20090859 Ver 1_Stormwater Info_20101007

Page 1 of 1
L urban design planning civil engineering branding landscape architecture
TRANSMITTAL
223 North Graham Street, Charlotte, NC 28202
V: 704.333.0325 F: 704.332.3246
?q-085°1
DATE: 10/5/2010
PROJECT NAME: 1009025 CHARLOTTE PIPE-OAKMONT
TO: Annette Lucas
Division of Water Quality
401 Oversight/Express Review Permitting Unit
1650 Mail Service Center
Raleigh, NC 27604
[e-mail]
PROJECT #: 1009025
OCT R59TOWN90
7 Ulm
FROM: Matt Bramwell
[e-mail]
CC:
DENR - WATER QUAUTy
WETLANDS AND STORM-WATER BRANCH
WE ARE SENDING: Charlotte Pipe and foundry - Oakboro Site
VIA: Overnight
PURPOSE: For your approval
Quantity Dated Description
2 Set of construction documents
2 Copies of calculations book
1 Wet Pond #1 Supplemental form and Maintenance agreement
1 Wet Pond #2 Supplemental form and Maintenance agreement
1 Level Spreader Supplemental form and Maintenance agreement
1 Copy of soils report
NOTES:
Annette,
We are submitting stormwater plans for you approval in order to obtain our 401/404 permit, which is contingent on your
approval. We have submitted these same plans to the Mooresville office for a grading permit. I have attached a copy of the
401 permit for your reference. Please do not hesitate to give me a call at 704-376-7777 or email me at
[e-mail] if should have any questions.
Thank you,
Matt Bramwell, PE
It this document was delivered via FAX, the accompanying transmission contains confidential information intended only for the use of the individual of the entity named above. If you are not the intended recipient, you are
hereby notified that any disclosure, copying, distribution or the taking of any action in reliance on the contents of this facsimile information is strictly prohibited. It you have waived this FAX in error, please Immediately notify
us by telephone to arrange for disposition or return of the documents to us.
Charlotte NC
Washington DC Tampa FL Asheville NC Pinehurst NC Charlotte NC Nashville TN Beijing PRC
about:blank 10/5/2010
Permit
(to be provided by DWQ)
OF WATER
A?? hO
o
WDEW r
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.
Project name CHARLOTTE PIPE AND FOUNDRY
Contact person MATT BRAMWELL
Phone number 704-3776-7777
Date 7/6/2010
Drainage area number POND #1
N_
Site Characteristics
Drainage area 1,758,082 ft2
Impervious area, post-development 774,061 ft2
% impervious 44.03%
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 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
65,380 ft3 OK
124,218 ft3
OK, volume provided is equal to or in excess of volume required.
ft3
ft3
ft3
ft3
ft3
(Y or N)
in
(unitless)
(unitless)
in/hr
ft3/sec
ft3/sec
ft3/sec
518.50 fmsl
516.00 fmsl
fmsl
516.50 fmsl
515.50 fmsl Data not needed for calculation option #1, but OK if provided.
511.00 fmsl
510.00 fmsl Data not needed for calculation option #1, but OK if provided.
1.00 It
(Y or N)
518.5 fmsl OK
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 DWO)
ATM
Surface Areas
Area, temporary pool 53,558 ft2
Area REQUIRED, permanent pool 36,920 ft2
SA/DA ratio 2.10 (unitless)
Area PROVIDED, permanent pool, Apen-pw, 44,036 ftz OK
Area, bottom of 1 Oft vegetated shelf, k shed 39,937 ftz
Area, sediment cleanout, top elevation (bottom of pond), Abo,_pond 25,288 ft2
Volumes
Volume, temporary pool
Volume, permanent pool, Vpertn_po,
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, Vpen-pwi
Area provided, permanent pool, Aperm_PWI
Average depth calculated
Average depth used in SA/DA, cl V, (Round to nearest 0.5ft)
Calculation option 2 used? (See Figure 10.2b)
Area provided, permanent pool, Amrmyw,
Area, bottom of 1 Oft vegetated shelf, k, Shea
Area, sediment cleanout, top elevation (bottom of pond), Ate,_,nd
"Depth" (distance b/w bottom of 1 Oft shelf and top of sediment)
Average depth calculated
Average depth used in SA/DA, day, (Round to nearest 0.5ft)
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:
Form SW401-Wet Detention Basin-Rev.8-9/17/09
124,218 ft3 OK
207,285 ft'
38,471 ft3
18.6% % OK
90%
N (Y or N)
Y (Y or N)
2.10 (unitless)
Y (Y or N)
207,285 ft3
44,036 ft2
4.70 ft OK
4.5 ft OK
N (Y or N)
44,036 ft2
39,937 ft'
25,288 ft2
4.50 ft
ft
ft
Y (Y or N)
4.00 in
in2
0.60 (unitless)
2.33 ft
N (Y or N)
(unitless)
(unitless)
ft
ft
ft3/sec
ft3/sec
ft3/sec
4.11 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
1.0 ft OK
N (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
PUMP OUT
Parts I. 8 II. Design Summary, Page 2 of 2

Permit No
(to be provided by DWQ)

Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Page/ Plan
Initials Sheet No.
Mw?!-2.0 1. Plans (1" 50' or larger) of the entire site showing:
Design at ultimate build-out,
Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
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.
t?t?' -2. 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.
,M±?1 ?- 2 • 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.
r? ?3 6-2.1 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.
IK?r? • 2.1 5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
-1. Z 6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
L, a i3**K 7. The supporting calculations.
vl?
18 ; 1'h 8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
9. A copy of the deed restrictions (if required).
r'`• M00 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 Basin-Rev.8-9/17/09 Part III. Required Items Checklist, Page 1 of 1
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
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 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potential problem: How I will rernediate 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 516.00 feet in the main pond, the
sediment shall be removed.
When the permanent pool depth reads 516.00 feet in the forebay, the sediment
shall be removed.
BASIN DIAGRAM
(fill in the blanks)
0 Permanent Pool Elevation 516.00
Sediment Removal .511.00 Pe anen Pool
-- - - - - - - - - - - - - - - Volume Sediment-Removal Elevation-511.00 - - -- - -- --Volume
--
--- --- --------------------------- L_f?tl
Bottom E evatio 510.00 -ft Min.
Sediment Bottom Elevation 510.00 Storage Sedimet
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:CHARLOTTE PIPE AND FOUNDRY
BMP drainage area number:POND #1
Print name:David Waggoner
Title: Environmental Manager
Address:PO Box 35430 Charlotte NC 28208
Phone: [phone]
C.
Date: 7- / 3 --1a
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.
a Notary Public for the State of
do hereby certify that
personally appeared before me this 13
day of _ UU , ?DrO, and acknowledge the due execution of the
forgoing t de tion basin maintenance requirements. Witness my hand and official
seal,
SEAL
My commission expires l - P-a0 t o
Form SW401-Wet Detention Basin O&M-Rev.4 Page 4 of 4
Permit No.
(to be provided by DWQ)
OF W A TF9
?A O? QG
A-WDENR
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.
Project name CHARLOTTE PIPE AND FOUNDRY
Contact person MATT BRAMWELL
Phone number 704-3776-7777
Date 7/6/2010
Drainage area number POND #2
ll. X17
Site Characteristics
Drainage area 2,207,621 ft2
Impervious area, post-development 1,626,966 ft2
% impervious 73.70%
Design rainfall depth 1.0 in
Storage Volume: Non-SA Waters
Minimum volume required 131,275 ft3 OK
Volume provided 140,548 ft3
OK, volume provided is equal to or in excess of volume required.
Storage Volume: SA Waters
1.5" runoff volume ft3
Pre-development 1-yr, 24-hr runoff ft3
Post-development 1-yr, 24-hr runoff ft3
Minimum volume required ft3
Volume provided ft3 t 1J 1;/
Peak Flow Calculations Q r I 7 2010
Is the pre/post control of the 1 yr 24hr storm peak flow required? N (Y or N)
1-yr, 24-hr rainfall depth in DE RR- WATER OMM
Rational C, pre-development (unitless) WETLANN AND STOR1AWATERBRANCH
Rational C, post-development (unitless)
Rainfall intensity: 1-yr, 24-hr storm in/hr
Pre-development 1-yr, 24-hr peak flow ft3/sec
Post-development 1-yr, 24-hr peak flow ft3/sec
Pre/Post 1-yr, 24-hr peak flow control ft3/sec
Elevations
Temporary pool elevation 515.50 fmsl
Permanent pool elevation 513.50 fmsi
SHWT elevation (approx. at the perm. pool elevation) fmsi
Top of 1 Oft vegetated shelf elevation 514.00 fmsi
Bottom of 1 Oft vegetated shelf elevation 513.00 fmsi Data not needed for calculation option #1, but OK if provided.
Sediment cleanout, top elevation (bottom of pond) 510.00 fmsl
Sediment cleanout, bottom elevation 509.00 fmsi Data not needed for calculation option #1, but OK if provided.
Sediment storage provided 1.00 ft
Is there additional volume stored above the state-required temp. pool? Y (Y or N)
Elevation of the top of the additional volume 515.5 fmsl OK
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Parts I. & II. Design Summary, Page 1 of 2
y
Permit
(to be provided by DWQ)
A. iU"'11 0-01MATIWV
Surface Areas
Area, temporary pool 78,234 ft2
Area REQUIRED, permanent pool 57,177 ft2
SA/DA ratio 2.59 (unitless)
Area PROVIDED, permanent pool, ApB,_i 63,843 ft2 OK
Area, bottom of 1 Oft vegetated shelf, Atot Snere 60,510 ft2
Area, sediment cleanout, top elevation (bottom of pond), Abot_?nd 42,794 ft2
Volumes
Volume, temporary pool
Volume, permanent pool, Vpen-pwl
Volume, forebay (sum of forebays if more than one forebay)
Forebay % of permanent pool volume
SAIDA Table Data
Design TSS removal
Coastal SA/DA Table Used?
Mountain/Piedmont SAIDA Table Used?
SAIDA ratio
Average depth (used in SA/DA table):
Calculation option 1 used? (See Figure 10-2b)
Volume, permanent pool, Vperm_poo,
Area provided, permanent pool, Aperm_pwl
Average depth calculated
Average depth used in SA/DA, day, (Round to nearest 0.5ft)
Calculation option 2 used? (See Figure 10-2b)
Area provided, permanent pool, Apem,y?,
Area, bottom of 1 Oft vegetated shelf, Abo, shetl
Area, sediment cleanout, top elevation (bottom of pond), kt-po d
"Depth" (distance b/w bottom of 1 Oft shelf and top of sediment)
Average depth calculated
Average depth used in SA/DA, day, (Round to nearest 0.5ft)
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 (Q
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:
Form SW401-Wet Detention Basin- Rev.8-9117/09
140,548 ft3 OK
186,556 ft'
38,855 ff3
20.8% % OK
85%
N (Y or N)
Y (Y or N)
2.59 (unitless)
Y (Y or N)
186,556 ft3
63,843 ft2
3.00 ft
3.0 ft
N (Y or N)
63,843 ft2
60.510 ft2
42,794 ft2
3.00 It
It
ft
Y
N
Y
Y
Y
Y
PUMP OUT
_(Y or N)
6.00 in
_in2
0.60 (unitless)
1.75 ft
_ (Y or N)
_ (unitless)
_ (unitless)
ft
ft
_ ft3/sec
_ ft3/sec
ft3/sec
2.30 days
3 :1
10 :1
10.0 ft
3 :1
3.0 :1
_ (Y or N)
1.0 ft
(Y or N)
(Y or N)
(Y or N)
OK
OK
OK, draws down in 2-5 days.
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
Parts I. & II. Design Summary, Page 2 of 2
T-17 Nr?. '"2-
Permit
(to be provided by DWQ)
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Page/ Plan
Initials Sheet No.
-! L -T. O 1. Plans (1" 50' or larger) of the entire site showing:
Design at ultimate build-out,
Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
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.
013 L' 2,1 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.
6J 2 . L 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.
w?? L'Z • Z 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.
.Mw,3 L• 2. L 5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
W i T j • 6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
wry L -,K 7. The supporting calculations.
A"Mlo"_OD 8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
•J?/4 9. A copy of the deed restrictions (if required).
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 Basin-Rev.8-9/17/09 Part III. Required Items Checklist, Page 1 of 1
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
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 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potential problem: How I will remediate the problem:
The embankment Shrubs have started to grow Remove shrubs immediately.
on the embankment.
Evidence of muskrat or Use traps to remove muskrats and
beaver activity is present. consult a professional to remove
beavers.
A tree has started to grow on Consult a dam safety specialist to
the embankment. remove the tree.
An annual inspection by an Make all needed repairs.
appropriate professional
shows that the embankment
needs repair. (if applicable)
The outlet device Clogging has occurred. Clean out the outlet device. Dispose
of the sediment off-site.
The outlet device is damaged Repair or replace the outlet device.
The receiving water Erosion or other signs of Contact the local NC Division of
damage have occurred at the Water Quality Regional Office, or
outlet. the 401 Oversight Unit at 919-733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads 513.50 feet in the main pond, the
sediment shall be removed.
When the permanent pool depth reads 513.50 feet in the forebay, the sediment
shall be removed.
BASIN DIAGRAM
(fill in the blanks)
0 Permanent Pool Elevation 513.50
Sediment Removal .510.00 APeanen Pool
- - - - - - - - - - - - - - ume Sediment Removal Elevation 510.00 Volume
ottom E evatio 509.00 in.
------------------------------------i_4_?/r
---ement Bottom Elevation 509.00 Storage Sedimei
Storage
FOREBAY MAIN POND
Form SW401-Wet Detention Basin O&M-Rev.4 Page 3 of 4
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:CHARLOTTE PIPE AND FOUNDRY
BMP drainage area number:POND #2
Print name:David Waggoner
Title: Environmental Manager
Address:PO Box 35430 Charlotte NC 28208
Phone: [phone]
Signature: j-) .E'
Date: 7- i 3- I o
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.
a Notary Public for the State of
of L- , do hereby certify that
personally appeared before me this ?
forgoing
seal,
a° 10, and acknowledge the due execution of the
basin maintenance requirements. Witness my hand and official
SEAL
My commission expires q./q-2010
Form SW40I-Wet Detention Basin O&M-Rev.4 Page 4 of 4
A&A
NCDENR
O?O? W ATF9OG
h ?
> .y
o r
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER, FILTER STRIP AND RESTORED RIPARIAN BUFFER SUPPLEMENT
This form must be completely filled out, printed and submitted.
DO NOT FORGET TO ATTACH THE REQUIRED ITEMS CHECKLIST AND ALL REQUIRED ITEMS (NEXT WORKSHEET)!
Project name CHARLOTTE PIPE AND FOUNDRY
Contact name MATT BRAMWELL
Phone number 704-376-7777
Date July 6, 2010
Drainage area number POND #2
II.
For Level Spreaders Receiving Flow From a BMP
Type of BMP WET POND
Drawdown flow from the BMP 0.42 cfs
For Level Spreaders Receiving Flow from the Drainage Area Do not complete this section of the worksheet.
Drainage area ftz Do not complete this section of the worksheet.
Impervious surface area ft2 Do not complete this section of the worksheet.
Percent impervious % Do not complete this section of the worksheet.
Rational C coefficient Do not complete this section of the worksheet.
Peak flow from the 1 in/hr storm cfs Do not complete this section of the worksheet.
Time of concentration min
Rainfall intensity, 10-yr storm in/hr Do not complete this section of the worksheet.
Peak flow from the 10-yr storm cfs Do not complete this section of the worksheet.
Where Does the Level Spreader Discharge?
To a grassed bioretention cell? N (Y or N)
To a mulched bioretention cell? N (Y or N)
To a wetland? N (Y or N)
To a filter strip or riparian buffer? Y (Y or N) Please complete filter strip characterization below.
Other (specify)
Filter Strip or Riparian Buffer Characterization (if applicable)
Width of grass ft
Width of dense ground cover 30.00 ft
Width wooded vegetation
Total width
30.00 ft
ft ? ? M? nr5
U V 1110??
Elevation at downslope base of level lip 508.25 fmsl
Elevation at top of bank of the receiving water 506.00 fmsl O C T I n 1w
Slope (from level lip to to top of bank) 7.50 %
Are any draws present? N (Y or N) OK DENR - WATER QUALITY
WETLANDS AND STOR.%"AATER Bwch
Level Spreader Design
Forebay surface area sq ft No forebay is needed.
Feet of level lip needed per cfs 13 ft/cfs
Answer "Y" to one of the following:
Length based on the 1 in/hr storm? (Y or N)
Length based on the 10-yr storm? (Y or N)
Length based on the BMP discharge rate? Y (Y or N)
Design flow 0.42 cfs
Is a bypass device provided? Y (Y or N) OK
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 1 of 2
R ?'? ±. ? .
Y ?
Length of the level lip 13.00 ft
Are level spreaders in series? N (Y or N)
Bypass Channel Design (if applicable)
Does the bypass discharge through a wetland? (Y or N)
Does the channel enter the stream at an angle? (Y or N)
Dimensions of the channel (see diagram below):
M ft
B ft
W ft
y ft
Peak velocity in the channel during the 10-yr storm cfs
Channel lining material
#VALU E!
? w
------------
M
'--00-t
_4
M
B
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and If. Design Summary, page 2 of 2
i?. 'cam ?? _ _
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
Initials Sheet No.
1. Plans (1" 50' or larger) of the entire site showing:
Design at ultimate build-out,
Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Forebay (if applicable),
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW), and
Boundaries of drainage easement.
2. Plan details (1" = 30' or larger) for the level spreader showing:
Forebay (if applicable),
High flow bypass system,
One foot topo lines between the level lip and top of stream bank,
Proposed drainage easement, and
Design at ultimate build-out.
'L • 2t 3. Section view of the level spreader (1" = 20' or larger) showing:
Underdrain system (if applicable),
Level lip,
Upslope channel, and
Downslope filter fabric.
A 4. A date-stamped photograph of the filter strip that clearly shows the type of vegetation that is present.
01
5
Mw? 1; 5. A construction sequence that shows how the level spreader will be protected from sediment until the entire
y` drainage area is stabilized.
&A-_#60"S 6. The supporting calculations.
A W1 1 y6n? 7. A copy of the signed and notarized operation and maintenance (0&M) agreement.
tl 8. A copy of the deed restrictions (if required).
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Part III, page 1 of 1
~•t ? t
1
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
Filter Strip, Restored Riparian Buffer and Level Spreader
Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important maintenance procedures:
- Immediately after the filter strip is established, any newly planted vegetation
will be watered twice weekly if needed until the plants become established
(commonly six weeks).
- Once a year, the filter strip will be reseeded to maintain a dense growth of
vegetation
- Stable groundcover will be maintained in the drainage area to reduce the
sediment load to the vegetation.
- Two to three times a year, grass filter strips will be mowed and the clippings
harvested to promote the growth of thick vegetation with optimum pollutant
removal efficiency. Turf grass should not be cut shorter than 3 to 5 inches and
may be allowed to grow as tall as 12 inches depending on aesthetic requirements
(NIPC, 1993). Forested filter strips do not require this type of maintenance.
- Once a year, the soil will be aerated if necessary.
- Once a year, soil pH will be tested and lime will be added if necessary.
After the filter strip is established, it will be inspected quarterly and within 24 hours
after every storm event greater than 1.0 inch (or 1.5 inches if in a Coastal County).
Records of operation and maintenance will be kept in a known set location and will be
available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potential problem: How I will remediate the problem:
The entire filter strip Trash/debris is present. Remove the trash/debris.
system
The flow splitter device The flow splitter device is Unclog the conveyance and dispose
(if applicable) clogged. of an sediment off-site.
The flow splitter device is Make any necessary repairs or
damaged. replace if damage is too large for
repair.
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page 1 of 3
BMP element: Potential problem: How I will remediate the problem:
The Swale and the level The swale is clogged with Remove the sediment and dispose
lip sediment. of it off-site.
The level lip is cracked, Repair or replace lip.
settled, undercut, eroded or
otherwise damaged.
There is erosion around the Regrade the soil to create a berm
end of the level spreader that that is higher than the level lip, and
shows stormwater has then plant a ground cover and
bypassed it. water until it is established. Provide
lime and a one-time fertilizer
application.
Trees or shrubs have begun Remove them.
to grow on the swale or just
downslo e of the level lip.
The bypass channel Areas of bare soil and/or Regrade the soil if necessary to
erosive gullies have formed. remove the gully, and then
reestablish proper erosion control.
Turf reinforcement is Study the site to see if a larger
damaged or ripap is rolling bypass channel is needed (enlarge if
downhill. necessary). After this, reestablish
the erosion control material.
The filter strip Grass is too short or too long Maintain grass at a height of
(if applicable). approximately three to six inches.
Areas of bare soil and/or Regrade the soil if necessary to
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.
Sediment is building up on Remove the sediment and
the filter strip. restabilize the soil with vegetation if
necessary. Provide lime and a one-
time fertilizer application.
Plants are desiccated. Provide additional irrigation and
fertilizer as needed.
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.
Nuisance vegetation is Remove vegetation by hand if
choking out desirable species. possible. If pesticide is used, do not
allow it to get into the receiving
water.
The receiving water Erosion or other signs of Contact the NC Division of Water
damage have occurred at the Quality local Regional Office, or the
outlet. 401 Oversi ht Unit at 919-733-1786.
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page 2 Of 3
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:CHARLOTTE PIPE AND FOUNDRY
BMP drainage area number:POND #2
Print name:David Wagjzoner
Title: Environmental Manager
Address:PO Box 35430 Charlotte, NC 28208
Phone:[phone]
Signature: )-'-J -?
Date: 7 - 1,3 - /
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.
1, " , a Notary Public for the State of
County o , do hereby certify that
l personally appeared before me this /3
day ofand acknowledge the due execution of the
forgoing filter s rip, riparian buffer, and/or level spreader maintenance requirements.
Witness my hand and official seal,
SEAL
My commission expires 9.1q.Z10
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev. 3 Page 3 of 3
Mr. Marshall Coble
Charlotte Pipe and Foundry
P.O. Box 35430
Charlotte, NC 28235
Project: Charlotte Pipe and Foundry
County: Stanly County
The purpose of this letter is to notify you that the North Carolina Ecosystem Enhancement Program (NCEEP) is willing to accept
payment for impacts associated with the above referenced project. Please note that this decision does not assure that the payment will
be approved by the permit issuing agencies as mitigation for project impacts. It-is the responsibility of the applicant to contact these
agencies to determine if payment to the NCEFP will be approved You T iii a_so r plf`wlth all staie, federil or local
This acceptance is valid for nine months from the date of this letter and is not transferable. If we have not received a copy of the
issued 404 Permit/401 Certification/CAMA permit within this time frame, this acceptance will expire. It is the applicant's
responsibility to send copies of the permits to NCEEP. Once NCEEP receives a copy of the permit(s) an invoice will be issued based
on the required mitigation in that permit and payment must be made prior to conducting the authorized work. The amount of the In
Lieu Fee to be paid to NCEEP by an applicant is calculated based upon the Fee Schedule and policies listed at www-nceep.net.
Based on the information supplied by you the impacts that may require compensatory mitigation are summarized in the following
table.
River
Basin CU
Location Stream (feet) Wetlands (acres) Buffer 1
(Sq. Ft.) Buffer 11
(Sq. Ft.)
Cold Cool Warm Riparian Non-Riparian Coastal Marsh
Impact Yadkin 03040105 0 0 300 0.246 0 0 0 0
Credits Yadkin 03040105 0 0 600 0.492 0 0 0 0
Upon receipt of payment, EEP will take responsibility for providing the compensatory mitigation. If the regulatory agencies require
mitigation credits greater than indicated above, and the applicant wants NCEEP to be responsible for the additional mitigation, the
applicant will need to submit a mitigation request to NCEEP for approval prior to permit issuance. The mitigation will be performed
in accordance with the Memorandum of Understanding between the N.C. Department of Environment and Natural Resources and the
U.S. Army Corps of Engineers dated November 4, 1998.
If you have any questions orneed additional information, please contact Valerie Mitchencr at [phone].
Sincerely,
44LO' C-4--
William D. Gilmore, PE
Director
cc: Cyndl Kuoly, NCDWQ Wetlands/401 Unit
Steve Lund, USACE-Asheville
Alas Johnson, NCDWQ-Mooresville
Lsorrard S. RinuMer, agent
File
1"brigg.- E?t?ia?ui,?t - Prot" our StA&
1. pet m ERment
PR06RAM
July 16, 2009
OCT RP=@R0VV im P
72010
DENR - WATER OUAUTV
WETLANDS AND STORN,W.4TER BRANCH
Expiration of Acceptance: April 16, 2010

