20080750 Ver 2_Stormwater Info_20081003

EXPRESS REVIEW PROGRAM STORMWATER MANAGEMENT APPLICATION FORM
7Vs form may be photocVied for use as an original
I. GENERAL INFORMAITON
L Applicant's name (specify the name of the corporation, individual, etc. who owns the project):
Caatle & Cooke Kamapolis Properties, LLC
2. Owner/Signing Of$cial's name and title (person legally responsible for facility and compliance):
Thomas D. Sanctis, VP and Steven J. Mersch, VP
3. Owner Mailing Address for person listed in item 2 above:
City. Kannapolls State: NC Zip: 28081
Phone Number- [phone] Fax Number: (m4) 93846444 Email Address:
ACIO" UTLL610CAS?Lf CooLa.CoM
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on
plans, specifications, letters, inspection and maintenance agreements, etc.):
Bio-Repository
5. Location of project (Street Address):
Southeast comer of Chlpola Street and North Cannon Boulevard Intersectlon
City: Kannapolls county. Cabarrus
6. Directions to project site (from nearest major intersection):
At 9W k t mwdon or S. Cannon Md. (US May 2M and C rAff2 m Rd. (Cabamis Cowdy 3), Go naft on 8. Comm aMd 1.3 muss. Pmod
is bcobd on the aouftw oomer of K Carron Md NS Mary 49) and Chfpola St. In the Cuy of Kamap ft Cabsms Cm* NC
7. Latitude: 3V 29' 3r N Longitude: 80° 36'3r W of project
8. Contact person who can answer questions about the project:
Name: Nate Doolittle Telephone Number. (M) 376-7777
Fax Number: L) 376-8235
Email Address; ndoolltfle0tanddssfgn.com
OCT 3 2008
1008 Versiat 1.0 page 1 of S AN OS 0Rj W'\ I R BR CN "
\W
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality 40UWetlands Unit
H. PERMIT INFORMATION
1. Specify whether project is (check one): X New _ Renewal Modification
2. If this is anew project, under which local government's jurisdiction does the project fall (e.g. Town of
Cary, City of Raleigh, or Wake County)? City of Kannapolis
3. Is than a state-approved stormwater management program implemented by the local govermnent or state
under any of the following programs (Check all that apply)?
Phase lI Post Construction -Water Supply Watershed __Neuse or Tar Pamlico NSW
-Randleman WSWS CSMP Coastal Counties ?HQW _ORW
4. If this application is being submitted for a renewal or modification to an existing permit, list the existing
permit number N/A and its issue date (if known) N/A
5. Specify the type of project (check one):
Low Density X High Density Redevelopment General Permit Other
6. Additional Project Requirements (check the ones applicable):
_CAMA Major x Sedimentation/Eroaion Control .14041401 Permit NPDF.S Stormwater -Other
Information on required state permits can be obtained by contacting the Customer Service Center at
1-977-623-6748
III. PROJECT INFORMATION
1. In the space provided below. summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project
See Attached
2. Stormwater runoff from this project drains to the Yadidn
_ River basin.
3. Total Project Area- 5.885 scree 4. Project Built Upon Area: 65 Max %
S. How many drainage area does the project have? 2
6. Complete the following information for each
drainage area. If there are more than two drainage areas in
the project, attach an additional sheet with the information for each area provided in the same format as
below.
Basin IArmation Drainage Area 1
Drainage Area 2
Receiving Stream Name u,111e1,,,a Ubdoym cow w.w C1W* UMOMw
alhur.ry to can waw a..ic
Receiving Stream Class C
C
DnkW Area 71,003 sf 148,822 of
ExWmg Impervious* Area +r.
Proposed Impervious•Area 540683 sf 88.268 of
% Impervious* Area (total) 73% 05%
MAX
1/2008 Version 1.0 Page 2 of 5
ImperviouO Surface Area
On-site suildiags Drainage Area 1
40,000 Drainage Area 2
est. 84.185
On-site Streets 3,148 est. 8,547
Oa site Parking keep est. 10,351
On-site Sidewalks 977 est 1,725
Other on-site 4,592 est. 14,480
Off-site
TONI: 54,593 Total: 98,268
' Impervious area is defined as the built upon area indudIn$ but not limited to, buildings, road!. panting
arras, sidew fla, gravel arras, etc.
7. How was the off-site impervious area listed above derived? N/A
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
The following italicized deed restrictions and protective covenants are required to be recorded for all
subdivisions, outparcels and f rtue development prior to the sale of any lot If lot sizes vary significantly, a
table hating each lot number, size and the allowable built upon area for each lot must be provided as an
attachment
1. The following covenants are intended to ensure ongoing compliance with state riparian buffer
authorisation or General Certification numbers 09-0750 as issued by the
Division of Water Quality . These covenants may not be changed or deleted without the consent of the
state.
2. No more than 85% Of total square feet of any lot shall be covered by structures or impervious
materials. Impervious materials include asphalt, gravel: concrete, brick stone, slate or similar material
but do not include wood deckbig or the water surface of swimming pools.
3. Swales shall not be fTiled in, piped, or altered except as necessary to provide driveway crossing.
4. Built-upon area in excess of the permitted amount requires a modified water quality certifwation prior to
construction.
S. .ill permitted rungfffronr outporcels or, unite development shall be directed into the permitted stormwater
control system. These connections to the stormwater control system shall be performed in a manner that
maintain the integrity and performance of the system as permitted.
By your signature below, you certify that the recorded deed restrictions and protective covenants for this
project shall include all the applicable items required above. 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 State, and that they will be recorded prior to the sale of any
lot.
1/2008 Version 1.0 Page 3 of 5
V. SUPPLEMENT FORMS
The applicable stormwater management supplement form(s) listed below must be submitted for each BMP
specified for this project The most cxffw t foss(s) located on the 401iwedands unit website at
hnn://h2o cnr.state.n jW-ni = hti++ must be used. Please include both the Design Summary and the
Required Items Checklist along with all required name; and supporting design calculations.
Bioretention Supplement
Wet Detention Supplement
Dry Detention Supplement
Level SpsesdeuTilter StripJRestored Buffer Supplement
Stormwater Wetland Supplement
Grassed Swale Supplement
Sand Filter Supplement
Infiltration Trench Supplement
Infiltration Basin Supplement
VL SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. The complete application package should be
submitted to the DWQ Central Office.
Please indicate that you have provided the following required information by imitieling in the space
provided next to each item.
• Original and two copies of the Mtprew Review Stormwater Management Application
• Signed and Notarized Inspection and Maintenance Agreement
• Three copies of the applicable Supplement Form(s) for each BMP
• Application processing fee (payable to DWQ)
• Detailed narrative description of stormwatw treaumauvmanegement
• Three copies ofphurs and specifications, including:
- Development/Project name
- Engineer and firm
- Legend
- North arrow
- Scale
- Revision number fit date
- Mean high water line
- Dimensioned property/project boundary
- Location map with named streets or NCSR numbers
- Original contours, proposed contoura, spot elevations, finished floor elevations
- Details of roads, drainage hetupes, collation systems, and stormwater control measures
Wed=& and streams delineated, or a note on plans that none exist
- Existing drainage (including off site). drainage easements, pipe sizes, runoff eslaulations
- Drainage areas delineated
- Vegetated buffers (where required)
V2008 Version 1.0 Page 4 of 5
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on
your behalf, please complete this section.
Designated agent (individual or firm): Nate Doolittle (Land Design: Inc.)
Mailing Address: 223 North Graham Street
City: Charlotte State: NC Zip: 28202
Phone: [phone] Fax: (704M76-8235
VIIL APPLICANT'S CERTIFICATION
I, (print or type name ofperson listed in General Information, item 2, Thomas D. Sanctis /Steven J. Mersch
certify that the information included on this application form is, to the bast or 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 15A NCAC 2H.1000.
Castle Cooke Kannapolis Properties, LLC Castle & ke KVnWhs Properties, LLC
NLrri Name: {it 'S lr
t ? Title: ?/r0,
D i b Z D 8 Date: le - 2 D$
1/2008 Version 1.0 page 5 of 5
STORMWATER TREATMENT SUMMARY
The Bio-Repository building includes a 40,000sf structure and an associated parking lot
on Lot 1 of the project site. Lot 2 is designated for future commercial development, with the
entire project site developed to a maximum 65% Built Upon Area (BUA). Roadway drainage
from Chipola Street is collected via a piped and swale system into the bypass culvert pipe.
Additional off-site roads 4nd properties bypass the project site and no off-site drainage is
assumed to flow onto the subject property. Current drainage patterns on site include an existing
stream which receives approximately 57.72 acres of upstream drainage area that is discharged
via an existing roadway culvert under Chipola Street. The stream and wetland impacts on site
have been permitted through USACE and NCDWQ 401 Department (attached) and include
approximately 274LF of stream disturbance and 0.022 acres of wetland disturbance that enable
the project to pipe the stream and provide access and parking above the previous stream location.
The project has been applied and accepted into the Ecosystem Enhancement Program (EEP) as
required by the NCDWQ 401 permit, all fees and requirements have been submitted and
approved. All stormwater on site is routed via sheet and piped flow to a wet detention basin.
The function of this basin is to provide peak control for City of Kannapolis requirements, and
water quality for NCDWQ high density development requirements. The stormwater BMP is
designed per NCDENR BMP Manual Design Requirements (July 2007) and provides treatment
for both Lot 1 and future Lot 2 development. The proposed stormwater bypass culvert and wet
detention basin discharge off-site via two (2) 4'x 4' box culverts under 1°` Strew
Permit Number: WQ WOE-075'0
(to be provided by D WQ)
Drainage Area Number:
Wet Detention Basin Operation and Maintenance Agreement
I will keep a maintenance record on this BMW. This maintenance record will be kept in a
log in a known set location. Any deficient BMW elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
? does ® does not incorporate a vegetated filter at the outlet.
This system (check one):
? does ® does not incorporate pretreatment other than a forebay.
Important maintenance procedures:
- Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
- No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
- Stable groundcover should be maintained in the drainage area, to reduce the
sediment load to the wet detention basin.
- If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
- Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and
within 24 hours after every storm event greater than 1o inches (or L5 inches if in a
Coastal Connty). Records of operation and maintenance should be kept in a known set
location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element
The entire BMP Potential blew:
Trash/debris is
t How I will remediate the blem:

The perimeter of the wet presen
.
Areas of bare soil and/or Remove the trash/debris.
Regrade the soil if necessary to
detention basin erosive gullies have formed. remove the
gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Vegetation is too short or too Maintain vegetation at a height of
loo a roxdmatel six inches.
Form SW401-Wet Detention Basin O&M-Rev3 Pap 1 of 4
Permit Number: 3 W'd 'Po r - O 7.:'0
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potential problem: How I will remediate the problem.-
The inlet device: pipe or The pipe is clogged. Unclog the pipe. Dispose of the
swale sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged.
Erosion is occurring in the Regrade the swale if necessary to
swale. smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future Problems with erosion.
The forebay Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design depth for possible. Remove the sediment and
sediment storage. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred. Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
revent future erosion Problems.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on

The vegetated shelf
Best professional practices the plants rather than spraying,
Prune according to best professional
show that pruning is needed practices
to maintain optimal plant
health.
Plants are dead, diseased or Determine the source of the
dying. problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary,
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on

