20081155 Ver 2_Stormwater Info_20090722

N * FOCUS
Planning • Design • Engineering
E" D9• I ISS C)a
LETTER OF TRANSMITTAL
Date: July 22, 2009
To: Joseph Gyamfi
North Carolina Department of Environment and Natural Resources (\, ?U
Division of Water Quality JUL v
2321 Crabtree Boulevard 2000
Suite 250
Raleigh, NC 27604 1101 ?S TERWjq,
Project # 03-09.4
Re: Kellswater Commons - Stormwater Management Plan
Please find attached:
? 3 Sets
? 1 Check
? 3 Copies
? 3 Copies
? 3 Copies
? 3 Copies
? 3 Copies
? 3 Copies
? 3 Copies
? 3 Copies
? 3 Copies
? 3 Copies
? 1 Copy
? 3 Copies
? 1 Disc
Comments:
45 - 24"x36" Stormwater Management Plan
$1,500.00 Express Review Application Fee
18 - 8.5"x11" Express Review Program Stormwater Management Application Form
6 - 8.5"x11" DWQ 401 - Deed Restrictions and Protective Covenants
12 - 8.5"x11" Wet Detention Basin _ Pond # 1 - Operation and Maintenance Agreement
12 - 8.5"x11" Wet Detention Basin _ Pond # 2 - Operation and Maintenance Agreement
12 - 8.5"x11" Wet Detention Basin _ Pond # 3 - Operation and Maintenance Agreement
90 - 8.5"x11" Geotechnical Report prepared by GeoScience Group
204 - 8.5"x11 " Geotechnical Report prepared by Boyle Consulting Engineers
9 - 8.5"x11" Cabarrus County _ Erosion Control - Approval Letter
3 - 8.5"x11" Jurisdictional Waters of the U.S.
3 - 8.5"x11" Cabarrus County GIS -100YR Flood Plain
1 - 8.5"x11" Required Items Checklist
408 - 8.5"x11" Stormwater Management Plan - Supporting Calculations
PDF Data Disc of Submission Packet
Please contact me if you have any questions or comments.
Sincerely,
Focus Design, Inc.
M. Nowocin, P.E.
[e-mail]
N•Focus Design, Inc.
P.O. Box 85 Kannapolis, NC 28082
Tel: [phone] Fax: [phone]
www.nfocusplanning.org
r , .,
N FOCUS
Planning • Design • Engineering
LETTER OF TRANSMITTAL
Date: July 22, 2009
To: Joseph Gyamfi
North Carolina Department of Environment and Natural Resources
Division of Water Quality
2321 Crabtree Boulevard
Suite 250
Raleigh, NC 27604
Project # 03-09.4
Re: Kellswater Commons - Stormwater Management Plan
Please find attached:
? 3 Sets 45 - 24"x36" Stormwater Management Plan
? 1 Check $1,500.00 Express Review Application Fee
? 3 Copies 18 - 8.5"x11" Express Review Program Stormwater Management Application Form
? 3 Copies 6 - 8.5"x11 " DWQ 401 - Deed Restrictions and Protective Covenants
? 3 Copies 12 - 8.5"x11" Wet Detention Basin _ Pond # 1 - Operation and Maintenance Agreement
? 3 Copies 12 - 8.5"x11" Wet Detention Basin _ Pond # 2 - Operation and Maintenance Agreement
? 3 Copies 12 - 8.5"x11" Wet Detention Basin _ Pond # 3 - Operation and Maintenance Agreement
? 3 Copies 90 - 8.5"x11" Geotechnical Report prepared by GeoScience Group
? 3 Copies 204 - 8.5"x11" Geotechnical Report prepared by Boyle Consulting Engineers
? 3 Copies 9 - 8.5"x11" Cabarrus County _ Erosion Control - Approval Letter
? 3 Copies 3 - 8.5"x11" Jurisdictional Waters of the U.S.
? 3 Copies 3 - 8.5"x11" Cabarrus County GIS - 100YR Flood Plain
? 1 Copy 1 - 8.5"x11" Required Items Checklist
? 3 Copies 408 - 8.5"x11" Stormwater Management Plan - Supporting Calculations
? 1 Disc PDF Data Disc of Submission Packet
Comments:
Please contact me if you have any questions or comments.
Sincerely,
N•Focus Design, Inc.
Adam M. Nowocin, P.E.
[e-mail]
N•Focus Design, Inc.
P.O. Box 85 Kannapolis, NC 28082
Tel: [phone] Fax: [phone]
www.nfocusplanning.org
Permit Number:
(to be provided byDWQ)
Drainage Area Number: -1
Wet Detention Basin 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.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system check one):
does not incorporate a vegetated filter at the outlet.
? does
Llaj
This system (check one):
? does P5 does not incorporate pretreatment other than a forebay.
Important maintenance procedures:
- Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
- No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
- Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
- If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
- Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected 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 should be kept in a known set
location and must 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:
The entire BMP Trash debris is resent. Remove the trash debris.
The perimeter of the wet Areas of bare soil and/or Regrade the soil if necessary to
detention basin 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.
Vegetation is too short or too Maintain vegetation at a height of
long. approximately six inches.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 1 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number: -:L
BMP element: Potential problem: How I will remediate the problem:
The inlet device: pipe or The pipe is clogged. Unclog the pipe. Dispose of the
swale sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged
Erosion is occurring in the Regrade the swale if necessary to
swale. smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design depth for possible. Remove the sediment and
sediment storage. 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 pesticide is used, wipe it on
the plants rather than spraying.
The vegetated shelf Best professional practices Prune according to best professional
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.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The main treatment area Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design sediment possible. Remove the sediment and
storage depth. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over Consult a professional to remove
50% of the area. and control the algal growth,
Cattails, phragmites or other Remove the plants by wiping them
invasive plants cover 50% of with pesticide (do not spray).
the basin surface.
Form SW401-Wet Detention Basin O&M Rev.4 Page 2 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number: ,'.
BMP element: Potential problem: How I will remediate the problem:
The embankment Shrubs have started to grow Remove shrubs immediately.
on the embankment.
Evidence of muskrat or Use traps to remove muskrats and
beaver activity is present. consult a professional to remove
beavers.
A tree has started to grow on Consult a dam safety specialist to
the embankment. remove the tree.
An annual inspection by an Make all needed repairs.
appropriate professional
shows that the embankment
needs repair. if applicable)
The outlet device Clogging has occurred. Clean out the outlet device. Dispose
of the sediment off-site.
The outlet device is damaged Repair or replace the outlet device.
The receiving water Erosion or other signs of Contact the local NC Division of
damage have occurred at the Water Quality Regional Office, or
outlet. the 401 Oversight Unit at 919-733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads 6a,,5-0 feet in the main pond, the
sediment shall be removed.
When the permanent pool depth reads 657 5-0 feet in the forebay, the sediment
shall be removed.
BASIN DIAGRAM
(fill in the blanks)
D Permanent Pool Elevation 669. S?
Sediment Removal ?. SO-----

Bottom Elevatio Ca5-8,S0 Pe anen Pool
Volume ----
-ft Min.
Sediment

SD
Sediment Removal Elevation 657,
--------------------------------------
Bottom Elevation 658. Sd

