20110582 Ver 1_Report_20110620

BMP CALCULATIONS, DESIGN, and SUPPORTING
INFORMATION
for the 20 1 10 5 8
INTERMODAL ETHANOL TERMINAL
HEALING SPRINGS, NORTH CAROLINA
Prepared for:
JT RUSSELL AND SONS, INC f--.
Jtl-,1\? f
y Zvi?
Prepared by:
PATRICK BLANDFORD, PE
HDR Engineering of the Carolinas, Inc
Charlotte NC
[phone]
A. GRANSUER DICK, PE
Chambers Engineering, PA
Albemarle, NC
[phone]
June 2011
Permit Number:
(to be provided by DWQ)
Drainage Area Number: X.(o Atx_t#r,3
Bioretention Operation and Maintenance Agreement KVAI-D
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important operation and maintenance procedures:
- Immediately after the bioretention cell is established, the plants will be watered
twice weekly if needed until the plants become established (commonly six
weeks).
- Snow, mulch or any other material will NEVER be piled on the surface of the
bioretention cell.
- Heavy equipment will NEVER be driven over the bioretention cell.
- Special care will be taken to prevent sediment from entering the bioretention cell.
- Once a year, a soil test of the soil media will be conducted.
After the bioretention cell is established, I will inspect it once a month and within 24
hours after every storm event greater than 1.0 inches (or 1.5 inches if in a Coastal
County). Records of operation and maintenance will be kept in a known set location
and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potential problems: How I will remediate the problem:
The entire BMP Trash/ debris is resent. Remove the trash/ debris.
The perimeter of the Areas of bare soil and/or Regrade the soil if necessary to
bioretention cell erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
The inlet device: pipe, The pipe is clogged (if Unclog the pipe. Dispose of the
stone verge or swale applicable). sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged (if
applicable).
Erosion is occurring in the Regrade the swale if necessary to
swale (if applicable). smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
Stone verge is clogged or Remove sediment and clogged
covered in sediment (if stone and replace with clean stone.
applicable).
Form SW401-Bioretention O&M-Rev.3 Page 1 of 4
BMP element: Potential problems: How I will remediate the problem:
The pretreatment area Flow is bypassing Regrade if necessary to route all
pretreatment area and/or flow to the pretreatment area.
gullies have formed. Restabilize the area after grading.
Sediment has accumulated to Search for the source of the
a depth greater than three sediment and remedy the problem if
inches. possible. Remove the sediment and
restabilize the pretreatment area.
Erosion has occurred. Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present. Remove the weeds, preferably by
hand.
The bioretention cell: Best professional practices Prune according to best professional
vegetation show that pruning is needed practices.
to maintain optimal plant
health.
Plants are dead, diseased or Determine the source of the
dying. problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Tree stakes/wires are present Remove tree stake/ wires (which
six months after planting. can kill the tree if not removed).
The bioretention cell: Mulch is breaking down or Spot mulch if there are only random
soils and mulch has floated away. void areas. Replace whole mulch
layer if necessary. Remove the
remaining much and replace with
triple shredded hard wood mulch at
a maximum depth of three inches.
Soils and/or mulch are Determine the extent of the clogging
clogged with sediment. - remove and replace either just the
top layers or the entire media as
needed. Dispose of the spoil in an
appropriate off-site location. Use
triple shredded hard wood mulch at
a maximum depth of three inches.
Search for the source of the
sediment and remedy the problem if
possible.
An annual soil test shows that Dolomitic lime shall be applied as
pH has dropped or heavy recommended per the soil test and
metals have accumulated in toxic soils shall be removed,
the soil media. disposed of properly and replaced
with new planting media.
Form SW401-Bioretention O&M-Rev.3 Page 2 of 4
L ;r
BMP element: Potential problems: How I will remediate the problem:
The underdrain system Clogging has occurred. Wash out the underdrain system.
(if applicable)
The drop inlet Clogging has occurred. Clean out the drop inlet. Dispose of
the sediment off-site.
The drop inlet is damaged Repair or replace the drop inlet.
The receiving water Erosion or other signs of Contact the NC Division of Water
damage have occurred at the Quality 401 Oversight Unit at 919-
outlet. 733-1786.
Form SW401-Bioretention O&M-Rev.3
Page 3 of 4

Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:Healing Springs Ethanol Terminal
BMP drainage area number: 4` -+ CAA (- `>'A+Z-) *-X-t"5.'S teA'D
Print name:A. James Russell
Title:Secretarv/ Treasurer
Address: 1721 Us Hwv 52. Albemarle. NC 28001
Phone: [phone]
Signature: Lf`:'
a
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, 1 1 a h IZ TU,rQ?e--u? V`t- , a Notary Public for the State of
l s, 1J C- , County of SA-p,\\s?, , do hereby certify that
A:- Z5-Am s 55c11 personally appeared before me this
day of _ .A X, , '2011 , and acknowledge the due execution of the
forgoing bioretention maintenance requirements. Witness my hand and official seal,

SEAL
My commission expires Mct ul Q01(v
Form SW401-Bioretention I&M-Rev. 2
Page 4 of 4

Permit Number:
(to be provided by DWQ)
Drainage Area Number: V-27I 'e?'C 4A1 C, Yf*tp
Sand Filter Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a log in a
known set location. Any deficient BMP elements noted in the inspection will be corrected, repaired or
replaced immediately. These deficiencies can affect the integrity of structures, safety of the public, and
the removal efficiency of the BMP.
Important maintenance procedures:
- The drainage area will be carefully managed to reduce the sediment load to the sand filter.
- The sedimentation chamber or forebay will be cleaned out whenever sediment depth exceeds
six inches.
- Once a year, sand media will be skimmed.
- The sand filter media will be replaced whenever it fails to function properly after maintenance.
The sand filter will be inspected quarterly and within 24 hours after every storm event greater than
1.0 inches (or 1.5 inches if in a Coastal County). Records of operation and maintenance will be kept in
a known set location and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall be repaired
immediately.
wvlr element: rotentiai prooiem: r1mv < <viii reineuiare cne proprem:
Entire BMP Trash/ debris is resent. Remove the trash/ debris.
Adjacent pavement (if Sediment is present on the Sweep or vacuum the sediment as soon as
applicable) pavement surface. possible.
Perimeter of sand filter Areas of bare soil and/or erosive Regrade the soil if necessary to remove the
gullies have formed. gully, and then plant a ground cover and
water until it is established. Provide lime
and a one-time fertilizer application.
Vegetation is too short or too long. Maintain vegetation at an appropriate
height.
Flow diversion structure The structure is clogged. Unclog the conveyance and dispose of any
sediment offsite.
The structure is damaged. Make any necessary repairs or replace if
damage is too large for repair.
Forebay or pretreatment area Sediment has accumulated to a Search for the source of the sediment and
depth of greater than six inches. remedy the problem if possible. Remove
the sediment and stabilize or dispose of it
in a location where it will not cause
impacts to streams or the BMP.
Erosion has occurred. Provide additional erosion protection such
as reinforced turf matting or riprap if
needed to prevent future erosion
problems.
Weeds are present. Remove the weeds, preferably by hand. If
a pesticide is used, wipe it on the plants
rather than spraying.
Form SW401-Sand Filter O&M-Rev.4 2009Sept17 Page 1 of 3
AV I
BMP eleinent: Pote tial problem: Ilow I will remediate the problem:
Filter bed and underdrain Water is ponding on the surface for Check to see if the collector system is
collection system more than 24 hours after a storm. clogged and flush if necessary. If water
still ponds, remove the top few inches of
filter bed media and replace. If water still
ponds, then consult an expert.
Outlet device Clogging has occurred. Clean out the outlet device. Dispose of the
sediment offsite.
The outlet device is damaged Repair or replace the outlet device.
Receiving water Erosion or other signs of damage Contact the NC Division of Water Quality
have occurred at the outlet. 401 Oversight Unit at 919-733-1786.
Form SW401-Sand Filter O&M-Rev.4 2009Sept17 Page 2 of 3
. t
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the performance of the
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior
to any changes to the system or responsible party.
Project name:Healing_Springs Ethanol Terminal
BMP drainage area number: V-5 - 5,,C 4-01 ?- '-?14v'z. D
Print name:A. James Russell
Title:SecretM/ Treasurer
Address: 1721 US Hwy 52, Albemarle NC 28001
Phon
Sign:
Date
Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been
sold and a resident of the subdivision has been named the president.
I, kj?n-? i , a Notary Public for the State of
R , County of o°j- fl 1(4 , do hereby certify that
?J-Anny'3L6e-// personally appeared before me this day of
and acknowledge the due execution of the forgoing sand filter
maintenance requirements. Witness my hand and official seal,
SEAL
My commission expires P U4 S'- '9014P
Form SW401-Sand Filter O&M-Rev.4 2009Septl7 Page 3 of 3
Permit Number:
(to be provided by DWQ)
Drainage Area Number: 55 - '(K ut W- LzAQ "--Xi
Bioretention Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important operation and maintenance procedures:
- Immediately after the bioretention cell is established, the plants will be watered
twice weekly if needed until the plants become established (commonly six
weeks).
- Snow, mulch or any other material will NEVER be piled on the surface of the
bioretention cell.
- Heavy equipment will NEVER be driven over the bioretention cell.
- Special care will be taken to prevent sediment from entering the bioretention cell.
- Once a year, a soil test of the soil media will be conducted.
After the bioretention cell is established, I will inspect it once a month and within 24
hours after every storm event greater than 1.0 inches (or 1.5 inches if in a Coastal
County). Records of operation and maintenance will be kept in a known set location
and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potential problems: How I will remediate the problem:
The entire BMP Trash/debris is resent. Remove the trash/debris.
The perimeter of the Areas of bare soil and/or Regrade the soil if necessary to
bioretention cell erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
The inlet device: pipe, The pipe is clogged (if Unclog the pipe. Dispose of the
stone verge or swale applicable). sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged (if
applicable).
Erosion is occurring in the Regrade the swale if necessary to
swale (if applicable). smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
Stone verge is clogged or Remove sediment and clogged
covered in sediment (if stone and replace with clean stone.
applicable).
Form SW401-Bioretention O&M-Rev.3 Page I of 4
BMP element: Potential problems: How I will remediate the problem:
The pretreatment area Flow is bypassing Regrade if necessary to route all
pretreatment area and/or flow to the pretreatment area.
hies have formed. Restabilize the area after grading.
Sediment has accumulated to Search for the source of the
a depth greater than three sediment and remedy the problem if
inches. possible. Remove the sediment and
restabilize the pretreatment area.
Erosion has occurred. Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present. Remove the weeds, preferably by
hand.
The bioretention cell: Best professional practices Prune according to best professional
vegetation show that pruning is needed practices.
to maintain optimal plant
health.
Plants are dead, diseased or Determine the source of the
dying. problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Tree stakes/wires are present Remove tree stake/wires (which
six months after planting. can kill the tree if not removed).
The bioretention cell: Mulch is breaking down or Spot mulch if there are only random
soils and mulch has floated away. void areas. Replace whole mulch
layer if necessary. Remove the
remaining much and replace with
triple shredded hard wood mulch at
a maximum depth of three inches.
Soils and/or mulch are Determine the extent of the clogging
clogged with sediment. - remove and replace either just the
top layers or the entire media as
needed. Dispose of the spoil in an
appropriate off-site location. Use
triple shredded hard wood mulch at
a maximum depth of three inches.
Search for the source of the
sediment and remedy the problem if
possible.
An annual soil test shows that Dolomitic lime shall be applied as
pH has dropped or heavy recommended per the soil test and
metals have accumulated in toxic soils shall be removed,
the soil media. disposed of properly and replaced
with new planting media.
Form SW401-Bioretention O&M-Rev.3 Page 2 of 4
BMP element: Potential problems: How I will remediate the problem:
The underdrain system Clogging has occurred. Wash out the underdrain system.
(if applicable)
The drop inlet Clogging has occurred. Clean out the drop inlet. Dispose of
the sediment off-site.
The drop inlet is damaged Repair or replace the drop inlet.
The receiving water Erosion or other signs of Contact the NC Division of Water
damage have occurred at the Quality 401 Oversight Unit at 919-
outlet. 733-1786.
Form SW401-Bioretention O&M-Rev.3 Page 3 of 4
1 ?
Permit Number:
J wfi"
f.
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:Healing Springs Ethanol Terminal
BMP drainage area number: ' - 4%X V- LO*Vt PQ 4 f -%F"j
Print name:A. James Russell
Title: Secretary/ Treasurer
Address: 1721 Us Hwy 52, Albemarle, NC 28001
Phone:
Signati
Date: /n-
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, OV I a of /Z LTV U (? - , a Notary Public for the State of
C- , County of n?ll , do hereby certify that
R?1Q M'eS ?U'J'5e 1 personally appeared before me this
day ofZ'?,?1,e- , 'ZD I , and acknowledge the due execution of the
forgoing bioretention maintenance requirements. Witness my hand and official seal,
t
f,