The main treatment "*a
Sediment has accumulated to the Plants rather than spraying,
Search for the source of the
a depth greater than the sediment and remedy the problem if
original design sediment possible. Remove the sediment and
storage depth. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over Consult a professional to remove
50% of the area. and control the al growth.
Cattails, phragmites or other Remove the plants by wiping them
invasive plants cover 50% of with pesticide (do not spray).
the basin surface.
Form SW401-Wet Detention Basin O&M-Rev.3 Page 2 of 4
Permit Number: VV4 004r-0 T.S'O
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potential problem; How 1 will remediate the problem:
The embankment Shrubs have started to grow Remove shrubs immediately.
on the embankment.
Evidence of muskrat or Use traps to remove muskrats and
beaver activity is present. consult a professional to remove
beavers.
A tree has started to grow on Consult a dam safety specialist to
the embankment. remove the tree.
An annual inspection by an Make all needed repairs.
appropriate professional
shows that the embankment
needs repair.
The outlet device Clogging has occurred. Clean out the outlet device. Dispose
of the sediment off-site.
The outlet device is damaged Repair or replace the outlet device.
The receiving water Erosion or other signs of Contact the local NC Division of
damage have occurred at the Water Quality Regional Office, or
outlet. the 401 Oversight Unit at 919-733-
1766.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads _6 f feet in the main pond, the
sediment shall be removed.
When the permanent pool depth reads T 3.5 : feet in the forebay, the sediment
shall be removed.
BASIN DIAGRAM
(fill in dw bkm*r)
Sediment Removal
Bottom
Permanent Pool Elevation 1,'Q
214 Pool
------ -- Volume Sediment Removal Elevation 716.50 Volume
Z1$ R Min ----------------------------------------- ----
Sediment Bottom Elevation 715.50 - l.g r
storage
um
FORBBAY storage
MAIN POND
Form SW401-Wet Detention Basin O&M-Rev.3 Page 3 of 4
Permit Number. DM #08-0750
(to be provided by DWQ)
I acknowledge and sgree by my signstum 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 responsibble party.
Projectnane.' BIO-REPOSITORY
BA& dtabwe area nwnber,
Name: CASTLE dt COME RANNAPOLJS PROPERTIES, LLC
Address: 210 Oak Avenue, Kaanapolis, North Carolina
Phone: [phone]
Castle Cooke Kannspokis Properties, LLC
1 #/ 3 rsclC
Titl VP
Date: io - z - o g
Castle & lis Properties, LW
Names s
Title: VA.
Dec /a -2 .A
Nos,c MO kSWY tespoonble " d=M ant be a hanwwom aseo"= mkss arum d= 509E ofdo lots bare
bem sold and a resident of the sab&vWm hat been aomW tbepa+er* 1
STATE OF f 1
COUNTY OF 6
I off* do the following Pesson(s)
that he at she whmtorily sided the f
Means imam names
Dom:
4poated beio w me this day, each admowledgi ng to as
in
Notary PaM ?©
MY commission upites:
Foam SW401-Wet Deteatton Basin O&M-Rov.3
Page 4 of 4
High Density Commercial Subdivisions
Deed Restrictions & Protective Covenants
In accordance with Title 15 NCAC 2H.1000, the Management Regulations, deed restrictions and protective
covenants are required for High Density Commercial Subdivisions where lots will be subdivided and sold
and runoff will be treated in an engineered stormwater control facility. Deed restrictions and protective
covenants are necessary to ensure that the development maintains a built-upon area consistent with the
design criteria used to size the stormwater control facility.
Castle & Cooke Kannapolis Properties, LLC, acknowledges, affirms and agrees by its signatures below,
that it will cause the following deed restrictions and covenants to be recorded prior to the sale of any lot
within the project known as the Bio-Repository:
1. The following covenants are intended to ensure ongoing compliance with State Stormwater
Management Permit Number 08-0750, as issued by the Division of Water Quality under NCAC
2H.1000.
2. The State of North Carolina is made a beneficiary of these covenants to the extent necessary to
maintain compliance with the stormwater management permit.
3. These covenants are to run with the land and be binding on all persons and parties claiming under
them.
4. The covenants pertaining to stormwater may not be altered or rescinded without the express
written consent of the State of North Carolina, Division of Water Quality.
5. Alteration of the drainage as shown on the approved plan may not take place without the
concurrence of the Division of Water Quality.
6. The maximum allowable built-upon area per lot is - squarefeet. Or, if the proposed built-
upon area per lot will vary, please use the following format & language (in bold):
The maximum built-upon area per lot, in square feet, is as listed below.
Lot # BUA Lot # BUA
1 54,885.60 square feet 2 96,26760 square feet
This allotted amount includes any built-upon area constructed within the lot property boundaries,
and that portion of the right-of-way between the front lot line and the edge of the pavement. Built
upon area includes, but is not limited to, structures, asphalt, concrete, gravel, brick; stone, slate,
coquina and parking areas, but does not include raised, open wood decking, or the water surface
of swimming pools.
All runofffirom the built-upon areas on the lot must drain into the permitted system. This may be
accomplished through a variety of means including roof drain gutters which drain to the street,
grading the lot to drain toward the street, or grading perimeter swales to collect the lot runoff and
directing them into a component of the stormwater collection system. Lots that will naturally drain
into the system are not required to provide these additional measures.
The owner of each lot, whose ownership is not retained by the permittee, is required to submit a
separate stormwater permit application to the Division of Water Quality and receive a permit
prior to construction.
Castle Cooke Kannapolis Properties, LLC Castle & ke lis Properties, LLC
N eu M•+r?a1. Name: c s
V P Title: _ U
ate: /a - Z O 8 Date: ?p • Z • 08
Form DRPC-1 Rev.1 Page 1 of 2
STATE OF 4/
COUNTY OF ( G'Q?
I certify that the following person(s) personally appeared before me this day, each acknowledging to me
that he or she vol y signed the fore ping document for the ose stated therein d in th. _ apacity
indicated:
94-
[here insert names of rincipals].
l'
Date: 144
or Typed Nam /
Notary Public
My commission expires:
[Official Stamp/Seal]

Form DRPC-1 Rev.I Page 1 of 2

ENGINEERING CALCULATIONS
FOR
BIOREPOSITORY
CHIPOLA ROAD
DHM Holding Company, LLC
226 Oak Avenue
Kannapolis, NC 28081
April 23, 2008
• Revised June 11, 2008
• Revised October 2, 2008
"V
PN 1007330
LandDesign
GA
CL SEAT. r;
0315.21
9?• LNG I NE?Q'
..DOO`\?`
fJ{Ifl
/0/2/08'

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1

Project Description:
The following calculations have been performed in support of the construction of
the Bio-Repository. The project is an industrial building. The site area for this
building is 2.29 acres, and is comprised of a parking lot, sidewalks, and a loading
dock.
Pre-developed Drainage:
The existing site is comprised of an existing forestry. There is a stream that runs
directly through the middle of the site. The runoff sheet flows across the entire
site into the stream, where it is collected and taken off site.
Post-developed Drainage:
The proposed stormwater collection system calls for the installation of RCP,
sized accordingly, to be installed around the proposed building to collect the
stormwater runoff. The impervious area is increased, as shown in the plans,
therefore a wet pond is provided. The proposed storm system will drain into the
wet pond provided. All other runoff will collect in the existing stream as was
before in existing conditions.
Erosion Control Plan:
An erosion control plan has been prepared in accordance with North Carolina
Department of Natural Resources guidelines. Inlet protection and silt fencing are
to be used during the construction process, and are not to be removed until
authorization from the City of Kannapolis.
1
Sanitary Sewer System:
A 6" sanitary sewer lateral is proposed to connect the site to existing service lines
on Chipola Rd. The lateral will connect to the existing sanitary sewer mainline
located on Chipola Rd.
Potable Water System:
An 8" water main exists in Chipola Rd. A 6" tap off the 8" Chipola Rd. water line
will provide a 6" fire line, 2" line for domestic use, and a 1" irrigation line to the
adjacent proposed building.
1
1
1
1
1
1
1
1
1

BIOREPOSITORY WET DETENTION POND
DESIGN: WATER QUALITY TO MEET 85% TSS REMOVAL
GIVEN:
DRAINAGE AREA TO FACILITY = 5.035 Ac.
LAND USE = General Commercial District
ESTIMATED PERCENT IMPERVIOUS = 69%
PREDOMINANT SOIL TYPE = CeD,
1) SA/DA RATIO:
AVERAGE POOL DEPTH =
PERCENT IMPERVIOUS =
SA/DA = 4.25 % _
SA REQUIRED = 5.035
= 0.214
9,321
3.05 FEET
69%
0.0425
Ac. X 0.0425
Ac.
SF
2) TEMPORARY WATER QUALITY POOL REQUIREMENTS
PROVIDE VOLUME TO DETAIN THE 1" STORM EVENT ABOVE THE ELEVATION
ALLOCATED AS A PERMANENT POOL
THE VOLUME FOR THE 1" STORM EVENT CAN BE CALCULATED AS:
Vi = (Design Rainfall)(Rv)(Drainage Area)
Design Rainfall = 1 Inch
Drainage Area = 5.035 Acres
Rv = 0.05 + 0.009(1)
1 = Percent Impervious = 69%
Rv = 0.67 in./in.
V, = 0.281 acre-feet = 12,240 ft'
10/2/2008 2:45 PM
Page 1 of 2
3) RELEASE OF TEMPORARY WATER QUALITY POOL
Required Q = (V1)/(345,600 seconds) = 0.07 cfs
Height Above Orifice (H) = 1 feet
Total Orifice Area Required = 0.022 sf
Average Q = 0.11 cfs
Number of Orifices = 1
Orifice Diameter = 2 inches : use
Temp. Pool Volume/Orifice Q = 2.4 days
H
0.00
0.05
0.10
0.15
0.20
0.25
0.30
0.35
0.40
0.45
0.50
0.55
0.60
0.65
0.70
0.75
0.80
0.85
0.90
0.95
1.00
1.05
1.10
1.15
1.20
1.25
1.30
1.35
1.40
1.45
1.50
1.55
1.60
1.65
1.70
1.75
Q
0.00 Q
0.02
0.03
0.04
0.05
0.05
0.06
0.06
0.07
0.07
0.07
0.08
0.08
0.08
0.09
0.09
0.09
0.10
0.10
0.10
0.10
0.11
0.11
0.11
0.11
0.12
0.12
0.12
0.12
0.13
0.13
0.13
0.13
0.13
0.14
0.14
2 Inches
((2x32.2xH)^°,5)x0.6xA
10/2/2008 2:45 PM Page 2 of 2

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1
1
Job File: N:\ 2007\1007330\Docs\Calcs\PondPac\BIO-REPOSITORY POND (6-3-08).PPW
Rain Dir: N:\ 2007\1007330\Docs\Calcs\PondPac\
JOB TITLE
Project Date: 6/3/2008
Project Engineer: David Gastel
Project Title: Bio-Repository
Project Comments:
Wet Detention Pond
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Table of Contents
Table of Contents
********************** MASTER SUMMARY **********************
Watershed....... Master Network Summary ............. 1.01
********************** TC CALCULATIONS *********************
EXISTING........ Tc Calcs 2.01
PROP-UNDETAINED Tc Calcs ........................... 2.03
PROPOSED........ Tc Calcs ........................... 2.05
********************** CN CALCULATIONS *********************
EXISTING........ Runoff CN-Area ..................... 3.01
PROP-UNDETAINED Runoff CN-Area ..................... 3.02
PROPOSED........ Runoff CN-Area ..................... 3.03
*********************** POND VOLUMES ***********************
PROPOSED POND... Vol: Elev-Area ..................... 4.01
******************** OUTLET STRUCTURES *********************
Outlet 2........ Outlet Input Data .................. 5.01
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Table of Contents ii
Table of Contents (continued)
Individual Outlet Curves ........... 5.05
Composite Rating Curve ............. 5.15
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Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... N:\_2007\1007330\Docs\Calcs\PondPac\Bio-Repository Pond (6-3-08).ppw
MASTER DESIGN STORM SUMMARY
Network Storm Collection: Mecklenburg
Total
Depth Rainfall
Return Event
- in Type RNF ID
-----------
2 ------
2.2800 ----------------
Time-Depth Curve ----------------
2yr 6hr
10 3.7200 Time-Depth Curve 10yr 6hr
50 4.9200 Time-Depth Curve 50yr 6hr
100 7.5200 Synthetic Curve TypeII 24hr
1 2.6400 Synthetic Curve TypeII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage
Node ID Type Event cu.ft Trun hrs cfs ft cu.ft
---------------
EXISTING -- ----
AREA ------
2 ---------- --
14066 ---------
3.2500 -------- -------- ------------
4.94
EXISTING AREA 10 35256 3.2500 12.50
EXISTING AREA 50 55415 3.2500 18.93
EXISTING AREA 100 102702 12.1000 29.07
EXISTING AREA 1 18913 12.1000 5.19
*EXISTING OUT JCT 2 14066 3.2500 4.94
*EXISTING OUT JCT 10 35256 3.2500 12.50
*EXISTING OUT JCT 50 55415 3.2500 18.93
*EXISTING OUT JCT 100 102702 12.1000 29.07
*EXISTING OUT JCT 1 18913 12.1000 5.19
*OUT-DETAINED JCT 2 28229 3.4000 3.03
*OUT-DETAINED JCT 10 53221 3.3000 7.25
*OUT-DETAINED JCT 50 74520 3.2500 15.65
*OUT-DETAINED JCT 100 120830 12.0000 33.08
*OUT-DETAINED JCT 1 34082 12.1000 3.34
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Type.... Master Network Summary Page 1.02
Name.... Watershed
' File.... N:\ 2007\1007330\Docs\Calcs\PondPac\Bio-Repository Pond (6-3-08).ppw

MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
' *
( Node=Outfa ll; +Node=Diversion;)
(Trun= HYG Truncation: Bl ank=None; L=Left; R=Rt; LR=Left&Rt)

Max

Node ID
Type Return
Event HYG Vol
cu_ft Qpeak
Trun hrs Qpeak
cfs Max WSEL Pond Storage
ft
cu.ft
---------
----- --
*OUT-UNDETAINED ----
JCT --
------
2 -
----
1662 -- ---------
3.0500
1.03 --- ---
----
' *OUT-UNDETAINED
*OUT-UNDETAINED JCT
JCT 10
50 4167
6550 3.0500
3.1000 2.42
3.25
*OUT-UNDETAINED JCT 100 12128 11.9000 5.03
*OUT-UNDETAINED JCT 1 2234 11.9500 .92
PROP-UNDETAINED AREA 2 1662 3.0500 1.03
PROP-UNDETAINED AREA 10 4167 3.0500 2.42
PROP-UNDETAINED AREA 50 6550 3.1000 3.25
PROP-UNDETAINED
PROP-UNDETAINED AREA
AREA 100
1 12128
2234 11.9000
11.9500 5.03
.92
PROPOSED AREA 2 28623 3.0500 18.84
PROPOSED AREA 10 53624 3.0500 30.10
' PROPOSED AREA 50 74931 3.0500 34.79
PROPOSED AREA 100 121601 11.9000 46.83
PROPOSED AREA 1 34761 11.9000 14.25
PROPOSED PONDIN POND 2 28623 3.0500 18.84
PROPOSED PONDIN POND 10 53624 3.0500 30.10
PROPOSED PONDIN POND 50 74931 3.0500 34.79
1 PROPOSED PONDIN
PROPOSED PONDIN POND
POND 100
1 121601
34761 11.9000
11.9000 46.83
14.25
PROPOSED PONDOUT POND 2 28230 3.4000 3.03 723.84 50388
PROPOSED PONDOUT POND 10 53222 3.3000 7.25 724.64 62463
' PROPOSED PONDOUT POND 50 74520 3.2500 15.65 725.15 70565
PROPOSED PONDOUT POND 100 120831 12.0000 33.08 725.47 75943
PROPOSED PONDOUT POND 1 34084 12.1000 3.34 723.88 50925