----
Volume
---
1-ft --
Storage Sedimei
Storage
FOREBAY MAIN POND
Form SW401-Wet Detention Basin O&M-Rev.4 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: kg_- 11r
wa4e!` Gc?.?-,m ors
BMP drainage area number: ---
Print name: Fri-„r. ?e? ?? e?rO
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, f=Kf1 w? er M . 62"d x?- , aNotary Public for the State of
1-40t Y-/, County of 4 , <,e? , do hereby certify that
l flvnPS g • i?Ie,?.t ??? e fag personally appeared before me this -2 o
day of /2-00 9_, and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
FRANCES M. CIO
Ift" ter, Nw1h CmalVe
c? a F-Wkft .? W
SEAL
e" '
My commission expires /a
Form SW401-Wet Detention Basin O&M-Rev.4 Page 4 of 4
Permit Number:
(to be provided by DW-0)
Drainage Area Number:
Wet Detention Basin 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.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
[? does N does not incorporate a vegetated filter at the outlet.
This system (check one):
? does [Z does not incorporate pretreatment other than a forebay.
Important maintenance procedures:
- Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
- No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
- Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected 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 should be kept in a known set
location and must 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:
The entire BMP Trash/ debris is resent. Remove the trash/debris.
The perimeter of the wet Areas of bare soil and/or Regrade the soil if necessary to
detention basin 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.
Vegetation is too short or too Maintain vegetation at a height of
long. a roximatel six inches.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 1 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number: `a
BMP element: Potential problem: How I will remediate the problem:
The inlet device: pipe or The pipe is clogged. Unclog the pipe. Dispose of the
swale sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged.
Erosion is occurring in the Regrade the swale if necessary to
swale. smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design depth for possible. Remove the sediment and
sediment storage. 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 rip-tap if needed to
prevent future erosion problems.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
'
The vegetated shelf Best professional practices Prune according to best professional
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.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The main treatment area Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design sediment possible. Remove the sediment and
storage depth. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over Consult a professional to remove
50% of the area.. and control the algal growth.
Cattails, phragmites or other Remove the plants by wiping them
invasive plants cover 50% of with pesticide (do not spray).
the basin surface.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 2 of 4
Permit Number:
(to be provided byDJVQ)
Drainage Area Number:
BMP element: Potential problem: How I will remediate the problem:
The embankment Shrubs have started to grow Remove shrubs immediately.
on the embankment.
Evidence of muskrat or Use traps to remove muskrats and
beaver activity is present. consult a professional to remove
beavers.
A tree has started to grow on Consult a dam safety specialist to
the embankment. remove the tree.
An annual inspection by an Make all needed repairs.
appropriate professional
shows that the embankment
needs repair. if applicable)
The outlet device Clogging has occurred. Clean out the outlet device. Dispose
of the sediment off-site.
The outlet device is damaged Repair or replace the outlet device.
The receiving water Erosion or other signs of Contact the local NC Division of
damage have occurred at the Water Quality Regional Office, or
outlet. the 401 Oversight Unit at 919-733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads 673.0c feet in the main pond, the
sediment shall be removed.
When the permanent pool depth reads 673,00 feet in the forebay, the sediment
shall be removed.
Sediment Removal
Bottom
BASIN DIAGRAM
(fill in the blanks)
V Permanent Pool Elevation 683. 5-?-,)
LP-. °O Pe anen Pool
- - - - - - - - - - - - - - -- volume Sediment Removal Elevation 673. DO Volume
67a.oo -ft Min. - ------------------------------------------ ------
Sediment Bottom Elevation OW - ?a 1-ft
Storage Sedimei
Storage
FOREBAY MAIN POND
Form SW401-Wet Detention Basin O&M-Rev.4 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: Le ll'sl fc e-l- Cah,rn os??
BMP drainage area number:
Print name: J l" ej F-- Y?'I m ,l t d
Title:
Address: bw???f C? _ Y G F ?'S
I, Fa,c ?? /?Y/ • ??o yfi , a Notary Public for the State of
County of do hereby certify that
personally appeared before me this d o
day of , and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
bow ter, (l wsh camuft
?+ 'aa Eri a? ?- iv v
SEAL

My commission expires
Form SW401-Wet Detention Basin O&M-Rev:4 Page 4 of 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.
Permit Number:
(to be provided by DWQ)
Drainage Area Number: :S
Wet Detention Basin 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.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
? does X does not incorporate a vegetated filter at the outlet.
This system (check one):
? does [X does not incorporate pretreatment other than a forebay.
Important maintenance procedures.
- Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
- No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
- Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
- If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minis-dzed to the
maximum extent practical.
- Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected 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 should be kept in a known set
location and must 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:
The entire BMP Trash debris is resent. Remove the trash debris.
The perimeter of the wet Areas of bare soil and/or Regrade the soil if necessary to
detention basin 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.
Vegetation is too short or too Maintain vegetation at a height of
long, approximately six inches.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 1 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number: 3
BMP element: Potential problem: How I will remediate the problem,
The inlet device: pipe or The pipe is clogged. Unclog the pipe. Dispose of the
swale sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged.
Erosion is occurring in the Regrade the swale if necessary to
swale. smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design depth for possible. Remove the sediment and
sediment storage. 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
revent future erosion problems.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The vegetated shelf Best professional practices Prune according to best professional
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-tune
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary,
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The main treatment area Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design sediment possible. Remove the sediment and
storage depth. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over Consult a professional to remove
50% of the area. and control the algal growth.
Cattails, phragmites or other Remove the plants by wiping them
invasive plants cover 50% of with pesticide (do not spray).
the basin surface.
Form SW401-Wet Detention Basin O&M-Rev-4 Page 2 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potential problem: How I will remediate the problem:
The embankment Shrubs have started to grow Remove shrubs immediately.
on the embankment.
Evidence of muskrat or Use traps to remove muskrats and
beaver activity is present, consult a professional to remove
beavers.
A tree has started to grow on Consult a dam safety specialist to
the embankment. remove the tree.
An annual inspection by an Make all needed repairs.
appropriate professional
shows that the embankment
needs re air. if applicable)
The outlet device Clogging has occurred. Clean out the outlet device. Dispose
of the sediment off-site.
The outlet device is damaged Repair or replace the outlet device.
The receiving water Erosion or other signs of Contact the local NC Division of
damage have occurred at the Water Quality Regional Office, or
outlet. the 401 Oversight Unit at 919-733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads 7CLS7, coo feet in the main pond, the
sediment shall be removed.
When the permanent pool depth reads 76S. feet in the forebay, the sediment
shall be removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation 7//, S-O
Sediment Removal . 765?Pe anen Pool
-------------- -- Volume Sediment Removal Elevation r Volume
------------------------------ ----- ------- ------
Bottom Elevatio MoD -ft Min.
Sediment Bottom Elevation Z02 00 1-ft
Storage Sedimel
Storage
FOREBAY MAIN POND
Form SW401-Wet Detention Basin O&M-Rev.4 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: ki__11S oa-fe r ?fa,,,r4 ons
BMP drainage area number: 13
Print name: ?kiv?,2s 10 - MLA4 ?,_ Q d
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, / e "-we ell v a Notary Public for the State of
cY ?? ?uir a n « , County of J-2"e-e , do hereby certify that
personally appeared before me this 20
day of _ wk and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
NOTARY PUMIC
4WW CGU*' Cea Micbs
SEAL