North Gsrokm E.oosyNon Enltamoemerd ProOrst k 1052 MO Sen im Center. R~, NC 27899-16521919-715,0476/www. memp-net
?SF ..
rl'
U.S. ARMY CORPS OF ENGINEERS Qopy
WILMINGTON DISTRICT
Action ID. SAW-2009-1556 County: Stanly USGS Quad: Oakboro
GENERAL PERMIT (REGIONAL AND NATIONWIDE) VERIFICATION
Property Owner / Authorized Agent: Charlotte Pipe and Foundry, Attn: Greg Simmons
Address: PO Box 35430
Charlotte, NC 28208
Telephone No.: 704-348-5410
Size and location of property (water body, road name/number, town, etc.): Approximate 276-acre industrial
development site (Oakmont Site) located between Lighthouse Road and Swift Road adjacent to unnamed
tributaries to Coldwater Branch southwest of Oakboro.
Description of projects area and activity: Pipe and fill 300 linear feet of important intermittent stream channel and
0.25 acres of wetland adjacent to an unnamed tributary to Coldwater Branch for a new foundry and related
facilities. SPECIAL CONDITION: In order to compensate for impacts to 300 linear feet of stream with
important aquatic function and 0.25 acres of riparian wetland, the permittee shall make payment to the North
Carolina Ecosystem Enhancement Program (NCEEP) in the amount determined by the NCEEP, sufficient to
perform the restoration of 300 linear feet of warm water stream channel and 0.25 acres of riparian wetland in the
Yadkin River Basin, Cataloging Unit 03040105. Construction within jurisdictional areas on the property shall
begin only after the permittee has made full pavment to the NCEEP and provided a copy of the pavment
documentation to the Corps.
Applicable Law: X Section 404 (Clean Water Act, 33 USC 1344)
? Section 10 (Rivers and Harbors Act, 33 USC 403)
Authorization: Regional General Permit Number:
Nationwide Permit Number: 39
Your work is authorized by the above referenced permit provided it is accomplished in strict accordance with the attached
conditions and your submitted plans. Any violation of the attached conditions or deviation from your submitted plans may subject the
permittee to a stop work order, a restoration order and!or appropriate legal action.
This verification will remain valid until the expiration date identified below unless the nationwide authorization is modified,
suspended or revoked. If, prior to the expiration date identified below, the nationwide permit authorization is reissued andior
modified, this verification will remain valid until the expiration date identified below, provided it complies with all requirements of
the modified nationwide permit. If the nationwide permit authorization expires or is suspended, revoked, or is modified, such that the
activity would no longer comply with the terms and conditions of the nationwide permit, activities which have commenced (i.e., are
under construction) or are under contract to commence in reliance upon the nationwide permit, will remain authorized provided the
activity is completed within twelve months of the date of the nationwide permit's expiration, modification or revocation, unless
discretionary authority has been exercised oil a case-by-case basis to modify, suspend or revoke the authorization.
Activities subject to Section 404 (as indicated above) may also require an individual Section 401 Water Quality Certification. You
should contact the NC Division of Water Quality (telephone [phone]) to determine Section 401 requirements.
For activities occurring within the twenty coastal counties subject to regulation under the Coastal Area Management Act (LAMA),
prior to beginning work you must contact the N.L. Division of Coastal Management .
I his Department of the Army verification does not relieve the permittee of the responsibility to obtain any other required Federal,
State or local approvals!permits.
If there are any questions regarding (his verification, any of the conditions of the Permit, or the Corps of Engineers regulatory
program, please contact Steven Lund at telephone [phone].
Corps Regulatory Official: Steven Lund Date: September 17, 2009
Expiration Date ol'Verification: September 17, 2011
The Wilmington District is committed to providing the highest level of support to the public. To help its ensure we continue to do so,
please complete the attached customer Satisfaction Survey or visit http.: Nww_saw.usace.army. tnillWl-'1'I_ANDS'index.hunl to
complete the survey online.
?(Opy
Determination of Jurisdiction:
? Based on preliminary information, there appear to be waters of the US including wetlands within the above described project area.
This preliminary determination is not an appealable action under the Regulatory Program Administrative Appeal Process
( Reference 33 CFR Part 331).
? There are Navigable Waters of the United States within the above described project area subject to the permit requirements of
Section 10 of the Rivers and Harbors Act and Section 404 of the Clean Water Act. Unless there is a change in the law or out
published regulations, this determination may be relied upon for a period not to exceed five years from the date of this
notification.
there are waters of the US and/or wetlands within the above described project area subject to the permit requirements of Section
404 of the Clean Water Act (CWA)(33 USC § 1344). Unless there is a change in the law or our published regulations, this
determination may be relied upon for a period not to exceed five years from the date of this notification.
? The jurisdictional areas within the above described project area have been identified under a previous action. Please reference
jurisdictional determination issued . Action ID
Basis of Jurisdictional Determination: Streams are intermittent (RPWs) flowing to Coldwater Branch, a perennial tributary to
the Rockv River, a traditionally navigable water.
Appeals Information (This information applies only to approved jurisdictional determinations.)
Attached to this verification is an approved jurisdictional determination. If you are not in agreement with that approved jurisdictional
determination. you can make an administrative appeal under 33 CFR 331. Enclosed you will find a Notification of Appeal Process
(NAP) fact sheet and request for appeal (RFA) form. If you request to appeal this determination you must submit a completed RTA
forth to the following address:
District Engineer, Wilmington Regulatory Division
Attn: Steven W. Lund. Project Manager
Asheville Regulatory Field Office
151 Patton Avenue. Room 208
Asheville, North Carolina 28801-5006
In order for an RFA to be accepted by the Corps, the Corps must determine that it is complete, that it meets the criteria for appeal
under 33 CFR part 331.5, and that it has been received by the District Office within 60 days of the date of the NAP. Should you
decide to submit an RFA form, it must be received at the above address within 60 days of the date below.
**It is not necessary to submit an RFA form to the District Office if you do not object to the determination in this correspondence.**
Corps Regulatory Official: Steven Lund
Date: September 17, 2009
SURVEY PLATS, FIELD SKETCH, WETLAND DELINEATION FORMS, PROJECT PLANS, FTC., MUST BE
ATTACI-ILD TO THE FILE COPY OF THIS FORM. IF REQUIRED OR AVAiLABI-E.
Copy Furnished: Mr. Leonard S. Rindner, Environmental Planning Consultant, 3714 Spokeshave Lane. Matthews, NC
28105
Qopy
Action ID Number: SAW-2009-1556 County: Stanly
Permittee: Charlotte Pipe and Foundry, NW 39, Oakmont Site, Oakboro, NC
Date Permit Issued: September 17, 2009
Project Manager: Lund
Upon completion of the activity authorized by this permit and any mitigation required by the permit,
sign this certification and return it to the following address:
US ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
ASHEVILLE REGULATORY FIELD OFFICE
151 PATTON AVENUE, ROOM 208
ASHEVILLE, NORTH CAROLINA 28801-5006
Please note that your permitted activity is subject to a compliance inspection by a U. S. Army Corps of
Engineers representative. If you fail to comply with this permit you are subject to permit suspension,
modification, or revocation.
I hereby certify that the work authorized by the above referenced permit has been completed in
accordance with the terms and condition of the said permit, and required mitigation was completed in
accordance with the permit conditions.
Signature of Permittee
Date
A .?.?„
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Be= er!y Eaves Perdue Coleen H Sullins
Govemor Diroctor
Mr Greg Simmons
Charlotte Pipe and Foundry
P O box 35430
Charlotte. NC 28208
Subject: Oakmont Charlotte Pipe And Foundry
APPROVAL of 401 Water Quality Certification with Additional Conditions
Dear Mr Simmons
Gee Freernan
Secretary
,'august ?7. 2009
DVVQ# 09-0859
Stanly County
You have our approval, in accordance with the general certification and those conditions listed below,
to impact 0 25 acre of wetland and 300 linear feet (If) of unnamed stream to Coldwater Creek in order to
construct the project in Stanly County, as described in your application received by the Division of Water
Quality iDWQ) on August 7 2009 After reviewing your application, we have determined that this project is
covered by Water Quality General Certification Number 3705, which can be viewed on our web site at
http:Nh2o.enr.state nc.usfncwetiands The Genera{ Certification allows you to use Nationwide Permit Number
39 once it is issued to you by the U S Army Corps of Engineers Please note that you should get any other
federal, state or local permits before proceeding with your protect. including those required by (but not limited
,c) Sediment and Erosion Control, Non-Discharge, and Water Supply Watershed regulations
The above noted Certification will expire when the associated 404 permit expires unless otherwise
specified in the General Certification This approval is only valid for the purpose and design that you described
in your application If you change your protect, you must notify us in writing, and you may be required to send
its a new application for a new certification If the prooerty is sold the new owner must be given a copy of the
Certification and approval letter, and is thereby responsible for complying with all conditions
in addilion to the requirements of t+irti (,er~ificat cn, you must also comply with the following conditions
The Mooresville Regional Office shalt be notified in writing once censti,,ction at the approved impact areas
has i°on,menced
Existing stream dimensions (including the cross section dimensions pattern. and longitudinal profile) must be
maintained (or restored via constructed benches) above and below locations of each culvert if any of the
existing pipes are or become perched, the appropriate stream grade shall be re-established or, if the pipes
installed in a perched manner, the pipes shall be removed and re-installed correctly
MoaresvrFle, NCB 1 1 3 5
i % rar,r?re 610 Ent C4rter Avenue. 5ude 3U T
Ph.rxt?r +'04 1 31 its r70+t18 8 4^t Cast mer ,urvKe t.q' -i;2 ? ', 4A
intr. +tM w+?ry rt?w?t!0rrru._,3++!'?. ?>r3
)ne
r C16rthCarolina
..A Cltltl ally
rr >. r., d:+i,.Q=., ?t . ,. F ...:... V_-t' - .,.G,r;=a. yr,' t ----
V rxt..r
Mitigation must be provided for the proposed impacts as specified +r the table below we understand that you
wish to make a payment to the restoration fund admitist`ered by the NC Ecosystem Enhancement Program
(EEP) to meet this mitigation requirement This has been,determinec! by the DWQ to be a suitable method tc
meet the mitigation requirement Until the EEP receives and clears your check imade payable to DENR -
Ecosystem Enhancement Program Office) no impacts spec=fied in this Authorization Certificate shall occur
The EEP should be contacted at (919) 15-10476 if you'have any questions concermrg payment into a
restoration fund Ycu have 60 days frc,rn the date of this approval to make this paymen? For accounting
purposes. this Authorization Certificate authonzes payment into the restoration fund to meet the following
compensatory mitigation requirement
Compensri', t,
Required
stream 300, feet;
Wetlands (acres)
---
1 Waters (acres)
Mitigatioi River and Sub-basin
Number
Yadkin (03040105)
4 Storm water discharge structures at this site shad be constructed in a manner such that the potential
receiving streams (of the discharger will not be impacted due to sediment accumulations securing or erosion
of the stream banks
5 A final, written storm water management plan {including a signed and notarized Operation and
Maintenance Agreement) shall be submitted to the 401 Oversight and Express Permitting Unit (2321
Crabtree Blvd , Suite 250. Raleigh. NC. 27604) within 60 days of the issuance of the 401 Water Quality
Certification The storm water management plans shall be approved in writing by this Office for local
approved delegated authority) before the impacts specified in this Certification occur You have the option
of using the Express Review Program for expedited approval of these plans If you propose to use the
Express Review Program, remember to include the appropriate fee with the plan. The storm water .
management plan must include construction plans. specifications.. storm water BMP worksheets, and
supporting calculations The storm water best management practices are required to be appropriate for the
surface water classification and designed to remove at least 85% TSS acrording,to the most recent ersion
of the NC DENR Storm water Best Management Practices Manual These facilities must be designed to
treat the runoff from the entire project. unless otherwise explicitly approved by the Division of,Water,Quatity
for local delegated authority) Also. before any permanent building is occupied at the subject site, the
facilities shall be constructed and operational, and the storm water management plan shall be
implemented The structural storm water practices as approved as well as drainage patterns must be
maintained in perpetuity No changes to the structural storm water prartices shall be made without written
authorization from the Division of Water Quality
6 Sediment and erosion control measures shall not be placed in wetlands or waters without prior approval from
DWQ if approved they shall be removed and the natural grade restored within two monks of the date of
the close out,istabilization of the givers drainage area
Upon completion of the protect, the applicant shall complete and return the enclosed 'Certificate of
Completion" form to the 401/Wetlands Unit of the NC Division of water otiatity
Continuing Compliance The applicant (Charlotte Pipe and Foundryi shall conduct all activities in a manner
so as not to contravene any state water quality standard (including any requirements for compliance with
section 303(d) of the Clean Water Act) and any othe appropriate requirements of state and federal law if
DWO determines that such standards or laws are not being met (including the failure to sustain a designated
or achieved use) or that state or federal law is being violated, or that further conditions are necessary to
assure compliance, DWO may reevaluate and modify this certification to include conditions appropriate to
assure compliance with such standards and requirements in accordance with 15 A NCAC 211 0507(d)
Before codifying the certification DWO shall notify the applicant and the US Army Corps of Engineers,
provide public notice in accordance with 15A NCAC 2N 0503, and provide opportunity for public hearing in
accordance with 15A NCAC 2N 0504 Any new or revised conditions shall be provided to the applicant in
NORTH CAROLINA-DiVISON OF WATER QUALITY 09-0859
401 WATER QUAL!TY CERTIFICATION
SUMMARY QF PERMITTED IMPACTS AND MITIGATION REQUIREMENTS
In accordance with 15A NCAC 2 H 0500 Charlctte Pipe and Foundry has permission as outlined below
to impact 300 linear feet of stream and 0 25 acre of wetland in order to proceed with the development in Stanl,v
County, North Carolina All activities associated with these authorized impacts must be conducted with the
conditions listed in the attached certification THIS CERTIFICATION IS NOT VALID WITHOUT THE
ATTACHMENTS
COMPENSATORY MITIGATION REQUIREMENT: ECOSYSTEM ENHANCEMENT PROGRAM
LOCATION
COUNTY Swift Rd
t?ASINISUBBASIN Manly
Yadkin (0:;',101o5)
Impacts:
-100 linear feet of stream
6 25 acre wetland
As required by 15A NCAC 2H 0506 and the conditions of this certification, you are required to compensate fcr
the above impacts through the restoration creation enhancement or preservation of wetlands as outlin
neiow prior to conducting any activities that impart or degrade the waters of the state ed
Note Linear foot requirements proposed to be mitigated through the Ecosystem Enhancement Program must
be rounded to the nearest trot and acreage requirements must be rounded to one-quarter acre increm
according to 15 2r C503thi cats
Mitigation:
300 t. inear feet of stream
MAMatian:
300 linear feet of perennial streams by EEP required for the 4J I Water(. uahty Certification ii
correspondence dated July 16 2009 the EEP indicated that up to 600 linear feet of stream mit be
the finit conducted by EEP if available within the cataloging unit igation would be
may be required if mitigation is required uld outside
Orie of it"e Options you have available to satsfy the compensatory mitigation requirements is through the
payment of a fee to the Ecosystem Enhancement Fund
sign this farm and mail it to the Ecosystem E per NCAC 2R 05re if you choose this notion. please
nhancen er;t Fund at the address listed below An invoice for the
appropriate amount of payment will be sent to yini, upon receipt of this form PLEASE NOTE THE ABOVE
IMPACTS ARE NoT AUTHORIZED iINTIL YOU RECEIVE NOTIFICATION THAT YOUR CAYMENT HAS
BEEN PROCESSED BY THE EEP
7jq') attJre
Date
ECOSYSTEM ENHANCEMENT PROGRAM
DIViSON OF WATER QUALITY
165; Mail Service Center
RALEIGH N C ?7661;}-1652
-orps of permit
wasting shall ;,,e V;rovided to the Unit States Army C
hall also telccme conch ons}of the 4iy4 Perm tsfor the
pursuant to Sectir;n 404 of the Clean Water Act,
project yoj
sk for an
may,
a wr t en hearing
adjud if you do not accept any of the conditions
you refcethis ive thisf{eftern To ask foraa hearing; sendicatory
for days titer 1date that y
pe ' ' I st act within
e fmat
petitiorflthat.conforms to Chapter 1508 of ihh N Ch2 ? 7?4enThissertficahon and ift ccondt tins ar Administrative
Hearings, 6714 Mail Service Center, Raleig ,
and binding unless you ask for a hearing
This letter completes the review of the Division iAlanf Jo?Nater hnson Q in ?the Mooresv Ile Regional--
!6599 atn?04t0634t
if j-)u rave any questions, please telephone
!659 or Ms Cyndi Karoly in the Central Office in Raleigh 919-73-3-97,21
Snrerswiy
f }r Coleen f I :;iillins
Attachment,,
cc Army Corps of Engineers, Asheville
Ian McMillan, Wetlands Unit
MRO Land Quality
Len Ruldner

