20090566 Ver 1_Stormwater Info_20091001

vMCKIM&CREED
TO: NCDENR - DWQ
2321 Crabtree Boulevard
Raleigh, NC 27699
ATTENTION: Ms. Annette Lucas
09 -oSLoLP
LETTER OF TRANSMITTAL
DATE: September 28, 2009
PROJECT NO: 01517-0194 T TASK NO:
RE: Caterpillar Product Development Center
TRANSMITTAL NO: PAGE 1 OF 1
WE ARE SENDING: ? Originals ® Prints
? Specifications ? Calculations
? Shop Drawings ? Samples
® Other
Quantity Drawing No. Rev Description Status
2 Plan Set for BMP's and Erosion Control Drawings
1 Set of relevant stormwater calculations
2 Wet Detention Basin supplements
2 Stormwater BMP O&M Agreements (original)

REMARKS: Hi Annette,
Please find the enclosed information that you requested for the Caterpillar Core PDC site
supplemental to the 401 approval. Please let us know if you need any additional
information, or if you have any questions.
0 I CT 1 2009
WETWO AND STOORMW SPANN
1730 Varsity Dr., Suite 500, Raleigh, NC 27606 919/233-8091 Fax [phone]
Cc:
McKIM & CREED, PA
Signed a."Ze
Gareth Avant, El
v MCKIM&CREED
v
September 28, 2009
P L A N N E R S
Venture IV Building
Suite 500
1 730 Varsity Drive
Raleigh, NC 27606
919.233.8091
Fax [phone]
www.mckimcreed.corn
Ms. Annette Lucas
NCDENR - DWQ - 401 Permitting Unit
2321 Crabtree Blvd, Suite 250
Raleigh, NC 27604
RE: Caterpillar Access Road comments dated August 19, 2008
Ms. Lucas:
ENGINEERS
S U R V E Y O R S
M&C 01517-0194
In response to your comments received on August 19, 2009, we have revised the
enclosed plans and we offer the following responses below. Original comments
are shown in BOLD.
1. Please provide a BMP Supplement Form for each proposed best
management practice that will be used on the site (including both
worksheets, Design Summary and Required Items Checklist), as well as all
of the required items. The BMP Supplement Forms are available on the
DWQ web site at: http://h2o.enr.state.nc.us/su/bmp-forms.htm. The DWQ
will conduct a detailed review of the BMP designs after this information
has been submitted.
A BMP Supplement Form, along with O&M Agreement has been provided
for each proposed BMP.
2. The level spreader that is proposed downslope of BMP #1 must be
relocated to an area that has appropriate slope and topography per Chapter
8 of the BMP Manual.
The proposed level downstream of the emergency has been removed as
directed through discussions with NCDENR-DWQ and NCDENR-DLR. The
proposed level spreader downstream of the primary spillway has been
relocated to an area that meets the requirements stated in Chapter 8 of the
BMP Manual.
Ms. Annette Lucas
September 28, 2009
Page 2 of 2
3. Condition 7 states: "All areas on the site that shall be utilized for
equipment testing shall be shown clearly on the plans. In addition, the
testing processes themselves and their impacts on the natural land surface
shall be described in detail. Any areas that will be left undisturbed on an
ongoing basis shall be equipped with appropriate Sediment and Erosion
Control measures... " Although the testing area has been shown clearly on
the plans, the remainder of this condition does not appear to have been
met. Please provide the requested description as well as plan details for the
proposed sediment and erosion control measures.
A detailed description of the testing area activities has been added to the
project's narrative, included with this package. All sedimentation and
erosion control devices have been designed for the 25-year storm and all the
design of all devices has been approved by NCDENR-DLR. Plan details for
these devices are shown on sheet C5102 of the attached "Issued for
Construction" drawing set.
If you have any questions during your review, please do not hesitate to give me a
call at 919.233.8091. Thank you for your help.
Sincerely,
McKIM & CREED, P.A.

Gareth Avant, El, LEED AP
Engineer Intern
Attachments: - 2 sets of REVISED stormwater and erosion control plans.
- Relevant stormwater calculations
- 2 BMP Supplement forms
- 2 O&M agreements
Copy to: Project file
v? McKIM&CREED
Permit Number:
(to be provided by DWQ)
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 ? does not incorporate a vegetated filter at the outlet.
This system (check one):
? does ® 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
Iona 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:
BMP element: Potential problem: How 1 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 Re air 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 4V5 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads .35 feet in the forebay, the sediment
shall be removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation 207.50
Sediment Removal
Bottom
204.00 P ane Pool
--------------- - - Volue Sediment Removal Elevation 203.00 Volume
203.00 ft Min. -------------------------------------------- ------
Sediment Bottom Elevation 201.00 1-ft n
Storage S unec
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:Caterpillar Core PDC Site
BMP drainage area number:# 1
Pri
Tit
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. KA a Notary Public for the State of
County of _20hOb-?p Qdo hereby certify that
,- personally appeared before me this d5-1h
day of Ltok w?l C , 2 , and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
SEAL
My commission expires -)L(J • E ICAU I?
Form SW401-Wet Detention Basin O&M-Rev.4 Page 4 of 4

Permit Number:
(to be provided by DWQ)
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 ? does not incorporate a vegetated filter at the outlet.
This system (check one):
? does ® 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 oblem: 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:
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 of4
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 4?5 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads 3.5 feet in the forebay, the sediment
shall be removed.
BASIN DIAGRAM
(till in the blanks)
Sediment Removal
Bottom
Permanent Pool Elevation 205.50
202.00 P ane Pool
-------------- -- Volume Sediment Removal Elevation 201.00 Volume
200.00 ft Min. --------------------------------------Liiimet
Sediment Bottom Elevation 199.00 Storage Storage
FOREBAV 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:CatgMillar Core PDC Site
BMP drainage area number:#2
Print name: .?CfiF,iN Oki a?'4t11
Title:1A1t(1 AJAA)-JW
41,1 r
Address: 7 C V
Phone: r1f ' ' ,? - anei i
S
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, LRWO 1\A- &('CfJ , a Notary Public for the State of
Ukh d i1(-k-6 County of :: hIY Ln , do hereby certify that
personally appeared before me this v??
day of I , and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
SEAL
My commission expires IU EJ t ??
Form SW401-Wet Detention Basin O&M-Rev.4 Page 4 of 4
Permit
(to be provided by DWQ)
OF WAT?cq
_AWA °
NCDENR o
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN 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.
IL PAOJECT INFORMATION
Project name Caterpillar Core PDC Site
Contact person Gareth Avant, McKim & Creed, PA
Phone number 919.233.8091
Date 22-Sep-2009
Drainage area number #1
111. DESIGN INFORMATION
Site Characteristics
Drainage area 615,195 ftz
Impervious area, post-development 374,224 ftz
% impervious 60.83 %
Design rainfall depth 1.0 in
Storage Volume: Non-SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5" runoff volume
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the pre/post control of the lyr 24hr storm peak flow required?
1-yr, 24-hr rainfall depth
Rational C, pre-development
Rational C, post-development
Rainfall intensity: 1-yr, 24-hr storm
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 1 Oft vegetated shelf elevation
Bottom of 1 Oft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state-required temp, pool?
Elevation of the top of the additional volume
30,630 ft3 OK
31,080 ft3
OK, volume provided is equal to or in excess of volume required.
ft3
ft3
ft3
ft3
ft3
(Y or N)
2.9 in
0.40 (unitless)
0.80 (unitless)
4.94 in/hr OK
4.74 ft3/sec
19.86 ft3/sec
15.12 ft3/sec
209.20 fmsl
207.50 fmsl
fmsl
208.00 fmsl
207.00 fmsl Data not needed for calculation option #1, but OK if provided.
203.00 fmsl
201.00 fmsl Data not needed for calculation option #1, but OK if provided.
2.00 ft
N (Y or N)
fmsl
Form SW401-Wet Detention Basin-Rev.9-9/17/09 Parts I. & II. Design Summary, Page 1 of 2
Permit N
(to be provided by DWQ)
q Pf$IGNINFORMATION
Surface Areas
Area, temporary pool 20,025 ft?
Area REQUIRED, permanent pool 14,765 ftZ
SA/DA ratio 240 (unitless)
Area PROVIDED, permanent pool, Apermpod
Area, bottom of 1 Oft vegetated shelf, Abot shelf
Area, sediment cleanout, top elevation (bottom of pond), Abotpond
Volumes
Volume, temporary pool
Volume, permanent pool, Vpermpool
Volume, forebay (sum of forebays if more than one forebay)
Forebay % of permanent pool volume
SA/DA Table Data
Design TSS removal
Coastal SA/DA Table Used?
Mountain/Piedmont SA/DA Table Used?
SA/DA ratio
Average depth (used in SA/DA table):
Calculation option 1 used? (See Figure 10-2b)
Volume, permanent pool, Vpermpml
Area provided, permanent pool, Apermpool
Average depth calculated
Average depth used in SA/DA, deV, (Round to nearest 0.5ft)
Calculation option 2 used? (See Figure 10-2b)
Area provided, permanent pool, Apermpod
Area, bottom of 1 Oft vegetated shelf, Abol_shelf
Area, sediment cleanout, top elevation (bottom of pond), Abotpond
"Depth" (distance b/w bottom of 1Oft shelf and top of sediment)
Average depth calculated
Average depth used in SA/DA, deV, (Round to nearest 0.51t)
Drawdown Calculations
Drawdown through orifice?
Diameter of orifice (if circular)
Area of orifice (if-non-circular)
Coefficient of discharge (CD)
Driving head (Ho)
Drawdown through weir?
Weir type
Coefficient of discharge (C.)
Length of weir (L)
Driving head (H)
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Storage volume discharge rate (through discharge orifice or weir)
Storage volume drawdown time
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & orifice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build-out?
Drain mechanism for maintenance or emergencies is:
15,219 ft` OK
11,949 ft1
6,707 ft`
31,080 ft3 OK
47,519 ft3
10,413 ft3
21.9% % OK
85 %
N (Y or N)
Y (Y or N)
2.40 (unitless)
(Y or N)
47,519 ft3
15,219 ft`
3.12 ft OK
3.0 ft OK
(Y or N)
15,219 ft`
11,949 ft'
6,707 ftZ
3.00 It
ft
ft
Y (Y or N)
2.00 in
in2
0.60 (unitless)
0.57 ft
N (Y or N)
(unitless)
(unitless)
It
ft
4.74 ft3/sec
19.86 ft3/sec
0.14 ft3/sec
2.50 days OK, draws down in 2-5 days.
3 :1 OK
10 :1 OK
10.0 ft OK
3 :1 OK
2.0-:1 OK
Y (Y or N) OK
1.5 ft OK
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
Gate valve at bottom of pond and pump if needed
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Parts I. & II. Design Summary, Page 2 of 2
Permit No
(to be provided by DWQ)
Jul. REQUIREI3'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.
Page/ Plan
Initials Sheet No.
64A GlZoO • 1. Plans (1" 50' or larger) of the entire site showing:
atso3 - Design at ultimate build-out,
GOOD Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Basin dimensions,
- Pretreatment system,
- High flow bypass system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Overflow device, and
- Boundaries of drainage easement.
am CZlo? 2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
Outlet structure with trash rack or similar,
- Maintenance access,
- Permanent pool dimensions,
Forebay and main pond with hardened emergency spillway,
Basin cross-section,
- Vegetation specification for planting shelf, and
- Filter strip.
dCA el. 3. Section view of the wet detention basin 0" = 20' or larger) showing:
Side slopes, 3:1 or lower,
Pretreatment and treatment areas, and
- Inlet and outlet structures.
64A «Lo( 4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
6" CA94 5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
OG4 6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
" 7. The supporting calculations.

l LA& jti 8. A copy of the signed and notarized operation and maintenance (0&M) agreement
.
6CA ?NA 9. A copy of the deed restrictions (if required)
_ .
i _ "C 10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
Form SW401-Wet Detention Basi n-Rev.8-9/17/09 Part III. Required Items Checklist, Page 1 of 1
Permit No
.AWA
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information,
(to be provided by DWQ)
??o? W A T?9 G
O
o
!. PROJECT INFORMATION
Project name Caterpillar Core PDC Site
Contact person Gareth Avant, McKim & Creed, PA
Phone number 919.233.8091
Date 22-Sep-2009
Drainage area number #2
IL DESIGN INFORMATION
Site Characteristics
Drainage area 638,254 ft2
Impervious area, post-development 230,750 ft2
% impervious 36.15 %
Design rainfall depth 1.0 in
Storage Volume: Non-SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5" runoff volume
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the pre/post control of the 1 yr 24hr storm peak flow required?
1-yr, 24-hr rainfall depth
Rational C, pre-development
Rational C, post-development
Rainfall intensity: 1-yr, 24-hr storm
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 1 Oft vegetated shelf elevation
Bottom of 10ft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state-required temp. pool?
Elevation of the top of the additional volume
19,966 ft3 OK
20,322 ft3
OK, volume provided is equal to or in excess of volume required.
ft3
ft3
ft3
ft3
ft3
(Y or N)
2.9 in
0.40 (unitless)
0.72 (unitless)
4.94 in/hr OK
4.92 ft3/sec
16.41 ft3/sec
11.49 ft3/sec
205.75 fmsl
204.50 fmsl
fmsl
205.00 fmsl
204.00 fmsl Data not needed for calculation option #1, but OK if provided.
201.00 fmsl
199.00 fmsl Data not needed for calculation option #1, but OK if provided.
2.00 It
(Y or N)
fmsl
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Parts I. & II. Design Summary, Page 1 of 2
Permit No
(to be provided by DWQ)
II. DESIGN INFORMATION
Surface Areas
Area, temporary pool
Area REQUIRED, permanent pool
SA/DA ratio
Area PROVIDED, permanent pool, Apermyod
Area, bottom of 1 Oft vegetated shelf, Abd shelf
Area, sediment cleanout, top elevation (bottom of pond), Abo wd
Volumes
17,599 ft'
10,212 ftZ
1.60 (unitless)
13,870 ft` OK
10,818 ft`
4,607 ft`
Volume, temporary pool 20,322 ft3
Volume, permanent pool, Vpenpod 42,429 ft3
Volume, forebay (sum of forebays if more than one forebay) 8,605 ft3
Forebay % of permanent pool volume 20.3% %
SA/DA Table Data
Design TSS removal
Coastal SA/DA Table Used?
Mountain/Piedmont SA/DA Table Used?
SA/DA ratio
Average depth (used in SA/DA table):
Calculation option 1 used? (See Figure 10-2b)
Volume, permanent pool, Vperm-pool
Area provided, permanent pool, Apermyod
Average depth calculated
Average depth used in SA/DA, deV, (Round to nearest 0.5ft)
Calculation option 2 used? (See Figure 10-2b)
Area provided, permanent pool, Aperm_pod
Area, bottom of 1Oft vegetated shelf, Abol shelf
Area, sediment cleanout, top elevation (bottom of pond), Abolyond
"Depth" (distance b/w bottom of 1 Oft shelf and top of sediment)
Average depth calculated
Average depth used in SA/DA, deV, (Round to nearest 0,5ft)
Drawdown Calculations
Drawdown through orifice?
Diameter of orifice (if circular)
Area of orifice (if-non-circular)
Coefficient of discharge (Cc)
Driving head (Ho)
Drawdown through weir?
Weir type
Coefficient of discharge (C.)
Length of weir (L)
Driving head (H)
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Storage volume discharge rate (through discharge orifice or weir)
Storage volume drawdown time
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & orifice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build-out?
Drain mechanism for maintenance or emergencies is:
85 %
N (Y or N)
Y (Y or N)
1.60 (unitless)
Y (Y or N)
42,429 ft'
13,870 ft`
3.06 ft
3.0 ft
N (Y or N)
13,870 ft`
10,818 ft`
4,607 ftZ
4.00 ft
ft
ft
(Y or N)
2.00 in
in2
0.60 (unitless)
0.42 ft
(Y or N)
(unitless)
_ (unitless)
ft
ft
4.92 ft3/sec
16.41 ft3/sec
0.12 ft3/sec
2.50 days
OK
OK
OK
OK
OK, draws down in 2-5 days.
3 :1 OK
10 :1 OK
10.0 ft OK
3 :1 OK
2.0 :1 OK
Y (Y or N) OK
1.5 ft OK
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
Gate valve at bottom of pond and pump if needed
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Parts I. & II. Design Summary, Page 2 of 2
Permit No
(to be provided by DWQ)
III; REQUIREb ITEMIS,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.
Page/ Plan
Initials Sheet No.
CIA* 4 - 1. Plans (1" 50' or larger) of the entire site showing:
e-aws Design at ultimate build-out,
t./OOD Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Basin dimensions,
- Pretreatment system,
- High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW),
Overflow device, and
Boundaries of drainage easement.
6[ Olds 2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
- Outlet structure with trash rack or similar,
- Maintenance access,
- Permanent pool dimensions,
- Forebay and main pond with hardened emergency spillway,
- Basin cross-section,
- Vegetation specification for planting shelf, and
- Filter strip.
$44 411403 3. Section view of the wet detention basin (1" = 20' or larger) showing:
- Side slopes, 3:1 or lower,
- Pretreatment and treatment areas, and
- Inlet and outlet structures.
GILe? 4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
?i?C..a +GG 5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
S to verify volume provided.
GCA 6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
GC.4 eA" 7. The supporting calculations.

