pool Volume - 1' Sediment Storage 38641 CF
Required Storage For 7724 HR of Runoff for Pond
Rv =0.05+0.009(1)
Rvpost 0.58 in./in
V=3630 xRv xRd x A
WQv= 3630* 0 *1 3.26
WQ v= 6,897.00 ( ) required
WQv= This is achieved above the permanent oc
Pond Depth minus sediment storage
Ave Depth= Vperm pooVAperm pool
SAIDA ratio- 59% Impervious Area
SA
at elev= 589.65 at 7,112 CF
4 ft (588.5' - 584.5') - Sediment 583.5'
e 10-3 in BMP manual pg10-15 (
365.53 Required
745.00 Provided
SAIDA will be 90% TSS for Piedmont and Mountain Region and will not require vegetated filter at outlet.
The draw down for the minimum 1" storm event Is ponding at 589.65 which has a driving head of 1.15' .
N

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Hydreflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9 Friday, 00 2, 2011
Pond No.1 - Wet Pond #1
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begin ing Elevation = 588.50 ft
N111t///1!
Stage / Storage Table `
,.,?%%, ?%%A CAR ?,

Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cult) •a e? ?p
>r '
0.00 588.50 4,745 0 0 =
SFA
0.50 589.00 6,355 2,765 2,765 /
L
1.00 589.50
1
15 589
65 6,869
7
025 3,305
042
1 6,070
7
112 S 9 =??
.
.
1
50 590
00 ,
7
396 ,
2
523 ,
635
9
;yC
ae
EE?•??
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.
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0
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2.00
590.50
2
50 591
00
8
494 3,832
4 13,467 6*900660

,?'y
.
. , , ,
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3
.00
9,064
4,388
21
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11
3.50 592.00 9,648 4,677 26,639
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] ID]
Rise (In) = 24.00 0.94 12.00 Inactive Crest Len (ft) = 20.00 Inactive Inactive Inactive
Span On) = 24.00 0.94 96.00 0.00 Crest El. (ft) = 591.99 0.00 0.00 0.00
No. Barrels = 1 1 1 0 Weir Coeff. = 2.60 2.60 3.33 3.33
Invert El. (ft) = 586.50 588.50 590.25 0.00 Weir Type = Broad Broad Rest --
Length (ft) = 175.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope (%) = 0.50 0.00 0.00 nla
N-Value = .013 .013 .013 Na
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfll.(In/hr) = 0.000 (by Contour)
Multi-Stage = n/a No No No TW Elev. (ft) = 0.00
Stage (ft)
4.00
Note: CulverVOrMice orritlows am anayzW under inlet (b) and outlet (oc) contra. Weir risers checked for orifice condition (to) and srbmergence (s).
Stage / Discharge
3.00
2.00
1.00
0 00
Elev (R)
592.50
591.50
590.50
589.50
588 50
0.00 4.00 6.00 12.00 16.00 20.00 24.00 28.00 32.00 36.00 40.00 44.00
- Total Q Discharge (cfs)
I
H yd rog ra p h Summary Repo qdraftow Hydrographs Extension for AutoCAD® Civil 3136 2012 by Autodesk, Inc. v8
Hydrograph Report
2
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2012 by Autodesk, Inc. v9 Frlday, 00 2, 2011
Hyd. No. 3
Routed Event
Hydrograph type = Reservoir Peak discharge = 0.030 cfs
Storm frequency = 1 yrs Time to peak = 24.10 hrs
Time interval = 3 min Hyd. volume = 10,442 cuft
Inflow hyd. No. = 2 - Post Developed Area Max. Elevation = 590.18 ft
Reservoir name = Wet Pond #1 Max. Storage = 11,006 cuft
Storage Indication method used. tilletti•_ I A
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5.00
4.00
3.00
2.00
1.00
0.00
0 15
---- Hyd No. 3
30 45 60
--- Hyd No. 2
75 90 105 120 135
iIIM1J] Total storage used = 11,006 cult
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00
150
Time (hrs)
4 _
Am
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H yd ro g ra p h Summary Re po qdraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk. Inc. v9
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
Interval
(min) Time to
Peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(curt) Hydrograph
Description
1 SCS Runoff 4.436 1 724 13,305 - --- --- Pre Developed Area
2 SCS Runoff 7.554 3 717 17,104 --- --- -- Post Developed Area
3 Reservoir 0.243 3 891 15,071 2 590.28 11,819 Routed Event
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5
Hydrograph Report
HydraOow Hydrographs Extension for AutoCAD® Civil 30® 2012 by Autodesk, Inc. V9 Friday, 00 2, 2011 -
Hyd. No. 3
Routed Event
Hydrograph type = Reservoir Peak discharge = 0.243 cfs
Storm frequency = 2 yrs Time to peak = 14.85 hrs

Time interval
= 3 min
Hyd. volume _
= 15,071 cuft _
Inflow hyd. No. = 2 - Post Developed Area Max. Elevation = 590.28 ft -
Reservoir name = Wet Pond #1 Max. Storage = 11,819 cult
Storage Indication method used.
Q (cfs)
8.00
6.00
4.00
2.00
0.00 1
0 15
- Hyd No. 3
,??It1/111//1?? i
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0.
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Hyd. No. 3 -- 2 Year
30 45 60 75 90 105 120 135 150
Time (hrs)
Hyd No. 2 UTEFT Total storage used = 11,819 cult
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qdraflow 6
H yd ro g ra p h Summary Re po Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. V9
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
Interval
(min) Time to
Peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
Description
1 SCS Runoff 9.301 1 723 26,760 --- -- ---- Pre Developed Area
2 SCS Runoff 13.63 3 717 30,839 --- -- --- Post Developed Area
3 Reservoir 5.222 3 726 28,799 2 590.58 14,130 Routed Event
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Wet Pond Modeling.gpw Return Period: 10 Year Friday, 00 2, 2011
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Hyd. No. 3
Routed Event
7 ?-
Friday, 00 2, 2011
i-
Hydrograph type = Reservoir Peak discharge = 5.222 cfs
Storm frequency = 10 yrs Time to peak = 12.10 hrs -
Time interval = 3 min Hyd. volume = 28,799 cuft
Inflow hyd. No. = 2 - Post Developed Area Max. Elevation = 590.58 ft -
Reservoir name = Wet Pond #1 Max. Storage = 14,130 cuft
i -
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Routed Event
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14.00 14.00 ; -
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12.00 12.00 -
10.00 10.00 -
i _
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8.00 8.00 I -
6.00 6.00
i-
4.00 4.00
2.00 2.00 -
i_
0.00 0.00 _
0 3 6 9 12 15 18 21 24 27
Time {hrs)
Hyd No. 3 Hyd No. 2 011- Total storage used = 14,130 cult _
8 _
H yd rog ra p h Summary Repo liydraflow Hydrographs Extension for AutoCADQD Civil 3DO 2012 by Autodesk, Inc. v8
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Hyd. No. 3
Routed Event
Hydrograph type = Reservoir Peak discharge = 11.07 cfs
Storm frequency = 25 yrs Time to peak = 12.05 hrs
Time interval = 3 min Hyd. volume = 37,412 cuff
Inflow hyd. No. = 2 - Post Developed Area Max. Elevation = 590.80 ft
Reservoir name = Wet Pond #1 Max. Storage = 15,912 cuft
0
Storage Indication method used.
Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
Routed Event
Hyd. No. 3 -- 25 Year
•
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3.00

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6 9 12 15 18 21 24 27
Hyd No. 2 ® Total storage used =15,912 cuft Time (hrs)
•
•
•
•
•
10
H yd rog ra p h Summary Repo qdraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc, v9