since
1983
ENWHEERING CONSULTAPITS, INC.
www.trigoneng.com
P.C. Box 18846 • Zip 27419-8846. 313 Gallimore Dairy Road • Greensboro, NC 27409 • p 336.668.0093 • f 336.668.3868
October 2, 2007
Mr. Rob Klauk, P.E.
Land Design
223 North Graham Street
Charlotte, North Carolina 28202
Reference: Report of Subsurface Exploration
Stanley County Industrial Facility
Oakboro, North Carolina
Trigon Project No. 011-07-064
Dear Mr. Klauk:
OCT 20'o
DENR-WATER QUAUTY
WETL M AND STORMNATER BRANC-4
This report presents the results of a subsurface exploration and geotechnical engineering evaluation for the
referenced project. The purpose of our preliminary subsurface exploration was to evaluate the general
subsurface conditions at the site in order to assess their impact on overall site development and construction
considerations.
INTRODUCTION
This report presents the results of a preliminary subsurface exploration and geotechnical engineering
evaluation completed by Trigon Engineering Consultants, Inc. for the referenced project. This work was
verbally authorized by Mr. Rob Klauk of Land Design and was completed in general accordance with our
September 5, 2007 Proposal No. 011-07-085-P. The purpose of our services is to evaluate the general
subsurface conditions at the site in order to assess their impact on overall site development and construction
considerations.

