19961184 Ver 2_More Info Received_20110104

GEQSCIENCE
GROUP
I-Waled
To:
Attn:
E xp Oi`- 11a 4 V 'a, Consulting Engineers
LETTER OF TRANSMITTAL
NCDENR
Wetlands & Express Permitting Unit
512 North Salisbury Street, 6 Floor
Raleigh, North Carolina 27604
Joe G amfi.
DATE: 1.3.11 CH10.0104.CV
TASK:
PHASE:
Kiddie Academy
Sand Filter
We are sending you: F-1 Attached 7 Under separate cover
VIA:. Overnight ? Regular Mail
The following items: Shop Drawings Prints
8 Specifications Copy of Letter
0 Pick-up El Hand Delivered/Couriered
Calculations R Disks
Change Order Other
Copies Date No. Description
1 12.27.10 $1,000 Application Fee
2 12.27.10 Express Review Program Storm Water Management Application Form
2 1.3.11 Supporting Calculations
2 1.3.11 Sand Filter Supplement
2 12.27.10 Sand Filter Operation and Maintenance Agreement
2 1.3.11 Full Size Plans
1 1.3.11 CD with TIFF of drawings
1 1.3.11 Project Narrative
1 9.4.08 Geotechnical Report
THESE ARE TRANSMITTED as checked below:
For Approval 11 As Requested
For your use For Review and Comment
Remarks:
Approved as Submitted ? Returned for Corrections
Approved as Noted
Copy To:
500 Clanton Road Charlotte, North Carolina
Suite K 28217
Signed: Kevin Caldwell
Telephone Facsimile
704.525.2003 704.525.2051

OFFICE USE ONLY
Date Received Fee Paid Permit Number(s)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality 401/Wetlands Unit
EXPRESS REVIEW PROGRAM STORMWATER MANAGEMENT APPLICATION FORM
This form may be photocopied for use as an original
1. GENERAL INFORMATION
1. APPLICANT'S NAME (specify the name of the corporation, individual, etc. who owns the project):
LTY Land Holdings of Blakeney, LLC
2.OWNER/SIGNING OFFICIAL'S NAME AND TITLE (person legally responsible for facility and
compliance): David Willis, President
3. OWNER MAILING ADDRESS (for person listed in item 2 above):
620 Briar Patch Terrace
Marvin, North Carolina 28173
4. OWNER ADDITIONAL CONTACT INFORMATION:
Phone: [phone] Fax: [phone] Email: [e-mail]
5. PROJECT NAME (subdivision, facility, or establishment name - should be consistent with project name
on plans, specifications, letters, inspection and maintenance agreements, etc.):
Kiddie Academy
6. PROJECT LOCATION:
Street Address: Blakeney Centre Drive
City: Charlotte County: Mecklenburg State: N.C. Zip Code: 28277
Latitude: N 35 01 50 Longitude: W 080 48 31
7. DIRECTIONS TO PROJECT SITE (from nearest major intersection):
The project is located in the southeast quadrant of the Rea Road/Ardrey Kell Road intersection approximately 2.2
miles south of the I-485/Rea Road interchange.
8. CONTACT PERSON (who can answer stonnwater-related questions about the project):
Name: Kevin Caldwell Company: Geoscience Group, Inc.
Phone: [phone] Fax: [phone] Email:[e-mail]
1/2009 Version L I Page 1 of 5
II. PERMIT INFORMATION
1. THE PROJECT IS (check one): ?X NEW ? A RENEWAL ? A MODIFICATION
2. OTHER JURISDICTIONS:
Which local government(s) has jurisdiction over the project (e.g. Town of Cary or Johnston County)?:
City of Charlotte
3. STORMWATER MANAGEMENT PROGRAM
Check all of the state-approved stormwater management programs (implemented by either the State or
local government) that apply to your project:
? Phase 11 Post Construction ? Water Supply Watershed ? Neuse or Tar-Pamlico NSW
? Randleman WSWS ? USMP ? Coastal Counties ? HQW ? ORW
4. PERMIT HISTORY (renewal or modification requests must complete this item):
Existing DWQ Permit Number: DWQ# 981125 Date Issued: October 29, 2001
5. PROJECT TYPE (check one): ? Low Density* ?X High Density*
* Low Density projects shall be under 24% Impervious with only vegetated stormwater conveyances. A
curb and gutter or pipe system for stormwater conveyance shall result in reclassification of project as
High Density even if below 24%, except when pipes are used for road or driveway crossing purposes.
6. ADDITIONAL PROJECT REQUIREMENTS (check all that apply):
? CAMA Major ?X Sedimentation/Erosion Control ? NPDES Stormwater
? 404/401 Permit ? Non-404 Jurisdictional Permit ? Other:
Note: Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748
Ill. PROJECT INFORMATION
1. STORMWATER TREATMENT METHODS (Describe briefly how stormwater will be treated):
Under the current DWQ permit the project storm water is treated by a "regional" BMP. The "regional" BMP was
designed to treat storm water from a project developed with a cumulative impervious area of 65%. The impervious
are for this project will cause the overall project to exceed the allowed 65% by 1,485 ft2. We proposed to treat on
site the 9,700 ft2 using a sand filter designed to NCDENR standards.
Important Note: attach a detailed narrative (one to two pages) describing stormwater management for the
project.
2. RIVER BASIN/STREAM INFORMATION
a. Stormwater runoff from this project drains to which River Basin?: Catawba River
b. Nearest named stream: Flat Branch/Six Mile Creek
c. Water quality classification of nearest named stream: C
1/2009 Version 1.1 Page 2 of 5
3. TOTAL PROJECT AREA: 1.31 (acres)
4. PROJECT BUILT UPON AREA: 1 54%
15. DRAINAGE AREAS (How many drainage areas does the project have?): 1
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 Information Drainage Area 1 Drainage Area 2
Receiving Stream Name Flat Branch/Six Mile Creek
Receiving Stream Class C
Drainage Area 1.31 acres
Existing Impervious* Area 0 acres - undeveloped
Proposed Impervious*Area 30,607 ft2
% Impervious* Area (total) 54%
lmnervious* Surface Area Determinatinn (RrPakcin\unl
Impervious* Surface Area Drainage Area 1 Drainage Area 2
On-site Buildings 9,700 ft2
On-site Streets Not Applicable
On-site Parking 17,771 ft2
On-site Sidewalks 3,136 ft2
Other on-site Not Applicable
Off-site Not Applicable
Total: 30,607 ft2 Total:
?ntpef vivus ureu is ueiinea as me ouut upon area including, but not limited to, buildings, roads, parking
areas, sidewalks, gravel areas, etc.
6. EXPLAIN HOW THE OFF-SITE IMPERVIOUS AREA WAS DERIVED:
Not applicable.
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
Deed restrictions and protective covenants are required to be recorded for all subdivisions, outparcels and
future development draining to the proposed stormwater management devices prior to the sale of any lot. If
applicable, please complete and submit a copy of the deed restrictions and protective covenants along with
your application.
1/2009 Version 1.1 Page 3 of 5
V. SUPPLEMENT FORMS
1. The applicable stormwater management supplement form(s) listed below must be submitted for each
BMP specified for this project. The most current form(s) located on the 401/wetlands unit website at
http://h2o.enr.state.nc.us/su/burp forms htm must be used. Please include both the Design Summary and
the Required Items Checklist along with all required items and supporting design calculations.
(Check the supplement forms that will be required for your project):
? Bioretention Supplement ? Level Spreader/Filter Strip/Restored Buffer
? Dry Detention Supplement Supplement
? Grassed Swale Supplement
? Infiltration Basin Supplement
? Infiltration Trench Supplement
?X Sand Filter Supplement
? Stormwater Wetland Supplement
? Wet Detention Supplement
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. The complete application package should be
submitted to the DWQ Central Office.
I . Please indicate that you have provided the following required information by initialing in the space
provided next to each item.
Initials
• Original and two copies of the Express Review Stormwater Management Application
• Signed and Notarized Inspection and Maintenance Agreement G
• Three copies of the applicable Supplement Form(s) for each BMP
• Application processing fee (payable to DWQ) -
• Detailed narrative description of stormwater treatment/management
• Three copies of plans and specifications, including:
[A Development/Project name
14rigineer and firm
[Legend
North arrow
Scale
Revision number & date
M A ? Mean high water line
ru/ Dimensioned property/project boundary
[f] Location map with named streets or NCSR numbers
Original contours, proposed contours, spot elevations, finished floor elevations
?? Details of roads, drainage features, collection systems, and Stormwater control measures
[?] Wetlands and streams delineated, or a note on plans that none exist
[ Existing drainage (including off-site), drainage easements, pipe sizes, runoff calculations
Drainage areas delineated
[Vegetated buffers (where required)
1/2009 Version 1.1 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.
1. DESIGNATED AGENT (individual or firm): Kevin Caldwell, Geoscience Group, Inc.
2. MAILING ADDRESS:
500 K Clanton Road
Charlotte, North Carolina 28217
Phone: [phone] Fax: [phone]
VIII. APPLICANT'S CERTIFICATION
1, (print or type name of person listed in General Information, item 2)
David Willis , certify that the information included on this application form is, to
the best of my knowledge, correct and that the project will be constructed in conformance with the approved
plans, that the required deed restrictions and protective covenants (if applicable) will be recorded, and that the
proposed project complies with the requirements of 15A NCAC 2H .1000.
Signature: Date:
1/2009 Version 1.1 Page 5 of 5
Consulting Engineers
TECHNICAL MEMORANDUM
GEQSCIENCE
GROUP
TO: Joseph Gyamfi
North Carolina Department of Environment and Natural Resources
q%001121 l8Ete,eI,
FROM: Kevin Caldwell. P.E.°g CA
Geoscience Group, Inc.° ??• °" `,,
A (' • o
REFERENCE: Kiddie Academy - DWQ#: EXP 96-11842
e a
10726
• ra
W ® y
DATE: January 3, 2011
C A VI 4%
The original design for this portion of the Blakeney development provided storm water
treatment using a dry basin with level spreaders. This design was based on a 65%
impervious area in the watershed and was approved by the Wetland Unit on October 29,
2001 (DWQ# 981125).
The 20 lots within the office park were developed over the last 7-8 years. A summary of the
impervious areas is presented in the following table.
Building Site Area
(acres) Impervious Area
(ft) Impervious Area Allowed
65% ft2 Delta
1 1.26 34,603
2 1.04 26,620
3 0.58 15,566
4 1.10 31,967
5 1.10 27,100
6 0.87 19,868
7+8+9 2.69 82,702
10+11+12+13+14 5.08 133,536
15+16 5.28 131,246
17+18 4.61 163,754
19 2.64 84,250
20" 1.31 30,607
Total 27.56 781,819 780,334 1,485
A. Kiddie Academy
As you can see, during the course of the development, the prior projects exceeded the
allowable impervious area but because lot 20 had not been developed, the overall project
was still within the allowable 65% impervious area. The total impervious area for lot 20, the
Kiddie Academy, pushes the overall project over the 65% limit by 1,485 ft2.
We propose to treat the increased impervious area on site rather than rely on the existing
BMP. The on-site treatment will be accomplished using a sand filter designed to NCDENR
standards. Because of the site layout, we are proposing to treat the building which is 9,700
ft2 with the sand filter.
500 Clanton Road Charlotte, North Carolina Telephone Facsimile
Suite K 28217 704.525.2003 704.525.2051
Permit Number:
• (to be provided by DWQ)
OF VJ A'rE9
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
SAND FILTER SUPPLEMENT
This form must be filled out on line, printed and submitted with all of the required information.
Make sure to also fill out and submit the Required Items Checklist (Section III) and the I&M Agreement (Section IV)
L PROJECT INFORMATION
Project name Kiddie Academy
Contact name Kevin Caldwell
Phone number 704-941-2252
Date Jan.3, 2010
Drainage area number 1
II. DESIGN INFORMATION
Site Characteristics
Drainage area (AD) 9,700.00 ft2 OK
Impervious area 9,700.00 ft2
% Impervious (IA) 100.0%%
Design rainfall depth (RD) 1.00 in
Peak Flow Calculations
1-yr, 24-hr runoff depth 2.58 in
1-yr, 24-hr intensity 0.07 in/hr
Pre-development 1-yr, 24-hr runoff 0.25 ft3/sec
Post-development 1-yr, 24-hr runoff 0.58 ft3/sec
Pre/Post 1-yr, 24-hr peak control 0.33 ft3/sec
Storage Volume
Design volume (WQV) 768.00 ft3
Adjusted water quality volume (WQVAdi) 576.00 ft 3
Volume contained in the sedimentation basin and on top of the sand filter 830.00 ft3
Top of sand filter/grate elevation 597.5 ft amsl
Weir elevation (between chambers) 599 ft amsl
Maximum head on the sedimentation basin and sand filter (hMaxHiter) 2.50 ft
Average head on the sedimentation basin and sand filter (hA) 1.25 ft
Runoff Coefficient (Rv) 0.95 (unitless)
Type of Sand Filter
Open sand filter? Y Y or N
SHWT elevation 597.50 ft amsl
Bottom of the sand filter elevation 594.50 ft amsl
Clearance (dSHwT) 3.00
Closed/pre-cast sand filter? N Y or N
SHWT elevation ft amsl
Bottom of the sand filter elevation ft amsl
Clearance (dSHWT)
If this is a closed, underground closed sand filter: The clearance between
the surface of the sand filter and the bottom of the roof of the underground ft
structure (dspace)
OK
OK
OK
Form SW401-Sand Filter-Rev.5 2009Sept17 Parts I and H. Project Design Summary, Page 1 of 2
Permit Number:
(to be provided by DWQ)
Sedimentation Basin
Surface area of sedimentation basin (As)
Sedimentation basin/chamber depth
Sand Filter
Surface area of sand filter (AF)
Top of sand media filter bed elevation
Bottom of sand media filter bed/drain elevation
Depth of the sand media filter bed (dF)
Coefficient of permeability for the sand filter (k)
Outlet diameter
Outlet discharge/flowrate
Time to drain the sand filter (t)
Time to drain the sand filter (t)
Additional Information
Does volume in excess of the design volume bypass the sand filter?
Is an off-line flow-splitting device used?
If draining to SA waters: Does volume in excess of the design volume flow
evenly distributed through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30ft from surface waters (50ft if SA waters)?
If not a closed bottom, is BMP located at least 100ft from water supply wells?
Are the vegetated side slopes equal to or less than 3:1
Is the BMP located in a recorded drainage easement with a recorded access
easement to a public Right of Way (ROW)?
What is the width of the sedimentation chamber/forebay (Wsed)?
What is the depth of sand over the outlet pipe (dpipe)?
115.00 ft 2 Vr\. IVIUMb IIIIIIIIIIUIII, UUL IIIQy 11UVU LU UV IIIL.ICQJCU LU
2.50 ft
115.00 ft 2 Vr\. IVMVLJ IIIIIIIIIIUIII, UUL IIIgy IIUUU LU 1JU IIIL.IL:QJ VU LU
597.50 ft amsl
594.50 ft amsl
3.00 ft
3.50 (ft/day)
6.00 in
0.01 ft3/sec
48.00 hours Insufficient drainage time.
2.00 days
Y Y or N OK
N Y or N Insufficient flow splitter.
N Y or N Excess volume must pass through filter.
Nft
N Y or N Show how flow is evenly distributed.
N Y or N BMP must be sufficient distance from surface waters.
N Y or N BMP must be sufficient distance from wells.
Y Y or N OK
Y Y or N OK
ft
2.00 ft OK
Form SW401-Sand Filter-Rev.5 2009Sept17 Parts I and II. Project Design Summary, Page 2 of 2
tr
f
Permit Number:
(to be provided by DWp)
Drainage Area Number:
Sand Filter Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a log in a
known set location. Any deficient BMP elements noted in the inspection will be corrected, repaired or
replaced immediately. These deficiencies can affect the integrity of structures, safety of the public, and
the removal efficiency of the BMP.
Important maintenance procedures:
- The drainage area will be carefully managed to reduce the sediment load to the sand filter.
- The sedimentation chamber or forebay will be cleaned out whenever sediment depth exceeds
six inches.
- Once a year, sand media will be skimmed.
- The sand filter media will be replaced whenever it fails to function properly after maintenance.
The sand filter will be inspected quarterly and within 24 hours after every storm event greater than
1.0 inches (or 1.5 inches if in a Coastal County). Records of operation and maintenance will be kept in
a known set location and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall be repaired
immediately.
BMP element:

Entire BMP r., -------
Trash/debris is resent. , _??... ..tu -AM 11M Liu Flu V1CII1:
Remove the trash/debris.
Adjacent pavement (if Sediment is present on the Sweep or vacuum the sediment as soon as
applicable) pavement surface. possible.
Perimeter of sand filter Areas of bare soil and/or erosive Regrade the soil if necessary to remove the
gullies have formed. gully, and then plant a ground cover and
water until it is established. Provide lime
and a one-time fertilizer a lication.
Vegetation is too short or too long. Maintain vegetation at an appropriate
height.
Flow diversion structure The structure is clogged. Unclog the conveyance and dispose of any
sediment offsite.
The structure is damaged. Make any necessary repairs or replace if
damage is too large for repair

Forebay or pretreatment area
Sediment has accumulated to a .
Search for the source of the sediment and
depth of greater than six inches. remedy the problem if possible. Remove
the sediment and stabilize or dispose of it
in a location where it will not cause
impacts to streams or the BMP.
Erosion has occurred. Provide additional erosion protection such
as reinforced turf matting or riprap if
needed to prevent future erosion
problems.
Weeds are present. Remove the weeds, preferably by hand. If
a pesticide is used, wipe it on the plants
rather than s ra in .
Form SW401-Sand Filter O&M-Rev.4 2009Sept17 Page 1 of 3
tb ement:
ed and und
d
i Potential problem: How I will remediate the problem:
7
er
ra
n
n system Wateris ponding on the surface for Check to see if the collector system is
more than 24 hours after a storm. clogged and flush if necessary. If water
still ponds, remove the top few inches of
filter bed media and replace. If water still

Outlet device
Clogging has occurred. ponds, then consult an expert.
Clean out the outlet device. Dispose of the
sediment offsite.

Receivin
wate The outlet device is damaged Repair or replace the outlet device.
g
r Erosion or other signs of damage Contact the NC Division of Water Quality
have occurred at the outlet. 401 Oversi ht Unit at 919-733-1786.
Form SW401-Sand Filter O&M-Rev.4 2009Sept17
Page 2 of 3

Permit Number:
(to be provided by DWp)
I acknowledge and agree by my signature below that I am responsible for the performance of the
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior
to any changes to the system or responsible party.
Project name:Kiddie Academy
BMP drainage area number: l
Print name:David Willis LTY Land Holding of Blakency LLC
Title:President
Address:626 Briar Patch Terrace Marvin North Carolina 28173
Phone:
Signati
Date: !"L •7Z/, /v
Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been
sold and a resident of the subdivision has been named the president.
I, f-( / 2 dr-5 . a Notary Public for the State of
?'T i6? 4,r y4 , County of l e, L14 tv? L ??i , do hereby certify that
personally appeared before me this L7 day of
3)C( r rh ri- 20)D , and acknowledge the due execution of the forgoing sand filter
maintenance requirements. Witness my hand and official seal,
F?.REr ? w
1 •
'?r,N COUNt?.??'
???u?ttttt
SEAL
My commission expires 312311 7
Form SW401-Sand Filter O&M-Rev.4 2009Sept17
Page 3 of 3
1
1
1
1
1
1
1
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1
1

Ex? 410 -"s4 10
t ERIMN
4 2011 {
VVATER QU
KIDDIE ACADEMY
Charlotte, North Carolina
SAND FILTER DESIGN
January 3, 2011
C
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- -- __ ---------- ? --- -- -- -- ?? ,5. 1.66 p.