Hydrograph
Report 11
Hydrafiow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. V9 Friday, 00 2, 2011
Hyd. No. 3
Routed Event
Hydrograph type = Reservoir Peak discharge = 15.32 cfs
Storm frequency = 50 yrs Time to peak = 12.05 hrs
Time interval = 3 min Hyd. volume = 44,435 cuft
Inflow hyd. No. = 2 - Post Developed Area Max. Elevation = 590.95 ft
Reservoir name = Wet Pond #1 Max. Storage = 17,001 cuft
Storage Indication method used.
Q (cfs)
21.00 LI.VV
18
00
18.00 .
15
00
15.00 .
12
00
12.00 .
9
00
9.00 .
6
00
6.00 .
3
00
3.00 .
n nn 0.00
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Hyd. No. 3 - 50 Year
"'It1141 title
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6 9 12 15 18 21 24
----- Hyd No. 2 [M11L] Total storage used =17,001 cuft
27
Time (hrs)
12
H yd ro g ra p h Summary Repo qdraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(CIS) Time
Interval
(min) Time to
Peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total.
strge used
(cult) Hydrograph
Description
1 SCS Runoff 17.70 1 723 50,468 --- -- -- Pre Developed Area
2 SCS Runoff 23.33 3 717 53,619 ---- --- -- Post Developed Area
3 Reservoir 18.68 3 723 51,571 2 591.06 17,806 Routed Event
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Wet Pond Modeling.gpw Return Period: 100 Year Friday, 00 2, 2011
Hydrograph Report 13
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9 Friday, 00 2, 2011
Hyd. No. 3
Routed Event
Hydrograph type = Reservoir Peak discharge = 18.68 cfs
Storm frequency = 100 yrs Time to peak = 12.05 hrs
Time interval = 3 min Hyd. volume = 51,571 cuft
Inflow hyd. No. = 2 - Post Developed Area Max. Elevation = 591.06 ft
Reservoir name = Wet Pond #1 Max. Storage = 17,806 cuft
A
Storage Indication method used.
Q (cfs)
24.00
20.00
Routed Event
Hyd. No. 3 -100 Year
7;
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?ANSEV?
16.00
12.00
8.00
4.00
0.00 1 ,
0 3
---- Hyd No. 3
6 9 12 15 18 21 24
Hyd No. 2 U J=.- Total storage used = 17,806 cuft
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
---I- 0.00
27
Time (hrs)
INTERMODAL ETHANOL TERMINAL
HEALING SPRINGS, NORTH CAROLINA
IV. Geotechnical Report
w
•
•
•
•
•
•
•
•
•
•
•
•
1 1.1 P1
BUNNELL-LAMMONS ENGINEERING, INC.
Gson w x, Ew RowmAL AND Cowsrmmm MAmgm Conamum
June 3, 2011
Chambers Engineering, PA
129 North First Street
Albemarle, North Carolina 28002
Attention. Mr Stephen G. Chambers, P.E.
Subject: Report of Geotechnical Exploration
Ethanol Transfer and Storage Facility
Healing Springs, North Carolina
BLE Project No: JII-7563-01
BLE NC License No. C-1538
Dear Mr Chambers:
Burnell-Lammons Engineering, Inc. (BLE) is pleased to present this report of geotechnical
exploration for the proposed Ethanol Storage and Transfer Facility Our services were provided in
accordance with Bunnell-Lammons Engineering (BLE) Proposal No. P11-0186A dated April 25,
2011 and authorized by you on April 27, 2011
The purpose of this exploration was to determine general subsurface conditions and provide
recommendations for foundation design for the proposed facility This report describes the work
performed, and presents the results obtained, along with our geotechnical recommendations.
Project Information
Project information was obtained from a conversation between Mr Stephen Chambers, P.E. and
our Mr. Gary Weekley, P.E., along with a site layout with locations for 23 exploratory soil test
borings. We were also provided with the proposed grading plan. The site is located near the
intersection of Bringle Ferry Road and NC Highway 8 in Healing Springs, North Carolina (reference
Figure 1).
We understand that the project will consist of the construction of four railroad spur lines from the
existing High Point, Thomasville and Denton Railroad, an elevated walkway system to access the
top of the rail cars, a tanker truck loading facility, two 2.5-million gallon tanks with an earth
containment embankment and a pump station with a pipe bridge to the tanks. Finished grades for
the rail spur lines will require as much as about 10 feet of fill in the western half and 12 feet of
excavation in the eastern half. The 2.5-million gallon tanks will be approximately 92 feet in
diameter and 45 feet tall. The steel tanks will be supported on a ringwall foundation.
6004 PDNDERS Cum PHONE [phone]
GREEwLLE, South Woum 29616 FAX [phone]
r
Report of Geotechnical Fxploration
Ethanol Transfer and Storage Facility
Healing Springs, North Carolina
Field Exploration
June 3, 2011
BLE Project No: J11-7563-01
The exploration consisted of performing a total of 23 soil test borings. The soil test borings were
advanced to depths of between 6 and 18.5 feet below the existing ground surface at the approximate
locations shown on Figure 2. The soil test borings were performed using a truck-mounted drill rig
turning 2-1/4 inch I.D. hollow-stem augers. 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 ground surface elevations at the boring locations were interpolated from the elevation
contours shown on the provided drawing. The boring locations and elevations referenced in this
report and shown on the figures and field records should be considered approximate. The Soil
Test Boring Records and a description of our field procedures are attached.
Site and Subsurface Conditions
Area Geology
The site is located in the Carolina Slate Belt section of the Piedmont Physiographic Province of North
Carolina. The Slate Belt is a band of rock stretching from Georgia through the Carolinas into
Virginia. The rocks are primarily volcanic and sedimentary in origin, and have been subjected to heat
and pressure (metamorphism) over geologic time since their formation. The major rock type of the
belt is not slate, but includes a variety of metavolcanic and metasedimentary rocks. The
metavolcanics include tuffs, rhyolitic, dacitic, and andesitic flows and breccias; the metasediments
include slate and argillite.
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 boundary between soil and rock is not
sharply defined. A transitional zone termed "partially weathered rock" is normally found overlying
the parent bedrock. Partially weathered rock is defined, for engineering purposes, as residual
material with standard penetration resistances in excess of 100 blows per foot. Weathering is
facilitated by fractures, joints, and the presence of less resistant rock types. Consequently, 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.
Site Conditions
The project site is located just south of the intersection of Bringle Ferry Road and NC Highway 8
in Healing Springs, North Carolina. The site is bounded to the north by the mainline of the High
Point, Thomasville and Denton Railroad and to the south by Lick Creek. The site currently has a
rail spur, several tanks and buildings in the eastern half of the site. The site is mostly open fields
with scattered trees except for the wooded area in the western half of the proposed railroad spurs.
2
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LI!1.:_
Report of Geotechnical Exploration
Ethanol Transfer and Storage Facility
Healing Springs, North Carolina
June 3, 2011
BLEProjectNo. J11-7563-01
The ground surface in the vicinity of borings B-3 and B-4 was stained by ponded water Lick
Creek flows along the southern side of the site and the mainline of the railroad extends along the
northern site boundary A small stream flows through a pipe culvert beneath the railroad and
across the proposed rail spur area before draining into Lick Creek. A 400-foot diameter settling
pond is located south of the site between the proposed rail spurs and Lick Creek.
The ground surface slopes down primarily from north to south. Ground surface elevations vary
from approximately 608 to 582 feet.
Subsurface Conditions
The borings encountered 4 to 6 inches of topsoil or root mat in the open fields and wooded areas.
Borings B-21, B-22 and B-23, located in the existing facilities encountered a 6-inch thick surface
layer of gravel. Beneath the surficial materials, the borings encountered a relatively uniform
subsurface profile of firm to hard silty clay, clayey silt and sandy silt underlain by very hard
partially weathered rock (PWR). The soil overlying the PWR ranged from negligible to 12 feet in
thickness, but typically varied from 3 to 6 feet thick. The depth to the top of PWR encountered at
each boring is presented on the attached Soil Test Boring Summary The clayey soils are
moderately plastic. The PWR sampled as sandy silt and rock fragments.
Several borings encountered auger refusal at depths varying from 6 to 11 feet (approximate
elevation 572 to 589 feet). The depth to auger refusal encountered by the borings is presented on
the attached Soil Test Boring Summary 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.
Ground water was not encountered by the borings at the time of drilling or after 24 hours.
Ground-water levels may fluctuate several feet with seasonal and rainfall variations and with
changes in the water level in the adjacent pond. Perched or trapped water may be encountered in
the soils overlying the PW - Normally, the highest ground-water levels occur in late winter and
spring and the lowest levels occur in late summer and fall.
The above descriptions provide a general summary of the subsurface conditions encountered. The
appended test boring records 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
3

Report ofGeotechnical Exploration
Ethanol Transfer and Storage Facility
Healing Springs, North Carolina
June 3, 2011
BLE Project No: J11-7563-01
boundaries and the transition between strata may be gradual. It should be noted that the soil
conditions will vary between boring locations.
Foundation and Site Preparation Recommendations
Foundations for the proposed storage tanks bearing within the hard residual soil or very hard
partially weathered rock may be sized for an allowable bearing pressure of 5,000 psf, subject to the
minimum dimensions and protective embedment depths in this report. We recommend that the
minimum width for the ringwall foundation be 24 inches. The minimum width is considered
advisable to provide a margin of safety against a local or punching shear failure of the foundation
soils. Footings should bear at least 18 inches below final exterior grade for embedment needed to
develop the recommended allowable design bearing pressure and to provide frost protection. "
The soil within the ring foundation of the tank will be confined by the ringwall. Under the
influence of the tank load, lateral earth pressures will be induced into the ring foundation. These
forces will be resolved as tensile forces in the ring. The ringwall foundation should be designed to
resist these forces. We recommend a coefficient of at-rest earth pressure (Ko) of 0.6 be applied to
the bearing pressure of the full tank to estimate the lateral earth pressures on the ring foundation.
We recommend that foundation excavations be observed and the underlying bearing material
tested with a dynamic cone penetrometer by an engineering technician working under the direction
of the geotechnical engineer. This observation and testing will document that the design bearing
conditions are present and allow recommendations for any needed adjustments in foundation size
or bearing elevation to be made at specific locations.
Settlement of foundations on hard rock or the partially weathered rock should be negligible to 1/2
inch or less, respectively Additional information relative to proposed foundation loads and
additional analysis is necessary to estimate settlement of lightly loaded load bearing walls or
columns, bearing on soil. As a general statement, however, the settlements of foundations for
these lightly loaded elements would be a maximum of 1 inch, based on the above bearing pressures
for engineered fill and residual soils and our experience. The anticipated settlement should occur
rapidly following application of the load.
Individual spread foundations should bear entirely in either fill, residual soils, partially weathered
rock or hard rock. For continuous walls and slabs bearing on a combination of rock and residual
soils, overexcavation of the hard rock approximately 1 foot and replacement with compacted
aggregate or engineered fill to provide a cushion is recommended. Suitable construction joints
should be included in partition walls particularly where they span across varying supporting
materials (i.e. residual soils to partially weathered rock or hard rock).
4

Report of Geotechnical Exploration
Ethanol Transfer and Storage Facility
Healing Springs, North Carolina
June 3, 2011
BLE Project No. J11-7563-01
Exposure to the environment may weaken the soils at the footing bearing level if the foundation
excavations remain open for long periods of time. Therefore, we recommend that once each
footing excavation is extended to final grade that the footing be constructed as soon as possible
thereafter to minimize the potential damage to bearing soils. The foundation bearing area should
be level or benched and be free of loose soil, ponded water and debris. Foundation concrete
should not be placed on soils that have been disturbed by seepage. If the bearing soils are softened
by surface water intrusion or exposure, the softened soils must be removed from the foundation
excavation bottom immediately prior to placement of concrete. If the excavation must remain
open overnight or if rainfall becomes imminent while the bearing soils are exposed, we
recommend placement of a 2 to 4-inch thick "mud-mat" of "lean" (2000 psi) concrete on the
bearing soils before the placement of reinforcing steel for protection.
Seismic Site Classification
Based on the definitions of the International Building Code (IBC 2009) and the 2006 North
Carolina Amendments, the soil boring data, and our experience in this area, this site has a site
classification of "C" The design coefficients for seismic acceleration are as follows: for a "short'
period of 0.2 seconds, SD8 is equal to 0.209, and for a period of 1.0 seconds, SDI is equal to 0.108.
This data is based on the latitude and longitude of the facility and the "C" site classification. If
site specific seismic classification data is desired, e.g. ReMi testing, BLE should be consulted to
perform this additional testing.
Lateral Earth Pressures
Basement and retaining walls, if utilized on this project, must be capable of resisting the lateral earth
pressures that will be imposed on them. Based on testing of reasonably similar soils on other
projects, the following earth pressure coefficients are recommended. Walls which will be prevented
from rotating such as basement walls braced against the upper floor level should be designed to resist
the "at-rest" lateral earth pressure. The at-rest coefficient to be used in design will depend' upon the
type of backfill used. The clayey soils encountered by the borings are not suitable for use as wall
backfill. If silty sand (sandy silt), low plasticity (P)<10) soils without clay are used for backfill
behind walls, we recommend that an at-rest coefficient (Ko) of 0.6 be used. Ifmore granular material
such as compacted clean washed sand is used as backfill, a lower at rest coefficient of 0.45 could be
used. In order for this coefficient to be used, the soil wedge within an angle of 45 degrees from the
base of the wall to about 2 feet below the exterior grade should be excavated and replaced with
compacted clean washed sand.
5
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Report of Geotechnical Fxploration
Ethanol Transfer and Storage Facility
Healing Springs, North Carolina
June 3, 2011
BLE Project No: J11-7563-01
Walls such as exterior retaining walls which are permitted to rotate at the top may be designed to
resist "active" lateral earth pressure. Typically, a top rotation of about 1 inch per 10 feet height of
wall is sufficient to develop active pressure conditions in soils similar to those encountered at the site.
We recommend that an active earth pressure coefficient (Ka) of 0.4 be used for design of such walls
if silty sand (sandy silt), low plasticity (P]<10) soils without clay are used for backfill. If a properly
compacted, clean washed sand is used as backfill behind the wall within the active failure zone, a
lower active earth pressure coefficient of 0.30 can be used.
The compacted mass unit weight of the backfill soil (which we estimate could reasonably be assumed
as 120 pcf) should be used with the above earth pressure coefficients to calculate lateral earth
pressures. Lateral pressure arising from surcharge loading, earthquake loading, and ground water,
should be added to the above soil earth pressures to determine the total lateral pressures which the
walls must resist. In addition, transient loads imposed on the walls by construction equipment during
backfilling should be taken into consideration during design and construction. Excessively heavy
grading equipment (that could impose temporary excessive pressures or long term excessive residual
pressures against the constructed walls) should not be allowed within about 5 feet (horizontally) of
the walls.
A coefficient of 0.5 could be reasonably assumed for evaluating ultimate frictional resistance to
sliding at the foundation-soil contact. A passive earth pressure coefficient of 2.5 could be reasonably
assumed for evaluating ultimate lateral resistance of the soil against the side of the foundation where
this is a permissible condition. This passive earth pressure should be divided by a safety factor of at
least 2 to limit the amount of lateral deformation required to mobilize the passive resistance. The
at-rest, active, and passive earth pressure coefficients presented herein are based upon the assumption
of horizontal backfill.
Sloping backfill will dramatically influence those values where walls must be designed for sloping
conditions. Bunnell-Lammons Engineering should be consulted regarding the appropriate earth
pressure coefficients if a sloping backfill condition will exist.
To reduce pore water pressures behind retaining walls, including under-slab pump station walls,
appropriate drainage should be incorporated into the wall design. This has been done in previous
projects by using a 4 to 6-inch perforated pipe along the length of the wall. Pipe should be enclosed
in NCDOT No. 57 stone, which should be placed adjacent to the wall along the entire height of the
wall. The No. 57 stone should be separated from the backfill by using a non-woven geotextile filter
such as a Mirafi 140N or approved equal to enclose the No. 57 stone envelope.
6