Mr. Rob Kiauk, P.E., Land Design October 2, 1007
Stanley Courzty Industrial Facility, Ookboro, Atorth Carolina Trigon Project No. 071-07-06?
PROJECT DESCRIPTION
The site will be developed for an industrial facility, to be located within the central portion of the
property. The structure footprint has not been determined. The structural configuration is expected to be
up to 2 stories in height with steel framing and a slab on grade floor. Based on our experience with
similar facilities, overall column and floor loads are not expected to exceed 600 kips and 500 psf,
respectively. However, equipment installation is expected to result in heavily loaded localized areas.
Cuts and fills of up to 30 feet are expected..
FIELD TESTING
Prior to drilling, an engineer visited the site to perform a site reconnaissance and locate the borings in the
field using existing landmarks as reference. The surface features of the site were observed with respect to
drilling access and site features that may affect development and construction.
The subsurface exploration included the completion of eight (8) soil test borings (B-1 through B-8) at the
approximate locations shown on the Boring Location Diagram, Drawing No. 011-07-064-1, included in the
Appendix. The boring locations were established in the field by personnel from Trigon using the existing
features as reference.
The borings were advanced to depths ranging from 1.0 to 19.9 feet below the ground surface using
continuous-flight, hollow-stem augers. Standard Penetration Tests were performed at 2.5 foot intervals to a
depth of 10 feet and at 5 foot intervals thereafter to the depths explored in general accordance with ASTM
D 1586. Standard Penetration Test data (SPT N-values) were used to estimate the in situ soil strength and
density. Soil samples were obtained at each test interval.
Groundwater measurements were performed at the tennination of drilling, and again 24 hours later in
borings B-1, B-4, and B-5. Groundwater levels are indicated on the respective Test Boring Record.
TRiGONENcunEF_RING CONSULTANTS, INC. Page 2
Mr. Rob Klauk, P. E., Land Design October 1, 2007
Stanley County Industrial Facility; Dakboro, Norih Carolina Tryon Pro}eet No. 011-07-064
LABORATORY TESTING
All recovered soil samples were transported to our laboratory where they were subjected to visual -
manual classification by a geotechnical engineer, The 'Test Boring Records were prepared using the
observations made in the field by the driller, as well as the visual - manual classification in the
laboratory. The lines designating the interfaces between various strata are approximate. The transition
between strata may be gradual in both the vertical and horizontal directions. The Test Boring Records
are included in the Appendix together with brief descriptions of the field testing procedures.
The bulk samples were tested to determine the moisture-density relationship and plasticity
characteristics. Due to the urgency of the project, the laboratory testing had not been completed at the
time this report was issued. The laboratory test results will be reported under separate cover.
DOCUMENT REVIEW
As part of our services, the USGS and Soil Survey maps of Stanley County were reviewed. The purpose of
the review was to assess the effects of the general landforms and near surface conditions on development
and construction.
FINDINGS
SITE OBSERVATIONS
The site for the project is currently used for agricultural purposes, and is generally clear with some wooded
portions. The clear areas are currently used as pastureland for cattle. Farm structures and a pond are
present in the central portion of the site, in the designated General Plant Area. Three smaller ponds are
present outside the General Plant Area. In addition, several interconnecting wet weather drainage features
are also present, exiting the site to the south.
Within the General Plant Area, the ground elevation varies from a high of 550 feet MSL on a knoll in the
southeast corner, down to a low of 510 feet MSL on the southern border at the stream exit. The remainder
of the property varies in elevation from 560 feet MSL to 514 feet MSL.
TRIGONENGrx&r,RINC CousuarAnrs, INc. Page 3
Mr. /ooh K7auk, 1, E., Land Design, October 2, 2007
Stanley County Industrial Facility, Oakboro, Norlh Carolina Trigon Project No. 011-07-064
SUBSURFACE FINDINGS
The subsurface conditions at the site, as indicated by the borings, generally consist of a residual soil profile
underlain by partially weathered rock and bedrock. The generalized subsurface conditions are described
below. For soil descriptions and general stratification at a particular boring location, the respective Test
Boring Record should be reviewed.
Topsoil is present in borings B-1 through B-3, B-5, B-7, and B-8, ranging in thickness from 0.4 to 0.6 foot.
Disturbed soil, resulting from agricultural activities, is present to a depth of 0.7 foot in boring B-4. No
ground cover is present in boring B-6.
Residual soils are present below the topsoil and disturbed soil in borings B-l, B-2, and B-3. Residual soils
are formed by the in-place chemical and mechanical weathering of the parent bedrock. The residual soils in
our borings generally consist of silty sands and sandy silts. SPT N-values recorded in the residuum range
from 26 to 66 bpf.
Soft weathered rock is present below the residual soil in borings B-1 through B-3, the disturbed soil in
boring B-4, the topsoil in borings B-5, B-7, and B-8, and from the ground surface in boring B-6. A zone of
residual soil is present between 5.5 and 13.0 feet within the soft weathered rock in boring B-5. Soft
weathered rock is defined as any residual material which exhibits a Standard Penetration Resistance in
excess of 100 bpf, but less than 50 blows per 0.1 foot. The soft weathered rock represents the transition
between residual soil and hard weathered rock (SPT N-values > 50 blows per 0.1 foot) and/or bedrock.
Hard weathered rock is present below the soft weathered rock in borings B-5, B-6, and B-8. The soft and
hard weathered rock in our borings generally samples as silty sands and sandy silts.
Auger refusal occurred at depths between 1.5 and 19.9 feet in each of our borings. Auger refusal is defined
as negligible penetration of the augers under the full weight and down pressure of the drill rig. Auger
refusal can occur on rock lenses, boulders or on top of continuous bedrock. Based on the subsurface
conditions at the site as indicated by our borings and our experience in the area, auger refusal occurred on
top of continuous bedrock. Core sampling of the refusal materials to determine their character and
continuity was beyond the scope of services of this project.
DuGON ENGINEERING CONSULMAN75, INC. Page 4
A4r. Rob Kfauk, P.F., Land Design October 2, 2007
Stanley, County Industrial Facility, Oakboro, ,Vorth Carolina Tripon Prtject No. 011-07-064
GROUNDWATER
No groundwater was observed to the termination depths of the borings performed for this project. Some
fluctuation in groundwater levels can occur with climatic and seasonal variations, with the highest
groundwater levels expected in late winter and early spring. Seasonal low groundwater levels are expected
in late summer and early fall. Therefore, subsurface water conditions at other times may be different from
those described in this report.
DOCUMENT REVIEW
Based on information from the 1985 Geologic Map of North Carolina and our experience in the area, the
site is located in the Carolina Slate Belt of the Piedmont Physiographic Province. The bedrock in this
area generally consists of metavolcanics and argillites. This bedrock is characterized by thin bedding
planes and moderate rippability of the upper zone. The on-site residual soils are the product of the in-
plaee weathering of the parent bedrock.
The USDA soil survey map indicates the presence of four near-surface mapping units, the Badin,
Goldston, Kirksey, and Misenheimer soil series. Each of these series generally consists of silt loams
with thin and flat rock fragments in the overburden, with surface slopes from 2 to 15 percent. These soil
series are characterized by shallow depths to bedrock, and an increased corrosion potential for buried
steel and concrete structures. These soils are moderately plastic, with liquid limits of up to 50, and
Plasticity Indices of from b to 22.
PRELIMINARY CONCLUSIONS AND RECOMMENDATIONS
Our preliminary conclusions and recommendations are based on the project description outlined above and
on the data obtained from our field and laboratory testing programs. We believe the site is suitable for the
proposed development provided the recommendations presented in this report are implemented during both
the design and construction phases of the project, and the economics of those recommendations are
considered during the planning process.
TRtCON ENGINE'6RING CONSULT 4hTs INC. Page 5
Mr. Roll Klauk, P- E., Land Design Ortober 2, 2007
Stanley County Industrial Facility, Oakboro, North Carolina _ Trigon Projed No. (ll t-07-064
As the project processes and building constructions and locations are established, additional subsurface
information should be obtained to provide more detailed recommendations. We also recommend laboratory
testing to confirm the corrosion potential properties of likely backfill soils. Geopbysical testing should also
be performed to assess the excavatability of the rock, and determine the seismic site class at each of the
proposed building locations.
The borings performed at this site represent the subsurface conditions at the location of the borings only.
Due to the prevailing geology, there can be changes in the subsurface conditions over relatively short
distances that have not been disclosed by the economically limited number of borings performed.
Consequently, there may be undisclosed subsurface conditions that may require special treatment or
preparation once these conditions are revealed during construction.
SEISMIC SITE CLASSIFICATION
Based on the North Carolina Building Code, an evaluation of the upper 100 feet of the material below the
ground surface and its characteristics is required to determine site classification. The subsurface
investigation for this project included soil borings that terminated on top of bedrock without rock coring.
Based on the depth to bedrock in our borings and the potential site grades, the subsurface profile appears
consistent with seismic site class "B" or "C" as outlined in the North Carolina Building Code, depending
on final grades and building location. Note that a maximum seismic site class of "C" is applicable when
there is 10 feet or more of soil below the finished grades. The site classification should be determined on
a building specific basis once the locations are determined.
SITE SUITABILITY
Based on the results of our borings, the presence of shallow rock and the cost of excavating and the effect
on the construction schedule must be considered in determining the economics of site development. The
effect of the rock on the cost and schedule can be reduced by implementing the recommendations
presented herein during the design and construction phases of the project. Some flexibility in the
building locations should be considered to accommodate the existing near surface subsurface conditions.
TRIGONENGINrcRING CONSuLTANT.s, INc. Page 6
Mr, Rob Klauk, P.E, Land Design October 2, 2007
Stanley County Industrial Facilrrv, Oakboro, .Norih Carolina Trieon Project A'o. 011-07-064
Our borings indicate the presence of bedrock at shallow depths over the majority of the site. 'T'hese
materials require sufficiently sized equipment and/or blasting to excavate. Also note that, generally,
blasted materials are not suitable for use as fill without a properly controlled blasting program to
sufficiently reduce the maximum size, or additional processing, such as crushing and blending. Based on
the likely volume of rock to be excavated, additional processing may prove economical. Some
adjustment in site grades may be necessary to compensate for the loss of useable material. Importation of
structural fill may also be required to compensate for the loss of useable material.
It should be expected that muck will be present in the bottom of the existing pond. During site
preparation, this muck will require removal. The muck is not suitable for use as structural fill.
Although no groundwater was measured in our borings, wet soils should be expected in the bottoms of
the ponds and drainage features. These soils will also likely be unstable under construction traffic and
will likely require some undercutting to provide a stable base for compaction. In addition, spring activity
may also be encountered. Temporary dewatering may also be required in these areas during construction
to facilitate fill placement. Temporary dewatering can likely be accomplished with sumps and ditches.
The need for permanent dewatering should be evaluated as the site plans progress further.
BUILDING SUPPORT
The existing residual soils and partially weathered rock, or controlled structural fill can provide proper
support of floor slabs and shallow spread footing support of typical single story office/manufacturing
buildings with column, wall, and floor loads in the anticipated range. Net allowable bearing pressures of
from 3,000 to 4,000 pounds per square foot (psf) are recommended for preliminary design purposes.
Note that generally, bearing pressures on fills are limited to 3,000 psf. We anticipate subgrade modulii
for floor slab design to be between 100 and 120 pci, as related to a 30 inch plate.
Within the portions of the building areas where soft and hard weathered rock and bedrock are exposed
during site work, the hard materials should be overexcavated to reduce the effect of differing support
conditions. The actual excavation depths will be contingent on the disturbance created by the excavation
process.
TRIGGN ENGINL•F_WNG ComsmTAATS, INC. Page 7
Mr. Koh Klouk, P. E., Land Design October 2, 2007
Stanley County Industrial Facihq7, Oakhoro, North Carolina 1 rig *nn ! ro1ectAl'o. 011-07-064
--.? _...
Due to the expected depths of fill and anticipated loading, the consolidation of the fill must be substantially
complete prior to foundation construction, to reduce the effects of differential settlement. Settlement of the
fill should be monitored. We recommend settlement hubs be installed upon completion of fill placement, at
a rate of l hub per 40,000 square feet of building area over fills greater than 15 feet in height. The
elevations of the hubs should be monitored weekly- Once the rate of settlement approaches zero, foundation
construction can begin. Based on the soil types in our borings, we expect the majority of the settlement to
be complete within four (4) weeks after the completion of fill placement.
Of concern are the localized areas of heavy loading. To reduce the effects of post construction settlement in
these areas, consideration should be given to surcharge loading of these areas. The magnitude of the
preload surcharge should be determined based on the anticipated equipment load.
PAVEMENT SUPPORT
The existing residual soils and partially weathered rock, or controlled structural fill can provide proper
support for a pavement structure designed for appropriate subgrade strength and traffic characteristics.
Based on our experience with the soil types encountered in the test borings, we anticipate CBR values in the
range of 3 to 6, provided the subgrade is stable under proofrolling and positive base course and subgrade
drainage is provided.
FILL MATERIAL AND PLACEMENT
Based on the results of our visual observations, the on-site residual soils and partially weathered rock appear
suitable for use as project fill. Soils containing more than five (5) percent organic matter by weight, such as
topsoil or soils from the bottoms of the drainage features, are not suitable for fill within structural areas.
Any proposed offsite borrow soils should be properly tested to confirm the engineering properties prior to
use. Drying or wetting may be required depending upon the time of year during which site grading is
performed.
As previously noted, excavated rock can be used as fill provided it is properly processed and blended. The
processing technique should be based on construction of a test pad in the field.
Mc,oN ENG1N&ER(NG CoAsuLTAA7'$ INC. Page 8
Mr. Rob Klauk, P.E., I and Design October 2, 2007
Stanley County Industrial Facility, Oakboro, North Carolina m_ Trigon Project .tin. 411-07-064
As noted above, the consolidation of the fill must be substantially complete prior to foundation construction,
to reduce the effects of differential settlement- To reduce the consolidation magnitude and time, all fill
within structural areas should be compacted to at least 98 percent of the Standard Proctor maximum dry
density.
EXCAVATION
Generally, the on-site soils can be excavated with conventional construction equipment. However, where
soft weathered rock (SPT N-value greater than 100 blows per foot but less than 50 blows per 0.1 foot) is
present, loosening with a large dozer (D-8 or similar size) equipped with a single tooth ripper or a large
track-mounted backhoe (Caterpillar 235 or similar size) may be required prior to removal. Hard weathered
rock and bedrock (SPT N-value greater than 50 blows per 0.1 foot and unable to be excavated with the
previously mentioned equipment) may require light blasting to excavate in utility and other confined
excavations. If blasting is required, we recommend that it be performed prior to the start of any building
frame construction.
Blasting should be planned to remove the rock down to at least I foot below the lowest invert elevation
required within the construction limits including foundations and utilities. Once blasting is completed,
any loose rock should be removed and structural fill placed to construct the building pad_
GROUNDWATER CONTROL
As previously noted, although no groundwater was measured in our borings, wet soils should be expected
in the bottoms of the drainage features and creeks. As a result, temporary dewatering will be required to
facilitate construction. The groundwater level can be temporarily lowered in smaller areas by pumping
from sumps in the excavation bottoms. In larger areas in the bottoms of the drainage features and creeks,
the flow of water will likely require temporary rerouting. This can be accomplished with sumps pumping
to piping around the existing channel.
Any water from active springs in the drainage features or streambeds should be properly routed away from
the construction area. This can be accomplished with a springbox connected to solid pipe connected to a
suitable outlet by gravity flow, or a trench drain. The trench drain should be properly filtered to prevent
TRIGON ENGINEERING Coxsui TAA7S, INC. Page 9
Mr, Rob Klauk, P.E., Land Design October 2, 200?
Stanley County Industrial Facility, Oakboro, North Carolina Trigon Project No. 011-07-064
the loss of fines from the surrounding soils into the system. The outlet of the trench drain should be
terminated with solid pipe to a suitable outlet.
CLOSURE
We appreciate the opportunity to continue our services during this phase of the project. If there are any
questions, please call. The recommendations are presented on the basis of our understanding of the project
and through the application of generally accepted soil and foundation engineering practices. No other
warranties, expressed or implied, are made. Should there be any changes in the scope of the project, as
stated herein, we should be notified so that we may review these changes and modify our recommendations,
if required.
Trigon Engineering Consultants, Inc. appreciates the opportunity to continue our services to you on this
project. If you have any questions or require additional information, please call.
Respectfully,
TRIGON ENGINEERING CONSULTANTS, INC.
d? (? `7'1.
Thomas R. Wells, E.I.
Proje t Manager
C. Wells, P. A.
kQ-C' ---/
TRW/XCB/RC W:lss
Attachments
s: 10110 projects 12 00 710 1 1 0 706 41r107064. doc
axe Rs sfi
=4
41
TRlGONENGxEEIUNG CoAsULT.9N7S, INc. Page 10
APPENDIX