641' INA"V60 8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
e<A 9. A copy of the deed restrictions (if required).
6CA [ c 10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
&8* soil maps are not an acceptable source of soils information.
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Part III. Required Items Checklist, Page 1 of 1
401 SUPPLEMENTAL STORMWATER NARRATIVE &
SUPPORTING CALCULATIONS
September 28, 2009
CATERPILLAR CORE PRODUCT DEVELOPMENT CENTER
Clayton, Johnston County, North Carolina
Prepared for:
CATERPILLAR, INC.
Prepared By:
McKim & Creed, PA
1730 Varsity Drive
Raleigh, North Carolina 27606
Phone: [phone]
Fax: [phone]
M&C Project No. 01517-0194
PROJECT DESCRIPTTON
The purpose of this project is to construct a product development center for Caterpillar, Inc. This
facility is designed to provide real-world product testing capability that will enable Caterpillar to
apply research to improve product performance, efficiency and safety.
The first phase of the project will include construction of roadway and parking infrastructure from
the termination of the Caterpillar Access Road Project through a 60' R/W obtained for this
project. The access driveway will be approximately 2,000 feet long and will serve as a point of
access to and from the site until the Clayton Parkway is extended. No timeline currently exists for
the construction of the Clayton Parkway project. As a semi-temporary measure, six modular
buildings, totaling approximately 27,000 square feet and a 4,000 square foot prefabricated
building will serve as the center around which Caterpillar's product development will take
place. The modular building facility will house approximately 170 employees. A +/- 10 acre
portion of the overall tract to the north of the power line easement will serve as a testing area for
Caterpillar Equipment (further description below).
The second phase of the project will include construction of the Permanent Product
Development Center. At that time, an approximate 1.0 acre building, served by 55 parking
spaces will be constructed to serve as the permanent home for Caterpillar's product
development.
The third phase of the project will include construction of a Caterpillar corporate office building.
The building footprint will spon approximately 31,800 sf and will be served by approximately 500
parking spaces. Upon completion, the modular units will be removed.
SITE DESCRIPTION
The existing site is a 245.5 acre tract located in Clayton, North Carolina. The northeastern
boundary of the site is formed by an approximate 3,000' frontage along the Neuse River. The
entire site drains directly to the Neuse River (WS-V; NSW)
The tract has elevations ranging from 320' MSL in the southwest portion of the site to 150' MSL
nearest to the Neuse River. The average slope over the site is around 4%, however several
localized areas have existing grades in excess of 20%.
TESTING AREA DESCRIPTION
The proposed testing area will serve as the true product development portion of the project.
Equipment under development will be driven and exercised to simulate the real-world
applications of the machines. On a day-to-day basis, the testing area will serve the following
functions:
• To check out the machine to ensure all functions area operating properly
• To tune the machine's internal operating software
• To test the transient response of the machines
• To perform smoke testing on the machines
• To perform electrical load testing on the machines
• To perform overall machine audits (i.e. for harness, lines, safety, serviceability)
• To test the HVAC charge in the machine
• To perform water systems and flow testing
• To perform ride control tests
• To perform sound testing
Generally, the testing area will serve as a research and development area where engineers
can test new equipment in real-world scenarios which will allow them to make adjustments
and improvements to the design of the machines.
The testing area has been designed with permanent swales and permanent sediment traps, with
agreement from NCDENR-DLR, to capture sediment laden runoff based on the 25-yr storm
event.
SOILS
According to the Johnston County Generalized Soil Survey, the majority of uplands within the site
are classified as Cecil sandy loom (Ce) and Pacolet loom (Pa). Interspersed within the uplands
ore small pockets of Urdorthents loamy. Along the banks of the Neuse River are the frequently
flooded Wahadkee loam (Wt) and Chewacla loam (Ch). The following soil descriptions are
associated with the soils found on the site:
CeB - Cecil sandy loam at 2 to 6% slopes
CeC - Cecil sandy loam at 6 to 10% slopes
PaD - Pacolet loam at 10 to 15%
PaE - Pacolet loam at 15 to 25%
Ud - Urdorthents loamy
Wt - Wahadkee loam frequently flooded
Ch - Chewacla loam frequently flooded
STORMWATER IMPROVEMENTS
The first phase of the project will include construction of a permanent stormwater wet detention
pond, designed to attenuate the peak runoff rate for the 1-yr and 10-yr storm events, as well as
providing TSS and Nitrogen reduction per the Town of Clayton's standards. After completion of
the first phase of construction, the pond will capture the impervious surfaces from the buildings,
parking and most of the roadway after the termination of the access driveway. The runoff from
the access driveway will be captured in swales and sent into the permanent natural draws that
exist on the site. The pond has been designed to capture roughly half of the total runoff from
the site impervious areas upon total buildout of the project.
Upon design of areas that do not contribute runoff to the wet detention pond that will be built in
phase 1, a second wet detention pond will be designed and built per the standards listed
above.
IMPERVIOUS CALCULATIONS
IMPERVIOUS AREA BREAKDOWN
Area Description Total Impervious Area ac
Testing area 10.00
Pole barn 0.09
Modular Units 0.73
Parkin area for modular units and future corporate building 5.70
-
Driveways to and around site 2.13
Future Core PDC building 0.99
Parkin area for future Core PDC building 1,97
Rear drives at future Core PDC building 0.48
Future Corporate building 1.70
Total Impervious Acreage 23.79
Total Site Acreage 245.50
Total impervious % 9.69%
BMP #1
Permit No.
(to be provided by DWO)
?? of w a rEry,?
**
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN 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 infwmafian,
I, PROJECT INFORMATION
Project name Caterpillar Core PDC Site
Contact person Gareth Avant, tAciGm & Creed, PA
Phone number 919.233.8091
Date 22-Sep-2009
Drainage area number #1
II. DESIGN INFORMATION
Site Characteristics
Drainage area 615,195 fC
Impervious area, post-development 374,224 ti
% impervious 60.83 %
Design rainfall depth 1.0 in
Storage Volume: Non•SAWaters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5" runoff volume
Pre-developmant 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flavr Calculations
Is the prefposl control of the lyr 24hr storm peak flour required?
1-yr, 24-hr rainfall depth
Rational C, pre-development
Rational C, post-development
Rainfall intensity: 1-yr, 24-hr storm
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flour
PrelPost 1-yr, 24-hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
Si elevation (approx. at the perm. pool elevation)
Top of 1 Oft vegetated shelf elevation
Bottom of 10ft vegetated shelf elevation
Sediment cleanout, top ei°valion (bottom of pond)
Sedimentcleanout, bottom elevation
Sediment storage provided
is there additional volume stored above the skate-required temp. pool?
Elevation of the top of the additional volume
30,630 ft3 OK
31,080 ft3 OK, volume provided is equal to or in excess of volume required.
rya
ft3
ft3
to
ft3
Y (Y or N)
2.9 in
0.40 (unitless)
0.80 (unitless)
4.94 inlhr OK
4.74 ft3lsec
19.86 ft3lsec
15.12 ft3lsec
209.20 fmsl
207.50 fmsl
fmsl
208.00 fmsl
207.00 fmsl Data not needed for calculation option #1, but OK if provided.
203.00 fmsi
201.00 fmsi Data not needed for calculation option 91, but OK if provided.
2.00 111
N (Y or N)
fmsl
Form SW401-Wet Catantion Basin-Rev.&9117109 Parts I. & 11. Design Summary, Page 1 of 2
Permit No
(N b= prov;ded by DWQ)
fl, DESIGN INFORMATION
Surface Areas
Area, temporary pool 20,025 ft2
Area REQUIRED, permanent pool 14,765 ft2
SAIDA ratio 2.40 (unitless)
Area PROVIDED, permanent pool, A,-, ,,-a 15,219 fC OK
Area, bottom of 10ft vegetated shelf, A5;,1 S-1 11,949 ft`
Area, sediment cleanout, top elevation (bottom of pond), Ab,t .i 6,707 ft`
Volumes
Volume, temporary pool 31,080 ft3 OK
Volume, permanent pool, V,? ,j 47,519 ft3
Volume, forebay (sum of forebays if more than one forebay) 10,413 ft3
Forebay % of permanent pool volume 21.9% % OK
SAIDA Table Data
Design TSS removal 85
Coastal SAIDA Table Used? N (Y or N)
MountaWPledmont SAIDA Table Used? Y (Y or N)
SAIDA ratio 2.40 (unitless)
Average depth (used in SA/DA table):
Caiculatl'on option 1 used? (See Figure 10-2b) Y (Y or N)
Volume, permanent pool, Vran,,,r,A 47,519 ft°
Area provided, permanent pool, Ar_T-p'„ r 15,219 ft`
Average depth calculated 3.12 ft OK
Average depth used in SA/DA, d,,, (Round to nearest 0.5ft) 3.0 ft OK
Calculation option 2 used? (See Figure 10-2b) N (Y or N)
Area provided, permanent pool, A;em_P,,d 15,219 ft`
Area, bottom of 1 Oft vegetated shelf, Ar.,t
ft`
11,949
Area, sediment cleanout, top elavation (bottom of pond), A;,tjFd 6,707 ft2
"Depth' (distance bhv bottom of 101 shelf and top of sediment) 3 00 ft
Average depth calculated ft
Average depth used in SAIDA, d,, (Round to nearest 0.5ft) fi
Drawdown Calculations
Drawdown through orifice? Y (Y or N)
Diameter of orifice (if circular) 2.00 in
Area of orifice (if-non-circular) in2
Coefficient of discharge (Cc) 0.60 (unitless)
Driving head (Ho) 0.57 ft
Drawdown through weir? N (Y or N)
Weir type (unitless)
Coefficient of discharge (Q (unitless)
Length of weir (L) R
Driving tread (H) ft
Pre-development 1-yr, 24-hr peak flovi 4.74 Osec
Post-development 1-yr, 24-hr peak Flow 19.86 folsec
Storage volume discharge rate (through discharge orifice or weir) 0.14 ft3lsec
Storage volume dra%vdown time 2.50 days OK, draws dovm in 2-5 days.
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetaled shelf width
Length of flcvapath to width ratio
Length to width ra6'o
Trash rack for overflow & onfice?
Freeboard provided
Vegetated filler provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build-out?
Drain mechanism formainlenance oremerpricles is:
3 :1 OK
10 :1 OK
10.0 ft OK
3 :1 CK
2.0 :1 OK
Y (Y or N) OK
1,5 ft OK
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
Gate valve at bottom of pond and pump if needed
Form SW401-Wet Detention Basin-Rev.8-911 710 9 Parts I. & II. Design Summary, Page 2 of 2
Permit
(to be provided by 0 W4)
Ill. REQUIR X 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.
Page/ Plan
Initials Sheet No.
GCA C1200 - 1. Plans (1" - 50' or larger) of the entire site showing:
G12tol - Design at ultimate build-out,
/d4d - Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
- Basin dimensions,
Pretreatment system,
High flow bypass system,
Maintenance access,
- Proposed drainage easement and public right of way (ROM,
Overflow device, and
- Boundaries of drainage easement.
dleA e-yo! 2. Partial plan (1" = 30' or larger) and details for the wet detention basin shoving:
- Outlet structure with trash rack or similar,
Maintenance access,
Permanent pool dimensions,
Forebay and main pond with hardened emergency spillway,
Basin cross-section,
Vegetation specification for planting shelf, and
Filter strip.
G[A C'tJo 3. Section view of the wet detention basin 0 " = 20' or larger) showing:
- Side slopes, 3:1 of lower,
Pretreatment and treatment areas, and
Inlet and outlet structures.
6eA E1145'f 4. If the basin is used for sediment and eroslon control during construct-ion, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
6" eouG 5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
&09 to verify volume provided.
GCA ? 6. A construction sequence that shows how the Bret detention basin Swill be protected from sediment until the
entire drainage area is stabilized.
GC 4*cd 7. The supporting calculations.
S"t
6G4 8. A copy of the signed and notarized operation and maintenance (O&M) agreement.
GCA _NA_ 9. A copy of the deed restrictions (if required).
64-4 c*c.e 10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
'Ova*_ soil maps are not an acceptable source of soils information.
Form SW401-Wet Detention Basin-Rev.8-9117109 Part III. Required Items Check€ist, Page 1 of 1
Permit Number:
(1o be provided by DIf1Q)
Drainage Area Number:
Wet Detention Basin Operation and Maintenance Agreement
I will keep a maintenance record on this BMR 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 BMR
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):
0 does ? does not incorporate a vegetated filter at the outlet.
This system (check one):
? does M does not incorporate pretreahnent 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 (corrunonly six weeks).
- No portion of the vet 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 robtem: How I will remediate the problem:
The entire BMP 'T'rash debris is result, 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 a licatiom
Vegetation is too sh Maintain vegetation at a height of
ion inches.
Form Sw401-wel Detention Basin 0&M•Rev.4 Page 1 of 4
Permit Number:
(to be provided by DJVQ)
Drainage Area Number:
13MP 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 roblems 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 13w.
Erosion has occurred. Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
xevent 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-tithe
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
tile 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-' Vet 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-
1756.
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 455 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads 3.55 feet in the forebay, the sediment
shall be removed.
BASIN DUGa2AM
011 in the blanks)
Sediment Removal
Bottom
Permanent Pool Elevation 207.50
204.00 Pe manen
-------------- -- Volume
203.00 -ft Min.
Sediment
Storage
FOREBAY
Pool
------Sediment-Removal Elevation 203.00- Volume
--------- ------
Bottom Elevation
Mr9 VI POND
1-ft
Storage
Form SW40I-Wet Detention Basin O&M-Rev.4 Page 3 of 4
Permit Nmmbcr; _
(to be prvvided by U!!'())
I acknowledge and agree by my signature Wow that 11111 responsible for the
performalicu ofthe maintenance procedures listed aWvc. I agree to notify DWQ orally
problems wilh tite system or prior to any changes to the system or responsible party.
Project name,Catcrpillar Core PDQ Site
BM1' drarfrcrge arew monbGrli I _
Note: The legally responsible party should riot be a homeoNvtrers association uniess more than S0% of
the lots have been sold and a resident of the subdivision has been named the president.
Notary Public for the State of'
4U11 ? S 1 S 1{, County of A, IV clo hereby certify that
f )c ?? ] C -0(i personally appeared before the this ,)r
day of d(i , '??"I , and acknowledge the due execution of 1110
forgoing wet detention basin maintenance requirements. Witness my hand and official
sea I,
SEAL
My commission expires
Form SM01-Wet Detention Basin O&M-Rov.4 Page 4 of 4
Print name; OK *, P) ow-// a.
Title: _- rr)
Address,_ 'i?t? il.f: ___?
WATER QUALITY POND CALCULATIONS
Project Name
Caterpillar Core PDC Site BMP #1
Project Number
1517-0194
Date
September 22, 2009
3rd revision
2nd revision
1st revision
Water Quality Pond Drainage Area Data
Project Caterpillar Core PDC Site BMP #1
Project No. 1517-0194
Date September 22, 2009
Total site area 615,195 square feet = 14.12 acres
Drai nage area to pond Other Drainage Area

Impervious areas Existing
[sf] Proposed
[sf] Change
[sf] Existing
[sf] Proposed
[sq
On-site buildings 0 374,233 374,233 0 0
On-site streets 0 0 0 0 0
On-site parking 0 0 0 0 0
On-site sidewalks 0 0 0 0 0
Other on-site 0 0 0 0 0
Total off-site impervious 0 0 0 0 0
Total Impervious 0 374,233 374,233 0 0
Dra inage area to pond Other Drainage Area