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Type.... Tc Calcs
Name.... EXISTING
Page 2.01
File.... N:\ 2007\1007330\Docs\Calcs\PondPac\Bio-Repository Pond (6-3-08).ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time: .3500 hrs
------------------------------------------------------------------------
-------------------------
-------------------------
Total Tc: .3500 hrs
-------------------------
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------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
User Defined ======= -----------
To = Value entered by user
Where: To = Time of concentration
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Type.... Tc Calcs
Name.... PROP-UNDETAINED
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........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time: .0833 hrs
------------------------------------------------------------------------
-------------------------
Total Tc: .0833 hrs
-------------------------
-------------------------
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------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
Page 2.04
User Defined ---------------------
Tc = Value entered by user
Where: Tc = Time of concentration
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Type.... Tc Calcs
Name.... PROPOSED
Page 2.05
File.... N:\ 2007\1007330\Docs\Calcs\PondPac\Bio-Repository Pond (6-3-08).ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time: .0833 hrs
------------------------------------------------------------------------
-------------------------
-------------------------
Total Tc: .0833 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
-------------------------
-------------------------
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------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
User Defined ___---- _______------- -------- __________
Tc = Value entered by user
Where: Tc = Time of concentration
S/N:
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Type.... Runoff CN-Area
Name.... EXISTING
Page 3.01
File.... N:\_2007\1007330\Docs\Calcs\PondFac\Bio-Repository Pond (6-3-08).ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
--------------------------------------------------------------------------
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres °C oUC CN
-------------------------------- ---- --------- ----- ----- ------
Pasture, grassland, or range - fair 79 5.590 79.00
COMPOSITE AREA & WEIGHTED CN ---> 5.590 79.00 (79)
...........................................................................
...........................................................................
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RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
--------------------------------------------------------------------------
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres oC °UC CN
-------------------------------- ---- --------- ----- ----- ------
Open space (Lawns,parks etc.) - Fai 79 .660 79.00
COMPOSITE AREA & WEIGHTED CN ---> .660 79.00 (79)
S/N:
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10/2/2008
Type.... Runoff CN-Area
Name.... PROPOSED
Page 3.03
File.... N:\ 2007\1007330\Docs\Calcs\PondPac\Bio-Repository Pond (6-3-08).ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
--------------------------------------------------------------------------
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres aC %UC CN
-------------------------------- ---- --------- ----- ----- ------
Open space (Lawns,parks etc.) - Fai 79 1.330 79.00
Impervious Areas - Paved parking to 98 3.680 98.00
COMPOSITE AREA & WEIGHTED CN ---> 5.010 92.96 (93)
...........................................................................
...........................................................................
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 12:57 PM 10/2/2008
r

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Type.... Vol: Elev-Area
Name.... PROPOSED POND
Page 4.01
File.... N:\ 2007\1007330\Docs\Calcs\PondPac\Bio-Repository Pond (6-3-08).ppw
Elevation Planimeter Area Al+A2+sgr(A1*A2) Volume Volume Sum
(ft) (sq.in) ---(sq.ft)
--- (sq.ft)
------------ -(cu.ft)-- ---(cu?ft)
------
-
----
716.00 --
----- 1223 0 0 0
717.00 ----- 2002 4790 1597 1597
718.00 ----- 3413 8029 2676 4273
719.00 ----- 4597 11971 3990 8263
720.00 ----- 5881 15678 5226 13489
721.00 ----- 7263 19680 6560 20049
722.00 ----- 8740 23970 7990 28039
722.50 ----- 10765 29205 4867 32907
723.00 ----- 12891 35436 5906 38813
723.50 ----- 13889 40161 6693 45506
724.00 ----- 14790 43011 7169 52675
725.00 ----- 16180 46439 15480 68154
726.00 ----- 17627 50695 16898 85053
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-ELI) * (Areal + Area2 + sq.rt.(Areal*Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
S/N:
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10/2/2008
Type.... Outlet Input Data
Name.... Outlet 2
Page 5.01
File.... N:\ 2007\1007330\Docs\Calcs\PondPac\Bio-Repository Pond (6-3-08).ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 716.00 ft
Increment = .50 ft
Max. Elev.= 726.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (Upstream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall El, ft E2, ft
----------------- ---- ------- --------- ---------
Weir-Rectangular WO ---> CO 723.500 726.000
Inlet Box RO ---> CO 724.500 730.000
Orifice-Circular 01 ---> CO 722.500 726.000
Culvert-Circular CO ---> TW 720.000 726.000
Weir-Rectangular W1 ---> TW 725.000 726.000
TW SETUP, DS Channel
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Name.... Outlet 2
File.... N:\ 2007\1007330\Docs\Calcs\PondPac\Bio-Repository Pond (6-3-08).ppw
OUTLET STRUCTURE INPUT DATA
Structure ID
-
Structure Type
# of openings
Crest Elev.
Weir Length
Weir Coeff.
Weir TW effects (Use adjustment equation)
Structure ID = RO
Structure Type
------------------ = Inlet Box
------------------
# of Openings = 1
Invert Elev. = 724.50 ft
Orifice Area = 3.0800 sq.ft
Orifice Coeff. _ .600
Weir Length = 11.00 ft
Weir Coeff. = 3.000
K, Reverse = 1.000
Mannings n = .0000
Kev,Charged Riser = .000
Weir Submergence = No
wo
Weir-Rectangular
----------------
1
723.50 ft
4.00 ft
3.000000
Page 5.02
Structure ID = O1
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 722.50 ft
Diameter = .1600 ft
Orifice Coeff. _ .600
S/N:
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Type.... Outlet Input Data
Name.... Outlet 2
Page 5.03
File.... N:\ 2007\1007330\Docs\Calcs\PcndPac\Bio-Repository Pond (6-3-08).ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = CO
Structure Type = Culvert-Circular
------------------------------------
No. Barrels = 1
Barrel Diameter = 1.0000 ft
Upstream Invert = 720.00 ft
Dnstream Invert = 719.51 ft
Horiz. Length = 48.75 ft
Barrel Length = 48.75 ft
Barrel Slope = .01005 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000 (forward entrance loss;
Kb = .031274 (per ft of full flow)
Kr = .5000 (reverse entrance loss;
HW Convergence = .001 +/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.155
T2 ratio (HW/D) = 1.302
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At TI Elev = 721.16 ft ---> Flow = 2.75 cfs
At T2 Elev = 721.30 ft ---> Flow = 3.14 cfs
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Name.... Outlet 2
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File.... N:\ 2007\1007330\Docs\Calcs\PondPac\Bio-Repository Pond (6-3-08).ppw
OUTLET STRUCTURE INPUT DATA
Structure ID
Structure Type
--------------
# of Openings
Crest Elev.
Weir Length
Weir Coeff.
W1
Weir-Rectangular
----------------
1
725.00 ft
25.00 ft
3.000000
Weir TW effects (Use adjustment equation)
Structure ID = TW
----=-TW-SETUP, DS Channel
Structure -Type
--------- -------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 40
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .00 cfs
Max. Q tolerance = .00 cfs
S/N:
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10/2/2008
Type.... Individual Outlet Curves
Name.... Outlet 2
Page 5.05
File.... N:\ 2007\1007330\Docs\Calcs\PondPac\Bio-Repository Pond (6-3-08).ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = WO (Weir-Rectangular)
------------
----------
Upstream --
ID --------
= ( ------
Pond Water Surface)
DNs tream ID = CO (Culvert-C ircular)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS C han. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs ft ft ft +/-ft +/-cfs
----- ------ ft
---- +/-ft
--- -------
--------
716.00 -------
.00 - -------
... - -------
... -------
... -
... ... Free Outfall
WS below an invert; no flow.
716.50 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
717.00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
717.50 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
718.00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
718.50 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
719.00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
719.50 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
720.00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
720.50 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
721.00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
721.50 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
722.00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
722.50 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
723.00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
723.50 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
724.00 4.24 724.00 Free 721.89 .000 .000 Free Outfall
H= .50; Ht w= .00; Qfr ee=4.24;
724.50 7.04 724.50 724.33 724.33 .000 .000 Free Outfall
H= 1.00; H tw=.82; Qf ree=12.00;
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Type.... Individual Outlet Curves
Name.... Outlet 2
Page 5.06
File.... N:\ 2007\1007330\Docs\Calcs\PondPac\Bio-Repository Pond (6-3-08).ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = WO (Weir-Rectangular)
-
---------------
--------------------
Upstream ID = ( -
-
Pond Water Surface)
DNstream ID = CO (Culvert-Circular)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs ft ft
--- ------- -------- ft +/-ft +/-cfs
------- ------ ------ ft +/-ft
------- -------
--------
725.00 -----
* 725.00 725.00 725.00 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLI NG STRUCTURE
725.50 * 725.50 725.50 725.50 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLI NG STRUCTURE
726.00 * 726.00 726.00 726.00 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLI NG STRUCTURE
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Name.... Outlet 2
Page 5.07
File.... N:\ 2007\1007330\Dccs\Calcs\PondPac\Bio-Repository Pond (6-3-08).ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = RO (Inlet Box)
---
Ups -------
tream --
ID --------
= ( ----------
Pond Water --------
Surface)
DNs tream ID = CO (Cu lvert-C ircular)
Pond WS. Device (into) C onverge Next DS HGL Q SUM DS Chan. TW
Elev . Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs ft ft ft +/-ft +/-cfs ft +/-ft
------
716. --
00 -------
.00 - -------
... - -------
... -- -----
... ------ ------
... ... -----
Free -- -------
Outfall
WS below an invert; no flow.
716. 50 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
717. 00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
717. 50 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
718. 00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
718. 50 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
719. 00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
719. 50 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
720. 00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
720. 50 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
721. 00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
721. 50 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
722. 00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
722. 50 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
723. 00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
723. 50 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
724. 00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
724. 50 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
SIN: Bentley Systems, Inc.
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File.... N:\ 2007\1007330\Docs\Calcs\PondPac\Bio-Repository Pond (6-3-08).ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = RO ( Inlet Box)
--------------
---------------------
Upstream ID = (P ---
ond Water Surface)
DNstream ID = CO ( Culvert-Circular)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft ft -ft---
cfs --ft--- +/-ft +/-cfs
------ ------ ft +/-ft
------- -------
----
--
725.00 ---
--------
* 725.00 725.00 725.00 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev =O. Hev=0.000
725.50 * 725.50 725.50 725.50 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev =O. Hev=0.000
726.00 * 726.00 726.00 726.00 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev =O. Hev=0.000
S/N:
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Type.... Individual Outlet Curves
Name.... Outlet 2
Page 5.09
File.... N:\ 2007\1007330\Docs\Calcs\PondPac\Bio-Repository Pond (6-3-08).ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure
--------- ID
- = 01
-------- (Orifice-Circular)
---------------