My commission expires 926' ,;?-3 -)-00 9
Form SW401-Wet Detention Basin O&M-Rev.4 Page 4 of 4
Title:
May.18. 2009 3„9PM
Vo.0733 K 2
Comnterge ]aapartment
Bn'Virontnon'tel 13roteotia>S Divlaion
Cabams County Government
may is, 2009
1 fi% Jim Merrifield
125 ScateybarkRoad
Charlotte, North Carolina 28209
JAW TVR. OF APPILO`V'AL WITH MODIFICATIONS
ProjeetName: KeIlswater Commons Phase 2
Projea ID: R)R2009-00020
Acres Approved: 90.7
Locations: 5111 Rogers Lake Road
Submitted By: N- Focus Design, Ina.
DM Received: May 18, 2009
New Submittal: _ _ _ Revision! X
Dear Mr. Merrifield;
This office has reviewed the subject erosion and sedimentation control plan and hereby issues this
letter of approval with modifications. A list ofthemodiftations required is attached. This
apps-oval is conditioned upon the incorporation or addition of these modifications to the plan. xf
these modifications are not included in the plan and implemented on the construction site; the site
will be in violation of the Ordinance (See. 17 (1) and the Sedimentation Pollution Control Act of
1973. IS, 113A-61[0.
Please be advised that the Otdinance (See.17[oD and Title 15 NCA.C 413.0017 (a) requires that a
copy of the approved erasion control plan be on file at the job site. You should cotisides this
letter to give the Notice required by the Ordinance (Sec. 19) and G. S:113A-61 (d) of our rigght of
periodic inspection to insure compliance with the approved plan. Please note self-inapeeiion of
erosion and gedbrientation control measures are required: for land disturbing activities one
(1) or more acres disturbed. Ordinance (See. 1914). Also, this plan approval shall expire
eighteen (18) months following the date of approval, if no land-disturbing activity leas been
undertaken.
Caburus County Qovernmmt
65 Church Street S)3 (28025) ¦ F.O. Box 707 ¦ COMA North C MUne 28026.0707
Phona: 704.920.2192 Fax: [phone] web: wwmcebwuseountyw
st-
WIN
?
tmniri?cie?t(FtA
may. 18. 2009 3; 39PM No. 0,133 P. 3
Letter of Approval with modifications
Kellswater Commons Phase 2
E92009-00020
May 18, 2009
Page 2 of 3
"`she land-disturbing activity described in this plan may be subject to the approval of
other Local, State of Pederal Agetleies. This could include the division of Water
(duality under strum water or water quality regulations, the U.S. Army Carps of
Engineers underAlticle 404 jurisdiction, county, city or
town agencies under local ordinances, or other approvals that may be required. This
approval cannot supersede any other permit or approval,"
Cabanas County Soil Erosion and Sedimentation Control Ordinance and worth Carolina's
SedimentationPolhttion Control Program is performance oriented, requiring protection of the
natural resources and adjoining properties. If following the commencement of this project it is
determined that the erosion and sedimentation control plan is inadequate to meet the requirements
of the Ordinance (Sections 1 tllru.23) and the.Sedimentation Pollution Control Act of 1973 (North
Carolina General Statute 113A-51 thru 66), this office may require revisions to the plan and
implementation of the revisions to insure compliance with the Ordinance and Act.
Please note that this approval is based in part of the accuracy of the information provided in the
Financial Responsibility Form, which you have provided. You are requested to file an amended
form if there is any change in the information included on the form. In addition, it would be
helpf111-if you notify this of co of the proposed starting date for this project.
Also mote that the Ordinance (See. 19 [g]) Indicates a certification of uccupnney will not be
issued if the tract la .deemed to be In violation of this Ordiuanca
Please submit, an electronic version (PDF) of the sedimentation and erosion control plans for our
files. You may email it to Linda Cruse (leruse [e-mail].)
Your cooperation is appreciated, and we look forward to working with you on this project,
Sincerely,
I.A. j"T" son, Jr., CPESC
Erosion Control Managor
NPbES Permit Enclosed
IFAJrlijo
cc. N*Foculs Design, Inc.
Building Inspections
Ca 8MM Colinty eoaemment
65 Choroh Stroet SE (28025) • P.O. Dox 707 • Concord. North Carolina=26-0707
Phoxim 704.920.2192 Fox; 704.920.2144 web' www.oabarmscountym
M Vils cco 1""I
Cab— BAflQ11RA
MEv.18. 2009 3,19PM
i
Letter of Approval with Modifications
Kellawater Commons Phase 2
1382009-00020
May 18, 2009
Page 3 of 3
MODIFICATIONS
No. 0733 P. I
Please submit a revised pIan to this office, at least thirty {30) days prior to the commencement of
any fatttre flue grading, permanciat storm drainage or development ofthis site, Please note that
the plan approval is for rough grading phase only.
Cabamrs County Gavernmont
65 Church Stred S16 (2$025) • YA& 707 • ConcoA North Ciro IW8026.0707
Phont 104.00.2192 Few 704.920.2144 web_ wrvw.caberiuscouaLyus
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DWQ 401/Express Permit Stormwater Applications (Version 1)
DEED RESTRICTIONS AND PROTECTIVE COVENANTS
Deed restrictions and protective covenants are necessary to ensure that the development maintains an "impervious"
area consistent with the design criteria used to size the stonnwater control structure. The following italicized deed
restrictions and protective covenants are required to be recorded prior to the sale of any lot for all subdivisions,
outpareels and future development where lots will be subdivided.
1. The following covenants are intended to ensure ongoing compliance with state Riparian Buffer Authorization
and/or Water Quality General Certification number(s) d$? I 1 SS' as issued by the Division of Water
Quality (DWQ) for the project known as {Ce Ilsr taf?ef Co•?•Y,n?s ?ev?/d?or? cn f
2. The State of North Carolina is made a beneficiary of these covenants to the extent necessary to maintain
compliance with the Riparian Buffer Authorization andlor Water Quality General Certification. These covenants,
therefore, may not be altered, rescinded or deleted without the written consent of the State of North Carolina,
Division of Water Quality.
3. (a) The maximum allowable impervious area per lot is square feet. OR
(b) If the proposed impervious amountper lot varies significantly, please provide the following: lot number, lot
size (square feet), and the maximum allowable impervious area (square feet) for each lot as an attachment.
Impervious materials include asphalt, gravel, concrete, brick, stone, slate or similar material but do not include
wood decking or the water surface ofswimmingpools. .Sew A-#QcAm,-,f A
4. Swales shall not be f lied in, piped, or altered except as necessary to provide driveway crossing.
5. Impervious area in excess of the permitted amount requires a modified water quality certification prior to
construction.
6. All permitted runoff from outparcels or future development shall be directed into the permitted stormwater control
system. These connections to the stormwater control system shall be performed in a manner that maintains the
integrity and performance of the system as permitted.
7. The approved stormwater treatment facilities, Stormwater easements and drainage patterns must be maintained in
perpetuity. Alteration of the drainage system as depicted on the approved plan(s) may not take place without the
concurrence of the Division of Water Quality.
8. These covenants are to run with the land and be binding on all parties claiming under them.
By your signature below, you certify that, prior to t e sale of any lot, the deed restrictions and protective covenants for
this project shal a recorded, w4in-de applicable required items above.a
Signature: Date: U
I, /'( 1s h7 . dew a Notary Public in the State of
County of j't'(c,Lt' , do hereby certify that appeared
before me this the -2-6 day of , 20 .?2?, and acknowledge the due execution of the
foregoing instrument, Witness my hand and official seal,
T
Signature
My commission expires a3 2,0/0
SE =FRAMN'CE8M.
Page I of 1
DWQ 401/Express Permit Stormwater Applications
DEED RESTRICTIONS AND PROTECTIVE COVENANTS
Water Quality General Certification Number: 08-1155
Project Name: Kellswater Commons Development
Attachment A
Maximum Allowable Impervious Area per Drainage Zone:
DRAINAGE DRAINAGE DRAINAGE ALLOWABLE ALLOWABLE
ZONE AREA (AC) AREA (SF) IMPERVIOUS (%) IMPERVIOUS (SF)
# 1 20.06 AC 873,813.60 SF 70% 611,669.52 SF
# 2 55.30 AC 2,408,868.00 S F 75% 1,806,651.00 SF
# 3 11.24 AC 489 614.40 SF 70% 342J30.08 SF
Total Allowable Impervious = 2,761,050.60 SF
Total Project Area = 3,855,423.38 SF
Total Built Out Impervious = 71,61%
NOTE: IMPERVIOUS MATERIALS INCLUDE ASPHALT, GRAVEL, CONCRETE, BRICK, STONE, SLATE OR SIMILAR
MATERIAL BUT DO NOT INCLUDE WOOD DECKING OR THE WATER SURFACE OF SWIMMING POOLS
"'
Date Received Fee Paid Permit Number(s)