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PRE-TREATMENT SAND FILTER
Elevation Area Delta Vol Volume Volume Elevation Area Delta Vol Volume Volume
(ft2
)
(ft3)
(ft3)
(ac-ft) - ---
(ft2)
(ft3) -
-(ft3)
(ac-ft)

597.50 115 0 0 597.50 115 0 0
74.5 - - 74.5
598 183
- 74.5 0.002 598 183 74.5 0.002
273.5 273.5
599 364 348 0.008 599 364 348 0.008

_ - -
- 482
- - - - - 482

600
600 _
830 --_
0.019 - - - _ _
600 - -- -
600 -?-- -_
830 -
0.019

12/30/2010
HEC-1 INPUT
LINE ID. ...... 1. ...... 2 ....... 3. ...... 4. ...... 5. ...... 6....... 7 ....... 8.. ..... 9.. .. .. 10
1 ID KIDDIE ACADEMY
2 ID 1 INCH, 6 HOUR STORM ROUTED THROUGH SAND FILTER
3 ID GEOSCIE NCE GROUP, INC.
4 IT 3 0 0 1020
5 IN 5 0 0
6 IO 5 0 0
7 KK RUNOFF
8 PB 1
9 PI 0 0.003 0.003 0.003 0.003 0.003 0.003 0.004 0.004 0 .004
10 PI 0.004 0.004 0.004 0.004 0.004 0.005 0.005 0.005 0.005 0 .006
11 PI 0.007 0.007 0.007 0.008 0.008 0.009 0.009 0.01 0.011 0 .012
12 PI 0.013 0.019 0.022 0.025 0.039 0.05 0.108 0.188 0.075 0 .043
13 PI 0.028 0.023 0.02 0.014 0.012 0.011 0.01 0.009 0.009 0 .008
14 PI 0.008 0.007 0.007 0.007 0.006 0.005 0.005 0.005 0.005 0. 005
15 PI 0.004 0.004 0.004 0.004 0.04 0.004 0.004 0.004 0.003 0. 003
16 PI 0.003 0.003 0.003 0
17 KK POST
18 KO 0 0 0 0 21
19 BA 0.0003
20 KM ADJUSTE D CURVE NUMBER
21 LS 0 99.6
22 UD 0.05
23 KK ROUTE
24 KO 21
25 RS 1 ELEV 597.5
26 SV 0 0.002 0.008 0.019
27 SE 597.5 598 599 600
28 SQ 0 0.0049 0.0057 0.0065 0.0073 0.0081
29 SE 597.5 598 598.5 599 599.5 600
30 ST 600.1 1 3 1.5
31 ZZ
*****************************************

FLOOD HYDROGRAPH PACKAGE (HEC-1)
* JUN 1998
* VERSION 4.1
* *
RUN DATE 30DEC10 TIME 14:25:15
* *
*****************************************

' KIDDIE ACADEMY
1 INCH, 6 HOUR STORM ROUTED THROUGH SAND FILTER
GEOSCIENCE GROUP, INC.
6 IO OUTPUT CONTROL VARIABLES
' IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
' IT HYDROGRAPH TIME DATA
NMIN 3 MINUTES IN COMPUTATION INTERVAL
IDATE 1 0 STARTING DATE
ITIME 0000 STARTING TIME
' NQ 1020 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 3 0 ENDING DATE
NDTIME 0257 ENDING TIME
ICENT 19 CENTURY MARK
t COMPUTATION INTERVAL .05 HOURS
TOTAL TIME BASE 50.95 HOURS
' ENGLISH UNITS
DRAINAGE AREA SQUARE MILES
PRECIPITATION DEPTH INCHES
LENGTH, ELEVATION FEET
' FLOW CUBIC FEET PER SECOND
STORAGE VOLUME ACRE-FEET
SURFACE AREA ACRES
TEMPERATURE DEGREES FAHRENHEIT
*****************
*
* U.S. ARMY CO
* HYDROLOGIC E
* 609 SE
* DAVIS, CA
* (916)
*
*****************
*** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *
**************
* *
17 KK * POST
* *
**************
18 KO OUTPUT CONTROL VARIABLES
' IPRNT S PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL
IPNCH
' IOUT
ISAV1
ISAV2
TIMINT
0.
0
21
1
1020
.050
HYDROGRAPH PLOT SCALE
PUNCH COMPUTED HYDROGRAPH
SAVE HYDROGRAPH ON THIS UNIT
FIRST ORDINATE PUNCHED OR SAVED
LAST ORDINATE PUNCHED OR SAVED
TIME INTERVAL IN HOURS
*** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *
**************
* *
?3 KK ROUTE
* *
**************
I4 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL

1

1

l
1

1
7

1

IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYDROGRAPH
IOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2 1020 LAST ORDINATE PUNCHED OR SAVED
TIMINT .050 TIME INTERVAL IN HOURS
1
1

1
1
1
1
1
1
1
1
1

RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIM
OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA STAG
HYDROGRAPH AT RUNOFF 0. .00 0. 0. 0. .00
HYDROGRAPH AT POST 0. 3.15 0. 0. 0. .00
ROUTED TO ROUTE 0. 3.35 0. 0. 0. .00 599.

SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATION ROUTE
' (PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED D URING BREACH FORMATION)
PLAN 1 ............... INITIAL VALUE SPILLWAY CREST TOP OF DAM
ELEVATION 597.50 600.10 600.10
' STORAGE 0. 0. 0.
OUTFLOW 0. 0. 0.
' RATIO MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF TIME OF
OF RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILURE
PMF W.S.ELEV OVER DAM AC-FT CFS HOURS HOURS HOURS
1.00 59
9.34 .00 0. 0. .00 5.80 .00
8
?r7 l ? S
NORMAL
*** ??? ` 7i ()!L
END OF HEC-1

t

1
HEC-1 INPUT
LINE ID. ...... 1. ...... 2. ...... 3. ...... 4. ...... 5. ...... 6 ....... 7. ...... 8. ...... 9. ..... 10
1 ID KIDDIE ACADEMY
2 ID 1 YEAR 24 HOUR STORM POST DEVELOPMENT.F ILTER ONLY
' 3 ID GEOSCIENCE GROUP, INC.
4 IT 2 0 0 3600
5 IN 5 0 0
' 6
7 IO
KK 5 0 0
8 PB 2.58
9 PI 0 0.001 0.001 0.001 0.0011 0.001 0.0011 0.001 0.0011 0.0011
' 10 PI 0.0011 0.0011 0.0011 0.0011 0.0012 0.0011 0.0012 0.0011 0.0012 0.0012
11 PI 0.0012 0.0012 0.0012 0.0013 0.0012 0.0012 0.0013 0.0012 0.0013 0.0013
12 PI 0.0013 0.0013 0.0013 0.0013 0.0014 0.0013 0.0014 0.0014 0.0013 0.0014
13 PI 0.0014 0.0014 0.0014 0.0015 0.0015 0.0015 0.0015 0.0015 0.0015 0.0016
14 PI 0.0016 0.0016 0.0016 0.0017 0.0017 0.0016 0.0018 0.0017 0.0017 0.0018
15 PI 0.0018 0.0018 0.0018 0.0019 0.0019 0.0018 0.002 0.0019 0.0019 0.002
16 PI 0.002 0.002 0.002 0.0021 0.0021 0.0021 0.0021 0.0021 0.0021 0.0022
17 PI 0.0022 0.0022 0.0024 0.0024 0.0026 0.0026 0.0028 0.0029 0.0029 0.003
18 PI 0.0032 0.0032 0.0032 0.0032 0.0032 0.0032 0.0033 0.0034 0.0036 0.0038
' 19 PI 0.0039 0.0041 0.0044 0.0046 0.0048 0.0051 0.0054 0.0058 0.0062 0.0066
20 PI 0.007 0.0077 0.0086 0.0096 0.0106 0.0115 0.0238 0.0476 0.0764 0.1371
21 PI 0.0951 0.019 0.0166 0.0144 0.0122 0.0098 0.0084 0.008 0.0074 0.0068
22
23 PI
PI 0.0064
0.0038 0.006
0.0037 0.0056
0.0036 0.0054
0.0035 0.0052
0.0034 0.0048
0.0034 0.0046
0.0033 0.0044
0.0033 0.0042
0.0032 0.004
0.0031
24 PI 0.003 0.003 0.0029 0.0028 0.0027 0.0027 0.0026 0.0026 0.0025 0.0024
25 PI 0.0023 0.0023 0.0022 0.0023 0.0022 0.0022 0.0022 0.0021 0.0021 0.0021

' 26
27 PI
PI 0.0021
0.0018 0.002
0.0018 0.002
0.0017 0.002
0.0018 0.0019
0.0017 0.002
0.0017 0.0019
0.0016 0.0019
0.0017 0.0018
0.0016 0.0018
0.0016
28 PI 0.0015 0.0016 0.0015 0.0015 0.0015 0.0014 0.0014 0.0014 0.0013 0.0014
29 PI 0.0013 0.0013 0.0013 0.0013 0.0013 0.0012 0.0013 0.0013 0.0012 0.0013
30 PI 0.0012 0.0013 0.0012 0.0013 0.0012 0.0012 0.0013 0.0012 0.0012 0.0012
31 PI 0.0012 0.0012 0.0012 0.0012 0.0012 0.0011 0.0012 0.0012 0.0011 0.0012
' 32 PI 0.0011 0.0012 0.0011 0.0012 0.0011 0.0011 0.0012 0.0011 0.0011 0.0011
33 PI 0.0011
34 KK POST
' 35 KM POST DEVELOPMENT
36 KO 0 0 0 0 21
37 BA 0.0003
38 LS 0 99.6
' 39 UD 0.05
40 KK ROUTE
41
42
RS RS
1
ELEV
597.5 21
43 SV 0 0.002 0.008 0.019
44 SE 597.5 598 599 600
45 SQ 0 0.0049 0.0057 0.0065 2.3 9.45 19.3 31
25
46 SE 597.5 598 598.5 599 599.25 599.5 599.75 .
600
47 ST 600.05 1 3 1.5
48 ZZ

