SW1100301_HISTORICAL FILE_20120601

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW%�fa,3Dl
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
DOC DATE
YYYYMMDD

�4 %
�-`
MODE ®®�� ® R
North Carolina Department of Environment and Natural Resources
Beverly Eaves Perdue
Governor
Mr. Jess Maggard, Plant President
Flowers Baking Company of Morristown
1725 West I" North Street
Morristown, TN 37816
Division of Water Quality
Charles Wakild, P.E.
Director
.tune 1, 2012
Subject: Stormwater Pcrinit No. S �+' 1100301
Flowers Baking Company of Morristown
Hendersonville Distribution facility at Blue Rock Commerce Center
High Density Commercial Bio-Retention Project
Henderson County
Dear Mr. Maggard:
Dee Freeman
Secretary
The Asheville Regional Office of the Division of Water Quality (ARO/DWQ) received your request for a
name and ownership change for the post -construction stormwater permit at Hendersonville Distribution
Facility at Blue Rock Commerce Center (SW l 100301). Attached is the modified permit for Flowers
Baking of Morristown — Hendersonville Distribution facility at Blue Rock Commerce Center. This permit
complies with the Stormwater Regulations set forth in Title 15A NCAC 2I-1. 1000 and Session Law 2006-
246.
This permit shall be effective from the date of issuance until May 10, 2020, and shall be subject to the
conditions and limitations as specified therein. Please pay special attention to the Operation and
Maintenance requirements in this permit. failure to establish an adequate system for inspection and
maintenance of the stormwater management system will result in future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the right to
request an adjudicatory hearing upon written request within thirty (30) days following receipt of this
permit. This request must be in the form of a written petition, conforming to Chapter 15013 of -the North
Carolina General Statutes. and filed with the Office of Administrative Hearings, P.O. Drawer 27447,
Raleigh, NC 2761 1-7447. Unless such demands are made this permit shall be final and binding.
This project will be kept on file at the ARO/DWQ. If you have any questions, or need additional
information concerning this matter, please contact Susan A. Wilson, in the ARO/DWQ al [phone].1
or [e-mail].
Sincerely,
?2�
harks Wakild, P.1.
cc: Asheville Regional Office
Central files
Jim Johnson, Environmental Manager, blowers Foods
2900 Rolling Pin Lane, Suite C, Suwanee, GA 30024
Wellands and Stormwater Branch ORe
1617 Mail Service Cenler, Raleigh, North Carolina 27699-1617 North Carol i rt a
Location: 512 N. Sarshuzy SI, Raleigh, North Carolina 27604 Ir
Phone: [phone] FAX: [phone] Aaturallly
Internet: www.Rcwaterqualily.org
An Equal Opporturuly 1 Affirmative Action Empbyer

,0 4�
State Stormwater Permit
Permit No. SW1100301
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules; and Regulations
PERMISSION IS HEREBY GRANTED TO
Flowers Baking Company of Morristown
Hendersonville Distribution Facility at Blue Rock Commerce Center
McMurray Road, Flat Rock & Henderson County
7r7:i0:11
construction, operation and maintenance of two bioretention cell(s) in compliance with
the provisions of Session Law 2006-246 and 15A NCAC 2H .1000 (hereafter referred to
as the "stormwater'rules') and the approved stormwater management plans and
specifications and other supporting data as attached and on file with and approved by
the Division of Water Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until May 10, 2020, and shall be
subject to the following specified conditions and limitations:
Sol
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting -data.
2. This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.7 on page 2 of this permit. The stormwater
control has been designed to handle the runoff from 48,963 square feet of
impervious area.
3. The tract will be limited to the amount of built -upon area as indicated in Section
1.7 of this permit, and per the application documents and as shown on the
approved plans. The built -upon area for the future development is limited to
46,363 square feet.
4. All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements. The final plats for the project
will be recorded showing all such: required easements, in accordance with the
approved plans.
5. The runoff from all built -upon area within the permitted drainage area of this
project must be directed into the permitted stormwater control system.
6. The built -upon areas associated with this project shall be located at least 30 feet
landward of all perennial and intermittent surface waters.
Page 1 of 4

State Stormwater Permit
Permit No. SVd 1100301
7. The following design criteria have been provided in the bioretention cell and must
be maintained at design condition:
a. Drainage Area, ftacres:
Onsite, 2:
Oftsite, ft`:
b. Total Impervious Surfaces, ft�:
Qnsite, ft
Offsite, ft2:
c. Design Storm, inches:
d. Max. Ponded Depth, feet:
e. Seasonal High Water Table, fmsl:
f. Planting Media Depth, feet:
g. Cell Dimensions, feet-
h. Bottom Elevatio�p, fmsi:
i. Surface Area, ft
j. Permitted Storage Volume, ft3:
k. Bypass / Storage Elevation, fmsi:
I. Predevelopment 1 year 24 hour:
M. Post development 1 year 24 hour:
n. Drawdown Time, hours:
o. Underdrain Diameter, inches:
P. Receiving Stream/River Basin:
q. Stream Index Number:
r. Classification of Water Body:
11. SCHEDULE OF COMPLIANCE
1.58
30,544
31,468
1,848
8;798
24,498
24,465
24,498
24,465
0
0
1"
12"
12"
2161
2' (grass}
41 ' by 54',
102' by 40'
2162
2164
2,004
2,060
2,004
2,060
2,166
2,168
2.64
2.94
1.08
1.32 W/sec
24
24
4"
4"
UT to Bat
Fork I French Broad
6-55-8-1
loC„
1. The stormwater management system shall be constructed in its entirety,
vegetated and operational for its intended use prior to the construction of any
built -upon surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
3. The permittee shall at all time provide the operation and maintenance necessary
to assure the permitted stormwater system functions at optimum efficiency. The
approved Operation and Maintenance Plan must be followed in its entirety and
maintenance must occur at the scheduled intervals including, but not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and re -vegetation of slopes and the filter strip.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans.
f. Debris removal and unclogging of all drainage structures, level spreader,
filter media, planting media, underdrains, catch basins and piping.
g. Access to the cell and outlet structure must be available at all times.
4. Records of maintenance activities must be kept for each permitted BMP. The
reports will indicate the date, activity, name of person performing the work and
what actions were taken.
5. The permittee shall submit to the Division of Water Quality an annual summary
report of the maintenance and inspection records for each BMP. The report
shall summarize the inspection dates, results of the inspections, and the
maintenance work performed at each inspection.
6. The facilities shall be constructed as shown on the approved plans. This permit
Page 2 of 4

State Stormwater Permit
Permit No. SW110030 i
shall become void unless the facilities are constructed in accordance with the }
conditions of this permit, the approved plans and specifications, and other
supporting data.
7. Upon completion of construction, prior to issuance of a Certificate of Occupancy, I
and prior to operation of this permitted facility; a certitication must be received
from an appropriate designer for the system installed certifying that the permitted
facility has been installed in accordance with'this permit, the approved plans and �
specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification. A
modification may be required for those deviations. i
8. If the stormwater system was used as an Erosion Control device, it must be
restored to design condition prior to operation as a stormwater treatment device,
and prior to occupancy of the facility.
9. Access to the stormwater facilities shall be maintained via appropriate recorded
easements at all times.
10. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to any item shown on the approved plans, including the
stormwater management measures, built -upon area, details, etc.
b. Project name change.
C. Transfer of ownership,
d. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
e. Further subdivision, acquisition, lease or sale of all or part of the project
area. The project area is' defined as all property owned by the permittee,
for which Sedimentation and Erosion Control Plan approval or a CAMA
Major permit was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
11. The permittee shall submit final site layout and grading plans for any permitted
future areas shown on the approved plans, prior to construction.
12. A copy of the approved plans and specifications shall be maintained on file by
the permittee for a minimum of ten years from the date of the completion of
construction.
13. The Director may notify the permittee when the permitted site does not meet one
or more of the minimum requirements of the permit. Within the time frame
specified in the notice, the permittee shall submit a written time schedule to the
Director for modifying the site to meet minimum requirements. The permittee
shall provide copies of revised plans and certification in writing to the Director
that the changes have been made.
III. GENERAL CONDITIONS
1. This permit is not transferable except after notice to and approval by the Director.
In the event of a change of ownership, or a name change, the permittee must
submit a completed Name/Ownership Change form signed by both parties, to the
Division of Water Quality, accompanied by the supporting documentation as
listed on page 2 of the form. The approval of this request will be considered on
its merits and may or may not be approved.
2. The permittee is responsible for compliance with all permit conditions until such
Page 3 of 4

State Stormwater Permit
Permit No. SW1100301
time as the Division approves a request to transfer the permit.
Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Water Quality, in
accordance with North Carolina General Statute 143-215.6A to 143-215.6C.
4. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances; which may he imposed by
other government agencies (local, state, and federal) having jurisdiction.
5. In the event that the facilities fail to perform satisfactorily, including the creation
of nuisance conditions, the Permittee shall take immediate corrective action,
including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems.
6. The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted
stormwater management facility.
7. The permit issued shall continue in force and effect until revoked or terminated.
The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and re -issuance or
termination does not stay any permit condition.
8. Unless specified elsewhere, permanent seeding requirements for the stormwater
control must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
9. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
10. The issuance of this permit does not prohibit the Director from reopening and
modifying the permit, revoking and reissuing the permit, or terminating the permit
as allowed by the laws, rules and regulations contained in Session Law 2006-
246, Title 15A NCAC 2H.1000, and NCGS 143-215.1 et.al.
11. The permittee shall notify the Division in writing of any name, ownership or
mailing address changes at least 30 days prior to making such changes.
12, The permittee shall submit a renewal request with all required forms and
documentation at least 180 days prior to the expiration date of this permit.
Permit issued this the 1st day of June, 2012.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
'-;� 4
2-� -�� -- --- - --
fv, CHarles a iDirector
Division of Water Quality
By Authority of the Environmental Management Commission
Page 4 of 4

Permit Number:
(lobe )roridedbiDWO)
Drainage Area Number:
Bioretention Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important operation and maintenance procedures:
- Immediately after the bioretention cell is established, the plants will be watered
twice weekly if needed until the plants become established (commonly six
weeks).
Snow, mulch or any other material will NEVER be piled on the surface of the
bioretention cell.
Heavy equipment will NEVER be driven over the bioretention cell.
Special care will be taken to prevent sediment from entering the bioretention cell.
Once a year, a soil test of the soil media will be conducted.
After the bioretention cell is established, I will inspect it once a month and within 24
hours after every storm event greater than 1.0 inches (or 1.5 inches if in a Coastal
County). Records of operation and maintenance will be kept in a known set location
and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
Potentialproblems:
How I will rernediate theproblem:
The entire BMP
Trash/debris is present.
Remove the trash/debris.
The perimeter of the
Areas of bare soil and/or
Regrade the soil if necessary to
bioretention cell
erosive gullies have Formed.
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
The inlet device: pipe,
The pipe is clogged (if
Unclog the pipe. Dispose of the
stone verge or swale
applicable).
sediment off -site.
The pipe is cracked or
Replace the pipe.
otherwise damaged (if
applicable).
Erosion is occurring in the
Regrade the swale if necessary to
swale (if applicable).
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
Stone verge is clogged or
Remove sediment and clogged
covered in sediment (if:. • ;:
stone and replace,with clean stone.
applicable),
Form SW401-Bioretention O&M-Rev.3
JUN 0
• �_—.----._._ j1 of I
WATEH t}
'f i

BMP element:
Potentialproblems:
How 1 will remediate theproblem:
The pretreatment area
Flow is bypassing
Regrade if necessary to route all
pretreatment area and/or
flow to the pretreatment area.
gullies have formed.
Restabilize the area after grading.
Sediment has accumulated to
Search for the source of the
a depth greater than three
sediment and remedy the problem if
inches. 4
possible. Remove the sediment and
restabilize the pretreatment area.
Erosion has occurred.
Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present.
Remove the weeds, preferably by
hand.
The bioretention cell:
Best professional practices
Prune according to best professional
vegetation
show that pruning is needed
practices.
to maintain optimal plant
health.
Plants are dead, diseased or
Determine the source of the
dying.
problem: soils, hydrology, disease,
etc. Remedy the problem and '
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Tree stakes/wires are present
Remove tree stake/wires (which
six months after planting.
can kill the tree if not removed).
The bioretention cell:
Mulch is breaking down or
Spot mulch if there are only random
soils and mulch
has floated away.
void areas. Replace whole mulch
layer if necessary. Remove the
remaining much and replace with
triple shredded hard wood mulch at
a maximum depth of three inches.
Soils and/or mulch are
Determine the extent of the clogging
clogged with sediment.
- remove and replace either just the
top layers or the entire media as
needed, Dispose of the spoil in an
appropriate off -site location. Use
triple shredded hard wood mulch at
a maximum depth of three inches.
Search for the source of the
sediment and remedy the problem if
possible.
An annual soil test shows that
Dolomitic lime shall be applied as
pH has dropped or heavy
recor unended per the soil test and
metals have accumulated in
toxic soils shall be removed,
the soil media.
disposed of properly and replaced
with new planting media.
Form SW401-Bioretention O&M-Rev.3 Page 2 of 2

BMP element:
Potentialproblems:
How I will remediate the roblem:
The underdrain system
Clogging has occurred.
Wash out the underdrain system.
if a licable
The drop inlet
Clogging has occurred.
Clean out the drop inlet. Dispose of
the sediment off -site.
The drop inlet is damaged
Repair or replace the drop inlet.
The receiving water
Erosion or other signs of
Contact the NC Division of Water
damage have occurred at the
Quality 401 Oversight Unit at 919-
ou tle t.
733-1786.
Form SW401-Bioretention O&M-Rev.3 Page 3 of 3

Permit Number:
(to be provided by DIVO)
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.
Projecl name:Hendersonville Distribution Facility at Blue Rock Commerce Center
BMP drainage area number:DA-I 8 7-
Print name: Mat I,II a-�
.V
Title: U P r1i -beli-tOpIWA '
Address: �O f !" LA
Phone: (I ZO, 9 3 1-- a5oc x M
Signature:
Date: 3 z. 10
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, �1i`� i l'1 '�G _ , a Notary Public for the State of
County of -C)f- S,,l , do hereby certify that .
-
3qjt]; � 1�(1i'l personally appeared before me this !
day of t��`�k ( �'\ V and acknowledge the due execution of the
forgoing bioretention maintenance requirements. Witness my hand and official seal,
%AN
FEB
• 8 's
22012
�q�AYIIIII �pVO'���`�
S
My commission expires
� r
Form SW40I-$ioretention I&M-Rev. 2 Paae 4 of 4

NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins Dee Freeman
Governor Director Secretary
September 30, 2011
Corporation Service Co., Registered Agent
Flowers Baking Co. of Morristown, LLC
327 Hillsborough St.
Raleigh, NC 27603
Member/Principal
Flowers Bakeries, LLC
1919 Flowers Circle
Thomasville, GA 31757
SUBJECT: NPDES Stormwater Permit Compliance Inspection
Hendersonville Distribution Facility at Blue Rock
Permit No: SWl 100301
Henderson County
Dear Sirs:
On September 20, 2011, Susan A. Wilson, from the Asheville Regional Office of the Division of
Water Quality (DWQ), and Tim Fox, Henderson County Erosion Control, conducted a site
inspection for the stormwater controls at the Hendersonville Distribution Facility at Blue Rock,
located at 129 Reeds Way in Henderson County, NC.
The facility has two bioretention cells which serve as post -construction stormwater BMPs. Good
vegetation was present in each cell and no erosive problems were noted at the inlets or outlets. No
adverse impacts to surface waters were noted from the BMPs. The inspection report is attached for
your review.
A copy of an operation and maintenance agreement for Bioretention BMPs is also attached for
your review. DWQ reminds you that the stormwater controls (both BMPs) are to be inspected, at
minimum, once a month and within 24 hours after every storm event greater than 1.0 inch.
Records for inspection and maintenance should be kept in a knownlset location and must be
available upon request.
Location: 2090 U.S. Hghway 70, Swannanoa, North Carolina 28778
Phone: [phone] FAX: [phone] Customer Service: 1-877-623-6748
Internet: www.ncwaterquality.org
One
NorthCarolina
Aaturall#
An Equal Opportunity 1 Affirmative Action Employer

Flowers Baking Co. of Morristown, LLC
September 30, 2011
Page 2 of 2
A copy of a name and ownership change form has been attached with this report. DWQ
recommends that you document the appropriate legal entity for the permit (as well as the party
responsible for inspection).
Your original design engineer has been copied with this letter and report.
Please contact me, or have a designee contact me, at [phone] or
Susan.A. [e-mail] after receipt of this inspection report.
Sincerely,
Susan A. Wilson, P.E., Environmental Engineer
Surface Water Protection Section
Asheville Regional Office
Enclosure: Inspection Report, Name/Owner Change Form, O&M Agreement
cc: ARO Files
Tim Fox, Henderson County Planning (w/Inspection), e-copy
Jesse Gardner, P.E. (w/Inspection), 1210 S. Main St., Waynesville, NC 28786
SASWPNenderson\Stormwaterl5-State Stormwater\Hville Dist at Blue Rock\CFI.Hville Distri Blue Rock.9 2011 Am

Compliance Inspection Report
Permit: SW1100301 Effective: 02/28/11 Expiration: 05/10/20 Owner: Butler Development Group
Project: Hendersonville Distribution Facility at Blue
County: Henderson Rock Commerce Center
McMurray Rd
Region: Asheville
Flat Rock NC 28731
Contact Person: Matt Wilson Title:
Phone; 770-733-9500 Ext.19
Directions to Project:
Type of Project: State Stormwater - HD - Other
Drain Areas. 001 - (Bat Fork) (04-03-02) ( C)
002 - (Bat Fork) (04-03-02) ( C)
On -Site Representative(s):
Related Permits:
Inspection Date: 0912012011 Entry Time: 04:05 PM
Primary Inspector: Susan A Wilson
Secondary Inspector(s):
Reason for Inspection: Routine
Permit Inspection Type: State Stormwater
Facility Status: ■ Compliant ❑ Not Compliant
Question Areas:
E State Stormwater
(See attachment summary)
Exit Time: 04:25 PM
Phone: [phone]
Inspection Type: Compliance Evaluation
Page: 1

Permit: SWI100301 Owner - Project: Butler Development Group
Inspection Date: 09/20/2011 Inspection Type: Compliance Evaluation Reason for Visit: Routine
Inspection Summary:
Susan Wilson (DWQIARO) and Tim Fox (Henderson Co. Erosion Control) conducted an inspection at the newly built site
on September 20, 2011. The 2 bioretention cells (BNMPs) had good vegetation and appeared to be working properly.
Visually, it appears that the parking lot may divert most of the stormwater runoff to BMP#2 (southwest corner). This
should be observed in the future to ensure that BMP#2 is not eroding and is properly treating the stormwater.
The ownership of the permit appears to have been changed and needs to be modified. Also - the O&M Agreement needs
to be updated if Matt Wilson (Butler Development Group) is no longer responsible.
The owner may wish to consider removing some of the invasive vegetation.
Page: 2

Permit: SW1100301 Owner - Project: Butler Development Group
Inspection Date: 0912012011 Inspection Type: Compliance Evaluation Reason for Visit: Routine
File Review
Yes No NA
NE
Is the permit active?
00011
Signed copy of the Engineer's certification is in the file?
❑ ■ ❑
❑
Signed copy of the Operation & Maintenance Agreement is in the file?
■ ❑ ❑
❑
Copy of the recorded deed restrictions is in the file?
❑ ❑ ❑
■
Comment: ARO was unable to locate the Engineer's Certification in our files. The
original O&M Agreement was signed by Matt Wilson of the Butler Development Group.
Built Upon Area
Yes No NA
NE
Is the site BUA constructed as per the permit and approval plans?
■ ❑ ❑
❑
Is the drainage area as per the permit and approved plans?
■ ❑ ❑
❑
Is the BUA (as permitted) graded such that the runoff drains to the system?
■ ❑ ❑
❑
Comment: The site appears to be built as designed. However, from visual inspection
of the site - it appears that the parking lot may be graded so that the majority of the
runoff diverts to BMP#2 (southwest corner).
SW Measures
Yes No NA
NE
Are the SW measures constructed as per the approved plans?
■ ❑ ❑
❑
Are the inlets located per the approved plans?
■ ❑ ❑
❑
Are the outlet structures located per the approved plans?
■ ❑ ❑
❑
Comment:
Operation and Maintenance
Yes No NA
NE
Are the SW measures being maintained and operated as per the permit requirements?
❑ ❑ ❑
❑
Are the SW BMP inspection and maintenance records complete and available for review or provided to DWQ
❑ ❑ ❑
■
upon request?
Comment: The site appears to be very newly constructed. Maintenance does not
seem to be an issue at this time.
Other Permit Conditions
Yes No NA
NE
Is the site compliant with other conditions of the permit?
■ ❑ ❑
❑
Comment:
Other WO Issues
Yes No NA
NE
Is the site compliant with other water quality issues as noted during the inspection? '
■ ❑ ❑
❑
Comment: There does not appear to be any adverse impacts to surface waters from
the outlet of the BMPs.
Page: 3

North Carolina Secretary of State Page I of 1
°L"IA 4,�., North Carolina
r' ti DEPARTMENT of= THE
Elaine F. Marshal!
Y, Secretary SECRETARYOF STATE
PO Box 29622 Raleigh. NC 27626-0622 t919>807-2000
Date: 9/30/2011
Click here to:
View Document Filings I Sign Up for E-Notifications i
J Pre -populated Annual Report Fillable PDF Form I File an Annual Report
Corporation Names
Name
Name Type
NC FLOWERS BAKING CO.
LEGAL
OF MORRISTOWN, LLC
Limited Liability Company Information
SOSI D:
0583852
Status:
Current -Active
Effective Date:
3/9/2001
Dissolution Date:
Annual Report Due Date:
Citizenship:
FOREIGN
State of Inc.:
TN
Duration:
PERPETUAL
Annual Report Status:
CURRENT
Registered Agent
Agent Name:
CORPORATION SERVICE COMPANY
Office Address:
327 HILLSBOROUGH STREET
RALEIGH NC 27603
Mailing Address:
327 HILLSBOROUGH STREET
RALEIGH NC 27603
Principal Office
Office Address:
1919 FLOWERS CIRCLE
THOMASVILLE GA 31757
Mailing Address:
1919 FLOWERS CIRCLE
THOMASVILLE GA 31757
Officers
Title:
MEMBER
Name:
FLOWERS BAKERIES, LLC
Business Address:
1919 FLOWERS CIRCLE
THOMASVILLE GA 31757
This website is provided to the public as a part of the Secretary of State Knowledge Base (SOSKB) system. Version:
1024
http://www.secretary. state.nc.us/corporations/Corp.aspx?PitemId=5315112 9/30/2011

Henderson County, NC Detailed Parcel Polygons Report Friday, September 30, 2011
i rarcef inrormaeron .
PIN: 9588248120 Parcel Number: 1012815
Listed To:
FLOWERS BAKING CO OF MORRISTOWN LLC
Physical Address:
129 REEDS WAY
Deed:
1441/455
Date Recorded:
09/29/2010
Mailing Address:
1919 FLOWERS CIR
Mailing City, State, Zip
THOMASVILLE, GA 31757
Code:
Property Description: Lot # 4 BLUE ROCK COMMERCE CENTER
Map Sheet:
9588.03
Neighborhood:
BLUE ROCK COMMERCE CENTER
Township:
Blue Ridge
Assessed Acreage:
1.5800
Building Value:
$327,000.00
Land Value:
$137,600.00
Total Value:
$464,600.00
Jurisdiction:
Fire District:
BLUE RIDGE FIRE
County Zoning:
I
Elementary School
UPWARD
District:
Middle School District:
FLAT ROCK MIDDLE
High School Distrcit:
EAST HIGH
Soils: Hayesville loam, 2 to 7 percent
slopes
Voting Precinct: Blue Ridge South
Commissioner District: 4
Revenue Stamps: 380
Agricultural District: Blue Ridge

caoc':4'44
CIVIL DESIGN CONCEPTS, PA
Transmittal Letter
Date: February 18, 2011
Project Name: Hendersonville Distribution Facility at Blue Rock Commerce Center
CDC Project: 10971
To: Mr, Brian Lowther
NC DENR — Division of Water Quality
Wetlands and Stormwater Branch
Stormwater Permitting Unit
1617 Mail Service Center
Raleigh, NC 27699-1617
cc:
Via Mail Overnight Hand Delivered Pick up @ CDC Office
17ER 2 4 2011
---- Copies---- Date --------- Description----------------------------------------
------------------- ----------------------------
2 5-5-10 Stormwater Permit Application (Revised)
I Check for $505
REMARKS:
Please find attached applications and review fee to complete the package that was
previously submitted to your office. Please let me know if you need any additional
information in order to complete your review.
By: Jesse Gardner, P.E.
----------------------------------
File: Plan Water Sewer
S:IAC A DI 109711DK)&G R- EC-S D\B15 May 10-trans.doc
r
MAR
2 9 2011
,
EMA CA PAY Accord
Mailing Address: P.Q. Box 5432, Asheville, NC 28813
200 Swannanoa River Rd Asheville, NC 28805 1210 S. Main Street, Waynesville,NC 28786
Phone [phone] Fax [phone] Phone: [phone] Fax: [phone]