Non-impervious areas Existing
[sf] Proposed
[sf] Change
[sf] Existing
[sf] Proposed
[sf]
On-site grass/landscape 0 123,487 123,487 0 0
On-site woods 338,272 114,913 -223,359 0 0
Other undeveloped 0 0 0 0 0
Total off-site non-impervious 0 0 0 0 0
Total non-impervious 338,272 238,400 -99,872 0 0
Total Drainage Area 615,195 615,195 0 3,167, 850 3,167,850
Percent Impervious 0.0 60.8 60,8 0.0 0.0
Notes:
BMP #1.xls
Site Drainage Area Data Page 1 of 1 Printed 9122/2009 10:39 AM
Water Quality Pond Surface Area Calculations
Project Caterpillar Core PDC Site BMP #1
Project No. 1517-0194
Date September 22, 2009
Total on-site drainage area to pond 615,195 square feet
Total impervious area in drainage area 374,233 square feet
Average water depth of basin at normal pool 3.0 feet
Location of site Johnston County
Site region Piedmont
% Impervious cover 60.8 percent
If the site is in a coastal area, will a vegetative filter be used?
nla
Surface Area/Drainage Area Ratios:
For a site in the Piedmont 2.4 percent
For a site in a Coastal County wl Vegetative Filter 5.1 percent
For a site in a Coastal County wlout Vegetative Filter 7.1 percent
Required surface area of pond:
For a site in the Piedmont 15,020.0 square feet
For a site in a Coastal County wl Vegetative Filter 31,280.0 square feet
For a site in a Coastal County wlout Vegetative Filter 43,630.0 square feet
Notes:
BMP #1.xls
Pond Surface Area Calcs Page 1 of 1 Printed 9122/2009 10:39 AM
Water Quality Pond Stormwater Runoff Volume Calculations
Project Caterpillar Core PDC Site BMP #1
Project No. 1517-0194
Date September 22, 2009
Drainage area 015,195 square feet
Impervious area 374,233 square feet
Rainfall depth 1.00 inches
Percent Impervious 60.8 percent
R(v)=0.05+0.009*(Percent impervious)
Runoff coefficient- R(v) 0.60 in/in
Runoff volume=(Design rainfall)*(R(v))*(Drainage area)
Runoff volume 30,630.8 cubic feet
Notes:
BMP #1.xls
Runoff Volume Calcs Page 1 of 1 Printed 9/22/2009 10:39 AM
Water Quality Pond Volume Calculations
Stage-Storage Data for Pond - Temporary Pool
Project Caterpillar Core PDC Site 8MP #1
Project No. 1517-0194
Date September 22, 2009

Contour ID
Stage
Area
Is q. ft.
Area
acres Incremental
Area
[s q. ft. Incremental
Area
acres Incremental
volume
cu. ft Incremental
volume
acre-ft Cumulative
volume
cu. ft Cumulative
volume
acre-ft
207,5 0 15,219.0 0.349 15 219.0 0.3 0,0 0.0 0.0 00
208 0.5 17,957,0 0.412 21738.0 0.1 8,294.0 0.2 8,294.0 0.2
209 1.5 19 875,0 0.452 1 718.0 0.0 18 816.0 0.4 27,11 D.0 0.6
209,2 1.7 20 025,0 0.460 350.0 0.0 3 ,,970.0 0.1 31 080.0 0.5
210 2.5 21 450.0 0.492 1,425.0 0.0 16 590.0 0.4 47 670.0 0.5
211 15 23 281.0 0.534 1,831.0 0.0 22 365.5 0.5 70 035.5 0.9
212 4.5 26,168,0 0.578 1,887.0 0.0 24 224.5 0.6 94 260.0 1.1
213 5.5 27,113.0 0.622 1,945.0 0.0 26 140.5 0.6 120 400.5 1.2
214 6.5 29,115,0 0.668 2 002.0 0.0 281 14.0 0.6 148 514.5 1.2
215 7.5 31 171.0 0.716 2,056.0 0.0 30 143.0 0.7 178 657.5 1.3
216 8.5 33285.0 0.764 2,114.0 0.0 32 228.0 0.7 210 885.5 1.4

BMP #1.xls
Stage Storage (Temp Pool) Page 1 of 1 Printed 9/2212009 10:39 AM
Water Quality Pond Volume Calculations
Stage-Storage Data for Pond • Permanent Pool
Project Caterpillar Core PDC Site BMP #1
Project No. 1517-0194
Date September 22, 2009

Contour ID
Stage
Area
(s q. ft.
Area
acres Incremental
Area
[s q. ft. Incremental
Area
acres Incremental
volume
cu. ft Incremental
volume
acre-ft Cumulative
volume
cu. ft Cumulative
volume
acre-ft
201 0 2,362,0 0.054 2,362.0 0.1 0.0 0.0 0.0 00
202 1 3,405.0 0.078 11043.0 0.0 2853.5 0.1 2,883.5 0.1
203 2 5,124.0 0.118 1,719.0 0.0 4,264.5 0.1 7,148.0 0.2
204 3 6 .663,0 0.153 1,539.0 0.0 5.893.5 0"1 13 041.5 0.2
205 4 8,312.0 0.191 1,649.0 0.0 7,487,5 0.2 20 529.0 0.3
206 5 10 082.0 0.231 1,770.0 0.0 9,197.0 0.2 29 726.0 0.4
207 6 11,960.0 0.275 1,878.0 OA 11 021.0 0.3 40,747.0 0.5
2075 6.5 15 129.0 0.347 3,169.0 0.1 6,772,3 0.2 47 519.3 O.4

BMP #1.xls
Stage Storage (Perm Pool) Page 1 of 1 Printed 9/22/2009 10:39 AM
Water {duality Pond Volume Calculations
Stage-Storage Data for Pond - Forebays
Project Caterpillar Core PDC Site RMP #1
Project No. 1517-0194
Date September 22, 2009

Contour Ifl
Stage
Area
[s q. ft.
Area
acres Incremental
Area
[s q. ft. Incremental
Area
acres Incremental
volume
cu. ft Incremental
volume
acre-ft Cumulative
volume
cu. ft Cumulative
volume
acre-ft]
203 0 633.0 0.015 633.0 00 0,0 0.0 0.0 00
204 1 1,412,0 0.032 779.0 0,0 1,C22.5 0.0 1,022.5 0.0
205 2 2,056.0 0.047 643.0 0.0 11733.5 0.C 21756.0 0.1
206 3 2,763.0 0.063 708.0 0.0 2-409.0 0.1 5.165.0 0.1
207 4 3,522.0 0.081 759.0 0.0 3,142.5 0.1 8,307.5 0.1
207,5 4.5 4,900.0 0.112 1,378.0 0.0 2,105.5 0.6 10 413.0 0.1

BMP #1.xls
Stage Storage (Forebay) Page 1 of 1 Printed 9/22/2009 10:40 AM
Water Quality Basin Dewatering Time Calculations
Project Caterpillar Core PDC Site BMP #1
Project No. 1517-0194
Date September 22, 2009
Maximum surface area of basin 7,631 square feet
Maximum head of water above dewatering hole 1.70 feet
Orifice coefficient 0.60
Diameter of each hole 2.0 inches
Number of holes 1
Cross sectional area of each hole =
Cross sectional area of each hole =
Cross sectional area of dewatering hole(s) _
Cross sectional area of dewatering hole(s) _
Dewatering time for basin =
Dewatering time for basin =
Volume Discharge Rate =
0.022 square feet
3.1 square inches
0.022 square feet
3.1 square inches
52.6 hours
2.19 days
0.14 cfs
Notes'.
Water Quality Pond Summary Information
Project Caterpillar Core PDC Site BMP #1
Project No. 1517-0194
Date September 22, 2009
Drainage area to pond 615,195 square feet =
Impervious area in drainage area 374,233 square feet =
Bottom of pond elevation 210.00 feet
Normal pool elevation 214.50 feet
Pond volume at normal pool 7,780 cubic feet
Required volume for design rainfall 30,631 cubic feet
Required surface area for pond 15,020 square feet
14.12 acres
8.59 acres
Volume provided for storage of design rainfall = 9,743 cubic feet at elevation 216
Surface area provided at normal pool 4,729 square feet
BMP #1.xls
Summary Data Page 1 of 1 Printed 9122/2009 10:40 AM
BMP #1 Type 1124-hr Rainfall=2.89"
Prepared by McKim & Creed, PA
H droCADO 8.00 sln 004927 © 2006 H droCAD Software Solutions LLC 9/22/2009
Subcatchment 1S: (new Subcat)
Runoff = 4.74 cfs @ 12.53 hrs, Volume= 0.666 af, Depths 0.57"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type 11 24-hr Rainfall=2.89"
Area (ac) CN Description
14.120 70 Woods, Good, HSG C
14.120 Pervious Area
Te Length Slope Velocity Capacity Description
min feet ft/ft ftlsec cfs
36.3 150 0.0433 0.07 Sheet Flow,
Woods: Dense underbrush n= 0.800 P2= 3.50"
11.2 904 0.0730 1.35 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
47.5 1,054 Total
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BMP #1 Type II 24-hr Rainfall=2.89"
Prepared by McKim & Creed, PA
HydroCAD® 8.00 sln 004927 © 2006 HydroCAD Software Solutions LLC 9122/2009
Pond 3P: (new Pond)
Inflow Area = 14.120 ac, Inflow Depth > 1.82"
Inflow - 19.86 cfs @ 12.36 hrs, Volume= 2.140 of
Outflow 4.70 cfs @ 13.15 hrs, Volume= 1.323 af, Atten= 76%, Lag= 47.6 min
Primary - 4.70 cfs @ 13.15 hrs, Volume= 1.323 of
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 210.32' @ 13.15 hrs Surf.Area= 22,025 sf Storage= 54;576 of
Plug-Flow detention time= 180.3 min calculated for 1.323 of (62% of inflow
Center-of-Mass det. time= 110.7 min ( 904.0 - 793.3 )
Volume Invert Avail.Storage Storage Description
#1 207.50' 210,829 cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
feet s -ft feet cubic-feet (cubic-feet)
s -ft
0
207.50 15,219 532.0 0 0 15,219
208.00 17,957 563.0 8,285 8,285 17,934
209.00 19,675 582.0 18,809 27,094 19,758
210.00 21,450 601.0 20,556 47,650 21,641
211.00 23,281 620.0 22,359 70,009 23,586
212.00 25,168 639.0 24,218 94,228 25,591
213.00 27,113 658.0 26,134 120,362 27,656
214.00 29,114 676.0 28,108 148,470 29,680
215.00 31,171 695.0 30,137 178,606 31,864
216.00 33,285 714.0 32,222 210,829 34,107
Device Routing Invert Outlet Devices
#1 Primary 205.00' 15.0" x 78.0' long Culvert RCP, square edg e headwall, Ke= 0.500
Outlet Invert= 204.50' S=0.00647 Cc= 0.9 00 n=0.013
#2 Device 1 207.50' 2.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 209.20' 6,0" Vert. Orifice/Grate X 4.00 C= 0.600
#4 Device 1 210.25' 4.00' x 4.00' Horiz. Orifice/Grate Limited to weir flow C=0.600
#5 Secondary 214.00' 15.0' long x 18.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2 .64 2.64 2.63
Primary OutFlow Max=4.64 cfs @ 13.15 hrs HW=210.32' (Free Discharge)
t--1 -Culvert (Passes 4.64 cfs of 11.55 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.17 cfs @ 7.96 fps)
3=OrificelGrate (Orifice Controls 3.52 cfs @ 4.49 fps)
=Orifice/Grate (Weir Controls 0.94 cfs @ 0.86 fps)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=207.50' (Free Discharge)
t5=Broad-Crested Rectangular Weir (Controls 0.00 cfs)
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BMP #2
Permit No.
(tp be provided by D1444)
OF W A 71;,p?
??
NCDENR a
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed end 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 Caterpillar Core PDC Site
Contact person Gareth Avant, McKm & Creed, PA
Phone number 919 233.B091
Data 22-Sep-2009
Drainage area number #2
II, DESIGN INFORMATION
Site Characteristics
Drainage area 638,254 ftz
Impervious area, post-development 230,750 ftz
% impervious 36.15 %
Design rainfall depth 1.0 in
Storage Volume: Non-SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5" runoff volume
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flour Calculations
is the prelposl control of the 1yr 24hr storm peak Flovi required?
1-yr, 24-hr rainfall depth
Rational C, pre-development
Rational C, post-development
Rainfall intensity: 1-yr, 24-hr storm
Pre-development 1-yr, 24-hr peak flo,.v
Post-development 1 yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak flour control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 1 Oft vegetated shelf elevation
Bottom of 10ft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state-required temp. pool?
Elevation of the top of the additional volume
19,966 ft3 OK
20'322 ft3 OK, volume provided is equal to or in excess of volume required.
ft3
3
ft3
ft 3
ft3
Y {Y or N)
2.9 A
0.40 (unitless)
0.72 (unless)
4.94 inf'nr OK
4.92 ft3lsec
16.41 fOlseo
11.49 ft3lsec
205.75 fmsl
204.50 fmsl
fmsl
20500 fmsl
20400 fmsl Data not needed for calculation option #1, but OK if provided
201 00 fmsl
199.00 fmsl Data not needed for calculation option #1, but OK if provided.
2.00 ft
N (Y or N)
fmsl
Form SW401-Wet Detention Basin-Rev.8.9r17109 Parts I. & II. Design summary, Page t of 2
Permit No.
(ra be provrdnd by DWQ)
II, DESIGN INFORMATION
Surface Areas
Area, temporary pool 17,599 fC
Area REQUIRED, permanent pool 10,212 ftz
SAIDA ratio 1.60 (unilless)
Area PROVIDED, permanent pool. Ar.,,„_,i 13,870 ft' OK
Area, bottom of 10ft vegetated shelf, A t_r 10,818 ft`
Area, sediment cleanout, top elevation (bottom of pond), A%,y,,;i 4,607 ft`
Volumes
Volume, temporary pool 20,322 ft' OK
Volume, permanent pool, Vr,,y,d 42,429 ft3
Volume, forebay (sum of fore bays if more than one forebay} 8,605 ft3
Forebay % of permanent pool volume 20.3%a % OK
SAIDA Table Data
Design TSS removal
Coastal SAIDA Table Used?
IdountalnlPiedmontSAIDA Table Used?
SA/DA ratio
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b)
Volume, permanent pool, Vr,_r,-_k,-A
Area provided, permanent pool, Ar M_F,)d
Average depth calculated
Average depth used in SAIDA, dz.,, (Round to nearest MR)
Calculation option 2 used? (See Figure 10-2b)
Area provided, permanent pool, Ar,?
Area, bottom of 101 vegetated shelf, A,„ i ,n, 7
Area, sediment cleanout, top elevation (bottom of pond), A,,Ij,,;.,
"Depth" (distance blei bottom of 101 shelf and top of sedimenl)
Average depth calculated
Average depth used in SAIDA, cl, (Round to nearest 0,5ft)
Drawdown Calculations
Drawdotvn through orifice?
Diameter of orifice (If clrcu!ar)
Area of orifice (if-non-circular)
Coefficient of discharge (CO)
Driving head (Ho)
Dravrdovm through weir?
Weir type
Coefficient of discharge {0?.)
Length of weir (L)
Driving head (H)
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak 8ovr
Storage volume discharge rate (through discharge orifice orweir)
Storage volume drawdown time
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flo:vpath to width ratio
Length to width ratio
Trash rack for overfow & orifice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ul€imate build-out?
Drain mechanism for maintenance or emergencies is:
85 %
N (Y or N)
Y (Y or N)
1.60 (unitiess)
Y (Y or N)
42,429 ft'
13,870 ft`
3.06 ft OK
3.0 ft OK
N (Y or N)
13,870 ft`
10,818 ft`
4,607 ftz
4.00 ft
ft
It
Y (Y or N)
2.00 in
in2
0.60 (unitless)
0.42 ft
N (Y or N)
(unilless)
(unitless)
It
ft
4.92 ftslsec
16.41 Osec
0.12 fOlsec
2.50 days
OK, draers down in 2-5 days.
3 :1 OK
10 :1 OK
10.0 ft OK
3 :1 OK
2.0 :1 OK
Y (Y or N) OK
1.5 ft OK
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
Gate valve at bottom of pond and pump if needed
Form SW401-Wel Detention Basin-Rev.8.9l17M Paris 1. & II. Design Summary, Page 2 of 2
Permit No.
(to be provided by DWQ)
III. REQUIRED ITEMS CHECKLIST 1
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.
Page/ Plan
Initials Sheet No.
C-4* L/14V - 1. Plans (1" - 50' or larger) of the entire site showing:
4ttv3 Design at ultimate build-out,
e/GOD Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Basin dimensions,
Pretreatment system,
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROVE,
Overflow device, and
Boundaries of drainage easement,
de* 41_'04 2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
- Outlet structure with trash rack or similar,
Maintenance access,
Permanent pool dimensions,
Forebay and train pond with hardened emergency spillway,
Basin cross-section,
Vegetation specification for planting shelf, and
Filter strip.
Aft. C. !?.43 3. Section view of the wet detention basin (1" = 20" or larger) showing:
Side slopes, 3:1 or lower,
Pretreatment and treatment areas, and
Inlet and outlet structures.
exk 4:1Le1 4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a viet detention basin.
G,GA e*4 5, A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
JoAk to verify volume provided.
J ? 6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
4444 A 7. The supporting calculations.