*****************************************
FLOOD HYDROGRAPH PACKAGE (HEC-1)
JUN 1998
* VERSION 4.1
* *
RUN DATE 30DEC10 TIME 14:26:37
* *
*****************************************
' KIDDIE ACADEMY
1 YEAR 24 HOUR STORM POST DEVELOPMENT.FILTER ONLY
GEOSCIENCE GROUP, INC.
* ERROR *** SPECIFIED START AND END DATES RESULT IN TOO MANY TIME PERIODS
6 IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
' IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
' NMIN 2 MINUTES IN COMPUTATION INTERVAL
IDATE 1 0 STARTING DATE
ITIME 0000 STARTING TIME
NQ 2000 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 3 0 ENDING DATE
' NDTIME 1838 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL .03 HOURS
' TOTAL TIME BASE 66.63 HOURS
ENGLISH UNITS
DRAINAGE AREA SQUARE MILES
t PRECIPITATION DEPTH INCHES
LENGTH, ELEVATION FEET
FLOW CUBIC FEET PER SECOND
STORAGE VOLUME ACRE-FEET
SURFACE AREA ACRES
TEMPERATURE DEGREES FAHRENHEIT
*****************
*
* U.S. ARMY CO
* HYDROLOGIC E
* 609 SE
* DAVIS, CA
* (916)
*
*****************
*i *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *
**************

4 KK * *
* POST
* *

' 6 KO **************
OUTPUT CONTROL
VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
' IPNCH 0 PUNCH COMPUTED HYDROGRAPH
IOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED
' ISAV2
TIMINT 2000
.033 LAST ORDINATE PUNCHED OR SAVED
TIME INTERVAL IN HOURS
kl * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
* * * * * * * * * * * * * *
0 KK * ROUTE
* *
**************
41 KO OUTPUT CONTROL VARIABLES
IPRNT 5
' IPLOT 0
QSCAL 0.
IPNCH 0
IOUT 21
' ISAV1 1
ISAV2 2000
TIMINT .033

1

H

1

1

1
PRINT CONTROL
PLOT CONTROL
HYDROGRAPH PLOT SCALE
PUNCH COMPUTED HYDROGRAPH
SAVE HYDROGRAPH ON THIS UNIT
FIRST ORDINATE PUNCHED OR SAVED
LAST ORDINATE PUNCHED OR SAVED
TIME INTERVAL IN HOURS
J
1
1

1
1
1
1
1
1
1
1
1

1
1
1
1
RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIM
OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA STAG
HYDROGRAPH AT 0. .00 0. 0. 0. .00
HYDROGRAPH AT POST 1. 10.03 0. 0. 0. .00
ROUTED TO ROUTE 1. 10.07 0. 0. 0. .00 599.

PLAN 1 . ..............

' RATIO
OF
PMF
' 1.00
NORMAL END OF HEC-1 ***

1
1

SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATION ROUTE
(PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION)
INITIAL VALUE SPILLWAY CREST TOP OF DAM
ELEVATION 597 .50 600.05 600.05
STORAGE 0. 0. 0.
OUTFLOW 0. 34. 34.
MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF TIME OF
RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILURE
W.S.ELEV OVER DAM AC-FT CFS HOURS HOURS HOURS
599.07 .00 0. 1. .00 10.07 .00
Phi ... Peak Flow Rate!- (.... I Peak Flowl Date/Time I Total Volume) ...
,5T 0.724 Dec 01, 1900 10:04 1.765
UTE 0.647 Dec 01, 1900 10:06 1.772

11
1
1
1
1
1
1
1
1
1
1
1
1

1
¦ l ? ????s B - ?. g -Z ?rln ?-3 Any /o??`n ?<,l _?? ?o,???'?_-.

r
Mots-

3.1 -Aa Z,
?_ _ ?-?/Ln un?? !5 ?-t??4? ail SASS _ __? _-

¦ Arta r ?anl SgSS' 07. Z % _ 2v otL S?nlc? r
------- ----- - --mow - Z - -
Sol
10 C44"
1 ??
1
Iftion of permeability eliminated
the difficulties of solving com-
lex differential equations involving
1 -or-less uncertain assumptions.
t rovides a very practical and
o rful tool for the analysis of
.ow through porous media and for
rmining permeability. One of
common forms of Darcy's law
Sec. 3.1) is
' Q = 1ciAt (2.1)
The coefficient of permeability
r efined by Darcy gives a statisti-
average factor representing a
1 nite cross section of soil. When
cperimental testing of a given mass
tlve of the volume of soil tested.
sK is usually necessary to estimate
ge and extensive soil deposits from
a rule, the larger the mass rep-
a?e are the results; however, tests
!ns can be extremely valuable when
regard for limitations inherent
Ir
elocitY of flow and the quantity
lia are directly proportional to the
It In to be true, flow must be laminar
tar and turbulent flow is rather well
eiressed as
yvd
µ
I d = diameter of circular pipe,
nt of viscosity. Turbulence in round
1ion 00.
indicating that flow through
however, when the effective diameter
nm, flow begins to be semiturbulent.
'validity of Darcy's law and con-

Permeability 33
eluded that the law is valid for a wide range of soils and hydraulic
gradients. Muskat (1937) concludes that ". . . in the great majority
of flow systems of physical interest the flow will be strictly governed
by Darcy's law. . . ." Although it is generally agreed that Darcy's
law must be valid over a wide range of conditions, it has been difficult
to establish criteria to judge its validity in any individual case. It
seems wise to allow liberal margins of safety in all situations where
turbulence would create adverse conditions.
In the preceding paragraphs fundamentals of flow and permeability
have been briefly discussed. The influence of important physical fac-
tors on permeability will now be described.
Influence of Grain Sizes
From theoretical considerations it has been shown that permeabil-
ity can be expected to vary with the squares of the diameters of pore
spaces and the squares of the diameters of soil particles. Typical per-
meabilities of soils and aggregates of several sizes are given in Figure
2.7; variations in permeability with flow channel diameter are given in
Fig. 2.5. The permeability of soils varies significantly with grain size
140
13C
V 12C
m 11C
T
° lOC
9C
80,
1x10 81x10 '
Sd
?a

P/

c sd
sd
yy P ?l
?a

y c
r com
p s
d ?a ,?
?P
s
d atted
Sa n d
id n
n
dStO L' /
e
sd S
°O ?f
y
S?f (? y Sd

SS ?
a

1x10-6 1x10-5 1x10 a 0.001 0.01 0.1 1 10
Coefficient of permeability, cm/sec
FIG. 2.7 Relation between coefficient of permeability and soil type and
density (log scale).

Nam ASSuwleb

%4;,4a 1? • ??