State Stormwater Inspection Report
General
Project Name: � y ��,y fi tx �I G I.
Permit No: SW [ 10030 t
Expiration Date:
Contact Person: '
Phone Number:
Inspection Type: C
Inspection bate: pt tt
Time In: : O >6
Time Out: 7-
Current Weather: l�W!_l
Recent Rain (Date)? 9 t1
Rain in
Lo.s�,
Location
Facility Address / Location:
City: Zip: County: Lat: "N Long: - ° "W
Permit InformationI� s�
Rule Subject to (circle one): 1988 Coastal Rule 1995 Coastal Rule 2008 Coastal Rule csst ba2Il4b24�
Goose Creek High Quality Waters Outstanding Resource Waters
Density (circle one): Qgh (I-ID� Low (LD) U i aA4 ;-
i
Stormwater Best Management Practices (BMPs) (insert number of each). -
Wet Ponds Infiltration Basins Infiltration Trenches LD Swales Stormwater Wetlands
Dry Ponds ✓ Bioretention Permeable Pavement Sand filters (circle one) Open Closed
Cistern Level Spread erlFilter Strip Other (sped):
File Review
Yes No NIA NIE
1. Is the permit active?
2. Signed Engineer's Certification on file?
✓
3. Si fined Operation and Maintenance agreement on file? DoeSAsr 5 d P-S
v
4. Recorded heed Restrictions on file?
Site Visit- Built Unnn Area (RUAl
Yes No NIA NIE
5. BUA is constructed and consistent with the permit requirements?
v
6. BUA aspermitted) is graded such that the runoff drains to the system? (high density only)
7. Drainage area is consistent withpermit? i.e. no un ermitted drainage to the SW BMI's
✓
8. Drainage area is stabilized? to reduce risk of sedimentation to the SW BMPs
Site Visit: Stormwater BMPs
Yes No NIA NIE
9. Stormwater BMPs are located per the apErovedplans?
10. Stormwater BMPs have dimensions (e . length, width, area) matching the upprovedplans?
11. Stormwater BMPs are constructed per the approvedplans?
✓
Sits Visit• nnpratinn and Maintpnanrp
Yes No NIA NIE
12. Access points to the site are clear and well maintained?
13. Trash has been removed as needed?
V
14, Excessive landscape debris (grass clippings, leaves, etc) is controlled?
15. Stormwater BMPs being operated and maintained as per the permit requirements?
✓
16. Inspection and Maintenance records are available for inspection? (high density only, 1995 - present only)
✓
Other Permit Conditions Yes No NIA NIE
e compliant with other conditions of thepermit?
Other Water Quality Issues Yes No NIA NIE
`,,)m lliiant with other water uali[ issues as noted durinr, the inspection? !/
.on Report, Version 3.0
Pagc 1 of 2

State Stormwater Inspection Report
Comments
V-446T-Ar—r0IV.
..
QjU I L,-r ft-5 Ue-sr4,~► t�. �,�5���; 5 ►�/-! b35►� .
V6R- 1W # 9. -� N o r sup-" .. TA -I s P-444LoN 4 t..ai �& i
�z T i oFp�AkPVq & -IV 5-024rj 2uti00FG r,C, �01.A4' "[b
Inspection Pictures (some of the pictures taken during the site visit)
Compliance Status Compliant ❑ Non -Compliant
Letter Sent (circle one): Yes No Letter type: CEI NOV NOVRE
r
Date Sent: o Reference Number:
Inspector Name and Signature: 7zie 77
Air �w> CF Q �
�ju'R-t a
Other
Date:
State Storaiwater Inspection Report, Version 3.0 Page

OMACTEC
engineering and constructing a better tomorrow
' } JUN i 2010 1 ju
WATEF' QLiA1-lT't S'-CT�UN
April 29, 2010
Mr. Matthew Wilson
Butler Development Group
2727 Paces Ferry Road, Suite 1-255
Atlanta, Georgia 30339
Subject: Recommended Seasonal High Groundwater Table (SHWT) Elevation
at Bioretention Cells
Flowers Bakery Distribution Facility
Flat Rock, North Carolina
MACTEC Project No. 6685-09-1850.01
Dear Mr. Wilson:
As requested by Mr. Jesse Gardner of Civil Design Concepts, PA and authorized by you via email on
April 22, 2010 , we installed two temporary groundwater elevation monitoring points (piezometers P-
1 and P-2) at/near the locations identified on the undated site plan provided via email by Mr. Gardner.
Tile purpose of the installation of these piezometers was to provide a recommended Seasonal High
Water Table (Sl-]WT) elevation for two stormwater bio-retention cells. 3liese piezometers were
installed on April 23, 2010 and consisted of 1-inch diameter PVC pipe with the bottom 2,54eet of the
pipe slotted and installed in nominal 2-inch diameter holes augered by hand to depths of 9.4 and 9.8
feet. A plan showing the approximate locations for these two piezometers, along with the hand auger
boring records are attached.
Seasonal High Water Table (SHWT) Recommendation
We understand that a SFIWT elevation is required for design of two stormwater bioretention cells to
be located south of the proposed building. Groundwater elevation measurements were obtained at
the two piezometers installed at the locations of the bioretenntion cells and compared with
groundwater elevation measurements obtained in January 2010 to evaluate the anticipated SF]WT
elevation at the proposed bioretention cells. Additionally, the soil that was encountered during hand
augering to install these piezometers was visually examined by a geotechnical engineer for signs of
iron staining, which may be indicative of soils that are at the depth of the historic SI-1WT. No
MACTEC Engineering and Consulting, Inc. (NC Engineering License No. F-0653)
1308 Pallor Avenue • Asheville, NC 28806 • Phone: [phone] • Fax: 828,251.9690
www.mactec.com

Flowers Bakery Distribution Facility, Flat Rock, North Carolina April 29, 2010
MACTEC Proiect 6685-09-1850.01
obvious signs of iron staining were able to be discerned from the visual examination of the soil
cuttings.
Depths to groundwater were measured in the two piezometers after installation and on two
subsequent days, as noted in the table below. Additionally, soil test boring B-7 (located
approximately 50 feet north of the P-1 piezometer location) was reopened and the groundwater level
was measured at a depth/elevation of 8.7/2159.3 feet on April 28, 2010, 2.2 feet lower than the
depth/elevation of 6.5/2161.5 feet recorded on January 28, 2010. Groundwater levels in the site area
are typically higher during late winter and early spring (including the date of our previous site
exploration) and can be impacted locally by topography and surface drainage features. The
exploration at the site in January was performed following an extended period of wet weather and can
be expected to conservatively represent a period of seasonal high groundwater.
The following table summarizes the piezometer installation and subsequent ground -water elevation
measurements at the piezometers.
Approximate
Depth to Bottom of
Piezometer
ground -surface
Piezometer below ground
Depth/Elevation of Ground -Water
I.D.
elevation (ft.)
surface (ft.)
(ft.)
4/23/10 4/26/10 4/28/10
P-1
2165
9.8
7.012158
6.912158.1
7.1/2157.9
P-2
2167
9.4
6.4/2160.6
6.112160.9
6.3/2160.7
Based on the results of the groundwater levels measured at the recently installed piezometers and the
groundwater levels measured during late January 2010 in our soil test borings we recommend a
SHWT elevation of 2160 feet for the stormwater biorentention cell at piezometer P-1 and a SHWT
elevation of 2162 feet for the cell at P-2.
2

Flowers Bakery Distribution Facility, Flat Rock, North Carolina
AIACTEC Project 6685-09-1850.01
April 29, 2010
If you have any questions concerning our piezometer installation and recommendations described in
this letter and the attachments, please do not hesitate to contact us.
Sincerely,
MACTEC ENGINEERING AND CONSULTING, INC.
Timothy P. Quigley, P.E.
Project Engineer
Registered, North Carolina 034969
TPQISEB:tpq
•%%'tk$%11111f11I.
••.• �� CARP '•..
:4 O�'FESSIp'• �' '•�
i w
� • r
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2 7 I
Step n E. Blevins, E.:�•� Q,•;
Senior Principal N�•.;��rN��..�� •�
E.
11111111110
Attachments: Piezometer Location Plan
Hand Auger Boring and Piezometer Records (P-I and P-2)
cc: Mr. Jesse Gardner, P.E.0gardner@civiIdes igneoncepts.com)

_ss
E R EID Sw WAY,- ---------------- ,
ss
.. . .......
vrt 2173.5 f
We need a boring/hand
auger to determine the
Seasonal High Water Table
�:IWT). These are required
opprovd for the
bioretention cello.
&P-1
.&P-2
2111 00
L LM F..ft M
&APPROXIMATE PIEZOMETER LOCATION
MAIACTEC
ENGINEERING AND CONSULTING, INC.
PIEZOMETER LOCATION PLAN
FLOWERS BAKERY
DISTRIBUTION FACILITY
FLAT ROCK, NORTH CAROLINA
I
REFERENCE: SITE PLAN PROVIDED ELECTRONICALLY BY CIVIL DESIGN CONCEPTS, PA ON APRIL 19, 2010.

MACTEC
MACTEC ENGINEERNG AND CONSULTING, INC.
ASHEVILLE, NORTH CAROLINA
Project Name: _ _! Project No.:
Boring No.: P" Date: V.P3 1D
Soil
-Stratigraphy
Soil Description and Remarks
Fro
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/}
f Itis sl f�cc�rrw�.}
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Performed By: y r �� ' Date: I a e
Checked By: Date:

. U
$MACT C
MACTEC ENGINEERNG AND CONSULTING, INC.
ASHEVILLE, NORTH CAROLINA
HAND AUGER BORING RECORD /
Project Name: pWLcS Qfr ./ j�'� vTZon � C 7 _ Project No.:
Boring No.: P� �- Date:
Soil
Stratigraphy
Soil Description and Remarks
From
To
I(
2,J Si Mlr
'FroM 2-�a3 �-1R`�Gy siiT��S4��
i �r t'i �GaWs
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�
f I' J
s 1Ar4r
Performed By:/1 Date:
Checked By: Date: b

S `I
NODE R
North Carolina Department of Environment and Natural Resources
Division of Water Quality , y,.
Beverly Eaves Perdue Coleen H. Sullins Dee -Freeman, -
Governor
Mr. Matt Wilson
Butler Development Group
2727 Paces Ferry Road ; Suite 1-255
Atlanta, GA 30339
Director
May 11, 2010
Subject: Stormwater Permit No. SW1100301
_Secretary_
L
J JUN 1 5 2010 J
' ViNTER CI AUTY SECTION
A _,_,", I r_' n; {;ONi! L CFI ICE
Hendersonville Distribution Facility at Blue Rock Commerce. Center
High Density Commercial Bio-Retention Project
Henderson County
Dear Mr. Wilson:
The Stormwater Permitting Unit received a complete Stormwater Management Permit Application for
Hendersonville Distribution Facility at Blue Rock Commerce Center on May 11, 2010. Staff review of the
plans and specifications has determined that the project, as proposed, will comply with the Stormwater
Regulations set forth in Title 15A NCAC 2H.1000 and Session Law 2006-246. We are forwarding Permit
No. SW 1100301, dated May 10, 2010, for the construction, operation and maintenance of the t act
project and the stormwater BMPs.
This permit shall be effective from the date of issuance until May 10, 2020, and shall be subject to the
_conditions and limitations as specified therein. Please pay special attention to the Operation and .
Maintenance requirements in this permit. Failure to establish an adequate system for inspection and
maintenance of the stormwater management system will result in future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the right to
request an adjudicatory hearing upon written request within thirty (30) days following receipt of this permit.
This request must be in the form of a written petition, conforming to Chapter 150E of the North Carolina
General Statutes, and filed with the Office of Administrative Hearings, P.O. Drawer 27447, Raleigh, NC
27611-7447. Unless such demands are made this permit shall be final and binding.
This project will be kept on file at the Asheville Regional Office. If you have any questions, or need
additional information concerning this matter, please contact Brian Lowther at [phone]-, or
t-'[e-mail].
Sincerely,
fb,. Coieen H. Sullins
cc: Asheville Regional Office
Central Files
SPU Files
Jesse Gardner, PE Civil Design Concepts, PA
Wetlands and Stormwater Branch
1617 ftService Center, Raleigh, North Carolina 27699.1617
Location: 512 N. Salisbury St. Raleigh, North Carolina 27604
Phone: [phone] FAX: [phone] Customer Service: 1-877-623-6740
Internet: www.newaterqualo,org
An Equal Opparlunity 1 Alfirmalive Action Employer
One
NorthCarolina
naturally

a
State Stormwater Permit
Permit No. SW1100301
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESO
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
�I J UN 5 2010 JJ
VVATE'r-, OUA_I"Y SECTION
APOF VILL` !" 3760NAL OFFICE
In accordance with the provisions of Article 21 of Chapter 143, General"Statutes of
North Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Butler Development, LLC
Hendersonville Distribution Facility at Blue Rock Commerce Center
McMurray Road, Flat Rock. & Henderson County
FOR -THE
construction, operation and maintenance of two bioretention cell(s) in compliance with
the provisions of Session Law 2006-246 and 15A NCAC 2H .1000 (hereafter referred to
as the "stormwater rules') and the approved stormwater management plans and
specifications and other supporting data as attached and on file with and approved by
the Division of Water Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until May 10, 2020, and shall be
subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.7 on page 2 of this permit. The stormwater
control has been designed to handle the runoff from 46,363 square feet of
impervious area.
3. The tract will be limited to the amount of built -upon area as indicated in Section
1.7 of this permit, and per the application documents and as shown on the
approved plans. The built -upon area for the future development is limited to
46,363 square feet.
4. All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements. The final plats for the project
will be recorded showing all such required easements, in accordance with the
approved plans.
5. The runoff from all built -upon area within the permitted drainage area of this
project must be directed into the permitted stormwater control system.
6. The built -upon areas associated with this project shall be located at least 30 feet
landward of all perennial and intermittent surface waters.
Page 1 of 6

State Stormwater Permit
Permit No. SW1100301
7
The following design criteria have been provided in the bioretention cell and must
be maintained at design condition:
0
(01
C.
d,
e.
f.
9.
h.
J�
k.
1.
M.
n.
o.
P.
q•
r.
Drainage Area, acres:
Onsite, ft :
Offsite, ft2:
Total Imperviou Surfaces, ft2:
Onsite, W:
Offsite, ft2:
Design Storm, inches:
Max. Ponded Depth, feet:
Seasonal High Water Table, fmsl:
Planting Media Depth, feet:
Cell Dimensions, feet:
Bottom Elevationp, fmsl:
Surface Area, ft
Permitted Storage Volume, ft3:
Bypass 1 Storage Elevation, fmsl:
Predevelopment 1 year 24 hour:
Post development 1 year 24 hour:
Drawdown Time, hours:
Underdrain Diameter, inches:
Receiving Stream/River Basin:
Stream Index Number:
Classification of Water Body:
II. SCHEDULE OF COMPLIANCE
1.58
28,231
31,468
1,848
8,798
21,898
24,465
21,898
24,465
0
0
1H
12"
12"
2162
2' (grass)
41' by 50',
102' by 40'
2162
2164
1,770
2,060
1,770.
2,060
2,166
2,168
2.64.
2.94
1.08
1.32 ft3lsec
24
24
4"
4"
UT to Bat
Fork 1 French Broad
6-55-8-1,
1. The stormwater management system shall be constructed in its entirety,
vegetated and operational for its intended use prior to the construction of any
built -upon surface.
2. During construction, erosion shall be kept to a minimum, and any eroded areas of
the system will be repaired immediately.
3. The permittee shall at all time provide the operation and maintenance necessary
to assure the permitted stormwater system functions at optimum efficiency. The .
approved Operation and Maintenance Plan must be foilowed in its entirety and
maintenance must occur at the scheduled intervals including, but not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and re -vegetation of slopes and the filter strip.
d. Immediate repair of eroded areas. I . .
e. Maintenance of all slopes in accordance witWapproved plans.
f. Debris removal and unclogging of all drainage structures, level spreader,
filter media, planting media, underdrains, catch -basins and piping.
g. Access to the cell and outlet structure must be available at all times.
4. Records of maintenance activities must be kept for each permitted BMP. The
reports will indicate the date, activity, name of person performing the work and
what actions were taken.
5. The permittee shall submit to the Division of Water Quality an annual summary
report of the maintenance and inspection records for each BMP. The report
shall summarize the inspection dates, results of the inspections, and the
maintenance work performed at each inspection.
6. The facilities shall be constructed as shown on the approved plans. This permit
Page 2 of 6

State Stormwater Permit
Permit No. SW 1100301
shall become void unless the facilities are constructed in accordance with the
conditions of this permit, the approved plans and specifications, and other
supporting data.
7. Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted facility, a certification must be received
from an appropriate designer for the system installed certifying that the permitted
facility has been installed in accordance with this permit, the approved plans and
specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification. A
modification may be required for those deviations.
8. If the stormwater system was used as an Erosion Control device, it must be
restored to design condition prior to operation as a stormwater treatment device,
and prior to occupancy of the facility.
9. Access to the stormwater facilities shall be maintained via appropriate recorded
easements at all times.
10. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to any item shown on the approved plans, including the
stormwater management measures, built -upon area, details, etc.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
e. Further subdivision, acquisition, lease or sale of all or part of the project
area. The project area is defined as all property owned by the permittee,
for which Sedimentation and Erosion: Control Plan approvalor a CAMA
Major permit was sought.
f. Filling in, altering, or piping of any vegetative coriveyance shown on the
approved plan.
11. The permittee shall submit final site layout and grading plans for any permitted
future areas shown on the approved plans, prior to construction. .
12. A copy of the approved plans and specifications shall be maintained on file by
the Permittee for a minimum of ten years from the date of the completion of
construction.
13. The Director may notify the permittee when the permitted site does not meet one
or more of the minimum requirements of the permit. Within the time frame
specified in the notice, the permittee shall submit a written time schedule to the
Director for modifying the site to meet minimum requirements. The permittee
shall provide copies of revised plans and certification in writing to the Director
that the changes have been made.
III. GENERAL CONDITIONS
1. This permit is not transferable except after notice to and approval by the Director.
In the event of a change of ownership, or a name change, the permittee must
submit a completed Name/Ownership Change form signed by both parties, to the
Division of Water Quality, accompanied by the supporting documentation as
listed on page 2 of the form. The approval of this request will be considered on
its merits and may or may not be approved.
2. The permittee is responsible for compliance with all permit conditions until such
Page 3 of 6

State Stormwater Permit
Permit No. SW 1100301
time as the Division approves a request to transfer the permit.
3. Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Water Quality, in
accordance with North Carolina General Statute 143-215.6A to 143-215.6C.
4. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances, which may be imposed by
other government agencies (local, state, and federal) having jurisdiction.
5. In the event that the facilities fail to perform satisfactorily, including the creation
of nuisance conditions, the Permittee shall take immediate corrective action,
including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems.
6. The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted
stormwater management facility.
7. The permit issued shall continue in force and effect until revoked or terminated.
The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and re -issuance or
termination does not stay any permit condition.
8. Unless specified elsewhere, permanent seeding .requirements for the stormwater
control, must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
9. Approved plans and specifications for this project are incorporated -by reference
and are enforceable parts of the permit.
10. The issuance of this permit does not prohibit the Director from reopening and
modifying the permit, revoking and reissuing the permit, or terminating the permit
as allowed by the laws, rules and regulations contained in Session Law 2006-
246, Title 15A NCAC 2H.1000, and NCGS 143-215.1 et.al.
11. The permittee shall notify the Division in writing of any name, ownership or
mailing address changes at least 30 days prior to making such changes.
12. The permittee shall submit a renewal request with all required forms and
documentation at least 1T80 days prior to the expiration date of this permit.
Permit issued this the 11th day of May 2010.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
for Coleen H. Sullins, Director
Division of Water Quality
By Authority of the Environmental Management Commission
Page 4 of 6

State Stormwater Permit
Permit No. SW 1100301
Henderson Distribution Facility at Blue Rock Commerce Center
Stormwater Permit No. SW1100301
Henderson Countv
Designer's Certification
as a duly registered in the
State of North Carolina, having been authorized to observe (periodically/ weekly/
full time) the construction of the project,
(Project Name)
for (Project Owner) hereby state that, to the
best of my abilities, due care and diligence was used in the observation of the project
construction such that the construction was observed to be built within substantial
compliance and intent of the approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specification:
Signature
Registration Number
Date
SEAT_
Page 5 of 6

State Stormwater Permit ti
Permit No. SW 1100301
Certification Requirements:
1. The drainage area to the system contains approximately the permitted
acreage.
2. The drainage area to the system contains no more than the permitted
amount of built -upon area.
3. All the built -upon area associated with the project is graded such that the
runoff drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The outlet/bypass structure elevations are per the approved plan.
6. The outlet structure is located per the approved plans.
7. Trash rack is provided on the outlet/bypass structure.
8. All slopes are grassed with permanent vegetation, per the vegetation plan.
9. Vegetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-
circuiting of the system.
11. ' The permitted amounts of surface area and/or volume have been
provided.
12. Required drawdown devices are correctly sized per the approved plans.
13. All required design depths are provided.
14. All required parks of the system are provided, such as a vegetated shelf,
and a forebay.
15. The required system dimensions are provided per the approved plans.
cc: NCDENR-DWQ Regional Office
Page 6 of 6

Permit Number:
(to be provided by D WO)
�F W A 7FR
PIMA
%� }�
NCDENR T
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information,
i.A�-PROJECT,,INFORMATIONk l!:.. .rv- -_�
1.,.�.�i`A
Project name Henders6nville Distribution Facility at Blue Rock Commerce Center
Contact name Jesse Gardner, P.E.
Phone number 828-252.5388
Date
Drainage area number DA-1
Lj'd 1++'R4' �i'' +� k k�iS rcr :Kt �. r. - +a?, " "" -x 5. k >a - -r, ^, s.t us a v` C�•' <;
iI;DESIGNI�IFORMATION'�t�:rs,t•_�,� �.�°�. ,b....�,Z��,���;�r.�2�5.?� .*.`?�. , .,��.�'�' .�� :�``���,.���,� 1+ .-g�,.:."'�,������ ! ?���+r�• tsr�'A���r
Site Characteristics
Drainage area 30,089 ft2
Impervious area 21,866 it'
Percent impervious 72,8% %
Design rainfall depth V inch
Peak Flow Calculations
Is pre/post control of the 1-yr, 24-hr peak flow required?
1-yr, 24-hr runoff depth
1-yr, 24-hr intensity
Pre -development 1-yr, 24-hr peak flow
Post -development 1-yr, 24-hr peak flow
PrelPosl 1-yr, 24-hr peak control
Storage Volume: Non -SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5" runoff volume
Pre -development 1-yr, 24-hr runoff
Post -development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Cell Dimensions
Ponding depth of water
Ponding depth of water
Surface area of the top of the bioretention cell
Length:
Width:
-or- Radius
Media and Soils Summary
Drawdown lime, ponded volume
Drawdown time, to 24 inches below surface
Drawdown time, total:
In -situ soil,
Soil permeability
Planting media soil.
Soil permeability
Soil composition
Sand (by weight)
Fines (by weight)
Y , (Y or N)
'3.4 in
0.14 inthr
2.640 it3lsec
1.080 ft3lsec
-1.560 tt3lsec
1,769.0 ft3
1,770.0 it OK
it
it
ft3
0 it,
it
12 inches
1.00 it
1,770.0 f!' ..
41 1t
50 it
1t
M
OK
OK
OK
.6 hr
OK
18 hr
OK
24 hr
2,00 in/hr
OK
2.00 in/hr
OK
87%
OK
8%
OK
J i JUI i 5 2010 LD�,i tiV.",1.7P QUALITY SECTION
lt�F-. REC-10NAI 0 F F I C E I
Form SW401-Bioretention-Rev.8
July 30, 2009
Parts I and 11. Design Summary, Page 1 or 3