State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality 401/Wetlands Unit
EXPRESS REVIEW PROGRAM STORMWATER MANAQEMENT APPLICATION FORM
This form may be photocopied for use as an original
L GENERAL INFORMATION
1. APPLICANT'S NAME (specify the name of the corporation, individual, etc. who owns the project):
Merrifield Partners, LLC
2.OWNER/SIGNING OFFICIAL'S NAME AND TITLE (person legally responsible for facility and
compliance): Mr. James Merrifield, Managing Partner
3. OWNER MAILING ADDRESS (for person listed in item 2 above):
125 Scaleybark Road
Charlotte, NC 28209
4. OWNER ADDITIONAL CONTACT INFORMATION:
Phone: [phone] Fax: [phone] Email: [e-mail]
5. PROJECT NAME (subdivision, facility, or establishment name - should be consistent with project name
on plans, specifications, letters, inspection and maintenance agreements, etc.):
Kellswater Commons
6. PROJECT LOCATION:
Street Address: Intersection of Kannapolis Parkway and Rogers Lake Road
City: Kannapolis County: Cabarrus State: NC Zip Code: 28081
Latitude: 35.4695 *N Longitude: 80.6670*W
7. DIRECTIONS TO PROJECT SITE (from nearest major intersection):
Travel East on HWY 3 from the City of Kannapolis. Turn Left onto the Kannapolls Parkway. Turn Left onto
Rogers Lake Road. The project site is located on the Right Hand Side at the intersection of Kannapolis Parkway and
Rogers Lake Road.
8. CONTACT PERSON (who can answer stormwater-related questions about the project):
Name: Adam M. Nowocin, PE Company: N-Focus Design, Inc.
Phone: [phone] Fax: [phone] Email: [e-mail]
1/2009 Version 1.1 Page 1 of/6
H. PERMIT INFORMATION
1. THE PROJECT IS (check one): ?X NEW ? A RENEWAL ? A MODIFICATION
2. OTHER JURISDICTIONS:
Which local government(s) has jurisdiction over the project (e.g. Town of Cary or Johnston County)?:
City of Kannapolis, NC
3. STORMWATER MANAGEMENT PROGRAM
Check all of the state-approved stormwater management programs (implemented by either the State or
local government) that apply to your project:
?X Phase II Post Constriction ? Water Supply Watershed ? Neuse or Tar-Pamlico NSW
? Randleman WSWS ? USMP ? Coastal Counties ? HQW ? ORW
4. PERMIT HISTORY (renewal or modification requests must complete this item):
Existing DWQ Permit Number: 08-1155 Date Issued: August 11, 2008
5. PROJECT TYPE (check one): ? Low Density* ?X High Density*
* Low Density projects shall be under 24% Impervious with only vegetated stormwater conveyances. A
curb and gutter or pipe system for stormwater conveyance shall result in reclassification of project as
High Density even if below 24%, except when pipes are used for road or driveway crossing purposes.
6. ADDITIONAL PROJECT REQUIREMENTS (check all that apply):
? CAMA Major ? Sedimentation/Erosion Control ? NPDES Stormwater
?X 404/401 Permit ? Non-404 Jurisdictional Permit ? Other:
Note: Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748
JUL PROJECT INFORMATION
1. STORMWATER TREATMENT METHODS (Describe briefly how stormwater will be treated):
This is an approximately 88.5 Acre site being developed for mainly commercial use. Approximately 90.7 Acres will
be mass graded during construction. The additional disturbed area takes into account the off-site areas to be graded
with in the Kannapolis Parkway Right-of.-Way. The project has been divided into three (3) drainage zones.
Therefore, there will be three (3) stormwater management / bio-retention wet ponds to accommodate the total site
runoff for water quality and detention for this project. The bio-retention wet ponds are to be designed to provide for a
90% removal rate of Total Suspended Solids (TSS) which is greater than the minimum 85% required.
Important Note: attach a detailed narrative (one to two pages) describing stormwater management for the
project.
2. RIVER BASIN/STREAM INFORMATION
a. Stormwater runoff from this project drains to which River Basin?: Yadkin
b. Nearest named stream: Irish Buffalo Creek
c. Water quality classification of nearest named stream: C
1/2009 Version 1.1 Page 2 of?6
3. TOTAL PROJECT AREA: 88.51 (acres)
4. PROJECT BUILT UPON AREA: 71.61%
5. DRAINAGE AREAS (How many drainage areas does the project have?): Three (3)
Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
Bas"minfoririahon 17rainagd ainage:Axea 2 . :
Receiving Stream Name UT of Irish Buffalo Creek UT of Irish Buffalo Creek
Receiving Stream Class C C
Drainage Area 873,813.60 SF 2,408,868.00 SF
Existing Impervious* Area 0.00 SF 0.00 SF
Proposed Impervious*Area 611,669.52 SF 1,806,651.00 SF
% Impervious* Area (total) 70% 75%
Impervious* Surface Area Determination (Breakdown)
Imperviious.*.:Surfaoe Area DrainageArda 1 ,73ramagd Area
On-site Buildings Total Not Known at This Time Total Not Known at This Time
On-site Streets Total Not Known at Tlus Time Total Not Known at This Time
On-site Parking Total Not Known at This Time Total Not Known at This Time
On-site Sidewalks Total Not Known at This Time Total Not Known at This Time
Other on-site Total Not Known at This Time Total Not Known at This Time
Off-site 0.00 SF 0.00 SF
Total: 611,669.52 SF Allowed Total: 1,806,651.00 SF Allowed
* Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking
areas, sidewalks, gravel areas, etc.
6. EXPLAIN HOW THE OFF-SITE IMPERVIOUS AREA WAS DERIVED:
No proposed off-site impervious area was derived.
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
Deed restrictions and protective covenants are required to be recorded for all subdivisions, outparcels and
future development draining to the proposed stormwater management devices prior to the sale of any lot. If
applicable, please complete and submit a copy of the deed restrictions and protective covenants along with
your application.
1/2009 Version 1.1 Page 3 ofP
3. TOTAL PROJECT AREA: 88.51 (acres)
4. PROJECT BUILT UPON AREA: 71.61%
5. DRAINAGE AREAS (How many drainage areas does the project have?): Three (3)
Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
F .,.. .:f fx4

Bsln;!Inforrnatton , I,trl ,,; l , • :• •• ... - - 3 y. •..t

rrrYS: ;17.ramag 1?xea,,r r ?, t3- 314 3

ig T?Nanage Ae }31
Rz-
Receiving Stream Name UT of Irish Buffalo Creek
Receiving Stream Class C
Drainage Area 489,614.40 SF
Existing Impervious* Area 0.00 SF
Proposed Impervious*Area 342,730.08 SF
% Impervious* Area (total) 70%
Impervious* Surface Area Determination (Breakdown)
t + ? • . ' ., .,.. - t z
m eiwxotta ;S,ui£acQ:?xea r v? - r'h i P -
, ? Dramage Area,I'r. ? tiy,.,. i aft } x Y r - - ix ?? ?' - ?a
t? ? Y < r?J7x?atnage_;eu 2 .:.? , ? ?'_ .?,
On-site Buildings Total Not Known at This Time
On-site Streets Total Not Known at This Time
On-site Parking Total Not Known at This Time
On-site Sidewalks Total Not Known at This Time
Other on-site Total Not Known at This Time
Off site 0.00 SF
Total: 342,730.08 SF Allowed Total:
* Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking
areas, sidewalks, gravel areas, etc.
6. EXPLAIN HOW THE OFF-SITE IMPERVIOUS AREA WAS DERIVED:
No proposed off-site impervious area was derived.
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
Deed restrictions and protective covenants are required to be recorded for all subdivisions, outparcels and
future development draining to the proposed stormwater management devices prior to the sale of any lot. If
applicable, please complete and submit a copy of the deed restrictions and protective covenants along with
your application.
1/2009 Version 1.1 Pagel Of?
y 6
V. SUPPLEMENT FORMS
1. The applicable stormwater management supplement form(s) listed below must be submitted for each
BMP specified for this project. The most eurrent form(s) located on the 401/wetlands unit website at
http://h2o.enr.state.ne.us/su/bmp foims.htm must be used. Please include both the Design Summary and
the Required Items Checklist along with all required items and supporting design calculations.
(Check the supplement forms that will be required for your project):
? Bioretention Supplement ? Level Spreader/Filter Strip/Restored Buffer
? Dry Detention Supplement Supplement
? Grassed Swale Supplement ? Sand Filter Supplement
? Infiltration Basin Supplement ? Stormwater Wetland Supplement
? Infiltration Trench Supplement Wet Detention Supplement
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. The complete application package should be
submitted to the DWQ Central Office.
1. Please indicate that you have provided the following required information by initialing in the space
provided next to each item.
Initials
• Original and two copies of the Express Review Stormwater Management Application
• Signed and Notarized Inspection and Maintenance Agreement
• Three copies of the applicable Supplement Form(s) for each BMP A/
• Application processing fee (payable to DWQ) AAJ
• Detailed narrative description of stormwater treatment/ management f#
• Three copies of plans and specifications, including: ALLI
?X Development/Project name
X? Engineer and firm
?X Legend
?X North arrow
?X Scale
0 Revision number & date
?X Mean high water line
?X Dimensioned property/project boundary
?X Location map with named streets or NCSR numbers
?X Original contours, proposed contours, spot elevations, finished floor elevations
?X Details of roads, drainage features, collection systems, and stormwater control measures
?X Wetlands and streams delineated, or a note on plans that none exist
?X Existing drainage (including off-site), drainage easements, pipe sizes, runoff calculations
X? Drainage areas delineated
/Vegetated buffers (where required)
1/2009 Version 1.1 Page/Of/
s 6
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf, please complete this section.
1. DESIGNATED AGENT (individual or firm):
2. MAILING ADDRESS:
Phone: Fax:
VIII. APPLICANT'S CERTIFICATION
I, (print or type name ofperson listed in General Information, item 2)
Mr. James Merrifield, Managing Partner , certify that the information included on this application form is, to
the best of my knowledge, correct and that the project will be constructed in conformance with the approved
plans, that the required deed restrictions and protective covenants (if applicable) will be recorded, and that the
proposed project complies with the requireme is of 15A NCAC 211 .1 0.
Signature: Date:' _ ?I' I , -Z ) 1/2009 Version 1.1 Page's'of
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Report Of Preliminary
Subsurface Exploration
Kellswater Commons
Kannapolis, North Carolina
Geoscience Project No. CII08.0.104.CO
Prepared For:
Merrifield Partners, LLC
125 Scaleybark Road
Charlotte, North Carolina
November 18, 2008
Prepared By:
E0SCIENCE GROUP
500 Clanton Road, Smite K
Charlotte, Not-tit Carolina 28217
Phone [phone] Facsimile [phone]