My commission expires WAjA, -15, (-
Form SW401-Bioretention I&M-Rev. 2
Page 4 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number: )Q2.- 5W eAl _ %7.
Sand Filter Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a log in a
known set location. Any deficient BMP elements noted in the inspection will be corrected, repaired or
replaced immediately. These deficiencies can affect the integrity of structures, safety of the public, and
the removal efficiency of the BMP.
Important maintenance procedures:
- The drainage area will be carefully managed to reduce the sediment load to the sand filter.
- The sedimentation chamber or forebay will be cleaned out whenever sediment depth exceeds
six inches.
- Once a year, sand media will be skimmed.
- The sand filter media will be replaced whenever it fails to function properly after maintenance.
The sand filter will be inspected quarterly and within 24 hours after every storm event greater than
1.0 inches (or 1.5 inches if in a Coastal County). Records of operation and maintenance will be kept in
a known set location and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall be repaired
immediately.
BMP element: Potential problem: flow I will remediate the problem:
Entire 13MP 'I rash/ debris is resent. Remove the trash/ debris.
Adjacent pavement (if Sediment is present on the Sweep or vacuum the sediment as soon as
applicable) pavement surface. possible.
Perimeter of sand filter Areas of bare soil and/or erosive Regrade the soil if necessary to remove the
gullies have formed. gully, and then plant a ground cover and
water until it is established. Provide lime
and a one-time fertilizer application.
Vegetation is too short or too long. Maintain vegetation at an appropriate
height.
Flow diversion structure The structure is clogged. Unclog the conveyance and dispose of any
sediment offsite.
The structure is damaged. Make any necessary repairs or replace if
damage is too large for repair.
Forebay or pretreatment area Sediment has accumulated to a Search for the source of the sediment and
depth of greater than six inches. remedy the problem if possible. Remove
the sediment and stabilize or dispose of it
in a location where it will not cause
impacts to streams or the BMP.
Erosion has occurred. Provide additional erosion protection such
as reinforced turf matting or riprap if
needed to prevent future erosion
problems.
Weeds are present. Remove the weeds, preferably by hand. If
a pesticide is used, wipe it on the plants
rather than spraying.
Form SW401-Sand Filter O&M-Rev.4 2009Sept17 Page 1 of 3
BMP element: Potential problem: How I will remediate the problem:
Filter bed and underdrain Water is ponding on the surface for Check to see if the collector system is
collection system more than 24 hours after a storm. clogged and flush if necessary. If water
still ponds, remove the top few inches of
filter bed media and replace. If water still
ponds, then consult an expert.
Outlet device Clogging has occurred. Clean out the outlet device. Dispose of the
sediment offsite.
The outlet device is damaged Repair or replace the outlet device.
Receiving water Erosion or other signs of damage Contact the NC Division of Water Quality
have occurred at the outlet. 401 Oversight Unit at 919-733-1786.
Form SW401-Sand Filter O&M-Rev.4 2009Sept17 Page 2 Of 3
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the performance of the
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior
to any changes to the system or responsible party.
Project name:Healing_Springs Ethanol Terminal
BMP drainage area number: VI- - -'? V--Al L- qAv--S)
Print name:A. James Russell
Title: Secretary/ Treasurer
Address: 1721 US Hwy 52, Albemarle, NC 28001
Phone:
f /
Signature:
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been
sold and a resident of the subdivision has been named the president.
I, V j V 1 C, N -P T r,6, I I c, , a Notary Public for the State of
?J C_ County of J ?X , do hereby certify that
?arae,5 IC( 6_6M personally appeared before me this C'o day of
vNr- 'Oul 1 , and acknowledge the due execution of the forgoing sand filter
maintenance requirements. Witness my hand and official seal,
SEAL t
My commission expires
Form SW401-Sand Filter O&M-Rev.4 2009Sept17 Page 3 of 3
AL y
Permit Number:
(to be provided by DWQ)
Drainage Area Number: IE4 - N W C4l L ?
Sand Filter Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a log in a
known set location. Any deficient BMP elements noted in the inspection will be corrected, repaired or
replaced immediately. These deficiencies can affect the integrity of structures, safety of the public, and
the removal efficiency of the BMP.
Important maintenance procedures:
- The drainage area will be carefully managed to reduce the sediment load to the sand filter.
- The sedimentation chamber or forebay will be cleaned out whenever sediment depth exceeds
six inches.
- Once a year, sand media will be skimmed.
- The sand filter media will be replaced whenever it fails to function properly after maintenance.
The sand filter will be inspected quarterly and within 24 hours after every storm event greater than
1.0 inches (or 1.5 inches if in a Coastal County). Records of operation and maintenance will be kept in
a known set location and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall be repaired
immediately.
RA4P norm nf• nnf. nfio? nrn}i}r ni• Nnier } .gill rum Nr?i ?fu f}- rvrn}??Nm•

Entire BMP Trash/ debris is resent. Remove the trash/ debris.
Adjacent pavement (if Sediment is present on the Sweep or vacuum the sediment as soon as
applicable) pavement surface. possible.
Perimeter of sand filter Areas of bare soil and/or erosive Regrade the soil if necessary to remove the
gullies have formed. gully, and then plant a ground cover and
water until it is established. Provide lime
and a one-time fertilizer application.
Vegetation is too short or too long. Maintain vegetation at an appropriate
height.
Flow diversion structure The structure is clogged. Unclog the conveyance and dispose of any
sediment offsite.
The structure is damaged. Make any necessary repairs or replace if
damage is too large for repair.
Forebay or pretreatment area Sediment has accumulated to a Search for the source of the sediment and
depth of greater than six inches. remedy the problem if possible. Remove
the sediment and stabilize or dispose of it
in a location where it will not cause
impacts to streams or the BMP.
Erosion has occurred. Provide additional erosion protection such
as reinforced turf matting or riprap if
needed to prevent future erosion
problems.
Weeds are present. Remove the weeds, preferably by hand. If
a pesticide is used, wipe it on the plants
rather than spraying.
Form SW401-Sand Filter O&M-Rev.4 2009Sept17 Page 1 of 3

BMP element: Potential problem: How I will remediate the problem:
Filter bed and underdrain Water is ponding on the surface for Check to see if the collector system is
collection system more than 24 hours after a storm. clogged and flush if necessary. If water
still ponds, remove the top few inches of
filter bed media and replace. If water still
ponds, then consult an expert.
Outlet device Clogging has occurred. Clean out the outlet device. Dispose of the
sediment offsite.
The outlet device is damaged Repair or replace the outlet device.
Receiving water Erosion or other signs of damage Contact the NC Division of Water Quality
have occurred at the outlet. 401 Oversight Unit at 919-733-1786.
Form SW401-Sand Filter O&M-Rev.4 2009Sept17 Page 2 of 3
iA ? I
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the performance of the
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior
to any changes to the system or responsible party.
Project name:Healing_Springs Ethanol Terminal
BMP drainage area number: i? ?`1 l? ?J I? ?l C- ` A-iL p
Print name:A. James Russell
Title: Secretary/ Treasurer
Address: 1721 US Hwy 52, Albemarle, NC 28001
Phone
Signat
Date: 62 &-4/
Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been
sold and a resident of the subdivision has been named the president.
I, VI U I`Q n Tw?rI ,'I ie- , a Notary Public for the State of
N L , County of do hereby certify that
personally appeared before me thisday of
QTU A? and acknowledge the due execution of the forgoing sand filter
maintenance requirements. Witness my hand and official seal,
rM
ggy, ' 5
;s
SEAL
My commission expires M? ?D! Le
Form SW401-Sand Filter O&M-Rev.4 2009Septl7 Page 3 of 3

Permit Number:
(to be provided by DWQ)
Drainage Area Number:
Sand Filter Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a log in a
known set location. Any deficient BMP elements noted in the inspection will be corrected, repaired or
replaced immediately. These deficiencies can affect the integrity of structures, safety of the public, and
the removal efficiency of the BMP.
Important maintenance procedures:
- The drainage area will be carefully managed to reduce the sediment load to the sand filter.
- The sedimentation chamber or forebay will be cleaned out whenever sediment depth exceeds
six inches.
- Once a year, sand media will be skimmed.
- The sand filter media will be replaced whenever it fails to function properly after maintenance.
The sand filter will be inspected quarterly and within 24 hours after every storm event greater than
1.0 inches (or 1.5 inches if in a Coastal County). Records of operation and maintenance will be kept in
a known set location and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall be repaired
immediately.
BMP element: Potential problem: How I will remediate the problem:
Entire BMP Trash/debris is resent. Remove the trash/debris.
Adjacent pavement (if Sediment is present on the Sweep or vacuum the sediment as soon as
applicable) pavement surface. possible.
Perimeter of sand filter Areas of bare soil and/or erosive Regrade the soil if necessary to remove the
gullies have formed. gully, and then plant a ground cover and
water until it is established. Provide lime
and a one-time fertilizer application.
Vegetation is too short or too long. Maintain vegetation at an appropriate
height.
Flow diversion structure The structure is clogged. Unclog the conveyance and dispose of any
sediment offsite.
The structure is damaged. Make any necessary repairs or replace if
damage is too large for repair.
Forebay or pretreatment area Sediment has accumulated to a Search for the source of the sediment and
depth of greater than six inches. remedy the problem if possible. Remove
the sediment and stabilize or dispose of it
in a location where it will not cause
impacts to streams or the BMP.
Erosion has occurred. Provide additional erosion protection such
as reinforced turf matting or riprap if
needed to prevent future erosion
problems.
Weeds are present. Remove the weeds, preferably by hand. If
a pesticide is used, wipe it on the plants
rather than spraying.
Form SW401-Sand Filter O&M-Rev.4 2009Sept17 Page 1 of 3
13MP element: Potentialpoblem: How l will remediate the problem:
Filter bed and underdrain Water is ponding on the surface for Check to see if the collector system is
collection system more than 24 hours after a storm. clogged and flush if necessary. If water
still ponds, remove the top few inches of
filter bed media and replace. If water still
ponds, then consult an expert.
Outlet device Clogging has occurred. Clean out the outlet device. Dispose of the
sediment offsite.
The outlet device is damaged Repair or replace the outlet device.
Receiving water Erosion or other signs of damage Contact the NC Division of Water Quality
have occurred at the outlet. 401 Oversight Unit at 919-733-1786.
Form SW401-Sand Filter O&M-Rev.4 2009Septl7 Page 2 of 3

Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the performance of the
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior
to any changes to the system or responsible party.
Project name:Healing Springs Ethanol Terminal
BMP drainage area number: IL.5 - I'l e. 41 4-1 `7Aw-D
Print name:A. James Russell
Title: Secretary/ Treasurer
Address: 1721 US HM 52, Albemarle, NC 28001
Phone:
Signatt
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been
sold and a resident of the subdivision has been named the president.
I, V?Viaw R Tu r Ise o ( I t-- , a Notary Public for the State of
County of , do hereby certify that
S2YY?es 1?4,?5ed personally appeared before me this -ZaA day of
and acknowledge the due execution of the forgoing sand filter
maintenance requirements. Witness my hand and official seal,
SEAL
My commission expires L
Form SW401-Sand Filter O&M-Rev.4 2009Sept17 Page 3 of 3
INTERMODAL ETHANOL TERMINAL
HEALING SPRINGS, NORTH CAROLINA
Table of Contents
1. Project Narrative
II. 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 (attached)
VI. Construction Drawings (attached)
1. Project Background
The proposed project for the JT 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 JT 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 Sheet P-1 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 17.3 acres of undisturbed land resulting in 42.2% 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 213.0202.
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 7.3 acres
across 11 unique sub-basins. Four (4) new outfalls will be created as a result of the Project and two (2)
existing drainage areas and outfalls will have new BUA proposed within their limits. The Project is being
served by six (6) BMPs. The six (6) BMPs will treat storm water from 4.5 acres of proposed BUA and 0.6
acres of existing BUA previously untreated. The existing BUA was developed prior to water quality
regulations. The BMPs treat a total of 5.1 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 six (6) BMPs include four
(4) sand filters and two (2) grass vegetated bioretention basins. The following table and accompanying
Project drainage plan summarizes this information.
Water Quality Treatment Summary
Sub-basin ID Drainage
Area
(acres) Proposed
BUA
(acres) Existing
BUA
(acres) Treatment
Status BMP
Turnout Ladder R1 0.7 0.3 0.0 Not Treated
Southwest Rail Yard R2 1.2 0.7 0.0 Treated SW Filter
Southeast Rail Yard R3 0.7 0.5 0.0 Treated SE Filter
Northwest Rail Yard R4 2.4 1.1 0.0 Treated NW Filter
Northeast Rail Yard R5 2.0 1.1 0.0 Treated NE Filter
Rail Yard Access Road R6 1.9 0.3 0.1 Treated Bioretention
Basin
North of Spur F1 1.1 0.1 0.2 Not Treated
Tank Farm F2 2.2 2.2 0.0 Exempted Level Spreader/
Filter Strip
Loop F3 1.1 0.2 0.6 Not Treated
Truck Loading Area F4 4.0 0.8 0.5 Treated Bioretention
Basin
Total Project 17.3 7.3 1.3
Total Required for Treatment 5.1
Total to be Treated 4.5 0.6
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. All sand filters have been oversized in order to accommodate potential ethanol spill volumes
with hydrologic flows in excess of typical water quality recommended values. This results in a
maximum head of less than two (2) feet. While the Manual makes no mention of a minimum
value, the Sand Filter Design Supplement form remarks that this is an insufficient depth. We
respectfully request this variance to comply with SPCC requirements.
2. A portion of all sand filters will receive flow overland from the BUA without passing through a
sedimentation basin. This portion is limited to %: the width of the outer yard tracks (1 and 4) for
the length of the sand filter. It is anticipated that the ballast dissipates significantly the overland
flows prior to discharging into the sand filter. In addition, there is approximately nine (9) feet of
3:1 vegetated bank slope to further dissipate energy and filter storm water. We respectfully
request this variance due to site limitations of the rail yard, in particular the requirement to
maintain level grades which limit the ability to drain over long distances.
3. All sand filters are designed without flow splitters in order to prevent accidental diversion of a
potential ethanol spill volume. Sedimentation basins have been adequately sized and designed
to dissipate higher flow volumes prior to discharging to the sand filters. We respectfully request
this variance to comply with SPCC requirements
4. All sand filters underdrains are designed with a maximum slope allowed by the site which does
not meet the recommended 0.5%. The underdrain's tie elevation is limited by the elevation of
the 48" culvert which runs under the rain yard. Attempting to maintain the underdrain slope
would force a higher fill for the rail yard, which would subsequently create a longer stream and
floodplain impact already proposed for the Project. In addition, the sand filters will have manual
release values that will dictate drawdown durations more so than underdrain slopes. We
respectfully request this variance due to site limitations of the rail yard, in particular the
requirement to maintain level grades and an attempt to minimize stream and floodplain
impacts.
5. 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 six 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
Area (acres) A 1.90
Impervious Area (acres) 0.40
Impervous Fraction la 21.1
Runoff Coefficient Rv 0.24
Water Quality Volume (acre-ft) WQv 0.04
Water Quality Volume (ft2) WQv 1652
Rv = 0.05 + 0.9 x la
V = 3630 x Rd x Rv x A
Rd = 1 inches
Bioretention Sizing
Length (feet) 1 166
Width (feet) w 10
Depth (feet) d 2
Area (ft2) A 1660
Soil Media Type and Depth
Use the following composition. Mix to be specified in Contract Specifications
Sand (%) 86
Fines (%) 9
Organic (%) 5
P-Index 10-30
Bioretention area is to be grassed, so depth will 2 feet
Drawdown Times
Assume 2.0 inches/hour infiltration rate based on Manual recommended mix
Infiltration rate (in/hr) la 2
Depth (inches) (Temp Pool) d 12
Drawdown Time (hr) t 6
Depth (inches) (Bioretention Depth) d 24
Drawdown Time (hr) t 12
Check
• SS/p '• %i
• ?cA'
030971
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Check, <12 hours
Check, <24 hours
t = d/la
Underdrain Sizing
Using assumed 2.0 inches/hour infiltration rate
Flowrate = 0.08 cubic feet second
Design flow with safety of factor 10 = 0.8 cubic feet per second
Flowrate (cfs) Q 0.8
Slope (%) S 0.5
Roughness n 0.011
Diameter (in) D 3.1
D= 16x [Q x n / So.s1(3/8)
Assumed n = 0.011 for PVC
Use 4" diameter underdrain
Overflow Structure
The end of the bioretention basin with have a 6 foot wide weir at 587.5' that will pass the 10-year
flow at 0.5' depth. The downstream side will be riprapped to provide protection.
Select Plants
Bioretention will be grassed with hybrid bermuda or centipede
1 1 r l??/?
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030911
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BE ?c
FHWA Urban Drainage Design Program, HY-22
HYDRAULIC PARAMETERS OF OPEN CHANNELS
Trapezoidal, Rectangular, or Triangular X-Section
Date: 06/09/2011
Project No. :Rail Yard Bioretention Inlet Velocity
Project Name.:JT Russell Ethanol IntermodalTerminal
Computed by :Patrick Blandford
Project Description
Inlet velocity to bioretention area. Velocity out of 12"
pipe routed through vegetated channel upstream of
bioretention area.
INPUT PARAMETERS
1. Channel Slope (ft/ft)
2. Channel Bottom Width (ft)
3. Left Side Slope (Horizontal to 1)
4. Right Side Slope (Horizontal to 1)
5. Manning's Coefficient
6. Discharge (cfs)
7. Depth of Flow (ft)
OUTPUT RESULTS
Cross Section Area (Sgft)
Average Velocity (ft/sec)
Top Width (ft)
Hydraulic Radius (ft)
Froude Number
0.0100
10.00
3.00
3.00
0.150
3.00
0.47
5.36
0.56
12.82
0.41
0.15
Permit Number:
(to be provided by DWQ)
OaO? W A r?9?G
ems. ? r
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.
I. PROJECT INFORMATION
Project name JT Russell and Brothers Intermodal Ethanol Facility
Contact name Patrick Blandford
Phone number [phone]
Date June 2, 2011
Drainage area number Rail Yard Access Road (R6)
Ill. DESIGN INFORMATION
Site Characteristics
Drainage area 82,764 ftz
Impervious area 17,424 fe
Percent impervious 21.1% %
Design rainfall depth 1.0 inch
Peak Flow Calculations
Is pre/post control of the 1-yr, 24-hr peak flow required? No (Y or N)
1-yr, 24-hr runoff depth 2.9 in
1-yr, 24-hr intensity in/hr
Pre-development 1-yr, 24-hr peak flow ft3/sec
Post-development 1-yr, 24-hr peak flow 2.990 ft3/sec
Pre/Post 1-yr, 24-hr peak control 2.990 ft3/sec
Storage Volume: Non-SA Waters
Minimum volume required 1,652.0 ft3
Volume provided 1,660.0 ft3 OK
Storage Volume: SA Waters
1.5" runoff volume ft3
Pre-development 1-yr, 24-hr runoff ft3
Post-development 1-yr, 24-hr runoff ft3
Minimum volume required 0 ft3
Volume provided ft3
Cell Dimensions
Ponding depth of water 12 inches OK
Ponding depth of water 1.00 ft
Surface area of the top of the bioretention cell 1,660.0 ftz OK
Length: 166 It OK
Width: loft OK
-or- Radius ft
Media and Soils Summary
Drawdown time, ponded volume 6 hr OK
Drawdown time, to 24 inches below surface 12 hr OK
Drawdown time, total: 18 hr
In-situ soil:
Soil permeability in/hr
Planting media soil.
Soil permeability 1.50 in/hr OK
Soil composition
% Sand (by volume) 86% OK
% Fines (by volume) 9% OK
Form SW401-Bioretention-Rev.8
June 25, 2010
Parts I and 11. Design Summary, Page 1 of 3
Permit Number:
(to be provided by DWQ)
% Organic (by volume) 5% OK
Total: 100%
Phosphorus Index (P-Index) of media 15 (unitless) OK
Form SW401-Bioretention-Rev.8
June 25, 2010 Parts I and II. Design Summary, Page 2 of 3
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
Additional Information
Does volume in excess of the design volume bypass the
bioretention cell?
Does volume in excess of the design volume flow evenly distributed
through a vegetated filter?
What is the length of the vegetated filter?
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 located 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 access
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
(8+inches gravel followed by 3-5 ft of grass)
Grassed Swale
Forebay
Other
587.50 fmsl
Y (Y or N) OK
N (Y or N)
586.5 fmsl
0 inches Insufficient mulch depth, unless installing grassed cell.
584.5 fmsl
2ft
0.3 ft
Y (Y or N)
2 OK
1ft
583.2 fmsl
NA fmsl
#VALUE! ft #VALUE!
N (Y or N)
fmsl
586.5 ft
1 Recommend more species.
Y (Y or N) OK
N (Y or N) Excess volume must pass through filter.
ft
N (Y or N) Show how flow is evenly distributed.
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
0.56 ft/sec OK
N (Y or N) OK
N (Y or N) OK
Y (Y or N) OK
X
OK
Form SW401-Bioretention-Rev.8
June 25, 2010
Parts I and II. Design Summary, Page 3 of 3
Sand Filter Design Calculations for Rail Yard
Various Surface Area Calculations
Width of Underdrain Rail Yard = 42 feet
Total Width of Rail Yard = 55 feet
A la
Sand
Filter Side Ditch
Length (ft) Track
Length (ft) Drainage
Area (ac) Impervious
Area (%) Underdrain
Area (ac)
NW 890 912 2.4 45.8 0.90
SW 421 408 1.2 58.3 0.40
NE 936 927 2.0 55.0 0.92
SE 376 389 0.7 71.4 0.38
Water Quality Volume Sizing - Simple Method
Step 1 Step 1
WQv WQvadj
Sand
Filter Water Quality
Volume (ft) Water Quality
Volume Adj (ft)
NW 4013 3009
SW 2505 1879
NE 3976 2982
SE 1685 1264
Sedimention Basin and Sand Filter Surface Sizing
Filter Width =
Depth of Sand Filter (df) _
Ls
As
R„=0.05+0.9xla
V=3630xRdxR„xA
Rd= linches
Step 2 Step 2
Af hmax ha
Sand
Filter Length Sed
Basin (ft) Area Sed
Basin (ft) Area Sand
Filter (ft) Max Head
(ft) Average
Head (ft)
NW 75 225 2445 1.13 0.56
SW 34 102 1161 1.49 0.74
NE 76 228 2580 1.06 0.5
SE 32 96 1032 1.12 0.
k = 3.5 feet/day hmax = WQvadj / (As + Af)
t = 1.66 days ha = hmax/2
As=240xR„x Ax Rd
Af= WQvxdf/[kxtx(ha+df)]
(Af + As) x hmax >= WQvadj
3 feet
1.5 feet
0
SEAL 's
030971
NE NO?p 'IN
lp?
Step 2 Step 2 Step 3
As Af
Min Area
Sed Basin (ft Min Area
Sand Filter (ft`) Check
WQvadj (ft)
206 502 6401
92 288 4673
209 505 6150
88 211 2680
Elevations
Sand Filter Bottom Elevation =
Sand Elevation =
Infiltration Rate =
Elevations
586.34
587.84
3.5 feet/day
Sand
Filter WQv
Elev (ft) hmax Filter
Elev (ft) CPv
(ft) CPv
Elev (ft)
NW 588.35 588.97 15474 589.19
SW 588.58 589.33 8856 589.19
NE 588.30 588.90 14240 589.66
SE 588.34 588.96 5184 589.66
Drawdown Time
td
td
Sand
Filter WQv Draw
Down (hrs) CPv Draw
Down (hrs)
NW 7.7 9.2
SW 10.2 9.2
NE 7.3 12.5
SE 7.7 12.5
t = (Elev - Elev )/infil rate
l
d WQv sand I
I
• Q /0??
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030971
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Underdrain Sizing
Flowrate through Filter = 3.5 feet/day
Design flow 10x Flowrate
Q s D
Sand
Filter Flowrate
(cfs) Design Flow
(cfs) Underdrain
Slope (%) Underdrain
Diameter (ft) Use Minimum
Diameter (in)
NW 0.144 1.4 0.14 4.9 6
SW 0.068 0.7 0.30 3.2 4
NE 0.152 1.5 0.21 4.6 6
SE 0.061 0.6 0.53 2.8 4
Flowrate = WQ„ / (td x 3600 secs)
D = 16 x ((Q x 0.011)/so.5)3/8
Assume roughness of 0.011 for PVC