Permit Number:
(to be provided by DWO)
% Organic (by weighty 5% OK
Total: 100%
Phosphorus Index (P-Index) of media 10'(unitless) OK
Form SW404-Bioretention-Rev.8
July 30, 2009 Parts I and II. [Design Summary, Page 2 of 3

Permit Number:
(to be provided by DWQ)
Basin Elevations
Temporary pool elevation 2166,00 fmsl
Type of bioretention cell (answer 'Y' to only one of the two following
questions):
Is this a grassed cell? Y (Y or N) OK
Is this a cell with trees/shrubs? N (Y or N)
Planting elevation (top of the mulch or grass sod layer) 2165 fmsl
Depth of mulch 0 inches Insufficient mulch depth, unless installing grassed cell.
Bottom of the planting media soil 2163 fmsl
Planting media depth 2 It
Depth of washed sand below planting media soil 0 It
Are underdrains being installed?
Y
(Y or N)
How many clean out pipes are being installed?
4
OK
What factor of safety is used for sizing the underdrains? (See
10
OK
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and
1 It
the bottom of the cell to account for underdrains
Bottom of the cell required
2162 fmsl
SHWT elevation
2161 fmsl
2 r r.O 4 r-". ; ;l,
Distance from bottom to SHWT
1 It
Insufficieril distance to SHWT.
Internal Water Storage Zone (IWS)
Does the design include IWS
N
(Y or N)
Elevation of the top of the upturned elbow
fmsl
Separation of IWS and Surface
2165 ft
Planting Plan
Number of tree species
0
Number of shrub species
Number of herbaceous groundcover species
Additional Information
Does volume in excess of the design volume bypass the
Y
(Y or N)
OK
bioretention cell?
Does volume in excess of the design volume flow evenly distributed
Y
(Y or N)
OK
through a vegetated filter?
What is the length of the vegetated lister?
It
Does the design use a level spreader to evenly distribute flow?
N
(Y or N)
Show how flow is evenly distributed,
Is the BMP located at least 30 feet from surface waters (50 feet if
SA waters)? Y (Y or N) OK
Is the BMP located at least 100 feet from water supply wells? Y (Y or N) OK
Are the vegetated side slopes equal 10 or less than 3:1? Y (Y or N) OK
Is the BMP totaled in a proposed drainage easement with access Y (Y or N) OK*
to a public Right of Way (ROW)?
Insufficient inlet velocity unless energy dissipating devices are being
Intel velocity (from treatment system) 2.33/2.77 fUsec
used.
Is the area surrounding the cell likely to undergo development in the
N (Y or N) OK .
future?
Are the slopes draining to the bioretention cell greater than 20%? N (Y or N) OK
Is the drainage area permanently stabilized? Y. (Y or N) OK
Pretreatment Used
(Indicate Type Used with an 'X' in the shaded cell)
Gravel and grass
X
(B`inches gravel followed by 3-5 It of grass)
Grassed swale
Forebay
Other
Form SW401-Bioretention-Rev.8
July 30, 2009 Parts I and It. Design Summary, Page 3 of 3

Permit Number:
(to be provided by OWQ)
®��/ems C, W AT fi9QG
i1 y 9
'���444AAA y r
NCDENR n Y
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION.'
Project name Hendersonville Distribution Facility at Blue Rock Commerce Center
Contact name Jesse Gardner, P.E.
Phone number 828-252-5388
Date
Drainage area number DA-2
II. DESIGN INFORMATION
r
Site Characteristics
Drainage area
40,266 ft'
Impervious area
24,465 It2
Percent impervious
60.8% %
Design rainfall depth
1" inch
Peak Flow Calculations
Is pre/post control of the 1-yr, 24-hr peak flow required?
Y (Y or N)
1-yr, 24-hr runoff depth
3.4 in
1-yr. 24-hr intensity
-0.114 in/hr
Pre -development 1-yr, 24-hr peak flow
2.940 fl31sec
Post -development 1-yr, 24-hr peak flow
- 1.320 ft3lsec
Pre/Post 1-yr, 24-hr peak control
-1.620 ft3lsec
Storage Volume: Nan -SA Waters
Minimum volume required
1,997.0 ft'
Volume provided
2,060.0 ft'
OK
Storage Volume: SA Waters
1.5" runoff volume
ft3
Pre -development 1-yr, 24-hr runoff
ft 3
Post -development 1-yr, 24-hr runoff
ft 3
Minimum volume required
0 ft3
Volume provided
ft'
Cell Dimensions
Ponding depth of water
12 inches
OK
Ponding depth of water
1.00 ft
Surface area of the top of the bio retention cell
2,060.0 It
OK
Length:
102 fl
OK
Width:
- 40 ft
OK
-or- Radius
fi
Media and Soils Summary
Drawdown time, ponded volume
6 hr
OK
Drawdown time, to 24 inches below surface
18 hr
OK
Drawdown time, total:
24 hr
In -situ soil.
Soil permeability
2.00 infhr
OK
Planting media soil:
Soil permeability
2.00 in/hr
OK
Soil composition
% Sand (by weight)
87%
OK
% Fines (by weight)
8%
OK
% Organic (by weight)
5%
OK
Total:
100%
Phosphorus Index (P-Index) of media
10 (unitless)
OK
Form SW401-Bioretention-Rev.8
July 30, 2009 Pasts I and II. Design Summary, Page 1 of 2

Permit Number:
(to be provided by D WO?
Basin Elevations
Temporary pool elevation
Type of bioretention cell (answer 'Y' to only one of the two
following questions):
Is this a grassed cell?
Is this a cell with trees/shrubs?
Planting elevation (top of the mulch or grass sod layer)
Depth of mulch
Bottom of the planting media soil
Planting media depth
Depth of washed sand below planting media soil
Are underdrains being installed?
How many clean out pipes are being installed? _
What factor of safety is used for sizing the underdrains? (See
BMP Manual Section 12.3.6) _
Additional distance between the bottom of the planting media and
the bottom of the cell to account for underdrains _
Bottom of the cell required
SHWT elevation _
Distance from bottom to SHWT
Internal Water Storage Zone (IWS)
Does the design include IWS
Elevation of the top of the upturned elbow _
Separation of IWS and Surface
Planting Plan
Number of tree species _
Number of shrub species
Number of herbaceous groundcover species
Additional Information
Does volume in excess of the design volume bypass the
bioretention cell? _
Does volume in excess of the design volume flow evenly distributed
through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30 feet from surface waters (50 feet if
SA waters)?
Is the BMP located a1 least 100 feet from water supply wells?
Are the vegetated side slopes equal to or less than 3:1? _
Is the BMP located in a proposed drainage easement with access
to a public Right of Way (ROW)?
Inlet velocity (from treatment system)
Is the area surrounding the cell likely to undergo development in
the future?
Are the slopes draining to the bioretention cell greater than 20%?
Is the drainage area permanently stabilized?
Pretreatment Used
(Indicate Type Used with an "X" in the shaded cell)
Gravel and grass
(flinches gravel followed by 3-5 f1 of grass) _
Grassed Swale _
Forebay _
Other
2168.00 fmsl
Y (Y or N) OK
N (Y or N)
2167 fmsl
0 inches Insufficient mulch depth, unless installing grassed cell.
2165 fmsl
2 ft
Oft
Y (Y or N)
5 OK
10 OK
1 f1
2164 fmsl
2162 fmsl
2ft OK
N (Y or N)
fmsl
2167 ft
0
Y (Y or N) OK
Y (Y or N) OK
ft
N (Y or N) Show how flow is evenly distributed.
Y (Y or N)
OK
Y (Y or N)
OK
Y (Y or N)
OK
Y (Y or N)
OK
2.4612.77 fllsec
Insufficient inlet velocity unless energy dissipating devices are
being used.
N (Y or N)
OK
N (Y or N) OK
Y (Y or N) OK
X
Form SW401-Bioretention-Rev.B
July 30, 2009
Parts I and 11. Design Summary, Page 2 of 2

DWQ USE ONLY
Date Received
Fee Paid
Permit Number
Applicable Rules: ❑ Coastal SW -1995 ❑ Coastal SW - 2008 ❑ Ph 1I -.Post Construction
(select all that apply) ❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwate_r__Management Plan...,.
❑ Other WQ M mt Plan:
State of North Carolina
Department of Environment and Natural Resources' 1 Division of Water Quality
JUN 15 M
STORMWATER MANAGEMENT PERMIT APPLICAT ON FORM
This form ntay be photocopied for use as an original WATER QUALITY SECTION
+ ASHEV LLE REGIONAL OFFICE
I. GENERAL INFORMATION
Project Name (subdivision, facility, or establishment name - should be consistewt-, RIVproject name on plans,
specifications, letters, operation and maintenance agreements, etc.):
Hendersonville Distribution Facility at Blue Rock Commerce Center _
2. Location of Project (street address):
McMurray Road_ _
City:Flat Rock County:Henderson Zip:
3. Directions to project (from nearest major intersection):
The project is located on lot 4 of Blue Rock Commerce Park, which is approximately 3,000 LF south of the
intersection of Tracy Grove Road and McMurray Road in central Henderson Coun .
4, Latitude:35° 18' 26.02" N Longitude:82° 24' 39" W of the main entrance to the project.
IL PERMIT INFORMATION:
1. a. Specify whether project is (check one): ®New ❑Modification
b.If this application is being submitted as the result of a modification to an existing permit, list the existing
permit number its issue date (if known) and the status of
construction: ❑Not Started ❑Partially Completed* ❑ Completed* *provide a designer's certification
Specify the type of project (check one):
❑Low Density ®High Density ❑Drains to an Offsite Stormwater System []Other
3. If this application is being submitted as the result of a previously returned application or a letter from DWQ
requesting a state stormwater management permit application, list the stormwater project number, if
assigned, and the previous name of the project, if different than currently
proposed,
4. a. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑CAMA Major
❑Sedimentation/Erosion Control: ac of Disturbed Area
❑NPDES Industrial Stormwater 0404/401 Permit: Proposed Impacts
b.If any of these permits have already been acquired please provide the Project Name, Project/Permit Number,
issue date and the type of each permit:
Form SWU-l0l Version 07July2009 Page 1 of 6

III. CONTACT INFORMATION
1. a. Print Applicant / Signing Official's name and title (specifically the developer, property owner, lessee,
designated government official, individual, etc. who owns the project):
Applicant/Organization:
Signing Official & Title:
b. Contact information for't)erson listed in item 1a above:
H
Street Address: pants FtfrA VkA '5v:� 1-9,155
City: 44a6Os State: Zip: 347�^I
Mailing Address (if applicable):
City:
Phone: c !�
Emaih fVlW hcl -%40
State:
Zip:
Fax: g '? —017lo
c. Please check the appropriate box. The applicant listed above is:
❑ The property owner (Skip to Contact Information, item 3a)
❑ Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
❑ Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
Developer* (Complete Contact Information, item 2a and 2b below.)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. (This is the
person who owns the property that the project is Iocated on):
Property Owner/Orgar
Signing Official & Title:
b. Contact information for person listed in item 2a above:
Street Address: % 1 0 t! r .! 7W i?LV O
City: �49 A e!nI State: -A)G Zip: AS 70�1_
Mailing Address (if applicable):
City: State: Zip:
D
Phone: ( D GQ � ) 7 % 7 556,9 Fax: ( �
Email:
3. a. (Optional) Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact Person/Organization:
Signing Official & Title:
b. Contact information for person listed in item 3a above:
Mailing Address:
City:
Phone:
Email:
4. Local jurisdiction for building permits:
Point of Contact:
State:
Fax:
Phone #:
Zip:
Form SWU-101 Version 07July2009 Page 2 of

IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
The projects stormwater will be conveyed primarily through hrough vegetated dictches and directed into one of the 2
planned biorention cells for quantity and quality control_ _
2. a. If claiming vested rights, identify the supporting documents provided and the date they were approved:
❑ Approval of a Site Specific Development Plan or PUD Approval Date:
❑ Valid Building Permit Issued Date:
❑ Other: Date:
b.ldentify the regulation(s) the project has been designed in accordance with:
❑ Coastal SW -1995 ® Ph 1I - Post Construction
3. Stormwater runoff from this project drains to the French Broad River basin.
4. Total Property Area: 1.58 acres
5. Total Coastal Wetlands Area: acres
6. Total Surface Water Area: acres
7. Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project
Area':1.58 acres
Total project area shall be calculated to exclude the following the nonnal pool of impounded structures, the area
between the banks of streams and rivers, the area below the Normal High Water (NNW) line or Mean High Water
(MHW) line, and coastal wetlands landward from the NHW (or MHV) line. The resultant project area is used to
calculate overall percent built upon area (BETA). Non -coastal wetlands landward of the NHW (or MHW) line tuay
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 65.9
9. How many drainage areas does the project have?2 (For high density, count 1 for each proposed engineered
stormwater BMP. For low density and other projects, use 1 for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project, attach an additional sheet with the information for each area
provided in the same format as below.
Basin Information
Drainage Area 1
Draina k e Area 2
Drainage Area
Drainage Area
Receiving Stream Name
UT to Bat Fork
UT to Bat Fork
Stream Class *
C
C
Stream Index Number *
6-55-8-1
6-55-8-1
Total Drainage Area (so
30,089
40,266
On -site Drainage Area (sf)
28,231
31,468
Off -site Drainage Area (so
1,858
8,798
Proposed Impervious Area** (so
21,898
24,465
% Impervious Area** total
72.90
60.87
Impervious— Surface Area
Drainage Area
Drainage Area _
Drainage Area
Drainage Area _
On -site Buildings/Lots (sf)
3,480
3,480
On -site Streets (so
12,923
18,184
On -site Parking (so
5,342
2,633
On -site Sidewalks (so
153
168
Other on -site (so
0
0
Future (so
0
0
Off -site (sf)
0
0
Existing BUA*** (so
0
0
Total (so:
21,833
24,465
* Stream Class and Index Number can be determined at: htt : 12o.etir.state.nc.us ims re orts re ortsWB.htniI
Form SWU-101 Version 073uly2009 Page 3 of 3

'Report only that amount of existing BUA that will remain after development. Do not report any existing BUA that
is to be removed and which will be replaced by new BUA.
11. How was the off -site impervious area listed above determined? Provide documentation. Field survey
Proiects in Union County: Contact DWQ Central Office staff to check if the project is located within a Threatened &
Endangered Species watershed that may be subject to more stringent stormwater requirements as per NCRC 02B .0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance (O&M) forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
from hU://h2o.enr.state.nc.us/su/bmp_forms.htm.
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. A detailed application instruction sheet and BMP
checklists are available from hM.//h2o.enr.state.nc.us/su/bmp--forms.htm. The complete application
package should be submitted to the appropriate DWQ Office. (The appropriate office may be found by locating
project on the interactive online map at http://h2o.enr.state.nc.ussu msi ma s.htm.)
Please indicate that the following required information have been provided by initialing in the space provided for
each item. All original documents MUST be signed and initialed in blue ink. Download the latest versions for
each submitted application package from hU://h2o.enr.state.nc.us/su/bmp forms.htm.
1. Original and one copy of the Stormwater Management Permit Application Form.
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants
Form. (if required as per Part VIl below)
3. Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M
agreement(s) for each BMP.
4. Permit application processing fee of $505 payable to NCDENR. (For an Express review, refer to
ht!pl/www.envhelp.org/pages/onestopexl2ress.htmi for information on the Express program
and the associated fees. Contact the appropriate regional office Express Permit Coordinator for
additional information and to schedule the required application meeting.)
5. A detailed narrative (one to two pages) describing the stormwater treatment/managementfor
the project. This is required in addition to the brief summary provided in the Project
Information, item 1.
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the
receiving stream drains to class SA waters within 1/2 mile of the site boundary, include the 1/2
mile radius on the map.
7. Sealed, signed and dated calculations.
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including:
a. Development/Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
f. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MHW or NHW line of tidal
waters, and any coastal wetlands landward of the MHW or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal waters.
i. Dimensioned property/project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished Floor elevations.
1. Details of roads, drainage features, collection systems, and stormwater control measures.
m. Wetlands delineated, or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
n. Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations.
Form SWU-101 Version 07July2009 Page 4 of 6

o. Drainage areas delineated (included in the main set of plans, not as a separate document).
p. Vegetated buffers (where required).
9. Copy of any applicable soils report with the associated SHWT elevations (Please identify
elevations in addition to de ths) as well as a ma of the borin locations with the existin
p P g g
elevations and boring logs. Include an 8.5"x11" copy of the NRCS County Soils map with the
project area clearly delineated. For projects with infiltration BMPs, the report should also
include the soil type, expected infiltration rate, and the method of determining the infiltration rate.
(Infiltration Devices submitted to WiRO: Schedule a site visit for DWQ to verrfij the SHWT prior
to submittal, [phone].)
10. A copy of the most current property deed. Deed book: 3to7 Page No: Zb 1.
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item la, 2a, and/or 3a per NCAC 2H.1003(e). The
corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State, otherwise the application will be returned.
htip:// www.secretary.state.nc.us/Corporations/CSearch,aspx
VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions, outparcels, and future development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built -upon area must be provided
as an attachment to the completed and notarized deed restriction form. The appropriate deed restrictions and
protective covenants forms can be downloaded from
httpl/h2o.enr.state.nc.us/su�m�forms.htm#deed restrictions. restrictions. Download the latest versions for each submittal.
In the instances where the applicant is different than the property owner, it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s) below, the permit holder(s) certify that the recorded property restrictions and
protective covenants for this project, if required, shall iinclude all the items required in the permit and listed
on the forms available on the website, that the covenants will be binding on all parties and persons claiming
under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the NC DWQ and that they will be recorded prior to the sale of any lot.
VIII. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information).
Consulting Engineer:Tesse Gardner, P.EGardner, P.E.
Consulting Firm: Civil Design Design Concepts, PA����PAA
Mailing Address:P.O. Box 5432
City:Asheville State:NC Zip:28813
Phone: (828}252-5388
Email: jjardner®civiIdesignconce�ts.com®civiIdesignconce�ts.com
Fax: [phone]
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled out, complete this
section) _ n'
I, (print or type name of person listed in Contact Information, item 2a) R R Ert) ')e.l�L&e 7 -certify that 1
own the property identified in this permit application, and thus give permission to (print or type name of person
listed in Contact Information, item 1 a) with (print or hfpe name of organization listed in
Contact Information, item 1 b) / UJtZ;W�PT LLoC svelop the project as currently proposed. A copy of
the lease agreement or pending property sales contract has been provided with the submittal, which indicates the
party responsible for the operation and maintenance of the stormwater system.
P?6v 114e koe- o
Form SWU-101 Version 07July2009 Page 5 of 6

As the legal property owner I acknowledge, understand, and agree by my signature below, that if my designated
agent (entity listed in Contact Information, item 1) dissolves their company and/or cancels or defaults on their
lease agreement, or pending sale, responsibility for compliance with the DWQ Stormwater permit reverts back to
me, the property owner. As the property owner, it is my responsibility to notify DWQ immediately and submit a
completed Name/Ownership Change Form within 30 days; otherwise I will be operating a stormwater treatment
facility without a valid permit. I understand that the operation of a stormwater treatment facility without a valid
permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement action including
the assessment of civgeties of up to $25,000 per day, pursuant to NCGS 143-215.6.
Signature: G Date: AZWuo 3 ,2-OlO
I, a Notary Public for the State of County of
do hereby certify that e • X-0� Z-* eAt.-�TCi personaIIy appeared
before me this„ALday of _P%vtz4_. .2-010, and acknowledge the due exe ution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission expires 0 - / /-VV o l 0
X. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in Contact Information, item 2) W# 01s�ln
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of the
applicable stormwater
rles under 15A NCAC 2H .1000, SL 2006-246 (Ph. II - Post Construction) or SL 2008-211.
Signature:%�" Date: 3 0
i rr
1, Kt -I -101A �'1 .5� a Notary Public for the State of County of
U� do hereby certify that personally appeared
before me this day of 1� ' i t 2CA L-_, and acknowledge the due execution of the application for
�1► aU�1J11JI� `�> .
a stormwater permit. Witness my hand and official seal, Al
N VQ
C
•'' FEB f
SEAL
2012
0
My commission expf e��„� yC1 �r�0 i7,
Form SWU-101 Version 07July2009 Page 6 of

C a4 C
CIVIL DESIGN CONCEPTS, PA
Transmittal Letter
U N 1 5 2010i
WATER CUALITY SECTION
AE` I�cV1LLC= REGIONAL OF-lUE
Date: May 5, 2010
Project Name: Hendersonville Distribution Facility at Blue'Rock'Coinmerce Center
CDC Project: 10971
To: Mr. Brian Lowther
NC DENR — Division of Water Quality
Wetlands and Stormwater Branch
Stormwater Permitting Unit
1617 Mail Service Center
Raleigh, NC 27699-1617
cc
Via Mail Overnight Hand Delivered
MAY 1 0 2010 -7v
PENR .
h�n��-w
Pick up @ CDC Office
------ Copies Date Description
--------------------------------- --------------------------------
2 5-5-10 Stormwater Permit Package (Revised)
---------------------------------------------------------------------------------------------------------------------------------------
REMARKS:
Brian,
Please find revised plans and supplement form for revised Bioretention Cell #l. The cell has been
revised to provide the minimum 27 separation from the SHWT. Please let me know if you have
any questions or need any additional information in order to approve this project.
Thanks,
File�Jlan Water Sewer EC/Stor NCDOT USACE FEMA CA PAY Accord
S:IACAD1104711Docs5G R-EC-S DsB15May ] 0-trans.doc
Mailing Address: P.O. Box 5432, Asheville, NC 28813
200 Swannanoa River Rd Asheville, NC 28805 1210 S. Main Street, Waynesville,NC 28786
Phone [phone] Fax [phone] Phone: [phone] Pax: 828-456-5455

EP' ' ^l lry ..
.. iVPti
REPORT OF GEOTECHNICAL EXPLORATION
Flowers Bakery Distribution Facility
Flat Rock, North Carolina
Prepared For:
BUTLER DEVELOPMENT GROUP
' Atlanta, Georgia
1
February 12, 2010

JJN 1 5 A)iu
1
REPORT OF GEOTECHNICAL EXPLORATION
Flowers Bakery Distribution Facility
Flat Rock, North Carolina
Prepared For:
BUTLER DEVELOPMENT GROUP
Prepared By:
MACTEC ENGINEERING AND CONSULTING, INC.
1308 Patton Avenue
Asheville, North Carolina 28806
MACTEC Project 6685091850
February 12, 2010