?eA IAAC 60 8. A copy of the signed and notarized operation and maintenance (O&M) agreement.
CA 9. A copy of the deed restrictions (if required),
aeA [Att. 10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
J#ok soil maps are not an acceptable source of soils information.
Form 5W401-Wet Detention Basin-Rev.8-9/17/09 Part Ill. Required Items Checklist, Page 1 of i
PerinitNumber;
(to be providers by DIVQ)
Drainage Area Niiniber.
Wet Detention Basin Operation and Maintenance Agreement
1 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 ? does not incorporate a vegetated filter at the outlet.
This system (check one):
? does ® 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 baser must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be niuuinized to the
maximum extent practical.
-- Once a year, a darn 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 HMP 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 taitil 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 proNded by DJVQ)
Drainage Area Ninanber:
BMP element: Potential problem: How I will remediate the roblen
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 unpacts 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 s ra in .
The vegetated shelf Hest 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 necess
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than s ra in .
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 owth.
Cattails, phragmites or other Remove the plants by wiping them
invasive plants cover 50% of with pesticide (do not spray).
the basins surface,
Form SW40l-Wet Detention Basin O&M-Rev.4 Page 2 of 4
Permit Nnmber:
(to be provided by DMQ)
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 ari Make all needed repairs.
appropriate professional
shows that the embankment
needs re air. if a licable
The outlet device Clogging has occurred. Clean out the outlet device. Dispose
of the sediment off-site.
The outlet device is dama ed Re air or re lace 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-
2786.
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 L55 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads 3.5 feet in the forebay, the sediment
shall be removed.
BASIN DIAGRAM
oil it; the blanks)
Sediment Removal
Bottom
Permanent Pool Elevation 205.50
2020
I Pc n?alte?a'?
--- ® Volume
204,00 -ft Min.
Sediment
Storage
FOREBAY
Pool
1- - - - - -Sediment Removal Elevation-201.00. ^ - - - _ - Voltum
-*-
Bottom Elevation
MAIN POND
1-ft Mon.
Storage
Form SW401-Wet Detention Basin O&M-Rev.4 Page 3 ofd
I'vi'mit NllillJler:
(ln be p) vie/eel by 1) WQ)
I acknowledge and agree by lily signature below that I am responsible foi- the
perlilrmmce oftllc maintenance procechu•cs listed alxwe. I agree to notify DWQ ofany
probloills with the system or prior to any cif{lakes to the system rn• responsible party.
Prnjecl name:c.atcrpiilar core 111 C-Site
BMI' davit age w -co n1P17 bei ;i12._.
0014
Print 11,11-11G: '?
Note; Tlie legally responsible party should not be a homeowners association unless in ore than 50% of
file lots have been sold and a resident ofthc subdivision hrrs been named the president.
f, o _k ?n A . ,01` ('(-''() a Notaq Public for the State of
\ Os county of do hereby ccrtify that
personally appeared before me this s11
day of and acknowlccif;c the duc execution offfic
forgoing wet detention basin maintenance recluiretlleilts. Wttr1CSS Illy h{lad told official
seal,
SEAL
My commission expires X)
--
Form SW,101-Wet Detention Basin O&M-Rcv.4 11;lgc 4 of 4
Title:---- -- ?IpC(a?ii 61 MA )q6eg
Address'---_ (!` .?1- C A
WATER QUALITY POND CALCULATIONS
Project Name
Caterpillar Core PDC Site BMP #2
Project Number
1517-0194
Date
September 22, 2009
3rd revision
2nd revision
1st revision
Water Quality Pond Drainage Area Data
Project Caterpillar Core PDC Site BMP #2
Project No. 1517-0194
Date September 22, 2009
Total site area 638,254 square feet = 14.65 acres
Drai nage area to and Other Drainage Area

Impervious areas Existing
[sf] Proposed
[sf] Change
[sf] Existing
[sf] Proposed
[sf]
Future Corporate Bldg 0 74,145 74,145 0 0
Future Corporate Bldg Prkg 0 156,605 156,605 0 0
Future PDC Bldg 0 0 24,470 0 0
Future PDC Prkg 0 0 22,745 0 0
Other on-site 0 0 0 0 0
Total off-site impervious 0 0 0 0 0
Total Impervious 0 230,750 230,750 0 0
Drai nage area to pond Other Drainage Area

Non-impervious areas Existing
[sf] Proposed
[sf] Change
[sf] Existing
[sf] Proposed
jsfl
On-site grass/landscape 0 407,504 407,504 0 0
On-site woods 638,254 0 -638,254 0 0
Other undeveloped 0 0 0 0 0
Total off-site non-impervious 0 0 0 0 0
Total non-impervious 638,254 407,504 -230,750 0 0
Total Drainage Area 638,254 638,254 0 3,167,850 3,167,850
Percent Impervious 0.0 36.2 36.2 0.0 0.0
Notes:
BMP #2.xls
Site Drainage Area Data Page 1 of 1 Printed 9/22/2009 10:48 AM
Water Quality Pond Surface Area Calculations
Project Caterpillar Core PDC Site BMP ?Q
Project No. 1517-0194
Date September 22, 2009
Total on-site drainage area to pond 638,254 square feet
Total impervious area in drainage area 230,750 square feet
Average water depth of basin at normal pool 3.0 feet
Location of site Johnston County
Site region Piedmont
% Impervious cover 36.2 percent
If the site is in a coastal area, will a vegetative filter be used?
n/a
Surface Area/Drainage Area Ratios:
For a site in the Piedmont 1.6 percent
For a site in a Coastal County w/ Vegetative Filter 3.1 percent
For a site in a Coastal County wlout Vegetative Filter 4.1 percent
Required surface area of pond:
For a site in the Piedmont 10,090.0 square feet
For a site in a Coastal County wl Vegetative Filter 19,500.0 square feet
For a site in a Coastal County w/out Vegetative Filter 26,270.0 square feet
Notes:
BMP #2.xls
Pond Surface Area Calcs Page 1 of 1 Printed 912212009 10:48 AM
Water Quality Pond Stormwater Runoff Volume Calculations
Project
Project No.
Date
Drainage area
Impervious area
Rainfall depth
Percent Impervious
Caterpillar Core PDC Site l3MF1 #2
1517-0194
September 22, 2009
638,254 square feet
230,750 square feet
1.00 inches
36.2 percent
R(v)=0.05+0.009*(Percent impervious)
Runoff coefficient - R(v) 0.38
in/in
Runoff volume=(Design rainfall)*(R(v))*(Drainage area)
Runoff volume 19,965.0 cubic feet
Notes:
BMP #2.xls
Runoff Volume Calcs Page 1 of 1 Printed 9/22/2009 10:48 AM
Water Quality Pond Volume Calculations
Stage-Storage Data for Pond - Temporary Pool
Project Caterpillar Core PDC Sito BMP #2
Project No. 1517-0194
Date September 22, 2009

Contour ID
Stage
Area
[s q. ft.
Area
acres Incremental
Area
[s q. ft. Incremental
Area
acres Incremental
volume
cu. fi Incremental
volume
acre-ft Cumulative
volume
cu. ft Cumulative
volume
acre-ft
205,5 0 13,870.0 0.318 13870.0 03 O 'D 0.0 0.0 0.0
206 0.5 16,407.0 0.377 2 537.0 0.1 7.569.3 0.2 7.569.3 0.2
208.75 1.25 17 599,0 0.404 1,192.0 00 12 752.3 0.3 20 321.5 0.5
207 1.5 18 004.0 0.413 405.0 0.0 4,450.4 0.1 24 771.9 0.4
208 2.5 19 658.0 0.451 1,654.0 0.0 18,831.0 0.4 43 602.9 0.5
209 3.5 21373.0 0.491 1 715.0 0,0 20515.5 0.5 64 118.4 0.9
210 4.5 23,140,0 0.531 1,767.0 00 22 256.5 0.5 86 374.9 1.0
211 5.5 24,963.0 0.573 1,823.0 0,0 24 051.5 0.6 110 426.4 1.1
212 6.5 26 843.0 0.616 1,880.0 0.0 25.9030 0.6 136 329.4 1.1
213 7.5 28 779.0 0.661 1,935.0 0.0 27 811.0 0.6 164 140.4 1.2

BMP #2.xls
Stage Storage (Temp Pooh Page 1 of 1 Printed 912212009 10:48 AM
Water Quality Pond Volume Calculations
Stage-Storage Data for Pond - Permanent Pool
Project Caterpillar Core PDC Site BMP 92
Project No. 1517-0194
Date September 22, 2009

Contour ID
Stage
Area
s . ft,
Area
acres Incremental
Area
[s q. ft. Incremental
Area
acres Incremental
volume
cu. ft Incrementai
volume
acre-ft Cumulative
volume
cu. ft Cumulative
volume
acre-ft
199 0 2,5240 0.058 2,524.0 0.1 0.0 0.0 0.0 0.0
200 1 3,243.0 0.074 719.0 0.0 21883.5 0.1 2185315 0.1
201 2 4,607.0 0.106 1,384.0 0.0 3,925.0 0.1 5,808.5 0.2
202 3 5 .356,0 0.123 749.0 0.0 4,981.5 0.1 11 790.0 0.2
203 4 71371 .O 0.169 2,C) 15.0 0.0 8,363.5 0.1 18,153.5 0.3
204 5 9,009,0 0.207 1,638.0 0.0 8,190,0 0.2 26 343.5 0.3
205 6 10 818.0 0.248 1,809.0 0.0 9,913.5 0.2 36 257.0 0.4
205.5 6.5 13 8717.0 0.318 3,052.0 0.1 6,172.0 0.1 42 429.0 0.4

BMP #2.xls
Stage Storage (Perm Pool) Page 1 of 1 Printed 9/2212009 10:48 AM
Water Quality Pond Volume Calculations
Stage-Storage Data for Pond - Forebays
Project Caterpillar Core PDC Site BMP #2
Project No. 1517-0194
Date September 22, 20D9

Contour ID
Stage
Area
[s q. ft.
Area
acres Incremental
Area
(s q. ft, Incremental
Area
acres Incremental
volume
cu. ft Incremental
volume
acre-ft Cumulative
volume
cu. ft Cumulative
volume
acre-ft
201 0 269.0 0.006 269.0 0.0 0.0 00 0.0 0.0
202 1 486.0 0.011 217.0 0.0 377.5 0,0 377.5 0.0
203 2 789.0 0.017 275.0 0.0 623.5 0.0 1001.0 0.0
204 3 1,092.0 0.025 331.0 0.0 926.5 0.0 1927.5 0.0
205 4 1,480.0 0.034 388.0 0.0 1,286.0 0.0 3,213.5 0.1
205.5 4.5 2,959.0 0.050 679.0 0.0 909.8 0.0 4123.3 0.1

BMP #2.xls
Stage Storage (Forebay #1 - S) Page 1 of 1 Printed 9/2212009 10:48 AM
Water Quality Pond Volume Calculations
Stage-Storage Data for Pond - Forebays
Project Caterpillar Core PDC Site BMP #2
Project No. 1517.0194
Date September 22, 2009

Contour ID
Stage
Area
[s q. ft.
Area
acres Incremental
Area
[s q. ft. Incremental
Area
acres Incremental
volume
cu. ft Incremental
volume
acre-ft Cumulative
volume
cu. ft Cumulative
volume
acre-ft
201 0 314.0 0.007 314.0 0.0 0.0 0.0 0.0 0.0
202 1 546.0 0.013 232.0 0.0 430.0 0.0 430.0 0.0
203 2 836,0 0.019 290,0 0.0 691.0 0.0 1121.0 0.0
204 3 1,183.0 0.027 347.0 0.0 1.009.5 0.0 2.130.5 0.0
205 4 1,586.0 0.036 403.0 0.0 1,384.5 0.0 3,515.0 0.1
205.5 4.5 2,283,0 0.052 897.0 0.0 967.3 0.0 4.48213 0.1