n
sCKt8 L
Permit Number:
(to be provided by DWQ)
?F O?0F W A rf y,
? q Y
r
NCDENR `
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
SAND FILTER SUPPLEMENT
This form must be filled out on line, printed and submitted with all of the required information.
Make sure to also fill out and submit the Required Items Checklist (Section 111) and the I&M Agreement (Section IV)
L PROJECT INFORMATION
Project name JT Russell and Brothers Intermodal Ethanol Facility
Contact name Patrick Blandford
Phone number [phone]
Date June 2, 2011
Drainage area number Northwest (NW) (R4)
11. DESIGN INFORMATION
Site Characteristics
Drainage area (AD) 104,544.00 fe OK
Impervious area 47,916.00 fe
% Impervious (IA) 45.8%%
Design rainfall depth (RD) 1.00 in
Peak Flow Calculations
1-yr, 24-hr runoff depth 2.90 in
1-yr, 24-hr intensity in/hr
Pre-development 1-yr, 24-hr runoff ft3/sec
Post-development 1-yr, 24-hr runoff 7.60 ft3/sec
Pre/Post 1-yr, 24-hr peak control 7.60 ft3/sec
Storage Volume
Design volume (WQV) 4,013.00 ft3
Adjusted water quality volume (WQVAd1) 3,009.75 ft3
Volume contained in the sedimentation basin and on top of the sand filter 10,284.00 ft3
Top of sand filter/grate elevation 587.84 ft amsl
Weir elevation (between chambers) 588.34 ft amsl
Maximum head on the sedimentation basin and sand filter (hMa,Filter) 1.13 ft
Average head on the sedimentation basin and sand filter (hA) 0.57 ft
Runoff Coefficient (Rv) 0.46 (unitless)
Type of Sand Filter
Open sand filter? Y Y or N
SHWT elevation N/A ft amsl
Bottom of the sand filter elevation ft amsl
Clearance (dSHwr)
Closed/pre-cast sand filter? N Y or N
SHWT elevation ft amsl
Bottom of the sand filter elevation ft amsl
Clearance (dSHWT)
If this is a closed, underground closed sand filter: The clearance between
the surface of the sand filter and the bottom of the roof of the underground ft
structure (dspa,)
OK
Insufficient depth.
OK
Form SW401-Sand Filter-Rev.5 2009Sept17 Parts I and II. Project Design Summary, Page 1 of 2
Permit Number:
(to be provided by DWQ)
Sedimentation Basin
Surface area of sedimentation basin (As)
Sedimentation basin/chamber depth
Sand Filter
Surface area of sand filter (AF)
Top of sand media filter bed elevation
Bottom of sand media filter bed/drain elevation
Depth of the sand media filter bed (dF)
Coefficient of permeability for the sand filter (k)
Outlet diameter
Outlet discharge/flowrate
Time to drain the sand filter (t)
Time to drain the sand filter (t)
Additional Information
Does volume in excess of the design volume bypass the sand filter?
Is an off-line flow-splitting device used?
If draining to SA waters: Does volume in excess of the design volume flow
evenly distributed through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30ft from surface waters (50ft if SA waters)?
If not a closed bottom, is BMP located at least 100ft from water supply wells?
Are the vegetated side slopes equal to or less than 3:1
Is the BMP located in a recorded drainage easement with a recorded access
easement to a public Right of Way (ROW)?
What is the width of the sedimentation chamber/forebay (Wsd)?
What is the depth of sand over the outlet pipe (dpipe)?
225.00 ftz OK. Meets minimum, but may need to be increased to
0.50 ft
2,445.00 ft' Increase surface area.This will also increase the
587.84 ft amsl
586.34 It amsl
1.50 ft
3.50 (ft/day)
6.00 in
ft3/sec
7.70 hours OK. Submit drainage calculations.
0.32 days
Y Y or N OK
N Y or N Insufficient flow splitter.
YorN
ft
Yor N
Y YorN OK
Y YorN OK
Y Y or N OK
Y Y or N OK
3.00 ft OK
1.00 ft OK
Form SW401-Sand Filter-Rev.5 2009Sept17 Parts I and 11. Project Design Summary, Page 2 of 2
Permit Number:
(to be provided by DWQ)
aF wATF9
A X. WA
h ?
ac` OG
> y
VA.
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
SAND FILTER SUPPLEMENT
This form must be filled out on line, printed and submitted with all of the required information.
Make sure to also fill out and submit the Required Items Checklist (Section 111) and the I&M Agreement (Section IV)
L PROJECT INFORMATION
Project name JT Russell and Brothers Intermodal Ethanol Facility
Contact name Patrick Blandford
Phone number [phone]
Date June 2, 2011
Drainage area number Southwest (SW) (R2)
IL DESIGN INFORMATION
Site Characteristics
Drainage area (AD) 52,272.00 fe OK
Impervious area 30,492.00 fe
% Impervious (IA) 58.3%%
Design rainfall depth (RD) 1.00 in
Peak Flow Calculations
1-yr, 24-hr runoff depth 2.90 in
1-yr, 24-hr intensity in/hr
Pre-development 1-yr, 24-hr runoff ft3/sec
Post-development 1-yr, 24-hr runoff 4.10 ft3/sec
Pre/Post 1-yr, 24-hr peak control 4.10 ft3/sec
Storage Volume
Design volume (WQV) 2,505.00 ft3
Adjusted water quality volume (WQVAdj) 1,878.75 ft3
Volume contained in the sedimentation basin and on top of the sand filter 4,585.00 ft3
Top of sand filter/grate elevation 587.84 ft amsl
Weir elevation (between chambers) 588.34 ft amsl
Maximum head on the sedimentation basin and sand filter (hMaxFilter) 1.49 ft
Average head on the sedimentation basin and sand filter (hA) 0.75 ft
Runoff Coefficient (Rv) 0.58 (unitless)
Type of Sand Filter
Open sand filter? Y Y or N
SHWT elevation N/A ft amsl
Bottom of the sand filter elevation ft amsl
Clearance (dSHWr)
Closed/pre-cast sand filter? N Y or N
SHWT elevation ft amsl
Bottom of the sand filter elevation ft amsl
Clearance (dSHWT)
If this is a closed, underground closed sand filter: The clearance between
the surface of the sand filter and the bottom of the roof of the underground ft
structure (dsm,)
OK
Insufficient depth.
OK
Form SW401-Sand Filter-Rev.5 2009Sept17 Parts I and II. Project Design Summary, Page 1 of 2
Permit Number:
(to be provided by DWQ)
Sedimentation Basin
Surface area of sedimentafion basin (As)
Sedimentation basin/chamber depth
102.00 fe OK. Meets minimum, but may need to be increased to
0.50 ft
Sand Filter
Surface area of sand filter (AF)
Top of sand media filter bed elevation
Bottom of sand media filter bed/drain elevation
Depth of the sand media filter bed (dF)
Coefficient of permeability for the sand filter (k)
Outlet diameter
Outlet discharge/flowrate
Time to drain the sand filter (t)
Time to drain the sand filter (t)
Additional Information
Does volume in excess of the design volume bypass the sand filter?
Is an off-line flow-splitting device used?
If draining to SA waters: Does volume in excess of the design volume flow
evenly distributed through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30ft from surface waters (50ft if SA waters)?
If not a closed bottom, is BMP located at least 100ft from water supply wells?
Are the vegetated side slopes equal to or less than 3:1
Is the BMP located in a recorded drainage easement with a recorded access
easement to a public Right of Way (ROW)?
What is the width of the sedimentation chamber/forebay (Wsed)?
What is the depth of sand over the outlet pipe (dpipe)?
1,161.00 ft2 OK. Meets minimum, but may need to be increased to
587.84 ft amsl
586.34 ft amsl
1.50 ft
3.50 (ft/day)
6.00 in
fe/sec
10.20 hours OK. Submit drainage calculations.
0.43 days
Y YorN OK
N Y or N Insufficient flow splitter.
Yor N
ft
Yor N
Y Y or N OK
Y Y or N OK
Y Yor N OK
Y Y or N OK
3.00 ft OK
1.00 ft OK
Form SW401-Sand Filter-Rev.5 2009Sept17 Parts I and II. Project Design Summary, Page 2 of 2
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Permit Number:
(to be provided by DWQ)
A? O?O? W A TF9OG
NCDENR Y
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
SAND FILTER SUPPLEMENT
This form must be filled out on line, printed and submitted with all of the required information.
Make sure to also fill out and submit the Required Items Checklist (Section 111) and the I&M Agreement (Section IV)
I. PROJECT INFORMATION
Project name JT Russell and Brothers Intermodal Ethanol Facility
Contact name Patrick Blandford
Phone number [phone]
Date June 1, 2011
Drainage area number Northeast (NE) (R5)
II. DESIGN INFORMATION
Site Characteristics
Drainage area (AD) 87,120.00 ftz OK
Impervious area 47,916.00 ft
% Impervious (IA) 55.0%%
Design rainfall depth (RD) 1.00 in
Peak Flow Calculations
1-yr, 24-hr runoff depth 2.90 in
1-yr, 24-hr intensity in/hr
Pre-development 1-yr, 24-hr runoff ft3/sec
Post-development 1-yr, 24-hr runoff 6.60 ft3lsec
Pre/Post 1-yr, 24-hr peak control 6.60 ft3lsec
Storage Volume
Design volume (WQV) 3,976.00 ft3
Adjusted water quality volume (WQVAdi) 2,982.00 ft3
Volume contained in the sedimentation basin and on top of the sand filter 10,040.00 ft3
Top of sand filter/grate elevation 587.84 ft amsl
Weir elevation (between chambers) 588.34 ft amsl
Maximum head on the sedimentation basin and sand filter (hM.Filter) 1.06 ft
Average head on the sedimentation basin and sand filter (hA) 0.53 ft
Runoff Coefficient (Rv) 0.55 (unitless)
Type of Sand Filter
Open sand filter? Y Y or N
SHWT elevation N/A ft amsl
Bottom of the sand filter elevation ft amsl
Clearance (dSHWr)
Closed/pre-cast sand filter? N Y or N
SHWT elevation ft amsl
Bottom of the sand filter elevation ft amsl
Clearance (dSHWT)
If this is a closed, underground closed sand filter: The clearance between
the surface of the sand filter and the bottom of the roof of the underground ft
structure (dspae)
Form SW401-Sand Filter-Rev.5 2009Sept17
OK
Insufficient depth.
OK
Parts I and II. Project Design Summary, Page 1 of 2
Permit Number:
(to be provided by DWQ)
Sedimentation Basin
Surface area of sedimentation basin (As)
Sedimentation basin/chamber depth
Sand Filter
Surface area of sand filter (AF)
Top of sand media filter bed elevation
Bottom of sand media filter bed/drain elevation
Depth of the sand media filter bed (dF)
Coefficient of permeability for the sand filter (k)
Outlet diameter
Outlet discharge/flowrate
Time to drain the sand filter (t)
Time to drain the sand filter (t)
Additional Information
Does volume in excess of the design volume bypass the sand filter?
Is an off-line flow-splitting device used?
If draining to SA waters: Does volume in excess of the design volume flow
evenly distributed through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30ft from surface waters (50ft if SA waters)?
If not a closed bottom, is BMP located at least 100ft from water supply wells?
Are the vegetated side slopes equal to or less than 3:1
Is the BMP located in a recorded drainage easement with a recorded access
easement to a public Right of Way (ROW)?
What is the width of the sedimentation chamber/forebay (Wsed)?
What is the depth of sand over the outlet pipe (dpipe)?
228.00 le OK. Meets minimum, but may need to be increased to
0.50 ft
2 ,580.00 fe Increase surface area.This will also increase the
587.84 ft amsl
586.34 ft amsl
1.50 ft
3.50 (ft/day)
6.00 in
ft3/sec
7.30 hours OK. Submit drainage calculations.
0.30 days
Y Y or N OK
N Y or N Insufficient flow splitter.
Yor N
ft
Yor N
Y Y or N OK
Y Y or N OK
Y Y or N OK
Y Y or N OK
3.00 ft OK
1.00 ft OK
Form SW401-Sand Filter-Rev.5 2009Sept17 Parts I and II. Project Design Summary, Page 2 of 2
Permit Number:
(to be provided by DWQ)
PIMA 20F W Arf90
? r
HCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
SAND FILTER SUPPLEMENT
This form must be filled out on line, printed and submitted with all of the required information.
Make sure to also fill out and submit the Required Items Checklist (Section III) and the 1&M Agreement (Section IV)
1. PROJECT INFORMATION
Project name JT Russell and Brothers Intermodal Ethanol Facility
Contact name Patrick Blandford
Phone number [phone]
Date June 2, 2011
Drainage area number Southeast (SE) (R3)
II. DESIGN INFORMATION
Site Characteristics
Drainage area (AD) 30,492.00 ff OK
Impervious area 21,780.00 if
% Impervious (IA) 71.4%%
Design rainfall depth (RD) 1.00 in
Peak Flow Calculations
1-yr, 24-hr runoff depth 2.90 in
1-yr, 24-hr intensity in/hr
Pre-development 1-yr, 24-hr runoff ft3/sec
Post-development 1-yr, 24-hr runoff 2.50 ft3/sec
Pre/Post 1-yr, 24-hr peak control 2.50 ft3/sec
Storage Volume
Design volume (WQV) 1,685.00 ft3
Adjusted water quality volume (WQVAdi) 1,263.75 ft3
Volume contained in the sedimentation basin and on top of the sand filter 3,993.00 ft3
Top of sand filter/grate elevation 587.84 ft amsl
Weir elevation (between chambers) 588.34 ft amsl
Maximum head on the sedimentation basin and sand filter (hMaxFilter) 1.12 ft
Average head on the sedimentation basin and sand filter (hA) 0.56 ft
Runoff Coefficient (Rv) 0.69 (unitless)
Type of Sand Filter
Open sand filter? Y Y or N
SHWT elevation N/A ft amsl
Bottom of the sand filter elevation ft amsl
Clearance (dSHWT)
Closed/pre-cast sand filter? N Y or N
SHWT elevation ft amsl
Bottom of the sand filter elevation ft amsl
Clearance (dsHWT)
If this is a closed, underground closed sand filter: The clearance between
the surface of the sand filter and the bottom of the roof of the underground ft
structure (ds?,,)
OK
Insufficient depth.
OK
Form SW401-Sand Filter-Rev.5 2009Sept17 Parts I and II. Project Design Summary, Page 1 of 2
Permit Number:
(to be provided by DWQ)
Sedimentation Basin
Surface area of sedimentation basin (As)
Sedimentation basin/chamber depth
Sand Filter
Surface area of sand filter (AF)
Top of sand media filter bed elevation
Bottom of sand media filter bed/drain elevation
Depth of the sand media filter bed (dF)
Coefficient of permeability for the sand filter (k)
Outlet diameter
Outlet discharge/flowrate
Time to drain the sand filter (t)
Time to drain the sand filter (t)
Additional Information
Does volume in excess of the design volume bypass the sand filter?
Is an off-line flow-splitting device used?
If draining to SA waters: Does volume in excess of the design volume flow
evenly distributed through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30ft from surface waters (50ft if SA waters)?
If not a closed bottom, is BMP located at least 100ft from water supply wells?
Are the vegetated side slopes equal to or less than 3:1
Is the BMP located in a recorded drainage easement with a recorded access
easement to a public Right of Way (ROW)?
What is the width of the sedimentation chamber/forebay (Wsed)?
What is the depth of sand over the outlet pipe (dpipe)?
96.00 ft2 OK. Meets minimum, but may need to be increased to
0.50 ft
1, 032.00 fe Increase surface area.This will also increase the
587.84 ft amsl
586.34 ft amsl
1.50 ft
3.50 (ft/day)
6.00 in
ft3/sec
7.70 hours OK. Submit drainage calculations.
0.32 days
Y Y or N OK
N Y or N Insufficient flow splitter.
Yor N
ft
YorN
Y YorN OK
Y YorN OK
Y YorN OK
Y Y or N OK
3.00 ft OK
1.00 ft OK
Form SW401-Sand Filter-Rev.5 2009Sept17 Parts I and II. Project Design Summary, Page 2 of 2
INTERMODAL ETHANOL TERMINAL
HEALING SPRINGS, NORTH CAROLINA
III. Truck Loading Area BMPs
CHAMBERS ENGINEERING, PA
Healing Springs Ethanol Terminal
BMP Calculations
Date: 6-9-11
Determine Size for Bioretention Basin
Determine Water Volume of "First Flush"
WQVft3 = R„(Ac)(43,560 ft3lac)(RD)] / 12inirt
Where:
Rv = 0.05+0.009(%Imp) = 0.35
AD = 3.95 Ac
RD = 1.0"
WQVft3 = 0.35(3.95 Ac)(43,560 ft 3/ac)(1.0")] / 12„aft
WQVft3 = 5018.5 ft3
Determine Depth & Surface Area
Proposed Depth = 9 in.
Required Floor Surface Area: 5,019 sf / (0.75 ft) = 6692 sf
Surface Area Provided: 6,836 sf.
Determine Soil Media Type
Basin Designed for TSS Removal
Use 9% Fines (Silt & Clay)
Use 5% Organic Matter (Peat Moss)
Use 86% Sand
For Design Purposes, use:
Permeability (P) = 2" per Hr (Basin w/ Underdrain System) •``?.""""?'''+.
,•` ?N CAR •.
Verify Ponded Volume Drainage Time (t): m ?ow*;O%9 %
%
i1al
t(Hrs) = D / P SEAL 9
t = 4.5 Hrs > 12 Hr, Drainage Time OK 35661 q : x
%9? ? Fiy EQ':'p? ??•
Determine Underdrain and Overflow System :,?oy•..•G?NE..• P
Minimum Underdrain Size = 4 Dia.
Flow Rate Through Soil Media: (0.17ft) / (3600 s/hr) (6,836 so = 0.32 cfs
f
• I
?I
?I
r
r
r
Safety Factor = 10
Adjusted Flow Rate: 10 (0.32 cfs) = 3.2 cfs.
Diameter of Pipe (D) = 16 [ (Q*n) / (50.5) )(3")
D= 16[(3.2*0.011)/(0.5%0.5)(318)
D = 4.62"
4.62" < 6.13"; Use two (2) 4" pipes in underdrain, (Per NC BMP Manual
Table 5-1)
Cleanouts Required (Min = 1 Cleanout per 1,000 SF):
6836 sf / 1000 sf = 6.8 or 7 Cleanouts
Overflow System will consist of a 4-sided weir top catch basin discharging
to the downstream storm drainage system. The first weir will activate at 9"
above the basin medium surface elevation. The three remaining weirs will
activate at 12" above the medium surface elevation.
Select Plants and Mulch
Use Grassed Bioretention Cell - No stemmed vegetation or mulch required.
Sod shall not come from a source grown in clay or another impermeable layer.
Level Spreader - Vegetative Filter Strip (LS-VFS)
Flow to Level Spreader*: Q = CIA
Q = (0.46)(6.85in/in )(3.95 ac)
Q = 12.46 al's > 10 cfs, Flow Splifter Required
* LS receives flow from BMP drainage basin (3.95 ac) and controlled release flow
from fuel farm (2.16 ac). Fuel farm stormwater will be released after storm
events and will not contribute to or exceed storm flows for the BMP drainage
basin.
Determine LS-VFS Size
LS-VFS designed for Pollutant removal, received from BMP - discharges to
engineered filter strip.
++pf1/1f111j
LS-VFS Design Capacity: 10cfs N CAR
Bypass 2.46 cfs .?' p•
4?4A !1
From Table 8-1, NCDENR Stormwater BMP Manual SEAL ?? s
= y • 35661 q ; x
Level Spreader Length: 10ft/ cfs. =100 ft
Min. VFS Width = 30 ft. % )V, IN?-?P'•?U
Maximum VFS Slope = 5%
'????f 11 e f /++++`+
?I
i
• I
•r
•
Design Bypass Structure (Flow Splitter)
Determine Level Spreader flow depth (H) for 10 cfs
Weir Flow Equation:
Q = CwLH1,5
Q = Discharge (10 cfs)
Cw = Discharge Coefficient (3.0)
L = Weir Length (100 ft)
H = Driving Head
10 =3(100ft)(H1-5)
Solving for H = 0.10357 ft (1.24in)
Level Spreader water elevation at 10 CFS = 586.04'
Determine Weir Crest Elevation of Flow Splitter
Water elevation flowing over Flow Splitter Weir = 586.04'
Calculate H for Flow Splitter Weir at 2.46 cfs.
Weir Flow Equation:
Q = CwLH1.5
Q = Discharge (2.46 cfs)
Cw = Discharge Coefficient (3.0)
L = Weir Length (4 ft)
H = Driving Head
2.46 =3(4ft)(H1'S)
Solving for H = 0.34767 ft (4.17in)
Flow Splitter Weir Crest = 586.04' - 0.34767' = 585.69'
9 ; aeon i `?
0w "-. GINS
"14 OPANSS ????•
9P
III
Permit Number:
(to be provided by DWQ)
m O?O? W AT?q?G