/ Stream

C \\ 540 +550

?B-1 -550
530.10
-
7
F

B-6

/
540 B-3 540

'R-y i t \
540 General. Plant
Area ?

i
530 r ` 1 \ \ /? ??? B-4
\
r .
, 540
Stream

P
i POTID
POND

520 530 a-Soil Test Boring
L-^ 510
520 \ i n
11TRIGON,
Trigon Engineering Consultants, Inc.
313 Gallimore Dairy Road
Greensboro. North Carolina 27409
SCALE: 1300' f JDATE:
1 BY: XCBED I S 0525/07 HUNEYCUTT SITE DRAWING
STANLEY COUNTY INDUSTRIAL FACILITY
OAKBORO, NORTH CAROLINA
BORING LOCATION PLAN
Dwg. No. 011-07-064-1
Mr, Rob Klauk, P.E., Land Design October 2, 2007
Stanley County Industrial Facility, Oakboro, North Carolina Trigon Project No. ON-07-064
INVESTIGATIVE PROCEDURES
Soil Test Borings
Soil sampling and penetration testing for this project were performed in accordance with ASTM D 1586.
The borings were advanced with hollow-stem, continuous flight augers and, at standard intervals, soil
samples were obtained with a standard 1.4-inch I.D., 2 inch O.D., split-tube sampler. The sampler was first
seated six (6) inches to penetrate any loose cuttings, then driven an additional foot with blows of a 140
pound hammer falling 30 inches. The number of hammer blows required to drive the sampler the final foot
was recorded and is designated the "Standard Penetration Resistance" (N-Value). The Standard Penetration
Resistance, when properly evaluated, is an index to soil strength, density, and ability to support foundations.
Representative portions of each soil sample were placed in glass jars and taken to our laboratory. The
samples were then examined by an engineer to verify the driller's field classifications. Test Boring
Records are attached indicating the soil descriptions and Standard Penetration Resistances.
TRR,ON ENGINEERING CONSULTMrIS, INC.
TRIGON ENGINEERING CONSULTANTS, INC.
BORING LOG
PAGE 1 OF 1
PROJECT NO. 011-07-064 ID Na. COUNTY Stanley GEOLOGIST N. Brifkani
SITE DESCRIPTION Stanley County Industrial Facility GROUND WATER (ft)
BORING NO. B-1 BORING LOCATION OFFSET ALIGNMENT 0 HR Dry
COLLAR ELEV. 552 ft NORTHING FASTING 24 HR,
TOTAL DEPTH 8.3 ft DRILL MACHINE Mobile B-57 A DRILL METHOD HSA HAMMER TYPE 140 ib. Manual
DATE STARTED 9119t07 COMPLETED 9119107 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. T L
O
SOIL AND ROCK DESCRIPTION
(ft) (ft) 0.5ft 0,5ft O Sft 0 20 40 60 80 100 NO. MOI G
552.0 552.0 0.00
551.0 1.0 Topsoil
9 12 14 . . . . SS-1 Damp Very Stiff Tan Fine Sandy SILT -
3
0
549 o
548
5 5
3 .
RESIDUAL
. . 12 24 42 SS-2 Moist Very Hard Grey Olive Fine Sandy SILT
5
5 5
546
546.0 6.0 .
.
Soft Weathered Rock Samples as Moist Tan
34 3 6010.4 SS-3 Olive Medium to Fine Sandy SILT
6010:4 543.7 8.3
Auger Refusal
No Groundwater Encountered at Time of
Boring

k

T

i Bufk Sample 0.6 ft. to 8.3 ft.
)
)
S
)
)
)
)
f
J
S
A
J
) i
TRIGON ENGINEERING CONSULTANTS, INC.
BORING LOG
PAGE 1 OF 1
PROJECT NO. 011-07-064 I ID No. COUNTY Stanley GEOLOGIST N. Brifkani
SITE DESCRIPTION Stanley County Industrial Facility GROUND WATER (ft)
BORING NO. B-2 BORING LOCATION OFFSET ALIGNMENT 0 HR. Dry
COLLAR ELEV. 542 ft NORTHING EASTING 24 HR.
TOTAL DEPTH 11.6 ft DRILL MACHINE Mobile B-57 A DRILL METHOD HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 9/19/07 COMPLETED 9119107 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. - L
O
SOIL AND ROCK DESCRIPTION
(ft) (ft) 0.sft 0.511 0.511 0 20 40 60 BO 100
t NO. M01 G
542,0 542 0 0.
1, 10 -Ma-fi Topsoil
- 9 14 21 35 SS-1 Moist Hard Tan Brown Fine Sandy SILT -
3
0
139
0
538.5 3.5 .
'
RESIDUAL
11 10 16 26 - SS-2 Moist Very Stiff White Brown Fine Sandy SILT
5
5 5
536