Report of Geotechnical Exploration
Ethanol Transfer and Storage Facility
Healing Springs, North Carolina
Grade Slab And Pavement Subgrade
June 3, 2011
BLE Project No: J11-7563-01
Grade slabs may be supported on an excavated residual soil surface or on properly compacted fill. If
the subgrade consists of compacted fill, the top 18 inches of subgrade soil should be compacted to at
least 98 percent of the standard Proctor (ASTM D 698) maximum dry density for the subgrade soil.
Grade slabs should be jointed around columns and along footing supported walls so that the slab and
foundations can settle differentially without damage (unless a monolithic foundation slab is utilized).
If slab thickness permits, joints containing dowels or keys may be used in the slab to permit
movement between parts of the slab without cracking or sharp vertical displacements. A layer of
granular material should be placed immediately beneath the grade slab to provide a capillary barrier
and to increase the load distribution capabilities. We recommend that a modulus of subgrade reaction
value of 110 psi/incb or less be used for design of the grade slabs. Completed slabs should be
protected from excessive surface moisture prior to and during periods of prolonged below-freezing
temperatures to prevent subgrade freezing and resulting heave.
A site specific pavement design requires detailed information about projected traffic frequency and
intensity, acceptable service limits, life expectancy and other factors that are not currently
available. It also requires site specific laboratory testing which was not part of the scope of this
exploration. We have assumed that light-duty paved areas will be required for this project. We
define light-duty paved areas as areas having a heavy concentration of automobiles and no loaded
trucks, such as a car parking lot pavement.
Recommended pavement sections based on our experience on similar projects in this region are
presented in the following table. Assuming the site is prepared in accordance with the
recommendations of this report, the pavement sections presented as follows would be expected to
provide adequate performance considering a 15 to 20-year service life.
PAVEMENT
TYPE LAYERS MATERIAL THICKNESS
(inches)
Flexible (Asphalt) Surface SF-9 5B Superpave 3.5
Base Aggregate base course 10.0
Rigid Surface Portland Cement Concrete 7.0
A proofroll test, as described in this report, should be performed on the pavement subgrade prior to
the placement of the base course. If the proofroll test is not successful a biaxial geogrid should be
placed over the subgrade to increase subgrade strength. The geogrid should be a Tensar BX1300
or approved equal which meets the requirements of NCDOT Standard Specifications Division 10.
7
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Report of Geotechnical Exploration June 3. 2011
Ethanol Transfer and Storage Facility BLE Project No. JI]- 7563-01
Healing Springs, North Carolina
For heavy traffic areas, we recommend adding a 3-inch thick intermediate course (type I-19.OB
Superpave) to prolong pavement life.
Intermediate and surface courses of pavement constructed using the Superpave asphalt mixtures
should be placed and conform to the NCDOT Standard Specification (2006 Edition), Section 610
for type I-19 OB intermediate and S-9.5B surface course Superpave mixtures. The base course
material should be Aggregate Base Course Material conforming to NCDOT Standard
Specification, Section 520, for Type B aggregate. The base course should be compacted to at least
98 percent of the modified Proctor (ASTM D 1557) maximum dry density- A prime coat (NCDOT
Standard Specification, Item 600) is recommended to be applied to the base course prior to
construction of the asphalt intermediate course. A tack coat (NCDOT Standard Specification, Item
605) should be applied to the intermediate course prior to the placement of the asphalt surface
course.
The concrete for rigid pavement should be air-entrained and have a minimum flexural strength
(third point loading) of 550 psi which could likely be achieved by a concrete mix having a
compressive strength of at least 4,000 psi at 28 days.
Recommended air contents from the Portland Cement Association (PCA) are as follows:
Maximum Agaegate Size Percent Air
1 %z inches 5 percent plus or minus 1 %z percent
% to 1 inch 6 percent plus or minus 1 % percent
In addition, we recommend a maximum slump of 4 inches for the plastic concrete.
Joint spacing for this concrete thickness should be on the order of 12 to 15 feet. Control points
should be sawed as soon as the cut can be made, without raveling (aggregate pulling out of the
concrete matrix) or cracks forming ahead of the saw blade. Joints should be sawed consecutively
to allow all of the joints to work together The American Association of State Highway and
Transportation Officials (AASHTO) suggests that transverse contraction joints should be one
quarter of the slab thickness and longitudinal joints should be one third of the slab thickness. All
joints should be filled with flexible joint filler
Curing of the concrete slab should begin as soon as the slab has been finished and the joints
sawed. Moist curing by fog spray nozzles or wet burlap is the most dependable curing procedure.
Other methods of curing could consist of spray applied curing compounds or covering the slab
with waterproof paper or heavy plastic. If paper or plastic is used for curing, the edges of the
cover should be anchored and joints between sheets should be taped or sealed.
8
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Report of Geotechnical Exploration
Ethanol Transfer and Storage Facility
Healing Springs, North Carolina
June 3, 2011
BLE Project No: J11-7563-01
Related civil design factors such as subgrade drainage, shoulder support, cross-sectional
configurations, surface elevations, and environmental factors which will significantly affect the
service life must be included in the preparation of the construction drawings and specifications.
Normal periodic maintenance will be required.
Proofrolling
After stripping and rough excavation grading, we recommend that areas to provide support for fill
areas, foundations, floor slab and pavement area be carefully inspected for loose surficial soils and
proofrolled with a 20 to 25-ton, four wheeled, rubber-tired roller or similar approved equipment. The
proofroller should make at least four passes over each location, with the last two passes perpendicular
to the first two. Any areas which wave, rut, or deflect excessively and continue to do so after several
passes of the proofroller should be excavated to firmer soils. The excavated areas should be
backfilled in thin lifts with suitable compacted fill materials as recommended in this report.
Proofrolling and excavating operations should be monitored by an experienced engineering
technician working under the direction of the geotechnical engineer Proofrolling should not be
performed during or immediately after periods of precipitation.
Difficult Excavation
As stated previously, there is usually no sharp distinction between soil and rock in residual soil areas
such as at this site. Typically, the degree of weathering simply decreases with increasing depth until
sound rock is eventually reached. The partially weathered rock, as well as the soil above, may also
contain boulders, lenses, or ledges of hard rock. Some of the partially weathered rock of the
transitional zone could be penetrated by the mechanical auger used in this exploration and can
sometimes be excavated without blasting. However, it is often extremely difficult to excavate
partially weathered rock without blasting, especially in confined excavations such as utility trenches
and footings. The ease of excavation depends on the quality of grading equipment, skill of the
equipment operators, and geologic structure of the material itself such as the direction of bedding,
planes of weakness, and spacing between discontinuities. Weathered rock or rock that cannot be
penetrated by the mechanical auger will normally require blasting to loosen it for removal.
Corrosion Potential
There are several measurable soil properties which may be used to estimate the potential
corrosiveness of a soil. These properties include resistivity, pH, Redox potential, and sulfide content.
Resistivity and pH are the two soil properties which have the greatest influence on underground
corrosion.
9