November 18, 2008
Consulting r-1191n0rrs
Merrifield Partners. LLC
GE9SCIENCE 125 Scaleybark Road
GROUP Charlotte, North Carolina
28209
Attention: Mr. Ken Chapman
Reference: Report Of Preliminary Subsurface Exploration
Kellswater Commons
Kamiapolis, North Carolina
Geoscience Project No. CH08,0104.CO
Geoscience Group, Inc. (Geoscience) has completed the preliminary subsurface exploration
for the referenced project. The purpose of this exploration was to determine the general
subsurface conditions at the test locations and to preliminarily evaluate these conditions with
regard to site development. This report presents our findings along with our preliminary
conclusions and recommendations for design and construction of the mixed-use project.
SCOPE OF EXPLORATION
The preliminary subsurface exploration included the execution of fifteen (15) test pits (TP-1
through TP-15) and seven (7) shallow hand auger borings (HA-1 through HA-7) at the
approximate locations shown on the Test Location Diagram, Drawing No. CH08.0104.CO-1,
included in the Appendix.. The test pit and hand auger boring locations were established in the
field by an engineer from Geoscience using the preliminary civil design drawings, a hand held
GPS unit and the existing site features as reference,
The test pits were excavated to depths ranging from approximately 12 to 19 feet below the
ground surface using a Caterpillar 320BL trackhoe. An engineer from Geoscience was onsite
to observe the excavations and visually classify the materials. In addition, soil samples were
obtained at select intervals from the test pits, and a bulk sample was obtained from test pit
TP-1 between the approximate depths of 3 and 8 feet below the ground surface. In
conjunction with the test pits, shallow hand auger borings were performed to determine the
topsoil thickness across the lower elevations of the site.
The laboratory testing performed on the bulk sample obtained from test pit TP-1 consisted
of a Standard Proctor compaction test, an Atterberg Limits test and a natural moisture
content determination. The purpose of this laboratory testing was to determine the
suitability of the onsite soils for use as structural fill. The laboratory test results are included
in the Appendix.
500 ("An 1 Ce3 i -r_, , Nc n I']l;iIm ?eapn.cn;. i ac,inde
snits f 213117 70n 525 2003 70,15252051