536.0
6.0 -
.
.
-
Hard Tan Olive Medium to Fine
Moist Ver
16 21 30 51 SS-3 y
Sandy SILT v?6th Rock Fragments
533.5 8.5 . . . . . .
18 3D 34 rq SSA
- - 531 0 11.0
530.4 11.6 . . . . . . . Soft Weathered Rock - No Sample Recovered
6010.2 SS-5 Auger Refusal
No Groundwater Encountered at Time of
Boring
TRIGON ENGINEERING CONSULTANTS, INC.
BORING LOG
PAGE 1 OF 1
PROJECT NO. 011-07-064 ID No. COUNTY Stanley GEOLOGIST N. Brifkani
SITE DESCRIPTION Stanley County Industrial Facility GROUND WATER (ft)
BORING NO. B-3 BORING LOCATION OFFSET ALIGNMENT 0 HR. Dry
COLLAR ELEV. 540 ft NORTHING EASTING 24 HR.
TOTAL DEPTH 4.2 ft DRILL MACHINE Mobile 8-57 A DRILL METHOD HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 9120107 COMPLETED 9120107 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. - L
O
SOIL AND ROCK DESCRIPTION
(ft} (K) 0.5fl 0.5ft 0.5ft 0 20 40 60 80 100 NO. Mpl G
540.0 540.0 0.00
539.0 1.0 Topsoil
12 16 42 s. _ SS-1 Damp Very Dense Tan Silty Medium to Fine
3
0
7
536.5 3.5 .
53
.0 SAND with Rock Fragments - RESIDUAL
010 2 soro2 42
535-s S
d R
l
D
T
ft W
th
k S
amp
es as
amp
an
o
ea
ere
oc
Grey Silty Medium to Fine SAND with Rods
Fragments

1

I

1

1

I Auger Refusal
No Groundwater Encountered at Time of
Boring

?
TRIGON ENGINEERING CONSULTANTS, INC.
BORING LOG
PAGE 1 OF 1
PROJECT NO. 011-07-064 ID N.. COUNTY Stanley GEOLOGIST N. Brifkani
SITE DESCRIPTION Stanley County Industrial Facility GROUND WATER (ft)
BORING NO. B-4 BORING LOCATION OFFSET ALIGNMENT 0 HR Dry
COLLAR ELEV. 540 ft NORTHING EASTING 24 HR
TOTAL DEPTH 14.2 ft DRILL MACHINE Mobile B-57 A DRILL METHOD HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 9/20107 COMPLETED 9/20/07 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. - L
O
SOIL AND ROCK DESCRIPTION
(ft) (ft) 0.5ft a5ft 0.5ft D 20 4D 60 BO 100 NO. MOi G

540.0 I
540.0 D.00
39. 1.0 53n I Disturbed Soil 07
9 14 60/0.4

. . . . . SS -1
+

Soft Weathered Rock Samples as Damp

536.5
3.5 3.0
5320
While Tan Silty Medium to Fine SAND with
46 60/02 solo.z SS-2 Rook Fragments
534.0 6.0 534.5 Soft Weathered Rock Samples as Moist Grey 5.5
6010.2 6010,2 SS-3 Tan Silty Medium to Fine SAND w th Rock
Fragments
531.5 8.5 Moist Tan
d R
k S
l
S
ft W
th
60!0
2 6Dl42 SS-4 amp
es as
ea
ere
oc
o
. Olive Medium to Fine Sandy SILT with Rock
I
N Fragments
T
- 527.0 13.0
526.5 13.5 - as Moist Olive
l
th
d R
k S
S
ft W
010 2 sao.z ere
oc
amp
es
14.2
o
ea
525 6
Medium to Fine Sandy SILT
Auger Refusal
No Groundwater Encountered at Time of
Boring
Bulk Sample 0.7 ft. to 14.2 ft.
f
r
i

T I

1 r
-

t
t
t
I
I
i?
TRIGON ENGINEERING CONSULTANTS, INC.
BORING LOG
PAGE 1 OF 1
J 011-07-064 ID No. COUNTY Stanley GEOLOGIST N. Brifkani
PROJECT NO
.
GROUND WATER (it)
SITE DESCRIPTION Stanley County Industrial Facility
BORING NO. B-5 BORING LOCATION _ OFFSET ALIGNMENT 0 HR. Dry
COLLAR ELEV. 544 ft NORTHING EASTING 24 HR.
TOTAL DEPTH 19.9 ft DRILL MACHINE Mobile B-57 A DRILL METHOD HSA HAMMER TYPE 140 lb. Manual
ACE WATER DEPTH
SU
DATE STARTED 9/20107 COMPLETED 9120107
DEPTH BLOW COUNT t
:7
BLOWS PER FOO Z L
p
SOIL AND ROCK DESCRIPTION
(ft) 050 05ft 0.5ft 0 20 40 60 F G
F
,544
0 544.0 0.00
.
543.0 1.D Topsoil
i
M
t
l
39 6010
5 BOro.5 SS-1 o
s
es as
Soft Weathered Rock Samp
3
0
. . .
541.0 Yellow Tan Medium to Fine Sandy SILT with
540.5 3.5 6010
4 Rock Fragments
6010.4 . S8_2 5, 5
539.5 Soft Weathered Rock Samples as moist Tan
538.0 6.0 _ . . . - . . Fine Sandy SILT with Rock Fragments
42 32 34 SS-3
9.0
Dense Red Brown Silty Medium to
536
0 Moist Ver
535.5 8.5 ,_,
.
y
Fine SAND _ l!
32 21 21 62' SS 4 Mas! Hard Tan Brown Fine Sandy SILT with
Manganese
531.0 13.0
53D.5 13.5 - 6010
3 Soft Weathered Rock Samples as Moist Tan
60!0.3 . SS-5 Olive Medium to Fine Sandy SILT with Rock
. . . Fragments
17
0
.
527.0
Hard Weathered Rods Samples as Moist Tan
525.5 1B5
_
Borg 1
Olive Medium to Fine Sandy SILT with Rock
19
9
6010,1 - - - - - - SS's .
524.1 Fragments
Auger Refusal
No Groundwater Encountered at Time of
Boring
T
I Bulk Sample 0.5 ft. to 19.9 ft
o
N
O_
Q
(7
1
Q
a
Z
0.
L1
v
b
0
ti
b
s
J

1
K
w

z
w
U E
H
O
G
TRIGON ENGINEERING CONSULTANTS, INC.
BORING LOG
PAGE 1 OF 1
PROJECT NO. 011-07-064 ID No. COUNTY Stanley , GEOLOGIST N. Brifkani
SITE DESCRIPTION Stanley County Industrial Facility GROUND WATER (ft)
BORING NO. B-7 BORING LOCATION OFFSET ALIGNMENT D HR- Dry
COLLAR ELEV. 512 ft NORTHING EASTING 24 HR.
TOTAL DEPTH 5.5 ft DRILL MACHINE Mobile B-57 A DRILL METHOD HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 9/20107 COMPLETED 9120107 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP.

7/ L
O
SOIL AND ROCK DESCRIPTION
(ft) (ft) O.Sft 0.5ft 0-5ft 0 2D 4,0 60 80 too NO MC, t G
512.0 512.0 0.
11.0 1.0 Topsoil
6010.3 W9.3 SS-1 Soft Weathered Rock Samples as Moist Tan
3
5 sos 0 M
SILT with Rock 30
dium to Fine Sand
508.5 . . . . . . . . y
e
42 6010.4 . . sor0 a SS-2 Fragments
soe.e Soft Weathered Rock Samples as Moist Tan Ss
Olive Silty Medium to Fine SAND with Rock
Fragments
I Auger Refusal
I No Groundwater Encountered at Time of
Z Boring

- f
r

? f

TRIGON ENGINEERING CONSULTANTS, INC.
BORING LOG
PAGE 1 OF 3
PROJECT NO. 011-07-064 ID No. COUNTY Stanley GEOLOGIST N. Brifkani
SITE DESCRIPTION Stanley County Industrial Facility GROUND WATER (ft)
BORING NO. B-8 BORING LOCATION OFFSET ALIGNMENT 0 HR. Dry
COLLAR ELEV. 530.0 ft NORTHING EASTING 24 HR
TOTAL DEPTH 1.5 ft DRILL MACHINE Mobile B-57 A RILL METHOD NSA HAMMER TYPE 140 lb. Manual
DATE STARTED 9120107 COMPLETED 9120107 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. 7V L
O
SOIL AND ROCK DESCRIPTION
(ft) (ft) 0.5ft 0.5ft 0.5ft 20 40 60 80 100 Np O G
530.0 530.0 0.00
529.0 1.0 Topsoil
4 10.1 SS-1 Haiti Weathered Rock Samples as Moist
White Tan Silty Medium to Fine SAND with
ock Fragments
Auger Refusal
I No Groundwater Encountered at Time of
Boring
L

- L
E-
r

I I
i
L
t
\ I
I /
\ I /
FFF
/IBA
Lain
??? \\ \
PRO-
i?M
®? r
/
/
i
TRIGON ENGINEERING CONSULTANTS, INC.
BORING LOG
PAGE 1 OF 1
PROJECT NO. 011-07-064 ID No. COUNTY Stanley GEOLOGIST N. Britkani
SITE DESCRIPTION Stanley County Industrial Facility GROUND WATER (ft)
BORING NO. B-1 BORING LOCATION OFFSET ALIGNMENT 0 HR. Dry
COLLAR ELEV. NORTHING EASTING 24 HR.
TOTAL DEPTH 8.3 ft DRILL MACHINE Mobile B-57 A DRILL METHOD HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 9119/07 COMPLETED 9/19/07 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. / L

(ft)
O 5ft
0 5ft
05ft 0 20 40 60 80 10D
NO 7
ol O
G SOIL AND ROCK DESCRIPTION
_ .
D
1.0 Topsoil
9 12 14 26 SS-1 Damp Very Stiff Tan Fine Sandy SILT -