Report of Geotechnical Exploration
Ethanol Transfer and Storage Facility
Healing Springs, North Carolina
June 3, 2011
BLE Project No: J11-7563-01
The pH of a soil is a measure of the hydrogen-ion concentration and indicates the intensity of acidity
or alkalinity of a soil. A pH value of 7 indicates neutral conditions; higher values, alkalinity; lower
values, acidity Soil pH values were determined by using ASTM D4972. This test procedure
involves immersing the probe of a pH meter into a prepared slurry of soil sample and deionized water
as well as a prepared slurry of soil sample and calcium chloride solution. Both solutions are used in
order to bracket the range of pH values for a given soil with the water solution providing a higher pH
and the calcium chloride solution having a lower pH. The pH meter was calibrated with buffer
solutions prior to making actual measurements. The pH was measured for a composite of soil from
boring B-18 from 1 to 5 feet below the ground surface and a composite of borings B-21 and B-23
from 1 to 2.5 feet below ground surface. The pH values for the water-soil slurry varied from 4.5 to
5.7 for the boring B-18 sample and borings B-21/B-23 composite sample, respectively
The electrical resistivity of a soil is measured in the laboratory by immersing the probe of a
conductivity meter into a prepared slurry of soil sample and deionized water. The electrical
resistivity depends mainly on the quantity of soil water and concentration of ions in solution. The
electrical resistivity is the inverse of the conductivity Resistivity values ranged from approximately
10,900 ohm-cm to 23,400 ohm-cm for composite sample from borings B-21/B-23 and boring B-18,
respectively
using the measured lab resistivity and pH values for the soil from borings B-18, B-21, and B-23, we
estimate that the site soils to be highly-corrosive due to the low pH and resistivity Based on the
literature, a severe degree of chemical attack will occur against concrete and steel. The literature
recommends that Type V cement be used. As a less expensive alternative, potential sulfate attack
may be reduced by using a Type H cement in conjunction with an admixture such as flyash. Flyash
tends to make the concrete more dense and thus reduce the potential for corrosion. The flyash should
not be used as a substitute for cement, but as an additional part of the mix.
1. "Method for Estimating the Service Life of Metal Culverts," State of California Department of Public Words
division of Highways, Test Method No. 643-0, Oct, 1972.
2. RamonoA Melsin, "Corrosion of Steel Piling in Soils," National Bureau of Standards Monograph 58 U.S.
Department of Commerce, Washington, D.C. Oct„ 1962.
3. Smith, W H., "A Report on Corrosion Resistance of Cast Iron and Ductile Iron Pipe," Cast Iron Pipe Research
Association, Chicago, 1968.
4. "Discussions of Underground Corrosion and Protective Systems," National Academy of Sciences Pub. 991.
Federal Construction Council Symposium Workshop Report 1, 1962.
10
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Report of Geotechnical Exploration
Ethanol Transfer and Storage Facility
Healing Springs North Carolina
June 3, 2011
BLE Project No: J11-7563-01
Engineered Fill
Fill used for the replacement of excavated unsuitable soil or for raising site grades should be
uniformly compacted in thin lifts to at least 98 percent of the standard Proctor maximum dry density
(ASTM D 698). The structural fill should contain no more than 3 percent organic matter by weight
and should be free of roots, limbs, other deleterious material and rocks larger than 6-inches in
diameter.
The moisture content of the compacted soil fill should be maintained within plus or minus 3 percent
of the optimum moisture content as determined from the standard Proctor compaction test during
placement and compaction. This provision may require the contractor to dry soils during periods of
wet weather or to wet soils during dry periods.
Before filling operations begin, representative samples of each proposed fill material should be
collected and tested to determine the compaction and classification characteristics. The maximum
dry density and optimum moisture content should be determined. Once compaction begins, a
sufficient number of density tests should be performed by an experienced engineering technician
working under the direction of the BLE geotechnical engineer to measure the degree of compaction
being obtained.
The surface of compacted subgrade soils can deteriorate and lose its support capabilities when
exposed to environmental changes and construction activity Deterioration can occur in the form of
freezing, formation of erosion gullies, extreme drying, and exposure for a long period of time or
rutting by construction traffic. We recommend that the surfaces of floor slab and pavement
subgrades that have deteriorated or softened he recompacted prior to construction of the floor slab or
pavement. Additionally, any excavations through the subgrade soils (such as utility trenches) should
be properly backfilled in compacted lifts. Recompaction of subgrade surfaces and compaction of
backfill should be checked with a sufficient number of density tests to determine if adequate
compaction is being achieved.
Specification Review
It is recommended that Bunnell-Lammons Engineering be provided the opportunity to make a general
review of the foundation and earthwork plans and specifications prepared from the recommendations
presented in this report. We would then suggest any modifications so that our recommendations are
properly interpreted and implemented.
11
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LL.1!l?®
Report ofGeotechnical Exploration
Ethanol Transfer and Storage Facility
Healing Springs, North Carolina
June 3, 2011
BLE Project No: J11-7563-01
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 foundation evaluation have been based on interpolation
of the subsurface data between the widely spaced borings. Subsurface conditions between the
borings will 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 ground water of the site
was beyond the scope of this exploration.
Closing
We appreciate the opportunity to provide our professional geotechnical services on this project. If
you have any questions regarding this report please to not hesitate to call us. We also offer
construction materials and technician field testing services. We hope that you will give BLE
consideration to provide these services as this project enters the construction phase.
Sincerely,
BUNNELL-LA.MMONS ENGINEERING, INC.
? w. may
Tyler W Moody, E.I.T.
Engineering Associate
Attachments: Site Location Map
Boring Location Plan
Soil Test Boring Records
Key to Soil Symbols and Classifications
Field Exploration Procedures
Laboratory Test Results
v'` ' ZU
Gary L eekley, P.E.
Senior Engineer
Registered, North Carolina
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APPROXIMATE SCALE IN FEET GRIST MOUNTAIN AND HIGH ROCK, N.C. QUADRANGLES,
PHOTOINSPECTED 1983 AND 1994.
DRAWN: ACE DATE: 05-22-11 FIGURE
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PHONE: [phone] FAX- 884)12W216-
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SOIL TEST BORING SUMMARY
ETHANOL TRANSFER AND STORAGE FACILITY
HEALING SPRINGS, NORTH CAROLINA
BLE Project No. J11-7563-01
May 24, 2011
Boring Ground Finished Cut (-) Top of PWR* Auger Refusal Structure Location
Number Elevation
Feet Grade
Feet Fill (+)
Feet Depth
Feet Elevation
Feet Depth
Feet Elevation
Feet
B-1 590 591 1 0 590 8 582 Rail Yard
B-2 584 591 7 12 572 Not Encountered Rail Yard
B-3 582 591 9 8 574 9 573 Rail Yard
B-4 583 591 8 Not Encountered 11 572 Rail Yard
B-5 582 591 9 6 576 Not Encountered Rail Yard
B-6 583 591 8 3 580 6 577 Rail Yard
B-7 591 591 0 0.5 591 6 585 Rail Yard
B-8 596 591 -5 6.5 590 Not Encountered Rail Yard
B-9 599 591 -8 3 596 Not Encountered Rail Yard
B-10 597 591 -6 3 594 8 589 Rail Yard
B-11 594 591 -3 4 590 11 583 Rail Yard
B-12 592 591 -1 6 586 11 581 Rail Yard
B-13 600 591 -9 3 597 Not Encountered Rail Yard
B-14 603 591 -12 9 594 Not Encountered Rail Yard
B-15 595 595 0 6 589 Not Encountered Access Road
B-16 595 591 4 6 589 Not Encountered Rail Yard
B-17 595 592 -3 3 592 Not Encountered Ethanol Tank
B-18 598 592 -6 6 592 Not Encountered Ethanol Tank
B-19 596 592 -4 8 588 Not Encountered Ethanol Tank
B-20 597 598 1 _4 593 Not Encountered Truck Loading Area
B-21 596 Unknown -- 6 590 Not Encountered Existing Tank Area
B-22 595 Unknown -- 6 589 Not Encountered Existing Tank Area
B-23 595 Unknown -- 4 591 Not Encountered Existing Tank Area
* PWR - Partially Weathered Rock
Residual Material with Standard Penetration Resistance of 100 bpf or more.
13LEL SOIL TEST BORING NO. B-1
PROJECT: Ethanol Storage and Transfer Facility PROJECT NO.: J11-7663-01
BUNNELLAIAMIYUM CLIENT: Chambers Engineering START: 63-11 END: 5-3-11
SNOW

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Fitim

LOCATION: Healing Springs, North Carolina ELEVATION: 590
8E0TEwmcALAPOEwaWNMBrIXL DRILLER: Metro Drill, Inc., SP LOGGED BY: G. Weekley
CONSU TAKM DRILLING METHOD:
DEPTH TO - WATER> INITIAL: ?-Z AFTER 24 HOURS:1 CAVING>3w
ELEVATIONI SOIL DESCRIPTION SOIL d STANDARD PENETRATION RESULTS
DEPTH (FT) TYPE BLOWSWOOT
2 5 10 20 30 40 60 70 90
PARTIALLY WEATHERED ROCK which sampled as greenish-gray, fine =
to coarse sandy SILT with rock fragments - (residuum) ^ •-•=•--= = = = = = =
Very hard PARTIALLY WEATHERED ROCK below 3 feet
^ salty
5011
585- -5
...:... .
:...:....:....:....:....:......
5010"
-
"

Auger refusal at 8 feet. No groundwater encountered at time of drilling 7
7
7
: ..:..:....:....:.. _...:.. _ _
..... .........
or after 24 hours.
580 -10 .... ....:....:.......... _....:..:...:..:..:.
576- -16 ...:...:....:........... ...._.........:.... _
570 20
....
............................. ...............

666-
25 7 7 -7 7

:...:....:..:..:........:..:...:..:..:..:..
660 30 .... ........................................
666-- 35 ... :...:....:.....:....:....:
CL

J
O
S SOIL TEST BORING NO. B4
W Sheet 1 of 1
n
NILE. SOIL TEST BORING NO. B-2
PROJECT: Ethanol Storage and Transfer Facility PROJECT NO
: J11-7663-01
.
BUMELILA MMOM CLIENT: Chambers Engineering START: 6-341 END: 63-11
?•.Ecp. 'pW.
?+??? LOCATION: Heating Springs, North Carolina ELEVATION: 584
m DRILLER: Metro Drill, inc., SP LOGGED BY: G. Weekley
CoN111=1 ra DRILLING METHOD:
DEPTH TO - WATER> INITIAL: AFTER 24 HOURS:1 CAVING>3W

ELEVATIONI
DEPTH(FT)
SOIL DESCRIPTION
SOIL w
a STANDARD PENETRATION RESULTS
TYPE BLOWSIFOOT
Q
2 5 10 20 30 40 50 70 90
Very stiff to hard, greenish-brown, silty CLAY - (residuum)

12
12
?.:..................
..
580 15 .
:..:..:
:

5 15
18 ..
..
..

19 ?...:.... :..:.:..

5675-
-
14 -7 7 7

10 16
16
c

Very hard PARTIALLY WEATHERED ROCK which sampled as clayey :...:.......:..:...._... _..:...:..
SILT with rock fragments ...... ...........................
:.......:...........

570 31 $0/2-
..... ........ ...............: .
Wr .
16 :...:....:.....:....:.......:......:...

565
-
-

Boring terminated at 18.5 feet. No groundwater encountered at time of solo"
20 drilling or after 24 hours. :...:....:.. _..:....:......:...:..:..:.:..
560 ...... .................................... .:..: --- -
25 ..........
:....:..:.._...._....:..:...:..:..:
555 :...:................ ..................
30 .......................... ........................
550 ................................................
35 ....:....................:
.
:

546 ...
....:..............:.......
.....
....................:.............:..:

I- SOIL TEST BORING NO. B-2
0 Sheet 1 of 1
, LEW SOIL TEST BORING NO. B-3
- PROJECT: Ethanol Storage and Transfer Facility PROJECT NO.: J11-7563-01
13MINIELLALALUMS CLIENT: Chambers Engineering START: 53-11 END: 5-341
ENMEEp? WJQ LOCATION: Healing Springs, North Carolina ELEVATION: 582
GTzmwQILL
ANDEuvRommwLU DRILLER: Metro Drill, Inc., SP LOGGED BY: G. Weekley
.
. DRILLING METHOD:
l:oNS1J<ourRS DEPTH TO - WATER> INITIAL: AFT ER 24 HOURS: t CAVING>3M
ELEVATION
SOIL DESCRIPTION SOIL n STANDARD PENETRATION RESULTS
DEPTH (FT) TYPE 2 BLOWS/FOOT
2 6 10 20 30 40 60 70 90
Very stiff, tan, very moist, fine sandy, silty CLAY - (residuum)
13 ...... ..... ....... :..:....:....:.._...:..:.......
680 13
..........._.?._...._.._..
......
8
9
5

Very stiff, grayish-tan, clayey SILT 10

575 14
1S
...:...:...:.: -..
Very hard PARTIALLY WEATHERED ROCK - no sample recovery
Soro~
10 Auger refusal at 9 feet No groundwater encountered at time of drilling :...:....:..:..:........'...:...:.. _
or after 24 hours.
570 ...... :...................................
....._..
15 :...:....:..:............. ..:..........
565 :...:.......:..:-...:.......:......:...
20
560
:........... _..:.... _.......:...:..:..:
......
25 :...:.......:..:......
....:..:....
.......... .......... .:...........
...............
30
....:..
............. :..:..:.......... ............
550 ...... .........:..:..:....:.......
:......:..:
7 -7 -7
35 .. -
.:
:
:
:
:
:
:
:
:
:

a' ....
.....
...
..
..
.
...
....
..
..
:...:...........................: .