Ups -
tream -
ID
= (
Pond Water ---
Surface)
DNs tream ID = CO (Culvert-Circular)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs ft ft
--- ft
------- +/-ft +
----- /-cfs ft
- +/-ft
-- -
---
--------
716.00 -------
.00 - -------
... - ---
-
...
... - -
... -----
... -
--
Free -
--
-
Outfall
WS below an invert; no flow.
716.50 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
717.00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
717.50 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
718.00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
718.50 .00 ... ... ... ... ... Free outfall
WS below an invert; no flow.
719.00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
719.50 .00 ... ... ... ... ... Free outfall
WS below an invert; no flow.
720.00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
720.50 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
721.00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
721.50 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
722.00 .00 ... ... ... ... ... Free outfall
WS below an invert; no flow.
722.50 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
723.00 .06 723.00 Free 720.15 .000 .000 Free outfall
H =.42
723.50 .09 723.50 Free 720.19 .000 .000 Free Outfall
H =.92
724.00 .12 724.00 Free 721.89 .000 .000 Free Outfall
H =1.42
724.50 .04 724.50 724.33 724.33 .000 .000 Free Outfall
H =.18
SIN: Bentley Systems, Inc. '
Bentley PondPack (10.00.027.00) 12:57 PM 10/2/2008
Type.... Individual Outlet Curves
Name.... Outlet 2
Page 5.10
File.... N:\ 2007\1007330\Docs\Calcs\PondPac\Bio-Repository Pond (6-3-08).ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = 01 (Orifice-Circular)
-
------------------------
-------------
Upstream ID = (Pond Water Surface)
DNstream ID = CO (Culvert-Circular)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft
-
- cfs ft ft
--------
----- -
-
-- ft +/-ft +/-cfs
--
---- -
- ft +/-ft
-----
-
725.00 --
---
-
* 725.00 725.00 -
--- ------
-
725.00 .000 .000 ------- -------
Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLI NG STRUCTURE
725.50 * 725.50 725.50 725.50 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLI NG STRUCTURE
726.00 * 726.00 726.00 726.00 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLI NG STRUCTURE
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 12:57 PM 10/2/2008
Type.... Individual Outlet Curves
Name.... Outlet 2
Page 5.11
File.... N:\ 2007\1007330\Docs\Calcs\PondPac\Bio-Repository Pond (6-3-08).ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = CO (Culvert-Circular)
--------------------------------------
Mannings open channel maximum capacity: 3.84 cfs
UPstream ID's= W0, R0, 01
DNstream ID = TW (Pond Outfall)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs ft ft
------ ft
------- +/-ft +
------ - /-cfs
----- ft
----- +/-ft
-- -------
--------
716.00 -------
.00 - -------
... - -
... ... ... ... Free Outfall
WS below an invert; no flow.
716.50 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
717.00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
717.50 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
718.00 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
718.50 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
719.00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
719.50 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
720.00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
720.50 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
721.00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
721.50 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
722.00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
722.50 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
723.00 .06 720.15 Free Free .000 .000 Free Outfall
CR IT.DEPT H CONTROL Vh= .035ft Dcr= .102ft CRI T.DEPTH Hev= .OOft
723.50 .09 720.19 Free Free .000 .000 Free Outfall
CR IT.DEPT H CONTROL Vh= .042ft Dcr= .124ft CRI T.DEPTH Hev= .OOft
724.00 4.36 721.89 Free Free .000 .001 Free Outfall
IN LET CON TROL... S ubmerged: HW =1.8 9
724.50 7.08 724.33 Free Free .000 .003 Free Outfall
FU LL FLOW .. .Lfull=48.52ft V h=1.264ft HL=3. 813ft Hev= .OOft
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 12:57 PM 10/2/2008
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Name.... Outlet 2
Page 5.12
File.... N:\_2007\1007330\Docs\Calcs\PondPac\Bio-Repository Pond (6-3-08).ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = CO (Culvert-Circular)
----------
Mannings o ----------------------------
pen channel maximum capacity:
3.84 cfs
UPstream ID's= W0, R0, 01
DNstream ID = TW (Pond Outfall)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error E rror TW Error
ft
-------- cfs
------- ft
- ------- ft ft
-
---- +/-ft +/ -cfs ft +/-ft

725.00
7.68
725.00 -
-- ------
Free Free - ------ --
.000 ---- ------
2.801 Free - -------
Outfall
FULL FLOW ...Lfull=48.58ft Vh=1.486ft HL=4.487ft Hev= .OOft
725.50 8.10 725.50 Free Free .000 6.728 Free Outfall
FULL FLOW ...Lfull=48.63ft Vh=1.651ft HL=4.988ft Hev= .OOft
726.00 8.49 726.00 Free Free .000 9.665 Free Outfall
FULL FLOW ...Lfull=48.67ft Vh=1.816ft HL=5.489ft Hev= .OOft
S/N:
Bentley PondPack (10.00.027.00) 12:57 PM
Bentley Systems, Inc.
10/2/2008
Type.... Individual Outlet Curves
Name.... Outlet 2
Page 5.13
File.... N:\ 2007\1007330\Docs\Calcs\PondPac\Bio-Repository Pond (6-3-08).ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = W1 (Weir-Rectangular)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device Q
--------- - Tail Water
-------------- -
--- Notes
----------------------
-------
WS Elev. Q TW Elev Converge
ft cfs ft +/-ft
------- ----- - Computation Messages
-------------------------
--------
716.00 ------- -
.00 Free Outfall
WS below an invert; no flow.
716.50 .00 Free Outfall
WS below an invert; no flow.
717.00 .00 Free Outfall
WS below an invert; no flow.
717.50 .00 Free Outfall
WS below an invert; no flow.
718.00 .00 Free Outfall
WS below an invert; no flow.
718.50 .00 Free Outfall
WS below an invert; no flow.
719.00 .00 Free Outfall
WS below an invert; no flow.
719.50 .00 Free Outfall
WS below an invert; no flow.
720.00 .00 Free Outfall
WS below an invert; no flow.
720.50 .00 Free Outfall
WS below an invert; no flow.
721.00 .00 Free Outfall
WS below an invert; no flow.
721.50 .00 Free Outfall
WS below an invert; no flow.
722.00 .00 Free Outfall
WS below an invert; no flow.
722.50 .00 Free Outfall
WS below an invert; no flow.
723.00 .00 Free Outfall
WS below an invert; no flow.
723.50 .00 Free Outfall
WS below an invert; no flow.
729.00 .00 Free Outfall
WS below an invert; no flow.
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 12:57 PM 10/2/2008
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Type.... Individual Outlet Curves
Name.... Outlet 2
File.... N:\_2007\1007330\Docs\Calcs\PondPac\Bio-Repository Pond (6-3-08).ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = W1 (Weir-Rectangular)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
Page 5.14
WS Elev,Device Q Tail Water Notes
---------------- --------------- --------------------------
WS Elev. Q TW Elev Converge
ft cfs ft +/-ft Computation Messages
-------- ------- -------- ----- --------------------------
724.50 .00 Free Outfall
WS below an invert; no flow.
725.00 .00 Free Outfall
WS below an invert; no flow.
725.50 26.52 Free Outfall
H=.50; Htw=.00; Qfree=26.52;
726.00 75.00 Free Outfall
H=1.00; Htw=.00; Qfree=75.00;
SIN:
Bentley PondPack (10.00.027.00)
12:57 PM
Bentley Systems, Inc.
10/2/2008
Type.... Composite Rating Curve
Name.... Outlet 2
Page 5.15
File.... N:\ 2007\1007330\Docs\Calcs\PondPac\Bio-Repository Pond (6-3-08).ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ------ -- Converge ------- ------------------
Elev. Q TW El ev Error
ft cfs ft +/-ft
--- Contrib
-------- uting Structures
------------------
--------
716.00 -------
.00 ------
Free -- --
Outfall (no Q: W0,R0,OI,C0,W1)
716.50 .00 Free Outfall (no Q: W0,R0,OI,C0,W1)
717.00 .00 Free Outfall (no Q: W0,R0,OI,C0,W1)
717.50 .00 Free Outfall (no Q: W0,R0,OI,C0,W1)
718.00 .00 Free Outfall (no Q: W0,R0,OI,C0,W1)
718.50 .00 Free Outfall (no Q: W0,R0,OI,C0,W1)
719.00 .00 Free Outfall (no Q: W0,R0,OI,C0,W1)
719.50 .00 Free Outfall (no Q: W0,R0,0I,C0,W1)
720.00 .00 Free Outfall (no Q: W0,R0,0I,C0,W1)
720.50 .00 Free Outfall (no Q: W0,R0,01,C0,W1)
721.00 .00 Free Outfall (no Q: W0,R0,OI,C0,W1)
721.50 .00 Free Outfall (no Q: WO,RO,0I,CO,W1)
722.00 .00 Free Outfall (no Q: W0,R0,0I,C0,W1)
722.50 .00 Free Outfall (no Q: WO,RO,0I,CO,W1)
723.00 .06 Free Outfall O1,C0 (no Q: WO,RO,W1)
723.50 .09 Free Outfall O1,C0 (no Q: WO,RO,W1)
724.00 4.36 Free Outfall WO,01,C O (no Q: RO,W1)
724.50 7.08 Free Outfall WO,01,C O (no Q: R0,W1)
725.00 7.68 Free Outfall RO,CO (no Q: WO,01,W1)
725.50 34.61 Free Outfall R01C01W 1 (no Q: WO,01)
726.00 83.49 Free Outfall R0,C0,W 1 (no Q: WO,01)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 12:57 PM 10/2/2008
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Appendix A
Index of Starting Page Numbers for ID Names
----- E -----
EXISTING... 2.01, 3.01
----- 0 -----
Outlet 2... 5.01, 5.05, 5.15
----- P -----
PROP-UNDETAINED... 2.03, 3.02
PROPOSED... 2.05, 3.03
PROPOSED POND... 4.01
A-1
----- W -----
Watershed... 1.01
SIN:
Bentley PondPack (10.00.027.00)
12:57 PM
Bentley Systems, Inc.
10/2/2008

WDENR
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STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information.
Permit No. 08-0750
(to be provided by DWQ)
OBOE W A 7'1 O
j ?
L, PROJECT INFORMATION
Project name Biorepository at Chipola Road
Contact person Nate Doolittle, PE
Phone number 704-376.7777
Date 28-Sep-08
Drainage area number
It DESIGN MIFORMATION
Site Characteristics
Drainage area 219,324.60 ft2
Impervious area 150,851.00 ft2
% impervious 68.78 %
Design rainfall depth 1.00 in
Storage Volume: Non-SR Waters
Minimum volume required
Volume provided
Storage Volume: SR Waters
1-yr, 24-hr runoff depth
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
1-yr, 24-hr rainfall depth
Rational C, pre-development
Rational C, post-development
Rainfall intensity: 1-yr, 24-hr storm
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak flow control
Basin Elevations
Basin bottom elevation
Sediment cleanout elevation
Bottom of shelf elevation
Permanent pool elevation
SHWT elevation
Top of shelf elevation
Temporary pool elevation
Form SW401-Wet Detention Basin-Rev.4
12,227.71 ft3
12,600.00 ft3
N/A in
ft3
ft3
ft3
ft3
2.64 in
0.25 (unitless)
0.70 (unitless)
0.22 in/hr
5.19 ft3/sec
14.25 ft3/sec
9.06 ft3/sec
715.50 ft
716.50 ft
722.00 ft
722.50 ft
712.00 It
723.00 It
723.50 ft
Parts I. & II. Design Summary, Page 1 of 2
Permit No. 08-0750
(to be provided by DWQ)
%
Volume and Surface Area Calculations
SA/DA ratio 4.25 (unitless)
Surface area at the bottom of shelf 8,740.00 fl2
Volume at the bottom of shelf 28,039.00 ft3
Permanent pool, surface area required 9,321.30 ft2
Permanent pool, surface area provided 10,765.00 ft2 OK
Permanent pool volume 32,907.00 ft3
Average depth for SA/DA tables 3.06 ft OK
Surface area at the top of shelf 12,891.00 ft2
Volume at the top of shelf 38,813.00 ft3
Forebay volume 5,925.00 ft3
Forebay % of permanent pool volume 18.01 % OK
Temporary pool, surface area provided 13,889.00 ft2
Drawdown Calculations
Treatment volume drawdown time
Treatment volume discharge rate
Pre-development 1-yr, 24-hr discharge
Post-development 1-yr, 24-hr discharge
Additional Information
Diameter of orifice
Design TSS removal
Basin side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & orifice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build-out?
Drain mechanism for maintenance or emergencies
2.40 days
0.06 ft3/s
5.19 ft3/s
4.26 ft3/s
2 in
90
3.00
10.00
10.00 ft
3.00 :1
1.75 :1
Y (Y or N)
1.00 ft
Y (Y or N)
Y (Y or N)
Y (Y or N)
PUMP OUT
OK
Form SW401-Wet Detention Basin-Rev.4
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
Parts I. & II. Design Summary, Page 2 of 2
Permit No. 08-0750
(to be provided by DWO)
lil. REQUIRED ITEMS' CHECKLIST
' Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Page/ Plan
Initials Sheet No.
?- C2.0 1. Plans (1" 50' or larger) of the entire site showing:
' Design at ultimate build-out,
Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Basin dimensions,
' Pretreatment system,
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW),
Overflow device, and
Boundaries of drainage easement.
C3, f 2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
C if . D Outlet structure with trash rack or similar,
Maintenance access,
Permanent pool dimensions,
Forebay and main pond with hardened emergency spillway,
Basin cross-section,
Vegetation specification for planting shelf, and
Filter strip.
C3. f 3. Section view of the dry detention basin (1" = 20' or larger) showing:
Side slopes, 3:1 or lower,
' Pretreatment and treatment areas, and
Inlet and outlet structures.
C-7. 7 4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
?- PoNOPAK 5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
C 3.6 6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
G3.7 entire drainage area is stabilized.
?- o 0.0_+,r 7. The supporting calculations.
8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
' r 9. A copy of the deed restrictions (if required).
10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
' Form SW401-Wet Detention Basin -Rev.4 Part III. Required Items Checklist, Page 1 of 1