MACTEC
engineering and constructing a better tomorrow
February 12, 2010
' Mr. Matthew Wilson
Butler Development Group
2727 Paces Ferry Road, Suite 1-255
' Atlanta, Georgia 30339
Subject: Report of Geotechnical Exploration
Flowers Bakery Distribution Facility
Flat Rock, North Carolina
MACTEC Project No. 6685-09-1850.01
Dear Mr. Wilson:
MACTEC Engineering and Consulting, Inc. (North Carolina Engineering License No. F-0653) is pleased to
provide this Report of Geotechnical Exploration for the proposed Flowers Bakery Distribution Facility in
Flat Rock, North Carolina. Our services were provided in general accordance with our Proposal
' PROP09ASHE-112 authorized by you on December 3, 2009.
The purpose of this exploration was to determine general subsurface conditions within the area of the
proposed construction and evaluate these conditions relative to site earthwork and pavement construction
and design and construction of the foundations for the proposed building. This report presents a review of
information provided -to- us, a discussion of the site and subsurface conditions encountered, and our
' geotechnical recommendations. Site and boring location plans and the results of the field testing are
included with the report.
1 We thank you for the opportunity to provide our professional geotechnical services during this phase of your
project and would be pleased to discuss our recommendations with you. We would also welcome the
opportunity to provide the necessary quality assurance monitoring and testing services during construction
of this project.
Sincerely,
MACTEC ENGINEERING AND CONSULTING, INC.
Timothy P. Quigley, P.
Project Engineer
Registered, North Carolina 034969
ITPQ/SEB:tp
'I�VIJ'0
9 /
p
• SEAL -9r
41
�= r
Step n E. Blevins P.
Se for Principal �
Registered, North Carolina ffP,O'NCl`+ E.
cc. Mr. Jesse Gardner, P.E.(j;�ardnerncivildesignconcepts.com)
Mr. Ted Harris, P.E. Freeland Harris Consulting Engineers (tharris cufhce.com)
1 MACTEC Engineering and Consulting, Inc.
1308 Patton Avenue 0 Asheville, NC 28806 • Phone: [phone] • Fax: [phone]
www.mactec.com

TABLE OF CONTENTS
1.0
SITE AND PROJECT DESCRIPTION.................................................................................. 1
2.0
SITE GEOLOGY...................................................................................................................... l
3.0
FIELD EXPLORATION..........................................................................................................2
4.0
LABORATORY TESTING..................................................................................................... 2
5.0
SUBSURFACE CONDITIONS............................................................................................... 3
5.1 Groundwater Conditions...................................................................................... 3
5.2 Seismic Site Classification....................................................................................4
6.0
BUILDING DESIGN AND CONSTRUCTION RECOMMENDATIONS ......................... 4
6.1 Building Foundations............................................................................................ 4
6.2 Grade Slab ......................................................................................................... 6
6.3 Loading -Dock Walls............................................................................................. 7
7.0 EARTHWORK AND PAVEMENT CONSTRUCTION RECOMMENDATIONS........... 8
7.1 Site Preparation..........................................................................................8
7.2 Compacted Structural Fill..........................................................................9
7.3 Pavement Recommendations.....................................................................10
8.0 QUALIFICATION OF REPORT........................................................................................... l 1
ATTACHMENTS
Figure 1 -- Site Location Plan
Figure 2 — Boring Location Plan
Key To Symbols and Descriptions
Soil Test Boring Records (6)
Atterberg Limits Test Results (2)

Flowers Bakery Distribution Center, Flat Rock, NC — Report of Geotechnical Exploration February 12, 2010
MACTCC Project 11'o. 6685091850,01
1.0 SITE AND PROJECT DESCRIPTION
The project site is located to the southwest of the intersection of McMurray Road and Windy Hill
Lane and east of Interstate 26 in Fiat Rock, North Carolina (Figure 1). The site is currently -,grass
covered and was previously an apple orchard. The ground surface in the area of the proposed
building and parkin-, areas gently slopes to the south and ranges in elevation from about 2172 in
the northern portion to 2163 along the southern portion of the proposed construction.
Project information was provided through telephone conversations between MACTEC
representatives, Mr. Jesse Gardner of Civil Design Concepts, PA (CDC) and you. Additionally
electronic copies of the proposed site plan were provided. We understand that a distribution
facility consisting of a single story building with a footprint of up to 15,000 square feet is proposed
for construction at the site at finish floor elevation (FFE) 2173.5 feet. In order to achieve this FFE
up to 3 feet of fill; contained by loading dock walls along three sides of the building, will be
required to achieve subgrade elevation. The building will have both 39-inch and 50-inch high
loading docks. Maximum column and wall loads are expected to be 50 kips and 2 kips per linear
foot, respectively. We understand that one fully loaded tractor trailer with total axle loads of
50.000 pounds will access the distribution facility each day along with 10 to 12 local bread
delivery trucks, 23 feel. in length with two single axles.
2.0 SITE GEOLOGY
The project site is located in the Chauga Belt underlain by gneiss bedrock. The bedrock in this
region is a complex crystalline formation that has been faulted and contorted by past tectonic
movements. The rock has weathered to residual soils, which form the mantle for the hillsides and
hilltops. The typical residual soil profile in areas not disturbed by erosion or human activities
consists of silty or clayey soils near the surface where weathering is more advanced, underlain by
sandy silt and silty sand.

Flowers Bakery Distrihution Facility, Flat Rock, NC — Report of Geolechnical Exploration Fehrrraiy 12, 2010
MAC7E'C Project No. 6685091850
1
3.0 FIELD EXPLORATION
1
Six soil test borings were drilled at the approximate locations shown on the attached Boring
' Location Plan (Figure 2) to depths of between 10 and 50 feet below the existing ground surface.
Borings B-1 through B-3 were drilled within the proposed footprint of the building and borings B-
' 5, B-7 and B-8 were drilled in proposed parking and drive areas. Two additional soil test borings,
B-4 and B-6, were proposed at locations shown on Figure 2 but were unable to be performed at the
time of driiiing due to ponded water and very soft surface soils in the area of these planned test
borings. Additionally boring B-2 was terminated at 50 feet, prior to encountering auger refusal or
' 100 feet as proposed, due to excessive amounts of sand filling the hollow stem auger. The boring
locations were located at the site by referencing the building corners that had been staked by others
' (CDC Surveyors).
The borings were drilled by mechanicaliy twisting hollow -stem augers into the soil. Soil sampling
and penetration testing were performed in general accordance with ASTM D 1586. At assigned
intervals, soil samples were obtained with a standard 1.4-inch I.D., 2-inch O.D. split -spoon
sampler. The sampler was first seated 6 inches to penetrate any loose cuttings, and then driven an
additional 12 inches with blows of a 140-pound hammer falling 30 inches. The number of hammer
blows required to drive the sampler the final 12 inches was recorded and is designated the "N-
Value" or "Penetration resistance". The N-Value, when properly evaluated, is an index to the
soil's strength and foundation supporting capability.
Representative portions of split spoon samples were sealed in glass jars and returned to our
laboratory where they were -visually classified by a geotechnical engineer. The boreholes were
sounded for the presence and depth of groundwater as noted on the test boring records and then
backfilled with auger cuttings
4.0 LABORATORY TESTING
Laboratory testing (Atterberg Limits — ASTM D 4318) was performed on two soil samples collected
during split -spoon sampling to quantify the plasticity of the surface soil for pavement subgrade
evaluation. The results of the iaboratory tests are shown below:
2

Flowers Bakery Distrihution Facith , Flat Rock, A'C— Report Qf Geotechnical Exploration
AlACTEC Project No. 6685091850
Fehruaq 12, 2010
Table 1. Atterberg Limits Test Results
Sample
Liquid Limit
Plastic Limit
Plasticity
Boring No.
Soil Type
Depth, ft
(LL)
(PL)
Index (PI)
Sandy Fat
B-7
1 — 2.5
55
24
31
Clay
Sandy Elastic
B-8
1 — 2.5
y
- 76
41
34
Silt
5.0 SUBSURFACE CONDITIONS
The following descriptions provide a general summary of the subsurface conditions encountered.
The attached Test Boring Records represent our interpretation of the field drilling logs based on
engineering examination of the field samples. The lines designating the interfaces between various
strata represent approximate boundaries and the transition between strata may be gradual. It should
be noted that subsurface conditions will vary between the boring locations.
The gTound surface at the boring locations was covered with grasslrootmat, approximately 3 inches
thick. Topsoil was encountered below the grass/rootmat in boring B-5 (approximately 6 inches).
Below this ground cover laver, fill or disturbed residual soil was encountered to a depth of between 3
and 5.5 feet in the six soil test borings. The fill or disturbed residual soil was sampled as firm
micaceous sandy elastic silt, sand, fat clay, and fat clay with sand. Undisturbed residual soil was
encountered below the fill or disturbed residual soil. The residual soil was generally sampled as very
loose and loose, micaceous, silt}, sand or clavey sand and very soft to stiff micaccous sandy silt and
sandy elastic silt. Each of the six borings performed were terminated in residual soil.
5.1 Groundwater Conditions
The borehoies were sounded for the presence groundwater. Where encountered, the depth to
groundwater was recorded and is shown on the attached Test Boring Records. Groundwater was
encountered at the time of drilling or after a period of at least 24 hours in five of the six soil test
3

tFlowers Baken, Distribution FacilitK Flat Rock, NC- Deport of Geolechnical Exploration I ehruary 12. 010
AIACTEC Project No. 6685091850
borings at depths below ground surface ranging from 6.5 to 10.8 feet (elevations ranging between
' approximately 2161 and 2162 feet). At this depth below the 6gound surface, groundwater is not
expected to be encountered during site grading or excavation to the proposed foundation elevations.
1 5.2 Seismic Site Classification
Based on the subsurface conditions encountered by the soil test borings, visual classification,
experience based assumptions for the deeper soils between 50 and 100 feet, (unable to be explored at
' this time), and the average N-value method described in section 16 of the 2009 North 'Carolina
Building Code, the seismic site classification for the proposed building area is Site Class "E".
It is likely that a more accurate method for determining the seismic site classification, employing
direct measurement of the average shear -wave velocity (instead of N-value correlation) within the
upper 100 feet of the subsurface profile would result in a Seismic Site Class "D" for the site. The
' cost of MACTEC performing a survey to determine the shear wave velocity profile at the site and the
corresponding site class would be $2500.
6.0 BUILDING DESIGN AND CONSTRUCTION RECOMMENDATIONS
6.1 Building Foundations
The proposed Flowers Bakery Distribution Facility may be supported on a shallow foundation system
consisting of spread and strip footings. Based on the site topography, we have assumed that fills up
to approximately 3 feet will be needed to establish the slab subgrade elevation. Preparation of areas
to receive structural fill and the piacementicompaction of the structural fill should be performed as
recommended in Section 7 of this report.
1 We recommend that the shallow. strip and spread footings be designed for a maximum allowable
bearing pressure of 2000 psf. This recommended allowable bearing pressure is based on correlations
' between standard penetration test resistances and laboratory strength tests for similar soils and
observed performance of foundations supported by soils similar to those at this site.
4

Flowers Bakeq Distribution Facility, Flat Rock, NC — Report of Geotechnical Exploration Febrarari, 12, 2010
AV CTEC Project No. 6685091850
The minimum column and continuous wall footing widths should be 24 inches. The minimum widths
are considered advisable to provide a margin of safety against a local or punching shear failure of the
bearing soils. Exterior footings should bear at least 24 inches below final exterior grade to provide
frost protection and protective embedment. interior footings should bear at least 18 inches -below the
surface of the grade slab.
Total settlement within the building area due to the area load of the fill required to achieve the floor
slab subgrade elevation of up to approximately one inch is expected. Much of this settlement is
expected to occur during construction as the fill and building loads are applied. Differential
settlements will depend on differential foundation loading and subsurface conditions and are
anticipated to be less than '/ inch. We recommend that masonry walls be provided with periodically
spaced movement joints to accommodate differential settlements, particularly those settlements that
may occur across transitions from fill -supported footings to footings bearing on residual soil.
Exposure to the environment will weaken the plastic soils present at the footing bearing level if the
foundation excavations remain open for a prolonged period of time. Therefore, foundation concrete
should be placed as soon as possible after the excavations are dug, preferably on the same day
excavated. If the bearing soils are softened by surface water intrusion or exposure, the softened soils
must be removed from the foundation excavation bottom immediately prior to placement of concrete.
Care should be exercised during winter months to prevent freezing of foundation bearing soils by
backfilling adjacent to the foundations promptly after placement of concrete. Foundation concrete
'should not be placed on frozen or saturated soil. If foundation excavations must remain open
overnight when rainfall is imminent, we recommend that a 2- to 3-inch thick "mud -mat" of "lean"
(2000 psi) concrete be placed on the excavated surface to protect the bearing surface from exposure
until the foundation can be constructed.
An engineering technician working under the supervision of the geotechnical engineer should
observe the foundation excavations immediately prior to concrete placement and document that the
soil foundation bearing conditions are as indicated by this exploration. The engineering technician
should perform hand -auger borings with dynamic cone penetrometer testing within the foundation
excavations as part of this documentation. The foundation bearing areas should be level or suitably
benched and be free of loose soil, ponded water, and debris prior to the observation and testing.
5

' Flowers Bake Distribution Facility, Flat Rock, NC— Report o Geotechnical Exploration Februan, 12, 2010
r5 P .f P
MACTEC Project No. 6685091850
Significant differences between the actual bearing conditions and those indicated by this exploration
' should be brought to the attention of the owner's representative along with appropriate
recommendations for correction of the observed differences (such as excavation and replacement of
unsuitable bearing material, lowering the foundation bearing elevation, or increasing the foundation
bearing area).
6.2 Grade Slab
A modulus of subgrade reaction of 50 pounds per cubic inch (pci) may be used for design of the
grade slab supported on compacted fill constructed from excavation of the surface silty clay/clayey
silt soils present within the upper 3 to 5.5 feet of the soil profile in cut areas at this site. A higher
modulus of subgTade reaction of 100 to 150 pci could be used for design of the floor slab if imported
silty sand soil or aggregate were used as structural fill within the top 2 feet of the slab subgrade. The
grade slab should be jointed around columns and along footing -supported walls so that the slab and
foundations can settle differentially without damage. Joints containing smooth dowels or keys may
' be used in the slab to permit rotational movement between parts of the slab without sharp vertical
displacements or cracking.
' We recommend placement of a G to 6 inches thick layer of aggregate base course (ABC) , on the
prepared subgrade to protect the soil subgrade during slab construction and to provide a level bearing
surface and additional subgrade support for the slab.
We recommend that the engineering technician observe the proposed slab subgrade prior to slab
construction or immediately prior to placement of the gravel layer and document the conditions
' observed. The slab subgrade should be free of loose soil, ponded water, and debris prior to the
observation. Any significant differences from the specified subgradc condition should be brought to
' the attention of the owner's representative along with appropriate recommendations for correction of
the observed discrepancies.
' Exposure to the environment and construction traffic may disturb the subgrade soils at the slab
bearing level. If the subgrade soils are softened by water intrusion, exposure or construction traffic;
' the softened soils must be removed or scarified, allowed to dry, and recompacted prior to placement
of the crushed stone leveling course or construction of the grade slab.
6

Flowers Bakery Distribution Facility, Flat Rock, NC — Report of Geolechnical Exploration
AIACTEC Project No. 6685091850
February 12, 2010
6.3 Loading -Dock Walls
The loading -dock walls must be capable of resisting the lateral earth pressures that will be imposed
on them by the structural fill supporting the floor slab. The onsite sandy elastic silt and sandy fat clay
are marginally suitable for use as compacted fill to support the floor slab (see discussion of earthwork
construction in section 7). Granular fill such as 957 stone placed within a wedge behind the wall
defined by a 45 degree angle from the wall foundation could be used to expedite construction of the
wall backfill (as during periods of wet weather) and to reduce lateral loading on these walls. Based
on previously developed correlations for the onsite near -surface soils, imported silty sands and
uncompacted washed stone drainage aggregate, the following soil properties and earth pressure
coefficients for a horizontal backfill condition are recommended:
Table 2. Recommended Soil Properties and Lateral Earth Pressure Coefficients
Recommended Soil Properties and Lateral Earth Pressure Coefficients
Effective Stress Properties
Lateral Earth Pressure
Coefficients(")
Materials,,..
Total Unit
Cohesion
Internal Angle
Description
Weight (pcf)
(Psi
of Friction
Ko
Ka
Kp
(degrees)
On -site Silty
Clay/Clayey
125
500
0
1.00
1.00
1.0
Silt
Imported
120
0
28
0.53
0.36
2.8
Silty Sand
Clean washed
100
0
40
0.36
0.22
4.6
stone (#57)
Note: Ko = At -Rest earth pressure coefficient
Ka = Active earth pressure coefficient
Kp = Passive earth pressure coefficient (divide by SF=2, use with active opposite case)
(a� for horizontal backfill
A coefficient of 0.30 could be reasonably assumed for evaluating ultimate frictional resistance to
sliding at the soil to foundation contact.
Walls which will be prevented from rotating such as below grade walls braced against the upper floor
level should be designed to resist the "at -rest" lateral earth pressure. Walls such as exterior retaining
7

' Flowers Bakery Distribution Facility, Flat Rock, NC — Report of Geotechnica! Fxploralion February 12, 2010
AIACTEC Project No. 6685091850
walls which are permitted to rotate at the top may be designed to resist "active" lateral earth pressure.
Typically, a top rotation of about 1 inch per 10 feet height of wall is sufficient to develop active
pressure conditions in soils similar to those encountered at the site. Less deflection would be
' required to develop active conditions in the crushed stone backfill.
' The total unit weight of the backfill soil should be used with the above earth pressure coefficients to
calculate lateral earth pressures and a drainage system should be provided to prevent hydrostatic
' pressures from building up behind the wall. Lateral pressure arising from surcharge loading,
earthquake loading, and ground water, should be added to the above soil earth pressures to determine
' the total lateral pressures which the walls must resist.
I
In addition, transient loads imposed on the walls by construction equipment during backfilling should
be taken into consideration during design and construction. Excessively heavy grading equipment
(that could impose temporary excessive pressures or long term excessive residual pressures against
the constructed walls) should not be allowed within about 5 feet (horizontally) of the walls.
7.0 EARTHWORK AND PAVEMENT CONSTRUCTION RECOMMENDATIONS
7.1 Site Preparation
At the start of construction, topsoil, vegetation, debris, and surface soils containing organic material
should be stripped from the construction area. The total grass/rootmat and topsoil thicknesses ranged
from 3 to 8 inches at the boring locations but could be greater in other areas of the site.
' During construction, positive surface drainage should be maintained to prevent the accumulation of
surface water, if the exposed subgrade becomes excessively wet, or if conditions are encountered
different from those described previously in this report, the geotechnical engineer should be
contacted.
After stripping of the site, we recommend that the construction area be proofrolled to detect
unsuitable soil support conditions. Proofrolling should be performed with a heavily loaded dump
truck or with similar approved construction equipment. The proofroller should make at least four
1
8

' Flowers Baken, Distrihulion facility, Mai Rock, NC — Report of Geolechnical Erploralion Fubruar>> 12, 010
"AIACTGC Projecl No. 6685091850
passes over each location, with the last two passes perpendicular to the first two. Any areas that
' wave, rut, or deflect excessively and continue to do so after several passes of the proofroller should
be excavated and replaced with suitable structural fill material (placed and compacted as
' recommended in this report). Proofrolling should be performed after a suitable period of dry weather
to avoid degrading an otherwise acceptable subgrade. The proofrolling should be monitored by an
engineering technician working under the supervision of the geotechnical engineer.
7.2 Compacted Structural Fill
Fill used for raising the site grade or as backfilI should be uniformly compacted in 8 to 10-inch lifts to
1 at least 95 percent of the standard Proctor maximum dry density (ASTM D 698). In addition, at least
the upper 18 inches of subgrade fill beneath pavements and floor slabs should be compacted to 100
' percent of the same specification.
In general, soils containing more than 5 percent (by weight) fibrous organic materials or having a
Plasticity Index (PI) greater than 30 (less than 15 is preferable) should not be used for fill.
Laboratory testing on soil samples collected within the surficial 3 to 5.5 foot thick layer of plastic soil
present at the site indicated Pi's of 31 and 34. These upper plastic soils are marginally suitable for
use in compacted fill due to their sensitivity to compaction moisture content and difficulty in drying
these soils to optimum compaction moisture contents should they become too wet for compaction.
Lime stabilization of the plastic soil used as fill material may be required if the earthwork
construction schedule becomes critical during wet periods. Alternatively, imported material that is
less plastic and moisture sensitive could be used for the compacted structural fill at the site.
Before filling operations begin, representative samples of each proposed fill material should be
collected and tested to determine the compaction and classification characteristics. The maximum
dry density and optimum moisture content should be determined. Once compaction begins, a
sufficient number of density tests should be performed by an experienced engineering technician
working under the direct supervision of the geotechnical engineer to measure the degree of
compaction being obtained.
The surface of compacted subgrade soils can deteriorate and lose its support capabilities when
exposed to environmental changes and construction activity. Deterioration can occur in the form of
freezing, formation of erosion gullies, extreme drying, exposure for a long period of time or rutting
by construction traffic. We recommend that the surfaces of floor slab and pavement subgrades that
9

Flowers Raken, Distribution Facility, Flat Kock, NC — Report of Geotechnical Exploration FehruarY 12. 2010
AfACTEC Project No. 6685091850
have deteriorated or softened be proofrolled, scarified and recompacted (and additional fill placed, if
necessary) immediately prior to construction of the floor slab or pavement. Additionally, excavations
through the subgrade soils (such as utility trenches) should be properly backfilled in compacted lifts.
Recompaction of subgrade surfaces and compaction of backfill should be checked with a sufficient
number of density tests to determine if adequate compaction is being achieved.
Once compaction begins, a sufficient number of density tests should be performed by the engineering
technician to measure the degree of compaction being obtained. Typically, one test for each 2,500
square feet and each l-foot vertical accumulation of fill with a minimum of three tests per 1-foot lift
accumulation is recommended. Areas that do not meet the compaction specifications should be
recompacted to achieve compliance.
7.3 Pavement Recommendations
The pavement subgrade surface should be proofrolled and structural fill should be placed and
compacted as described in previous sections of this report. The plastic subgrade soils indicated to be
present within areas to be paved are moisture sensitive and have a moderate potential for volume
rying or wetting. Careful scheduling of subgrade preparation and pavement change during d
construction to avoid periods of dry weather will be required.
Based on the provided site grading plan we understand that the pavement will be constructed on both
cut and fill subgrades of up to approximately 2 feet. We understand that the Flowers Bakery
Distribution Facility typically receive deliveries once a day from an 18-wheel tractor trailer with
maximum total axle loads of 50,000 lbs. Additionally 10 to 12 local delivery trucks having two
S1111"1e axles will be accessing the site daily.
For the near -surface plastic soil encountered in our soil test borings, a CBR value of 2 was assigned
based on our experience with similar soils and published values. Based on the amount of truck and
automobile traffic expected for the drive/parking/loading areas and AASHTO pavement design
guidelines we recommend the follow pavement sections:
ID]

Floirers Bakery Distrihulion Facility, Flat Rock, NC — Rehorl of Geotechnical Exploration
A-1ACTEC Project No. 6685091850
Fehruan, 12, 2010
Table 3. Recommended Minimum Flexible (Asphalt) Pavement Thicknesses
Standard Duty Pavement �'�
Heavv Duty Pavement (2)
Asphalt Surface Course
3 inches
3 inches
Aggregate Base Course
8 inches
10 inches
"} Pavement areas in which only passenger car and local delivery trucks will be traveling.
(2) Pavement areas in which passenger cars, 18-wheel tractor trailers and local delivery trucks will be traveling.
Table 4. Recommended Minimum Rigid (Concrete) Pavement Thicknesses
Standard Duty Pavement t'}
Heavy Duty Pavement (2)
Concrete Slab Thickness
5 inches
6 inches
Pavement areas in which only passenger car and local delivery trucks will be traveling.
(Z� Pavement areas in which passenger cars. i 8-wheel tractor trailers and local delivery trucks will be traveling.
Asphalt and concrete pavements and bases should be constructed in accordance with the guidelines of
the latest applicable North Carolina Department of Transportation standard specifications. Materials,
weather limitations; placement and compaction are specified under appropriate sections of this
publication.
8.0 QUALIFICATION OF REPORT
' The recommendations provided in this report are based in part on project information provided to us
and they only apply to the specific project and site discussed in this report. If the project information
section in this report contains incorrect information or if additional information is available, you
should convey the correct or additional information to us and retain us to review our
recommendations. We can then modify our recommendations, as necessary, for the proposed project.
' Regardless of the thoroughness of a geotechnical exploration, there is always a possibility that
conditions between borings will be different from those at specific locations and that conditions will
' not be as anticipated by the designers or contractors. In addition, the construction process may itself
alter subsurface conditions. Therefore, experienced geotechnical personnel should observe and
document the construction procedures used and the conditions encountered. Unanticipated
11
1

Flowers Bakery Distribution facility Flat Rock, NC — Report of Georechnical Exploration February 12, 010
MACTEC Project No. 6685091850
conditions and inadequate procedures should be reported to the design team along with timely
recommendations for addressing the unanticipated conditions or inadequate procedures. We
recommend that MACTEC be retained to provide this service based upon our familiarity with the
project, the subsurface conditions, and the intent of the recommendations and design.
We recommend that this complete report be provided to the various design team members,
contractors, and the project owner. Potential contractors should be informed of this report in the
"Instructions to Bidders" section of the bid documents.
The assessment of site environmental conditions for the presence of pollutants in the soil, rock, or
ground water of the site is beyond the scope of this exploration. Additionally, evaluation of the
potential for seismic induced liquefaction and settlement were bevond the scope of services for this
geotechnical exploration.
12

1
HENDERSONVILLE, N.C. QUADRANGLE
35082-C4-TF-024 ' N.C.
DMA 4554 IV SW - SERIES V842
PRINTED 1965 QUADRANGLE LOCATION
PHOTOREVISED 1990
NOTE: SITE LOCATION IS APPROXIMATE.
CONTOUR INTERVAL 20 FEET
GRAPHIC SCALE FEET MACTEC
$ ENGINEERING AND CONSULTING, INC.
1,000 500 0 1,000 2,000 ASHEVILLE, NORTH CAROLINA
SITE LOCATION PLAN
FLOWERS BAKERY DISTRIBUTION FACILITY
FLAT ROCK, NORTH CAROLINA
DRAWN: P�X DATE: FEB 2010
DFT CHECK: SCALE: 1" = 1,000'
ENG CHECK: JOB: 6685-09-1850
APPROVAL: 'S� FIG: 1

w
-
----------
W,
x-
T 211713-S'
2168
167,
--:E 02166N
N 88'05'23' W 30. 0' `813-06'23-W 483.00,
MACTEC
ENGINEERING AND CONSULTING, INC.
DRAWN:
DATE FEB 2010
DFT CHECK:
SCALE: 1 50'
ENG CHECK:
JOB: 6685091850
LAPPROVAL:,j -�F
I G: 2
REFERENCE: SITE PLAN BY CIVIL DESIGN CONCEPTS, PA DATED DECEMBER 21, 2009.
.. .. .. .. ..