0
0
B-3
SOIL TEST BORING NO
F
W .
Sheet 1 of 1
0
NMI& SOIL TEST BORING NO. B-4
PROJECT: Ethanol Storage and Transfer Facility PROJECT NO.: J11-7563-01
BUNNE?4LAMMONS CLIENT: Chambers Engineering START: 5-341 END:-5-3-11
ENGWEERNG, INC. LOCATION: Healing Springs, North Carolina ELEVATION: 583
0EOTEcmNICALANOEwv4mwamL DRILLER: Metro Drill, inc., SP LOGGED BY: G. Weekley
CONSUM oS DRILLING METHOD:
DEPTH TO - WATER> INITIAL: AFTER 24 HOURS:1 CAVING>

ELEVATION/
DEPTH (FT)

SOIL DESCRIPTION

SOIL N
W
a

STANDARD PENETRATION RESULTS
TYPE BLOWSIFOOT
2 5 10 20 30 40 50 70 80
Firm to stiff, tan, very moist, silty CLAY - (residuum)
2
:.......:..:..:..:
...... :...:....:.................
..
3
580 :...:....:..:.........................:... .
5
:
:
:
.
.

5 6

S ...
.....
....
...................
...
........
16 : : : :
:...:....:...........
:
:
.
.
.
.

Very stiff, grayish--tan, silty CLAY
9 ...
..... ..
....
..
.. . ..: . . . . .... ..:
...:..:.
. .
11
13
:...:....:.....: ?.......................
.

.
575 ...... :...:......................... .......:...... .
10
:
:

10 12
15 ...
......
....................... ....... ........
c i ?:
Auger refusal at 11 feet. No groundwater encountered at time of drilling ...... ....... ..............
......:..:..:...
.
or after 24 hours.
570 ..... :..................................
:..:..:....
15 :...:....:...............:.......:..:..:..
565 .....:...:....:...............:..:..-:..:..:
20 .... ....:....:...:........:..............:..:. '..
560 ...... :...:....:...... ....................
:..:
25 ....
:...:....:..............._......:..:..:..:..
555 :...:....:.....................:
30 ........ '....:..........................
:..:
660--
................
.....:......:
35 ..... = ..................

:: - - -
b45

z
S SOIL TEST BORING NO. B-4
Sheet 1 of 1
1`LR SOIL TEST BORING NO. B-5
a. PROJECT: Ethanol Storage and Transfer Facility PROJECT NO.: J11-7563.01
CLIENT: Chambers Engineering START: 5-3-11 END:-6-3-11
LOCATION: Healing Springs, North Carolina ELEVATION: 682
?6iv?ON1?iAL DRILLER: Metro Drill, Inc., SP LOGGED BY: G. Weekiey
DRILLING METHOD:
DEPTH TO - WATER> INITIAL:-V AFT ER 24 HOURS:1 CAVING>=
ELEVATION
DEPTH SOIL DESCRIPTION STANDARD PENETRATION RESULTS
BLOWSWOOT
2 6 10 20 30 40 60 70 90
Stiff, tan, very molst, fine sandy, silty CLAY - (residuum)
6
580 i 6 -- ......_..------
Very stiff, gmyish-tan, silty CLAY $
:
:
:
.
:
.....
..
..
....
....
.

Very hard PARTIALLY WEATHERED ROCK which sampled as rock 010.6
.
.
.
.
675 fragments .......
..
....
..
.......
................. _.......................?
5wo"
...:....:.................................
Boring terminated at 8.5 feet No groundwater encountered at time of
.
.
.
:
:
:
.
10 drilling or after 24 hours. ....
..
...
..
..:....
....
...
...... .
-----------------
570
........:.......:...:..:..:..:..
...... :...:.......
15 ....:...............:..._..............
565 • ....:...:....:..:..:....:.......:...:..:..:.:..
-20
560 .....................-- :......:..:..:._..

555 .....:...:....:..:. .:.........:..:...:..:..:.:..
30 :...:....:..:..:....:.......: ...:..:..:.:.
650 .......... ................. ...........:..:..: _
35 :...:....:..:..:....:... _ .. ....:..:..:.:..

SOIL TEST BORING NO. B-5
Sheet 1 of 1
a
t
r
SY
C
MILK.
BUNNELL-CANNONS
BIMEERMI6, RdQ
EMniommm
colablLT m
ELEVATION!
DEPTH (FT)
Very stiff,
(residuum
580 Very hard
fragments
5
SOIL TEST BORING NO. B-6
PROJECT: Ethanol Storage and Transfer Facility PROJECT NO.: J11-7563-01
CLIENT: Chambers Engineering START: 53-11 END:-6-3-11
LOCATION: Healing Springs, North Carolina ELEVATION: 583
DRILLER: Metro Drill, Inc., SP LOGGED BY: G. Weekley
DRILLING METHOD:
DEPTH TO - WATER> INITIAL: S
SOIL DESCRIPTION
very moist, fine to
as
AFTER 24 HOURS: T
SOIL I? STANDARD PENETRATION RESULTS
TYPE .°e BLOVMFOOT
Auger refusal at 6.0 feet. No groundwater encountered at time of drilling
or after 24 hours.
575
0
5
30
35
2 5 10 20 30 40 50 70 90
10 :...:....:.._..:..-. _..-.:..:..._..:..:..:..
12
16 .........? ...: ..:..............
:...:............................ ....
lO.b • 1
-----------------
SOIL TEST BORING NO. B-6
Sheet 1 of 1
11LIilN- SOIL TEST BORING NO. B-6A
PROJECT: Ethanol Storage and Transfer Facility PROJECT NO.: J11-7563-01
6-3-11
CLIENT: Chambers Engineering START: 5-3-11 END:
BI IN?1 1 J ?YM?S -
ENGIINEBUNG, INC. LOCATION: Healing Springs, North Carolina ELEVATION: 1583
GEOT
MOWALAIOIEWAROMEN LL DRILLER: Metro Drill, Inc., SP _ LOGGED BY: G. Weekley
>!
. DRILLING METHOD:
CONU LV XN DEPTH TO - WATER> INITIAL: AFTER 24 HOURS:1 CAVING>
ELEVATIOW SOIL DESCRIPTION SOIL
TYPE a STANDARD PENETRATION RESULTS
SLOWSIFOOT
DEPTH (FT) Q
2 5 10 20 30 40 50 70 90
Augered without sampling
680 : '• ...... :...:...............................
Very hard PARTIALLY WEATHERED ROCK which sampled as rock soro^
fragments

Auger refusal at 6.0 feet. No groundwater encountered at time of drilling = - -= - =• =• • • • =• • • •= • • =• • •=
or after 24 hours.
.
:
:
:
:
575
..
....
..
.............
...
.......

570 :...:....:...............:..:...:.....:..:..
15
-..:..:..:...
.... :...:..........................
565
....:......:..:..:....
...... :...:....:...........
20
:... _
:...:................ ...............
660 ........:.....:.........:......:..:..:....
-25
555
:...:....:..........:....:......:..:..:..:..
......

30 ....:...:....:..:............:..:...:..:..:....

550 .....:...:....:..:........:....:..:...:..:..:..:..
35
:...............:......:..:..: _
.... .........

S45 .....:...:....:......................:..:..:..:..
SOIL TEST BORING NO. B-6A
Sheet 7 of 1
z
c
c
Y
i
c
11LE C SOIL TEST BORING NO. B-7
. PROJECT: Ethanol Storage and Transfer Facility PROJECT NO.: J11-7563-01
I3M14ELL4LAMMMS CLIENT: Chambers Engineering START: 4-28-11 END: 4-28-11
E?E'? LOCATION: Healing Springs, North Carolina ELEVATION: 691
Gaor>:?cALArnEwrawrara? DRILLER: Metro Drill, Inc., SP LOGGED BY: G. Weekley
CONSULT M DRILLING METHOD:
DEPTH TO - WATER> INITIAL: AFTER 24 HOURS:1 CAVING>3W

ELEVATION/
SOIL DESCRIPTION
SOIL w
a
STANDARD PENETRATION RESULTS
DEPTH (FT) TYPE BLOWSIFOOT
2 5 10 20 30 40 50 70 90
TOPSOIL =
590 Very hard PARTIALLY WEATHERED ROCK which sampled as rock = = = = = . . :
fragments sos?
........:....:......... ........: savos-
0.5 '
5 ...... ..:.........................:......
.
:
.
:
.
:
.
.
.
:
?5 ...
....
..
..
.....
.....
..
......
..
...
Auger refusal at 6.0 feet. No groundwater encountered at time of drilling
.; .. _...:.
:........:...........
...
or after 24 hours. .
10 :....:..............:......:..:..:
680 ......
:...:....:..:.._....:....:......:..:..:..:..

675 .....
:...:....:...:.......:....:. -:...:..:.._ .:..
20 :...:....:.........................
:..:
570 :........:...............:.......:..:..:
25 ..... :..:................:
565 ..... ........:..................................
30 =............ .......................
:..:...
560 .....
:........:....................:.....:....
35 .... :........:..... _.... ....
a' 555 :........:.....:...............:.
c?
: ...:....:........•--...._..-......-.._._..

c SOIL TEST BORING NO. B-7
Sheet 9 of 1
11LISm SOIL TEST BORING NO. B-8
PROJECT: Ethanol Storage and Transfer Facility PROJECT NO.: J11 7563-01
4-27-11
CLIENT: Chambers Engineering START: 4-27-11 END:
BUNNELL-LANVUONS -
DIMEMUW36 'NIM LOCATION: Healing Springs, North Carolina ELEVATION: 696
EmvFA lmBnhL
GW
wG
A DRILLER: Metro Drill, Inc., SP LOGGED BY: G. Weekley
FEp
L
m DRILLING METHOD:
CONi0LTWIS DEPTH TO - WATER> INITIAL: Q AFTER 24 HOURS:1 CAVINW=
y
ELEVATION SOIL DESCRIPTION SOIL
TYPE STANDARD PENETRATION RESULTS
BLOwSIFOOT
DEPTH (FT) a
2 5 10 20 30 40 50 70 90
TOPSOIL
595 Hard to very hrd, grayish-brown, fine to medium sandy SILT - 14 ----- ......................
residuum - .
' 1s
18
:...:....:.....:....:?.:..:...:..:..:.:..
26
:.
. . ' :. 32
38 c c i c i c

......_.....
.
.
.
5 .....
.........................
....
590 :.: .:: •: 36
...:.......:.
:..
...... :...:.................
Very hard PARTIALLY WEATHERED ROCK which sampled as
'
grayish-brown, fine to medium sandy SILT

5012"

585
.....:...:..:..: .
..................
.........................................