BMP #2.xls
Stage Storage (Forebay #2 - N) Page 1 of 1 Printed 9/2212009 10:48 AM
Water Quality Basin Dewatering Time Calculations
Project Caterpillar Core PDC Site SMP ##2
Project No. 1517-0194
Date September 22, 2009
Maximum surface area of basin 17,599 square feet
Maximum head of water above dewatering hole 1.25 feet
Orifice coefficient 0.60
Diameter of each hole 2.0 inches
Number of holes 1
Cross sectional area of each hole =
Cross sectional area of each hole =
Cross sectional area of dewatering hole(s) _
Cross sectional area of dewatering hole(s) _
Dewatering time for basin =
Dewatering time for basin =
Volume Discharge Rate =
0.022 square feet
3.1 square inches
0.022 square feet
3.1 square inches
60.1 hours
2.50 days
0.12 cfs
Notes:
Water Quality Pond Summary Information
Project Caterpillar Core PDD Site BMP #2
Project No. 1517-0194
Date September 22, 2009
Drainage area to pond 638,254
Impervious area in drainage area 230,750
Bottom of pond elevation 198.00
Normal pool elevation 204.50
Pond volume at normal pool 42,429
square feet = 14.65 acres
square feet = 5.30 acres
feet
feet
cubic feet
Required volume for design rainfall 19,966 cubic feet
Required surface area for pond 10,090 square feet
Volume provided for storage of design rainfall = 24,772 cubic feet at elevation 205.75
Surface area provided at normal pool 13,870 square feet
BMP #2.xls
Summary Data Page 1 of 1 Printed 9122/2009 10:48 AM
BMP #2 Type 1124-hr RainfaN=2.89°
Prepared by McKim & Creed, PA
HydroCAD® 8.00 sln 004927 © 2006 HydroCAD Software Solutions LLC 9/22/2009
Subcatchment'IS: (new Subcat)
Runoff 4.92 cfs @ 12.53 hrs, Volume= 0.691 af, Depth> 0.57"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type 11 24-hr Rainfall=2.89"
Area (ac) CN Description
14.650 70 Woods, Good, HSG C
14.650 Pervious Area
Tc Length Slope Velocity Capacity Description
min feet ftlft ftlsec cfs
36.3 150 0.0433 0.07 Sheet Flow,
Woods: Dense underbrush n= 0.800 P2= 3.50"
11.2 904 0.0730 1.35 Shallow Concentrated Flow,
Woodland Kv= 5.0 fos
47.5 1,054 Total
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Prepared by McKim & Creed, PA
H droCADO 8.00 sln 004927 © 2006 H droCAD Software Solutions LLC 9/22/2009
Pond 3P: (new Pond)
Inflow Area = 14.650 ac, Inflow Depth > 1.43"
Inflow - 16.41 cfs @ 12.37 hrs, Volume= 1.748 of
Outflow = 4.58 cfs @ 13.09 hrs, Volume= 1.195 A Atten= 72%, Lag= 43.4 min
Primary - 4.58 cfs @ 13.09 hrs, Volume= 1.195 of
Secondary = 0.00 cfs @ 5.00 hrs, Volume- 0.000 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 207.82' @ 13.09 hrs Surf.Area= 19,351 sf Storage= 40,030 cf
Plug-Flow detention time= 155.5 min calculated for 1.191 of (68% of inflow)
Center-of-Mass det. time= 90.3 min ( 899.7 - 809.4 )
Volume Invert Avail.Storage Storage Description
#1 205.50' 136,288 cf Custom Stage Data (Irregular) Listed below (Recale)
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
feet s -ft feet cubic-feet cubic-feet s -ft
205.50 13,870 491.0 0 0 13,870
206.00 16,407 523.0 7,560 7,560 16,465
207.00 18,004 542.0 17,199 24,760 18,161
208.00 19,658 561.0 18,825 43,585 19,917
209.00 21,373 579.0 20,510 64,094 21,647
210.00 23,140 598.0 22,251 86,345 23,521
211.00 24,963 617.0 24,046 110,391 25,456
212.00 26,843 636.0 25,897 136,288 27,451
Device Routing Invert Outlet Devices
#1 Primary 202.00' 24.0" x 66.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 201.50' S=0.0076? Cc= 0.900 n=0.013
#2 Device 1 205.50' 2.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 206.75' 6.0" Vert. Orifice/Grate X 4.00 C= 0.600
#4 Device 1 207.75' 4.00'x 4.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600
#5 Secondary 211.00' 15.0' long x 16.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=4.49 cfs @ 13.09 hrs HW=207.82' (Free Discharge)
't--1=Culvert (Passes 4.49 cfs of 33.20 cfs potential flow)
2-00ficeiGrate (Orifice Controls 0.16 cfs @ 7.20 fps)
3=Orifice/Grate (Orifice Controls 3.42 cfs @ 4.35 fps)
4=Orifice/Grate (Weir Controls 0.92 cfs @ 0.85 fps)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=205.50' (Free Discharge)
L5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
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GEOTECHNICAL
REPORT
AMACTEC
engineering and constructing a better tomorrow
December 19, 2008
Mr. Jeff Mann, P.E.
McKim & Creed
1730 Varsity Drive
Raleigh, North Carolina 27606
SUBJECT: REPORT OF PRELIMINARY GEOTECHNICAL EXPLORATION
PROPOSED CLAYTON CATERPILLAR PROJECT -
BUILDINGS/PRIVATE DRIVE
CLAYTON, NORTH CAROLINA
MACTEC PROJECT NO. 6470-08-2229
Dear Mr. Mann:
MACTEC Engineering and Consulting, Inc. (MACTEC) is pleased to submit this report of our
geotechnical exploration for the referenced project. Our services were provided in general
accordance with MACTEC Proposal No. PROP-08-RAIL-349A dated September 12, 2008. This
report presents a review of the information provided to us, a discussion of the site and subsurface
conditions, and our recommendations. The Appendix contains a site location map, a boring location
plan, and the results of our field and laboratory tests.
The purpose of this exploration was to explore the subsurface conditions at the site and to provide
recommendations for design of earth supported structures and road gravel thickness based on those
conditions. The assessment of site environmental conditions or determining the presence of
contaminants in the soil, rock, surface water or groundwater of the site is beyond the scope of this
exploration.
PROJECT INFORMATION
We were provided with site plans showing the proposed property boundary, roadway alignments and
building locations. McKim & Creed supplied MACTEC with multiple drawings generally titled:
"CAT-PD, Scheme 2A -- 8128/08", "Caterpillar Entrance Road Plan and Profiles - Oct. 2008", and
"Clayton Caterpillar Site Study - 7/9/2008". A site meeting held before drilling activities began
included MACTEC, Bayer property owner, the Division of Water Quality (DWQ) and the Army
Core of Engineers to review site access and environmental concerns that related to stream crossings
and wettand/buffer zone delineation.
The project site is contained within an approximate 195-acre tract of land (with multiple property
owners) located near the intersection of NC-42 and Glen Laurel Road in Clayton, North Carolina. An
approximate 1,800-foot long section of the entrance to the site will eventually become a portion of the
Clayton Parkway with the start of the road section at the Northern intersection at NC-42. The 1800-
foot section continues North beyond the current site boundaries. The limited geotechnical
exploration report for this future connector was issued to McKim & Creed on December 9, 2008.
Another 1,200-foot long section of the future entrance road to the Caterpillar buildings will connect
from the future Clayton Parkway and proceed north and East to the proposed parking areas. Two
MACTEC Engineering and Consulting, Inc.
3301 Atlantic Avenue • Raleigh, NC 27604 • Phone: [phone] • Fax: [phone]
www.moctec.com
McKim & Creed Caterpillar Project
December 19, 2008 Clayton, North Carolina
Page 2 of 10 MACTEC Project No. 6470-08.2229
rectangular-shaped buildings will be located near the end of the entrance drive at the northern part of
the tract. Limited information has been provided to us at this time, but we assume that buildings will
be single story steel-framed structures with slab-on-grade foundations and exterior footings. The
exterior column loads are expected to be approximately 80 kips and the interior column loads are
report as approximately 100 kips. We will assume other structural information for our analysis.
From the topographic plans provided to us, it appears that cut depths for the entrance road will be less
than 15 feet, with fill depths up to 20 feet; these maximum values are confined to small sections as
the general cut and fill depths are to be minimal (5-8 feet) to try to follow the existing natural terrain.
Cut depths for the buildings appear to be less than 15-18 feet with deeper cut depths possible at the
exterior slopes for the building zones. Fill depths are expected to generally be less than 3 feet. There
appeared to be conflicting information given to MACTEC concerning the final subgrade elevations
for the parking and buildings. We were not provided with final finished elevations for the future
office building, but were verbally given information that the two buildings floor elevations will be at
or near present grade. We do not have detailed information regarding the elevations for the parking
areas. Some of the borings may not accurately reflect existing elevations and subsequently our
evaluations in this report may not reflect proposed final elevations for structures and parking. We are
aware, however, that this report was initially intended to be a preliminary investigation and that future
exploration may be needed before final design and construction can begin.
According to the proposed gravel roadway plan and profile sections, the applicable station numbers
range from 102+00 (at the intersection with the future Clayton Parkway) to 124+50. The roadway
will cross over creeks and streams -- we do not have any information about possible culverts and
bridge structures in these areas.
EXPLORATION PROCEDURES
Twenty-one soil test borings (labeled Roadway R-9 through R-19, and Building B-I through B- 10)
were drilled at the site during the month of November, 2008. The approximate locations of the
borings are shown on Figures 2 and 3 in the Appendix. Each roadway boring location was
positioned at approximate 200-foot intervals along the proposed alignment (the boring depths were
determined by MACTEC using the provided site data including existing topography and proposed
final finished elevation information). The boring locations were located in the field by MACTEC
personnel using GPS technology with coordinates supplied by McKim & Creed. Based on the GPS
unit field readouts and user capability, the boring locations were considered to be marked within 5
feet of the exact coordinates that were provided to MACTEC.
Access to the site was provided through clearing performed by Hydrocut. The borings were
marked using wooden stakes and orange flagging with MACTEC lettering and labeling. Utilities
were cleared by North Carolina One-Call prior to drilling activities.
The borings were advanced to depths ranging from 10 to 42 feet below existing grade with track
mounted drill rigs assigned with automatic hammers using hollow stem auger drilling procedures.
The borings were terminated based on the assigned drilling depths or when a condition of auger
refusal was encountered. Samples were taken in the test borings by driving a 1-318 inch ID split-
spoon sampler in general accordance with ASTM D1586 specifications at routine intervals.
Representative portions of all split-spoon samples were sealed in glass jars and returned to our
A"MACTEC
McKim & Creed Caterpillar Project
December 19, 2008 Clayton, North Carolina
Page 3 of 10 MAC7"CC Project No. 6470-08-2229
laboratory where they were visually classified in accordance with the Unified Soil Classification
System (USCS). MACTEC will store the test boring samples, available for inspection, for a period
of ninety days after which time they will be discarded unless requested otherwise. All the soil
borings were backfilled with soil cuttings from the drilling activities after at least a 24-hour
stabilization period to measure groundwater.
Note., Testing and experience has shown that the Standard Penetration Test values (N-values)
obtained with an automatic hammer are typically about 33 percent lower than those obtained with a
safety drop hammer.
The test boring records showing visual descriptions of soil strata, and the sampling and field test data
are included in the Appendix of this report. A sheet defining the terms and symbols used on the
boring records is also included in the Appendix along with the boring profiles. Elevations were
provided by McKim & Creed through CAD drawings; some of the elevations were interpolated and
therefore should be considered approximate.
Eight jar samples from selected borings were sent to our laboratory for routine classification
testing; Moisture Content, Percent Passing the #200 sieve and Atterberg Limits. Laboratory testing
was performed in accordance with applicable ASTM specifications. The summary results of that
testing are presented in the appendix.
SITE AND SUBSURFACE CONDITIONS
The project site is located in the southern portion of the Piedmont Physiographic Province, an area
underlain by ancient igneous and metamorphic rocks. The virgin soils encountered in this area are
the residual product of in-place chemical weathering of rock which was similar to the rock presently
underlying the site. The typical residual soil profile may consist of clayey or silty soils near the
surface where soil weathering is more advanced, underlain by sandy silts and silty sands that
generally become harder with depth to the top of parent bedrock. More specifically, the area lies in
the Raleigh Belt, which is characterized by rock layers of Gneiss and Schist within the residual soil.
The proposed roadway alignment and building areas traverse through wooded terrain containing
deciduous trees and pines with heavy brush. Lightly scattered trees are found in the areas
surrounding the creeks and stream crossings. The terrain is relatively flat in the areas of B-1 through
B-10, with the private drive borings lying in sloping hills and dips. A large stream crossing runs east
and west and bisects the proposed private drive near boring B-18. The Neuse River crosses north of
the project site boundaries, with the 100-year flood plain extending slighting into the land tract. The
topographic relief is approximately 60 feet with existing elevations ranging from approximately 235
to 298 feet mean sea level (msl).
Rock outcrops were noted near borings R-8 and R-9, and at borings B-5 and B-6.
Subsurface Conditions
The subsurface conditions encountered at the site were generally consistent with published
geological mapping and our experience with other projects in the vicinity.
AMACTEC
McKim & Creed
December 19, 2008
Page 4 of 10
Buildings (B-1 through B-10);
Caterpillar Project
Clayton, North Carolina
b4A CTEC Project No. 4470-08-2229
There was approximately 3 to 4 inches of topsoil observed at the boring locations. Up to 6 inches or
more are expected due to site observations of areas not within the pathways cleared by Hydrocut.
Beneath the topsoil, the native residual soil (normally consolidated) is generally classified as moist,
clayey silt or silty clay (USCS - CL, ML, CL-ML). Some clayey sand (USCS - SC) was observed in
boring B-5 below 13 feet. Boring B-6 encountered high elastic silt (MH) for a short depth below 6
feet.
The SPT N-values (blows per foot) ranged from 3 to 100. The lower N-values (<6) were noted in
borings B-5 through B-7 at depths less than 2 feet below the existing ground surface1bgs). The N-
values generally increase with depth with greater increases noted below depths of 10 to 20 feet.
The boundary between soil and rock is not sharply defined. A transitional zone termed `partially
weathered rock" (PWR) is normally found overlying the bedrock. Partially weathered rock is
defined, for engineering purposes, as residual material with standard penetration resistances
exceeding 100 blows per foot. PWR was encountered in borings B-8 and B-9 at depths below 24.5
feet. Boring B-8 terminated after a condition of auger refusal and spoon refusal was reached. Based
on the results in the field, it is estimated that the other borings would have encountered auger refusal
if advanced a little further into the ground.
Private Drive (R-9 through R-19):
Below the 3 to 4 inches of topsoil, the borings generally encountered native, residual moist silty clay
and clayey silt, and clayey or silty sand. Highly elastic silt and high plastic clay (USCS - MH and
CH) was observed in boring R-17 at depths less than 35 feet from the surface.
The SPT N-values (blows per foot) ranged from 3 up to 100. The lower N-values (<6) were noted in
many of the borings from depths less than 2 feet from the surface.
PWR is noted in boring B-16 at a depth of 14.8 feet. The sample at this depth contained rock
fragments indicating continuous hard drilling conditions below.
Groundwater Conditions
Groundwater depths were measured immediately after the completion of drilling at after at least a
24-hr period of stabilization. All of the borings were recorded as dry. Fluctuations in the depths of
the water table may occur depending on variations in precipitation, evaporation and surface water
runoff.
RECOMMENDATIONS
Following are our recommendations for preparation of the site, and for design and construction of
foundations for the proposed structures, and roadway/parking.
AMACTEC
McKim & Creed
December 19, 2008
Page 5 of 10
Seismic Evaluation
Caterpillar Project
Clayton, North Carolina
MACTEC Project Na 6470-08-2229
The North Carolina Building Code requires knowledge of the subsurface profile to a depth of 100
feet for evaluation the seismic Site Class. Some of the borings drilled at the site terminated in
partially weathered rock. The partially weathered rock represents the top of known geologic
conditions; therefore, exploration to 100 feet was not required. The basis of the Site Class
evaluation is the soil shear wave velocity; however, the code also provides conservative estimation
methods based on N-valucs which were used in our evaluation. Applying the building code N-
value methodology, the seismic Site Class for the proposed building structures ranges from C to D.
Evaluating proposed cut depths, the Site Class determination remains the same. We recommend
that a Site Class of D be used unless further exploration encounters stiffer or more dense soils.
General Site Preparation
All topsoil, vegetation, debris, and other unsuitable material should be removed from the
construction area and either wasted from the site or used as topsoil in areas to be landscaped, We
estimate approximately b inches of stripping will be required in the proposed road and building
areas. There may be localized areas requiring greater stripping depths where organic
concentrations are greater or where tree roots and stumps need to be removed. Care should be
taken when working near creeks or streams. Proper procedures should be followed to minimize
changes in natural channel features unless otherwise indicated by the proper construction
approving entity.
Following stripping in areas to receive fill and at subgrade elevation in cut areas, we recommend that
the exposed subgrade be proofrolled to detect unsuitable soil conditions. Proofrolling should be done
after a suitable period of dry weather to avoid degrading an otherwise acceptable subgrade.
Proofrolling should be performed with a heavily loaded dump truck or with similar approved
construction equipment. The proofrolling equipment should make at least four passes over each
section, with the last two passes perpendicular to the first two.
We recommend that the exposed subgrade and proofrolling operation be observed and documented
by the geotechnical engineer or his representative. If unsuitable conditions are encountered at the
subgrade level, recommendations for dealing with the conditions should be provided to the owner's
representative by the geotechnical engineer. Soils which rut or deflect excessively during
proofrolling should be undercut to suitable soils and replaced with compacted soil fill or crushed
stone.
The on-site soils classified as USCS SC or CL are, in general, suitable for use as compacted fill.
Soils containing minor amounts of root fibers can be used for fill. Site soils containing large
concentrations of roots (greater than S percent by weight) or other organic matter should not be used
for fill in the building or road areas. Elastic silts (MH) and plastic clays (CH), if encountered, should
not be used for fill within 3 feet of finished grades. Any fill material imported to the site should be of
a low plasticity soil (liquid limit less than 40, plasticity index less than 20), free of organic material or
debris. The geotechnical engineer should assist in defining proper fill material or in locating and
managing approved borrow pits.
Fill should be placed in 8 to 10 inch loose lifts and compacted to a minimum 95% of the soil's
standard Proctor maximum dry density (ASTM D 698) with the top 18 inches in road subgrade areas
AMACTEC
McKim & Creed Cateipillar Project
Deceriber 19, 2008 Clayton, North Carolina
Page 6 of 10 MACTEC Project No. 6470-08-2229
compacted to at least 98 percent of the standard Proctor maximum dry density. The soils should be
aerated or moistened as necessary to maintain the moisture content within 3 percentage points of
optimum moisture content.
In-place field density tests should be performed by the geotechnical engineer or technician, We
recommend that field density tests be performed every 2,500 square feet with at least one test
performed on each lift of material. One out of every 10 tests should be performed using the Sand
Cone method. In utility trench backfill, we recommend at least one test be performed per lift of
backfill per 100 linear feet of trench.
Rock outcrops were observed during our site visit, but based on the depths to PWR in the vicinity of
those locations, and based on the site proposed finished grades, we do not anticipate that partially
weathered rock will be encountered during general site grading.
Groundwater is not expected to be encountered, but should be anticipated in all excavations near the
low-lying elevations near existing creeks/streams.
Shallow Foundations
If the above described site preparation and fill placement procedures are carried out, the proposed
buildings can be supported on shallow foundations, bearing on approved natural soils or on properly
placed and compacted fill. The footings should be designed for a net allowable soil bearing pressure
of 2,500 pounds per square foot. All exterior footings should be located at least 18 inches below final
exterior grades to provide adequate frost protection. Interior footings may be embedded only a
nominal depth if in an area that will not be subject to frost heave. Minimum footing widths of 16
inches for wall footings and 24 inches for column footings are recommended for lighter loaded
sections. Based on a maximum load of up to 100 kips for interior columns, a much larger interior
spread footing will be necessary.
We recommend that the geotechnical engineer or technician observe the footing excavations
immediately prior to placing concrete. He should compare the soils exposed with those encountered
in the soil test borings to determine if the exposed soils are capable of supporting the design footing
pressure. Any soft or loose soils should be undercut to suitable materials and backfilied with
approved soil fill materials, clean stone, or lean concrete. Soil backfill should be compacted as
described above. All foundation bearing areas should be level or suitably benched and free of loose
soil, ponded water and debris.
Exposure to the environment may weaken the soils at the footing bearing level if the foundation
excavations remain open for long periods of time. 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.
Based on the limited structural information we have and conflicting final grade elevations, but
assuming single-story structures with maximum interior column loads of 100 kips per column and an
allowable bearing capacity of 2,500 psf, we estimate that total settlement of footings should not
exceed 1 inch. Depending on final design criteria, more detailed loading conditions and any ancillary
structural equipment placement (humidifiers located outside of the building, specialized pipe
$"' MACTEC
McKim & Creed Caterpillar Project
December 19, 2008 Clayton, North Carolina
Page 7 of 10 MACTEC Project No. 6470-08-2229
connections to the exterior wall(s), etc) we can modify the settlement recommendation (total and
differential) after performing a more detailed analysis.
Slabs-on-Grade
Floor slabs may be supported on properly placed and compacted fill or approved natural soils. The
slab subgrade should be prepared in accordance with the procedures outlined above. We recommend
that the floor slabs be designed using a subgrade modulus of 100 pounds per cubic inch until more
detailed site grading and structural information can be obtained. A 44nch thick layer of washed stone
or stone and coarse sand should be provided beneath the slab to prevent capillary rise and a damp
slab; this should conform to ACI 3021R716, 4.1.4. In slab areas which have a vapor-sensitive
covering or are humidity controlled, a vapor barrier is recommended. The installation of the vapor
barrier should conform to recommendations contained in ACI 302.1R-15,4.1.4 and Addendum
302.1 R-96.
Construction activities and exposure to the environment may cause deterioration of prepared
subgrades. Therefore, we recommend that density and moisture content tests be conducted on the
final subgrade soils immediately prior to grade slab construction to determine their condition.
Gravel Access Road/Parking
If the above site preparation procedures are followed, and based on our limited knowledge of traffic
loading conditions or actual field California Bearing Ratio (CBR) values, the subgrade conditions at
the proposed elevations should be capable of supporting a gravel base with the intended vehicular
traffic. This statement should be re-evaluated if traffic loading and conditions can be provided and if
CBR data can be obtained after general site grading.
Many of the soft and unsuitable soils are expected to be removed during grading operations.
However, borings R-14 and R-18 showed MH and CH material or traces of that soil type that
should be promptly removed or undercut before fill activities.
Based on the characteristics of the on site subgrade soils, we recommend that at least 10-inches of
crushed stone (N.C. DOT Aggregate Base Course Type A or B) be placed over an approved subgrade
for the entrance road. A base course thickness of at least 4-inches should be used in parking areas
over a stable soil base.
Due to the potential long-terra existence of this road, a geosynthetic should be placed over the
approved subgrade in preparation for the stone base. This geosynthetic should be a type of geotextile
(Mirafi 500X or equivalent) to help preserve separation of the stone base and the soil subgrade during
varying weather conditions and normal traffic loading stress and vibration actions over time. This
material will also help aid in the stabilization of the road over weaker soil material, If weak zones are
observed during proofrolling, the soil subgrade should be undercut until stable conditions are
encountered. The undercut material should be backfilled with stone over a layer of geotextile at the
bottom of the excavation. If soil conditions do not warrant undercut then a stronger more appropriate
geotextile such as a Mirafi 600X or equivalent (or a combination of a geotextile and geogrid) may be
used at the geotechnical engineer's request.
MACTEC
McKim & Creed Catelpillar Project
December 19, 2008 Clayton, North Carolina
Page 8 of 10 MACTEC Project No. 6470-08-2229
The geotextile placement should include all areas within the zone of influence of the road. This may
include extending the geosynthetics beyond the edge of the road and under the drainage swale (ditch).
The road should be properly crowned and sloped on the sides to facilitate water draining into the
actual drainage system.
Proper compaction of the stone base should be achieved using conventional equipment (sheepsfoot
roller with a vibrating drum). Compaction test methods should include the use of a nuclear density
gauge or other equipment specified by NCDOT standards. The stone base should be compacted to
100% (+/- 1.5%) of its maximum dry density based on AASHTO T99 or T180.
Slopes
We recommend that finished cut and fill slopes be no steeper than 3H: IV and should slope away
from the structures on all sides. Fill slopes should be constructed by over filling and then trimmed
back to final configuration. Horizontal benches should be cut in existing slopes steeper than 5H; 1V
as fill is being placed. All finished cut and fill slopes should be seeded and mulched as soon as
possible after grading to minimize erosion. Ditches, berms and/or pipes should be used to minimize
surface water from draining down slopes. Exterior finished grades generally should be at least one
foot lower than the slab-on-grade subgrade elevation.
CONSTRUCTION CONSIDERATIONS
When soils similar to those at the site become saturated, they lose strength and become difficult to
compact. Therefore, the contractor should promptly remove any surface water or groundwater from
the construction area. This has been done effectively on similar construction projects by means of
gravity drainage and sump pumping.
The near surface soils at this site classify as Type B in accordance with current OSHA Trench
Protection Guidelines. Trench excavations more than 4 feet deep should be supported with
temporary shoring and bracing or cut back on slopes of l(H):1(V). For similar soil types that
currently classify as Type B, but lie below the existing water table at the time of excavation should be
classified as Type C in accordance with OSHA guidelines; with slopes cut back to 1.5(H):I(V) or
greater. A "competent person", as defined by OSHA, working for the contractor should monitor
construction excavations and determine suitable slopes.
We recommend that construction begin in the drier months of the year to minimize difficulties in the
soils, which will become wet, soft, and difficult to compact when rains occur. The surface soils
should be protected from excessive infiltration and surface water by grading the site to promote the
rapid removal of rainwater and surface runoff from the building areas both during and after
construction.
A' MACTEC
McKim & Creed Caterpillar Project
December 19, 2008 Clayton, North Carolina
Page 9 of 10 MACTCC Project No. 6170-08-2229
ADDITIONAL SERVICES RECOMMENDED
1. Site Preparation and Proofroliing: The geotcchnical engineer or technician should observe the
site after it has been stripped and excavated. The engineer should determine the extent of
undercutting or in-place densification necessary to prepare the subgrade for fill placement or for
slab support.
2. Fill Placement and Compaction; The geotechnical engineer or technician should observe any
required filling operations and take sufficient in-place density tests, approve borrow materials
used and determine if their existing moisture contents are suitable.
Footing Excavation Examination: The geotechnical engineer or technician should examine the
footing excavations for the building foundations. He should check that the design bearing
pressures recommended are available and that no soft soils exist beneath the bearing surface of
the footing excavations. Based on the examinations, the engineer would either approve the
bearing surface or recommend that unsuitable soils be undercut to expose satisfactory bearing
materials,
4. Road Subgrade System Examination: Subgrade soils and base materials should be examined by
the geotechnical engineer or technician to determine that proper compaction has been achieved
and that project specifications are being followed. California Bearing Ratio (CBR) tests should
be performed on representative samples of the subgrade soils in order to develop a suitable and
economical roadway section.
CLOSING
These analyses and recommendations are, of necessity, based on the concepts made available to us at
the time of the writing of this report, and on-site surface and subsurface conditions that existed at the
time of the exploratory borings. Further assumption has been made that the limited exploratory
borings, in relation to both the area extent of the site and depth, are representative of conditions
across the site. If, during the design phase, or later construction phases, conditions are encountered
which differ significantly from those reported herein, we should be immediately notified so that our
analyses and recommendations can be reviewed and/or revised as necessary.
0 "A
MACTEC
McKim & Creed
December 19, 200&
Page 10 of 10
Caterpillar Project
Clayton, North Carolina
MACTEC Project No. 6470-08-2229
We appreciate the opportunity of providing our services to you during the exploration phase of this
project and look forward to assisting you during the construction phase as well. If you have any
questions concerning this report or any of our testing, inspection design or consulting services please
do not hesitate to contact us.
Respectfully submitted,
MACTEC ENGINEERING AND CONSULTING, INC.
a4?4 Ayls"40
Christopher J. Fredette, E.I. Bill Deobald, A..l? L .4. L-?36-P'
Project Engineer Senior Geologist /z 09
Registered, North Carolina A-19969 Registered, North Carolina /7s'o
Gary if Taylor
Project Manager
Registered, North Carolina 18580
.\\A CAR0
a •
SEAL
1858D
1010 Of
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Attachments: 1. Figures
2. Boring Logs and Profiles
3. Laboratory Summary Sheet
A A
MACTEC
APPEANDIX
LEGEND
State Route Hwy Ramp
Geo Feature Major SIru:URoad
Town, Small City State Route
e Hill US Highway
US Highway Railroad
Alrileld River
County Boundary IntcnniltentRiver
Population Center Airfield
Street, Road Utility (powcrline)
MACTEC
SITE LOCATION MAP RALEIGH, NORTH CAROLINA
CLAYTON CATERPILLAR PROJECT DRAWN: CJF DATE: Dec-08
MCKIM & CREED DFT CHECK: CJF SCALE: NTS
CLAYTON, NORTH CAROLINA ENG CHECK: JOB: 6470-08-2229
APPROVAL: FIGURE: 1
fiEFERENCE: DELORME MAP EXPERT
M .a ^
OFFICE