GI N 17 /?T1?0.1 =
r7.?.?t12DeLal
i
?'aar?•??crioa = 595.-????? Z AIL

- 17. d
?o.MY?4 ? /aVinutl'V?b?n?ti "` 5UD?7lJ

IL
.10
tx,q a4 - t%BLk u a-
Report Of Geotechnical
Subsurface Exploration
Blakeney Office Park
Parking Deck, Building 19 And Building 20
Charlotte, North Carolina
Geoscience Project No. CH02.0340.CV
Prepared For.
Merrifield Partners, LLC
125 Scaleybark Road
Charlotte, North Carolina 282049
September 4, 2008
Prepared By:
GEC-)sCENCE GROUP
500 Clanton Road, Suite K
Charlotte, North Carolina 28217
Phone [phone] Facsimile [phone]
September 4, 2008
Consulting Engineers
Merrifield Partners, LLC
125 Scaleybark Road
GEOSCIENCE Charlotte, North Carolina 28209
GROUP
Attention: Mr. George Macon
Reference: Report Of Geotechnical Subsurface Exploration
Blakeney Office Park
Parking Deck, Building 19 And Building 20
Charlotte, North Carolina
Geoscience Project No. CH02.0340.CV
Geoscience Group, Inc. (Geoscience) has completed the subsurface exploration and
geotechnical evaluation for the referenced project. The purpose of this exploration was to
determine the general subsurface conditions at the site, and to evaluate those conditions with
regard to foundation support and site development. This report presents our findings along
with our geotechnical conclusions and recommendations for design and construction of the
project.
FIELD TESTING
Fifteen (15) soil test borings (B-1 through B-15) and two (2) offset borings (B-4A and B-4B)
were performed at the approximate locations shown on the Boring Location Diagram, Drawing
No. CH02.0340.CV-1, included in the Appendix. The offset borings, B-4A and B-4B, were
performed adjacent to the original test location, B-4, to explore the presence of rock
encountered near the ground surface in this portion of the site. The boring locations were
established in the field by an engineer from Geoscience using the existing site features as
reference.
The soil test borings were advanced to depths ranging from approximately 13/a feet (auger
refusal) to 25 feet below the ground surface using a CME 550X drill rig and continuous-flight,
hollow-stem augers. Drilling fluid was not used in this process. Standard Penetration Tests
were performed with an automatic hammer in the soil test borings at designated intervals in
general accordance with ASTM D 1586-84. The Standard Penetration Test is used to provide
an index for estimating soil strength and density. In conjunction with the penetration testing,
split-barrel soil samples were recovered for soil classification and potential laboratory tests.
A brief description of the field testing procedures and copies of the Test Boring Records are
included in the Appendix. Elevations incorporated in this report were interpolated from the
civil design drawings prepared by Geoscience.
500 Clanton Road Charlotte, North Carolina Telephone Facsimile
Suite K 28217 704.5252D03 704.525.2051
Mr. George Macon
Geoscience Project No. CH02.0340.CV
September 4, 2008
Page 2
SITE AND SUBSURFACE FINDINGS
Site: The Blakeney office development is located in the southwest quadrant formed by the
intersection of Rea Road Extension and Ardrey Kell Road in Charlotte, North Carolina. The
project areas for the parking deck, Building 19 and Building 20 are located on the south side of
Building 17 and Building 18. At the time our field services were performed, the project area
was grass covered. In addition, an existing detention pond and small soil stockpile are present
in the northeastern and southwestern portions of the site, respectively. It should be noted that
weathered rock seams were observed on the ground surface in the bottom of the detention
pond.
Based on a recent topographic survey, the ground surface of the site slopes moderately
downward from the west towards the east. A high elevation of approximately 610 feet (MSL)
is present in the northwestern portion of the site. In addition, a low elevation of approximately
597 feet (MSL) is present in the northeastern portion of the site at the bottom of the existing
detention pond.
Subsurface: The subsurface conditions at the site, as indicated by the soil test borings,
generally consist of a residual soil profile that has formed from the in-place weathering of
the underlying parent bedrock. However, existing fill was encountered in soil test borings
B-1, B-2 and B-15. The generalized subsurface conditions encountered in the borings are
outlined below and illustrated on the Generalized Subsurface Profiles, Drawing Nos.
CH02.0340.CV-2 through CH02.0340.CV-4, included in the Appendix. For soil descriptions
and general stratification at a particular boring location, the respective Test Boring Record
should be reviewed.
Commencing at the ground surface in all the soil test borings, a surface layer of topsoil and
roots is present to depths ranging from approximately '/3 to 1/2 foot. Subjacent to the topsoil
in soil test borings B-1, B-2 and B-15, existing fill was encountered to a depth of
approximately 2'/z feet below the ground surface. When sampled, the existing fill consisted
of sandy CLAY and silty SAND soils with varying amounts of rock fragments. The Standard
Penetration Test results within these fill soils range from 7 to 10 Blows Per Foot (BPF).
Residual silty SAND soils are present beneath the topsoil in soil test borings B-3, B-6 and B-8
through B-14. These residual silty SAND soils extend to depths ranging from approximately
21/s 12 feet below the ground surface. The Standard Penetration Test results within these
residual SAND soils range from 12 to 77 BPF.
Partially weathered rock was encountered in all the soil test borings at depths ranging from
approximately '/3 foot to 12 feet below the ground surface. Based on the topographic
information provided to us, these depths to partially weathered rock correspond to elevations
ranging from approximately 591 to 606'/3 feet (MSL). For engineering purposes, partially
weathered rock is considered any dense residual soil exhibiting a Standard Penetration
Resistance value in excess of 100 BPF. When sampled, the partially weathered rock generally
consists of a silty SAND.
Mr. George Macon
Geoscience Project No. CH02.0340.CV
September 4, 2008
Page 3
Auger refusal was encountered in soil test borings B-1, B-2, B-4, B-4A, B-4B, B-5, B-7,
B-10, B-11 and B-12 at depths ranging from approximately 13/4 to 22'/2 feet below the
ground surface. These depths to auger refusal correspond to elevations ranging from
approximately 583'/3 to 6043/4 feet (MSL). Generally, auger refusal is encountered at bedrock
or on top of boulders, and is indicative of materials that will likely require rock excavation
techniques for their removal.
Groundwater measurements were attempted at the completion of each soil test boring and
again prior to leaving the site. Groundwater was observed in soil test borings B-413, B-6, B-7,
B-8, B-9, B-12, B-13, B-14 and B-15 at depths ranging from approximately 9 to 13'/z feet
below the ground surface. These depths to groundwater correspond to elevations ranging from
approximately 591 to 5951/2feet (MSL). No measurable groundwater was observed in any of
the remaining soil test borings performed for this phase of the project.
PROJECT DESCRIPTION
The proposed project is still in the early design stages and detailed information is not available
at this time. However, we understand that the development will include the construction of a
three-story parking deck and two (3) three-story office buildings (designated as Building 19
and Building 20) with adjacent surface parking areas. Although structural loading information
was not available at the time of this report, we anticipate that the maximum wall and column
loads will be on the order of 5 to 10 kips per linear foot and 250 to 500 kips, respectively. In
addition, the maximum floor slab loadings are not anticipated to exceed 150 pounds per square
foot.
The finished floor elevation for the parking deck will range between 602 and 604 feet (MSL).
In addition, the finished floor elevation for Building 19 has been set at 602 feet (MSL) and the
finished floor elevation for Building 20 has been set at 605.83 feet (MSL). Also, the
surrounding surface pavement grades will range from 602 to 610 feet (MSL). Based on the
topographic information provided to us, it appears that a maximum excavation depth of
approximately 3 feet and a maximum fill depth on the order of 6 feet will be required to
establish the above site grades. It should be noted that the deepest fill area coincides with
backfilling of the existing detention pond.
CONCLUSIONS AND RECOMMENDATIONS
The soil test borings performed at this site represent the subsurface conditions at the test
locations only. Due to the prevailing geology and the presence of existing fill, there can be
changes in the subsurface conditions over relatively short distances that have not been
disclosed by the results of the borings performed. Consequently, there may be undisclosed
subsurface conditions that require special treatment or additional preparation once these
conditions are revealed during construction.
Mr. George Macon
Geoscience Project No. CH02.0340.CV
September 4, 2008
Page 4
Our conclusions and recommendations are based on the project description outlined above and
on the data obtained from our field testing program. Changes in the project or undisclosed
subsurface conditions may require modifications to our recommendations. We will require the
opportunity to review our recommendations in light of any new information and make the
desired changes.
PROJECT DESIGN
Discussion: Based on our review of the site and subsurface information collected for this
project, the following special considerations with regard to site development are warranted.
Isolated areas of existing fill were encountered in soil test borings B-1, B-2 and B-15 to a
depth of approximately 21/2 feet below the ground surface. Because there is no record of how
well these fill soils were compacted, they are considered unsuitable for direct foundation, floor
slab and pavement support. As a result, we recommend that the existing fill soils be removed
and replaced with properly compacted structural fill. Alternatively, due to the sandier
composition of the fill soils, these materials could be dried and compacted in-place under the
direction of an engineer from our office. Further recommendations in this regard should be
provided in the field during project construction.
Partially weathered rock was encountered in all the soil test borings at depths ranging from
approximately 1/4 foot to 12 feet below the ground surface. In addition, auger refusal was
encountered in soil test bori ngs B-1, B-2, B-4, B-4A, B-4B, B-5, B-7, B-10, B-11 and B-12
at depths ranging from approximately 13/4 to 221/2 feet below the ground surface. The depths
to partially weathered rock and/or auger refusal in soil test borings B-4, B-5 and B-7 are up to
2'/3 feet above the finished floor elevation of the parking deck. Therefore, difficulties will
likely be encountered while attempting to excavate these dense materials, particularly within
utility trenches and other confined excavations. Recommendations pertaining to difficult
excavation are outlined in the subsequent sections of this report.
Foundation Support: The proposed parking deck and office buildings can be adequately
supported on shallow foundation systems consisting of spread footings. Provided the
foundations are designed to bear on the undisturbed residual SAND soils, partially weathered
rock or bedrock, a net allowable bearing pressure of up to 5,000 pounds per square foot (PSF)
can be used to size the foundations. 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 (strip) 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 foundations and foundations in unheated areas should be designed to bear at least 18
inches below finished grades for frost protection.
For the design bearing pressure of 10,000 psf, it is imperative that the project foundations are
designed to bear on the dense residual SAND soils, partially weathered rock or bedrock
encountered very close to the ground surface in all the soil test borings. This can be
accomplished by extending the bearing level of the footings to the dense soil stratum. Based
Mr. George Macon
Geoscience Project No. CH02.0340.CV
September 4, 2008
Page 5
on the anticipated site grades, it appears that the dense soil stratum will be located at, or very
close, to the proposed grades and that this stratum will be present in the majority of the
foundation excavations. However, some lowering of the foundation bearing levels may be
required in the vicinity of soil test boring B-15.
Floor Slab Support: The proposed slab-on-grade floor systems can be adequately supported on
suitable existing fill, suitable residual soils or on newly-placed structural fill provided the site
preparation and fill recommendations outlined herein are implemented. The floor slabs should
be structurally isolated from the building foundations to allow independent movement. We
recommend that a granular material be placed immediately beneath the floor slabs to
provide a capillary barrier and to increase the load distribution capabilities of the floor slab
systems. Furthermore, the use of a vapor barrier should be considered to reduce the potential
for vapor transmission through the slabs. Proper curing techniques must be employed when
using a vapor barrier to prevent uneven curing.
Seismic Design: Based on review of the North Carolina Building Code (NCBC) and the
subsurface conditions encountered in the borings, we recommend using a Site Class C for
seismic design.
Exterior Pavements: Design of the project pavements was beyond the scope of services
provided by Geoscience for this phase of the project. However, the results of our subsurface
exploration indicate that suitable existing fill, suitable residual soils or newly-placed structural
fill can provide adequate support for a pavement structure designed for the appropriate
subgrade strength and traffic characteristics. The pavement subgrade should be prepared in
accordance with the site preparation and fill recommendations provided in this report. Also,
the subgrade and the pavement surface should be sloped to provide positive subsurface and
surface drainage away from the pavement. Water within the base course layer and ponded on
the pavement surface can lead to softening of the subgrade and other problems that will result
in accelerated deterioration of the pavement system.
Temporary Slopes: The results of the subsurface exploration indicate that temporary slopes in
confined or open excavations should perform satisfactorily at inclinations of 1(H): l (V).
However, for any deep utility excavations that extend into the partially weathered rock, the
side slopes could be increased to an inclination of 1/z(H):1(V). The proper standards and side
slope requirements in accordance with OSHA guidelines must be followed for all excavations.
Also, it may be necessary to cover temporary slopes with a sheet of polyethylene to protect
them against erosion due to rain.
PROJECT CONSTRUCTION
Site Preparation: The proposed construction area should be stripped of all topsoil and other
soft or unsuitable material. In addition, any soft sediments present within the bottom of the
detention pond should be removed. Special considerations with regard to the presence of
existing fill are outlined in the "Discussion" section of this report. Any isolated rock
Mr. George Macon
Geoscience Project No. CH02.0340.CV
September 4, 2008
Page 6
encountered during this process may need to be further excavated to maintain a minimum
vertical separation of 1 foot from the final footing, building slab and pavement subgrades; this
minimum separation is recommended to prevent a "point-bearing" problem where the adjacent
subgrades are significantly softer materials. Also, any existing utilities encountered within the
proposed construction limits should be properly relocated, as required, and the resulting
excavations backfilled with suitable fill material.
Upon completion of the above preparatory activities, the exposed subgrade in areas to receive
fill should be proofrolled with a loaded dump truck or similar pneumatic-tired vehicle having a
loaded weight of approximately 25 tons. After excavation, the exposed subgrade in cut areas
should be similarly proofrolled. All 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 that deflect, rut or pump during the
proofrolling, and fail to be remedied with successive passes, should be undercut to suitable
soils and backfilled with properly compacted structural fill.
Difficult Excavation: Partially weathered rock was encountered in all the soil test borings at
depths ranging from approximately 1/3 foot to 12 feet below the ground surface. These
depths to partially weathered rock range from approximately 21/3 feet above to 10 feet below
the proposed parking deck and building grades. In addition, as mentioned previously,
weathered rock seams were observed on the ground surface in the bottom of the existing
detention pond. For partially weathered rock encountered above the proposed finished grades,
a D-8 or similar size dozer equipped with a steel tooth ripper may be required to loosen these
materials prior to their removal. In addition, for removal of dense soils or partially weathered
rock from within deep utility trenches, a Caterpillar 335 or similar size backhoe equipped with
rock teeth may be required.
Auger refusal was encountered in soil test borings B-1, B-2, B-4, B-4A, B-4B, B-5, B-7,
B-10, B-11 and B-12 at depths ranging from approximately 13/a to 221/2 feet below the
ground surface. Based on the project information provided to us, these rock materials range
from approximately 3/a foot above, to 20 feet below the finished grades. Therefore, some
rock excavation could be required, particularly in the vicinity of soil test boring B-4 and
within deep utility trenches. If blasting is required, we recommend that it be performed by a
qualified blasting contractor prior to the start of any building construction.
Groundwater: As mentioned previously, groundwater was observed in soil test borings
B-4B, B-6, B-7, B-8, B-9, B-12, B-13, B-14 and B-15 at depths ranging from approximately
9 to 131/2 feet below the ground surface. These depths to groundwater are at least 9 feet
below the proposed finished grades. Therefore, we do not anticipate the need for any
permanent dewatering on this project. However, groundwater can easily move through
solution fractures within the dense SAND soils and weathered rock materials. As a result,
temporary dewatering measures may be required during excavation of deep utilities. In
addition, any water present within the existing detention pond will have to be controlled
Mr. George Macon
Geoscience Project No. CH02.0340.CV
September 4, 2008
Page 7
during site grading. If the site grading activities are performed during the drier summer
months, then the difficulties associated with groundwater would be reduced. Generally, the
groundwater could probably be controlled through the use of sump areas, diversion trenches
and/or filtered trench drains that discharge to suitable outlet areas. Additional groundwater
problems, if encountered, should be addressed in the field by a qualified engineer as they
occur.
Fill Material And Placement: All fill used for the project should be free of organic matter and
debris with a low to moderate plasticity (Plasticity Index less than 30). The fill should exhibit
a maximum dry density of at least 90 pounds per cubic foot, as determined by a Standard
Proctor compaction test (ASTM D 698). We recommend that moisture control limits, with
respect to the optimum moisture content, be established for the proposed fill soils. In addition,
any fill soils placed wet of the optimum moisture content must remain stable under heavy
pneumatic-tired construction traffic.
The onsite soils generally appear suitable for use as structural fill. However, some moisture
modification (drying and/or wetting) of the onsite soils will likely be required during site
grading. The type, extent and difficulty associated with obtaining the required moisture
modification will be influenced by the soil plasticity and the weather conditions encountered
during site grading.
All fill should be placed in lifts not exceeding twelve (12) inches loose thickness and should be
compacted to at least 95 percent of its Standard Proctor maximum dry density. For isolated
excavations around the footing locations or within utility excavations, a hand tamper or
walk-behind roller will likely be required. While using a hand tamper or walk-behind roller,
the maximum lift thickness (loose) should not exceed 5 inches. We recommend that field
density tests be performed on the fill as it is being placed, at a frequency determined by an
experienced geotechnical engineer, to verify that proper compaction is achieved.
Footing Observations: We recommend that the footing excavations be observed by an
experienced geotechnical engineer or authorized representative to verify that suitable soils are
present at the proposed bearing elevation. In addition, a footing observation program
involving hand auger borings with Dynamic Cone Penetrometer (DCP) tests must be
performed within the footing excavations to confirm the suitability of the underlying soils. If
soft or unsuitable materials are encountered, the foundations should be lowered to a suitable
bearing stratum.
Bearing surfaces for foundations should not be disturbed or left exposed during inclement
weather; saturation of the onsite soils can cause a loss of strength and increased
compressibility. 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.
Mr. George Macon
Geoscience Project No. CH02.0340.CV
September 4, 2008
Page 8
Consulting Engineers
CLOSURE
GEQSC1ENCE
GROUP Geoscience appreciates having had the opportunity to assist you during this phase of the
project. If you have any questions concerning the information outlined in this report, please
contact us.
CROUP, INC.
O • (•ES 0•
EA
Mnie124 knee Pte.
?f eside .•?: ,?
se No. 24977
A. M?V'?0'
William J. Sullivan, P.E.
Senior Consulting Engineer
North Carolina License No. 11453
DAM/WJS
Enclosures
File: R/Work Files/Geotech/2008/0340
APPENDIX
Boring Location Diagram
Generalized Subsurface Profiles
Investigative Procedures
Test Boring Records
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GEOSCIENCE GROUP, INC.
INVESTIGATIVE PROCEDURES
Blakeney Office Park - Parking Deck, Building 19 And Building 20
Geoscience Project No. CH02.0340.CV
Page I Of 1
FIELD
Soil Test BgdW: Fifteen (15) soil test borings (B-1 through B-15) and two (2) offset borings (B-4A and
B-4B) were drilled at the approximate locations shown on the attached Boring Location Diagram, Drawing
No. CH02.0340.CV-1. Soil sampling and penetration testing were performed in accordance with ASTM D
1586-84.
The borings were advanced with hollow-stem, continuous-flight augers and, at standard intervals, soil
samples were obtained with a standard 1.4-inch (3.6cm) I.D., 2-inch (5.1cm) O.D., split-tube sampler. The
sampler was first seated 6 inches (15.2cm) to penetrate any loose cuttings, then driven an additional 12
inches (30.5cm) with blows of a 140 pound (63.5kg) hammer falling 30 inches (76.2cm). The number of
hammer blows required to drive the sampler the final 12 inches (30.5cm) 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.
13UKIINU INU: D-1
DATE DRILLED: 8/25/08
DRILLING CONTRACTOR: Soil Drilling Services
JOB NO.: CH02.0340.CV
nn?ir?'r. 11)7 AiIL'XTUV "L`ryi-' DADW
DEPTH, FT
0.0
0.3
2.5
8.C
11.:
DESCRIPTION Elev.
cno r?
BORING GEOSCIENCE
RECORD GROUP INC.
Blow a PENETRATION - BLOW COUNT*
r-..r+ G In on 'M An An An inn
d R
T
l A
t 603
2
n
oo
s
o soi
.
Loose Brown And Grey Very Silty Coarse
To Fine SAND With Rock Fragments And
Clay Seams -Fill
8
Note: Sample Moist
601.0
Partially Weathered Rock When Sampled
Becomes Brown, Tan And Grey Silty
Coarse To Fine SAND - Residual
50/0.5