Boring terminated at 13.5 feet. No groundwater encountered at time of 7 7

.
.
.
16 drilling or after 24 hours.
.
........
....
.......
.... ............
580 :...:....:..:..:....:... ;..:...:..:..: _
20 .... :...: ....:..:..:....:....:..:...:..:..: _
575
:.......
:...:....:...........................
25
:..:..: -:..
......................................
670
30
:...:....:..:..:....:.......:......:..:.:..
....
565 ....:...:....:..:..:....................... 7
36
560
L
SOIL TEST BORING NO. B-8
r-
Sheet 1 of 1
,BLEINC SOIL TEST BORING NO. B-9
PROJECT: Ethanol Storage and Transfer Facility PROJECT NO.: J11-7563-01
13MIML.LALANAMMIS CLIENT: Chambers Engineering START: 4-27-11 END: 4-27-11
EPSMEcp?r DIM
?+? LOCATION: Healing Springs, North Carolina ELEVATION: 599
? - DRILLER: Metro Drill, Inc., SP LOGGED BY: G. Weekley
QNWAMUM DRILLING METHOD:
DEPTH TO - WATER> INITIAL: ?z AFTER 24 HOURS:1 CAVIN ah3W

ELEVATION/
SOIL DESCRIPTION
SOIL w
ai
STANDARD PENETRATION RESULTS
DEPTH (FT) TYPE a BLOWSIFOOT

2 5 10 20 30 40 50 70 90
TOPSOIL
Dense rock fragments - (residuum) is ....:
18
21
:...:..:..:..:..

Very hard PARTIALLY WEATHERED ROCK which sampled as :...:....:..:..:....:....:...:......:.......
:
595 greenish-tan, fine to medium sandy SILT With rock fragments = = = =• = =• •= - -= • •= -

sao.s?
:
:
:
:
:
:
:
10.5 - .....
...
....
..
..
.... ....
...
...:..........
...:....:...:.. _....:....:.. _...:..: .?„
590 5 i
10 :...:.......:.......:....:..:.............
7-7
585
Boring terminated at 13.6 feet. No groundwater encountered at time of 50/0.w
15 drilling or after 24 hours. =••••=••' =••• =-•••=•- •••=• -
580 ..... :........... ;..:....:....:.. _...:......
:...
20 :...:....:..:..:....:............
.........:..
575 ...... ......... .........................
...........
25 ....................................
.........:..
570 .........:............... _. -............:.......
30 .... .......................... ..................
565 ................ ........................
......:..
35 :...:.......:..:....:... ........
'a
.......................................
J
660
.

:...:....:....._.....
.....
z
i
SOIL TEST BORING NO. B-9
; Sheet 1 of 1
,BLIB
a SOIL TEST BORING NO. B-10
n
c PROJECT: Ethanol Storage and Transfer Facility PROJECT NO.: J11-7563-01
BUMELMLAMMOM CLIENT: Chambers Engineering START: 4-2841 END: 4-28-11
EIMPM *41IM . LOCATION: Healing Springs, North Carolina ELEVATION: 597
GEOTECHmnALANDEWFA MOM DRILLER: Metro Drill, Inc., SP LOGGED BY: G. Weeldey
C DRILLING METHOD:
ON9ULVAN DEPTH TO - WATER> INITIAL: Q AFTER 24 HOURS:1 CAVING>3w
ELEVAnow SOIL DESCRIPTION SOIL STANDARD PENETRATION RESULTS
DEPTH (FT) TYPE BLOWSIFOOT
2 5 10 20 30 40 50 70 90
TOPSOIL
Hard, reddish-tan, fine sandy, silty CLAY 1s
696 -- 23
:...'....:..:..:....:...?
•....:
Very hard PARTIALLY WEATHERED ROCK which sampled as fine to sai°
coarse sandy SILT with rock fragments
28
ti0/1" ....: : - : -
5 :...:.........:.....:....:..:..._..:..:.:..
sao.s

590
........
...... ........................ .......
Auger refusal at 8 feet. No groundwater encountered at time of drilling :...:....... ...:....:.......:........... _..
or after 24 hours.
:
.
:
_
_
.
:
.
:
:
:
.
10 ....
..
..
....
....
..
...
..
..
..
..
...
585 ...... ............. ............. ................
15 :...:.......:..:....:.......:........... ...
580
:...:..........:....:......:...:..:._:.:..
......
20 :...:.......:..:....: .....:......:.....:..
575
.
...... :...:....:.....:....:............
25
:..... .....:..:..:..
...:......_........
570 :...:....:..:..:....:................:
30 :...:....:..:..:...................
:..:
665
:..:..:....
...... :...:....:........................
35 :...:.......:..:....:
..........::.:..:..:..
:
.
..
..
:
:
a ...
....
..
..
..
.
.....
:
:
.
:
.
:
.
:
.
:
:
:

r 560 ...
..
..
.
..
....
..
..
....
....
..
.....
...
J
Z B-10
SOIL TEST BORING NO
W .
Sheet 1 Of 1

IRLENC SOIL TEST BORING NO. B-11
PROJECT: Ethanol Storage and Transfer Facility PROJECT NO.: J71-7563-01
BMN CLIENT: Chambers Engineering START: 4-28-11 END:-4-28-ii
I9WvMEW^1NM LOCATION: Healing Springs, North Carolina ELEVATION: 694
GEOTECH nm Am y1 vdmuBnaL DRILLER: Metro Drill, Inc., SP LOGGED BY: G. Weekley
C DRILLING METHOD:
ONURM WIS DEPTH TO - WATER> INITIAL: AFTER 24 HOURS:1 CAVING>3M
ELEVATION/ SOIL DESCRIPTION SOIL n STANDARD PENETRATION RESULTS
DEPTH (FT) TYPE BLOWSIFOOT
2 5 10 20 30 40 50 TO 90
TOPSOIL
Hard, reddish-tan, fine to medium sandy SILT with trace of clay and rock 14 ...............................
fragments - (residuum) ; • . ' is
..................... ..............
19
• • 41
sai•
:
:
690
Very hard PARTIALLY WEATHERED ROCK which sampled as rock 5011" ...:....
..:.. _....: =
.....
5 fragments :...:....:..:..:...._...:...:.......
:.._._..
5015" .....i...i....:..-..-....-...........c.
:...:....:..-------------:......_..:561C).b.
585 010.5
10 :...:...._..:.._....:....:..:...:..:..:.:..
Auger refusal at 11 feet. No groundwater encountered at time of drilling :....:..::. .....:....:..:...:..:..:..:..
or after 24 hours.
580 ......
:...:...._..:..:....:...._..:...:..:..:...
15 :...:....:..:.............
..:...:..:..:...
575
:..:-._.-..
...... :...:............ ................
20
:...:....... _.. _.... _...._ ..:...:..:..: _
....
670 :...:....:..:..:....:.......:............:..
25
........ ...
.... :...............................
665
:...:.......:..:....:.......:.............
.....
30 ....
:...:.......................- :..:........

560 -7 7
.........
:....:..:..:....:.......:......:..:...
35
.........
-,
a
n
:...:....:................ _..............
_.,..
655 ............... ..... .
0
o SOIL TEST BORING NO. B-11
? Sheet 1 of 1
,
IBLENO SOIL TEST BORING NO. B-12
. PROJECT: Ethanol Storage and Transfer Facility PROJECT NO.: J71-7563-01
BUM CLIENT: Chambers Engineering START: 4-27-11 END:-4-27-11
ENGNEEREIIG, INC. LOCATION: Healing Springs, North Carolina ELEVATION: 592 .
DRILLER: Metro Drill, Inc., SP LOGGED BY: G. Weekley
C DRILLING METHOD:
owsuwrra DEPTH TO - WATER> INITIAL: AFTER 24 HOURS: t CAVING>3M
ELEVATION
SOIL DESCRIPTION SOIL i i STANDARD PENETRATION RESULTS
DEPTH(FT) TYPE < SLOWSIFOOT
2 5 10 20 30 40 50 70 90
Hard to very hard, grayish-tan, fine to medium sandy SILT - (residuum)
16 ...................................
590 .. 21 :........... ....... ?.... ........
23
28
32

• 5012
:
:
:
:
:
:
:
:
:
Very hard PARTIALLY WEATHERED ROCK which sampled as rock
50/2"
.....
..
.....
....
...
....
..
...
...
. _
585 fragments
.:.....:....:...._..:.....:..:...
........
:...:....:..:..:.............
:...:..:.. ?
50/1"
10 :...:....:.............. .............:....
580 Auger refusal at 11 feet. No groundwater encountered at time of drilling :........:..............._.......
or after 24 hours.
15 ..............._..:....:......:..............
575 :...:....:................ ......:..:..:....
20
:...:....:......................_..:..: _
....
570 .....:...:....:.....:.........:......:..:..: _
25 :........:..:............:.....:..:..:....
565 ........:...........:..............:..:....
30 .........:..:..:....:.........:..:..:....
560 :........:...............:......:..:..: _
35 ....................... _
a
v

.......:
.........:....:...............
....
....
...
............
0 .
.
.
SOIL TEST BORING NO. B-12
W Sheet 1 of 1
v
RLMINC SOIL TEST BORING NO. B-13
. PROJECT: Ethanol Storage and Transfer Facility PROJECT NO.:.111-7563-01

OMNELLrLAMMONS CLIENT: Chamber: Engineering START: END:
E111MEMMIGy VjQ LOCATION: Healing Springs, North Carolina ELEVATION: 600
ENVF4N08ML DRILLER: Metro Drill, Inc., SP LOGGED BY: G. Weekley
CONKA31 TS DRILLING METHOD:
DEPTH TO - WATER> INITIAL: ?-z AFTER 24 HOURS:1 CAVINC>3M
tll
ELEVATION/ SOIL DESCRIPTION SOIL STANDARD PENETRATION RESULTS
DEPTH (FT) TYPE a BLOWSIFOOT
a
2 5 10 20 30 40 50 70 90
Hard, reddish-tan, silty CLAY - (residuum)
20
:..:..:..
...... :...:.........:..:.........:..........
24
30

Very hard PARTIALLY WEATHERED ROCK which sampled as ........:......... ---=
to&
grayish-tan, fine sandy SILT 20
W2"
:....------:... -..:.....:..-.-.
...... ........
595 5 ....:...:.
sal"
:
:
:
:
:
:
:
:
:
5012" .....
...
....
..
....
....
..
..
...
....
:...:....:..:..:...._... __.:...:..:..
i0fir
5010"
590- 10
:....:..:..:.
.......... ...............
:......:...:..:..

Boring terminated at 13.&feeL No groundwater encountered at time of
:
:
585 15

drilling or after 24 hours. ..... .................
..
..:.
580 -20 ....i...i ................. i i
575 25

570
30 7' '7 7
........... .............................
:...
565- 35 = _

..._..
.... ....................................
J
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SOIL TEST BORING NO. B-13
Sheet 1 of 1
,1LIBINO SOIL TEST BORING NO. B-14
. PROJECT: Ethanol Storage and Transfer Facility PROJECT NO.: J11-7563-01
BUM CLIENT: Chambers Engineering START: 4-27-11 END: 4-27-11
EIMMEOU141% i. LOCATION: Healing Springs, Noah Carolina ELEVATION: 603
QBDremoucuA DEV ROM B(IRL DRILLER: Metro Drill, Inc., SP LOGGED BY: G. Weekley
C DRILLING METHOD:
oNKILwns DEPTH TO - WATER> INITIAL: AFTER 24 HOURS:1 CAVING>3M
ELEVATIOW SOIL DESCRIPTION SOIL STANDARD PENETRATION RESULTS
DEPTH (FT) TYPE ¢ SLOWS/FOOT

2 5 10 20 30 40 50 70 90
Hard, reddish-gray and tan SILT - (residuum)
10 :...:....:..:..:....:....:...:.........
:..:..
16 :
600 .......... :....:..:..:........... ......
: :..:
14
21 i
5

26 .:..:....:....:..:..............
28
31
...................... ?-•:-----
595 :...:....:.._..:........:..:...:..:..: _
16
Very hard PARTIALLY WEATHERED ROCK which sampled as 35 -. . - - - -
10 grayish-tan SILT with rock fragments 6W
590 ...... :...:..... .................. ................
30 500"
:
:
.
.
.
.
.
:
.....
...
....................
..
...
..
..
..
.