MAJOR DIVISIONS
GROUP
-TYPICAL NAMES
SYMBOL
BVI B'.
G W
Well graded gravels, gravel - sand -
CLEAN
mixtures, little or no tines.
GRAVELS
GRAVELS
{Little or no tines)
r Q°
G I
Poorly Graded gravels or grave! -sand
(!Vlore than 50-0 of
mixtures. little or no fines.
coarse friction is
LARGER ihan(lie
GRAVELS
°
GM
Silty gravels: gravel -sand -silt mixtures.
COARSE
.
No4 sieve size)
WITH FINES
GRAINED
(Appreciable
GC
Clayey gravels, grovel - sand - clay
SOILS
amount of rtnes)
mixtures.
(More Ihtm 50"J of
is
S
Well graded sands, well graded sands with
'
In111Critd
LARGER than No.
CLEAN
YY
r
grovel.
200 sieve size)
SANDS
(mme than 50"'. of
SANDS
(Little or nn fines)
SP
Poorly graded sands, poorly graded sands
'
cnnrse fraclion is
with gravel.
SMALLER than
the No. 4 Sieve
SANDS
SM
Silly sands.
Size)
WITH FINES
(Appreciable
amount of, fines)
SC
_
Claye) sands.
tv1L
lnargalic sills, sandy or clayey silts with
1.11,ptasticily. .
511.,TS AND CLAYS
CL
Innrganic days of low plasticity.
FINE
(Liquid limit LESS than 50)
GRAINED
—
OL
Organic silts and organic silty clays of low
SOILS
—
plasticity.
(More Than 50% of
m3terinl is
Mil
Inorganic silts, elastic sills.
SMALLER than
No. 200 sieve size)
SI LTS AND CLAYS
(Liquid fimil GREATER than 50)
CI I
Inorganic clays of high plasticity, fat clays
OH
clays ofhigh plasticity, organic
sills.
silts.
CORED ROCK
RK
Rock
BOUNDARY CLASSIFICATIONS: Soils possessing characteristics of two groups are designated by
combinations of group
symbols.
SI LT OR CLAY
SAND �
GRAVEL
Cobbles
Boulder
Fine
Medium
Coarse
Fine_
Coarse
No.200 No.40 ' No.10 NoA - 3/4" 3" 12"
U.S. STANDARD SIEVE SIZE
Reference: "Classification of Soils for Engineering Purposes" (Unified Soii Classification System)
ASTM D 2487, and/or "Description and Identification of Soils" (Visual -Manual Procedure),
ASTM D 2498.
Undisturbed Sample
Split Spool) Sample
Rock Core
Dilatoineler
Packer
Water Table at time of drifli
Caved Depth
Auger C►tltings
Bulk Sample
Crandall Sampler
Pressure Meter
No Recovery
Water Table arter 24 Itours
Correlation of Penetration Resistance
with Relative Density and Consislency
SAND & GRAVEL
SILT & CLAY
No. of Blows
Relative Density
No. ol' 131ows
Consistenc'
0 -
—Very Loose
0 - 1
Very Soft
5 - 10
Loose
2-4
Soft
11 - 20
Firm
5 - 8
Firm
21 - 30
Very Firm
9 - 15
Stif?
31 -50
Dense
16 - 30
Very Stiff
Over 50
Very Dense
Over 31
1lard
1-EY TO SYMBOLS AND
DESCRIPTIONS
MACTEC
Engineering and. Consulting, Inc.

Depth SOIL CLASSIFICATION AND REMARKS
01) SEE KEY SHEET FOR EXPLANATION OF
0 SYMBOLS AND ABBREVATIONS USED
0.25
GrasslRootmat
3
8
12
17
A
R DRILLER: Techdrill
EQUIPMENT: CME 45 - Auto Hammer
METHOD: 2 114" Hollow Stem Auger
u HOLE DIA.: 6"
L REMARKS; Ground water ecounlered at 11.4 feet at time of boring
and at 10.8 feet after 24 hours
C7
O
THIS RECORD IS A REASONABLE INTERPRETATION OF
SUBSURFACE CONDITIONS AT THE EXPLORATION LOCATION.
SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND AT OTHER
> TIMES MAY DIFFER, INTERFACES BETWEEN STRATA ARE
i APPROXIMATE, TRANSITIONS BETWEEN STRATA MAY BE
GRADUAL.
Elevation STANDARD PENETRATION TEST
00 BLOWSIFT N; ;'61
0 10 20 30 41) 50 60 711 80 90100 l '. ,
FILL/DISTURBED RESIDUUM: Firm, reddish -brown,
micaceous, sandy elastic SILT, trace clay and fine roots,
moist
(N=6)
RESIDUUM: Loose, reddish -brown, tan, micaceous,
silty, fine to medium, SAND, trace fine roots, moist
2-3-4
2167
40
(N=7)
1-2-3
(N=5 )
Soft, reddish -brown, tan, micaceous, sandy SILT trace
clay, moist to wet
WOH-I-k
2162
(N=2)
Firm, reddish -brown, black, micaceous, sandy SILT,
trace fine gravel, moist to wet
1-2-3
2157
(N=5)
Loose, white, gray, brown, micaceous, silty, line to
course, SAND, wet
2152
2-2.3
(N=5)
Boring terminated at 20 feet.
0
14
TEST BORING RECORD
Boring: B-1
Date Drilled: January 27, 2010
Project: Flowers Bakery Distribution Facility
Project No.: 6685091850
Prepared By: —f-P� Checked By:Page 1 Of 1
VMACTEC Engineering & Consulting, Inc.

Depth SOIL CLASSIFICATION AND REMARKS
(rt) SEE KEY SHEET FOIL EXPLANATION OF
0 SYMBOLS AND ABBREVATIONS USED
0.25
Grass/Rootmat
3
5.5
12
17
27
a
ii DRILLER: Techdrill
6 FQUI]'MI-NT: CME 45 - Auto Hammer
- METHOD: 2 114" Hollow Stem Auger
HOLE D1A.:. 6"
REMARKS: Ground water ecountered at 10.5 feet at time of boring
c�
0
THIS RECORD IS A REASONABLE INTERPRETATION OF
w SUBSURFACE CONDITIONS Al THE EXPLORATION LOCATION.
_ SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND AT OTHER
j TIMES MAY DIFFER. INTERFACES BETWI:I:N STRATA ARE
w APPROXIMATE. TRANSITIONS BETWEEN STRATA MAY BE
GRADUAL,
Flevatiou • STANDARD PENETRATION TEST
(n) BLOWS/FT ";s 6"'
ll 10 20 30 411 5o 60 70 941 94100 2nd 6"
FILLIDISTURBED RESIDUUM: Firm, reddish -brown,
micaceous, FAT CLAY WITH SAND, moist
2-3-4
(N=7)
Firm, brown, tan, micaceous, sandy elastic SILT, trace
quartz and Fine gravel, moist
2107
2-3-5
RESIDUUM: Soft, yellowish -brown, pinkish -brown,
micaceous, sandy SILT, little clay, trace Fine
gravel/quartz, moist to wet
1 2
(1-1-2
2162
1-4-�
(N=3)
Loose, brown, gray, pinkish -brown, micaceous, silty,
fine to coarse, SAND, moist to wet
4.
2157
1-3-3
(N=6)
Loose, tan, gray, brown, micaceous, silty, Fine to coarse,
SAND, moist
2152
2-2-4
(N=6)
2147
3-4-5
(N=9)
Firm, gray, white, brown, micaceous, silty, Fine to
coarse, SAND, moist
2142
R-9-R
(N=17)
2137
3-5-7
(N=12}
G-R-11
(N=19)
•��°p ", � ��' xTEST��BQRING_RECORII,-_: ��
Boring: B-2
Date Drilled: January 28, 2010
Project: Flowers Bakery Distribution Facility
Project No.: 6695091850
Prepared By: fP(� Checked By: 5e!—)g Page
0VIACTEC Enbineerino S Consulfina, Inc.
I Of 2

SOIL CLASSIFICATION AND REMARKS Elevation
Depth (ft)
(ft) SEE KEY SHEET FOR EXPLANATION OF
CVAAVn7 C Ar.rTl AE20DUAlA mr'cKly iivl .. n
• STANDARD PENETRATION TEST
BLOWS/FT "W ""'
tsr 6"1 Q 2()111 dtt [0 Gn 711 Sn Unr nn 2.,, 6" _.
47
50
0
a DRILLER: Techdrill
L' EQUIPMENT: CME 45 - Auto Hammer
O
,_ METHOD: 2 V4" Hollow Slem Auger
v HOLE DIA.: 6"
REMARKS: Ground water ecountered at 10.5 fuel at time of boring
a
0
THIS RECORD IS A REASONABLE INTERPRETATION OF
w SUBSURFACE CONDITIONS AT THE EXPLORATION LOCATION.
SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND AT OTHER
TIMES MAY DIFFER INTERFACES BETWEEN STRATA ARE
ua APPROXIMATE. TRANSITIONS BETWEEN STRATA MAY BE
GRADUAL.
Firm, gray, white, brown, micaceous, silty, fine to
coarse, SAND, moist (continued)
2127
2122
3-7-9
(N=16)
5.13-15
(N=28 )
No soil sample recovery - Heaving in auger
Boring terminated at 50 feet.
Boring: B-2
(late Drilled: January 28, 2010
Project: Flowers Bakery Distribution Facility
Project No.: 6685091850
Prepared By: '7'�Oa Checked By: �j� Page 2 Of 2
XgACTEC Engineering & Consulting, Inc.

Depth SOIL CLASSIFICATION AND REMARKS
[ft) SEE KEY SHEET FOR EXPLANATION OF
0 SYMBOLS A D ABBREVATION USED
0.25
Grass/Rootmat
3
5.5
8
17
20
a
DRILLER: Techdrill
o EQUIPMENT: CME 45 - Auto Hammer
MET14OD: 2 114" Hollow Stem Auger
u I IOLE DIA.: 6"
s REMARKS: Ground water ecountered at 1 1 2 feet at lime of boring
- and at 9.3 feet after 24 hours
c�
0
THIS RECORD IS A REASONABLE INTERPRETATION OF
w SUBSURFACE CONDITIONS AT THE EXPLORATION LOCATION.
SUBSURFACE CONDITIONS AT OTHER LOCA'1'[ONS AND ATOTHER
> TIMES MAY DIFFER. INTERFACES BETWEEN STRATA ARE
APPROXIMATE. TRANSITIONS BETWEEN STRATA MAY BE
GRADUAL.
Elevation • STANDARD PENETRATION TEST
00 BLOWS/FT "-C°"°I
Is,
6"
n 0 l0 20 31) d0 50 rOtt au4n1nn s,�d6"
FILL/DISTURBED RESIDUUM: Firm, reddish -brown,
micaceous, sandy elastic SILT, moist
1-2-4
(N=6)
RESIDUUM: Firm, clayey SAND with fine gravel
(quartz), moist
2166
2-5-7
(N=12)
Firm, micaceous, sandy SILT, some clay, moist
3-2-3
(N=5)
Soft, brown, purplish -brown, black, micaceous, sandy
SILT, moist to wet
2161
I l 2
1
_L[J(N=3)
JIL
2156
1-1-2
(N-3)
Loose, gray, white, brown, micaceous, silty, fine to
coarse, SAND, wet
2151
1-3-4
(N=7)
Boring terminated at 20 feet.
TEST 3BORING' RECORD
»,
Boring: B-3
Date Drilled: .lanuaD, 27, 2010
Project: Flowers Bakery Distribution Facility
Project No.: 6685091850
Prepared By: 7AR Checked By: Page 1 Of 1
VMACTEC Engineering & Consulting, Inc.11

Depth SOIL CLASSIFICATION AND REMARKS
{�> SEE KEY SHEET FOR EXPLANATION OF
SYMBOLS AND ABBREV TIONS USED
0.67
0-2" GrasslRootmai, 2-8" Topsoil
3
5.5
8
10
0
a^. DRILLER: Techdrill
0
EQUIPMENT: CME 45 -Auto Hammer
METHOD: 2 1/4" Hollow Stem Auger
HOLE DIA.: 6"
x REMARKS: Caved and dry at 6.5 feet at time of boring
s
r
a
0
a
a
o THIS RECORD IS A REASONABLE INTERPRETATION OF
W SUBSURFACE CONDITIONS AT THE EXPLORATION LOCATION.
SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND AT OTHER
5 TIMES MAY DIFFER INTERFACES BETWEEN STRATA ARE
Y APPROXIMATE. TRANSITIONS BETWEEN STRATA MAY BE
4 GRADUAL.
Elevation • STANDARD PENETRATION TEST
cft) BLOWS/FT r 6lit Rt
li 10 211 AD do Mi rn 7n Rn4ntnn 2"d6., —+
2167
2162
40
2-2A .
(N=6)
2-4-6
(N=10)
2-3-5
(N6B)
1-1-3
(N=4)
FILL/DISTURBED RESIDUUM: Firm, brown,
micaceous, sandy elastic SILT, trace clay and fine roots,
moist
RESIDUUM: Stiff, brown, yellowish -brown, micaceous,
sandy SILT, trace fine gravel, moist
Firm, brown, purplish -brown, micaceous, sandy SILT,
moist
+
Soft, tan, purplish -brown, micaceous, sandy elastic
SILT, trace clay, moist to wet
Boring terminated at 10 feet.
;yc,_. ,�.: aarua Yviwu.�..�".•t:1J1\'.il ar -n -esef
Boring: B-5
Date Drilled: January 28, 2010
Project: Flowers Bakery Distribution Facility
Project No.: 6685091850
Prepared By: 'rp,t� Checked By: 15",--7' Page 1 Of 1
,fMACTEC Engineering & Consulting, Inc.

Depth SOIL CLASSIFICATION AND REMARKS
(ft) SEE KEY SHEET FOR EXPLANATION OF
0 SYMBOLS AND ABBREVATIONS USED
0.25
Grass/Rootmat
3
5.5
10
Eievatiun 0 STANDARDY1'
D PENETRATION TEST
�ft) BLOW1 N]H 61
0 10 20 30 40 AMG(i -7n No Unron 2nd 6" c-d
FILL/DISTURBED RESIDUUM: Firm reddish -brown,
micaceous, sandy FAT CLAY, moist Z' f#
CC c 4S pc-Z4� r-.x 3/
2163
2158
•
12-3
(N=5)
3-4-6
(N= I D)
2-3-4
(N=7)
7-3-3
(N=6)
RESIDUUM: Stiff, tan, reddish -brown, micaceous,
sandy elastic SILT, moist
•
Loose, firm, tan, reddish -brown, gray, micaceous,
clayey, firm to medium SAND, moist
X,1
Boring terminated at 10 feet.
a DRILLER: Techdrill
a EQUIPMENT:
CME 45 - Auto Hammer
r' �` " 1i
7 TEST B©RnvGxEcoRn
METHOD:
2 114" Holiow Stem Auger
t h
,
c� HOLE DIA.:
6"
REMARKS:
Ground water not encountered at time of boring.
Boring;
B-7
vF
Borehole caved at 6.8 feet after boring and ground water
Date Drilled'
January 27, 2010
encountered 6.5 feet after 24 hours
°
Project:
flowers Bakery Distribution Facility
THIS RECORD 15 A REASONABLE INTERPRETATION OF
Project No.:
6685091850
SUBSURFACE CONDITIONS AT THE EXPLORATION LOCATION,
Prepared By:
�� Checked By: SG; Page
SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND AT OTHER
j T1MES MAY
DIFFER. INTERFACES BETWEEN STRATA ARE
APPROXIMw
TRANSITIONS BETWEEN STRATA MAYBE
MACTEC Engineering & Consulting, Inc.
GRADUAL.
I Of 1

Depth SOIL CLASSIFICATION AND REMARKS
1ft> SEE KEY SHEET FOR EXPLANATION OF
0 SYMBOL ND ABBREVATIONS USED
0.25
3
5.5
B
15
Flevation • STANDARD PENETRATION TEST
(�`) BLOWSIFT r+Ist11 6
lae "
n 10 20 10 do 511 611 'n Rn ont nn 2nd 6"
FILL/DISTURBED RESIDUUM: Firm, reddish -brown,
micaceous, sandy elastic SILT, moist (M iq�
LL=7Co� P4=4/��Z=.3�r
•I
x
26
RESIDUUM: Firm brown, black, micaceous, sandy
SILT, moist
2167
•
(N-6)
Very loose, brown, white, micaceous, firm to coarse,
silty SAND; little clay, trace fine gravel, moist
2-2-2
(N=4)
Very loose, micaceous, fine to coarse, clavey SAND,
with fine quartz fragments
2162
1-1-t
(N=2)
1
.
r1
2157
1-1-3
(N=4)
Boring terminated at 15 feet
r
0
a DRILLER: . Techdrill
EQUIPMENT: CME 45 - Auto Hammer
0
METHOD: 2 114" Hollow Stem Auger
HOLE DIA.: 6"
REMARKS: Ground water ecountered at 11.5 feet at time of boring
and at 10.5 feet after 24 hours
THIS RECORD IS A REASONABLE INTERPRETATION OF
m SUBSURFACE CONDITIONS AT THE EXPLORATION LOCATION.
SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND AT OTHER
S TIMES MAY DIFFER. INTERFACES BETWEEN STRATA ARE
LU
APPROXIMATE. TRANSITIONS BETWEEN STRATA MAY BE
GRADUAL.
Boring: B-8
Date Drilled: January 27, 2010
Project: Flowers Bakery Distribution Facility
Project No.: 6685091850
Prepared By: .rpa Checked By: Page 1 Of 1
IFMACTEC Engineering & Consulting, Inc.

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OMACTEC
MACTEC ENGINEERING AND CONSULTING, INC.
1308 Patton Avenue - Asheville, North Carolina 28806
[phone] phone — [phone] fax
Project Name: Flowers Bakery Distribution Facility Soil Description: Red brown micaceous
Project Number: 6685-09-1850.01 sandy CLAY -
Test Date: 02/04/10 USCS: CH (AASHTO: A-7-6)
Atterberg Limits ASTM D 4318
(Three Paints)
Sample Number: 147 (1.0-2.5)
Depth (ft): 1.0 to 2.5 ft. bgs
Blows
% Moisture
17
58.9
25
55.4
34
52.1
uid Limit Plastic Limit Plasticitv Index
Liquid Limit (ASTM D 4318)
Three Points
60
59 y =-9.7121n(x) + 86.475
58
57
m
56
o
2 55
e
54
53
52
51
10 Blows 100
Prepared by/Date: 0k (, 7 Z�IZ�ZQ 1 Q
Checked by/Date: 6� D

1
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AYMACTEC
MACTEC ENGINEERING AND CONSULTING, INC.
1308 Patton Avenue - Asheville, North Carolina 28806
[phone] phone — [phone] fax
Project Name: Flowers Bakery Distribution Facility Soil Description: Red brown micaceous
Project Number: 6685-09-1850.01 sandy clayey SILT
Test Date: 02/04/10 USCS: MH (AASHTO: A-7-5)
Atterberg Limits ASTM D 4318
(Three Points)
Sample Number: B8 (1.0-2.5)
Depth (ft): 1.0 to 2.5 ft. bgs
uid Limit
Slows
% Moisture
19
80.1
25
74.5
35
71.5
Plastic Limit Plasticitv Index
Liquid Limit (ASTM D 4318)
Three Points
80 ! I y =-13.92in(x) + 120.45
79
78
77
-' 76
f 75
e 74
73
72 —
71
70
10 Blows 100
Prepared by/Date:
Checked by/Date: '::%41,3 ahZ�/ Q

r ,r y
L1 L ' JU�V + J CiJi�
r' DESIGN CALCULATIONS
' & SUPPORTING INFORMATION
II HENDERSONVILLE DISTRIBUTION
� FACILITY AT BLUE ROCK COMMERCE
� CENTER
I
1
a
PREPARED FOR:
BUTLER DEVELOPMENT GROUP, LLC
2727 PACES FERRY ROAD, SUITE 1-255
ATLANTA, GA 30339
PREPARED BY:
ca'c'4
CIVIL DESIGN CONCEPTS, PA
200 Swannanoa River Road 1210 S. Main Street
Asheville, NC 28805 Waynesville, NC 28786
Phone:[phone] Phone:[phone]
Fax.[phone] Fax:[phone]
www.civildesignconcepts.com
,,++++rrrirriri�
%
S AL
JOB No. 10971
March 15, 2010

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cc(c'�
CIVIL DESIGN CONCEPTS, PA
tProject Name: Hendersonville Distribution Facility at Blue Rock
CDC Project No. 10971
' Date: March 10, 2010
Project Narrative
General
1
JUN 1 0
xceiCenter,'i i-i c�UA FY :'E,-7i0N
The project consists of site work for a proposed distribution facility located off of McMurray
Road in the eastern portion of Henderson County, North Carolina. The proposed project is on a
1.58-acre property and is located in the township of Flat Rock. The parcel is currently
' unoccupied with an existing asphalt road connecting the project to McMurray Road. The site is
located in an industrial zoned area and currently the site is flat with the entire site being grass
covered including the surrounding properties.
' Erosion Control
Approximately 1.58 acres of the parcel will be disturbed. Permanent diversion ditches will be
placed on both sides of the project to convey the runoff flow to a proposed sediment basin with
baffles at the rear of the site. Silt fencing shall also be installed to prevent sedimentation from
leaving the site. The disturbance is limited to grading/excavation for the building pad, parking
areas and driving surface. Standard erosion control BMP's should sufficiently control any
sediment and prevent any sediment loss from the site.
' Storm Drainage/Down Stream Evaluation-Stormwater Impact
And Receiving Watercourse Information
' The project improvements consist of a new structure with additional parking and loading areas
providing for a total impervious percentage of 63.8% for the project site. The receiving
watercourse is Dunn Creek, which is a class C stream. The stonmwater conveyance is provided
' by grassed lined ditches that direct stormwater runoff to the rear of the site to the planned
bioretention cells. There are two (2) bioretention cells designed to capture and treat the 1"
storm event in accordance to the High Density requirements. Along with treatment, the runoff
' will experience a reduction in velocity before being directed off -site. The cells are designed in
accordance with regulations outlined in the NCDENR BMP Manual and the Bioretention Cell
Supplement Form is also enclosed. Supporting calculations, including HydroCAD, are also
included to confirm the figures in the supplemental forms. Please feel free to contact our office
with any questions or concerns as you review this project
S:IACAD\109711Docs1EC-SD110971-Proicet Nanadvc.doc
1
200 Swannanoa River Road, Asheville, NC 28805 Phone: [phone] Fax: [phone]
1 P.O. Box 5432 Asheville, NC 28813