WDENR `
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.
I. PROJECT INFORMATION
Project name JT Russell and Brothers Intermodal Ethanol Facility
Contact name A. Granseur Dick
Phone number 704-984-6427
Date June 15, 2011
Drainage area number Truck Loading Area (F4)
11. DESIGN' INFORMATION
Site Characteristics
Drainage area 172,062 ft2
Impervious area 56,620 ftz
Percent impervious 32.9% %
Design rainfall depth 1.0 inch
Peak Flow Calculations
Is pre/post control of the 1-yr, 24-hr peak flow required? N (Y or N)
1-yr, 24-hr runoff depth 2.87 in
1-yr, 24-hr intensity 0.12 in/hr
Pre-development 1-yr, 24-hr peak flow 2.130 ft3/sec
Post-development 1-yr, 24-hr peak flow 5.280 ft3/sec
Pre/Post 1-yr, 24-hr peak control 3.150 ft3/sec
Storage Volume: Non-SA Waters
Minimum volume required 5,018.5 ft3
Volume provided 5,127.0 ft3 OK
Storage Volume: SA Waters
1.5" runoff volume ft3
Pre-development 1-yr, 24-hr runoff ft3
Post-development 1-yr, 24-hr runoff ft3
Minimum volume required 0 ft3
Volume provided ft3
Cell Dimensions
Ponding depth of water 9 inches OK
Ponding depth of water 0.75 ft
Surface area of the top of the bioretention cell 8,116.0 fll' OK
Length: 132 ft OK
Width: 62 ft OK
-or- Radius ft
Media and Soils Summary
Drawdown time, ponded volume 4.5 hr OK
Drawdown time, to 24 inches below surface hr
Drawdown time, total: 4.5 hr
In-situ soil:
Soil permeability 1.00 in/hr OK
Planting media soil:
Soil permeability 2.00 in/hr OK
Soil composition
% Sand (by volume) 86% OK
% Fines (by volume) 9% OK
Form SW401-Bioretention-Rev.8
June 25, 2010 Parts I and II. Design Summary, Page 1 of 3
Permit Number:
(to be provided by DWQ)
% Organic (by volume) 5% OK
Total: 100%
Phosphorus Index (P-Index) of media 20 (unitless) OK
Form SW401-Bioretention-Rev.8
June 25, 2010 Parts I and II. Design Summary, Page 2 of 3

A P A
V O?OF WAT e9?G
r

>

NCDENR ,
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER - VEGETATED FILTER STRIP (LS-VFS) SUPPLEMENT
This form must be completely filled out, printed, initialed, and submitted.
L PROJECT INFORMATION
Project name J.T. Russell & Sons, Inc., Ethanol Terminal Facility
Contact name A. Granseur Dick
Phone number 704-984-6427
Date June 15, 2011
Drainage area number Truck Loading Area (F4) and Tank Farm (F2)
N. DESIGN INFORMATION
The purpose of the LS-VFS Other. Explained below
Stormwater enters LS-VFS from A BMP
Type of VFS Engineered filter strip (graded & sodded, slope < 8%)
Explanation of any "Other" responses above Requested by Annette Lucas in treating stormwater from a containment basin holding ethanol
storage tanks. Flow also contains discharge from an upstream BMP (Bioretention Basin)
If Stormwater Enters the LS-VFS from the Drainage Area
Drainage area it' Do not complete this section of the form.
Impervious surface area ft2 Do not complete this section of the form.
Percent impervious % Do not complete this section of the form.
Rational C coefficient Do not complete this section of the form.
Peak flow from the 1 in/hr storm cfs Do not complete this section of the form.
Time of concentration min Do not complete this section of the form.
Rainfall intensity, 1 0-yr storm in/hr Do not complete this section of the form.
Peak flow from the 10-yr storm cfs Do not complete this section of the form.
Design storm
Maximum amount of flow directed to the LS-VFS cfs Do not complete this section of the form.
Is a flow bypass system going to be used? (Y or N) Do not complete this section of the form.
Explanation of any "Other" responses above
If Stormwater Enters the LS-VFS from a BMP
Type of BMP Other: Explained below
Peak discharge from the BMP during the design storm 1.7 cfs
Peak discharge from the BMP during the 10-year storm 12.14 cfs
Maximum capacity of a 100-foot long LS-VFS 10 cfs
Peak flow directed to the LS-VFS 10 cfs
Is a flow bypass system going to be used? Y (Y or N)
Explanation of any "Other" responses above Receives flow from a bioretention basin (Drainage Basin 1) and a controlled release (post
event) from stormwater detained in a fuel farm. Fuel farm flows are < / = bioretention flows.
LS-VFS Design
Forebay surface area sq tt
Depth of forebay at stormwater entry point in
Depth of forebay at stormwater exit point 12 in Depth is appropriate.
Feet of level lip needed per cfs 10 ft/cfs
Computed minimum length of the level lip needed 100 ft
Form SW401 - LS-VFS - 29Nov2010 - Rev.8 page 1 of 3
Length of level lip provided
Width of VFS
Elevation at downslope base of level lip
Elevation at the end of the VFS that is farthest from the LS
Slope (from level lip to the end of the VFS)
Are any draws present in the VFS?
Is there a collector swale at the end of the VFS?
Bypass System Design (if applicable)
Is a bypass system provided?
Is there an engineered flow splitting device?
Dimensions of the channel (see diagram below):
M
B
W
y (flow depth for 10-year storm)
freeboard (during the 10-year storm)
Peak velocity in the channel during the 10-yr storm
Channel lining material
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Explanation of any "Other" responses above
100 ft
30 ft
595.65 fmsl
594.15 fmsl
5.00 %
N (Y or N) OK
N (Y or N)
Y (Y or N)
Y (Y or N) Please provide plan details of flow splitter & supporting calcs.
0.00 ft
4.00 ft
4.00 ft
0.35 ft
2.54 ft
3.99 ft/sec
Pick one:
N (Y or N)
Y (Y or N)
W

III.` REQUIRED ITEMS CHECKLIST
EDIT 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.
Requried Item:
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),
Forebay (if applicable),
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW), and
Boundaries of drainage easement.
Initials
or plan sheet number and anV notes:
Form SW401 - LS-VFS - 29Nov2010 - Rev.8 page 2 of 3
? i
2. Plan details (1" = 30' or larger) for the level spreader showing:
- Forebay (if applicable),
High flow bypass system,
One foot topo lines between the level lip and top of stream bank,
Proposed drainage easement, and
Design at ultimate build-out.
3. Section view of the level spreader (1" = 20' or larger) showing:
- Underdrain system (if applicable),
Level lip,
Upslope channel, and
Downslope filter fabric.
4. Plan details of the flow splitting device and supporting calculations (if applicable).
5. A construction sequence that shows how the level spreader will be protected from
sediment until the entire drainage area is stabilized.
6. If a non-engineered VFS is being used, then provide a photograph of the VFS showing
that no draws are present.
7. The supporting calculations.
8. A copy of the signed and notarized operation and maintenance (08M) agreement.
Form SW401 - LS-VFS - 29Nov2010 - Rev.8 page 3 of 3
INTERMODAL ETHANOL TERMINAL
HEALING SPRINGS, NORTH CAROLINA
IV. Geotechnical Report
BUNNELL-LAMMONS ENGINEERING, INC.
GEOTECHNN;AL, ENVIRONMENTAL AND CONSTRUCTION MATERIALS CONSULTANTS
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: Jll-7563-01
BLE NC License No. C-1538
Dear Mr Chambers:
Bunnell-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 PONDERS COURT PHONE (864) 28&1265
GREENVILLE, SOUTH CAROLINA 29615 FAX [phone]
iNC
Report of Geotechnical Exploration
Ethanol Transfer and Storage Facility
Healing Springs, North Carolina
Field Exploration
June 3, 2011
BLE Project No: JI1- 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 GeoloQy
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

Report of Geotechnical Exploration
Ethanol Transfer and Storage Facility
Healing Springs, North Carolina
June 3, 2011
BLE Project No. 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 PWR. 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 of Geotechnical Exploration June 3, 2011
Ethanol Transfer and Storage Facility BLE Project No: J17-7563-01
Healing Springs, North Carolina
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 frill 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, SD,, 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 (PI<10) soils without clay are used for backfill
behind walls, we recommend that an at-rest coefficient (Ko) of 0.6 be used. If more 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
OUR.
Report of Geotechnical Exploration
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 (PI<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
191A R.
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 smiface 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/inch 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
E i
Gvt rC.q,ag? i:ic
Report of Geotechnical Exploration June 3, 2011
Ethanol Transfer and Storage Facility BLE Project No: J11-7563-01
Healing Springs, North Carolina
For heavy traffic areas, we recommend adding a 3-inch thick intermediate course (type I-19.013
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 5-9.513 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 Aggregate Size Percent Air
1 %2 inches 5 percent plus or minus 1 %2 percent
% to 1 inch 6 percent plus or minus 1 %2 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
MC.
Report of Geotechnical Exploration June 3, 2011
Ethanol Transfer and Storage Facility BLE Project No: Jll -7563-01
Healing Springs, North Carolina
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.
Proofrollina
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
al ;.'3 z. ./ Nc
Report of Geotechnical Exploration June 3, 2011
Ethanol Transfer and Storage Facility BLE Project No: Jll -7563-01
Healing Springs, North Carolina
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-21B-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 II 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-C, Oct., 1972.
2. Ramonoff, 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
s. r'.:a..d dint
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 be recompacted prior to construction of the floor slab or
pavement. Additionally, any excavations through the subgrade soils (such as utility trenches) should
be properly backfilIed 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
s* we
Report ofGeotechnical Exploration
Ethanol Transfer and Storage Facility
Healing Springs, North Carolina
June 3, 2011
BLE Project No: JII -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-LAMMONS ENGINEERING, INC.
it- V), xcodx
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
`\\\I\\tfl\j? II
Gary L eekley, P.E. tN GARp?
••••N••••
Senior Engineer •oEV-SS1o?'?`9 ?'•,
Registered, North Carolina #82
SEAL
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12
2000 1000 0 2000 4000
APPROXIMATE SCALE IN FEET
DRAWN: ACE DATE: 05-22-11
CHECKED: GLW CAD: ETHANOLTRFA-SLM
APPROVED- JOB No- J11-7563-01
REFERENCE:
USGS TOPOGRAPHIC MAP, 7.5 MINUTE SERIES,
GRIST MOUNTAIN AND HIGH ROCK, N.C. QUADRANGLES,
PHOTOINSPECTED 1983 AND 1994.
FIGURE
SITE LOCATION MAP
ANOL STORAGE AND TRANSFER FACILITY
HEALING SPRINGS, NORTH CAROLINA
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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.
11LENC.
BLI NNELL-LAMMONS
ENGNEERM INC.
GEOTWHmcm AmENyRONI1BItu.
CONIULMM
ELEVATIONI
DEPTH (FT)
SOIL TEST BORING NO. B-1
PROJECT: Ethanol Storage and Transfer Facility PROJECT NO.: J11-7563-01
CLIENT: Chambers Engineering START: 5-3-11 END:-5-3-11
LOCATION: Healing Springs, North Carolina ELEVATION: 590
DRILLER: Metro Drill, Inc., SP LOGGED BY: G. Weekley
DRILLING METHOD:
DEPTH TO - WATER> I NITIAL: Q.
SOIL DESCRIPTION
to coarse sandy SILT with rock fragments -
as
Very hard PARTIALLY WEATHERED ROCK below 3 feet
5854-5
AFTER 24 HOURS: -y
10 Auger refusal at 8 feet. No groundwater encountered at time of drilling
or after 24 hours.
20
565-)-25
560
655
SOIL
TYPE 121 STANDARD PENET OTION RESULTS
BLOWSIOT
,1LENC SOIL TEST BORING NO. B-2
. PROJECT: Ethanol Storage and Transfer Facility PROJECT NO.: J11-7563-01
BUMELL-LAMMONS CLIENT: Chambers Engineering START: 5-3-11 END: 5-3-11
ENGWEBUNG, INC. LOCATION: Healing Springs, North Carolina ELEVATION: 584
OE0TECH CALANOENvmom mr m DRILLER: Metro Drill, Inc., SP LOGGED BY: G. Weekley
C DRILLING METHOD:
ONeu%vurrs DEPTH TO - WATER> INITIAL: AFTER 24 HOURS:1 CAVING>3W
w
ELEVATION/ SOIL DESCRIPTION SOIL ii STANDARD PENETRATION RESULTS
DEPTH (FT) TYPE 2 BLOWSIFOOT
a
N
2 5 10 20 30 40 50 70 90
Very stiff to hard, greenish-brown, silty CLAY - (residuum)

12

12
:.? .................
..:.:..
580 15
15
........
5 1g
16 :.... :...:..:.....:................:..:..
18
19
? ... :...:. .:..:.. .
575 14
15
................. ... ........ .......
...
-10 16

Very hard PARTIALLY WEATHERED ROCK which sampled as clayey ................................ ..........
SILT with rock fragments ...... ............. .............. ...........
570 31
.