595.5 50/0.5
Partially Weathered Rock When Sampled
Becomes Brown And Grey Silty Coarse To
Fine SAND With Weathered Rock
Fragments
50/0.4
592.2 50/0.0
Auger Refusal
No Groundwater Encountered

BORING AND SAMPLING MEETS ASTM D-1586 00 PRESSUREMETER TEST = WATER TABLE - 24 M
CORE DRILLING MEETS ASTM D-2113 1501% ROCK CORE RECOVERY WATER TABLE -I IIR.
*PENETRATION IS THE NUMBER OF BLOWS OF A 140 LB. (63.5kg) -4 LOSS OF DRILLING WATER I CAVE-IN DEPTH
HAMMER FALLING 30 IN. (76.2cm) REQUIRED TO DRIVE A 1.4 IN. wOH WEIGHT OF HANLNIER PAGE 1 of 1
(3.6cm) I.D. SAMPLER I FT. (30.5cm)
BUKINU NU.: IS-L
DATE DRILLED: 8/25/08
DRILLING CONTRACTOR: Soil Drilling Services
JOB NO.: CH02.0340.CV
PROJECT: BLAKENEY OFFICE PARK
DEPTH, FT. DESCRIPTION Elev.
0.0 602.0±
0.4
__Topsoil And Roots
2.E
5.E
8.C
11.1
BORING GEOSCIENCE
RECORD GROUP INC.
Blow PENETRATION - BLOW COUNT*
'-f s 1 n )n 'An An An nn inn

Loose Brown And Grey Clayey Silty
Coarse To Fine SAND With Rock
Fragments - Fill
l
N
M
i
S
10
4
0
amp
e
o
st
ote:
599.5
Partially Weathered Rock When Sampled
Becomes Brown And Grey Silty Coarse To
Fine SAND With Weathered Rock

0
Fragments - Residual 596.5 50/0.5
Split-Spoon Sample Consisted Of
Weathered Rock Fragments

594.0
50/0.2
40
Partially Weathered Rock When Sampled
Becomes Brown, Tan And Grey Silty
Coarse To Fine SAND
Note: Sample Moist
50/0.5
590.9 50/0.0 40
Auger Refusal
No Groundwater Encountered

BORING AND SAMPLING MEETS ASTM D-1586
CORE DRILLING MEETS ASTM D-2113
*PENETRATION IS THE NUMBER OF BLOWS OF A 140 LB. (63.5kg)
HANINIER FALLING 30 IN. (76.2cm) REQUIRED TO DRIVE A 1.4 IN.
00 PRESSUREMETER TEST = WATER TABLE - 24 HR.
1501% ROCK CORE RECOVERY WATER TABLE - 114R.
-4 LOSS OF DRILLING WATER OM I CAVE-IN DEPTH
wOH WEIGHT OF IIAMMER PAGE 1 of 1
BORING NO.: B-3
DATE DRILLED: 8/25/08
DRILLING CONTRACTOR: Soil Drilling Services
JOB NO.: CH02.0340.CV
oRnrA(`T• R1 AKFNFV CIFFICF PARK
DEPTH, FT. DESCRIPTION Elev.
0.0 603.5+
0.3
2.5
5.5
15.0
BORING GEOSCIENCE
RECORD GROUP INC.
Blow 0 PENETRATION - BLOW COUNT*
T
il A
d R
t 603
2
?
n
oo
o so
s .
Firm Brown, Tan And Grey Clayey Very
Silty Medium To Fine SAND - Residual
Note: Sample Moist
12
601.0
Partially Weathered Rock When Sampled
Becomes Brown, Tan And Grey Very Silty
Coarse To Fine SAND With Weathered
Rock Fragments
598.0 50/0.5
Partially Weathered Rock When Sampled
Becomes Brown, Tan And Grey Silty
Coarse To Fine SAND
50/0.5
50/0.1