B-1
1"Building outlines and boring locations are approximate
CLAYTON CATEPILLAR PROJECT
CLAYTON, NORTH CAROLINA
go MACTEC
RALEIGH, NORTH CAROLINA
IIDRAWN: C. Fredette IDATE: Nov-08
CHECK: C. Fredette SCALE: NTS
CHECK: JOB: 6470-08-2229
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EQUIPMENT: CMF-45C
METHOD: HS Augers
BOLE DIA,- 6"
REMARKS: Cave in at 153ft
REVIEWED BY:
THIS RECORD IS A REASONABLE INTERPRETATION OF SUBSURFACE
CONDITIONS AT THE EXPLORATION LOCATION, SUBSURFACE
CONDITIONS AT OTHER LOCATIONS AND KI' OTHER TIMES MAY
DIFFER. INTERFACES B WEEN STRATA ARF: APPROXIMATE.
TRANSITIONS BETWEEN STRATA MAY 13E GRADUAL.
U lit `1u tt) 9? -o tH! 70 RE] 90 IUi)
I Project: Clayton Caterpillar Project
Boring No.: B-1
Drilled: November 21, 2008
Project #: 6470-08-2229 Page 1 of 1
II SMAI.C.-TEC II
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DRILLER: D. Rhodes
EQUIPMENT. CME-45C
METHOD: HS Augers
HOLE DIA.: 6"
REMARKS: Cave in at 23.2ft
REVIEWED BY:
THIS RECORD IS A REASONABLE INTERPRETATION OF SUBSURFACE
CONDITIONS AT THE EXPLORATION LOCATION. SUBSURFACE
COND€T€ONS AT OTHER LOCATIONS AND AT OTHER TIMES MAY
DIFFER, INTERFACES BEWEEN STRATA ARE APPROXIMATE.
TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.
U IU Al 5U 4U ?U 0U !U 60 W IUU
Project: Clayton Caterpillar Project
Boring No.. B-2
Drilled: November 19, 2008
iPrQiect#: 6470-08-2229 Paste 1 of 1
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DRILLER: D. Rhodes
EQUIPMENT: CME-45C
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REMARKS: Cave in at 16. tft
REVIENVFD BY:
THIS RECORD IS A REASONABLE INTERPRETATION OF SUBSURFACE
CONDITIONS ATTHL:EXPLORATION LOCATION. SUBSURFACE
CONDITIONS AT OTHER LOCATIONS AND AT OTHER TIMES MAY
DIFFER. INTERFACES BEWEEN STRATA ARE APPROXIMATE.
TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.
0 10 "-20 30 40 till (A) /0 W W IM
7D
Project: Clayton Caterpillar Project
Boring No.: B-3
Drilled: November 19, 2008
Project #: 6470-08-2229 Page I of I
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40
45
SOILCLASSIHCATION L S AM PLES PL(% ) NM (%} L L (% )
AND REMARKS E L I
7' N•couNT
'
(} E I3 or A FIN ES ( 7r)
E V F Y Rcc%/RQD%
SEE KEY SYMBOL SHEET FOR EXPLANATION OF N N P a o o 0 SP T (bp f)
SYMBOLS AND ABBREWATIOiwIS BELOW. D (A) f E '0 " =
0--
245 ?] A4 1 0 2 0 3 0 4 0 5 0 6 0 7 0 8 0 9 0 1 00
Topsoil
.
Stiff to verystif€, moist, light brawn, slightly clayey, slightly SS-1 3.2-4
sandy SJUF (ML)
SS-2 6-10-II
SS-3 7.9.10
240.0 5
SS-4 3.0.8
SS-5 G-G-8
235.0 11I
SS-6 I5-10-8
230.1} 15
Very stiff to hard, gray, very fin sandySILT(MI.)
SS-7 17-I6-30
20
225.(3
SS-8 12-19-50
Boring Ecrtninat4cl;ts 25.Oti 220.0 25
30
215.0

210.0 35
40
205,0
uv5 n
DRILLER: D. Rhodes
EQUIPMEN'T': CME-45C
METHOD: HS Augers
HOLE DIA.: 6"
REMARKS: Cave in z 23.Oit
REVIEWED BY:
THIS RECORD IS A REASONABU INTERPRETA11ON OF SUBSURFACE
CONDITIONS AT THE EXPLORATION LOCATION. SUBSURFACE
CONDITIONS AT OTHER LOCATIONS AND AT OTHER TIMES MAY
DIFFER. INTERFACES BEWEEN STRATA ARE APPROXIMATE.
TRANSITIONS UMVEEN STRATA MAY I1 E GRADUA L.
to IU Str .7t7 NU DU DU 1I1 All -Al IVI;
Project: Clayton Caterpillar Project
Boring No.: B-4
Drilled: November 19, 2008
Proiect #: 6470-08-2229
1of 11
II SMAcTEC II
D
E
P
T
H
(0)
S
10
15
20
25
3Q
v
m 3S
n.
c?
z
z
tj 4a
z
0
i~
e
F
h
O
Z
Eas
SOIL CLASSIFICATION L E SAMPLES PL (??o) NNI (9o) LL M
AND REMARKS E E ) T N.Co um r
E A FINES (%)
E V Y ReCrAIRQD%
SEE KEY SYMBOL SHEET FOR EXPLANATION OF N N p 'a ? a c ? SPT (bpf)
SYMBOLS AND ABBREVIATIONS BELOW. D (fl) I E ?

250
0 F-. 4 16 20 30 40 50 60 70 SO 90 IQU
Topsoil ,. , .
Soft to vary stiff, moist, reddish-brown, very silty CLAY (CL) SS I l-?-I
SS-2 3-4-7
245
0 SS-3 3,0,10
.
SS-4 2.4.6
Stitt, moist, reddish-brown, clayey SILT (ME: CL) _

-- 240
Q SS-5 3-4-5
. HI
Mtdiunt stiff to stiff, moist, gray-brown, clayey SILT (ML)

0 SS-6 1.3-3
235. 15

230
0 SS-7 5.7-7
20
.

325
0 SS-8 8.5.8
7
Boring tcrntinatetl tit 25.Oft
,
5

220.0 30
3 3
21
.If 5
210.0 4I)

DRILLER: D. Rhodes
EQUIPMENT: CME-45C
METHOD; HS Augers
HOLE DIA,: b^
REMARKS: Cave in ut 19,5ft
REVIEWED BY:
THIS RECORD IS A REASONABLE INTERPRETATION OFSUBSURFACE
CONDITIONS AT THE EXPLORAT1011i LOCATION. SUBSURFACP
CONDITIONS AT OTHER LOCATIONS AND AT O(`IIL'R TIMES MAY
DIFFER. INTERFACES BEWEEN STRATA ARE APPROXIMATE,
TRANSITIONS BETWEEN STRATA MAYBE GRADUAL.
U 10 20 30 41) 50 60 70 80 VU LtXI
Project: Clayton Caterpillar Project
Boring No.: B-5
Drilled: November 20, 2008
Project #: 6470-08-2229 Page 1 of 1
D
E
P
T
H
f0)
10
15
20
25
30
w
2
A
U
ac 35
F
C
40
7.,
0
4
45
SOIL CLASSIFICATION L E SAMPLES Pl:(K} %(ryo) LL mo
AND REMARKS E I
T N cc?cll? r
o E
E or e FIN ES (%)
E V Y Rcc%fRQl)S'n
SHE KEY SYMBOL SHEET FOR EXPLANATION OF N N P d :a ;o ;fl • SPI" (bpt)
SYMBOLS AND ABBREVIATIONS BELOW. D (fo r [i -E -S
0 r rte. R 10 20 30 40 50 60 70 SO 90 100
Tn soil ,i
241
Safi, moist. brown, vary silly CLAY (Cf.) SS-1 1.2-1
Stiff, moist, reddish-brown, slightly silty CLAY (CL)
S5-2 2-d-R
Very stiff, moist, reddish-brown, silly CLAY (CL-MQ

242
(1 SS-3 5.7-Ift
. S
Stiff, moist, reddish-brown, very clayey SILT (Ml 1)
SS-4 2-5-7
SOY, moist, lighf brown, silly CLAY (CL)

23]
0 SS-5 3-5-6

ON/A .
- ID
Medium dense, dry, gray and brown, slightly silty, slightly
clayey fine to coarse SAND (SC), with gravel fragments
EM
3
2. SS-6 6-14-15
,
3
15
Very stiff to hard, moist, gray, slightly fine sandy, clayey SUN
(MIL) with mica
221
U SS-7 4.7-12
. 20

2
[ SS-8 9-16-IS
11s+ritsg t?nninatctl tit 25.Ofi .
23
1 25
217
D 30
.