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Permit Number:
(to be provided by DWQ)
��of war�9o�
Y
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
'
BIORETENTION CELL SUPPLEMENT
This form must be filled out, printed and submitted.
'
The Required Items Checklist (Part III) must be printed, fitted out and submitted along with all of the required information,
I. PROJECT INFORMATION
Project name
Hendersonville Distribution Facility at Blue Rock Commerce Center
'
Contact name
Jesse Gardner, P.E.
Phone number
828.252-5388
Date
Drainage area number
DA-1
II. DESIGN INFORMATION
Site Characteristics
'
Drainage area
30,089 ff2
Impervious area
21,898 ff2
Percent impervious
72.8% %
Design rainfall depth
1" inch
Peak Flow Calculations
Is preiposl control of the 1-yr, 24-hr peak flow required? Y (Y or N)
1-yr. 24-hr runoff depth
3.4 in
1-yr, 24-hr intensity
0.14 inlhr
Pre -development 1-yr, 24-hr peak flow
2.640 ft3isec
Post -development 1-yr, 24-hr peak flow
1.080 ff3lsec
'
Pre/Post 1-yr, 24-hr peak control
-1.5fi0 fl3lsec
Storage Volume: Non -SA Waters
Minimum volume required
1,769.0 f13
Volume provided
1,770.0 ft3 OK
Storage Volume: SA Waters
1.5 runoff volume
ft3
Pre -development 1-yr, 24-hr runoff
ft3
Post -development 1-yr, 24-hr runoff
ft3
Minimum volume required
0 ft3
Volume provided
ft3
'
Cell Dimensions
Ponding depth of water
12 inches OK
Ponding depth of water
1.00 ft
Surface area of the top of the bioretention cell
1,770.0 ff2 OK
'
Length:
ft
Width:
f1
1
or- Radius
Media and Soils Summary
ff
Drawdown time, ponded volume
6 hr OK
Drawdown time, to 24 inches below surface
18 hr OK
Drawdown time, total:
24 hr
In -situ soil.,
Soil permeability
2.00 inlhr OK
Planting media soil.
Soil permeability
2.00 in/hr OK
Soil composition
t
% Sand (by weight)
% Fines (by weight)
87% OK
8% OK
% Organic (by weight)
5% OK
Phosphorus Index (P-Index) of media
Form Bioretention-Rev.B
July 30. 0, 2009 2009
Total: 100%
10 (unitless) OK
Parts I and It. Design Summary, Page 1 of 2

Permit Number:
(to be provided by DWO)
1
1
0
1
fl
1
r
1
1
1
1
Basin Elevations
Temporary pool elevation
Type of bioretention cell (answer "Y' to only one of the two
following questions):
Is this a grassed cell?
is this a cell with trees/shrubs?
Planting elevation (top of the mulch or grass sod layer)
Depth of mulch
Bottom of the planting media soil
Planting media depth
Depth of washed sand below planting media soil
Are underdrains being installed?
How many clean out pipes are being installed?
What factor of safety is used for sizing the underdrains? (See
BMP Manual Section 12.3.6)
Additional 6stance between the bottom of the planting media and
the bottom of the cell to account for underdrains
Bottom of the cell required
SHWT elevation
Distance from bottom to SHWT
Internal Water Storage Zone (IWS)
Does the design include IWS
Elevation.of the top of the upturned elbow
Separation of IWS and Surface
Planting Plan
Number of tree species
Number of shrub species
Number of herbaceous groundcover species
Additional Information
Does volume in excess of the design volume bypass the
bioretention cell?
Does volume in excess of the design volume flow evenly distributed
through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30 feet from surface waters (50 feet if
SA waters)? .
Is the BMP located at least 100 feet from water supply wells?
Are the vegetated side slopes equal to or less than 3:1?
Is the BMP located in a proposed drainage easement with access
to a public Right of Way (ROW)?
Inlet velocity (from treatment system)
Is the area surrounding the cell likely to undergo development in
the future?
Are the slopes draining to the bioretention cell greater than 20%?
Is the drainage area permanently stabilized?
Pretreatment Used
(Indicate Type Used with an 'X' in the shaded cell)
Gravel and grass
(Sinches gravel followed by 3-5 It of grass)
Grassed swale
Forebay
Other
2167.00 fmsl
Y (Y or N) OK
N (Y or N)
2166 fmsl
0 inches Insufficient mulch depth, unless installing grassed cell.
2164 imsl
2 it
Oft
Y (Y or N)
2 OK
10 OK
1it
2163 fmsl
2161 fmsl
2 ft OK
N (Y or N)
fmsl
2166 ft
Y (Y or N) OK
Y (Y or N)
OK
It
N (Y or N)
Show how flow is evenly distributed.
Y (Y or N)
OK
Y (Y or N)
OK
Y (Y or N)
OK
Y (Y or N)
OK
f)sec
N (Y or N)
OK
N (Y or N)
OK
Y (Y or N)
OK
Form SW 401-Btoretention-Rev.t3 Parts I and II. Design Summary, Pa
July 30, 2009 9 rY e 2 of 2 9

Permit Number:
(to be provided by DWQ)
A
��04 war�go�
>
1
NCDENR
T
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part lit) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name
Hendersonville Distribution Facility at Blue Rock Commerce Center
Contact name
Jesse Gardner, P.E.
Phone number
828-252-5388
Date
'
Drainage area number
DA-2
II. DESIGN INFORMATION
Site Characteristics
'
Drainage area
40,266 ft2
Impervious area
24,465 ft2
Percent impervious
60.8% %
Design rainfall depth
1' inch
'
Peak Flow Calculations
Is pre/post control of the 1-yr, 24-hr peak flow required? Y (Y or N)
1-yr, 24-hr runoff depth
3.4 in
1-yr, 24-hr intensity
0.14 inthr
Pre -development 1-yr, 24-hr peak flow
2.940 ft/sec
Post -development 1-yr, 24-hr peak flow
1.320 ft/sec
Pre/Post 1-yr, 24-hr peak control
-1.620 fl /sec
Storage Volume: Non -SA Waters
Minimum volume required
1,997.0 ft'
Volume provided
2,000.0 ft' OK
Storage Volume: SA Waters
1.5' runoff volume
ft'
Pre -development 1-yr, 24-hr runoff
ft'
Post -development 1-yr, 24-hr runoff
ft3
Minimum volume required
0 ft'
Volume provided
f13
Cell Dimensions
Ponding depth of water
12 inches OK
Ponding depth of water
1.00 ft
Surface area of the top of the bioretention cell
2,000.0 ft OK
t
Length:
ft
Width:
ft
or- Radius
Media and Soils Summary
ft
Drawdown time, ponded volume
6 hr OK
Drawdown time, to 24 inches below surface
Drawdown time, total:
18 hr OK
24 hr
In -situ soil:
Soil permeability
2.00 inlhr OK
Planting media soit:
Soil permeability
2.00 in/hr OK
Soil composition
t
% Sand (by weight)
% Fines (by weight)
87% OK
8% OK
% Organic (by weight)
5% OK
Total: 100%
Phosphorus Index (P-Index) of media
10 (unilless) OK
'
Form SW401-Sioretention-Rov.8
July 30, 2009
Parts I and II. Design Summary, Pa n
9 ry e 1 of 2 9

Permit Number:
(to be provided by DWO)
1
1
I,]
1
1
1
I
1
1
1
1
Basin Elevations
Temporary pool elevation
Type of bioretention cell (answer 'Y' to only one of the two
following questions):
Is this a grassed cell?
Is this a cell with trees/shrubs?
Planting elevation (top of the mulch or grass sod layer)
Depth of mulch
Bottom of the planting media soil
Planting media depth
Depth of washed sand below planting media soil
Are underdrains being installed?
How many clean out pipes are being installed?
What factor of safety is used for sizing the underdrains? (See
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and
the bottom of the cell to account for underdrains
Bottom of the cell required
SHWT elevation
Distance from bottom to SHWT
Internal Water Storage Zone (IWS)
Does the design include IWS
Elevation of the top of the uptumed elbow
Separation of IWS and Surface
Planting Plan
Number of tree species
Number of shrub species
Number of herbaceous groundcover species
Additional Information
Does volume in excess of the design volume bypass the
bioretention cell?
Does volume in excess of the design volume flow evenly distributed
through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30 feet from surface waters (50 feet if
SA waters)?
Is the BMP localed at least 100 feet from water supply wells?
Are the vegetated side slopes equal to or less than 3:1?
Is the BMP located in a proposed drainage easement with access
to a public Right of Way (ROW)?
Inlet velocity (from treatment system)
Is the area surrounding the cell likely to undergo development in
the future?
Are the slopes draining to the bioretention cell greater than 20%?
Is the drainage area permanently stabilized?
Pretreatment Used
(Indicate Type Used with an "X' in the shaded cell)
Gravel and grass
(flinches gravel followed by 3-5 ft of grass)
Grassed swale
Forebay
Other
2167.00fmsl — zIGG a C7
Y (Y or N) OK
N (Y or N)
2166fmsl — -7
0 inches Insufficient mulch depth, unless installing grassed cell.
2164 fmsl
2 ft
n H
Y (YorN)
2 OK
10 OK
1 ft
2163 fmsl
2161 fmsl
2 ft OK
N (Y or N)
fmsl
2166 ft
Y (Y or N) OK
Y (Y or N) OK
I
N
(Y or N)
Show how flow is evenly distributed.
Y
(Y or N)
OK
Y
(Y or N)
OK
Y
(Y or N)
OK
Y
(Y or N)
OK
ft/sec 4—,—
N
(Y or N)
OK
N
(Y or N)
OK
Y
(Y or N)
OK
0
Form SW401-Bioretention-Rev.8
July30. 2009 Parts t and II. Design Summary, Page 2 of 2

Permit No:
(to be assigned by D WO)
III. REQUIRED ITEMS CHECKLIST
1
1
1
1
I
1
0
I
1
j
1
1
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial beiow. If a
requirement has not been met, attach justification.
Paget Plan
In' ial Sheet No.
1. Plans (1" - 50' or larger) of the entire site showing:
Design at ultimate build -out, J
Off -site drainage (if applicable), ✓
Delineated drainage basin's/(include Rational C coefficient per basin),
Cell dimensions,
Pretreatment system,
High flow bypass system, ✓
Maintenance access, ✓
Recorded drainage easement and public right of way (ROW),
Clean out pipe locations,
Overflow device, and ✓
Boundaries of drainage easement.
AIN C7
2. Plan details (1' = 30' or larger) for the bioretention cell showing:
Cell dimensions
Pretreatment system,
High flow bypass system/
Maintenance access,
Recorded drainage easement and public right of way (ROW),
Design at ultimate build -out,
Off -site drainage (if applicable),
Clean out pipe locations,
Overflow device, and ✓
Boundaries of drainage easement.
Ll cI
Indicate the P-Index between 10 and 30
3. Section view of the bioretention cell (1" = 20' or larger) showing:
Side slopes, 3:1 or lower ,/
Underdrain system (if applicable), and ✓
Bioretention cell layers (ground level and slope, pre-treatment, pending depth, mulch depth, fill media
depth, washed sand, filter fabric (or choking stone if applicable), #57 stone, underdrains (if applicable),
rnigcTcc
SHWf level(s), and overflow struciurej
q A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. The
results of the soils report must be verified in the field by DWO, by completing & submitting the soils
investigation request form. County soil maps are not an acceptable source of soils information. All
elevations shall be in feet mean sea level (fmsl). Results of soils tests of both the planting soil and the in
situ soil must include:
Soil permeability,
Soil composition (% sand, % fines, % organic), and
index.
d
5. A detailed planting plan (1" = 20' or larger) prepared by a qualified individual showing:
�G r�ss¢ol}
A variety of suitable species,
Sizes, spacing and locations of plantings,
Total quantity of each type of plant specified,
A planting detail,
The source nursery for the plants, and
C 3
Fertilizer and watering requirements to establish vegetation.
6. An assurance that the installed system will meet design specifications upon initial operation once the
project is complete and the entire drainage area is stabilized.
C >
7. A construction sequence that shows how the bioretention cell will be protected from sediment until the
entire drainage area is stabilized. ou
famae
9. The supporting calculations (including underdrain calculations, if applicable).
A COAL r1�� 9. A copy of the signed and notarized inspection and maintenance (I&M) agreement.
A
10. A copy of the deed restriction.
Form SW401-8ioretention-Rev.7
Part III, Page 1 of 1

1
1
1
1
1
1
1
1
[J
ca*c*
CIVIL DESIGN CONCEPTS, PA
Bioretention Cell
Water Quality Volume (WQv)
Project Name: Hendersonville Distribution Facility
CDC Project Number: 10971
Bioretention Cell "1"
Drainage Area, acres = 0.69
Impervious Area, acres = 0.50
Rv = 0.05 + 0.9(1)
1 = percent impervious = 72.90%
Rv = run-off coefficent = 0.71
Rv = storm run-off inches / storm rainfall inches
Water Quality Volume for a: inch rainfall
Water Quality Volume = inches of rainfall x Rv x (1
Water Quality Volume = 1,769 cubic feet,/
Required Sire of Bioretention Area (Af)
Af= (WQv) x (df)/[(k) x (hf+ df) x (tol
WQv =
df = filter bed depth =
Af=
Area provided (see plans)
Volume Provided (Area/Ponding Depth)=
Depth of pool above filter bed:
ft/12 inches) x Drainage Area (so
1,769 cubic feet
1.00 feet
1,769 square feet
1,770 square feet
1,770 cubic feet
12 inches
For bioretention devices, this volume must be drawn down within 2 days
Infiltration rate (estimated) = 2.00 inches/hour
Average infiltration basin pool depth = ] 2.00 inches
Infiltration drawdown time = 6.00 hours
Underdrain Flow Calculations
Bioretention area designed so that full volume drains in 2 days (48 hours)
Total Volume (from above) = 1,770 cubic feet
Rate of Flow through Bioretention area = (Total Volume)/(48 hours x 3600 sec/hr) = Underdrain flow rate
Underdrain Flow Rate = 1 0.010 cubic feet per second
Design of Underdrains
Design Flow Rate (Q) _
Diameter of Single Pipe (D) _
Size provided
0.102 <= factor of safety of 10
0.60
4" Pipe

1
1
Cat'
CIVIL DESIGN CONCEPTS, PA
Bioretention Cell
Water Quality Volume (WQv)
Project Name: Hendersonville Distribution Facility
CDC Project Number: 10971
Bioretention Cell "2"
' Drainage Area, acres = 0.92
Impervious Area, acres = 0.56
Rv = 0.05 + 0.9(1)
1 = percent impervious = 60.87%
'Rv = run-off coefficent = 0.60
Rv = storm run-off inches / storm rainfall inches
Water Quality Volume for a:
inch rainfall
Water Quality Volume =
inches of rainfall x Rv x (1 R/12 inches) x Drainage Area (so
Water Quality Volume =
1,997 cubic feet
Required Size of Bioretention Area (Af)
(WQv) x (dt)/[(k) x (hf+
df) x (tf)]
'Af=
WQv =
1,997 cubic feet
df = filter bed depth =
1.00 feet
Af =
1,997 square feet
Area provided (see plans) 2,000 square feet
Volume Provided (Area/Ponding Depth)= 2,000 cubic feet
Depth of pool above filter bed: 12 inches
For bioretention devices, this volume must be drawn down within 2 days
Infiltration rate (estimated) = 2.00 inches/hour
Average infiltration basin pool depth = 12.00 inches
Infiltration drawdown tirne = 6.00 hours
Underdrain Flow Calculations
Bioretention area designed so that full volume drains in 2 days (48 hours)
Total Volume (from above) = 2,000 cubic feet
Rate of Flow through Bioretention area = (Total Volume)/(48 hours x 3600 sec/hr) = Underdrain flow rate
Underdrain Flow Rate = 0.012 cubic feet per second
Design of Underdrains
Design Flow Rate (Q) _
Diameter of Single Pipe (D) _
ISize provided
0.116 <= factor of safety of 10
0.63 �� g
4" Pipe

1S
Pre -Development
Pre -Development Total
2.50 cfs
i
S
Post Dev (Cell #1)
46P
Subcat Reach on Link
Cell #1
(3S
Post Dev (Cell #2)
45P
Cell #2
1.08 cfs 1.32 cfs
Post -Development Total
2.40 cfs

1
10971-BioRetention-Cells Type 1124-hr 1 yr Rainfall=3.40"
Prepared by Civil Design Concepts, PA Printed 3/16/2010
HydroCADO_8.50 s/n 004679 © 2007 HydroCAD Software Solutions LLC
Summary for Subcatchment 1 S: Pre -Development
Runoff = 2.50 cfs @ 11.97 hrs, Volume= 5,245 cf, Depth= 0.89"
' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs
Type II 24-hr 1 yr Rainfall=3.40"
Area (sf) CN Description
70,355 - 69 50-75% Grass cover, Fair, HSG B
70,355 Pervious Area
Tc Length Slope Velocity Capacity Description
' (min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 1 S: Pre -Development
Hydrograph
®Runoff
z.SD cis
Type II 24-hr 1 yr
Rainfall=3.40"
2 Runoff Area=70,355 sf
Runoff Volume=5,245 cf
Runoff Depth=0.89"
Tc=5.0 min
LL 1- CN'
I
%
Time (hours)
1
I
I

I
10971-BioRetention-Cells Type 1I24-hr 1 yr Painfall=3.40"
Prepared by Civil Design Concepts, PA Printed 3/16/2010
H droCAD® 8.50 s/n 004679 © 2007 H droCAD Software Solutions LLC
Summary for Pond 6P: Cell #1
Inflow Area = 30,089 sf, 72.78% Impervious, Inflow Depth = 2.18"
Inflow = 2.64 cfs @ 11.95 hrs, Volume= 5,460 cf
for 1 yr event
Outflow - 1.08 cfs @ 12.07 hrs, Volume= 3,885 cf, Atten= 59%, Lag= 6.8 min
Primary = 1.08 cfs @ 12.07 hrs, Volume= 3,885 cf
+�
Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs
Peak Elev= 2,166.41' @ 12.07 hrs Surf.Area= 2,439 sf Storage= 2,477 cf
Plug -Flow detention time= 177.4 min calculated for 3,885 cf (71 % of inflow)
Center -of -Mass det. time= 79.4 min ( 888.0 - 808.6 )
Volume Invert Avail.Storage Storage Description
_
#1 2,165.00' 4,141 cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation Surf -Area Perim. Inc.Store Cum.Store
Wet -Area
(feet) (sq-ft) feet)_ _ (cubic -feet) (cubic -feet)
(sq-ft)
2,165.00 1,235 219.0 0 0
1,235
2,166.00 1,942 247.0 1,575 1,575
2,299
2,167.00 3,246 263.0 2,566 4,141
2,997
Device Routing Invert Outlet Devices
#1 Device 2 2,166.00' Custom Weir/Orifice, C= 2.62
Head (feet) 0.00 0.50 0.50 1.00
1
Width (feet) 1.25 1.25 16.00 16.00
#2 Primary 2,162.00' 15.0" x 20.0' long Culvert CPP, square edge headwall, Ke= 0.500
Outlet Invert= 2,161.80' S= 0.0100 7' Cc=
0.900 n= 0.011
Primary OutFlow Max=1.05 cfs @ 12.07 hrs HW=2,166.40' (Free Discharge)
tCulvert (Passes 1.05 cfs of 11.49 cfs potential flow)
1=Custom Weir/Orifice (Weir Controls 1.05 cfs @ 2.08 fps)
[l
1
14

' 10971-BioRetention-Cells Type If 24-hr 1 yr Rainfaff=3.40"
Prepared by Civil Design Concepts, PA Printed 3/16/2010
HydroCAD® 8.50 s/n 004679 © 2007 HydroCAD Software Solutions LLC
Pond 6P: Cell #1
Hydrograph
1
I
2
N
U
O
U.
I
0 1 2 3 4 5 6 7 8 9 111 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36
Time (hours)
1
(l1
i Inflow
M Primary

10971-BioRetention-Cells Type I124-hr 50 yr Rainfall=7.59"
Prepared by Civil Design Concepts, PA Printed 3/16/2010
HydroCAD® 8.50 s/n 004679 OO 2007 HydroCAD Software Solutions LLC
Pond 6P: Cell #1
Hydrograph
1
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36
Time (hours)
1
I
1
1
1
■ Inflow
O Primary
i

1
I
rl�
rl
I
a
1
11

I
10971-BioRetention-Cells Type 1124-hr 1 yr Rainfall=3.40"
Prepared by Civil Design Concepts, PA Printed 3/16/2010
HydroCAD® 8.50 s/n 004679 c0 2007 HydroCAD Software Solutions LLC
rSummary for Pond 5P: Cell #2
Inflow Area = 40,266 sf, 60.76% Impervious, Inflow Depth = 1.77" for 1 yr event
Inflow 2.94 cfs @ 11.96 hrs, Volume= 5,955 cf
Outflow - 1.32 cfs @ 12.06 hrs, Volume= 4,447 cf, Atten= 55%, Lag= 6.4 min
Primary = 1.32 cfs @ 12.06 hrs, Volume= 4,447 cf
Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs
Peak Elev= 2,166.47' @ 12.06 hrs Surf.Area= 2,012 sf Storage= 2,394 cf
MPlug -Flow detention time= 163.5 min calculated for 4,447 ct (75% of inflow)
Center -of -Mass det. time= 67.5 min ( 893.5 - 826.0 )
Volume Invert Avail.Storage Storage Description
#1 2,165.00' 3,540 cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation
(feet)
Surf.Area
(sq-ft)
Perim.
(feet)
Inc.S#ore
(cubic -feet)
Cum.Store
(cubic -feet)
Wet.Area
_sq-ft)
2,165.00
1,274
137.0
0
0
1,274
2,166.00 1,755 171.0 1,508 1,508 2,121
2,167.00 2,321 190.0 2,031 3,540 2,696
1 Device Routing Invert Outlet Devices
#1 Device 2 2,166.00' Custom Weir/Orifice, C= 2.62
Head (feet) 0.00 0.50 0.50 1.00
' Width (feet) 1.25 1.25 16.00 16.00
#2 Primary 2,162.00' 15.0" x 25.0' long Culvert CPP, square edge headwall, Ke= 0.500
Outlet Invert= 2,161.75' S= 0.0100'/' Cc= 0.900 n= 0.011
Primary OutFlow Max=1.28 cfs @ 12.06 hrs HW=2,166.46' (Free Discharge)
L2=Culvert (Passes 1.28 cfs of 11.57 cfs potential flow)
L1=Custom Weir/Orifice (Weir Controls 1.28 cfs @ 2.22 fps)
1
I
0
I
1

10971-BioRetention-Cells Type // 24-hr 1 yr Rainfall=3.40"
Prepared by Civil Design Concepts, PA Printed 3/16/2010
HydroCAD® 8.50 s/n 004679 O 2007 HydroCAD Software Solutions LLC
Pond 5P: Cell #2
Hydrograph
i�
N
U
LL
I
1
d
I
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36
Time (hours)
■ Inflow
a Primary

1
10971-BioRetention-Cells Type // 24-hr 50 yr Rainfall=7.59"
Prepared by Civil Design Concepts, PA Printed 3/16/2010
H droCAD® 8.50 s/n 004679 © 2007 H droCAD Software Solutions LLC
Pond 5P: Cell #2
Hydrograph
J
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36
Time (hours)
I
0
0
I
■ Inflow
■ Primary
I