1

1

r

1

I

PO. Box 18846 a Zip 27419-8846 a 313 Gallirnore Dairy Road a Greensboro, NC 27409 a p 336.668.0093 a f 336.668.3868
October 2, 2008
Mr. Scott Lanigan
Castle & Cooke North Carolina, LLC
210 Oak Avenue
K.annapolis, North Carolina 28081
Reference: Groundwater Levels
North Carolina Research Campus
Biorepository
Kannapolis, North Carolina
Trigon I Kleinfelder Project No. 011-08-021
Dear Mr. Lanigan:
Per our conversation with Mr. Nate Doolittle of Land Design, this letter summarizes the expected annual
groundwater fluctuation in the area of the detention pond, near our boring B-5. As indicated in our
November 16, 2007 Report of Subsurface Exploration (Trigon Project no. 011-07-087), no groundwater was
present in the boring to the termination depth of 15.0 feet (elevation 708.1 feet MSL) below the ground
surface at the end of drilling. Based on the results of the groundwater measurement and the time of year the
boring was performed, we do not expect that the seasonal high groundwater elevation will exceed 712 feet
(MSL) at the location of boring B-5.
Trigon Kleinfelder, Inc. appreciates the opportunity to continue our services to you on this project. If
you have any questions or require additional information, please call.
Respectfully,
TRIGON EINFELDER, INC.
V
mas R. Wells, E.I.
Staff Professional
TRW/XCB:Iss
Attachments
s:101100rojectsl2008101108o2111108O21a doc
www.trigoneng.com

1
ENGINEERING CONSULTANTS, INC.
Since
1983
www.frigoneng.com
P.O. Box 18846 • Zip 27419-8846.313 Gallimore Dairy Road • Greensboro, NC 27409 • p 336.668.0093 • f 336.668.3868
April 25, 2008
Mr. Scott Lanigan
Castle & Cooke North Carolina, LLC
210 Oak Avenue
Kannapolis, North Carolina 28081
Reference: Addendum to Report of Subsurface Exploration
North Carolina Research Campus
Biorepository Addition
Kannapolis, North Carolina
Trigon I Kleinfelder Project No. 011-08-021
Dear Mr. Lanigan:
This report presents the results of a supplementary subsurface exploration and geotechnical engineering
evaluation for the referenced project. The supplemental exploration was performed due to a revision of the
building configuration since our November 16, 2007 Report of Subsurface Exploration was submitted.
PROJECT DESCRIPTION
The building size and location indicated in our previous report has been revised. Both the old and new
configurations encompass a footprint of approximately 40,000 square feet. The dimensions have been
revised from approximately 200 feet by 200 feet to 250 feet by 160 feet. In the new configuration, the long
dimension is oriented north to south. The building footprint has also been shifted to the west, and parallels
Cannon Boulevard.
71ank you for our success.
Mr, Scott Lanigan, Castle & Cooke North Carolina, LLC April 25, 2008
North Carolina Research Campus, Biorepository Addition, Kannapolis, North Carolina Trigon I Kleinfelder Project No. 011-08-021
INVESTIGATIVE PROCEDURES
The supplemental subsurface exploration included the completion of two soil test borings (B-9 and B-10) at
the approximate locations shown on the Boring Location Diagram, Drawing No. 011-08-021-1 included in
the Appendix. The borings were advanced to depths of 20.0 feet below the ground surface with a B-57
truck mounted drill rig using continuous-flight, hollow-stem augers. Groundwater level measurements were
attempted at the termination of drilling. Subsequent to the groundwater measurements, the boreholes were
backfilled with the auger cuttings.
All recovered soil samples were transported to our laboratory where they were subjected to visual -
manual classification by a geotechnical engineer. The Test Boring Records were prepared using the
observations made in the field by the driller, as well as the visual - manual classification in the
laboratory. The Test Boring Records are included in the Appendix together with brief descriptions of the
field testing procedures.
FINDINGS
The southern portion of the building area contains a wet weather drainage feature extending in an east to
west direction, connecting to the drainage feature that extends through the central portion of the site. Our
field crews noted the presence of soft wet soils in the vicinities of the drainage features at the time of
drilling.
The supplemental borings indicated the presence of a residual soil profile. The residual soils generally
consist of a surficial zone of very soft to soft sandy silts (SPT N-values of from 1 to 4 bpf) to depths
between 3.5 and 5.5 feet. The soft soils are underlain by firm to very firm sandy silts and loose silty
sands with SPT N-values ranging from 1 to 24 bpf. Both borings were terminated in the residuum.
Measurements at the time of boring completion indicated groundwater depths ranging from 8.5 to 15.0
feet below the ground surface in borings B-9 and B-10. Note that subsurface water conditions may be
different from those described in this report at the time of drilling.
TRICON KLEONELDER, INC. Page 2
Mr. Scott Lanigan, Castle & Cooke North Carolina, LLC April 25, 2008
' North Carolina Research Campus, Riorepository Addition, Kannapolis, North Carolina Trigon Kleinfelder Project No 011-08-021
1 CONCLUSIONS AND RECOMMENDATIONS
' Based on the results of the supplemental borings, the new structure can be supported on the residual soils
or structural fill, as outlined in our previous report. The soft residual soils in the southern portion of the
site, in the vicinity of the drainage features should be excavated and replaced with compacted structural
fill. The undercut and structural fill should extend beyond the proposed structural limits as
recommended in our previous report.
Temporary dewatering should be anticipated in the drainage features to facilitate site preparation, as
' recommended in our previous report. The dewatering can be accomplished with sumps or ditches. The
dewatering system should be installed at least 2 weeks prior to excavation to allow drainage of the soils.

We also recommend that Trigon I Kleinfelder be given the opportunity to review the geotechnical aspects of
the project plans and specifications as the design is being developed, to confirm the proper incorporation of
our recommendations or make appropriate modifications.
CLOSURE

This letter constitutes an addendum to our November 17, 2007 Report of Subsurface Exploration and
incorporates the recommendations, terms, and conditions therein by reference.
Trigon Kleinfelder, Inc. appreciates the opportunity to continue our services to you on this project. If
you have any questions or require additional information, please call.
I Respectfully,

TRIGON
a :KLEINFELDER, J^'INC.
f _?
Thomas R. Wells, E.I.
Staff Professional
m*?a?1a rs??,,?e
h? (??? ?s c?eae??•?YA
Aayier u. Darren, tr.L.
TRW/XCB:Iss
Attachments
s.101101projects 1200810110802111108021. doc
TRIGON KLEINFELDDR INC
Page 3

APPENDIX
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NONNYO -N
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1
Mr. Scott Lanigan, Castle & Cooke North Carolina, LLC April 25, 2008
North Carolina Research Campus, Biorepository Addition, Kannapo/is, North Carolina Trigon I Kleinfelder Project No. 011-08-021
INVESTIGATIVE PROCEDURES
Soil Test Borings
Soil sampling and penetration testing for this project were performed in accordance with ASTM D 1586.
The borings were advanced with hollow-stem, continuous flight augers and, at standard intervals, soil
samples were obtained with a standard 1.4-inch I.D., 2 inch O.D., split-tube sampler. The sampler was first
seated six (6) inches to penetrate any loose cuttings, then driven an additional foot with blows of a 140
pound hammer falling 30 inches. The number of hammer blows required to drive the sampler the final foot
was recorded and is designated the "Standard Penetration Resistance" (N-Value). The Standard Penetration
Resistance, when properly evaluated, is an index to soil strength, density, and ability to support foundations.
Representative portions of each soil sample were placed in glass jars and taken to our laboratory. The
samples were then examined by an engineer to verify the driller's field classifications. Test Boring
Records are attached indicating the soil descriptions and Standard Penetration Resistances.
TWON KLEINFELDE& INC,

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TRIGON I KLEINFELDER, INC.
BORING LOG
PArG 1 nG 1
PROJECT NO. 011-08-021 ID No. COUNTY Cabarrus GEOLOGIST T. Wells
SITE DESCRIPTION NCRC Bio-Repository Addition GROUND WATER (ft)
BORING NO. B-10 BORING LOCATION OFFSET ALIGNMENT 0 HR. 8.5
COLLAR ELEV. 719.0 ft NORTHING _
EASTING 24 HR.
TOTAL DEPTH 20.0 ft DRILL MACHINE Mobile B-57 DRILL METHOD HSA HAMMER TYPE 140 lb. Auto
DATE STARTED 4/21/08 COMPLETED 4/21/08 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. V L
(ft) (ft) O.Sft 0.5ft 0 5ft 0 20 40 60 80 100
NO.
MO O
I G SOIL AND ROCK DESCRIPTION
719.0
718.0

1.

-

718.0 0.

715
5

3
5 2 1 3
SS 1 Very Moist Soft Light Brown Micaceous Coarse
to Fine Sandy SILT - RESIDUAL
. . 716.0 3.0

713
0
6
0 3 3 4 SS-2 Very Moist Finn Light Brown Micaceous Clayey
Coarse to Fine Sand
SILT
. . y
713.5
5.5

710
5
5 5 3 4 7 SS-3 Very Moist Loose to Firm Olive Grey Silty
Coarse to Fine SAND
. 8.
3 5 5 1o SS-4
705.5 13.5
4 8 9 i7 SS-5
702.0 1zo
700.5 18.5 Wet Firm Red Brown Micaceous Silt
Co

2
3
13
76
SS-6 y
arse
to Fine SAND
699
0
.
20.0
Boring Terminated
TRIGON I KLEINFELDER, INC. I
BORING LOG
PAGE 1 OF 1
PROJECT NO. 011-08-021 ID No. COUNTY Cabarrus GEOLOGIST T. Wells
SITE DESCRIPTION NCRC Bio-Repository Addition GROUND WATER (ft)
BORING NO. B-9 BORING LOCATION OFFSET ALIGNMENT 0 HR. 15.0
COLLAR ELEV. 723.0 ft NORTHING

FASTING
I

24 HR.
TOTAL DEPTH 20.0 It DRILL MACHINE Mobile B-57 DRILL METHOD HSA HAMMER TYPE 140 lb. Auto
DATE STARTE D 4/21/08 COMPLETED 4/21/08 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP . L
(ft) (ft) 0.
ft O 20 40 60 NO
MO O
I G SOIL AND ROCK DESCRIPTION
723.0 Z 723.0 0.00
722.0 1.0 Wet Very Soft Red Brown Clayey Coarse to
1 SS-1 1 4 Fine Sandy SILT - RESIDUAL
7
719.5 3.5 20.0 3.0
2 2 2 SS-2 Wet Soft Olive Grey Clayey Coarse to Fine
Sandy SILT
717.0 6.0 717.5
5.5
4 5 10 15 SS-3 Very Moist Firm Olive Grey Micaceous Silty
Coarse to Fine SAND
714.5 8.5 715.0
e.0
5 11 13 '24 SS-4 Very Moist Very Firm to Firm Red Brown
Micaceous Silty Coarse to Fine SAND
709.5 13.5
7 8 9 17 SS-5
704.5 18.5
1
6 7 9 16 .. - .. . SS$ 703.0 20.0
Boring Terminated
a
U
Z
C
F
C
G

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Report of Subsurface Exploration
North Carolina Research Campus
Biorepository
Kannapolis, North Carolina
Trigon Project No. 011-07-087
i
Since
1983
ENGINEERING CONSULTANTS, INC.
www.tzigoneng.com
P.O. Box 18846 e Zip 27419-8846. 313 Gallimore Dairy Road a Greensboro, NC 27409 e p 336.668.0093 e f 336.668.3868
November 16, 2007
Mr. Scott Lanigan
Castle & Cooke North Carolina, LLC
210 Oak Avenue
Kannapolis, North Carolina 28081
Reference: Report of Subsurface Exploration
North Carolina Research Campus
Biorepository
Kannapolis, North Carolina
Trigon Project No. 011-07-087
Dear Mr. Lanigan:
This report presents the results of the subsurface exploration for the referenced project. Trigon Engineering
Consultants, Inc. appreciates having had the opportunity to assist you during this phase of the project. The
recommendations are presented on the basis of our understanding of the project as described herein and
through the application of generally accepted soil and foundation engineering practices. No other
warranties, expressed or implied, are made or offered. Should there be any changes in the scope of the
project, as stated herein, we should be notified so that we may review these changes and modify our
recommendations, if required.
It is recommended that the Project Geotechnical Engineer be provided the opportunity to review the final
design and specifications to ascertain that the recommendations presented herein have been properly
interpreted and applied.
Respectfully submitted,
TRIGON ENGINEERING CONSULTANTS, INC.
Thomas R. Wells, E.I.
Staff Professional
r
` ry'I
TRW/XCB:Iss
Attachments
s: W1IO1projectsl20071011 o7087b107087.doc
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Thank you for our success.