-
--
----------
588.5 50/0.1
------
-
-
Boring Terminated
No Groundwater Encountered

BORING AND SAMPLING MEETS ASTNI D-1586
CORE DRILLING MEETS ASTNI D-2113
*PENLTRATION IS 'I HE NUMBER OF BLOWS OF A 140 LB. (63.5kg)
IWMNIER FALLING 30 IN. (76.2cm) REQUIRED TO DRIVE A 1.4 IN.
00 PRESSUREMETER TEST = WATER TABLE - 24 HR.
1501% ROCK CORE RECOVERY =_- WATER TABLE -I HR.
A LOSS OF DRILLING 1VATER 0 I CAVE-IN DEPTH
woH "'EIGHT OF HAMMER PAGE 1 0f 1
BORING NO.: 13-4
DATE DRILLED: 8/22/08
DRILLING CONTRACTOR: Soil Drilling Services
JOB NO.: CH02.0340.CV
PROJECT: BLAKENEY OFFICE PARK
DEPTH, FT. DESCRIPTION Elev.
0.0
0.2
1.7
TEST
BORING GEOSCIENCE
RECORD GROUP INC.
Blow a PENETRATION - BLOW COUNT*
-\Topsoil And Roots
Partially Weathered Rock When Sampled
Becomes Brown And Grey Silty Coarse To
Fine SAND With Weathered Rock
?FraamentS - Residual
50/0.1
50/0.0
5 10
I I
Auger Refusal
No Groundwater Encountered
BORING AND SAMPLING MEETS ASTM D-1586 PRESSUREMETER TEST = WATER TABLE - 24 HR.
CORE DRILLING MEETS ASTM D-2113 1501% ROCK CORE RECOVERY = WATER TABLE -1 HR.
*PEN1,: FR.A7ION IS THE NUMBER OF BLONN'S OFA 140 1,13. (63.5kg) t LOSS OF DRILLING WATER 00 CAVE-IN DEPTH
HAMMER FALLING 30 IN. (76.2cm) REOUIRED TO DRIVE A 1.4 IN. .. , ,. ,,, .,...?.?., _ _ .
BORING NO.: B-4A
DATE DRILLED: 8/22/08
DRILLING CONTRACTOR: Soil Drilling Services
JOB NO.: CH02.0340.CV
PROJECT: BLAKENEY OFFICE PARK
DEPTH, FT. DESCRIPTION Elev.
0.C
3.C
BORING GEOSCIENCE
RECORD GROUP INC.
Blow • PENETRATION - BLOW COUNT*
Auger Probe Boring To 3.0 Feet - Standard
Penetration Testing Not Performed
100
I
50/0.0
Auger Refusal
No Groundwater Encountered
BORING AND SAMPLING MEETS ASTM D-1586 00 PRESSUREMETER TEST = WATER TABLE - 24 Hb
CORE DRILLING MEETS ASI:M D-2113 1501% ROCK CORE RECOVERY 11 ATER TABLE - 1 HR.
*PENETRATION IS THE NUMBER OF BLOWS OF A 140 LB. (63.5kg) t LOSS OF DRILLING WATER 00 I CAFE-IN DEPTH
HAMMER FALLING 30 IN. (76.2cm) REQUIRED TO DRIVE A 1.4 IN. WOH WEIGHT OF HAMMER PA d-- ? .,f I
BORING NO.: B-4B TEST
DATE DRILLED: 8/22/08
DRILLING CONTRACTOR: Soil Drilling Services BORING GEOSCIENCE
JOB NO.: CH02.0340.CV RECORD GROUP INC.
PROJECT: BLAKENEY OFFICE PARK
DEPT
0.0
3.5
22.5
DESCRIPTION Elev. Blow 9 PENETRATION - BLOW COUN1
p 606.5+ Count 5 10 20 30 40 60 80 100
Auger Probe Boring To 3.5 Feet - Standard
Penetration Testing Not Performed
603.0
Partially Weathered Rock When Sampled 50/0.4
Becomes Brown, Tan And Grey Silty
Coarse To Fine SAND - Residual
50/0.3
50/0.5
50/0.5
50/0.2
584.0 50/0.0
Auger Refusal
13.4'
BORING AND SAMPLING MEETS ASTM D-1586 PRESSUREMETER TEST = WATER TABLE - 24 IIF
CORE DRILLING MEETS ASTM D-2113 1501% ROCK CORE RECOVERY WATER TABLE - 1 HR.
*PENETRATION IS THE NUMBER OF BLOWS OF A 140 LB. (63.5kg) / LOSS OF DRILLING WATER 01 ( CAVE-IN DEPTH
HAMMER FALLING 30 IN. (76.2cm) REQUIRED TO DRIVE A 1.4 IN. wOH WEIGHT OF HAMMER PAGE 1 of 1
.(3.6cm) I.D. SAMPLER I FT. (30.5cm)
sowm NO.: B-5 TEST
DATE DRILLED: 8/22/08
DRILLING CONTRACTOR: Soil Drilling Services BORING GEOSCIENCE
JOB NO.: CH02.0340.CV RECORD GROUP INC.
PROJECT: BLAKENEY OFFICE PARK
DEPTH, FT
0.0
0.3
2.E
5.E
9.C
DESCRIPTION Elev. Blow • PENETRATION - BLOW COUNT*
arNa G?- /`....-4 G ,n 1)n 7n An An An inn
il A
d R
T
t 606
2
n
oo
s
o so
Partially Weathered Rock When Sampled
Becomes Brown And Grey Very Silty
Coarse To Fine SAND With Clay Seams - .
50/0.5
Residual
604.0
Partially Weathered Rock When Sampled
Becomes Brown And Grey Silty Coarse To
Fine SAND With Weathered Rock
Fragments
601.0 50/0.4
No Sample Recovery
50/0.1
597.5 50/0.0
Auger Refusal
No Groundwater Encountered

BORING AND SAMPLING MEETS ASTM D-1586 00 PRESSUREMETER TEST = WATER TABLE - 24 HR.
CORE DRILLING MEETS ASTM D-2113 1501% ROCK CORE RECOVERY WATER TABLE - I HR.
*PENETRATION IS THE NUMBER OF BLOWS OF A 140 LB. (63.5kg) A LOSS OF DRILLING WATER NE I CAVE-IN DEPTH
HAMMER FALLING 30 IN. (76.2cm) REQUIRED TO DRIVE A 1.4 IN. WoH WEIGHT OF HAMMER PAGE 1 of 1
.(3.6cm) I.D. SAMPLER I FT. (30.5cm) i
BORING NO.: B-6 TEST
DATE DRILLED: 8/22/08
DRILLING CONTRACTOR: Soil Drilling Services BORING GEOSCIENCE
JOB NO.: CH02.0340.CV RECORD GROUP INC.
PROJECT: BLAKENEY OFFICE PARK
DEPTH, FT
0.0
0.4
5.E
8.C
12.C
22.C
25.C
DESCRIPTION Elev. Blow • PENETRATION - BLOW COUNT*
Cng n-L r',.-. - - - M RA on inn
To
oil And Roots
604
6
s
Very Firm Brown, Tan And Grey Silty
Coarse To Fine SAND - Residual .
27

599.5 28
Very Dense Brown And Grey Silty Coarse
To Fine SAND

597.0
77
Very Dense Tan And Grey Silty Medium To
Fine SAND
Note: Sample Moist

53
593.0
Partially Weathered Rock When Sampled
Becomes Brown And Grey Silty Medium
To Fine SAND _
-
50/0.2

50/0.5
583.0
Partially Weathered Rock When Sampled
Becomes Brown And Grey Silty Coarse To
Fine SAND With Weathered Rock
Fragments And Clay Seams

--------------- --
580.0 50/0.5
Boring Terminated

12.6'
BORING AND SAMPLING MEETS ASTM D-1586 PRESSUREMETER TEST = WATER TABLE - 24 HR.
CORE DRILLING MEETS ASTM D-2113 150% ROCK CORE RECOVERY WATER TABLE -1 HR
*PENETRATION IS THE NUMBER OF BLOWS OF A 140 LB. (63.5kg) 4 LOSS OF DRILLING WATER ME I CAVE-IN DEPTH
HAMMER FALLING 30 IN. (76.2cm) REQUIRED TO DRIVE A 1.4 IN. woH WEIGHT OF HAMMER PAGE 1 of 1
,,(3.6cm) I.D. SAMPLER I FT. (30.5cm) I
]?OMNG NO.: 13-7 TEST
DATE DRILLED: 8/25/08
DRILLING CONTRACTOR: Soil Drilling Services BORING GEOSCIENCE
JOB NO.: CH02.0340.CV RECORD GROUP INC.
`PROJECT: BLAKENEY OFFICE PARK
DEPTH, FT
0.0
0.3
2.E
5.E
21.2
DESCRIPTION Elev. Blow 9 PENETRATION - BLOW COUNT*
CMA r4- r.,.-f a in on an en an An inn
il A
d R
t
T 604
2
n
oo
s
o so
Partially Weathered Rock When Sampled
Becomes Brown, Tan And Grey Silty
Coarse To Fine SAND With Clay Seams - .
50/0.5
Residual
602.0
Partially Weathered Rock When Sampled
Becomes Brown, Tan And Grey Silty
Coarse To Fine SAND

599.0 50/0.5
Partially Weathered Rock When Sampled
Becomes Brown, Tan And Grey Silty
Coarse To Fine SAND With Weathered
Rock Fragments
50/0.2
50/0.2