212.0 35
2
0 4
01. 0
ari,j rt
DRILLER: D. Rhodes
EQUIPMENT: CME-45C
METHOD: HS Augers
HOLE DIA.: 6"
REMARKS: Cave in at 22. [ft
REVIEWED BY:
THIS RECORD IS A REASONABLE INTERPRETATION OF SUBSURFACE
CONDITIONS AT THE. EXPLORATION LOCATION. SUBSURFACE
CONDITIONS AT OTHER LOCATIONS AND AT OTHER TIMES MAY
DIFFER, INTERFACES BEWEEN STRATA ARE APPROXIMATE.
TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.
0 IU 1l} ;10 411 NJ m) /U w 'At ItRI
Project: Clayton Caterpillar Project
Boring No.: B-6
Drilled: November 20, 2008
Project #: 6470-08-2229 Page t of l
AMA'"TEC
D
E
P
.T
H
(a
5
10
15
20
25
30
w
d
h
tl
f-'
U
cd 35
i
0- 40
z
d
!
4-
v v 45
SOIL CLASSIFICATION L E SAMPLES P1.{5 •) NCI () LI.(rk )
AND REMARKS E D , N-COUNT
v"?------
G E t or A FINES (%)
E V J Re IVRQDrk
SEI KEY SYI4IBOI. SHEET FOR EXPLANATION OF N ? 0 SPT (bpf)
SYMBOLS AND ABBREVIATIONS BELOW. D (tt) ?'
- r i rh z
^ 10 20 30 40 50 60 70 80 90 100
'('l1 sod ,
r' •? -240.0
I muse, nioict, hmwn. Aghily silly, clayey liae SAND (SC) SS-I I-2-2
Very stiff, moist, reddish-brown, silty CLAY (CI.)
SS-2 5-7-10
SS-3 3.10-11
- 1 0
235.0 5
Stiff, moist, gray, silty CLAY (Ci: MI.)
SS-4 4.6.8
Stiffto hard. dry to moist, gray, line sandy.';WT (111,)
SS-5 7-5-G
23U.0 10

225
0 SS-6 13-7-8
1
. 5

1) SS-7 9-13.21
.0
22 20

0 SS-9 11-12-19
2
Boxing tertninated at 26.0ft 215. 5

210.0 30
(
20 - - 35
5,
1
40
200.Q
rocn_
DRILLER: D. Rhodes
EQUIPMENT: CME-45C
METHOD: HS Augers
HOLE DIA,: 6"
REMARKS: Cave in at 2 Lift
REVIEWED BY:
THIS RECORD IS A REASONABLE INTERPRETATION OF SUBSURFACE
CONDITIONS AT THE EXPLORATION LOCATION. SUBSURFACE
CONDITIONS AT OTHER LOCATIONS AND AT OTHER TIMES MAY
DIFFER. INTERFACES BEWEEN STRATA ARE APPROXIMATE.
TRANSITIONS BF,TWEF..N STRATA MAY BE GRADUAL.
0 It) 20 10 41) )U OU AO W A) IM)
ISUI L TEST BORING RECORD
Project: Clayton Caterpillar Project
Boring No.: B-7
Drilled: November 20, 2008
Project #: 6470-08-2229 Page 1 of L
M A'TEG
D
E
P
T
H
(U)
5
i0
1S
20
25
3n
a_
F
O
35
m
U
3
s
U
40
z
0
P
4
O
z
c
F
45
SOIL CLASSIFICATION L E SAMPLES 11.I%) NA9(%) LL
AND REMARKS E L t N-COUNT 8 - -
G E 1) T or A FNES (%)
E V
r Y Rec°/alRQD%
SEE KEY SYMBOL SHEET FOR EXPLANATION OF N ' P D o ®SPT (bpF)
SYMBOLS AND ABBREVIATIONS BELOW. D (ft) ? F. c
216 rr m c 10 20 30 40 50 60 70 80 €30 100
To ?i1 0
Medium stiff to very stiff, rnoist, reddish-brown, silty CLAY SS-I 2-3-4
(CI.)
SS-2 4.6-10

231
0 SS-3 3-6
. 5
SS-4 2-5-6

226
0 SS-5 4-G-9
. 10
Whim stiff to hard, tnoisl, miidish-hrmvn and gray, cla)vy
SILT (ML), wills mica
2 SS-6 ?-3-6
21.U 15

-
1 SS-7 2-3-4
6.0-
2
-2
-
11,0 25

1u SS-9 I4-24-27
E
,.u
z 3(
Partially weather rock sampled as dry, gray Schist (PWR) SS-10 24-5010.5
1
201.0 '
5

Partially weather rack sampled as dry, gray Gniess (PWR) SS-It 5010.1
19 40
6.0
Auger refusal at 42.Oft
Boring terminated at 42.0]1
€oi n
DRILLER: D. Rhodes
EQUIPMENT: CME-45C
METHOD: HS Augers
HOLE DIA.: 6"
REMARKS: Cave in at 35.Ofl
REVIEWED BY:
THIS RECORD IS A REASONAIILL INTERPRETATION OF SUBSURFACE
CONDITIONSATTIIEEXPLORATION LOCATION. SUBSURFACE
CONDITIONS AT OTHER LOCATIONS AND AT OTHER TIMES MAY
DIFFER. INTERFACES BEWEEN STRATA ARE APPROXIMATE.
TRANSETtONS BF WE:E.N STRATA MAY BE GRADUAL,
U 111 10 JU V 1)0 (to rl) MU 1u rim
SOll.`'ITEST BORING RECORD
Project: Clayton Caterpillar Project
Boring No.: B-8
Drifted: November 21, 2008
Project #: 6470-08-2229 Page I of 1
II SMACTEC II
D
E
P
T
H

i
15
20
25
30
35
40
0
SOIL CLASSIFICATION L F S AM PLES P[1
1 10) NM (%) L L(7o )

AND REMARKS E L I

{ N-COUNT ,9
-
.? 4
Q,,,,,,,,,,,,,,,
,
q
G E D or A FIN ES ( o)
F V li Y ReC%1RQD%
SEE KEY SYMBOL SHEET FOR EXPLANATION OF N N P n a ;o o 0 SP T (bp f)
SYMBOLS AND ABBREVIATIONS BELOW. D (fl) T I c
r1 r) -} 1 0 2 0 3 0 4 0 5 0 6 0 7 0 8 0 9 0 1 00
'rup,`oil
Medium stiff to very stiff, moist, reddish-brown, silty CLAY SS-1 WOH-3-6
(CL)
SS-2 2-6.9
SS-3 4.12-I1
227.0 5
Stiff, ntpist, gray-hrown, slightly clayey SILT (,NIL), with iraa
Gltc sand SS-4 5-7-5
Very stiff to hard, dry, gray, slightly clayey, slightly fine sandy
SIl P(AIL) 222
0 SS-5 5-10-13
. 10

217
0 SS-6 6.18-23
5
. 1
SS-7 12-22-46
2(
212.0 }
5010
4
2
3R
riy Gniess (PWR)
Partial wcatix rcd rack sutra icd as d SS-8 9-
-
. 25
ry, 207,0
Boring tenninated al 24 9ft
3
202.0 0
3
NTO 5
40
192.0
IQ7 n
DRILLER: D. Rhodes
EQUIPMENT: CMF-45C
METHOD: HS Augers
HOLE DIA.: G,
REMARKS: Cave in at 21.28
REVIEWED BY:
THIS RECORD IS A REASONABLE INTERPRETATION OF SUBSURFACE
CONDITIONS AT THE EXPLORATION LOCATION. SUBSURFACE
CONDI'T'IONS AT OTHER LOCATIONS AND AT O-I I , R TIMES MAY
DIFFER. INTERFACES HEW EEN STRATA ARE APPROXIMATE.
TRANSITIONS BFTWEEN STRATA MAY BE GRADUAL..
Al RF L11 -511 911 X0 nU !U nu 'Ju f%A;
SOIL TEST BORING RECORD
Project: Clayton Caterpillar Project
Boring No.: B-9
Drilled: November 20, 2008
Project #: 6470-08-2229 Page I of I
?. MAr7EC
D
P
T
H
(t3)
H1
15
2{}
25
3{)
A
v,
a
U
ci 3S
3
^a
c?
?C
u
0
F
d
F
O
z
40
as

..... .............
SOIL CLASSIFICATION
L
E
SAMPLES
PL k) NM (?> LL (%)

AND REMARKS E L I
T N•COUNT
G E or A FINES (?a)
E V Y Recf,'c/IZQDI/e
SEE KEY SYMBOL SHEET FOR EXPLANATION OF N N N n 'n `o SI'T (bpl)
SYMBOLS AND ABBREVIATIONS BELOW. D (ft) T
r1 m 4 10 20 30 40 50 60 70 80 90 t00
To .okl ? ,-r ?C7
230 ©
Medium stiff to very stiff, moist, reddish-brown, very silty SS-1 1-2.5
CLAY (C1.)
55-2 4-5-5

225
0 SS-3 5.9-12
. 5
Stiff, moist, reddish-brown, clayey SILT (ML-CL)
SS-4 2.6.7
220
0 SS-5 2.6.8
. 10
Very stiff, moist. gray. clayey SILT (ML)

215
0 SS-6 11-14-15
. ] 4
SS-7 0.7.10
Boring lettninated at 20.0ft 210.0 20
11
205
. 25
2111}
U
. 3U
195
0
, 35
190
0 40
,
14c n
DRILLER: D. Rhodes
EQUIPMENT: CNIE-45C
METHOD: HS Augers
HOLE DIA,: 6"
REMARKS: Cave in at 16. t tt
REVIEWED BY:
THIS RECORD IS A REASONABLE INTERPRETATION OF SUBSURFACE
CONDITIONS AT THE EXPLORATION LOCATION. SUBSURFACE
CONDITIONS AT OTHER LOCATIONS AND AT OTHER TIMES MAY
DIFFER. INTERFACES BEWEEN STRATA ARE APPROXIMATE.
TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.
0 10 20 30 40 50 60 70 80 90 100
Project: Clayton Caterpillar Project
Boring No.: B-10
Drilled: November 20, 2008
Project #: 6470-08-2229 Page 1 of 1
?_ ArTEC
D
E
P
T
H
5
II1
15
20
25
30
e
F
O
U
ao 35
q
U
t
3
a
a
U
C? 40
z
0
i=
t¢
ti
0
9-
t' "' 45
CLASSIFICATION
S011 L E SAMPLES PL (%) NM (%) Ll, %)
-
AND REMARKS 1 L 1
T N-COUNT o- e?o
O E I) or A FINES ( )
E V I; Y R'ee lRQD%
SEE KEY SYMBOL SHEET FOR EXPLANATION OF N N P a D ! SPT (bpf)
SYMBOLS AND ABBREVIATIONS BELOW. D (R) r ri
a
P1 IQ 26 30 40 50 60 70 80 90 l00
1'v sail ,
. , 277.8
Safi to stiff, moist, reddish-brown, silty CLAY fCa.) SS-1 I-t-2
SS-2 4.4-7
Stiff to very stiff, moist, reddish-brown, dayey SILT (MI.-CL)

T- 272
8 SS-3 4-7-II
. 5
- SS-4 5-5-7
i

2G
k
SS-5
3.4-5
7, 10

8-
-202 SS-6 3-4-j
,
i 15
SS 7 T-k-f1
Boring terminated at 20.0fl 257'8 20
2
52
fi
.
. 25
2
7
k 0
.
4 3
242
8 35
.
4
237,8
i» u 0
DRILLER: D. White
EQUIPMENT: CME-45C
METHOD. HS Augers
HOLE DIA.: 6"
REMARKS: Cave in at 18.0ft
REVIEWED BY:
THIS RECORD IS A REASONABLE INTERPRETATION OF SUBSURFACE
CONDITIONS AT THE EXPLORATION LOCATION. SUBSURFACE
CONDITIONS AT OTHER LOCATIONS AND AT OTHER T[MES MAY
DIFFER. INTERFACES BEWEEN STRATA ARE APPROXIMATE,
TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.
it) 41I N) Mr !U W Jir 1IR?
SOIL TEST BORING RECORD
Project: Clayton Caterpillar Project
------------
Baring No.: R-9
Drilled: November 19, 2008
Project #: 6470-08-2229 Page I of i
II SIMArTEC II
D
E
P
T
lI
(I()
5
€0
IS
20
25
30
35
40
45
SOIL CLASSIFICATION L E SAMPLES PL (n?) NNI I%) LL
AND REMARKS

SEE KEY SYMBOL SHEET FOR EXPLANATION OF
SYMBOLS AND ABBREVIATIONS BELOW. E
G
E
N
D L
E
V

(B) I
t)
F
N

.1
T
Y
P
f^. N co?t+n'
or
Rec%/RQD11o
? ? a p
v
?t r"n v W e ---
A FINES (T7o)

W SPT(bpf)

10 20 30 40 50 60 70 80 90 100
"rapwil 1 +' +' 252.6
base, Neel, grt thrawn, clayey, silty finc SAND (SKI) SS-1 I.2-2
Stiff, moist, gray-brown, very silty CLAY (CL) with gravel

fragments
gS_? X
44.5
Mediun3 dense, moist, gray, s€ity, clayey fine 10 tnediutn
SAND (SC), with roots e 247 6 SS-3 5-7-11
S
N-Ic:(litmt stiff: Inoist, gray. fine sandy CLAY (CL), with gravel
fragments SS-4 3-3.4
Medium stiff, moist, reddish-brown, slightly clayey SILT
(M1.) (
242 SS -5 2 2 5
.
1 l0
SS-6 2-3-5
Boring trrntitrat4tl at 15,0fE
237.6
15
232
6
. 20
227
6
. 25
6
222 0
. 3
217
6 35
.
212
6 4
. 0
9157 6
DRILLER: D. White
EQUIPMENT; CME-45C
METHOD: HS Augers
HOLE DIA.: 6"
REMARKS: Cave in at I Loft
REVIEWED BY:
THIS RECORD IS A REASONABLE INTERPRETATION OF SUBSURFACE
CONDITIONS AT THE EXPLORATION LOCATION. SUBSURFACE
CONDITIONS AT OTHER LOCATIONS AND AT OTHER TIMES ,JAY
DIFFER. INTERFACES BEWEEN STRATA ARE APPROXIMATE.
TRANSITIONS 11MVEEN STRATA MAY BE GRADUAL.
U IU Z(? it) Ill :A? (4) 71) Litt A) HKI
SOIL TEST BORING RECORD
Project: Clayton Caterpillar Project
Boring No.: R-10
Drilled: November 20, 2008
Project #: 6470-08-2229 Page I of 1
SMACTEC
D
E
P
T
H
(€1
5
I {}
I$
21)
25
30
x
a`
F
p
U
ca 35
S
r;
F
z
L
O
F
Q
F
O
Z
O
F
40
45
SOIL CLASSIFICATION L E SAMPLES PL (%) NA1(%) LL (%)
AND REMARKS

SEE KEY SYMBOL SHEET FOR EXPLANATION OF
SYMBOLS AND ABBREVIATIONS BELOW. G
G
E
N
D L
E
V

(ft) I
l?
E
N
T
T
Y
P
F N-COUNT
or
Rec%1RQD%
°n a , ,c
-E
? PINES M

® SP7-(bpf)

10 20 30 40 SO 60 70 80 90 100
1`Q 7cn1I ? ?
Very loos, ntpESt, gray-brawiE, shg[ttly cIa)s y, sally iuty
SAND ISM) SS-1 2-1-1
Very stiff to hard, moist, reddish-brawn, silty CLAY (Cl.) SS-2 6.10-1[
SS-3 10-14-17
267.7 5
SS-4 9-14-21
Medium dense, dry, whin and gray, silty, clayvy fine to coarse
SAND (SC), with gravel fragments

262
7 SS-5 I2-6-5
. 10
Medium stiff. inoim, reddish-brown, clayey SILT (MI.)
Ss-6 3-?-?
Boring tt!rtninated at 15.01`1 257.7 15

352.7 20
247
7 25
.
242
7 30
.