585 ........................:.............
5oro~
....:...:....:..:..:.....:....:..:...:..:.
:..:.

Boring terminated at 18.5 feet No groundwater encountered at time of .
.
.
20 drilling or after 24 hours.
680 .....:...:....:..:.......:..............:.....:..
25 .... ........... ..............................
575 ...:...........................:..:.......
30 ........................................... _
570 .....: ...:.......................:......:....:..
35 ...

665 .
_..._......
..... ....:....:...................

0
F SOIL TEST BORING NO. B-14
W Sheet 1 of 1
n
„LEA SOIL TEST BORING NO. B-15
PROJECT: Ethanol Storage and Transfer Facility PROJECT NO.: J11-7563-01

131AINELLAIALVA010 CLIENT: Chambers Engineering START: 4-2741 END: 4-27-11
E NEERWAr RW. LOCATION: Healing Springs, North Carolina ELEVATION: 595
Q uANDEw raorMEN1Au. DRILLER: . Metro Drill, Inc., SP . .. LOGGED BY: G. Weekiey
CONK&MWM DRILLING METHOD:
DEPTH TO - WATER> INITIAL: AFTER 24 HOURS: t CAVING>
ELEVATION/
SOIL DESCRIPTION SOIL J STANDARD PENETRATION RESULTS
DEPTH (FT) TYPE BLOWS/FOOT

2 5 10 20 30 40 50 70 90
TOPSOIL
Firm, reddish-tan, very moist, fine to medium sandy, silty CLAY - 3 -• -- = = = -= = =
(residuum) 3
3
Very hard, greenish-gray, fine sandy SILT
27
:
:
:
:
:
:
_
.
.
.
.

35 ....
...
..
..
....
....
..
...
..
..
..:..
590- -6
Very hard PARTIALLY WEATHERED ROCK which sampled as
greenish-gray, fine to medium sandy SILT with rock fragments • • • . • = • • = • • • • • =• • - • =. • • -..• -. _.....

5a4~ ............... ....... -............
w
685- 10 :...:.
:...:........................... Sar

Boring terminated at 13.6 feet. No groundwater encountered at time of ;
680 -16 drilling or after 24 hours. : = : - -
675- -20
570 25
565- 30 = =
660- 35

z

SOIL TEST BORING NO. B-16
Sheet 1 of 1
,ILIGINC. SOIL TEST BORING NO. B-16
PROJECT: Ethanol Storage and Transfer Facility PROJECT NO.: J11-7563-01
4-28-11
CLIENT: Chambers Engineering START: 4-28-11 END:
BMINELL-LAMMOM -
vdQ LOCATION: Healing Springs, North Carolina ELEVATION: 595
0WTEM9WAI AMDENVRWa1BML DRILLER: Metro Drill, inc., SP LOGGED BY: G. Weekley
c DRILLING METHOD:
ousumm DEPTH TO - WATER> INITIAL: AFTER 24 HOURS:1 CAVING>
N?
TION
SOIL DESCRIPTION SOIL STANDARD PENETRATION RESULTS
I TYPE BLOWSIFOOT
2 5 10 20 30 40'60 70 90
TOPSOIL `
Very stiff, brown, fine sandy SILT - (residuum) :: 12
'. 13
14
:..?.........: ...

Very stiff, brown, silty CLAY 11
:
.
:
:
:
:

14
16 ..
......................
..
..
.
...
..
..
690- -6
son•
_
:
:
:
:
:
:
Very hard PARTIALLY WEATHERED ROCK which sampled as
50/1"
....
....
.....
...
....
..
..
_
:
:
_
_
:
:
:
greenish-gray rock fragments .......
....
._..
..
...
.-
c...
..
...........:..:....:....:......:..:..sort
6011"
685 -10 :...:....:..:..:.... .... .. .......

5
Boring terminated at 13.5 feet. No groundwater encountered at time of
580 15 drilling or after 24 hours.
576- 20 :...:....:.......... ..... ..................
670- 25 ....:..............................:..:..:....
565 30 ...:....................:.................
560 35 : ...:.................. . .................. .
SOIL TEST BORING NO. B-16
Sheet 1 of 1
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„LIL SOIL TEST BORING NO. B-17
PROJECT: Ethanol Storage and Transfer Facility PROJECT NO.: J11 7563-01
BINNELL-LAMMONS CLIENT: Chambers Engineering START: 4-29-11 END: 4-29-11
ENGNEERNG, jNG LOCATION: Healing Springs, North Carolina ELEVATION: 595
6E0TE0iWALANDEreIRONYwm DRILLER: Metro Drill, Inc.; SP LOGGED BY: G. Weekley
CONK112Mrs DRILLING METHOD:
DEPTH TO - WATER> INITIAL: AFTER 24 HOURS:1 CAVING>
ELEVATIOW SOIL DESCRIPTION SOIL STANDARD PENETRATION RESULTS
DEPTH (FT) TYPE E BLOWSIFOOT
y 2 5 10 20 30 40 50 70 90
TOPSOIL
Verystiff,graylsh-tan, fine to medium sandy SILT - (residuum) " ' 11 ----•= =•••.=-.......•
:: •; : . 12
12
.....................
..
Very hard PARTIALLY WEATHERED ROCK which sampled as rock „ sous
fragments s .....:.............:..:..............................
590 -5 ........................_ .. _...:..:..:
saz

50/2"
685 -10 ......... ............_..:...:.. _:.

:..:..
:...:....:.......................

Boring terminated at 13:5 feet No groundwater encountered at time of
580 15 drilling or after 24 hours. =•••• ••=••=•••-=- -=•-=•-•=•
675- -20
:
.... ........
570- 25
565 30 c. i
.
a'
...:.............. ............ ...:..
J
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SOIL TEST BORING NO. B-17
0
Sheet 1 of 1
11LE SOIL TEST BORING NO. B-18
NO. PROJECT. Ethanol Storage and Transfer Facility PROJECT NO.: J11-7563-01
BUNNELL -LMMOM CLIENT: Chambers Engineering START: 4-28-11 END:-4-28-11
7?E LOCATION: Healing Springs, North Carolina ELEVATION: 598
Qwr1WWMCALAIO1Eflvr omwgm DRILLER: Metro Drill, Inc., SP LOGGED BY: G. Weekley
DRILLING METHOD:
CowtLVrrrs DEPTH TO - WATER> INITIAL: Q AFT ER 24 HOURS:1 CAVING>3m
ELEVATION/ SOIL DESCRIPTION SOIL a STANDARD PENETRATION RESULTS
DEPTH (FT) TYPE 2 BLOVVSIFOOT
2 5 10 20 30 40 50 70 90
TOPSOIL
Hard to very hard, grayish-tan, fine sandy, silty CLAY with weathered 14 ""' ` "'• ..7
rock fragments s? :.......:....:.... ... ?.. _...:..:..:...

595 ...... :...:....:..:.._...._...._.._...:..:..:..:..
19

48
4
.
.
.
:
:
:
:
:
:
5 ...
..
....
....
....
..
..
...
?arz-
Very hard PARTIALLY WEATHERED ROCK which sampled as rock
:
.
fragments ...... :...
......... ...
......... ........
... _
590
........ _ ..:...:....
.... ..:...:............
5011"
10 :...:....................... ....:
585 :...:....:...........................
:.
5010"

Boring terminated at 15 feet. No groundwater encountered at time of :•.•:•..•:.•=••=••••=••••=••=•••=•
drilling or after 24 hours.
580 :...:....:..... _........: ..:...:..:..:. _..
20
:....:..:...:..:..: _
........ :...:..:.....
575 .....:...:....:..?..:....:....:...:...:..:..: _
25
:....
........................ :....:............
570 :...:....:..:..:....:....:..:...:..:..:.:..
30 :...:....:.. _..:....:....: ..:...:..:..:..:..
565 .....:...:....:..:..:.... _......:...:..:..:..:..
35
..
.... ...............................

SOIL TEST BORING NO. B-18
Sheet 1 of 1
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ULK SOIL TEST BORING NO. B-19
Nc PROJECT: Ethanol Storage and Transfer Facility PROJECT NO.: J11-7563-01
4-341
CLIENT: Chambers Engineering START: 43-11 END:
BUMEI.?.-I. -
OdMEERUIGI, INC. LOCATION: Healing Springs, North Carolina ELEVATION: 596
AwEwAwm1Bt a
Gwnwmw
m DRILLER: Metro Drill, Inc., SP LOGGED BY: G. Weekley
.
-
C DRILLING METHOD:
oWULM nI DEPTH TO - WATER> INITIAL: AFTER 24 HOURS: t CAVING>3W

ELEVATIONI

SOIL DESCRIPTION
SOIL f/
y I
STANDARD PENETRATION RESULTS
DEPTH (FT) TYPE BLOWSIFOOT
<
2 6 10 20 30 40 50 70 90
TOPSOIL ' '• •`
595 Hard, tan, fine to medium sandy SILT - (residuum) •: : ::= 16 """'""":"""""
;' . • '. 1s
«
tan, silty CLAY
Hard
, 23
:
.
.
.
.
.
.
.
.
.

29
31 ....
...
....
..
..
....
...
...
..
..
._
i c c c
5
590 1s :...:............
..........:........ -
21
20
e
Very hard PARTIALLY WEATHERED ROCK which sampled as rock ~ sal
` '
fragments 6a1 : :
10 i...i....:................... ..................
585 ......
:...:....:...i............i....r......c.......
:...: ....................
:...... .:..:savor
OPo.
Boring terminated at 13.6 feet. No groundwater encountered at time of
.
.
.
15 drilling or after 24 hours. ...
...
.... ....
..........
580 :...:....:..:..:....:.......:...:..:..:.:..
20 ....................
.........:...
575
:..:..:....
............... ................. .......
25 ...:...:....................
.........:..:...
570 :...:....:.....:--- :... _ ......:.....:...
30 :...:....:..:.............:..._..:..:.:.
565 .....:...:....:..:..:....:....:......:..:.._....
i3 35 :...:....:.....:........:

-, 560
a
.
..... :...:....:..... .....:.......:...:..:..:.

.....:...:....:..:..:....:....:..:...:..:..:.:..