STORM DRAIN CALCS
HENDERSONVILLE DISTRIBUTION FACILITY AT BLUE ROCK COMMERCE CENTER
HENDERSON COUNTY
CDC Proj. 10971
STRUCTURE
'z x
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v ;^.
INVERT ELEVATION
'z z
•.�,. F.
U
(IN.)
vi ^
G
i
A"
"C"
T.
(CFS)
"Q"
UPper
[.osierJ5.2
"N"
(IN.)
{FT}
(F1")
(FFlSIiC}
FROM
TO
(ACRES)
(CFS)
Al A3 23
0.28
0.7 7.38
1.45
NA
1.45
2170.2y 2169.00.024
4.1
18 NA
NA
4.85
0.25
1.29
1.29
3.5
NA
A2 A3 16
0-7 7.38
NA
2170.2 2169.00.024
18 NA
5.33
NA
NA
2.74
1.7
7.6
4.3
A3 EXIST 61
0.7 7.38
NA
2169.0 2168.0
0.024
18 2173.3
3.88
0.69
4.07
4.07
1,0
7.6
B1 OUTFALL 20
0.8 7.38
B1
2162.0 2161.8.
0.011
15 2167.5
5.5
6.27
0.92
5.43
5.43
1.0
9.3
5.5
B2 OUTFALL 20
0.8 7.38
B2
2162.0 2161.8
0.011
15 2167.5
6.75

IPrecipitation Frequency Data Server
Pale 1 oi'4
' POINT PRECIPITATION,.
FREQUENCY ESTIMATES
5 d
FROM NOAA ATLAS 14,,„.
North Carolina 35.284 N 82.419 W 2109 feet
from "Plerecipitatiou-Frequency Atlas ofthe Unircd States" NOAA Atlas 14, Volume 2, version ?
G,KI Bmuun• U, Martin, R. Lin,'I', Par ybok, h1,Yckln, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland, 2004
Extracted: 'fhuMar 11 2010
iL c Qonfdence,Limits, _ � x,�Seaspnaiity r + ,L,� _Location Maps ,;� � Other Into .� ,_GIS; data ;� �Mapsa �pocsj C
Precipitation Freuuenev Estimates (inches)
0
I
Altl* 5 I11 15 3U Ci} 1211 30 �}5 Gfl
❑��� 3 In 6 11r 12 hrhr 24 fir g8hg��dFL'Ila ❑❑❑
(years) nun mm into rtan min nnn tlaa; rl }g }i d +} tl o
�I 0.39 0.G1 0.77 1.U5 1.3i 1.54 1.68 2.19 2. 99 3.40 4. 55 4.G0 5.37 G.14 8.27 IO.l2 12.83 15.33
0.55 �0EEEE0EE�00�K����0�
I( U.GI 0.98 1.24 I.SU 2.35 2.75 2.95 3.75 4.72 5.74 G.73 7.39 R.GI 9.67 12.49 14.84 18.23 2i.43
2S {L70 1.12 1.42 2.10 2.80 3.29 3.57 4.52 5.00 6.76 7.88 8.53 9.9G II.l1 14.05 I(iAG 19.84 23.2O
SU O.77 1,23 I.55 2.34 3.17 3.74 4.(}8 5.17 G.32 7,59 R,8() 9.42 Il,t}4 l2.25 15.24 l7.G5 21.0E 24.43
lUU (}.84 1.33 I.GR 2.SR 3.55 4.21 4.63 5.88 7.08 8.43 9.75 I{).31 12.13 ]3.40 l(i.34 1R.77 22.11 25.53
20U 0.91 1.43 l.Rl 2.82 3.95 4.72 5.24 G.G7 790 9.3E 10.72 ] 1.21 13.23 ]4.55 17.51 14.R2 23.06 2G.50
S00 f}.99 1.57 l .98 3. 14 4.51 5.44 (i. l2 7.83 9.07 I D.5 I 12.05 12.43 14.72 1 G.10 1$.94 21.12 24.17 27.G0
lUUU 1.OG I.GS 2.IU 3.4U 4.97 G.04 G,87 8.R3 I().04 11,4E 13.()9 13.37 15.88 17.29 19.98 22.D4 24,91 2R.32
These preeipitabon frequency estimates are based on a partial durallort series. ARI is the Average Recurrence Interval.
Please rotor to NOAA Atlas 14 Document for more information. NOTE, Formatting forces estimates near zero to appear as zero.
U.73
0.92 1.27 LGU
1.87
2.02 2.fr2
3.34
4.08
4.R4 5.47
fi.37 7.2G 9.73
II.RS 14.97
17.R5
U.88
I.11 1.57 2.02
2.3G
2.53 3.23
4.10
5.00
5.84 G.55
7.G1 8.G0 11.29
13.55 1G.RG
14.94
* Upper bound of the 90% confidence interval
Precipitation Frequency Estinates (inches)
11i1** i lfl [NFTO GU 12UM[�] 12 [EF48 4 7 lU 2U 30 45GU(years) min min min min min hr hr dtry dap day day day day der'
1�
U.43 O.GR
O.RS
1.17
1.4G
1.71
1.8(i
2.41
3,(}5
3.G4
4.35
4.90
5.73
G.52
R.72
I U.GS
13.45
16.06
D
IU
U.51 0.81 1.{)2 1.41 1.77 2.UG 2.24 2.R8 3.(iG 4.42 5.20 5.83 G.RI 7.72
U.GO U97 1.23 1.74 2.23 2.G0 2.81 3.55 4.49 5.42 G.33 G97 8.14 9.14
D.GR 1.09 1.37 1.99 2.59 3.O3 3.27 4.12 5.17 6.22 7.23 7.87 9.20 1U.27
10.27
12.48
14.27
lS.GI
17.31
15.70 IR.70
17.G8 20.R8
19.11 22.44
20.86 24,30
11.91
13.IR
14.82
2S
U.7R 1.24
1.57
2.32
3.09
3.G3
394
4.9G
G.12 7.32 8.4G 9.08 !i).G4 l L80
50
U.85 1.35 1.72 2.58 3.50
4.12
4.52
5.(i8
(i.92
8.21
9.45
lU.U3
11.7R
l3.O1
16.U9
18.58
22.i}9
25.G1
U[}
U.93
1.47
1.8G
2.85
3.93
4,G5
5.14
6.44
7.77
9.11
] i
11.0(I
12.94
14.23
17.3!
19.77
23.2E
2G.7
2Uf}
I.OU
1.59
2.01
3.13
4.39
5.23 5.84
7.37
8.70
10.07
11.55
11.96
14.14
15.49
IR.SU
2090
24.23
27.80
SOU
I,ll
1,75
2.20
3.51
5.03 G.07 G.85 8.70 ]l).05 11.4D 13.00 E3.30 15.77 17. 6G 20.0(i 22.30
5.58 G.75 7.72 9.87 ] 1.20 12.45 14,15 14,33 17.03 I R,4G 21.2! 23.30
25.43
2G.24
29.0(}
24.SU
l Uf}[}
I .l9
l .88
2.3G
3.R2
PThe upper bound of the confidence interval at 90%confidence level is the value which 5%of the simulated quantile values for a given frequency are greater than.
These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval.
lease reler to NOAA Atlas 14 Document for more information. NOTE. Formatting prevents estimates near zero to appear as zero.
* Lower bound of the 90% confidence interval l
Precipitation Frequency Estimates (inches) 1
ARI 5 111 IS 3U 6{} 12U 3 ]MM M24 4S 4 7 III 2U 30 45 GU
(}'cars) min min min min min min fir fir day der day day [lay da► clay
�l U.35 0.5G 0.69 U.95 1.19 l39 1.52 2.UU 2.55 3.15 3.79 4.32 5.U4 5.79 7.R(, 9.G1 12.23 14.65
0.41 O.GG U.83 I.IS 1.44 1.G9 1.83 2.39 3.0G 3.78 4.51 5.13 5.98 G.85 9.24 11.2G 14.28 17.05
i l U.49 U.79 1.00 L42 1.82 2.13 2.29 2,95 3.75 4.G3 5.44 G.14 7.14 8.11 10.71 12.88 l[i.UB 19.04
IU 0.55 U.R9 1.12 1,G2 2.11 2.47 2.(iG 3.41 4.30 5.31 G.26 693 8,07 9.10 I1.R5 14. 88 17.39 20.47
1S 0.(i3 I AU 1.27 1.R8 2.51 2,94 3. l8 4.07 S.U7 (,.23 7.31 7.97 4.31 10.43 13.31 15.59 I R95 22.15
5U 0.69 I.09 1.38 2.08 2.82 3.32 3.G2 4.G2 5.70 6,9G 8, 13 R.78 10.28 l 1.47 14.4f} 16.70 2U.04 23.3 ]
IOU 0.74 1.18 L49 2.28 3.14 3.71 4.08 5.2E G.34 7.70 8.97 9.58 1 ].25 12.50 15.45 17.73 21.03 24,33
tD!S#ate,Mao:,:
httpallidsc.nws.noaa.Gov/cgi-bin/lidsc/buildout.perl?type=pF&units=us&series=pdRstatename=N... 3/11/2010

8 i 3 6 7 P 0 2 8
r1010684
ris' deed,,gives,description-for,,f nai.t o iguration of:
d7390-14,96ac°&`4:64ac`"'N0T-4 64AC."LABELED
ARCEL''B^ON 'SL'D7390'&`SED7408`"
Lit the 4.64ac lying directly to the.south of the 14.96ac
Excise Tax S 4)-
Ftt,s;]7 IN HENDEfi,SWCOUNW FEnISM OF 09DS
aFF+ce..NEOAn.W.MO ES, ReMSIER.701v
nor i 11
TAX
BOOK: /X_Z -PAGE• a8 •�
. '. Ti-e, m ud ?age
Tax Lot No. , P=W Ideaditer No.
Vmified,by Cmmryon the _ day of 2C)
by
Matt after"ItcortiftS to Angela S. Sacbx,.1612Adwvflk,H*hvmy,ft4,Eknd==nUcNC28791
This instru zxmt waa yreparcd by Angels S.-Dedwr
BriefDesaip6on for.the indar . .19.6 acres - McMma Road
NORTH,CAROLINA DEED: OPRRECOMBINATION
THIS DEED made
McNutt Investments, LLC, a North Carolina
limited liability company
GRANTEE
McNutt hwast nertts. LLC, a North Carolina
limited liability company
Route 4, Box 64
Flat frock, NC -28731
Enter. in appropriate block for each party. name, address, and, If appropriate, character of entity, e.g.,
cot oretionorpertrtetsftip.
The designation Grantor and Grantee as used herein shall Include said parties, their heirs, suers, and
assigns, and shall htdude singular. pkv:&!, masculine, feminine or neuter as required by oontertt
WITNESSETH, that the Grantor, for a valuable consideration paid by the Grantee, the receipt of which is
hereby admowledged. has and by rose presents does gterrt, betgah sell and convey unto the Grantee In
fee.sbr#e tat certain lot or.parcel.of land situated in 19tue,Rbdge TowrrWp. Henderson County..North
Carolina and more partiadedy described as follows
See anacbed Fzhibit A inwrporalEd.bereip by=fwm=
TO HAVE AND TO HOLD the of m;aidiot or parcel of land and all privileges and appurtenances thereto
belonging to the,Granlee In.fae simple.

8 i 3 6 7 P 0 2 9
... - --��'i�tlebv,eP►oDesty.�l��xssu�je�x'to7a,e:%onoxringeiooe�ans:
�subjectta #ierrdersvn county Aa vmza>a�: .
Subject to ReStrICO rfs and EaWwr fs of Record
..Subject do rVns of. -my otieconi
IN WITNESS WHi;REOF,-#*Gmntx.tw-heremW,sethis,handand'seal, 70rffcorpora%,log eaumd
this hvmmeent to be signed in its cmpoi nww by Its duiy.aulhoraed ON=s and its seaf,to be
hereunto aflniad byauthorify of ifs Board opflinestar' the Qay and yew fhatabunwdRan.
McNutt hvestrnents, LLC,•a North Carolina
'f'
: .. - ;�""/ W"bo, (SEAL)
MWutt
State of North Carolina
County of Henderson
SEAL-UAMP
// � �r ! �
W I, LJ>< DOI - Xk FR a Notary Public of the county and
State -'aforesaid, certify that Read McNutt personally
appeared before me voluntarily this day and aclmowledged
F
that he.ie.Kanager of McNutt -Investments, LLC, and that,
G z
-being authorized to do so, executed the foregoing instrument
0
,on behalf<of.McNutt, investments, ..wx.
m
'Witness my hand and official stamp or seal, this day
O
..of July, 2008.
Z
My conanission expires. � .fir dQ /p
C?
Notary Public

-Exhibit A
Recombination
Beginning at spindle set,•said spindle being-looated an the centerline ofMcMun:ay
Road, SR 1790, said spindle also -being :lowed North 04° Q9';52".Wes13297.28led from a
KCGS monument entitled "UPWARD" having NAD 83 coordinates ofN:580609.476 and
E:983712.570 and-pnmeding thence from said:B.eginning point,�Nortli-96°.04':18West] 346.07
feet to an iron stake set and thence North 030.55' 42" East.615.92 feet tom irm stake set, and
thence South 940.30, 00" East 183.50 feet, and thence South 890-28'.02" East 374.95 feet, and
thence South 87°.191.57"..East'123.82 feet, and thence South 86' 59' 12" East 537.62 feet, and
thence South 81 *.57.05".-East-142.121 feet lo a sphulle set.inlhe centm:line of McMmmy Road
(SR17") and thence along and with the centef line ofMcMurmy:Road South 05° 13' 03 West
-484.32 feet and thence'South-05° 2V_07. West.l50.05_ d to the point.aud place ofBeginning,
consisting of +/-19.6 acres and being a recombination of those parcels identified as " 14.96 AC
McNutt Investments LLC';.and�"4.64'AC McNutt Investcaents UjC".as shown on those plats
recorded on Plat Slide 7390 and Plat Slide 7408 of the Henderson'County Registry.
Subject to rights.of way.and easemcd agreerncats.ofrecord.

s'
NC®ENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins Dee Freeman
Governor Director Secretary
March 30, 2010
Mr. Jesse Gardner, P.E.
Civil Designs Concepts, PA
P.O. Box 5432
Asheville, NC 28813
Subject: Request for Additional Information
Stormwater Project No. SW1100301
Hendersonville Distribution Facility at Blue Rock
Commerce Center
Herderson County
Dear Mr. Gardner:
The Division of Water Quality Central Office received a Stormwater Management Permit Application for
the subject project on March 19, 2010. A preliminary review of that information has determined that the
application is not complete. The following information is needed to continue the stormwater review:
1. Some of the items on the Required Item Checklist have not been included in the application
materials. Missing items are: Cell Dimensions, Recorded Drainage Easement and public right
of way (ROW), and Boundaries of drainage easement.
2. Please provide supporting calculations for the swales and any other entering points to the
bioretention cell in order to show the flow will not cause erosion. Inflow must enter a
bioretention cell via sheet flow at 3.0 ft/sec for grassed cells or alternative energy dissipating
devices must be used. If sheet flow is not attainable, as may be the case with this design, then
the inflow will enter from concentrated sources and need a rip rap lined entrance, a forebay, or
other energy -dissipating device.
3. The cell must be designed to include pretreatment. The supplement has "Gravel and grass"
marked. The pretreatment is not shown on the plan sheets. A grass and gravel combination,
consist of 8 inches of gravel followed by 3 to 5 feet of sod. Please show these details on the
plans or provide another type of pretreatment.
4. The Bioretentit- , Cell Supplements are missing necessary inputs: Length and Width —or-
Radius and Inlet Velocity.
5. There appears to by inconsistencies on the supplement forms and plan sheets. Please check all
elevations to make L:me they match. On the supplement form, the temporary pool elevation is
2167.00 fins] but on plan sheet C7 the elevation looks to be at 2166 fins].
6. The site plans show only one underdrain for each bioretention cell. In section 5.7 of the BMP
Manual, it states a minimum of two pipes should be installed to allow for redundancy. We
strongly recommend providing more than one underdrain for each cell.
Wetlands and Stormwater Branch
io17 Mai! Service Center, Raleigh, North Carol}na 27699-1617
Location: 512 N. Salisbury St. Raleigh, North Carolina 27604
Phone: [phone] FAX: [phone] Customer Service: 1.877.623-6748
Internet: www.nmaterqua54 org
An Eaual Opportunlry 1 Affirmative Action Employar
NorthCarolitla
Natumlly

Mr. Jesse Gardner
SW 1100301 - Ft. Bragg Green Fuel Facility
March 30, 2010
1;S
Please note that this request for additional information is in response to a preliminary review. The
requested information should be received by this Office prior to April 30, 2010, or the application will be
returned as incomplete. The return of a project will necessitate resubimittal of all required items, including
the application fee.
If you need additional time to submit the information, please mail or fax your request for a time extension
to the Division at the address and fax number at the bottom of this letter. The request must indicate the
date by which you expect to submit the required information. The Division is allowed 90 days from the
receipt of a completed application to issue the permit.
If you have any questions concerning this matter please feel free to call me at [phone].
Sincerely,
Brian Lowther
Envirorunental Engineer
cc: Asheville Regional Office
DWQ Central Files
Stornwater Permitting -Unit Files

cat'
CIVIL DESIGN CONCEPTS, PA
March 15, 2010
Mr. Bill Diuguid
NC DENR — Division of Water Quality
Wetlands and Stormwater Branch
Stormwater Permitting Unit
1617 Mail Service Center
Raleigh, NC 27699-1617
Re: Hendersonville Distribution Facility at Blue Rock Commerce Center
CDC Project No: 10971
Dear Mr. Diuguid,
We are seeking a Post -Construction Stormwater Permit for the above -referenced project, which is
located on Reed's Way just off of McMurray Road in eastern Henderson County. The project
proposes to develop a lot within a commercial subdivision for future use as a local distribution
facility for bread products. Therefore please find the following items enclosed for your review and
approval:
• Stormwater Management Pen -nit Application Form (1 original, 1 copy)
• Check for $505.00 (permit application processing fee)
• Bioretention Operation and Maintenance Agreement
• Design Calculations & Supporting Information(Project Narrative, Bioretention Cell
Supplement, HydroCad, USGS map, etc.)
• Two sets of plans, folded to 8.5" x 14"
• Report of Geotechnical Exploration (MacTec)
• A copy of the most current deed
If you should have any questions or need any additional information during your review, please do
not hesitate to contact our office with these requests.
S
er, P.E.
i Concepts, PA
S:IACAD1109711Dcks�GR-EC-SD�SIateSW Suhmittal\10971-BD2010-3-12.doe
'f
LD
C=
J i.
Mailing Address: P.O. Box 5432, Asheville, NC 28813
200 Swannanoa River Rd Asheville, NC 28805 1210 S. Main Street, Waynesville, NC 28786
DL...n.. 49R_'1 C'►_C'2Q4 L'...• Q14 _'1 C'1_CIFC DF..,, 494-AC1-AA %A V.. 474_ACA_CAC4

% v �� �►U �4 0_7� X/' -
*A,C $Z;f`l t_ )
Application Completeness Review
rt/ First Submittal ❑ Re -submittal Date Received: 3 ' ° Date Reviewed: By I?- -brL,(-6a4D
Development/ProjectName: St-u, o cre
Receiving stream name 94 ;,,.e.k �-f' buNN CzAok ? classification: G
Fall-yr-h BR04ke(
For post -construction requirements, a program will be deemed compliant for the areas where it is
implementing any of the following programs: WS-1, WS-11, WS-III, WS-IV, HQW, ORW, Neuse River Basin
NSW, Tar -Pamlico River Basin NSW, and the Randleman Lake Water Supply Watershed Nutrient
Management Strategy.
High Density Projects that require a 401/404 within an NSW require 85% TSS, 30% TN and 30% TP removal.
T&E Species (Goose Creek, Waxhaw Creek or Six Mile Creek Water Sheds)
Latitude and Longitude: 18 zG, n 2- - b'Z 39
Project Address: LD'T �t B/_GAe )eoc/- Cor►rn,,,irecr.. PA__-K
ti/,Y- - �
Jurisdiction Ao�_ n/ne.t s-e,j C2 , t�
-f—
Engineer name and firm: Sf ssF_ -, t., r_. C,;VP - POSrru couG+CP%-', P.R. jloop""Rotay
❑ Low Density (no curb and gutter) ❑Low Density with curb and gutter outlets L�`�gh;De:nsit❑Other
!J jk - A011�104 impacts to surface waters, wetlands, and buffers (add language to cover letter anr addinfo letter)
M-- BUA %
Check for $505.00 included
JOriginal signature (not photocopy) on application
G✓Legal signature (Corporation-VPlhigher, Partnership -General Partner/higher, LLC-member/manager, Agent).
Check spelling, capitalization, punctuation: http://www.secretary.state.nc.us/corporations/tliepage.aspx
If an agent signs the application, a signed letter of authorization from the applicant must be provided which
includes the name, title, mailing address and phone number of the person signing the letter.
1�JJj¢ ���' For subdivided projects, a signed and notarized deed restriction statement
/ " Sealed, signed & dated calculations
Correct supplement and O&M provided for each BMP on site (check all that were provided & number of each)
Bioretention
Dry Detention Basin
G Filter Strip
• Grass Swale
u Infiltration Basin
U Infiltration Trench
U Level Spreader
❑ Permeable Pavement
• Restored Riparian Buffer
❑ Rooftop Runoff Management
❑ Sand Filter
❑ Stormwater Wetland
❑ Wet Detention Basin
❑ Low Density
❑ Curb Outlet
❑ Off -Site
❑ NCDOT Linear Road
�a' Two sets of sealed, signed & dated layout & finish grading plans with appropriate details
d Narrative Description of stormwater management provided
id'- Soils report provided
Wetlands delineated or a note on the plans that none exist on site and/or adjacent property
�r Details for the roads, parking area, cul-de-sac radii, sidewalk widths, curb and gutter;
u,�imensions & slopes provided
V Drainage areas delineated U Pervious and impervious reported for each ❑ Areas of high density
L✓ spection and maintenance agreements provided
c� Application complete ❑ Application Incomplete Returned: (Date)
Comments ©Ky/r tw
pt 4.
February 9, 2009 Revision

SL 2006-246 Section 9 Post Construction Requirements for Non -Coastal Counties
Low -density projects
❑ No more than two dwelling units per acre or24% built upon area;
❑ Vegetated conveyances to the maximum extent practicable;
❑ Built -upon areas at least 30 feet landward of perennial and intermittent surface waters;
❑ Deed restrictions, protective covenants, and/or other restrictive languagelmeasures.
High density projects
❑ Control and treat runoff from the first one -inch of rain.
❑ Runoff volume drawdown time must be a minimum of 48 hours, but not more than 120 hours;
U Discharge the storage volume at a rate equal to or less than the predevelopment discharge rate for the
one-year, 24-hour storm.
❑ .Achieve 85% average annual removal of total suspended solids.
❑ For BMPs that require.a separation from the seasonal high-water table,(SHWT), the separation shall include
at least 12 inches of naturally occurring soil above the'SHWT.
❑ Stormwater management measures must comply with the General Engineering Design Criteria For All
Projects requirements listed in 15A NCAC 2H .1008(c); 1.
❑ All built -upon areas are at least 30 feet landward of perennial and intermittent surface waters;
❑ Deed restrictions, protective covenants, and/or other restrictive language/measures
❑ Provide a mechanism to require long-term operation and maintenance of Best Management Practices
Goose Creek, Six Mile Creek and Waxhaw Creek Watersheds
Buffer Requirements
o Undisturbed riparian buffers within 200 feet of water bodies within the 100-Year Floodplain and within 100 feet
of water bodies that are not within the 100-Year Floodplain. Exceptions to the undisturbed buffer
requirements are set forth in 15A NCAC 02B .0607
Stormwater Controls as required by 15A NCAC 02B .0602
© Control and treat the difference between the pre -development and post -development conditions for the one-
year, 24-hour storm with structural controls.
❑ Development and redevelopment shall implement stormwater management measures that promote infiltration
of flows and ground water recharge for the purpose of maintaining stream base flow.
❑ 85% average annual removal of total suspended solids.
❑ Draw down the treatment volume no faster than 48 hours, but no slower than 120 hours, for detention ponds.
❑ Discharge the storage volume at a rate equal or less than the pre -development discharge rate for the one-
year, 24-hour storm.
❑ Meet design or stormwater management measures set forth in 15A NCAC 2H .1008. "
High Density Projects that require a 401/404 within an NSW
❑ 85% TSS
❑ 30% TN
❑ 30% TP
February 9, 2009 Revision

ca'c��4
CIVIL DESIGN CONCEPTS, PA
April 13, 2010
Mr. Brian Lowther
NC DENR — Division of Water Quality
Wetlands and Stormwater Branch
Stonnwater Permitting Unit
1617 Mail Service Center
Raleigh, NC 27699-1617
Re: Hendersonville Distribution Facility at Blue Rock Commerce Center
Stormwater Project No.: SW1100301; CDC Project No: 10971
Dear Mr. Lowther,
We have received your comments dated March 30, 2010 for the above mentioned project. Attached to this letter are
two (2) copies of the revised plans, revised supplement fonns, and the additional supporting information that your
comment letter requested. We have addressed your comments as follows:
1. Cell dimensions have been added to the plans and the revised supplement forms. Additionally, a proposed
stormwater maintenance easement has been depicted on the plan sheet C3 along with the existing road right
of way.
2. Supporting calculations for the permanent ditches and the concrete flumes are attached. Due to the
constraints of the site, sheet flow is not attainable, however the attached calculations provide for an inlet
velocity of less than 3 ft/second for all ditches and flumes.
3. A grass and sod pretreatment area has been provided for at each inlet into the bio-retention cells. These
pretreatment areas are depicted on sheet C3 with a corresponding construction detail on sheet C7.
4. The cell dimensions have been provided on the supplement form, with a clarification that these dimensions
do vary with further direction to reference the plan for exact dimensions.
5. The supplement forms temporary pool elevations have been updated to 2166, in order to match the design
on the plans.
6. Two underdrains are now depicted for each bio-retention cell on sheet C3 in order to meet section 5.7 of
the BMP manual.
If you should have any questions or need any additional information during your review, please do not hesitate to
contact our office with these requests.
Sinc4rely,
Jess Gardner P.E.
Civ esign oncepts, PA
SAA A 09M ocs�GR-EC-SDkState SW Rcsubmittallbll3aprl0.doc
Mailing Address: P.O. Box 5432, Asheville, NC 28813
200 Swannanoa River Rd Asheville, NC 28805 1210 S. Main Street, Waynesville, NC 28786
Phone [phone] Fax [phone] Phone: [phone] Fax: [phone]