? X7.7 35
0
232.7
'f 77 T .1
DRILLER: D. White
EQUIPMENT: CME-45C
METHOD: HS Augers
HOLE DIA.: 6°
REMARKS: Cave in at 12.0€a
REVIEWED BY:
THIS RECORD IS A REASONABLE INTERPRETATION OF SUBSURFACE
CONDITIONSATTFIF EXPLORATION LOCATION. SUBSURFACE
CONDITIONS ATOTHERLOC:ATIONS AND ATOTHERTIMES MAY
DIFFER. INTERFACES BEWEENSTRATA ARE APPROXIMATE.
TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.
U IU LU .40 4V 3U W -!t? WJ `.!U IM
SOIL 'TEST BORING RECORD
Project: Clayton Caterpillar Project
Boring No.: R-l I
Drilled: November 20, 2008
Project #: 6470-08-2229 Pagel of 1
04 MA CTEC
D
E
P
T
H

S
10
Ii
20
21,
30
35
40
45
SOIL CLASSIFICATION L F SAMPLES PL (%) NM LL 0/0
AND REMARKS E L , NOUN,
G E ly T or A FINES (9c)
F. V Y RecnInlRQllna
SEE KEY SYMBOL SHEET FOR EXPLANATION OF N N P o (a a n 0 SPT (bpI)
SYMBOLS AND ABBREVIATIONS BELOW. D (ft) 'r M y -2 -?i
10 20 30 40 50 60 70 80 JO 100
3'n psoil t 278.fi
Stiff: moist, reddish-brown, silty CLAY (CL) SS-1 3.4.5
Very stiff, moist, redd€sh-brown, clayey SILT (MI. CI,)
SS-2 5-8-13
Stiff to vcry stiff, moist, reddish-brown, clayey SILT (ML)
with trace Bete sand 2716 SS-3 8-9-10 i

SS-4 4-8•S

2G8
G SS-5 4-&9
1
. 0

- 263
6 SS-6 3-5.6
Horing terminated aL 15.01`1
'
IS
258
6
. 20
253
6
,

30
243
6
. 35
23x
6 0
.
;
'72'2 F 4
DRILLER: D. Rhodes
EQUIPMENT; CME-45C
MFTHOD: HS Angers
HOLE DIA.: 6"
REMARKS: Cave in at 12.OfI
REVIEWED BY:
THIS RECORD IS A REASONABLE INTERPRETATION OF SUBSURFACE
CONDITIONS AT THE EXPLORATION LOCATION. SUBSURFACE
CONDIT€ONS AT OTHER LOCATIONS AND AT OTHER TIMES MAY
DIFFER, INTERFACES BEWEEN STRATA ARE APPROXIMATE;.
TRANSITIONS BETWEEN STRATA MAY BE GRADUAL,
u tit 'LtI $u 9U 1U nU 11) rm 'A) Iut]
[ SOIL TEST BORING RECORD
Project: Clayton Caterpillar Project
Baring No.: R-12
Drilled: November 20, 2008
Project #: 6470-08-2229 Page i of 1
NlACTEC
D
R
P
T
H
(0)
5
l0
15
20
25
30
0
v.
r?
E
D
U
35
V
?F
W
U
L3 40
z
0
F-
45
SOIL CLASSIFICATION L E SAMPLES PI' J/') NN1(rlr.) LI-
Vk )
AND REMARKS E L 1
T N COUNT O
G E I) or ®FTNES (90)
E V 1 Rec%iRQD%
SEE KEY SYMBOL SHEET FOR EXPLANATION OF N N P ;Q ?D - ;o 0 SPT (bpo
SYMBOLS AND ABBREVIATIONS BELOW. D (ft) T r i a .c

of
? m LD 20 30 40 54 GO 70 80 90 [00
To :oi T% +? r 9 S
25
Soft to very stiff, moist, teddish-brown, silty CLAY (CL) SS-1 t-1-2
SS-2 4-5-8
214
8 SS-3 6-10) 9 5
.
SS-4 7-7-9
Very stiff, moist, brown, clayey SILT (MLICL) _

- 249
8 - SS-5 7-7-9
. 10
_ SS-G 8-[2-10
Buriilg terminated at 15.0ft 244,8 15
-239
-
.s
-234
8-
. 25
229
8 0
. 3
224
8 35
.

219.8 40
1I €52
DRILLER: D. White
EQUIPMENT, CME-45C
METHOD: HS Augers
HOLE DIA.: 6"
REMARKS: Cave in atI2.0ft
REVIEWED BY:
THIS RECORD IS A REASONABLE INTERPRETATTON OF SUBSURFACE
CONDITIONS AT THE EXPLORATION LOCATION. SUBSURFACE
CONDITIONS AT EITHER LOCATIONS AND AT OTHER TIMES MAY
DIFFER. INTERFACES BEWEEN STRATA ARE APPROXIMATE.
TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.
U IIJ LU SU W M 4U !U 2MU `M ILA)
Project: Clayton Caterpillar Project
Boring No.: R-13
Drilled: November 20, 2008
Project #: 6470-08-2229 Page 1 of 1
?MACTEC
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SOIL CLASSIFICATION L E SAMPLES PL (?a) NM (%) LL (?)
AND REMARKS

SEE KEY SYMBOL SHEET FOR EXPLANATION OF
SYMBOI S AND ABBREVIATIONS BELOW. E
G
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(ft) 1
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A FINES (?k)

• SPT (bpf)

10 20 30 40 50 60 70 80 90 100
Tn cqi) %).. 'IL 247.0
Very soft to soft, moist, reddish-brown, silty CLAY (CL) SS-1 1-2-1
SS-2 WOH-1-2
Wry stiff, moisl, brown and gray, fine sandy, Silty CI.AY
(CI.)
242
0 SS-3 2-9-5
, 5
SS-4 5-7-7
Very stiff, moist, gray-brown, slightly clayey SILT (ML)

?3 SS-5 4-S-IQ
7.0 --- If)

2
2
0 SS-6 7-10-II
Baring terminated at 15.0h
3
,
15
227
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. 20
-22
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2.0
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217,0 30
212
0 3$
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DRILLER; T. Hahn
EQUIPMENT; CME-55
METHOD; HS Augers
HOLE DIA.; 6"
REMARKS: Came in at 10.6ft
REVIEWED BY;
THIS RECORD IS A REASONABLE INTERPRETATION OF SUBSURFACE
CONDITIONS AT THE EXPLORATION LOCATION. SUBSURFACE
CONDITIONS AT OTHER LOCATIONS AND AT OTHER TIMES MAY
DIFFER. INTERFACES BEWEEN STRATA ARE APPROXIMATE.
TRANSITIONS BCIWEEN STRATA MAY BE GRADUAL,
U Ill 211 ;itt 41) 10 01) M 811 'At 1W
SOIL TEST BORING RECORD
Project: Clayton Caterpillar Project
Boring No.: R-14
Drilled: November 19, 2008
Project 6470-08-2229 Page I of I
A,?/J M A
Tx%CJTEC
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SOII. CLASSIFICATION L E SAMPLFS Pl (°??) I?n? (?P) LI, c???
AND REMARKS E L I
T N,COUNT -?
Cs E D or A FINES (90)
E V Y Rer-%IRQD%
SEE KEY SYMBOL SHEET FOR EXPLANATION ' OF N N P & ?0 ;n o 0 SPT (bpf)
SYMBOLS AND ABBREVIATIONS BELOW. D (ft) -r } 7 a 6
2 r,4 " 10 20 30 40 50 60 70 80 90 100
Tnin??il ' 61.5
Stiff to very stiff, moist, reddish-brown, silty CLAY (CL)
F SS-1 2-3-6
E/z
P - SS-2 7-11.11
r4
356
5 SS 3 8.7.8
. 5
Stiff, 11toisi. fight brown. Chgty SILT (MI,CL). whit mica -

i SS-4 5-6.6

- 251
5 SS-5 11.5-6
. I0

-24
5 SS-6 6.7•T
6. 15

11
5 -
-? SS-7 4-6-T
0
Boring terminated at 20.0111 .
• 2

236.5 25
231
5
. 30
226
5 3
. 5
- 221
s 0
. X1
DRILLER: T. Hnhn
EQUIPMENT: CNIF-55
METHOD: HS Augers
HOLE D1A,: 6"
REMARKS: Cate in at I4.Oft
REVIEWED BY:
THIS RECORD IS A REASONABLE INTERPRETATION OF SUBSURFACE
CONDITIONS A'r'rHE EXPLORATION LOCATION. SUBSURFACE
CONDITIONS AT OTHER LOCATIONS AND AT OTHER TIMES MAY
DIFFER, INTERFACES BEWEEN STRATA ARE APPROXIMATE.
TRANSITIONS BMAVLEN STRATA MAY BE GRADUAL.
I) W 10 3U 4U lu tw fU sv w 1UU
SOIL TEST BORING RECORD
Project: Clayton Caterpillar Project
Boring No.: R- 15
Drilled: November 19, 2008
Project #: 6470-08-2229 Page 1 of l
SMAYCiTEC
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211
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40
45
SOIL CLASSIFICATION L E SAMPLES PL(ha) NM (%a) LL
('o)
AND REMARKS E L I
T N.COUNT e?v
9/
G 8 D or A, FINES (
o)
E V li Y Kec'n/RQD7c
SEE KEY SYMBOLSHEET FOIL EXPLANATION OF N N P o a n 0 SPT ftf)
SYMBOLS AND ABBREVIATIONS BELOW. D (11) T 1, 7) v
2 = ci M 'r 10 200 30 40 50 60 70 80 90 100
To sail ' 52, I -.
Stiff, moist. redclish•brirwn. silly CLAY (Cf,) SS-1 24-6
stiff, moist, brown. cluyy SII: r (Mi,)
SS-2 4-6.7
Stiff, inuist, brown. silty CLAY (CI.)

247
1- SS-3 3.6.7
. 5
Stiff, moist, brown, clayey SILT (ML)
SS-4 3-4.5
Wry stiff, moist, light brown. Sthy CLAY (CL)

24?
I
SS-5 X
4.6. 10
. 10
Very dense, dry, gray, slightly silty, slightly clayey fine to
coarse SAM) (SC) SS-6 26.15.5010
25
37
I .
Pnrtiall wealhcrcd rock sam tact as dry. gray (Guess (PWR) . 15
Buriog teteninaied at 14,75(1
232
1 20
.
227
I 25
,
22 30
7
.1
21
l 35
7.
41
212. k )
im e
DRILLER: T. Hahn
EQUIPMENT: CME-55
METHOD: HS Augers
HOLE DIX: 6"
REMARKS: Cuve in at 9,611
REVIEWED BY:
THIS RECORD IS A REASONABLE INTERPRI: PATION OF SUBSURFACE
CONDITIONS AT THE EXPLORATION LOCATION, SUBSURFACE
CONDHJONS AT OTHER LOCATIONS AND AT OTHER TIMFS MAY
DIFFER. INTERFACES BEWF.BN STRATA ARE APPROXIMATE,
TRANSITIONS BE•IWEEN STRATA MAY BE GRADUAL.
U IU 2U iu qu JU UIl ltJ 6tl `u Itm
Project: Clayton Caterpillar Project
Boring No.: R-16
Drilled: November 19, 2008
Project ##: 6470-08-2229 Page 1 of 1
II MMAr EC II
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SOIL, CLASSIFICATION
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SAMPLES PL () N,1-, (M?) LL ()
AND REMARKS

SEE KEY SYMBOL, SHEET FOR EXPLANATION OF
SYMBOLS AND ABBREVIATIONS BELOW. 0
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(ft) 1
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®SPT (bpt}

10 20 30 40 50 60 70 80 90 100
Tapscfi,
254.8
Soft. moist, reddish-brawn, sillyCL.AY (CH) SS-1 1.1-2
Stiff, moist, reddish-brown, silty CLAY (CL)
SS-2 3-G-G

249
8 SS-3 3-5.6
. 5
Nkditmt stiff to miff, moist, gray-brown, clayey SILT (M,)
SS-4 2.4.4
244
Ii S5 S 2 3-4
Boring terminated at IUri
.
10
239
8
, 15
234
8
, 20
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219
8 35
.
214
8
. 40
?rxi s
DRILLER; T. Hahn
EQUIPMENT: CME-55
METHOD: HS Augers
HOLE. DIA,: 6"
REMARKS: Cave in at 7.1lt
REVIEWED BY:
THIS RECORD IS A REASONABLE INTERPRETATION OFSTJBSURFACE
CONDITIONS AT THE EXPLORATION LOCATION. SUBSURFACE
CONDITIONS A'I'OTHER LOCATIONS AND ATOTHGR'[IMES MAY
DIFFER, INTERFACES 13EWEEN STRATA ARE APPROXIMATE.
'TRANSITIONS 13GTWEEN STRATA MAY BE GRADUAL.
0 IU 20 31) 411 51) 61) 70 NO 90 100
SUILTEST BORING RECORD ?I
I Project: Clayton Caterpillar Project
Boring No.: R-17
Drilled: November 19, 2008
Project #: 6470-08-2229 Page I of 1
II JrMACTEC II
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SOIL CLASSIFICATION L E SAMPLES PI, (?o) NM (L) LL (a)
AND REMARKS E E I
T N-COUNT
G E 13 or ®FINES ()
E V Y Rec,%JRQD%
SEE KEY SYMBOL SHEET FOR EXPLANATION OF N N P ;fl ? = SF'T (bpt)
SYMBOLS AND ABBREVIATIONS BELOW, D (ft) T
'V T? le
2 - W 20 30 40 50 60 70 80 90 100
"Topsoil ? 56.6 -
Stiff to very stiff, tnoist, rzddish-brawn, silty CI,AY (CL) SS-1 2-5-8
SS-2 6.10-15
Very stiff, moist, light brown, clayey Sll:1' (M1. CI-)

-251
6- SS-3 8-9-11
.
SS-4 5.10-12

- 24 SS-5 5-7-8
6.6 10
Stiff, (fry, 113111 brown, slightly tine satnly, r1a)zy S11T (Nil l1)
SS-6 3.3.7
Boring terminated at 15.0ft 241.6 I$
236
6 0
. 2
231
6
. 25
726
6 30
.
221
6 35
.
216
6 40
.
DRILLER: T, Hahn
EQUIPMENT: CME-55
METHOD: HS Augers
HOLE DIA,: 6"
REMARKS: Cave in at t0.2ft
REVIEWED BY:
THIS RECORD IS A RFASONABLF, INTERPRET FATION OF SUBSURFACE
CONDITIONS AT THE EXPLORATION LOCATION. SUBSURFACE
CONDITIONS AT OTHER LOCATIONS AND Kr OTHER TIMES MAY
DIFFER. INTERFACES BEWEENSTRATAARE. APPROXIMATE.
TRANSITIONS BETWEEN STRATA 3IMAY BE GRADUAL.
0 10 20 30 40 50 04) 741 80 90 101)
I SOIL' 1`1( T BORING RECORD
Project: Clayton Caterpillar Project
Boring No.: R-18
Drilled: November 19, 2008
Project #: 6470-08-2229 Page I of I
D
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SOIL CLASSIFICATION 1 E SAMPLES PI .(S4} NI?m) LI,Irk)
AND REMARKS E L 1 N coutvf
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U E or • FINES (
Yo)
E V Y Rec{)1IRQD%
SEE KEY SYMBOL SHEET FOR EXPLANATION OF N N P a o °a ®SPT (hpt}
SYMBOLS AND ABBREVIATIONS BELOW. D (ft) T fi y a 'n
rl ?. 10 20 30 40 50 60 70 80 40 100
CopsaiE k + 1, 257,5
Medium stiff. moist, brown, silty CLAY (CL) ss I 4 2
Louse, moist, gray-brown, Blighty clayey. silty fine SAND
(SM) SS-2 31-5
SI10. ntotst. rcrJdixh-bra+vik. slightlyrl:kyuy. line cmx1y51LT
(14t1) w52
5 SS-3 2-4.6
. 5
Stiff to very stiff, moist, gray, slightly fine saudy, clayey SILT
(ML) SS-4 4.6-7

ZITS SS-5 ?•5-7
10

242
5 SS-6 4-5.5
, 15

237
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2
. 0

2
2 SS-8 6J)-12
Haring tr€niiu;Ftad it 26.0 ;
.5 25
2 3
27.5 0
?22
5 35
.
2 4
17.5
9iO Q 0
DRILLER: D. Rhodes
EQUIPMENT: CME-45C
METHOD: HS Augers
HOLE DIA., 6"
REMARKS: Cave in as 16.7ft
------------
REVIEWED BY:
THIS RECORD IS A REASONABLE INTERPRETATION OF SUBSURFACE
CONDITIONS ATTHE EXPLORATION LOCATION. SUBSURFACE
CONDITIONS AT OTHER LOCATIONS AND AT OTHER TIMES MAY
DIFFER. INTERFACES BEWEEN STRATA ARE APPROXIMATE.
TRANSITIONS BETWEEN STRATA MAY BLS GRADUAL.
Il 10 20 30 4U 51) 6U 711 80 W 1W
Solt. TEST BORING RECORD
Project: Clayton Caterpillar Project
Boring No.: R-19
Drilled: November 21, 2008
IF'roject #: 6470-08-2229 Page l of i

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