SOIL TEST BORING NO. B-19
Sheet 1 of 1

ISLIS SOIL TEST BORING NO. B-20
l- PROJECT: Ethanol Storage and Transfer Facility PROJECT NO.: J11.7563-01
4-2841
CLIENT: Chambers Engineering START: 4-28-11 END:
-
194MEER®40, INC. LOCATION: Healing Springs, North Carolina ELEVATION: 597
GwnWNNICALAIOENVF4N1En%L DRILLER: Metro Drill, Inc., SP LOGGED BY: G. Weekley
DRILLING METHOD:
DEPTH TO - WATER> INITIAL: S AFT ER 24 HOURS: X CAVING>3M
w
ELEVATIOw SOIL DESCRIPTION SOIL Ja STANDARD PENETRATION RESULTS
DEPTH(FT) TYPE a BLOWSIFOOT

2 5 10 20 30 40 50 70 90
TOPSOIL ' ' X
Hard, reddish-tan, fine to medium sandy SILT - (residuum) 21 .....

595 18

23

:...:....'..=....- =
......
20 SO3'
Very hard PARTIALLY WEATHERED ROCK which sampled as rock
:
:
:
:
:
:
.
.
5 fragments
...
..
....
...
...
...
... .....
....
.......... ................_....:...:...: _
sat-
:
:
:
:
:
590 ...
..
.....
........ ......... .......
......
:...:....:......................:..:..
SOH"
10 :...:.......... .................. .:- = =
585
:..:..:.:..
...... :...:....:..:..:....:....:......
:...:....:..............
:..:...:..: sa>os-

5 40
Boring terminated at 13.6 feet. No groundwater encountered at time of
.
.
:
:
:
.
:
:

15
drilling or after 24 hours. ....
....
.
...
....
..
..
....
..:...
580
20
:...:....:....... ......... . ......:..:..:...

25 :...:....:.................................
------------
570
30 .................................
565

:..:......
...... :...:.... ............... .......

35 ..................................:.....:..

560
.......:..:....:..
.....:............... ...........
SOIL TEST BORING NO. B-20
Sheet 1 of 1

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,BLIGINC SOIL TEST BORING NO. B-21
. PROJECT: Ethanol Storage and Transfer Facility PROJECT NO.: J11-7563-01
BtANNE6L?tJ1MMONS CLIENT: Chambers Engineering START: 4-28-11 END:-4-28-11
EA•INEMMCI W. LOCATION: Healing Springs, North Carolina ELEVATION: 596
6EM nrcALANDENvn *&v3nkL DRILLER: Metro Drill, Inc:, SP LOGGED BY: G. Weekley
CONWLVXM DRILLING METHOD:
DEPTH TO - WATER> INITIAL: S AFTER 24 HOURS: Z CAVING>3W
ELEVATIOW SOIL DESCRIPTION SOIL 1a . STANDARD PENETRATION RESULTS
DEPTH (FT) TYPE 2 BLOWSIFOOT

2 5 10 20 30 40 50 70 80
GRAVEL DIM
595 Hard, reddish-tan, silty CLAY - (residuum) 118 • . . . • ` ' ' ' -=
23
31 : .?

Hard, reddish-tan, fine sandy SILT ........................
17
:
:
:
:
:
:

: ' • 21

33 ...
.............................
.
..
..
.
..
c i c
5 .. ...............:....:..
590
Very hard PARTIALLY WEATHERED ROCK which sampled as gray, fine .....:...:....:.....:....:. = -
sandy SILT with rock fragments ....: =. .- - ....----... -.-.:..-..
:...:...............:.................
50/2"
10 ...:..........................:
585 .....:...:....:..:..:.... _...._..:..._..:..:.:..
.......................:...:..:..
i"
5011"

:...:....:..........:..
.....
.:
:
:

Boring terminated at 13.6 feet. No groundwater encountered at time of .
..
...
.
i i
15 drilling or after 24 hours.
580 '...:....:..:..............
......:..:...
20 :....:.. ........ .....: : ......
:...
575 :...:....:.. ... .........:..:...:..:..:.. .
25 :...:....:..:..:...... :..:...:..:..:...
570 :...:....:.... .:...................:.......
30 :....:.....:....:....:...........:..
665 ......
:...:....:..... .....:....:..:...:..:..:.:..
35 .... :...:................ .........
-
'a 660--
.
.............
.:..:..:.........:......:.
r,

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SOIL TEST BORING NO. &21
8 Sheet 1 of 1
„LE SOIL TEST BORING NO. B-22
PROJECT: Ethanol Storage and Transfer Facility PROJECT NO.: J11-7563-01
BUNNELLd.AI IMM CLIENT: Chambers Engineering START: 4-2741 END:-4-27-11
EPONEERM MCL LOCATION: Healing Springs, North Carolina _ ELEVATION: 595
GeorECHt9Cm AtD1ENIAWEM AL DRILLER- Metro Drill, Inc., SP LOGGED BY: G. Weekley
C DRILLING METHOD:
O MULvues DEPTH TO - WATER> INITIAL: AFTER 24 HOURS:1 CAVING>=

ELEVATION!
SOIL DESCRIPTION
SOIL W
STANDARD PENETRATION RESULTS
DEPTH (F? TYPE BLOWSIFOOT
¢
2 5 10 20 30 40 60 70 90
GRAVEL
Hard, reddish-tan, clayey SILT - (residuum) 10 ----
14
:
16 ........................ ?.....:...:..:..
...
Hard, reddish-tan, fine sandy SILT
..: 16 = ;
:
:
:
.
:

:
'
: ' 18 ...
....
..
..
....-
......
590 5 •
;
: 28 -

Very hard PARTIALLY WEATHERED ROCK which sampled as rock :.
31
" :...:....:......................
3a;!
fragments 5011
............ ..:.....:....:..:...:..:..:
sort'
curt"
585- -10
:...:....:..:.. .....:.........:..:..:.
:...:....:.............. _..:...:..:.. ?
5011"
Boring terminated at 13.6 feet. No groundwater encountered at time of
680 -16 drilling or after 24 hours. - - -
575- 20 :...:....:...............:.........
570- -2S
:...:..:..: _
:...: ....:.. ...:....:.........
565- -30
.:..:.. .....:....:..:...:..:..:
........
660- 36
.:..:...:..:..:.:..
:........:.....:.......
SOIL TEST BORING NO. B-22
Sheet 1 of 1
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„LEm SOIL TEST BORING NO. B-23
PROJECT: Ethanol Storage and Transfer Facility PROJECT NO.: J11-7563-01
4-28-11
CLIENT: Chambers Engineering START: 4-2841 END:
SMNELL-?.a1?M -
ENMEERUIG, iN .. LOCATION: Healing Springs, North Carolina ELEVATION: 595
DRILLER: Metro Drill, Inc., SP LOGGED BY: G. Weekley
DRILLING METHOD:
DEPTH TO - WATER> INITIAL: AFTER 24 HOURS:1 CAVING>3M
ELEVATION! SOIL DESCRIPTION SOIL STANDARD PENETRATION RESULTS
DEPTH (FT) TYPE a BLOWSWOOT

2 5 10 20 30 40 50 70 90
GRAVEL
Very stiff, grayish-tan, fine sandy, clayey SILT - (residuum) 7 •... ` - - - - -
s
11 .?...:....: .....:....:...
32 50IP
Very hard PARTIALLY WEATHERED ROCK which sampled as gray, fine sow,
690 - -6 sandy SILT with rock fragments = -= = = = = c i

---------------
:...:....:..:..:....:....:...........
60rr
685 - 10
:...:....:..:..:.... ........:...:..:..:...
:...:....:..:..:....:....:..:...:..:.. ;
SOW

Boring terminated at 13.7 feet No groundwater encountered at time of
.
'
=
580 -16 drilling or after 24 hours. ....
• •
- -....
• -'= -
676 -20 :...:....:..:..:.... _.....................
7 7
570- -26 ........................................
......:..
565- 30 ................ ........ ................
:.....:..
G 660- 35 ....:........................................:..
SOIL TEST BORING NO. B-23
Sheet 1 of 1
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KEY TO SOIL CLASSIFICATIONS AND CONSISTENCY DESCRIPTIONS
BUNNELL-LAMMONS ENGINEERING, INC.
GREENVILLE, SOUTH CAROLINA
Penetration Resistance* Relative
Particle Size Identification
Blows per Foot Density
SANDS Boulder. Greater than 300 mm
Cobble: 75 to 300 mm
0 to 4 Very Loose Gravel:
51010 Loose Coarse -19 to 75 mm
11 to 20 Firm Fine - 4.75 to 19 mm
21 to 30 Very Firm Sand:
31 to 50 Dense Coarse - 2 to 4.75 mm
over 50 Very Dense Medium - 0.425 to 2 mm
Fine - 0.075 to 0.425 mm
Silt & Clay: Less than 0.075 mm
Penetration Resistance* Consistency
Blows per Foot
SILTS and CLAYS
0 to 2 Very Soft
3 to 4 Soft
5 to 8 Firm
9 to 15 Stiff
16 to 30 Very Stiff
311o50 Hard
over 50 Very Hard
'ASTM D 1586
KEY TO DRILLING SYMBOLS
® Grab Sample
NR = No reaction to HCL V Groundwater Table at Time of Drilling
® Split Spoon Sample NA = Not applicable
NS - No sample V
Groundwater Table 24 Hours after Completion of Drilling
Undisturbed Sample
KEY TO SOIL CLASSIFICATIONS
Well-graded Gravel Low Plasticity Clay Clayey SIR Silty Sand
GW CL MH EM SM
0
o -
0 0? Poorly-graded Gravel
'o C o GP
Sandy Clay Sandy Sift
CLS MLS
Topsoil
TOPSOIL
Partially Weathered Rock
BLDRCBBL
High Plasticity Gay
CH
Poorly Graded Sand
SP
Silty Clay
CL-ML
Sift
ML
Sand
SW
Clayey Sand
SC
Bedrock Limestone
BEDROCK LIMESTONE
Trash
MUCKPEAT
Fill
FILL
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 fast 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
"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. Boring Records are attached, showing the soil descriptions
and penetration resistances.
IRLIBINC. Pv. 3-23-10
TEST DATA SHEET
pH (ASTM D4972, Method A) Resistivity (ASTM G187)
PROJECT NAME: Ethanol Facility DATE: 5-23-11
PROJECT NO: J11-7563-01 TECHNICIAN: JM
SAMPLE DEPTH TEMP pH pH VOLT AMP ohm RESISTIVITY
11) FROM TO •c (Wt.) (cr. car. Sw.) READING READING (r) (R)(ohm-cm)
1348 1.0 2.5 20
4 4
5 3
3 5
96 260
0 22923 23400
B-18 3.5 5.0 . . . . .
B-21 1.0 2.5 20
4 7
5 4
4 6
92 0
650 10646 10900
B-23 1.0 2.5 . . . . .

RESISTIVITY CALCULATION FORMULAS
SOIL BOX
CONSTANTS
Volts =r ?rA _ R
Amps/1000 L A = 7.03cm

L = 6.88cm
INTERMODAL ETHANOL TERMINAL
HEALING SPRINGS, NORTH CAROLINA
V. Operation and Maintenance Agreements
INTERMODAL ETHANOL TERMINAL
HEALING SPRINGS, NORTH CAROLINA
VI. Construction Drawings
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