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Mr. Scott Lanigan, Castle Wooke North Carolina, LLC November 16, 2007
North Carolina Research Campus, Biorepository, Kannapolis, North Carolina Trigon Project No. 011-07-087
TABLE OF CONTENTS
1.0 INTRODUCTION ........................................................................................................................1
2.0 PROJECT DESCRIPTION ........................................................................................................1
3.0 SCOPE OF INVESTIGATION ..................................................................................................1
3.1 FIELD EXPLORATION ...................................................................................................1
3.2 LABORATORY TESTING .............................................................................................. 2
4.0 FINDINGS ....................................................................................................................................2
4.1 SITE CONDITIONS .......................................................................................................... 2
4.2 SUBSURFACE CONDITIONS ........................................................................................3
4.3 GROUNDWATER ............................................................................................................3
4.4 SITE GEOLOGY ............................................................................................................... 4
5.0 CONCLUSIONS AND RECOMAqENDATIONS ...................................................................4
5.1 GENERAL .........................................................................................................................4
5.2 SEISMIC SITE CLASSIFICATION ................................................................................. 5
5.3 FOUNDATION SUPPORT .............................................................................................. 5
5.4 FLOOR. SLAB SUPPORT ................................................................................................ 6
5.5 ASPHALT PAVEMENT .................................................................................................. 6
5.6 BELOW-GRADE WALLS ..................................................................... 7
..........................
5.7 CUT AND FILL SLOPES ................................................................................................. 8
6.0 CONSTRUCTION CONSIDERATIONS ................................................................................ 9
6.1 SITE PREPARATION ...................................................................................................... 9
6.2 EXCAVATTON ...............................................................................................................10
6.3 FILL MATERIAL AND PLACEMENT ........................................................................11
6.4 FOUNDATION CONSTRUCTION ...............................................................................11
6.5 DEWATERING ...............................................................................................................12
6.6 CONSTRUCTION MONITORING ...............................................................................12
Appendix
TNGON ENGINEERING CONSULTANTS, INC.
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Mr. Scott Lanigan, Castle &Cooke North Carolina, LLC November 16, 2007
North Carolina Research Campus, Biorepository, Kannapolis, North Carolina Trigon Project No. 011-07-087
1.0 INTRODUCTION
This report presents the results of a subsurface exploration and geotechnical engineering evaluation
completed by Trigon Engineering Consultants, Inc. for the referenced project. This work was verbally
authorized by Mr. Scott Lanigan of Castle & Cooke North Carolina and performed in accordance with our
November 12, 2007 Proposal No. 011-07-113-P and November 13, 2007 addendum. The purpose of our
subsurface exploration and geotechnical engineering evaluation was to provide recommendations for the
design and construction of foundations, floor slabs, and pavements including general earthwork and site
preparation recommendations.
2.0 PROJECT DESCRIPTION
The project site is located in the northeast quadrant of the intersection of North Cannon Boulevard and East
First Street. The project is to consist of a Bio-Repository building and one detention pond. Parking, access
drives, and a loading dock will also be present.
The proposed building will have overall dimensions of approximately 210 by 200 feet, the building footprint
will encompass approximately 42,000 square feet. We anticipate that structural steel framing in
conjunction with a slab-on-grade floor will be utilized. The number of stories and structural loads were
not available at the time this report was prepared. Based on our experience with similar projects, we
anticipate that maximum column and wall loads will be on the order of 150 kips and 4 kips per foot of
wall length, respectively. We anticipate that a dumpster will be located near the building. At the time
this report was prepared, the finished floor elevation had not been determined.
3.0 SCOPE OF INVESTIGATION
3.1 FIELD EXPLORATION
Prior to drilling, an engineer visited the site to perform a site reconnaissance. The surface features of the
site were observed with respect to drilling access and site features that may affect development and
construction.
TRIGON ENGINEERING CONSULTANTS, INC. Page I

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Mr. Scott Lanigan, Castle &C.ooke North Carolina, LLC November 16, 2007
North Carolina Research Campus, Biorepository, Kannapolis, North Carolina Trigon Project No. 011-07-087
The subsurface exploration included the completion of eight soil test borings (B-1 through B-8) at the
approximate locations shown on the Boring Location Diagram, Drawing No. 011-07-087-1, included in the
Appendix. The boring locations were established in the field by personnel from Land Design.
The borings were advanced to depths ranging from 10.0 to 20.0 feet below the ground surface using
continuous-flight, hollow-stem augers. Standard Penetration Tests were performed at 2.5 foot intervals to a
depth of 10 feet and at 5 foot intervals thereafter to the depths explored in general accordance with ASTM
D 1586. Standard Penetration Test data (SPT N-values) were used to estimate the in situ soil strength and
density. Soil samples were obtained at each test interval.
Groundwater measurements were performed at the termination of drilling. Groundwater levels are indicated
on the respective Test Boring Record.
3.2 LABORATORY TESTING
All recovered soil samples were transported to our laboratory where they were subjected to visual - manual
classification by a geotechnical engineer. A Test Boring Record was prepared for each boring. The Test
Boring Records were prepared using the observations made in the field by the driller, as well as the visual -
manual classification in the laboratory. The lines designating the interfaces between various strata are
approximate. The transition between strata may be gradual in both the vertical and horizontal directions.
The Test Boring Records are included in the Appendix together with brief descriptions of the field testing
procedures.
4.1 SITE CONDITIONS
4.0 FINDINGS
The site is bound to the north by Chipola Road, to the south by East First Street, to the east by a
commercial property, and to the west by North Cannon Boulevard. The ground surface within the site
generally slopes from elevation 745 feet MSL in the northeast corner down to elevation 715 feet MSL in
the southwest corner. Ground cover on the site generally consists of grass, the southern and eastern
property lines are lined with trees as well as a tree line running north to south through the center of the
TRIGON ENGINEERING CONSULTANTS, INc Page 2
Mr. Scott Lanigan, Castle &Cooke North Carolina, LLC November 16, 2007
North Carolina Research Campus, Biorepository, Kannapolis. North Carolina Trigon Project No. 011-07-087
site. A drainage feature extends through the eastern portion of the site, in a generally north to south
direction.
4.2 SUBSURFACE CONDITIONS
The subsurface conditions at the site, as indicated by the borings, generally consist of alluvial soils in the
drainage feature and a residual soil profile elsewhere. The generalized subsurface conditions are described
below. For soil descriptions and general stratification at a particular boring location, the respective Test
Boring Record should be reviewed.
Although no topsoil is present, the surficial soils contain roots from the vegetative cover. Topsoil should be
expected in the areas that have not been cleared. Alluvial soils (alluvium) are present below the ground
surface at boring locations, B-4 and B-8. Alluvial soils are formed by deposition. The alluvial soils in our
borings generally consist of silty sands and sandy silts with varying amounts of mica and organics. SPT N-
values recorded in the alluvium range from 3 to 11 bpf.
Residual soils are present below the ground surface or the alluvial soils. Residual soils are formed by the in-
place chemical and mechanical weathering of the parent bedrock. The residual soils in our borings
generally consist of silty sands and sandy silts with varying amounts of mica. SPT N-values recorded in the
residuum range from 9 to 49 bpf. Each boring was terminated in the residuum, with the exception of boring
B-4.
Soft weathered rock is present below the residual soil beneath boring B-4. Soft weathered rock is defined as
any residual material which exhibits a Standard Penetration Resistance in excess of 100 bpf, but less than 50
blows per 0.1 foot. The soft weathered rock represents the transition between residual soil and hard
weathered rock (SPT N-values > 50 blows per 0.1 foot) and/or bedrock. The soft weathered rock in our
borings generally samples as a silty sand. Boring B-4 was terminated in soft weathered rock.
4.3 GROUNDWATER
Groundwater was observed at depths ranging between 4.0 to 6.0 feet below the existing ground surface at
the time of drilling in borings B4 and B-8. Some fluctuation in groundwater levels can occur with climatic
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Mr. Scott Lanigan, Castle Wooke North Carolina, LLC November 16, 2007
North Carolina Research Campus, Biorepository, Kannapolis, North Carolina Trigon Project No. 011-07-087
and seasonal variations, with the highest groundwater levels expected in late winter and early spring.
Seasonal low groundwater levels are expected in late summer and early fall. Therefore, subsurface water
conditions at other times may be different from those described in this report.
4.4 SITE GEOLOGY
Based on information from the 1985 Geologic Map of North Carolina, the site is located in the Charlotte
Belt of North Carolina. The site is located in an area consisting of granitic rock. In this area, erratic
weathering of the rock can often result in bouldery conditions. The on-site residual soils are generally the
product of the physical and chemical decomposition of the underlying bedrock.
5.0 CONCLUSIONS AND RECOMMENDATIONS
5.1 GENERAL
Our conclusions and recommendations are based on the project description outlined above and on the data
obtained from our field and laboratory testing programs. We believe the site is suitable for the proposed
development provided the recommendations presented in this report are implemented during both the design
and construction phases of the project. If the proposed estimated structural loading, proposed building
location and geometry, or anticipated finished floor elevation are changed or significantly different from
those outlined above, or if subsurface conditions are encountered during construction which differ from
those indicated by our borings, we will require the opportunity to review our recommendations in light of
the new information and make any necessary changes.
The borings performed at this site represent the subsurface conditions at the location of the borings only.
Due to the prevailing geology, there can be changes in the subsurface conditions over relatively short
distances that have not been disclosed by the economically limited number of borings performed.
Consequently, there may be undisclosed subsurface conditions that may require special treatment or
preparation once these conditions are revealed during construction.
The recommendations outlined in this report should not be construed to address moisture or water
intrusion effects after construction is completed. Proper design of landscaping, surface and subsurface
RtGON NGINEERivG CONSULTANTS, INC. Page 4
Mr. Scott Lanigan, Castle &Cooke North Carolina, LLC November 16, 2007
North Carolina Research Campus, Biorepository, Kannapolis, North Carolina Trigon Project No. 011-07-087
water control measures are required to properly address these issues. In addition, proper operation and
maintenance of building systems is required to minimize the effects of moisture or water intrusion. The
design, construction, operation, and maintenance of waterproofing and dampproofing systems are beyond
the scope of our services for this project.
The existing alluvial soil within the drainage feature located at the center of the site is not suitable for direct
support of shallow spread foundations and floor slabs. To eliminate the risk to foundation performance and
provide adequate support of the proposed structures, we recommend removal of the alluvial soil within the
construction areas and replacement with a properly compacted structural fill.
5.2 SEISMIC SITE CLASSIFICATION
Based on the North Carolina Building Code, an evaluation of the upper 100 feet of the material below the
ground surface and its characteristics is required to determine site classification. The subsurface
investigation for this project included soil borings that terminated in residual soils or partially weathered
rock. The depth to the top of bedrock at this site has not been determined. Therefore, the subsurface
conditions at the site appear consistent with a site classification of "D" as defined by the current North
Carolina Building Code.
5.3 FOUNDATION SUPPORT
The alluvial soil in the drainage feature is not suitable for direct support of the proposed foundations. This
relatively soft alluvial soil should be undercut and replaced with controlled structural fill placed and
compacted as recommended herein.
The proposed structure can be adequately supported on a shallow foundation system consisting of spread
footings bearing on undisturbed residual soils or on newly-placed controlled structural fill. We recommend
that a net allowable bearing pressure of up to 3,000 pounds per square foot (psf) be used for design of the
foundations provided the recommendations presented in this report are implemented. The net allowable
bearing pressure is that pressure which may be transmitted to the soil in excess of the minimum surrounding
overburden pressure. Minimum wall and column footing dimensions of 16 and 24 inches, respectively,
should be maintained to reduce the possibility of a localized, "punching" type, shear failure. Exterior
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Mr. Scott Lanigan, Castle &Cooke North Carolina, LLC November 16, 2007
North Carolina Research Campus, Biorepository, Kannapolis, North Carolina Trigon Project No. 011-07-087
foundations and foundations in unheated areas should be designed to bear at least 18 inches below finished
grades for frost protection.
Based on the structural loading conditions outlined in this report and the subsurface conditions encountered
at the boring locations, empirical analyses indicate that the total settlement potential of foundations should
not exceed approximately 1 inch. The differential settlement potential of structure foundations should not
exceed 1/2 inch between boring locations. Foundation geometry and loading conditions different than those
described in this report will result in magnitudes of settlement inconsistent with the previous estimates.
5.4 FLOOR SLAB SUPPORT
The proposed slab-on-grade floor system can be adequately supported on undisturbed residual soils or on
controlled structural fill provided the site preparation and fill recommendations outlined below are
implemented. Design of the floor slab may be based on a maximum Modulus of Subgrade Reaction (kJ of
100 pounds per cubic inch as related to a standard 30 inch diameter plate load test. The floor slab should be
structurally isolated from the building foundations to allow independent movement. We recommend that a
granular material be placed immediately beneath the floor slab to provide a capillary break and to increase
the load distributing capabilities of the floor slab system.
5.5 ASPHALT PAVEMENT
The existing undisturbed residual soils or controlled structural fill can provide adequate support for a pave-
ment structure designed for appropriate subgrade strength and traffic characteristics. Based on the results of
design of the project pavements.
the laboratory tests performed, the soil types encountered in the test borings, and provided the site grading
recommendations outlined in this report are implemented, we recommend a CBR value of 4 be used in
We emphasize that good base course drainage is absolutely essential for successful pavement performance.
Water buildup in the base course will result in premature pavement failures. The subgrade and pavement
should be graded to provide rapid runoff to either the outer limits of the paved area or to catch basins so that
standing water will not accumulate on the subgrade or pavement.
TRIGON ENGINEERING CONSULTANTS, INC.
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Mr. Scott Lanigan, Castle &Cooke North Carolina, LLC November 16, 2007
North Carolina Research Campus, Biorepository, Kannapolis, North Carolina Trigon Project No. 011-07-087
The pavement at locations for refuse dumpsters should be properly designed with respect to the high axial
loads and twisting movements of the trucks. Consideration should be given to the use of concrete pavement
for the dumpster and approach area. We recommend that the refuse collector be consulted to determine the
size and thickness of the concrete pads for dumpsters.
5.6 BELOW-GRADE WALLS
All below-grade walls should be designed to withstand lateral earth pressures from the backfill and
supported soils. Additionally, the walls should be designed to resist the lateral components of surcharge
loads occurring within a zone defined by a plane extending up at a 45 degree angle from the base of the
wall.
We recommend the following soil parameters for wall design provided the on-site residual soils observed in
the borings will be used for backfill against the below-grade walls:
1. Ko = 0.50 At-rest Earth Pressure Coefficient
(Non-yielding Walls)
2. K. = 0.35 Active Earth Pressure Coefficient
(Yielding Walls)
3. Kp = 2.75 Passive Earth Pressure Coefficient
4. Tan S = 0.35 Friction Factor for Sliding Resistance of the Base of Below Grade
Wall Footings
5. y = 120 PCF Moist Soil Unit Weight
Imported soils proposed for use as wall backfill should be properly evaluated by a geotechnical engineer
with respect to the recommended parameters.
TRIGONENGINEERING CONSULTANM INC. Page 7
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Mr. Scott Lanigan, Castle Wwle North Carolina, LLC November 16, 2007
North Carolina Research Campus, Biorepository, Kannapolis, North Carolina Trigon Project No. 011-07-087
' Proper performance of the wall is predicated on the structure being founded above the groundwater table
and the backfill being maintained in a drained condition. To promote drained conditions behind the
' retaining wall, we recommend that the below grade portions of the walls be covered with a prefabricated
drainage panel and hydraulically connected to a perimeter drain located at the base of the foundation. As an
alternative, the buried wall could be backfilled with clean granular backfill allowing the free flow of water
to the foundation drain. The foundation drain should transfer any water by gravity to outlet in the storm
drainage system.
5.7 CUT AND FILL SLOPES
Permanent cut and fill slopes should be no steeper than 2(H):1(V) and should be properly seeded and
mulched to minimize erosion. For maintenance purposes, the permanent slopes may need to be flatter to
allow access to mowing equipment. Temporary slopes in confined or open excavations should perform
satisfactorily at inclinations of 1(M:1(V). All confined excavations, such as trenches and footing
excavations, should conform to applicable OSHA regulations.
The crests of all slopes should be maintained at least five (5) feet horizontally from any pavement limits.
Foundation setbacks should meet the criteria outlined in chapter 18 of the North Carolina Building Code.
Surface runoff should be diverted away from the slope faces.
' Any new fill placed on existing slopes exceeding 4(H):1(V) should be benched into the existing
materials. The purpose of the benching is to provide a proper tie in to the existing materials and preclude
' the formation of a weak plane. The horizontal bench width should be proportional to the size of the
compaction equipment. The vertical bench height should not exceed two feet. Each new bench should
' begin at the intersection of the existing slope and the vertical cut of the previous bench.