Mr. Ken Chapman
Geoscience Project No. CHOUI04.CO
November 18, 2008
Page 2
A Test Pit Summary Table and Hand Auger Boring Sununary Table presenting the results of
the test pits and hand auger borings are included in the Appendix. Elevations incorporated in
this report were interpolated from the September 3, 2008, project. drawing entitled "CutAFill
Grading Analysis" prepared by N%FOCUS Design, Inc.
PRELIMINARY SITE DESCRIPTION
The Kellswater development is located in the southeast: quadrant formed by the intersection of
Rogers Lake Road and Kannapolis Parkway in Kantiapolis, North Carolina. The project site is
largely undeveloped with the groundcover consisting of 'field grass and woodlands. An
existing Duke Power transmission line extends in an approximate northwest-southeast
direction across the center of the site. In addition, several creeks and wet-weather drainage
features are present in the lower elevations of the property. Also, based on our site
observations, it appears that preliminary grading activities have occurred across the northern
portion of the site, adjacent to Rogers Lake Road.
The topography across the project site is characterized by several high points, and by the
previously referenced creeks and drainage features. The highest point of the project site is at
an elevation of approximately 774 feet (MSL) and is located in the southwestern portion of the
site. In addition, the lowest point of the project site is at an elevation of approximately 670
feet (MSL) and is located in the eastern portion of the site.
SUBSURFACE FINDINGS
The subsurface conditions at the site, as indicated by the test pits and shallow hand auger
borings, generally consist of a residual soil profile that has formed from the in-place
weathering of the underlying parent bedrock. However, up to 1'/z feet of existing fill was
encountered in test pits TP-1 and TP-15. In addition, alluvial soils were encountered in test pit
TP-14 to a depth of approximately I1/2 feet below the ground surface. For engineering
purposes, alluvial soils are described as those soils that have been deposited by water. The
generalized subsurface conditions encountered in the test pits and shallow hand auger borings
are outlined below and illustrated on the Generalized Subsurface Profiles, Drawing Nos.
CH08,0104.CO-2 and CH08.0104.120-3, included in the Appendix. For soil descriptions and
general stratification at a particular test location, the Test Pit Summary Table and Hand Auger
Boring Summary Table should be reviewed.
At all the test locations, a surface topsoil layer is present to depths ranging from approximately
1/ to %3 foot. Further, the root systems of large trees can be quite extensive and normally
extend a minimum of 2 to 3 feet below the ground surface.
Subjacent to the topsoil in test pits TP-1 and TP-15, existing fill is present to the respective
depths of approximately I foot and 1%z feet below the ground surface. These fill materials
appear to be associated with preliminary grading activities that have occurred across the
northern portion of the site. When sampled, the existing fill materials generally consist of
clayey SILT and sandy SILT soils with rock fragments.
Mr. Ken Chapman
Geoscience Project No. CF108.0I 04.CO
November 18, 2008
Page 3
Underlying the topsoil in test pit TP-14, alluvial soils are present to a depth of approximately
1 %2 feet below the ground surface. These alluvial soils appear to be associated with a creek
that extends across this portion of the site. When sampled, the alluvial soils generally consist
of a silty CLAY soil.
Typically, residual soils are present beneath the topsoil, existing fill andlor alluvial soils in all
the test pits performed for this phase of the project. These residual soils generally consisted of
near-surface very silty CLAY and very clayey SILT soils that are underlain by slightly
micaceous sandy SILT and silty SAND soils with zones of light-weight materials. These
residual soils extended to the respective test pit termination depth.
Groundwater measurements were attempted at each test pit location prior to backfilling the
excavation. Groundwater was observed in test pits TP-6, TP-9 and TP-10 at depths ranging
from approximately 111/2 to 12 feet below the ground surface. These depths to groundwater
correspond to elevations ranging from approximately 684 to 708 feet (MSL). No measurable
groundwater was observed in any of the remaining test pits performed during this phase of the
project. However, it should be noted that moist soil conditions were encountered within the
deeper residual soils in test pits TP-4, TP-5, TP-11, TP-13, TP-14 and TP-15.
PROJECT DESCRIPTION
The proposed project will include the constnrction of numerous commercial, retail and
residential buildings with adjacent parking areas, truck receiving areas and access drives. The
anticipated building construction will likely contain one, two and three-story steel/wood frame
structures with brick/block fagades and concrete slab-on-grade floor systems. The maximum
wall and column loads are not anticipated to exceed 3 kips per linear foot and 100 kips,
respectively. In addition, the maximum floor slab loadings will likely be on the order of 150
pounds per square foot.
For the purposes of preparing this report, Geoscience used the proposed grades illustrated on
the September 3, 2008, project drawing entitled "Cut/Fill Grading Analysis" prepared by
N®FOCUS Design, Inc. According to this drawing, the finished grades will range from 690 to
770 feet (MSL). It appears that a maximum excavation depth of approximately 25± feet and a
maximum fill depth on the order of 40± feet will be required to establish the site grades. The
majority of the excavation will occur across the northern and southwestern portions of the site,
while the majority of the fill placement will occur across the southern and eastern portions. In
addition, tall structural fill slopes are plannedfor the eastern and central portions of the site.
PRELIMINARY CONCLUSIONS AND RECOMMENDATIONS
The test pits and shallow hand auger borings performed at this site represent the subsurface
conditions at the test locations only. Due to the prevailing geology, the presence existing fill
and the nature of alluvial deposits, there can be changes in the subsurface conditions over
relatively short distances that have not been disclosed by the results of the preliminary testing
performed. Consequently, there may be undisclosed subsurface conditions that require special
treatment or additional preparation once these conditions are revealed during construction.
Mr. Ken Chapman
Geoscience Project No. C1108.0104.CO
November 18, 2008
Page 4
Once the project layout and design have been finalized, we nutst review our recommendations
in light of the new information and niake any necessary changes, Also, additional subsurface
data consisting of soil test borings will be required to cotiyinn our conclusions and provide
further t ecotntnendations far the final project layout and design.
PROJECT DESIGN
Discussion: Existing fill was encountered in test pits TP-1 and TP-15 to the respective
depths of approximately I foot and 1'/2 feet below the ground surface, These fill materials
appear to be associated with the preliminary grading activities that have occurred across the
northern portion of the site, adjacent to Rogers Lake Road. We recommend that soil test
borings be performed to further evaluate the character and consistency of the existing fill
across the pre-graded areas of the site.
Alluvial soils were encountered in test pit TP-14 to a depth of approximately 11/7. feet below
the ground surface. Also, there is the potential that alluvial materials will be encountered at
other locations in the vicinity of the existing creeks and wet-weather drainage features. Due
to the amount of fill required to reach the proposed grades across these low-lying areas of
the site, portions of these alluvial soils could be scarified, dried, compacted and bridged
through the planned filling operations, Further recommendations in this regard are outlined
in the "Project Construction" section of this report.
The residual soils at the project site generally consist of near-surface very silty CLAY and very
clayey SILT soils underlain by slightly micaceous sandy SILT and silty SAND soils with zones
of light-weight materials. The near-surface very clayey soils can easily become remolded
(i,e., softened) under the weight of construction traffic. As a result, some undercutting of
these residual very clayey soils may be required to provide a suitable building, pavement
and/or fill subgrade, The extent of the necessary undercutting will be influenced by the
weather conditions, the time of year during which site grading is performed and the amount
of construction traffic that passes over these clayey soils. In addition, it has been our
experience that the residual soils can be difficult to compact properly if they are not at the
appropriate moisture content. Also, the light-weight sandy SILT and silty SAND soils have a
tendency to "rebound" or expand after compaction, and are very susceptible to erosion.
Therefore, we suggest that development of this site be performed during the drier
summer months to help reduce the number of difficulties that may be encountered
during site grading.
Based on the fill depths required for certain areas of the project, adequate time must be given
for the soils to consolidate under the weight of the newly placed structural fill. Upon
completion of the site grading activities in the deeper fill areas of the site (?20 feet of new fill),
settlement plates should be installed to monitor the settlement of the underlying soils. Once it
has been determined that the majority of the settlement has occurred, building construction and
paving activities could begin, We anticipate that the majority of the settlement will occur
within 30 to 60 days.
Mr. Ken Chapman
Geoscience Project No. CH08,0104.CO
November 18, 2008
Page 5
Building Support-, The results of the preliminary test pit exploration indicate that the proposed
structures could be adequately supported on shallow foundation systems consisting of spread
footings bearing on suitable residual soils or on newly-placed structural rill. A net allowable
bearing pressure of up to 3,000 pounds per square foot (PST can be used for preliminary
sizing of the foundations. The net allowable hearing pressure is that pressure which may he
transmitted to the soil in excess of the minimum surrounding overburden pressure. For design,
minimum wall and column footing dimensions of 16 and 24 inches, respectively, should be
maintained to reduce the possibility of a localized, "punching" type, strcar failure. Also,
exterior foundations and foundations in unheated areas should be designed to bear at least 18
inches below finished grades for frost protection.
The slab-on-grade floor systems for the proposed structures can be adequately supported on
suitable residual soils or on new, properly placed fill provided the site preparation and till
recommendations outlined herein are implemented. We recommend that the floor slabs be
structurally isolated from the building foundations to allow independent movement. Also, a
granular material should be placed immediately beneath the floor slabs to increase the load
distribution capabilities of the floor slab systems. Furthermore, the use of a vapor barrier
should be considered to reduce the potential for vapor transmission through the slab.
Exterior Pavements: Suitable residual soils or newly-placed structural fill can provide
adequate support for a pavement structure designed for the appropriate subgrade strength and
traffic characteristics. The pavement subgrade should be prepared in accordance with the site
preparation and fill recommendations provided in this report. The subgrade and pavement
surface should be sloped to a suitable outlet to provide positive subsurface and surface
drainage away from the pavement. Water that accumulates within the base course layer and/or
ponds on the pavement surface can lead to softening of the subgrade and other problems that
will result in accelerated deterioration of the pavement system.
Cut And Fill Slopes: Based on the susceptibility of the onsite soils to erosion, we
recommend that all permanent cut slopes within residual soils and properly compacted
fill slopes be no steeper than 3(I1):1(V), The cut and fill slopes must be vegetated to
minimize erosion. Furthermore, any slopes that are greater than 10 feet in height should have
a permanent erosion neat and parallel slope drains at tnid-?height to help protect the slope face
from erosion. Taller slopes may need to incorporate parallel slope drains more frequently.
Any fill placed in sloping areas must be properly benched. into the adjacent soils. Temporary
slopes in confined or open excavations should perform satisfactorily at inclinations of
1(11):l(V); however, the surface of these slopes should be adequately protected from inclement
weather. Also, if soft/saturated soils are encountered within the excavations, then flatter slopes
and/or shoring will likely be required. All excavations should conform to applicable OSHA
regulations.
For permanent slopes less than 5 feet in height, the future building and pavement limits
should be offset a minimum five (5) horizontal feet from the crest of the slope. For
permanent slopes that are 5 or more feet in height, the future building and pavement limits
Mr. Ken Chapman
Geoscience Project No. CH08.0104.CO
November 18, 2008
Page 6
should be offset a minimum horizontal distance equal to the slope height. Appropriately
sized ditches should run above and parallel to the crest of all permanent slopes to divert
surface runoff away from the slope face. It is important to note that all till slopes must be
overbuilt with properly compacted structural rill and then excavated back to the proposed
grades to obtain proper compaction on the slope face. Steeper slope angles and less
required building/Pavement offset distances are possible if the fill slopes are properly
designed. Recommendations in this regard can be provided by Geoscience, if the project
requires it.
PROJECT CONSTRUCTION
Site Preparation; The proposed construction area should be stripped of all topsoil, organic
material and other soft or unsuitable material. However, based on the results of the test pits
and shallow hand auger borings, it may be possible to leave the topsoil layer in-place within
the deeper fill areas of the site. Further recommendations in this regard are outlined in the
subsequent paragraphs.
Upon completion of the above preparatory operations, the exposed subgrade in areas to receive
fill should be thoroughly proofrolled with a loaded dump truck or similar pneuunatic-tired
vehicle having a loaded weight of approximately 25 tons. After excavation, the exposed
subgrade in cut areas should be similarly proofrolled. All proofrolliug operations should be
performed under the observation of a geotechnical engineer or his authorized representative
from Geoscience. The proofrolling should consist of two (2) complete passes of the exposed
areas, with each pass being in a direction perpendicular to the preceding one. Any areas which
deflect, rut or pump during the proofrolling, and fail to be remedied with successive passes,
should be undercut to suitable soils and backfilled with properly compacted structural fill.
Based on the results of the test pits and shallow hand auger borings, the topsoil layer, if similar
to that encountered in the test pits, could likely be left in-place across the deeper fill areas of
the site provided the following recommendations are implemented. Where 10 feet or more of
new fill is to be placed, the entire topsoil layer could be left in-place beneath the future
buildings and pavement areas.. The topsoil should be completely removed in areas where less
than 10 feet of new fill is required to reach the planned site grades. Prior to placing any new