:.._....
...... .....................................
sar
15 : ...............:..:.._...
:....:..:......................
565

oring terminated at 18.5 feet. No groundwater encountered at time of MO..

:....:.....
........
20 drilling or after 24 hours. : .... :.. . . .....:.........
560 ..... :...:........
..:............ _...:..:..:
25 :....:.............
:....................:..
555 ... ...........:..................:..:..:
30 ........ :....:..:.........
:.......:.....:..:..:..

550 7 7,
..:..:.....:....:....'...:..:..:
35 :....:.. ...:.... .....:.. ....:..:..:.. .
7 -7 7
545 :...:....:.....:...........:...:..:...
SOIL TEST BORING NO. B-2
Sheet 1 of 1
1??? SOIL TEST BORING NO. B-3
INC PROJECT: Ethanol Storage and Transfer Facility PROJECT NO.: J11-7563-01
BLINNEWLALWAONS CLIENT. Chambers Engineering START: 6-3-11 END:-6-341
GNI7NE 0i. LOCATION: Healing Springs, North Carolina ELEVATION: 582
DRILLER: Metro Drill, Inc., SP LOGGED BY: G. Weekley
DRILLING METHOD:
CoNEULTARrs DEPTH TO - WATER> INITIAL: AFT ER 24 HOURS:1 CAVING>3M
V)
ELEVATION!
SOIL DESCRIPTION SOIL - STANDARD PENETRATION RESULTS
DEPTH (FT) TYPE 2 BLOWSIFOOT
2 6 10 20 30 40 60 70 90
Very stiff, tan, very moist, fine sandy, silty CLAY - (residuum)
13 :... .............. ... ......
:.._
580 13
.......: ?........._....
......
9
:
.
:
:
:
:
: -
8
g .............
...
...
..
..
..
..
:
5 ...:.
...
.....:...:....:..:..:.....:....:....:...:.
Very stiff, grayish-tan, clayey SILT 10
575 15 .............. ... _... 0 .......:...:..:..:..:. .

Very hard PARTIALLY WEATHERED ROCK - no sample recovery ° sow
5010
10 Auger refusal at 9 feet No groundwater encountered at time of drilling
:....'........
.................
or after 24 hours.
-------------------
570 ...... :...:.... :............. ....:..............._..
15 ....... .......... :....:.........
.......
565 .....:...:....:....:....:....?... _......:......
20 .... :. = ........ ......... ....:...................
660
......:..
................ .:............
25 ......... ............
..............:..:...
555 ...... :............ :............... ......
:.....:..
30 .... ............
550
:............:..............
...................
35 :...:....:.......:...........:......:...
645
...:....:.......:......_....:..
...... :...:.........
SOIL TEST BORING NO. B-3
Sheet 1 of 1
,I L MINC.
BUNNELL-LAMMONS
ENGNEERRJ% INC.
6EommwwaA=Etrvnomme=L
cmumvum
ELEVATION
DEPTH (FT)
very
5
10
SOIL TEST BORING NO. B4
PROJECT: Ethanol Storage and Transfer Facility PROJECT NO.: J11-7563-01
CLIENT: Chambers Engineering START: 541 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: v AFTER 24 HOURS: -T
SOIL DESCRIPTION I SOIIE'?I STANDARDBPENE GOON RESULTS
TYP
WSIT
Auger refusal at 11 feet. No groundwater encountered at time of drilling
or after 24 hours.
560
35
MILENc SOIL TEST BORING NO. B-5
PROJECT: Ethanol Storage and Transfer Facility PROJECT NO.: J11-7563-01
BUNNELL-LAMMONS CLIENT: Chambers Engineering START: 5-341 END:-5-3-11
EN6W0UMC% INC. LOCATION: Healing Springs, North Carolina ELEVATION. 582
GEOTECHIMALAIDEIIVFAMU RIL DRILLER: Metro Drill, Inc., SP LOGGED BY: G. Weekley
CorrsixTANis DRILLING METHOD:
DEPTH TO - WATER> INITIAL: Z AFTER 24 HOURS:1 CAVING>3M
U)
ELEVATION/ SOIL DESCRIPTION SOIL ii STANDARD PENETRATION RESULTS
DEPTH (FT) TYPE 2 BLOWSIFOOT
y 2 5 10 20 30 40 60 70 90
Stiff, tan, very moist, fine sandy, silty CLAY - (residuum)
5
580 5 .. .... ....:...:...:.....:...
:...:.......:................... .
Very stiff, grayish-tan, silty CLAY $
8 _ ..:...:....................:.......:
-• i
5 11
:50/0.5'
:.-.:-.......... ......... .... ........
Very hard PARTIALLY WEATHERED ROCK which sampled as rock 010.5'
575 fragments :.. ....:.....:....:...:...:..:..:..:. .
------ :...:....:.. ........:....:....:...:.....sow
5010"
........ :...:..------ :....:........
Boring terminated at 8.5 feet No groundwater encountered at time of
10 drilling or after 24 hours. ..... .-=-... •.. •.........:
:....:... ....:..:..:..:..
570 ..... ....... .:...........
15 :...:.._ .................
565 .. :...:....:.. _..............:...:...:..:.......
20 . .............. ..:...
560 ..... .......... ... _.....:....:...:......:..:....
25 ......... ..... .......... :....:...:........:..
555 .... ....:. 7. ...........
30 :...:.......... ............. ........... ..:..
:...:..:..:
550 ...... ......... :...........
35 :...:.........:....... ....-.-.-.:..:
545 ..... ......... 7
SOIL TEST BORING NO. B-5
Sheet 1 of 1
,1LIBIN0.
BUN1NELL-LALWAONS
MMEERING, DIM
0WTE0WCAL"ENwtoNW3=kL
COM MAIM
ELEVATION/
DEPTH (FT)
5
575
10
570--
-16
665--
-20
645
fragments
SOIL TEST BORING NO. B-6
PROJECT: Ethanol Storage and Transfer Facility PROJECT NO.: J11-7563-01
CLIENT: Chambers Engineering START: "-11 END:-5-3-11
LOCATION: Healing Springs, North Carolina ELEVATION: 583
DRILLER: Metro Drill, Inc., SP LOGGED BY: G. Weekley
DRILLING METHOD:
DEPTH TO - WATER> INITIAL: ?-z
AFTER 24 HOURS: IT
SOIL DESCRIPTION SOIL a STANDARD PENETRATION RESULTS I
TYPE a BLOWSIFOOT
2 5 10 20 30 40 50 70 90
very moist, fine to medium sandy SILT -
as
Auger refusal at 6.0 feet. No groundwater encountered at time of drilling
or after 24 hours.
,1LEINC.
BUNNEL IA AWONS
ENGINEERING, INC.
GEOT90MCJLL"Emmmomo1L
Cousummm
ELEVATION/
DEPTH (FT)
SOIL TEST BORING NO. B-6A
PROJECT: Ethanol Storage and Transfer Facility PROJECT NO.: J11-7563-01
CLIENT: Chambers Engineering START: 5-3-11 END: 5-3-11
LOCATION: Healing Springs, North Carolina ELEVATION: 583
DRILLER: Metro Drill, Inc., SP LOGGED BY: G. Weekley
DRILLING METHOD:
DEPTH TO - WATER> INITIAL: Q.
SOIL DESCRIPTION
AFTER 24 HOURS: IT
SOIL
TYPE I-JI STARDBLO OTOTN RESULTS I
,1LIGINC.
13MINELL-LANNOM
ENMEERNG, INC.
GoomFwNCMJ MEwirto nwn
CoN61l mwm
SOIL TEST BORING NO. B-7
PROJECT: Ethanol Storage and Transfer Facility PROJECT NO.: Ji1-7563-01
CLIENT: Chambers Engineering START: 4-28-11 END:-4-28-11
LOCATION: Healing Springs, North Carolina ELEVATION: 591
DRILLER: Metro Drill, Inc., SP LOGGED BY: G. Weekley
DRILLING METHOD:
DEPTH TO - WATER> INITIAL: V AFTER 24 HOURS: -T
SOIL TEST BORING NO. B-8
PROJECT: Ethanol Storage and Transfer Facility PROJECT NO.: J11-7563-01
BUNNELL-LALSKI S CLIENT: Chambers Engineering START: 4-27-11 END: 4-27-11
ENGINEERN6, INC. LOCATION: Healing Springs, North Carolina ELEVATION: 596
6E0TECWMCALAmEkvnomwqnAL DRILLER: Metro Drill, Inc., SP LOGGED BY: G. Weekley
DRILLING METHOD:
CON ILTAM DEPTH TO - WATER> INITIAL: Q AFT ER 24 HOURS:1 CAVING>=
w
ELEVATIOW SOIL DESCRIPTION SOIL a STANDARD PENETRATION RESULTS
DEPTH (FT) TYPE BLOWSIFOOT
a
y
2 5 10 20 30 40 60 70 90
TOPSOIL
595 Hard to very hrd, grayish-brown, fine to medium sandy SILT - = :. 14 ....... -.. • •- • •"• •` . •.... • •'• • •`
(residuum) : • .' 1s
?.:...-...:..:....
18
26
:
:
:
:
:
:
:
32 ...
-...
..
..
.....
....
.
5 ;.. .: 38
590
.
36
:-....
.............
Very hard PARTIALLY WEATHERED ROCK which sampled as 50?3
grayish-brown, fine to medium sandy SILT
:
:
:
.
.
.
.
.
:
..
..
....
..
..
....
....
..
...
5012••
10 :.-.:....:..:..:. ..........:...:..:..:
585 ...... ......... ............ :........:...:..:..:. ..
..... ....... ................ ............
solo"
Boring terminated at 13.5 feet. No groundwater encountered at time of
15 drilling or after 24 hours. ............ • • . • • ..:.........
580 ...... :...:...................:..........:.....:..
20
.... _
........... : ...:.........................
575
:..:
.......... :....:........... ....:.........
25 .......... ...............
570 ...:....:..............:...:......:.......
30 .......................... .........
......:......
565 :.. ............:..........:.......
35 :...:....:...:...........:.....:..:.......
560 :...:....:...'..:.....:...... - _...:..:...... .
SOIL TEST BORING NO. B-8
Sheet 1 of 1

BUNNELL.-CANNONS
ENGNEERNC% INC.
Gar WARWALAt1oENYviximoxuu.
COMM""
ELEVATION/
DEPTH (FT)
Dense
SOIL TEST BORING NO. B-9
PROJECT: Ethanol Storage and Transfer Facility PROJECT NO.: J11-7563-01
CLIENT: Chambers Engineering START: 4-27-11 END: 4-27-11
LOCATION: Healing Springs, North Carolina ELEVATION: 599
DRILLER: Metro Drill, Inc., SP LOGGED BY: G. Weekley
DRILLING METHOD:
DEPTH TO - WATEW INITIAL: Q
SOIL DESCRIPTION
very nara YAK I IALLY WtA I MKtU KUCR Wmcn samplea as
greenish-tan, fine to medium sandy SILT with rock fragments
590
10
AFTER 24 HOURS: -Y
Boring terminated at 13.6 feet. No groundwater encountered at time of
drilling or after 24 hours.
20
575--
-25
670--
-30
665--
--35
,i L EINC.
BUNNELL-LAIMMONS
ENGNEERW^ INC.
GEOTWMWALA 1Ewv01 mmn%L
CONS UUMI i
SOIL TEST BORING NO. B-10
PROJECT: Ethanol Storage and Transfer Facility PROJECT NO.: J11-7563-01
CLIENT: Chambers Engineering START: 4-28-11 END: 4-28-11
LOCATION: Healing Springs, North Carolina ELEVATION: 597
DRILLER: Metro Drill, Inc., SP LOGGED BY: G. Weekley
DRILLING METHOD:
DEPTH TO - WATER> INITIAL: ?z
AFTER 24 HOURS: -T
ELEVATIOW SOIL DESCRIPTION SOIL a STANDARD PENETRATION RESULTS
DEPTH (FT) TYPE a BLOWS/FOOT

W 2 5 10 20 30 40 50 70 90
TOPSOIL
Hard, reddish-tan, fine sandy, silty CLAY 1s ". •""' - - " -"' "
595 23
.....:..:.....'... .....:...... .
......

Very hard PARTIALLY WEATHERED ROCK which sampled as fine to
:..:.:..
:...:....:...................... ......
: : . . .
coarse sandy SILT with rock fragments Sow, ....._•.""• ...-"........'.:.
5 :...:....:....:.....:....:...:...:..:..:
SQ/0.5'
:
.
.
:
:
:
:
:
10.5' .....
...
....
..
...
.....
....
......
..........
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 :...:....:..:.. :.....:...._..:...:..:..:..:..
565
.
..... ......... ............ :.................
35 ...:..........:.........:.... ...:..:.....:..
560
:...
...... ......... .......... ...... ..........

SOIL TEST BORING NO. B-10
Sheet 1 of 1
SOIL TEST BORING NO. B-11
PROJECT: Ethanol Storage and Transfer Facility PROJECT NO.: J11-7563-01
CLIENT: Chambers Engineering START: 4-28-11 END: 4-28-11
Bt1I11NELL-CANNONS
LOCATION: Healing Springs, North Carolina ELEVATION: 594
EWMEERWG, ING
GE0TECHwCAL"ENYNO1mmmL DRILLER: Metro Drill, Inc., SP LOGGED BY: G. Weekley
C DRILLING METHOD:
ONSULUMrtt DEPTH TO - WATER> INITIAL: AFTER 24 HOURS:1 CAVING>3W
w
ELEVATION! SOIL DESCRIPTION SOIL a STANDARD PENETRATION RESULTS
DEPTH (FT) TYPE BLOWSIFOOT
Q
N 2 5 10 20 30 40 50 70 90
TOPSOIL '
Hard, reddish-tan, fine to medium sandy SILT with trace of clay and rock :
1 14
-
fragments - (residuum) . - 16
19

41 . . .