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Mr. Scott Lanigan, Castle &Cooke North Carolina, LLC November 16, 2007
North Carolina Research Campus, Biorepository, Kannapolis, North Carolina Trigon Project No. 011-07-087
6.0 CONSTRUCTION CONSIDERATIONS
6.1 SITE PREPARATION
Initial site preparation should include the removal of topsoil, organic material and other soft or unsuitable
material from within the outline of the proposed structure or areas scheduled for pavement. The topsoil may
be stockpiled separately for use in future landscape activities.
Upon completion of the stripping operations, the exposed subgrade in areas to receive fill should be
proofrolled with a loaded dump truck or similar pneumatic-tired vehicle with a minimum loaded weight of
25 tons. Fills placed on existing slopes of 4(H):1(V) or steeper should be properly benched into the existing
soils. After excavation, the exposed subgrades in cut areas should be similarly proofrolled. Proofrolling
operations should be performed under the observation of a geotechnical engineer or his authorized
representative. The proofrolling should consist of two (2) complete passes of the exposed areas, with each
pass being in a direction perpendicular to the preceding one. Any areas which deflect, rut, or pump during
the proofrolling, and fail to be remedied with successive passes, should be undercut to suitable soils and
backfilled with compacted fill. Based on our site reconnaissance and subsurface findings, we anticipate the
need for some minor undercutting in the vicinities of borings B-4 and B-8.
We recommend the construction contract include unit prices for scarifying and drying wet subgrade soils.
In addition, the contract should provide an allowance for undercutting of soft or loose subgrade soils and for
replacement with controlled structural fill. Undercut volumes should be determined by field measurement.
Methods such as counting trucks should not be used for determination of undercut volume as they are less
accurate and often result in additional expense to the Owner.
Loose saturated subgrade soils disturbed as a result of construction equipment used in the stripping
operation will require removal. We caution that the subgrade soils exposed after topsoil stripping contain
sufficient silt and clay to render them both moisture sensitive and frost susceptible. Due to their moisture
sensitivity, water from storm runoff must be controlled during earthwork and construction activities by
intercepting and draining the runoff away from the site to prevent water from ponding on or saturating the
soils within the excavations or on final grades. These soils may become unstable due to the presence of
excess moisture and normal construction equipment traffic over them. Accordingly, construction traffic
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Mr. Scott Lanigan, Castle &Cooke North Carolina, LLC November 16, 2007
North Carolina Research Campus, Bioreposilory, Kannapolis, North Carolina Trigon Project No. 011-07-087
should be kept to a minimum on the exposed soils to minimize the potential for creating an unstable
subgrade. We recommend that site development be performed during seasonally dry weather and
excavation/site preparation operations not be performed during or immediately following periods of high
precipitation. Consideration should be given to constructing and maintaining designated hauVaccess roads
across the site to better control equipment traffic patterns and minimize disturbance to the sensitive
subgrade soils following stripping and cut/fill operations.
To eliminate the risk to foundation performance and provide adequate support of the proposed structures,
we recommend removal of the alluvial soil within the building areas and replacement with a properly
compacted structural fill. Based on our boring results, the anticipated finished floor levels, and visual
observations, maximum undercut depths could be as much as 8.0 feet below the existing ground surface.
The excavations should also extend horizontally beyond the construction limits, extending outward 1 foot
for every I foot of excavation plus an additional 10 feet. After removal of the alluvial soil, the exposed
subgrade soils should be observed by an experienced geotechnical engineer or his authorized
representative. Stabilization of the exposed subgrade or removal of organics may be required for proper
fill placement. Once the suitability of the subgrade has been established, fill operations can begin. The
economic feasibility of this approach must be determined by the owner.
6.2 EXCAVATION
Based on the results of our boring within the proposed location for the detention pond the soils in this area
can be excavated to a depth of at least 15 feet. Generally, the on-site soils can be excavated with conven-
tional construction equipment. However, where soft weathered rock (SPT N-value greater than 100 blows
per foot but less than 50 blows per 0.1 foot) is present, loosening with a large dozer (D-8 or similar size)
equipped with a single tooth ripper or a large track-mounted backhoe (Caterpillar 235 or similar size) may
be required prior to removal. Hard weathered rock and bedrock (SPT N-value greater than 50 blows per 0.1
foot and unable to be excavated with the previously mentioned equipment) may require light blasting to
excavate in utility and other confined excavations. If blasting is required, we recommend that it be
performed prior to the start of any construction.
TlucoNENGINEEUNGCoxsuLTAms,, INC.
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Mr. Scott Lanigan, Castle &Cooke North Carolina, LLC November 16, 2007
North Carolina Research Campus, Biorepository, Kannapolis, North Carolina Trigon Project No. 011-07-087
6.3 FILL MATERIAL AND PLACEMENT
Based on the results of our visual observations and laboratory testing, the on-site residual soils appear
suitable for use as project fill. As such, drying or wetting of the on-site soils will likely be required depend-
ing upon the time of year during which site grading is performed. As previously stated, the presence of
excess moisture will result in instability of the soils.
All imported fill used for the project should be a clean soil free of organic matter and debris with a Plasticity
Index of less than 20. Preferable soil types, as defined by USCS, consist of GW, SW, SM, ML and CL
soils. The fill should exhibit a maximum dry density of at least 90 pounds per cubic foot as determined by a
Standard Proctor compaction test (ASTM D 698). All fill in building areas should be placed during the
initial stages of site development and prior to any foundation construction. This will assist in the
consolidation of natural soils below the additional load imposed by the fill. The majority of consolidation
of the soils under the new fill will likely occur within one month following fill placement.
All fill should be placed in lifts not exceeding 8 inches loose thickness and should be compacted to at least
95 percent of its Standard Proctor maximum dry density. We recommend that moisture control limits of+ 3
percent of the optimum moisture content be used for optimum placement of project fill with the added
requirement that fill soils placed wet of optimum remain stable under heavy pneumatic-tired construction
traffic. We recommend that field density tests be performed on the fill as it is being placed, at a frequency
determined by an experienced geotechnical engineer, to confirm that proper compaction is achieved.
6.4 FOUNDATION CONSTRUCTION
Bearing surfaces for foundations should not be disturbed or left exposed during inclement weather.
Saturation of the on-site soils can cause a loss of strength and increased compressibility. Excavations for
footings should be completed with a smooth bucket backhoe or be trimmed by hand following excavation to
minimize disturbance of the subgrade soils. Upon their exposure, all bearing grades should have excess and
loosened material removed. The final grades should be firm and stable, and free of any loose soil, rock,
mud, water or frost. If construction occurs during inclement weather and concreting of the foundation is not
possible at the time it is excavated, a layer of lean concrete should be placed on the bearing surface for
protection. Also, concrete should not be placed on frozen subgrades.
TRUGON ENGINEERING CONSULTANTS, INC. Page 11

Mr. Scott Lanigan, Castle &Cooke North Carolina, LLC November 16, 2007
North Carolina Research Campus, Biorepository, Kannapolis, North Carolina Trigon Project No. 011-07-087
Foundation bearing surfaces should be observed by a geotechnical engineer prior to concrete placement to
confirm that suitable soils are present at the bearing elevation. Soft or unsuitable areas observed at the
bearing elevation should be undercut to firm material at the direction of a geotechnical engineer. Any
bearing grades which are identified as exhibiting insufficient shear strength should be undercut as directed
by the geotechnical engineer. The width of the base of the undercut should be at least as wide as the footing
plus the depth of the undercut. This will facilitate proper distribution of the applied foundation pressures
within the structural fill.
6.5 DEWATERING
Ground water was encountered at the time of drilling in borings B-4 and B-8. As a result, temporary
dewatering will likely be required to facilitate construction. The ground water can be removed by
pumping from sumps in the excavation bottoms or by ditching. Design of the temporary dewatering
system was beyond our scope of services for this project. The sump or ditch bottoms should extend
deeper than the perched water level, to facilitate drainage.
Even though the temporary dewatering system will remove the ground water, the soil moisture content at
the working elevation will remain near saturation. The operation of rubber tired construction equipment
on the subgrade surface will quickly degrade the surface. The subgrade surface should be protected
during construction or the damaged subgrade repaired prior to filling. Also note that the moisture content
of any soils excavated from below the sumps or ditches will be near saturation. Moisture modification
(drying) of these soils will be required to obtain compaction.
6.6 CONSTRUCTION MONITORING
Quality assurance observations and testing related to earthwork should be performed by competent
personnel under the general administrative supervision of a geotechnical engineer familiar with the design
requirements and considerations of this project. As a minimum, we recommend that qualified geotechnical
personnel observe proofrolling and associated undercutting, as required, foundation excavations and
subgrades, evaluate the materials to be used as fill and test the compaction of all fill and backfill.
TRIGON ENGINEERING CoNsuz TAN7s, INC. Page 12
Mr. Scott Lanigan, Castle &Cooke North Carolina, LLC November 16, 2007
North Carolina Research Campus, Biorepository, Kannapolis, North Carolina Trigon Project No. 011-07-087
Foundation bearing grades must be tested during construction to confirm the design bearing pressure. We
recommend that DCP tests be performed at each column footing and at spacings of no greater than 20 feet
along the continuous wall footings. The DCP tests should be completed to a minimum depth of 4 feet below
the foundation bearing elevation.
TRIGON ENGINEERING CGNsmTAMs, INC. Page 13

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APPENDIX

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Mr. Scott Lanigan, Castle BcCooke North Carolina, LLC November 16, 2007
North Carolina Research Campus, BiorepositoM Kannapolis, North Carolina Trigon Project No. 011-07-087
INVESTIGATIVE PROCEDURES
FIELD
1 Soil Test Borings
Soil sampling and penetration testing for this project were performed in accordance with ASTM D 1586.
The borings were advanced with hollow-stem, continuous flight augers and, at standard intervals, soil
samples were obtained with a standard 1.4-inch I.D., 2 inch O.D., split-tube sampler. The sampler was first
' seated six (6) inches to penetrate any loose cuttings, then driven an additional foot with blows of a 140
pound hammer falling 30 inches. The number of hammer blows required to drive the sampler the final foot
was recorded and is designated the "Standard Penetration Resistance" (N-Value). The Standard Penetration
Resistance, when properly evaluated, is an index to soil strength, density, and ability to support foundations.
Representative portions of each soil sample were placed in glass jars and taken to our laboratory. The
' samples were then examined by an engineer to verify the driller's field classifications. Test Boring Records
are attached indicating the soil descriptions and Standard Penetration Resistances.