fill over the topsoil that is to be left in-place, the exposed subgradc should be properly
prepared as outlined below. In addition, shallow test pits should be performed to further
explore the consistency and depth of the topsoil layer. Also, prior to the start of mass
grading, Geoscience recommends that the future building owners/tenants review the
recommendations for leaving topsoil in place to determine if they comply with their
standards for `pad ready" sites.
For bridging unstable soils and topsoil that are to remain in-.place, the exposed subgrades
should be scarified and allowed to dry. Once an acceptable moisture content has been reached,
the scarified subgrades should be compacted using a Caterpillar 815 or similar roller. The
roller should make at least 6 passes over the subgrade, with the rolling operations performed
Mr. Ken Chapman
Gcoscience Project No.C1408.0104.C0
November 18, 2008
Page 7
under the observation of an engineer from our office. Upon completion of the compaction
efforts, the exposed subgrade should be proofrolled with a loaded dump truck or similar
pneumatic-tired vehicle having a loaded weight of approximately 25 tons. Any areas which
deflect, rut or pump during the compaction and proofrolling efforts, and fail to be remedied
with successive passes, should be undercut to suitable soils and backrilled with properly
compacted structural till.
Any areas that are pre-graded for construction must be positively sloped to facilitate sui-face
drainage. In addition, these areas of the project site should be seeded or covered with
permanent erosion mat to further protect the near-surface soils from inclement weather,
Groundwater And Surface Water: Groundwater was observed in test pits TP-6, TP-9 and
TP-10 at depths ranging from approximately I 1 %2 to 12 feet below the ground surface.
Based on the project information provided to us, these depths to groundwater are at least 10
feet below the rough final site grades. Therefore, it does not appear that permanent dewatering
will be required for this project.
Construction problems related to groundwater will likely be encountered during the site
grading activities in the vicinity of creeks and wet-weather drainage features that extend
across the low-lying areas of the site. The water associated with these areas of the site could
be controlled during construction through the use of diversion trenches, sump areas, blanket
drains and/or filtered trench drains that discharge to suitable outlet areas. Additional
considerations with regard to groundwater control should be addressed in the field by a
qualified geotechnical engineer from our office.
Difficult Excavation: Very dense soils and rock were not encountered in any of the test pits
performed for this project. However, due to the size of the project site, there is the potential
that weathered rock and bedrock could be encountered between the widely spaced individual
test pit locations. Where dense soils or partially weathered rock exist, a D-8 or similar size
dozer equipped with a steel tooth ripper, or a Caterpillar 335 or sinular size backhoe equipped
with rock teeth may be required to loosen these materials prior to their removal. Bedrock
materials, if encountered, would likely require rock excavation techniques in utility and/or
other confined excavations. If blasting is required, we recommend that it be performed by a
qualified blasting contractor prior to the start of any building construction.
Soil Suitability: Any fill used for the project should be free of organic matter and debris with a
low to moderate plasticity (Plasticity Index less than 30). The fill should exhibit a maximum
dry density of at least 90 pounds per cubic foot, as determined by a Standard Proctor
compaction test (ASTM D 698). We recommend that moisture control limits of ±3 percent of
the optimum moisture content be used for optimum placement of project fill. In addition, any
fill soils placed wet of the optimum moisture content must remain stable under heavy
pneumatic-tired construction traffic.
Mr. Ken Chapman
Geoscience Project No. CRO8.O104.C0
November 18, 2008
Page 8
Ur??attllidt) krns?inant_t
The onsite residual soils generally appear suitable for use as structural dill. However, these
GEE- SCIENCE materials can be difficult to compact properly if not at the appropriate; moisture Content,
GROUP particularly for the near-surface very clayey soils. In addition, the light-weight soils h&tve a
tendency to "rebound" or expand after compaction, and are very susceptible to erasion,
Some moisture modification of the onsite soils will be required. The type, extent and
difficulty with obtaining the required moisture modification will be influenced by tho soil
plasticity and the weather conditions encountered during site grading. In addition, within
deep cut areas, the excavated soils will likely require moderate to extensive drying prior to
their placement as structural fill,
Any soil fill required for this project should be placed in lifts not exceeding twelve (12) inches
loose thickness and should be compacted with an adequately-sized roller to at least 95 percent
of its Standard Proctor maximum dry density. However, for isolated excavations where a hand
tamper or walk-behind roller is required, the maximum lift thickness (loose) should not exceed
5 inches. We recommend that field density tests be performed on the fill as it is being placed,
at a frequency determined by an experienced geotechnical engineer, to verify that proper
compaction is achieved.
CLOSURE
Geoscience appreciates having had the opportunity to assist you during this phase of the
project. Should you have any questions concerning the information outlined in this report, or
if we can be of further service to you, please contact us.
William J. Sullivan, P.E.
Senior Consulting Engineer
North Carolina License No. 11453
Enclosures
File: PAVork Files/COAISERV/2008/CH08:0104.CO.TPZetter
APPENDIX
Test Location Diagram
Generalized Subsurface Profiles
Test Pit Summary Table
Hand Auger Boring Summary Table
Compaction Test Plot
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TEST PIT SUMMARY TABLE
KELLSWATER COMMONS
KANNAPOLIS, NORTH CAROLINA
GEOSCIENCE PROJECT NO. CH08.0104.CO
TABLE 1 OF 4
Test Pit Designation Depth (ft.) And Description
TP-1 0.0-0.2 Topsoil And Roots
Existing Grade - 749' 0.2-1.0 FILL - Reddish-Brown, Brown And Tan Coarse To Fine Sandy Very Clayey
Proposed Grade - 737' SILT With Rock Fragments
1.0-3.0 RESIDUAL - Reddish-Brown And Brown Slightly Micaceous Medium To
Fine Sandy Very Clayey SILT With Fine Roots
3.0-8.0 RESIDUAL - Reddish-Brown And Brown Slightly Micaceous Medium To
Fine Sandy Clayey SILT
8.0-12.0 RESIDUAL - Reddish-Brown, Brown And Tan Slightly Micaceous Clayey
Medium To Fine Sandy SILT
12.0-16.5 RESIDUAL - Reddish-Brown, Brown And Tan Slightly Micaceous Medium
Bulk Sample Obtained To Fine Sandy SILT
From 3 To 8 Feet 16.5 Test Pit Terminated - No Groundwater Encountered
TP-2 0.0-0,3 Topsoil And Roots
Existing Grade - 757' 0.3-3.0 RESIDUAL - Reddish-Brown And Brown Slightly Micaceous Medium To
Proposed Grade- 735' Fine Sandy Very Clayey SILT With Fine Roots
3.0-7.0 RESIDUAL - Reddish-Brown, Brown And Tan Slightly Micaceous Medium
To Fine Sandy Clayey SILT
7.0-9.0 RESIDUAL - Reddish-Brown, Brown And Tan Slightly Micaceous Clayey
Medium To Fine Sandy SILT
9,0-14.0 RESIDUAL - Reddish-Brown, Tan And Black Slightly Micaceous Medium
To Fine Sandy SILT
14.0-19.0 RESIDUAL - Reddish-Brown, Brown, Tan And Black Slightly Micaceous
Medium To Fine Very Sandy SILT
19.0 Test Pit Terminated - No Groundwater Encountered
TP-3 0.0-0.3 Topsoil And Roots
Existing Grade - 748' 0.3-2.5 RESIDUAL - Reddish-Brown And Brown Slightly Micaceous Medium To
Proposed Grade- 726' Fine Sandy Very Clayey SILT
2.5-5.0 RESIDUAL - Reddish-Brown, Brown And Tan Slightly Micaceous Medium
To Fine Sandy Clayey SILT
5.0-9.0 RESIDUAL - Reddish-Brown, Brown, Tan And Black Slightly Micaceous
Clayey Medium To Fine Sandy SILT
9.0-14.0 RESIDUAL - Reddish-Brown, Brown, Tan And Black Slightly Micaceous
Medium To Fine Sandy SILT
14.0-17.0 RESIDUAL - Brown, Tan And Black Slightly Micaceous Medium To Fine
Sandy SILT
17.0 Test Pit Terminated - No Groundwater Encountered
TP-4 0.0-0.3 Topsoil And Roots
Existing Grade - 696' 03-2.0 RESIDUAL - Reddish-Brown And Brown Medium To Fine Sandy Clayey
Proposed Grade- 698' SILT (Moist) With Fine Roots
2.0-4.0 RESIDUAL - Reddish-Brown, Brown And Grey Coarse To Fine Sandy Silty
CLAY (Moist)
4.0-7.0 RESIDUAL - Brown, Tan And Grey Coarse To Fine Sandy Very Silty
CLAY (Moist)
7.0-9.0 RESIDUAL - Brown, Tan And Grey Coarse To Fine Sandy Clayey SILT
(Moist)
9.0-11.0 RESIDUAL - Grey Very Silty Coarse To Fine SAND (Very Moist) With
Weathered Rock Fragments And Clay Seams
11.0-15.0 RESIDUAL - Brown, Tan And Black Slightly Micaceous Silty Coarse To
Fine SAND (Very Moist)
15.0 Test Pit Terminated - No Groundwater Encountered
TEST PIT SUMMARY TABLE
KELLSWATER COMMONS
KANNAPOLIS, NORTH CAROLINA
GEOSCIENCE PROJECT NO. CH08.0104.CO
TABLE 2 OF4
Test Pit Designation Depth (It.) And Description
TP-5 0.0-0.5 Topsoil And Roots
Existing Grade - 692' 0.5-3.0 RESIDUAL- Reddish-Brown And Tan Medium To Fine Sandy Very Clayey
Proposed Grade - 699' SILT With Fine Roots
3.0-6.0 RESIDUAL - Brown, Tan And Grey Clayey Coarse To Fine Sandy SILT
6.0-10.0 RESIDUAL - Brown And Tan Clayey Very Silty Coarse To Fine SAND
10.0-15.0 RESIDUAL - Brown, Tan And Grey Slightly Micaceous Silty Coarse To
Fine SAND (Moist)
15.0 Test Pit Terminated - No Groundwater Encountered
TP-6 0.0-0.3 Topsoil And Roots
Existing Grade - 703' 0.3-2.5 RESIDUAL- Reddish-Brown, Brown And Grey Coarse To Fine Sandy
Proposed Grade - 712' Clayey SILT (Moist) With Fine Roots
2.5-5.0 RESIDUAL -- Brown And Grey Silty Coarse To Fine Very Sandy CLAY
(Moist) With Fine Roots
5.0-8.0 RESIDUAL - Brown, Tan And Grey Slightly Micaceous Very Silty Coarse
To Fine SAND (Moist) With Clay Seams
8.0-14.0 RESIDUAL -Brown, Tan, Grey And White Slightly Micaceous Very Silty
Coarse To Fine SAND
14.0 Test Pit Terminated - Groundwater Encountered At 11.6 Feet
TP-7 0.0-0.3 Topsoil And Roots
Existing Grade - 720' 0.3-2.5 RESIDUAL - Reddish-Brown And Brown Medium To Fine Sandy Very
Proposed Grade - 721' Clayey SILT
2.5-5.0 RESIDUAL - Reddish-Brown And Tan Medium To Fine Sandy Clayey SILT
5.0-7.0 RESIDUAL - Reddish-Brown, Brown And Tan Clayey Coarse To Fine Very
Sandy SILT
7.0-9.0 RESIDUAL - Reddish-Brown And Tan Clayey Coarse To Fine Very Sandy
SILT
9.0-15.0 RESIDUAL - Brown And Tan Very Silty Coarse To Fine SAND
15.0 Test Pit Terminated - No Groundwater Encountered
TP-8 0.0-0.3 Topsoil And Roots
Existing Grade - 700' 0.3-2.0 RESIDUAL - Reddish-Brown, Brown And Tan Medium To Fine Sandy
Proposed Grade - 717' Clayey SILT (Moist) With Fine Roots
2.0-5.0 RESIDUAL - Reddish-Brown, Brown, Tan And Grey Coarse To Fine Sandy
Clayey SILT
5.0-8.0 RESIDUAL - Reddish-Brown, Brown, Tan And Grey Clayey Coarse To Fine
Sandy SILT
8.0-10.0 RESIDUAL- Brown, Tan And Grey Slightly Micaceous Very Silty Coarse
To Fine SAND
10.0-14.0 RESIDUAL - Brown, Tan And Grey Slightly Micaceous Silty Coarse To
Fine SAND
14.0 Test Pit Terminated - No Groundwater Encountered
TP-9 0.0-0.4 Topsoil And Roots
Existing Grade - 696' 0.4-2.0 RESIDUAL - Brown, Tan And Grey Coarse To Fine Sandy Very Silty
Proposed Grade - 711' CLAY
2.0-6.0 RESIDUAL - Brown, Tan And Grey Silty Coarse To Fine Very Sandy
CLAY (Very Moist)
6.0-11.0 RESIDUAL - Brown, Tan And Grey Slightly Micaceous Silty Coarse To
Fine SAND (Very Moist)
11.0-13.0 RESIDUAL - Brown, Tan And Grey Slightly Micaceous Silty Coarse To
Fine SAND
13.0 Test Pit Terminated - Groundwater Encountered At 12.0 Feet
TEST PIT SUMMARY TABLE
KELLSWATER COMMONS
KANNAPOLIS, NORTH CAROLINA
GEOSCIENCE PROJECT NO, CH08.0I04.CO
TABLE 3 OF 4
Test Pit Designation Depth (ft.) And Description
TIP-10 0.0-0.5 Topsoil And Roots
Existing Grade - 720' 0.5-2.5 RESIDUAL - Brown, Tan And Grey Coarse To Fine Sandy Silty CLAY
Proposed Grade - 720' With Fine Roots
2.5-6,0 RESIDUAL - Brown, Tan And Grey Clayey Coarse To Fine Sandy SILT
(Moist)
6.0-8.0 RESIDUAL - Brown, Tan And Grey Clayey Coarse To Fine Very Sandy
SILT (Very Moist)
8.0-12.0 RESIDUAL - Brown, Tan And Grey Slightly Micaceous Silty Coarse To
Fine SAND (Very Moist)
12,0-14.0 RESIDUAL - Brown, Tan And Grey Slightly Micaceous Silty Coarse To
Fine SAND
14.0 Test Pit Terminated - Groundwater Encountered At 12,0 Feet
TP-11 0.0-0.3 Topsoil And Roots
Existing Grade- 700' 0.3-2.5 RESIDUAL - Reddish-Brown And Brown Coarse To Fine Sandy Very
Proposed Grade - 700' Clayey SILT With Fine Roots
2,5-4.5 RESIDUAL - Reddish-Brown And Tan Medium To Fine Sandy Clayey SILT
4.5-7.0 RESIDUAL - Reddish-Brown, Brown And Tan Clayey Medium To Fine
Sandy SILT
7.0-9.0 RESIDUAL - Reddish-Brown, Brown And Tan Clayey Coarse To Fine
Sandy SILT
9.0-11.0 RESIDUAL - Brown, Tan And Grey Coarse To Fine Sandy Clayey SILT
11.0-14.0 RESIDUAL - Brown, Tan And Grey Slightly Micaceous Very Silty Coarse
To Fine SAND (Very Moist)
14.0 Test Pit Terminated - No Groundwater Encountered
TP-12 0.0-0.2 Topsoil And Roots
Existing Grade - 710' 0.2-2.5 RESIDUAL - Reddish-Brown, Brown And Tan Slightly Micaceous Medium
Proposed Grade - 710' To Fine Sandy Clayey SILT With Fine Roots
2.5-5.0 RESIDUAL - Reddish-Brown, Brown And Tan Slightly Micaceous Clayey
Medium To Fine Sandy SILT
5.0-10.0 RESIDUAL - Reddish-Brown, Brown And Tan Slightly Micaceous Medium
To Fine Sandy SILT
10.0-14.0 RESIDUAL - Brown, Tan And Black Slightly Micaceous Medium To Fine
Sandy SILT
14.0 Test Pit Terminated - No Groundwater Encountered
TP-13 0.0-0.5 Topsoil And Roots
Existing Grade - 710' 0.5-2.5 RESIDUAL - Brown, Tau And Grey Coarse To Fine Sandy Very Clayey
Proposed Grade - 730' SILT With Fine Roots
2.5-5.0 RESIDUAL - Brown, Tan And Grey Silty Clayey Coarse To Fine SAND
5,0-10.0 RESIDUAL - Brown, Tan And Grey Slightly Micaceous Very Silty Coarse
To Fine SAND
10.0-13.0 RESIDUAL - Brown, Tan And Grey Slightly Micaceous Very Silty Coarse
To Fine SAND (Moist)
13.0 Test Pit Terminated - No Groundwater Encountered
TP-14 0.0-0.2 Topsoil And Roots
Existing Grade - 718' 0.2-1.5 ALLUVIAL - Brown, Tan And Grey Medium To Fine Sandy Very Silty
Proposed Grade - 718' CLAY With Rock Fragments And Trace Organics
1.5-3.0 RESIDUAL - Brown, Tan And Grey Slightly Micaceous Silty Clayey Coarse
To Fine SAND (Moist)
3,0-7.0 RESIDUAL - Brown, Tan And Grey Slightly Micaceous Clayey Very Silty
Coarse To Fine SAND (Moist)
7.0-14.0 RESIDUAL - Brown, Tan And Grey Slightly Micaceous Silty Coarse To
Fine SAND (Moist)
14.0 Test Pit Terminated - No Groundwater Encountered
TEST PIT SUMMARY TABLE
KELLSWATER COMMONS
KANNAPOLIS, NORTH CAROLINA
GEOSCIENCE PROJECT NO. CH08.0I04.CO
TART .F. 4 nF 4
Test Pit Designation Depth (11.) And Description
TP-15 0.0-0.2 Topsoil And Roots
Existing Grade - 728' 0.2-1.5 FILL - Brown, Tan And Grey Slightly Micaccous Clayey Medium To Fine
Proposed Grade - 753' Sandy SILT
1.5-4.0 RESIDUAL - Brown, Tan And Grey Slightly Micaceous Very Silty Coarse
To Fine SAND
4.0-10.0 RESIDUAL - Brown, Tan And Grey Slightly Micaceous Silty Coarse To
Fine SAND
10.0-13.0 RESIDUAL- Brown, Tan And Grey Slightly Micaceous Silty Coarse To
Fine SAND (Moist)
13.0 Test Pit Terminated - No Groundwater Encountered
TP-16 0.0-0.2 Topsoil And Roots
Existing Grade - 735' 0.2-2.0 RESIDUAL - Reddish-Brown And Brown Slightly Micaceous Medium To
Proposed Grade - 744' Fine Sandy Clayey SILT With Fine Roots
2.0-5.5 RESIDUAL - Reddish-Brown, Brown And Tan Slightly Micaceous Clayey
Medium To Fine Sandy SILT
5.5-12.0 RESIDUAL - Reddish-Brown, Brown And Tan Slightly Micaceous Medium
To Fine Sandy SILT
12.0 Test Pit Termnated - No Groundwater Encountered
Test Pits Were Excavated With A Caterpillar 320BL Trackhoe
HAND AUGER BORING SUMMARY TABLE
KELLSWATER COMMONS
KANNAPOLIS, NORTH CAROLINA
GEOSCIENCE PROJECT NO. CH08.0104.CO
TABLE 1 OF I
Hand Auger Boring Topsoil Thickness (Inches)
HA-1 4
HA-2 4
HA-3 3
HA-4 3
RA-5 3
HA-6 3
HA-7 5