?
:
590 Very hard PARTIALLY WEATHERED ROCK which sampled as rock sort" .. .................... :..
.
5 fragments _ .. _ ..:.... .. . .............
:..
50/5'. ... ..:...:....... .. ..................
.. ..........................
585 O/0.5'
10 .. .........................:..
Auger refusal at 11 feet. No groundwater encountered at time of drilling :....:.. ...:.... ....:... ......
or after 24 hours.
580 ....
:.....:..
...... ........ :............. ....:......
15
...:...
:........:...:..................
575 :........._...........:...:..:......
20 .. .. :.............. ...-. -.........:......
-------------
570 :...:.... :..:..:.... ..............:...
25 ..
:..
.. :...:....:...... .................. .........
565 :...........:..:.....:....:...:......:..:..:..
30 ...
.:
. .................. .....................
560 ...:.........:........:..........:...
35 :...:........:..:.....:...
i
...........:..:....:....:.. ....:..:. .:.:..

S .....i........ = ...:..........
L 555 ....
:...:........:.._....:....:...:.
.

SOIL TEST BORING NO. B-11
Sheet 1 of 1

,ILMINC SOIL TEST BORING NO. B-12
. PROJECT: Ethanol Storage and Transfer Facility PROJECT NO.: J11-7563-01
BUNNELL.-i.AIII?IItONS CLIENT: Chambers Engineering START: 4-27-11 END: 4-27-11
ENGNEERM INC. LOCATION: Healing Springs, North Carolina ELEVATION: 592
EOTDCINACALAWEW4vA*l 8M%L
G DRILLER: Metro Drill, Inc., SP LOGGED BY: G. Weekley
a DRILLING METHOD:
CoNSIAMMf>s DEPTH TO - WATER> INITIAL: AFT ER 24 HOURS:1 CAVING>3m
W
ELEVATION/
SOIL DESCRIPTION SOIL ii STANDARD PENETRATION RESULTS
DEPTH (FT) TYPE Q BLOWSIFOOT
y 2 5 10 20 30 40 60 70 90
Hard to very hard, grayish-tan, fine to medium sandy SILT - (residuum)
18 _..:.._.:..
590 ::.: :.:.• 21 ......
.......: _ _ .. .. ?.. .....:.
' •
: 23
........................................?..:..:....
. 28
5 : '.:.. 32
W2"
Very hard PARTIALLY WEATHERED ROCK which sampled as rock
585 fragments
.............
...... ............. .........

50/1"

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

U'
:...:....:...:..:.....:....:...:...:........:..
4 555 ...... :........:....................:..:....

J
J
SOIL TEST BORING NO. B-12
Sheet 1 of 1

,1LEINO SOIL TEST BORING NO. B-13
. PROJECT: Ethanol Storage and Transfer Facility PROJECT NO.: J11-7563-01
BMNELLALALSKM CLIENT: Chambers Engineering START: END:
C LOCATION: Healing Springs, North Carolina ELEVATION: 600
DOMEEM09 IN
.
OEOTECHWALANDFNYRONIIBm%L DRILLER: Metro Drill, Inc., SP LOGGED BY: G. Weekley
COIIWLM S DRILLING METHOD:
DEPTH TO - WATER> INITIAL: ?Z
AFTER 24 HOURS: -T
ELEVATION/ SOIL DESCRIPTION SOIL a STANDARD PENETRATION RESULTS
DEPTH (FT) TYPE a BLOWSIFOOT

0 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 SWZ'
grayish-tan, fine sandy SILT 20
Son" ............ ...........
."'.:..
595 5 ...................:....................:..
,.
5012"
..._....
...... ............. ............. ...........
...:..........:....:....:...:...:..:..5010`
5010"
590 -10 :...:........ ....... ........:...:..:.....:..
.......... :....:..:.............. ........_.....??.
5013"

Boring terminated at 13.8 feet No groundwater encountered at time of
585 15
drilling or after 24 hours. ..... ........:.....:.. .
.. . . . . . 7' .
580- 20
:...:........:..:.....:.......:......:......
575- 25 :...:. 7 7
570- -30 ....
565- -35 ......... :...........

SOIL TEST BORING NO. B43
Sheet 1 Of 1
MILMINR
WMINELL-LANNKM
EWMEERR^ Mr.
0BDTxmmw _4MEIN wHw3fGLL
CONRULTA M
SOIL TEST BORING NO. B-14
PROJECT: Ethanol Storage and Transfer Facility PROJECT NO.: J11-7563-01
CLIENT: Chambers Engineering START: 4-27-11 END: 4-27-11
LOCATION: Healing Springs, North Carolina ELEVATION: 603
DRILLER: Metro Drill, Inc., SP LOGGED BY: G. Weekley
DRILLING METHOD:
DEPTH TO - WATER> INITIAL: 7
AFTER 24 HOURS: X
ELEVATION/ SOIL DESCRIPTION SOIL STANDARD PENETRATION RESULTS
DEPTH (Fn
TYPE
a
BLOWSIFOOT
1
2 5 10 20 30 40 50 70 90
Hard, reddish-gray and tan SILT - (residuum)
10
:..:..:..:..
............. .:......... :....:........
16
?.:..:...:..:..:..:..
19
600 ...... :...:....:...:..............
:.......:..:..:..:..
14
:
:
:
:
_
_
_
_
:
:
:
:
23 ...
....
...
..
.....
....
. .
...
..
..
..
..
5 21
26
...:..:.....:..
.... ...................
28
31
595 :...:....:...:...:.....:........:......:.....:..
16
Very hard PARTIALLY WEATHERED ROCK which sampled as 35 .sas
10 grayish-tan SILT with rock fragments sols^ :. -
590 ...... :...:....:.. ...... _....
30 500,
:
5011, . ...... ............ ......... ....... ............
.

585 ........... ..:........:......
.:..:..
5010"
:
:
:
:
:
:
:

Boring terminated at 18.5 feet No groundwater encountered at time of .....
...
....
...
...
.....
.
..
....................
20 drilling or after 24 hours.
580 :...:...................:.......:..:......
25
............_...:..:...
....................
575 :...:.......:............:...:...:..:..:
30 ....:... .................:....... ....:..:..:....
570--

:..:.. .
..........................
35 .... :...:....:...:........ :....:..............
....
565 :....:...:... ..................:..:

SOIL TEST BORING NO. B-14
Sheet 1 of 1
BLEW.
BUNNELL-CANNONS
ENONEEMNC% WIC.
GEOTW IW.ALAwEvAwwm3f %L
COMULTIwrs
SOIL TEST BORING NO. B-15
PROJECT: Ethanol Storage and Transfer Facility PROJECT NO.: J11-7563-01
CLIENT: Chambers Engineering START: 4-27-11 END: 4-27-11
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: t
ELEVATION/
SOIL DESCRIPTION SOIL ii STANDARD PENETRATION RESULTS
DEPTH (FT) TYPE ¢ BLOWSIFOOT

w 2 5 10 20 30 40 50 70 90
TOPSOIL y'
Firm, reddish-tan, very moist, fine to medium sandy, silty CLAY - 3 •..:.
(residuum) 3
..:.._.....--:-..._.._..._..-.._.....
3
Very hard, greenish-gray, fine sandy SILT
27
:
:
.
.
•.•
39
...
....
..
.......
......
590 -5 : 35
......................._...:..=....
:.

Very hard PARTIALLY WEATHERED ROCK which sampled as

I5.5'
.
. .. ....
............ .. ..............._...:..:30755
greenish-gray, fine to medium sandy SILT with rock fragments ................. • • •.. • .

5014" ............................... ...._..._.... _.....
3aa?•
586 -10
.:....
:.................. ...................
'7 7
5011"
............. ............._....._.
...
....
Boring terminated at 13.6 feet. No groundwater encountered at time of .
.
580 -15 drilling or after 24 hours. ...:.. :
575 -20
.
.... :...:........... ...........................
670- 25
:...:.... . ...............:.......:.....:... .
665- 30 .............. ....... :
660- 35
:...:..........:......
SOIL TEST BORING NO. B-15
Sheet 1 of 1
•
•
•
•
•
•
•
•
•
•
•
•
•
11LMINO-
11U NNELL-LAMMONS
MMEERNG, INC.
QEOTWw*cm AwENYRCta EIM
c4"L LTANTa
SOIL TEST BORING NO. B-16
PROJECT: Ethanol Storage and Transfer Facility PROJECT NO.: J11-7563-01
CLIENT: Chambers Engineering START: 4-28-11 END: 4-28-11
LOCATION: Healing Springs, North Carolina ELEVATION: 595
DRILLER: Metro Drill, Inc., SP LOGGED BY: G. Weekley
DRILLING METHOD:
DEPTH TO - WATER> INITIAL: Q AFTER 24 HOURS:1 CAVING>gM
ELEVATIONI SOIL DESCRIPTION SOIL ii STANDARD PENETRATION RESULTS
DEPTH (FT) TYPE Q BLOVMFOOT

N 2 5 10 20 30 40 50 70 90
TOPSOIL '
Very stiff, brown, fine sandy SILT -(residuum) . .: ; - 12
:: '. 1-3
14
.................... .
....
Very stiff, brown, silty CLAY .
11
:
:
.
.
:
:
:
:
:
:
:
:
14
....
..
..
....
....
...
...
..
..
.
..
...
......
:
690 -5 15
sai•
.
.
:
.
:
:
:
:
:
Very hard PARTIALLY WEATHERED ROCK which sampled as
50/1"
....
..
. ...
....
...
...
. _
.....
...
..
greenish-gray rock fragments .....: ..............................

:..:..
....................
1.
585 -10 :...:........ .............. ........:..:.
:...:............:....:....:...........:srno.s
0.5'
..
_
:
:
:
:
:
:
:
Boring terminated at 13.5 feet. No groundwater encountered at time of ...
....
..
..
....
....
...
...
580 -15 drilling or after 24 hours. •.•• •.•'•..._ ......•• •• • = i
576 -20 .... :...:....:..... .............. ....:..:..:..:..
570- 25 :...:....:...:.......:....:.......:..:..:....
665- 30 :...:..........:.....:....:...........
..._..:..
560- 35 ...:.........:.........:.........:....
SOIL TEST BORING NO. B-16
Sheet 1 of 1
,I L MINC.
BUNNELL-LAMMONS
ENGNEERBIC, INC.
GWMCH ,uAwEwAWNM0 ?L
COrISiBTAMrs
SOIL TEST BORING NO. B-18
PROJECT: Ethanol Storage and Transfer Facility PROJECT NO.: J11-7563-01
CLIENT: Chambers Engineering START: 4-2841 END:-4-28-11
LOCATION: Healing Springs, North Carolina ELEVATION: 598
DRILLER: Metro Drill, Inc., SP LOGGED BY: G. Weekley
DRILLING METHOD:
DEPTH TO - WATER> INITIAL: Q
AFTER 24 HOURS: -T
ELEVATIONI SOIL DESCRIPTION SOIL ii STANDARD PENETRATION RESULTS
DEPTH (FT) TYPE Q BLOWSIFOOT

2 5 10 20 30 40 50 70 90
TOPSOIL
Hard to very hard, grayish-tan, fine sandy, silty CLAY With weathered 14 ..... -=..,.........
rock fragments 18
? ..:...:..:..:..:..
21
595 .....:...:....:...:..:....:....:..._...:..:..:
19
:
:
.
:
:
:
:
:
:
....
..
...
....
....
...
...
...
5 48
:...:....:....:....:....:......:
.
.
.
:
:
:
:
:
Very hard PARTIALLY WEATHERED ROCK which sampled as rock
5012"
....
....
._.. ..
...
.....
...
..
..
.
fragments ...... :...:....:..................... .......
590 ...... :...:..........:...... ....:...........
:..„
5011"
10 :...:................ ....:........:......
585 .............. ..._...:.......... ...........
:.. .
5010"
1 :...:................:...._.........:.....:..
5
Boring terminated at 15 feet. No groundwater encountered at time of ...... :...:....:...:.........
....:..:......:......
drilling or after 24 hours.
580
..:..................
..... :...:........:..........
20
:...:...:.....:.......:......:.....:..
.........
575 .....:...:........:..:.....:....:...:......:......
25 :...:................:....:...:...:

570 7 -7
..... ............. ......... ..............
......:..
30 :....... ... ..... ........ .....
565 ..... :...:..... ..:........ ..............
:..:...
35 :....:.........................:..:..:..

660-- 7' 7,

...:..:......
'7
- - --- - - - - - - -
SOIL TEST BORING NO. B-18
Sheet 1 of 1
,3LIBINC.
BUNNELL-LAWAONS
ENGINEERWG, INC.
GEoT=Hw-m AmEwimomm m
Co1Mmvxm
SOIL TEST BORING NO. B-19
PROJECT: Ethanol Storage and Transfer Facility PROJECT NO.: J11-7563-01
CLIENT: Chambers Engineering START: 43-11 END:-4-3-11
LOCATION: Healing Springs, North Carolina ELEVATION: 596
DRILLER: Metro Drill, Inc., SP LOGGED BY: G. Weekley
DRILLING METHOD:
DEPTH TO - WATER> INITIAL: V
AFTER 24 HOURS: t
ELEVATION/ SOIL DESCRIPTION SOIL ii STANDARD PENETRATION RESULTS
DEPTH (FT) TYPE ¢ BLOWS/FOOT

y 2 5 10 20 30 40 50 70 90
TOPSOIL > ?' •> ?'
595 Hard, tan, fine to medium sandy SILT - (residuum) 15 7 7'
-
16
:
:
:
:
18 ?.
.......
..
....
..
Hard, tan, silty CLAY : -
23
:
:
:
:
:
:
:
:
29 ...
....
.----------
....
...
...
..
..
....
5 31
590 78
:.........
...... :...:..... ..................
21
_.? ......:......
20

Very hard PARTIALLY WEATHERED ROCK which sampled as rock

" :. _ ..........:. _......:....:......:.