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I RIGON ENGINEENNG CONSULTANM,, INC.

TRIGON ENGINEERING CONSULTANTS, INC. '
BORING LOG
PAGE 1 OF 1
PROJECT NO. 011-07-087 ID No. COUNTY Cabarrus GEOLOGIST T. Wells
SITE DESCRIPTION NCRC - Bio-Repository GROUND WATER (ft)
BORING NO. B-1 BORING LOCATION OFFSET ALIGNMENT 0 HR.
COLLAR ELEV. 730.6 ft NORTHING EASTING 24 HR.
TOTAL DEPTH 20.0 ft DRILL MACHINE Mobile B-57 DRILL METHOD HSA HAMMER TYPE 1401b. Manual
DATE S TARTE D 11/14/07 COMPLETED 11/14!07 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. 7 L
0
SOIL AND ROCK DESCRIPTION
(ft) (ft) 0.5ft O.Sft 0.5ft 0 20 40 60 80 10D NO. MOI G
730.6 730.6 0.00
29.6 1.0 Moist Dense Red Tan Brown Micaceous Silty
20 20 29 49 . . . SS-1 Coarse to Fine SAND - RESIDUAL
6 3.0
727
727.1 3.5 .
Very Moist Hard Tan Brown Micaceous
10 15 20 SS-2 Medium to Fine Sandy SILT
1 5.5
725
724.6 6.0 .
Very Moist Very Firm to Firm Brown Tan
8 10 13 SS-3 Micaceous Silty Coarse to Fine SAND
722.1 8.5
7 10 8 SS4
( 718.6 12.0

717
1
13
5 Wet Firm to Loose Brown Micaceous Silty
ND

.
.
4
5
7 12-
SS b
Coarse to Fine SA
1
712. 18.5
3 SSA 710.6 20.0

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TRIGON ENGINEERING CONSULTANTS, INC.
BORING LOG
PAGE 1 OF 1
PROJECT NO. 011-07-087 ID No. COUNTY Cabarrus GEOLOGIST T. Wells
SITE DESCRIPTION NCRC - Bio-Repository GROUND WATER (ft)
BORING NO. B-2 BORING LOCATION OFFSET ALIGNMENT 0 HR. Dry
COLLAR ELEV. 726.3 ft NORTHING EASTING 24 HR.
TOTAL DEPTH 20.0 ft DRILL MACHINE Mobile B-57 DRILL METHOD HSA HAMMER TYPE 140 Ib. Manual
DATE STARTE D 11/14/07 COMPLETED 11114/07 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP . L
L
(ft) (R) 0.5R 0.5ft 0.5ft 0 2,1 4,0 6,1 60 1,00 NO 7
MOI O SOIL AND ROCK DESCRIPTION
726.3 726.3 0.02
725.3 1.0 Very Moist Firm Tan Orange Slightly
4 4 3 SS-1 Micaceous Coarse to Fine Sandy SILT -
722.8 3.5 7213 RESIDUAL 3.0
4 8 8 16 SS-2 Moist Finn Brown Tan Micaceous Silty Coarse
720.3 6.0 720.6 to Fine SAND 5.5
6 7 12 1s SS-3 Very Moist Very Stiff Brown Tan Micaceous
Coarse to Fine Sand
SILT
717.8 6.5 y
6 9 12 21 . - SS-4
715.3 11.0

712.8
13.5 Wet to Very Moist Firm Tan Brown Micaceous
Silty Coarse to Fine SAND
3 6 7 13 SS-5
707.8 18.6
8 7 10 17 SS-6 . 706.3 20.0
Boring Terminated
No Groundwater Encountered at Time of
Boring
1
TRIGON ENGINEERING CONSULTANTS, INC. '
BORING LOG
PAGE 1 OF 1
011••07-087
PROJECT NO. ID No. COUNTY Cabarrus GEOLOGIST T. Wells
_
SITE DESCRIPTION NCRC - Bio-Repository GROUND WATER (ft)
BORING NO. B-3 BORING LOCATION OFFSET ALIGNMENT 0 HR. Dry
COLLAR ELEV. 725.2 NORTHING EASTING 24 HR.
TOTAL DEPTH 20.0 ft DRILL MACHINE Mobile B-57 DRILL METHOD HSA HAMMER TYPE 140 lb. Manual
DATE STARTE D 11/14/07 COMPLETED 11/14/07 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. L
0
SOIL AND ROCK DESCRIPTION
(ft) (ft) O.Sft 0.5ft 0.5ft 0 2,0 40 6,0 80 10,0 NO. MOI G
725.2 725.2 0.
724.2 1.0 Very Moist Stiff Brown Tan Micaceous Coarse
5 5 8
.
3
SS-1
1
11

to Fine Sandy SILT - RESIDUAL
0
722
2 3
F
721.7 3.5 .
.
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5
6
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Micaceous Silty Coarse to Fine SAND
719.2 6.0 .
4 4 4 SS-3
716.7 8.5 .. .... .
4 3 5 SS-4
711.7 13.5 (
4 4 5 SS-5
706.7 18.5
6 7 11 18 SS-6 705.2 20.0
Boring Terminated
No Groundwater Encountered at Time or
Boring
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TRIGON ENGINEERING CONSULTANTS, INC.
BORING LOG
PAC.'F 1 (]F 1
PROJECT NO. 011-07-087 ID No. COUNTY Cabarrus GEOLOGIST T. Wells
SITE DESCRIPTION NCRC - Bio-Repository GROUND WATER (ft)
BORING NO. B4 BORING LOCATION OFFSET ALIGNMENT 0 HR 6.0
COLLAR ELEV. 716.7 ft NORTHING FASTING 24 HR
TOTAL DEPTH 20.0 ft DRILL MACHINE Mobile B-57 DRILL METHOD HSA HAMMER TYPE 140 Ib. Manual
DATE START ED 11/14/07 COMPLETED 11/15/07 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP L

(ft)
(ft)
0 5ft
0.5ft
0.5ft 0 20 40 60 80 100
NO.
M01 O

G SOIL AND ROCK DESCRIPTION
716.7 716.7 0,
715.7 1.0 Wet Loose Brown Grey Micaceous Silty
3 2 3 s SS-1 Coarse to Fine SAND - ALLUVIAL
713
2 3
5 713.7 3.0
. . 3 2 2 4 SS-2 Wet Soft Brown Grey Micaceous Medium to
Fine Sandy SILT - ALLUVIAL
710.7 6.0
7112
5.5
3 3 B 11 SS -3 Wet Firm Brown Grey Micaceous Silty Coarse
to Fine SAND - ALLUVIAL
708.2 8.5 7os.7
8.0
12 19 16 SS-4 Very Moist Dense Tan Brown Micaceous Silty
Coarse to Fine SAND - RESIDUAL
703.2 13.5
16 20 20 4b SS-5
699.7 17.0
698.2 18.5 Soft Weathered Rock Samples as Moist Tan
40 47 50/0.5
nin
SSA
666 7 Brown Micaceous Silty Coarse to Fine SAND 20.0
Boring Terminated
TRIGON ENGINEERING CONSULTANTS, INC. '
BORING LOG
PAGE 1 OF 1
PROJECT NO. 011-07-087 ID No. COUNTY Cabarrus GEOLOGIST T. Wells
SITE DESCRIPTION NCRC - Bio-Repository GROUND WATER (ft)
BORING NO. B-5 BORING LOCATION OFFSET ALIGNMENT 0 HR Dry
COLLAR ELEV. 723.1 ft NORTHING EASTING 24 HR.
TOTAL DEPTH 15.0 ft DRILL MACHINE Mobile B-57 DRILL METHOD HSA
I

HAMMER TYPE 140 lb. Manual
DATE STARTE D 11/14/07 COMPLETED 11/14/07 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. L
O
SOIL AND ROCK DESCRIPTION
(ft) (ft) 0.5ft 0.5ft 0.5ft 0 20 40 60 80 100 NO. M01 G
723.1 L 723.1 0.0
1. Very Moist to Wet Loose Tan Brown
3 4 5 g . SS-1 Micaceous Silty Coarse to Fine SAND -
719.8 3.5 RESIDUAL
4 4 4 s SS-2
717.1 6.0
4 4 4 4 18 . SS-3
714.8 8.5
4 4 4 9 SS4
709.8 13.5
4 4 5 9. gg_5 70e.1 15.0
Boring Terminated
No Groundwater Encountered at Time of
Boring
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TRIGON ENGINEERING CONSULTANTS, INC.
BORING LOG
PAGE 1 OF 1
PROJECT NO. 011-07-087 ID No. COUNTY Cabarrus GEOLOGIST T. Wells
SITE DESCRIPTION NCRC - Bio-Repository GROUND WATER (ft)
BORING NO. B-6 BORING LOCATION OFFSET ALIGNMENT 0 HR. Dry
COLLAR ELEV. 726.9 ft NORTHING EASTING 24 HR.
TOTAL DEPTH 20.0 ft DRILL MACHINE Mobile B-57 DRILL METHOD HSA HAMMER TYPE 140 lb. Manual
DATE STARTE D 11/14/07 COMPLETED 11/14/07 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP / L
(ft) (ft) 0.5ft 0 5ft O.Sft 0 20 4,0 60 80 100 NO
MOI O
G SOIL AND ROCK DESCRIPTION
726.9 _ 726.9 0.
25.9 1.0 Very Moist Stiff Red Brown Micaceous Medium
_ 4 7 8 15 SS-1 to Fine Sandy SILT- RESIDUAL
723.4 3.5 - 723.9 3.0

4
6
7
13
SS-2 Moist Moist Stiff Tan Brown Micaceous Coarse
to Fine Sandy SILT

720.9
6.0 721.4
5.5
4 5 5
10 SS-3 Wet Firm Tan Brown Micaceous Silty Coarse
to Fine SAND
718.4 8.5
3 5 4 .9. SS-4
715.9 11.0

713.4
13.5 Very Moist Very Firm to Dense Tan Brown
Micaceous Silty Coarse to Fine SAND
6 12 15 27 SS-5
706.4 18.5
15 17 20 37. _ . . . SS-6 706.9 20.0
Boring Terminated
No Groundwater Encountered at Time of
Boring
1
TRIGON ENGINEERING CONSULTANTS, INC.
BORING LOG
PAGE 1 OF 1
PROJECT NO. 011-07-087 ID No. COUNTY Cabarrus GEOLOGIST T. Wells
SITE DESCRIPTION NCRC - Bio-Repository GROUND WATER (ft)
BORING NO. B-7 BORING LOCATION OFFSET ALIGNMENT 0 HR. Dry
COLLAR ELEV. 720.5 ft NORTHING EASTING 24 HR.
TOTAL DEPTH 10.0 ft DRILL MACHINE Mobile B•57 DRILL METHOD HSA HAMMER TYPE 140 lb. Manual
DATE STARTE D 11/14/07 COMPLETED 11/14/07 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP.

7
/ L
O
SOIL AND ROCK DESCRIPTION
(ft) (ft) O.5ft 0-511 O.Sft 0 20 40 60 80 100 NO• M
01 G
720.5 720.5 0.00
719.5- - 1.0 Very Moist Firm Tan Broom Micaceous Silty
6 6 5 1.1 SS-1 Coarse to Fine SAND - RESIDUAL
717.0 3.5
5 9 10 t9 SS-2
5
0 5
7
5
714.5 6.0 .
.
1
Micaceous Silty
Wet Firm to Loose Tan Gre
8 6 5 1.1 . SS-3 y
Coarse to Fine SAND
712.0 8.5
3 4 6 10 SS4 710.5 10.0
Boring Terminated
No Groundwater Encountered at Time of
Boring
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TRIGON ENGINEERING CONSULTANTS, INC.
BORING LOG
PAGE 1 OF 1
PROJECT NO. 011-07-087 ID No. COUNTY Cabarrus GEOLOGIST T. Wells
SITE DESCRIPTION NCRC - Bio-Repository GROUND WATER (ft)
BORING NO. B-8 BORING LOCATION OFFSET ALIGNMENT 0 HR. 4.0
COLLAR ELEV. 718.1 It NORTHING EASTING 24 HR.
TOTAL DEPTH 10.011 DRILL MACHINE Mobile B-57 DRILL METHOD HSA HAMMER TYPE 140 lb. Manual
DATE STARTE D 11/14/07 COMPLETED 11/14/07 SURFACE WATER DEPTH
ELEV. DEPTH BLOW COUNT BLOWS PER FOOT SAMP. L
(R) (R) O.Sft 0.5ft 0.5ft 0 2,0 4,0 6,0 80 10 0 NO
MOI 0
G SOIL AND ROCK DESCRIPTION
718.1 718.1 0.00
717.1 1.0 Wet Firm to Soft Grey Micaceous Medium to
2 3 3 s SS-1 Fine Sandy SILT -ALLUVIAL
714.6 3.5
2 1 2 3 ' SS-2
712.1 6.0 712.6 5.5
8 7 11 ?B. SS-3 Very Moist Firm Tan Brown Silty Coarse to
Fine SAND - RESIDUAL
709.6 8.5
9 8 11 19 SS-4 708.1 10.0
Boring Terminated
11*