140
138' .
136

134

132

130
128
126 -
124 - }

122

120

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L

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0 116

114
a.

112

110

108
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102 -
' 1
100
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98 - -

96 °

94 -

92
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90

88

86

84

82
80 - ?+ -
0 5
Ceoscience Group, Inn. COMPAC710N
500-K Clanton Road TEST'
Charlotte, North Carolina
JOB NAME: Krl f WATER COMMONS
JOB LOCATION: KANNAPOLIS NORTI-ICARCI?V??rT'
JOB NUMBER: CI.108:0104.CO _
MOISTURE-DENSITY RELATIONSHIP
METHOD OFTEST: ASTM D 693 M
MAX, TORY DENSITY: 94.9

OPT. MOISTURE CONTENT: .fi
NAT. MOISTURE CONTENT: _.112
A'ITERBER LIMITS: LL 56
SOIL DESCRIPTION: Reddish-Brown
Slight 1}' Micaceous tyie.ditnai To Pine S uldy eifhod A

PCT
`%.
-- %,
PL
And BPCt,LU_'
CI iyt Sll l'

LOCATOIN: TP-1 DEPTH: 3.0'
CURVES OF 100% SATURATION FOR
SPECIFIC GRAVITIES EQUAL TO:
2.8
2.7
a / i-- 2.6
10 15 20 25 30
WATER CONTENT (percent of dry weight)
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