'a
fragments 50/1
10 .................:.:.
585 :...:..:....:....:...:...:..:.._..:..

010.5'
:
:
:
:
.
.
.

Boring terminated at 13.6 feet. No groundwater encountered at time of ...
..
.....
....
..
...
.
15 drilling or after 24 hours. :- • 7,
580 ...... ...:....:.. ...:.......... .......... .....:. .

20 ---- -- --- --------------
.... ............................ ....................
575 :....:...:............:........... .......
25 :...:....:..............:....:......:..:
570 ...............................
.......:..:..:
30 :...:....:..:..:................:..:.....
565 .....:...:.........:........:.......:...:.....:..
35 :....:...:....................
.:..:..:
560 :...:....:...:.......................:..:...

SOIL TEST BORING NO. B-19
Sheet 1 of 1
,I L IGINC.
BUNN
ENMEER9IG, INC.
G0"EaracALA Brjwwmwwm
conuum"
SOIL TEST BORING NO. B-20
PROJECT: Ethanol Storage and Transfer Facility PROJECT NO.: J11.7563-01
CLIENT: Chambers Engineering START: 4-28-11 END: 4-28-11
LOCATION: Healing Springs, North Carolina ELEVATION: 597
DRILLER: Metro Drill, Inc., SP LOGGED BY: G. Weekley
DRILLING METHOD:
DEPTH TO - WATER> INITIAL: Q
AFTER 24 HOURS:1
ELEVATION/ SOIL DESCRIPTION SOIL ii STANDARD PENETRATION RESULTS
DEPTH (FT) TYPE Q BLOWSIFOOT
0 2 5 10 20 30 40 50 70 90
TOPSOIL
Hard, reddish-tan, fine to medium sandy SILT - (residuum) :: • .::. 21 .. "' .... _.... _.. •.

595
_ .: • 18

23
:...:....:.... . .
20
:
:
:
:
:
:
Very hard PARTIALLY WEATHERED ROCK which sampled as rock
5013"

....
....
...
...
. - -
..... .
........
:
:
:
:
.
.
:
:
.
5 fragments ....
.
....
...
....
...
...
...
.....
23 :...:.._ .....:....:...:...:
. = ..soli°•
5011"
:
:
:
:
:
:
.
.
590 ..
...
..... ....
..
...
....
.....
.......
......
:...:....:...:........:.................... .Wr
5011"
10 :...:....:.................:...:.._.._...
585 ....:...:....:.....:.........:..:...:..:.....:..

010.5'
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 :...:.. _. • ..... ...:............ .
35
:..........:.....:..
...............
560
:..:.....:....:..:...:..:.._...
...... :...:.........

SOIL TEST BORING NO. B-20
Sheet 1 of 9
IBLEINC.
BU KNELL -LALUMS
E1NGNEERN6, INC.
CvWnWWWALArOEwmomm9cu L
CofllsuLTA m
ELEVATION/
DEPTH (FT)
SOIL TEST BORING NO. B-21
PROJECT: Ethanol Storage and Transfer Facility PROJECT NO.: J11-7563-01
CLIENT: Chambers Engineering START: 4-28-11 END: 4-28-11
LOCATION: Healing Springs, North Carolina ELEVATION: 596
DRILLER: Metro Drill, inc., SP LOGGED BY: G. Weekley
DRILLING METHOD:
DEPTH TO - WATER> INITIAL: ?z
SOIL DESCRIPTION
AFTER 24 HOURS: 1.
SOIL lal STANDARD PENETRATION RESULTS
TYPE BLOWS/FOOT
GRAVEL
595 Hard, reddish-tan, silty CLAY - (residuum) 19
:...:..... - - - - -
......

-
I
x 23

31
_..._._....-:fir'
Hard, reddish-tan, fine sandy SILT
17 =
21
5 .: 33
590

ery hard PARTIALLY WEATHERED ROCK which sampled as gray, fine :.
50/3"

5oi3"
.............. . ...... ..... ...........:..: .
sandy SILT with rock fragments ...............
.:...

:...._......:..:.. .
:...:....:.............
50/2"
10 :...:........ :.._.........
:...:...:..:..:..:..
585 ...............:....:...:......:..:..:..
....:........:...:........:....:....:...:..7 'f"J"
5011"
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 ...... .............. ................:......:...

35 7 7
....:....:..........:.................:
560 :............................ ....:..:...... .

SOIL TEST BORING NO. B-21
Sheet 1 of 1
,3LIGINC.
BUNNELL-LAWNS
ENGINEERING, DOM
CWZ=HNICALAwEW4vAm qmU.
coruu mmm
SOIL TEST BORING NO. B-22
PROJECT: Ethanol Storage and Transfer Facility PROJECT NO.: J11-7563-01
CLIENT: Chambers Engineering START: 4-2741 END:-4-27-11
LOCATION: Healing Springs, North Carolina ELEVATION: 595
DRILLER: Metro Drill, Inc., SP LOGGED BY: G. Weekley
DRILLING METHOD:
DEPTH TO - WATER> INITIAL: ?z AFTER 24 HOURS:1 CAVING>ZW
ELEVATION/ SOIL DESCRIPTION SOIL a STANDARD PENETRATION RESULTS
DEPTH (FT) TYPE Q BLOWSIFOOT

2 5 10 20 30 40 50 70 90
GRAVEL
Hard, reddish-tan, clayey SILT - (residuum) 10 - - -
14
?...:...:...:..:..:..:..
16
Hard, reddish-tan, fine sandy SILT
15
:
:
:
:
:
16 .....
...
....
...
...
590 -5 26

Very hard PARTIALLY WEATHERED ROCK which sampled as rock "
fragments soil ...... .....................................

:..:
:...:............ :.....:....:....:......
: 5W
5a2..
585 -10 :...:....: .. ........:....:...... . ..:..: .
:...:....:...:..............:...:...:..:..
50H"
Boring terminated at 13.6 feet. No groundwater encountered at time of

.
.
.
.
:

580
15
drilling or after 24 hours. . . . .
. . ..
. . .
. ....
....:...
. . .... ... . -
575 -20 .... ....... ..............
:....:.........:.....:..
570- -25 ........:..:.
565- 30
:....:............:.......:.
560- 35
:...:..........:....:..........:..:......

SOIL TEST BORING NO. B-22
Sheet 1 of 1
MILMINO.
BLINNELL -LAMMONS
EN GINEEMNIG9INC.
13eoT -mAwE.rn xau
CONMULTAM
SOIL TEST BORING NO. B-23
PROJECT: Ethanol Storage and Transfer Facility PROJECT NO.: J11-7563-01
CLIENT: Chambers Engineering START: 4-28-11 END: 4-28-11
LOCATION: Healing Springs, North Carolina ELEVATION: 595
DRILLER: Metro Drill, Inc., SP LOGGED BY: G. Weekley
DRILLING METHOD:
DEPTH TO - WATER> INITIAL: ?z AFTER 24 HOURS:1 CAVING>;?W
ELEVATIOW SOIL DESCRIPTION SOIL a STANDARD PENETRATION RESULTS
DEPTH (FT) TYPE BLOWSIFOOT

2 5 10 20 30 40 50 70 90
GRAVEL IM : :
Very stiff, grayish-tan, fine sandy, clayey SILT - (residuum) 7
:...:.
......
$ : : : :
... ..........?...:....:........:..:..:..
11
32 50/7
.
:
:..
.
.
:
:

Very hard PARTIALLY WEATHERED ROCK which sampled as gray, fine
sae" ... . . . ..
. . . .
. . ..
. . .
. . .
.
.....
...
.
59o- -6 sandy SILT with rock fragments = .. _..:.... -... •:.. • : = =
5or
:
:
:
_
:
:
:
:
:
5013" ....
....._....
....
...
..
....
...
...
.....
...
:...:....:...:...............:...:..:.. 2.
50/2'
685 -10 :...:....:............. ...............
:.....

50/2

Boring terminated at 13.7 feet No groundwater encountered at time of
.
:
:
_
:

580-
-'15
drilling or after 24 hours. ...:.......
...
.
. . . .. . . .
. .
. . . .
676 -20 :...:......... ......... :....:.......
:..:..:...
670- -25 ......................... ...... _...:..:......
:..
565- 30 ............. :...:.._.....:.....................
560- 35
:...:.... . ..:...:.....:....:...:...:..:..: .
....
SOIL TEST BORING NO. B-23
Sheet 1 Of 1
KEY TO SOIL CLASSIFICATIONS AND CONSISTENCY DESCRIPTIONS
BUNNELL-LAMMONS ENGINEERING, INC.
GREENVILLE, SOUTH CAROLINA
Penetration Resistance'` Relative
Blows per Foot Density
SANDS
0 to 4 Very Loose
5 to 10 Loose
11 to 20 Firm
21 to 30 Very Firm
31 to 50 Dense
over 50 Very Dense
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
31 to 50 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 .
Undisturbed Sample Groundwater Table 24 Hours after Completion of Drilling
KEY TO SOIL CLASSIFICATIONS
Well-graded Gravel Low Plasticity Clay Clayey Silt Silty Sand
GW CL MH IM SM
0
<?J? Poorly-graded Gravel
O o GP
Partially Weathered Rock
BLDRCBBL
CH h Plasticity Clay
Poorly Graded Sand
SP
Particle Size Identification
Boulder: Greater than 300 mm
Cobble: 75 to 300 mm
Gravel:
Coarse -19 to 75 mm
Fine - 4.75 to 19 mm
Sand:
Coarse - 2 to 4.75 mm
Medium - 0.425 to 2 mm
Fine - 0.075 to 0.425 mm
Silt & Clay. Less than 0.075 mm
Sandy Clay
CLS
Sandy Silt
MLS
Topsoil
TOPSOIL
Silty Clay
CL-ML
Silt
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 first seated 6 inches to penetrate any loose cuttings, and then driven an
additional 12 inches with blows of a 140-pound hammer falling 30 inches. The number of hammer
blows required to drive the sampler the final 12 inches was recorded and is designated the
"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.
IRLIE REV. 3-23-10
INC.
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 (F TEMP pH pH VOLT AMP ohm RESISTIVITY
ID FROM TO -c (Water) (cal. cm. sar) READING READING (r) (R)(ohm-cm)
B-18 1.0 2.5

B-18
3.5
5.0 20.4 4.5 3.3 5.96 0.260 22923 23400
B-21 1.0 2.5 20

B-23
1.0
2.5 .4 5.7 4.4 6.92 0.650 10646 10900

R) RESISTIVITY CALCULATION FORMULAS
SOIL BOX
CONSTANTS
Volts rA
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
RAIL YARD ACCESS ROAD BIORETENTION Permit No:
(to be assigned by DWQ)
III. REQUIRED ITEMS CHECKLIST
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.
PNB P-01 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.
PNB T-26 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
PNB T-23 3. Section view of the bioretention cell (1" = 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]
PNR See 4. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. The
Report 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.
_n/ a To be 5. A detailed planting plan (1" = 20' or larger) prepared by a qualified individual showing:
grassed 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.
PNB C - 3 0 0 -105. A construction sequence that shows how the bioretention cell will be protected from sediment until the
entire drainage area is stabilized.
PNB See 7. The supporting calculations (including underdrain calculations, if applicable).
Report
PNB See g. A copy of the signed and notarized inspection and maintenance (I&M) agreement.
Report
9. A copy of the deed restriction.
Form SW401-Bioretention-Rev.7 Part III, Page 1 of 1
ALL SAND FILTERS
Permit No.
(to be provided by DWQ)
lll. REQUIRED ITEMS CHECKLIST
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.
Initials Pagel Plan
Sheet No.
PNB P-01 1. Plans (1" - 50' or larger) of the entire site with labeled drainage area boundaries
- System dimensions (length, width, and depth) for both the sedimentation chamber and the filter
chamber,
- Maintenance access,
- Flow splitting device,
- Proposed drainage easement and public right of way (ROW),
- Design at ultimate build-out,
- Off-site drainage (if applicable), and
- Boundaries of drainage easement.
PNB T-19, 2. Plan details (1" = 30' or larger) for the sand filter showing:
T-20, - System dimensions (length, width, and depth) for both the sedimentation chamber and the filter
T-21 chamber,
- Maintenance access,
- Flow splitting device,
- Vegetative filter strip dimensions and slope (if SA waters),
- Proposed drainage easement and public right of way (ROW),
- Design at ultimate build-out,
- Off-site drainage (if applicable), and
- Boundaries of drainage easement.
PNB T-23 3. Section view of the sand filter (1" = 20' or larger) showing:
- Depth(s) of the sedimentation chamber and sand filter chamber,
- Depth of sand filter media,
- Connection between the sedimentation chamber and the sand filter chamber and weir elevation,
- SHWT elevation,
- Outlet pipe, and
- Clearance from the surface of the sand filter to the bottom of the roof of the underground structure (if
applicable).
PNB See Report 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.
PNB See Report 5. Supporting calculations (including drainage calculations)
PNB See Report 6. Signed and notarized operation and maintenance (0&M) agreement
7. A copy of the deed restrictions (if required).
Form SW401-Sand Filter-Rev.5 2009Sept17 Part III, Page 1 of 1
TRUCK LOADING AREA BIORETENTION Permit No:
(to be assigned by DWQ)
III. REQUIRED ITEMS CHECKUST
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.
AGD P-0 1 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.
AGD C - 3 0 0 -19. 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
AGD C - 3 0 0 -103 Section view of the bioretention cell (1" = 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]
AGD See 4. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. The
Report 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.
n/a To be 5. A detailed planting plan (1" = 20' or larger) prepared by a qualified individual showing:
grassed 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.
AGD C - 3 0 0 -1 %. A construction sequence that shows how the bioretention cell will be protected from sediment until the
entire drainage area is stabilized.
AGD See 7. The supporting calculations (including underdrain calculations, if applicable).
Report
AGD See g. A copy of the signed and notarized inspection and maintenance (AM) agreement.
Report
9. A copy of the deed restriction.
Form SW401-Bioretention-Rev.7 Part III, Page 1 of 1