3.5 3.0
RESIDUAL
12 24 42 fib SS-2 Moist Very Hard Grey Olive Fine Sandy SILT
6.0 5.5
34 3 60104 SS-3 Soft Weathered Rock Samples as Moist Tan
Oli
M
di
F
60/0A
. . . . . . . . . . . . . . . . . . . . ve
e
um to
ine Sandy SILT
6.3
Auger Refusal
No Groundwater Encountered at Time of
Boring
TRIGON ENGINEERING CONSULTANTS, INC.
BORING LOG
PAGE 1 OF 1
PROJECT NO. 011-07-064 ID No. COUNTY Stanley GEOLOGIST N. Brifkani
SITE DESCRIPTION Stanley County Industrial Facility GROUND WATER (ft)
BORING NO. B-2 BORING LOCATION OFFSET ALIGNMENT 0 HIRDry
COLLAR ELEV. NORTHING EASTING 24 HR.
TOTAL DEPTH 11.6 ft DRILL MACHINE Mobile B-57 A DRILL METHOD HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 9/19/07 COMPLETED 9/19/07
_ SURFACE WATER DEPTH
ELEV DEPTH BLOW COUNT BLOWS PER FOOT SAMP. L
(ft) (ft) 0.5ft 0.5ft 0.5ft 0 2,0 40 60 80 1,01 NO
701 O
G SOIL AND ROCK DESCRIPTION
o.
1.0 Topsoil
9 14 21 35 SS-1 Moist Hard Tan Brown Fine Sandy SILT -

3.5 3.0
RESIDUAL
11 10 16 zs SS-2 Moist Very Stiff White Brown Fine Sandy SILT
6.0 5.5
16 21 30 51 SS-3 Moist Very Hard Tan Olive Medium to Fine
Sandy SILT with Rock Fragments
8.5
18 30 34 SS-4
11
6
. 60/0
2 SS-5 Soft Weathered Rock - No Sample Recovered
. Auger Refusal
No Groundwater Encountered at Time of
Boring
TRIGON ENGINEERING CONSULTANTS, INC.
BORING LOG
PAGE 1 OF 1
PROJECT NO. 011-07-064 ID No. COUNTY Stanley GEOLOGIST N. Brifkani
SITE DESCRIPTION Stanley County Industrial Facility GROUND WATER (ft)
BORING NO. B-3 BORING LOCATION OFFSET ALIGNMENT 0 HR. Dry
COLLAR ELEV. NORTHING E EASTING 24 HR.
TOTAL DEPTH 4.2 ft DRILL MACHINE Mobile B-57 A DRILL METHOD HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 9/20/07 COMPLETED 9/20/07 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. L
(ft) (ft) 0.5ft D 5ft O.Sft 0 20 40 60 80 100
NO
MOI 0
G SOIL AND ROCK DESCRIPTION
0.
1.0 Topsoil -- -
12 16 42 58 SS-1 Damp Very Dense Tan Silty Medium to Fine

3.5 3.0
SAND with Rock Fragments - RESIDUAL
0/0 2 . . 6a0.2 4.2
Soft Weathered Rock Samples as Damp Tan
?6n=_y Silty Medium to Fine SAND with Rock
Fragments
Auger Refusal
No Groundwater Encountered at Time of
Boring
TRIGON ENGINEERING CONSULTANTS, INC.
BORING LOG
PAGE 1 OF 1
PROJECT NO. 011-07-064 ID No. COUNTY Stanley GEOLOGIST N. Brifkani
SITE DESCRIPTION Stanley County Industrial Facility GROUND WATER (ft)
BORING NO. B-4 BORING LOCATION OFFSET ALIGNMENT 0 HR. Dry
COLLAR ELEV. NORTHING EASTING 24 HR.
TOTAL DEPTH 14.2 It DRILL MACHINE Mobile B-57 A DRILL METHOD HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 9/20/07 COMPLETED 9120/07 SURFACE WATER DEPTH
ELEV DEPTH BLOW COUNT BLOWS PER FOOT SAMP. L

(ft)
(ft)
0.5ft
0.5ft
0.5ft 0 20 40 60 BO 100
NO.
MOI 0
G SOIL AND ROCK DESCRIPTION
0.
1.0
0
7
9 14 60/0.4
4 P SS-1 1
Soft Weathered Rock Samples as Damp
3.5 4 White Tan Silty Medium to Fine SAND with 3.0

46
60/02
60/0241
\ SS-2 Rock Fragments
W
th
d R
l
k

6.0 ea
ere
oc
Samp
es as Moist Grey Tan 5.5
Silt
M
di
t
Fi
SAN

60/0 2
solo 2
40

SS-3 e
um
y
o
ne
D with Rock
Fragments
8.5 Soft Weathered Rock Sam
les as Moist Tan

13.5 6010.2 60a2 SS?I p
Olive Medium to Fine Sandy SILT with Rock
Fragments
13.0
0/0.2 . . . . . . .
......... +
.6010.2
30 Soft Weathered Rock Samples as Moist Olive 14.2
Medium to Fine Sandy SILT
Auger Refusal
No Groundwater Encountered at Time of
Boring
TRIGON ENGINEERING CONSULTANTS, INC.
BORING LOG
PAGE 1 OF 1
PROJECT NO. 011-07-064 ID No. COUNTY Stanley GEOLOGIST N. Brifkani
SITE DESCRIPTION Stanley County Industrial Facility GROUND WATER (ft)
BORING NO. B-5 BORING LOCATION OFFSET ALIGNMENT 0 HR Dry
COLLAR ELEV. NORTHING EAS71NG 24 HR.
TOTAL DEPTH 19.9 It DRILL MACHINE Mobile B-57 A DRILL METHOD HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 9/20/07 COMPLETED 9/20/07 SURFACE WATER DEPTH
ELEV DEPTH BLOW COUNT BLOWS PER FOOT SAMP 7 L
(ft) (ft) O.Sft O Sft O.Sft 0 20 40 60 80 100
NO
MOI O
G SOIL AND ROCK DESCRIPTION
o.
1.0 Topsoil
39 6010.5 60/0.5 SS-1 Soft Weathered Rock Samples as Moist
3.5 Yellow Tan Medium to Fine Sandy SILT with 3.0

6
0 60/0.4 6010.4 SS-2 Rock Fragments
Weathered Rock Samples as Moist Tan Fine 5.5
. 42 32 34 se SS-3 Sandy SILT with Rods Fragments
8
5 Moist Very Dense Red Brown Silty Medium to 8.0
. 32 21 21 SS-4 Fine SAND

13
5 2 Moist Hard Tan Brown Fine Sandy SILT with
Manganese
13.0
.

10.5 60/0-3 60/0340 SS-5 Soft Weathered Rods Samples as Moist Tan
Olive Medium to Fine Sandy SILT with Rods
Fragments
60/0 1 6010140
tss
Auger Refusal
No Groundwater Encountered at Time of
Boring
TRIGON ENGINEERING CONSULTANTS, INC.
BORING LOG
PAGE 1 OF 1
PROJECT NO. 011-07-064 ID No. COUNTY Stanley GEOLOGIST N. Brifkani
SITE DESCRIPTION Stanley County Industrial Facility GROUND WATER (ft)
BORING NO. B-6 BORING LOCATION OFFSET ALIGNMENT 0 HIR Dry
COLLAR ELEV. NORTHING EASTING 24 HR.
TOTAL DEPTH 21 ft DRILL MACHINE Mobile B-57 A DRILL METHOD HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 9/20107 COMPLETED 9/20/07 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP V/ L
O
SOIL AND ROCK DESCRIPTION
(ft) (ft) 05ft 0.5ft 05ft 0 20 40 60 80 100 N 7
OI G
0.
1 1.0
6010.1 . . . . . . . . . . . . 6010.1
....... SS 1 Soft Weathered Rock Samples as Moist Grey 2.2
Medium to Fine Sandy SILT with Rock
Fragments
No Groundwater Encountered at Time of
Boring
`First Attempt Moved up to 3 ft
TRIGON ENGINEERING CONSULTANTS, INC.
BORING LOG
PAr,F 1 OF 1
PROJECT NO. 011-07-064 ID No. COUNTY Stanley GEOLOGIST N. Brifkani
SITE DESCRIPTION Stanley County Industrial Facility GROUND WATER (ft)
BORING NO. B-7 BORING LOCATION OFFSET ALIGNMENT 0 HR. Dry
COLLAR ELEV. NORTHING EASTING 24 HR.
TOTAL DEPTH 5.5 ft DRILL MACHINE Mobile B-57 A DRILL METHOD HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 9/20/07 COMPLETED 9/20/07 SURFACE WATER DEPTH
ELEV DEPTH BLOW COUNT BLOWS PER FOOT SAMP
V/ L
(ft) (ft) O Sft 0.5ft 0.5ft 0 2,0 40 60 80 100
NO.
7
O O
I G SOIL AND ROCK DESCRIPTION
0
00
1 .0 .
To
il
60/0
3 60/0341 pso
p-LL

3.5 . SS-1 --
Soft Weathered Rock Samples as Moist Tan
3.0
Medi
t
Fi
S
d
SILT
i
h
42 60/0.4 60IM0440 SS-2 um
o
ne
an
y
w
t
Rock
Fragments
5
5
Weathered R
k S
l
M
i
.
oc
amp
es as
o
st Tan Olive
Silty Medium to Fine SAND with Rock
Fragments
Auger Refusal
No Groundwater Encountered at Time of
Boring
TRIGON ENGINEERING CONSULTANTS, INC.
BORING LOG
PAGE 1 OF 1
PROJECT NO. 011-07-064 ID No. COUNTY Stanley GEOLOGIST N. Brifkani
SITE DESCRIPTION Stanley County Industrial Facility GROUND WATER (ft)
BORING NO. B-8 BORING LOCATION OFFSET ALIGNMENT 0 HR. Dry
COLLAR ELEV. NORTHING EASTING 24 HR.
TOTAL DEPTH 1.5 It DRILL MACHINE Mobile B-57 A DRILL METHOD HSA HAMMER TYPE 140 lb. Manual
DATE STARTED 9120/07 COMPLETED 9/20/07 SURFACE WATER DEPTH
ELEV DEPTH BLOW COUNT BLOWS PER FOOT SAMP- L
(ft) (ft) 0.5ft O.Sfl O Sft 0 20 40 60 80 700
, NO
MOI O
G SOIL AND ROCK DESCRIPTION
0.0c
0 Topsoil
- -42-- -6010.1- SS-1 Soft Weathered Rock Samples as Moist White
Tan Silty Medium to Fine SAND with Rock
Fragments
Auger Refusal
No Groundwater Encountered at Time of
Boring