Permit Number:
(to be provided by D WQj
AOaOF W A T�9OG
y
r
RA -
NCDENit Y
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This fora must be filled out, printed and submitted.
The Required Items Checklist (Part Ill) must be printed, filled out and submitted along with all of the required information.
I. PROJECT, INFORMATION
Project name Hendersonville Distribution Facility at Blue Rock Commerce Center
Contact name Jesse Gardner, P.E.
Phone number 828-252-5388
Date
Drainage area number DA-1
II. DESIGN' INFORMATION
Site Characteristics
Drainage area 30,089 ft2
Impervious area 21.898 ft2
Percent impervious 72.8% %
Design rainfall depth 1' inch
Peak Flow Calculations
Is prelpost control of the 1-yr, 24-hr peak flow required?
Y (Y or N)
1-yr, 24-hr runoff depth
3.4 in
1-yr, 24-hr intensity
0.14 in/hr
Pre -development 1-yr, 24-hr peak flow
2.640 ft3/sec
Post -development 1-yr, 24-hr peak flow
1,080 ft3lsec
Pre/Post 1-yr. 24-hr peak control
-1.560 ft3lsec
Storage Volume: Non -SA Waters
Minimum volume required
1,769.0 ft3
Volume provided
1,770.0 ft3
OK
Storage Volume: SA Waters
1.5' runoff volume
ft3
Pre -development 1-yr, 24-hr runoff
ft3
Post -development 1-yr, 24-hr runoff
ft3
Minimum volume required
0 ft3
Volume provided
ft3
Cell Dimensions
Ponding depth of water
12 inches
OK
Ponding depth of water
1.00 ft
Surface area of the top of the bioretention cell
1,770.0 ft2
OK
Length:
41 It
OK
Width:
50 ft
OK
-0r- Radius
ft
Media and Soils Summary
Drawdown time, ponded volume
6 hr
OK
Drawdown time, to 24 inches below surface
18 hr
OK
Drawdown time, total:
24 hr
In -Situ soil:
Soil permeability
2.00 inthr
OK
Planting media soil:
Soil permeability
2.00 in/hr
OK
Soil composition
% Sand (by weight)
87%
OK
% Fines (by weight)
8%
OK
% Organic (by weight)
5%
OK
Total: 100%
Phosphorus Index (P-Index) of media
10 (unitless)
OK
Form SW401-Bioretention-Rev.8
1„w,'In Onnp
Parts I and II. Design Summary, Paqe 1 of 2

Permit Number:
(to be provided by OWO)
L
Basin Elevations
Temporary pool elevation
Type of bioretention cell (answer "Y" to only one of the two
following questions):
Is this a grassed cell?
Is this a cell with treesishrubs?
Planting elevation (top of the mulch or grass sod layer)
Depth of mulch
Bottom of the planting media soil
Planting media depth
Depth of washed sand below planting media soil
Are underdrains being installed?
How many clean out pipes are being installed?
What factor of safety is used for sizing the underdrains? (See
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and
the bottom of the cell to account for underdrains
Bottom of the cell required
SHWT elevation
Distance from bottom to SHWT
Internal Water Storage Zone (IWS)
Does the design include IWS
Elevation of the top of the upturned.elbow
Separation of IWS and Surface
Planting Plan
Number of tree species
Number of shrub species
Number of herbaceous groundcover species
Additional information
Does volume in excess of the design volume bypass the
bioretention cell?
Does volume in excess of the design volume flow evenly distributed
through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30 feet from surface waters (50 feet if
SA waters)?
Is the BMP localed at least 100 feet from water supply wells?
Are the vegetated side slopes equal to or less than 3:1?
Is the BMP located in a proposed drainage easement with access
to a public Right of Way (ROW)?
Inlet velocity (from treatment system)
Is the area surrounding the cell likely to undergo development in
the future?
Are the slopes draining to the bioretention cell greater than 20%?
Is the drainage area permanently stabilized?
Pretreatment Used
(Indicate Type Used with an "X" in the shaded cell)
Gravel and grass
(8 inches gravel followed by 3-5 ft of grass)
Grassed swate
Forebay
Other
2166,00 fmsl
Y (Y or N) OK
N (Y or N)
2166 fmsl
0 inches Insufficient mulch depth, unless installing grassed cell.
2164 fmsl
2ft
t) fi
Y (Y or N)
4 OK
10 OK
1 ft
2163 fmsl
2161 fmsl
2ft OK
N (Y or N)
fmsl
2166 ft
0
Y (Y or N) OK
Y (Y or N) OK
ft
N (Y or N) Show how flow is evenly distributed.
Y
(Y or N)
OK
Y
(Y or N)
OK
Y
(Y or N)
OK
Y
(Y or N)
OK
2,33/2,77 ft/sec
Insufficient inlet velocity unless energy dissipating devices are
being used. ( SEE FL ►W)
N
(Y or N)
OK
N (Y or N) OK
Y (Y or N) OK
X
Form SW401-Bioretention-Rev.e
July 30, 2009
Parts I and II. Design Summary, Page 2 of 2

. Permit Number;
11 (to be provided by DWQ)
m ok wa r�rq
h
NCDENR Y
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This fora must be filled out, printed and submitted.
The Required Items Checklist (Part tit) must be printed, filled out and submitted along with all of the required information.
I11P,ROJECTj INFORMATION
Project name Hendersonville Distribution Facility at Blue Rock Commerce Center
Contact name Jesse Gardner, P.E.
Phone number 828-252-5388
Date
Drainage area number DA-2
iIiDESIGNjI WRMATION_
Site Characteristics
Drainage area
40,266 ftz
Impervious area
24,465 ft2
Percent impervious
60.8% %
Design rainfall depth
1' inch
Peak Flow Calculations
Is prelpost control of the 1-yr, 24-hr peak flow required?
Y (Y or N)
1-yr, 24-hr runoff depth
3.4 in
1-yr, 24-hr intensity
0.14 in/hr
Pre -development 1-yr, 24-hr peak flow
2.940 ft3lsec
Post -development 1-yr, 24-hr peak flow
1.320 ft3/sec
Pre/Post 1-yr, 24-hr peak control
-1.620 ft3lsec
Storage Volume: Non -SA Waters
Minimum volume required
1,997.0 ft'
Volume provided
2,000.0 ft'
OK
Storage Volume: SA Waters
1.5' runoff volume
ft3
Pre -development 1-yr, 24-hr runoff
ft3
Post -development 1-yr, 24-hr runoff
ft3
Minimum volume required
0 ft3
Volume provided
ff3
Cell Dimensions
Ponding depth of water
12 inches
OK
Ponding depth of water
1.00 ft
Surface area of the top of the bioretention cell
2,000.0 ftz
OK
Length:
100 ft
OK
Width:
34 ft
OK
-or- Radius
ft
Media and Soils Summary
Drawdown time, ponded volume
6 fir
OK
Drawdown time, to 24 inches below surface
18 hr
OK
Drawdown time, total:
24 hr
In -situ soil:
Soil permeability
2.00 in/hr
OK
Planting media soil:
Soil permeability
2.00 inlhr
OK
Soil composition
% Sand (by weight)
87%
OK
% Fines (by weight)
8%
OK
% Organic (by weight)
5%
OK
Total: 100%
Phosphorus Index (P-Index) of media 10 (unitless) OK
Form SW 401-Bioretention-Rev.8
July 30, 2009
Parts i and II. Design Summary, Page 1 of 2

.. t
Permit Number:
{to be provided by DWO)
Basin Elevations
Temporary pool elevation
Type of bioretention cell (answer "Y' to only one of the two
following questions):
Is this a grassed cell?
Is this a cell with trees/shrubs?
Planting elevation (top of the mulch or grass sod layer)
Depth of mulch
Bottom of the planting media soil
Planting media depth
Depth of washed sand below planting media soil
Are underdrains being installed?
How many clean out pipes are being installed?
What factor of safety is used for sizing the underdrains? (See
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and
the bottom of the cell to account for underdrains
Bottom of the cell required
SHWT elevation
Distance from bottom 10 SHWT
Internal Water Storage Zone (IWS)
Does the design include IWS
Elevation of the top of the upturned elbow
Separation of IWS and Surface
Planting Plan
Number of tree species
Number of shrub species
Number of herbaceous groundcover species
Additional Information
Does volume in excess of the design volume bypass the
bioretention cell?
Does volume in excess of the design volume flow evenly distributed
through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30 feet from surface waters (50 feet if
SA waters)?
Is the BMP localed at least 100 feet from water supply wells?
Are the vegetated side slopes equal to or less than 3:1?
Is the BMP located in a proposed drainage easement with access
to a public Right of Way (ROW)?
Inlet velocity (from treatment system)
Is the area surrounding the cell likely to undergo development in
the future?
Are the slopes draining to the bioretention cell greater than 20%?
Is the drainage area permanently stabilized?
Pretreatment Used
(Indicate Type Used with an 'X' in the shaded cell)
Gravel and grass
(811nches gravel followed by 3-5 ft of grass)
Grassed swale
Forebay
Other
2166.00 fmsl
Y (Y or N) OK
N (Y or N)
2166 fmsl
0 inches Insufficient mulch depth, unless installing grassed cell.
2164 fmsl
2 ft
0ft
Y (Y or N)
5 OK
10 OK
1ft
2163 fmsl
2161 fmsl
2ft OK
N (Y or N)
fmsl
2166 ft
0
Y (YorN) OK
Y (YorN) OK
ft
N (Y or N) Show how flow is evenly distributed.
Y
(Y or N)
OK
Y
(Y or N)
OK
Y
(Y or N)
OK
Y
(Y or N)
OK
2.46/2.77 fUsec
Insufficient inlet velocity unless energy dissipating devices are
beingused. ( to PLAI-IN
N
(Y or N)
OK
N (YorN) OK
Y (YorN) OK
0
Form SW401-Bioretention-Rev.8
July 30. 2009
Parts I and II. Design Summary, Page 2 of 2

POINT PRECIPITATION
FREQUENCY ESTIMATES
FROM NOAA ATLAS 14
North Carolina 35.284 N 82.403 W 2185 feet
from "Precipitation -Frequency Atlas ofihe United States" NOAA Atlas 14, Volume 2, Version
G.M. nnMln, D. Manin, B. Lin, T, Parryhok• h1.1'ekia, and D. Riley
NOAA. National Wcalher Service, Silver Spring, Maryland, 20(W
Extracted: 7ue Apr 13 2010
�__ Canfidence Limits Seasonality_I {-- Location Maps Other lnfo:w� CG15 data �Mapsy
Precipitation Intensity Estimates (inlhr)
ARI* Ifl 15 30 fill 120 12 24 48I[LFLOIFL(�1 3115 l min min min min min 3 hr 6 hr hr hr hr jj da,
4.62 .69 3.08 2.11 1.31 0.77 0.5G 0.37 D.23 0.14 0.08 f105 0.43 0.03 002 0.0i
2 4.40 3.69 2.55 l .G0 U.94 {}.G7 0.44 {L28 0.17 D. f 0 O.U6 0.04 0.03 0.02 U.02
3G��Sf 371a�13f is I2I 0 I1�S 4f s5 1DI s4 14f 3a 1o_ 1f i 1offof o71DI`D5lof 04 IaI 02 002
!{}
7.39
5.91 4.98 3.G[
2.35
1.38
U.99
U.63
0.39
U.24
D.14
0.0E
D.OS
0.04
0.43
0.02
25
8.45
6.73
5.69
4,2E
2.81
1.65
! . l9
OF761
0.46
0.28
D. l6
0.0
O4.06
0.05
0.43
0.02
50 119.25 IL37 ]LL2j 4.G8 3.17 1.87 1.36 0.86 110.52 110.32 110.18 ILIO
I{H) l U.07 E.00 T.74 5,16 3.56 2,1 1 IF557 4,98 0.5 O0.35 0.20 D.11
2{10 ]0.87 8.G2 7.25 5.G4 3.96 2.37 1.75 l.l! 0.66 0.39 0.22 Q12
5{III 1 1.93 9.44 7.92 G.30 4.52 2.73 2.04 1.3 I 0.75 0.44 0.25 0. ! 3
101)II 12.79 10.07 R.43 6.82 4.48 3.02 2,29fl 4 91 U.83 1 0.4R U.27 U.14
' These preaptabon frequency estimates are based on a partial duration series, ARI is the Average Recurrence Interval.
Please refer to NOAA Atlas 14 Document for more information. NOTE, Formatting forces estimates near zero to appear as zero
* Upper bound of the 90% confidence interval
Precipitation Intensity Estimates (in/hr)
ARI** 5 111 15 3{} 60 120 3 6 12 MF-F- 484 7 10 2U 30 45fill(years) min min min min min min hr hr hr hr ay day day' da)' der' day L41L
=5.12 4.09 3.41 2.34 1.46 0.85 0,G2 440 0.25 0.15 0.09 ]g5]EEJO.03 0.02 O.OI 4.01 O.OI
2� EiJ 0 4.E7 4.D8 2.82
1.77
].D3 (1,75 O,48 0.30 Fo.18 U.I I ) 66 0.04
O.f)3 Q02 0.02 0.0] D.01
0
7.27 5.82 IETEIE24IEEF694
0,59
0.37
0.23 (}.13 0.07 0.05
D.04
O.U2
0.02
FO 021
0.01
10
8.16 6.53
5.50
3.99
2.G0
].52
L09
O.fi9
U.43
0.26 D.IS O.D8 0.05
U.04
D.03
0.02
0.02
0.02
25
9,32 7.a3
G?8
4.G5
3.10
].82
1,32
U.E3
Q51 0.31 U.18 0.09 O.Oh
f).OS
(}.U3
(1.02
U.02
0.02
5U
]0.22
8.14
6.87
5.I8
3.51
2.07
I.SI
0.95
U.57 U.34 0.20
0.l4
0.07
U.05
0.03
0.03
0.02
0.02
100 I
IF] ! 5
B.EG
7.4G
5.71
3.94
2.33
1.72
] .08
U.64
(}.38
U.22
0. I I
0 08
0.06
0.04
U.03
O.D2
O.D2
957
0.24
0.12
0.08
0
0.4
0
0
Q.22U(1
331
08
003
245 O0
0 27
O
0
0.7 00403 025f1
D0205
1000
]4,35 11.3D 9.4G 7.GG
5.59
3.39 2.58 ].GS 0.43 4.52 U.30 0.15 U.10
O.UB D.04 0.03 {}.02 0.02
' I he upper bound of the confidence interval at 90% confidence level is Me value which 5%of the simulated quanule values for a given Irequency are greater Nan,
These precipitation frequency estimates are based on a partial duratlon series. ARI is the Average Recurrence Interval.
Please refer to NOAA Atlas 14 Document for more information. NOTE: Formatting prevents estmates near zero to appear as zero,
* Lower bound of the 90% confidence interval
Precipitation Intensity Estimates (in/hr)
ARI** 5 IU 15 30fill 120 i 6 12 24 48 4 7 10 20 30 45 60
(years) min min min m!n min min I►r hr hr hr hr day day day day day day day
4,]9
3.34
2.78
1.4]
].19
0.7U
0.51
0.33
0.2l
0.13 0.08 0.04
0.03
0.02
4.02
0.41
001
0.pl
�4.98
3.98 3.34
2.3U
i.45
0.85
0.(il
074070.25
0.16 4.09 O.US U.04 U.03
U.02
{).02
0.01
0.01
0
5.94 4.75 4.01
Ej
1.82
! A7
0.7G
0.49
0,31 0.19 0. ] ] 0.06 0.04
0.03 0.02 0 02 0.01 0.01
111
6.65
5.32 4.48 3?5 2.k2 1.24
0.89
0.57
4.36
0.22
0.13
E7 0.05
0.04
0.02
4A2
0,02
0,0]
2-97
7.57
G.[]3 5. ] 0 3.77
Ej
l .47
I .[]fi
U.GE
{}.42
0.2fi
4. ! 5
4.08 0.4G
0.04
O.U3
{}.02
0.42
4.02
50 8.23 G.SG 5.54 4.17
2.83
1.66 1.21 0.77 D.47 0 29 0.17 0.09 0.06
0.05 O.D3 0.02 0.02 0.02
lull 8.92 7.09 5.97 4.57 3.15 L86 1.36 f),87 0.53 0,32 0.19 D.10 (}07 O.US 0.03 0.02 0.02 O.D2
33�3nnnnnnnnnnnnnn33nn

�Kh0eu"i QaTctiES
D -Al
0.9
AGC 22, 8
yc
1
J,LVri
JMn A. %�P111 i688-X8-966f
F'LoXAES
r
p,q Z"
�: a►75

rt}11-ct
1
�
�
1
i
z.
l
1� � � . mot••
;`w-i ��.rs. ,�•.� �r"•.j._,y •,'i"sue ��

Permanent Ditch (PD1)
Worksheet for Triangular Channel
Project Description
Project File
s:lacad1109711calcslditch ca.fm2
Worksheet
permanent ditches
Flow Element
Triangular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient
0.030
Channel Slope
1.10 %
Left Side Slope
2.000000 H : V
Right Side Slope
2.000000 H : V
Discharge
2.09 cfs
Results
Depth
0.67
ft
Flow Area
0.90
ft2
Wetted Perimeter
3.00
ft
Top Width
2.68
ft
Critical Depth
0.58
ft
Critical Slope
0,022939 ft/ft
Velocity
2.33
ftls
Velocity Head
0.08
ft
Specific Energy
0.75
ft
Froude Number
0.71
Flow is subcritical.
04/13/10 FlowMaster v5.13
12:18:55 PM Haeslad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1

Cross Section-PD 1
Cross Section for Triangular Channel
Project Description
Project File
s:lacad1109711calcslditch ca.fm2
Worksheet
permanent ditches
Flow Element
Triangular Channel
Method
Manning's Formula
Solve For
Channel Depth
Section Data
Mannings Coefficient
0.030
Channel Slope
1.10 %
Depth
0.67 ft
Left Side Slope
2.000000 H : V
Right Side Slope
2.000000 H : V
Discharge
2.09 cfs
0.67 ft
1
V N
H 1
NTS
04/13/10 FlowMaster v5.13
12:19:18 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1

Permanent Ditch (PD2)
Worksheet for Triangular Channel
Project Description
T
Project File
s:lacad1109711calcslditch ca.fm2
Worksheet
Permanent ditches2
Flow Element
Triangular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient
0.030
Channel Slope
1.00 %
Left Side Slope
2.000000 H : V
Right Side Slope
2.000000 H : V
Discharge
2.99 cfs
Results
Depth
0.78
ft
Flow Area
1.22
ft2
Wetted Perimeter
3.49
ft
Top Width
3.12
ft
Critical Depth
0.67
ft
Critical Slope
0.021869 ft/ft
Velocity
2.46
ftls
Velocity Head
0.09
ft
Specific Energy
0.87
ft
Froude Number
0.69
Flow is subcritical.
04/13/10 FlowMaster v5.13
12:19:47 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1

Cross Section-PD2
Cross Section for Triangular Channel
Project Description
Project File
s:lacad1109711calcslditch ca.fm2
Worksheet
Permanent ditches2
Flow Element
Triangular Channel
Method
Manning's Formula
Solve For
Channel Depth
Section Data
Mannings Coefficient
0.030
Channel Slope
1.00 %
Depth
0.78 ft
Left Side Slope
2,000000 H : V
Right Side Slope
2.000000 H: V
Discharge
2.99 cfs
0.78 ft
9 N
V
H 1
NTS
04/13/10 FlowMaster v5.13
12:20:06 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1

Flume (FL1)
Worksheet for Rectangular Channel
Project Description
_
Project File
s:lacad1109711calcslditch ca.fm2
Worksheet
Flume
Flow Element
Rectangular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient
0.013
Channel Slope
1,0000 %
Bottom Width
2.00 ft
Discharge
0.75 cfs
Results
Depth
0.14
ft
Flow Area
0.27
ft;.
Wetted Perimeter
2.27
ft
Top Width
2.00
ft
Critical Depth
0.16
ft
Critical Slope
0.005511
ft/ft
Velocity
2.77
ftls
Velocity Head
0.12
ft
Specific Energy
0.25
ft
Froude Number
1.33
Flow is supercritical.
04/13/10 FlowMaster v5.13
12:13:57 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1

Cross Section -Flume 1
Cross Section for Rectangular Channel
Project Description
Project File saacad1109711calcslditch ca.fm2
Worksheet Flume
Flow Element Rectangular Channel
Method Manning's Formula
Solve For Channel Depth
Section Data
Mannings Coefficient
0.013
Channel Slope
1.0000 %
Depth
0.14 ft
Bottom Width
2.00 ft
Discharge
0.75 cfs
2.00 ft
0.14 ft
1N
V
H 1
NTS
04/13/10 FlowMaster v5.13
12:16:00 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1

Flume (FL2)
Worksheet for Rectangular Channel
Project Description
Project File
s:lacad1109711calcslditch ca.fm2
Worksheet
Flume
Flow Element
Rectangular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient
0.013
Channel Slope
1.0000 %
Bottom Width
2.00 ft
Discharge
0.75 cfs
Results
Depth
0.14
ft
Flow Area
0.27
ft2
Wetted Perimeter
2.27
ft
Top Width
2.00
ft
Critical Depth
0.16
ft
Critical Slope
0.005511
ft/ft
Velocity
2.77
ftls
Velocity Head
0.12
ft
Specific Energy
0.25
ft
Froude Number
1.33
Flow is supercritical.
04/13/10 FlowMasler v5.13
12:16:35 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1

Cross Section -Flume 2
Cross Section for Rectangular Channel
Project Description
Project File s:lacad1109711calcslditch ca.fm2
Worksheet Flume
Flow Element Rectangular Channel
Method Manning's Formula
Solve For Channel Depth
Section Data
Mannings Coefficient
0.013
Channel Slope
1.0000 %
Depth
0.14 ft
Bottom Width
2.00 ft
Discharge
0.75 cfs
2.00 ft
0.14 ft
1 N
V
H 1
NTS
04/13/10 FlowMaster v5.13
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