50/0.3

50/0.5
583.3 50/0.0
Auger Refusal

L
12.0'
BORING AND SAMPLING MEETS ASTM D-1586 00 PRESSUREMETER TEST = WATER TABLE - 24 HR,
CORE DRILLING MEETS ASTM D-2113 1501% ROCK CORE RECOVERY WATER TABLE -1 HR.
*PENETRATION IS THE NUMBER OF BLOWS OF A 140 LB. (63.5kg) t LOSS OF DRILLING WATER MM I CAVE-IN DEPTH
HAMMER FALLING 30 IN. (76.2cm) REQUIRED TO DRIVE A 1.4 IN. woH WEIGHT OF HAMMER PAGE 1 of 1
?(3.6cm) I.D. SAMPLER 1 FT. (30.5cm)
IYDRtNG NO.: B-8 TEST
DATE DRILLED: 8/25/08
DRILLING CONTRACTOR: Sail Drilling Services BORING GEOSCIENCE
JOB NO.: CH02.0340.CV RECORD GROUP INC.
PROJECT: BLAKENEY OFFICE PARK
DEPT
0.0
0.3
2.5
DESCRIPTION Elev. Blow 9 PENETRATION - BLOW COUNT'
1Topsoil And Roots
Dense Brown And Grey Very Silty Fine
SAND - Residual
40
10 20 30 40 60
Partially Weathered Rock When Sampled
Becomes Brown, Tan And Grey Silty
Coarse To Fine SAND
13.0'
25.0
------ ------
Boring Terminated
50/0.4
50/0.3
50/0.2
50/0.3
50/0.2
50/0.1
BORING AND SAMPLING MEETS ASTM D-1586 00 PRESSUREMETER TEST = WATER TABLE - 24 HF
CORE DRILLING MEETS ASTM D-2113 1501% ROCK CORE RECOVERY WATER TABLE - I HR.
*PENETRATION 1S THE NUMBER OF BLOWS OF A 140 LB. (63.5kg) -4 LOSS OF DRILLING WATER 00 CAVE-IN DEPTH
HAMMER FALLING 30 IN. (76.2cm) REQUIRED TO DRIVE A 1.4 IN. WOH WEIGHT OF HAMMER PAGE 1 of 1
(3.6cm) I.D. SAMPLER I FT. (30.5cm)
BORING NO.: B-9 TEST
DATE DRILLED: 8/25/08
DRILLING CONTRACTOR: Soil Drilling Services BORING GEOSCIENCE
JOB NO.: CH02.0340.CV RECORD GROUP INC.
PROJECT: BLAKENEY OFFICE PARK
DEPTH, FT
0.0
0.3
2.5
12.C
15.C
DESCRIPTION Elev. Blow • PENETRATION - BLOW COUNT*
any na- f ......? a ,n on 'zn An an An inn
il A
d R
T
t
n
oo
s
o so
Very Firm Brown, Tan And Grey Silty
Medium To Fine SAND - Residual
30
600.5
Dense Brown And Grey Slightly Micaceous
Silty Coarse To Fine SAND
39
34
37
591.0
Partially Weathered Rock When Sampled
Becomes Brown And Grey Silty Coarse To
Fine SAND

-
-----
588.0 50/0.5
--------------
-
Boring Terminated

12.0'
BORING AND SAMPLING MEETS ASTM D-1586 PRESSUREMETER TEST = WATER TABLE - 24 HR
CORE DRILLING MEETS ASTM D-2113 1501% ROCK CORE RECOVERY WATER TABLE - I HR.
*PENETRATION IS THE NUMBER OF BLOWS OF A 140 LB. (63.5kg) - LOSS OF DRILLING WATER ON I CAVE IN DEPTH
HAMMER FALLING 30 IN. (76.2cm) REQUIRED TO DRIVE A 1.4 IN. woH WEIGHT OF HAMMER PAGE 1 of 1
Q3.6cm1 I.D. SAMPLER 1 FT. (30.5cm)
i
&ORING NO.: B-10
DATE DRILLED: 8/25/08
DRILLING CONTRACTOR: Soil Drilling Services
JOB NO.: CH02.0340.CV
PROTECT: BLAKENEY OFFICE PARK
DEPTH, FT. DESCRIPTION Elev.
0.0
0.3
2.5
9.C
TEST
BORING GEOSCIENCE
RECORD GROUP INC.
Blow 9 PENETRATION - BLOW COUNT*
,Topsoil And Roots
Dense Brown And Grey Silty Coarse To
Fine SAND - Residual
Partially Weathered Rock When Sampled
Becomes Brown And Grey Silty Coarse To
Fine SAND With Weathered Rock
Fragments
Auger Refusal
No Groundwater Encountered
Count 5
35
50/0.4
50/0.3
50/0.4
40 60 80
T-7-7-7-
50/0.0
BORING AND SAMPLING MEETS ASTM D-1586 00 PRESSUREMETER TEST = WATER TABLE - 24 HI
CORE DRILLING MEETS ASTM D-2113 1501% ROCK CORE RECOVERY WATER TABLE -1 HR.
*PENETRATION IS THE NUMBER OF BLOWS OF A 140 LB. (63.5kg) 4 LOSS OF DRILLING WATER CAVE-1N DEPTH
HAMMER FALLING 30 IN. (76.2cm) REQUIRED TO DRIVE A 1.4 IN. wox WEIGHT OF HAMMER PAGE 1 of 1
(3 6cm) I D SAMPLER 1 FT (30 5cm)
4
ROR*iNG NO.: B-11 TEST
DATE DRILLED: 8/22/08
DRILLING CONTRACTOR: Soil Drilling Services BORING GEOSCIENCE
JOB NO.: CH02.0340.CV RECORD GROUP INC.
PROJECT: BLAKENEY OFFICE PARK ,
DEPTH, FT
0.0
0.3
5.5
8.C
12.3
DESCRIPTION Elev. Blow • PENETRATION - BLOW COUNT*
rmA F+ r.niint r to gn An an An Rn inn
il A
d R
T
t 604
2
n
oo
s
o so
Partially Weathered Rock When Sampled
Becomes Brown, Tan And Grey Silty
Coarse To Fine SAND - Residual .
50/0.5

599.0 50/0.3
Dense Brown, Tan, Grey And White Silty
Coarse To Fine SAND With Quartz
Fragments

96.5

31
Partially Weathered Rock When Sampled
Becomes Brown, Tan And Grey Silty
Coarse To Fine SAND With Weathered
Rock Fragments

50/0.5

592.2 50/0.0
Auger Refusal
No Groundwater Encountered

i

BORING AND SAMPLING MEETS ASTM D-1586 00 PRESSUREMETER TEST = WATER TABLE - 24 HR
CORE DRILLING MEETS ASTM D-2113 1501% ROCK CORE RECOVERY WATER TABLE - I HR
*PENETRATION IS THE NUMBER OF BLOWS OF A 140 LB. (63.5kg) - LOSS OF DRILLING WATER 00 1 CAVE-IN DEPTH
HAMMER FALLING 30 IN. (76.2cm) REQUIRED TO DRIVE A 1.4 IN. wOH WEIGHT OF HAMMER PAGE 1 Of 1
.(3.6cm) I.D. SAMPLER 117. (30.5cm)
ODR'ING NO.: B-12 TEST
DATE DRILLED: 8!22/08
DRILLING CONTRACTOR: Soil Drilling Services BORING GEOSCIENCE
JOB NO.: Cx02.0340.CV RECORD GROUP INC.
PROJECT: BLAKENEY OFFICE PARK
DEF
0
0
2
12
T. DESCRIPTION Elev. Blow • PENETRATION - BLOW COUNT
0 604.5:
5 Topsoil And Roots 604.0
Very Dense Brown, Tan And Grey Silty
Coarse To Fine SAND - Residual
5 602.0
Partially Weathered Rock When Sampled
Becomes Brown, Tan And Grey Silty
Coarse To Fine SAND
5
Auger Refusal
52
50/0.3
50/0.3
50/0.2
50/0.0
5 10 20
77
9.0'
BORING AND SAMPLING MEETS ASTM D-1586 00 PRESSUREMETER TEST = WATER TABLE - 24 HF
CORE DRILLING MEETS ASTM D-2113 1501% ROCK CORE RECOVERY WATER TABLE -1 HR.
*PENETRATION IS THE NUMBER OF BLOWS OF A 140 LB. (63.5kg) -4 LOSS OF DRILLING WATER 00 CAVE-IN DEPTH
HAMMER FALLING 30 IN. (76.2cm) REQUIRED TO DRIVE A 1.4 IN. wOH WEIGHT OF HAMMER PAGE 1 Of 1
.(3.6cm) I.D. SAMPLER I FT. (30.5cm)

40R1NG NO.: B-13 TEST
DATE DRILLED: 8/22/08
DRILLING CONTRACTOR: Soil Drilling Services BORING GEOSCIENCE
JOB NO.: CH02.0340.CV RECORD GROUP INC.
PROJECT: BLAKENEY OFFICE PARK
DEPT
0.0
0.3
2.5
DESCRIPTION Elev. Blow 9 PENETRATION - BLOW COUN1
-\Topsoil And Roots
Dense Brown, Tan And Grey Silty Coarse
To Fine SAND - Residual
Partially Weathered Rock When Sampled
Becomes Brown, Tan And Grey Silty
Coarse To Fine SAND
30 40 60
9.5'
20.0
---------------------
Boring Terminated
34
50/0.5
50/0.5
50/0.5
50/0.3
50/0.3
BORING AND SAMPLING MEETS ASTM D-1586 00 PRESSUREMETER TEST WATER TABLE - 24 HF
CORE DRILLING MEETS ASTM D-2113 1501% ROCK CORE RECOVERY WATER TABLE -1 HR.
*PENETRATION IS THE NUMBER OF BLOWS OF A 140 LB. (63.5kg) t LOSS OF DRILLING WATER 00 1 CAVE-IN DEPTH
HAMMER FALLING 30 IN. (76.2cm) REQUIRED TO DRIVE A 1.41N. wOH WEIGHT OF HAMMER PAGE 1 Of 1
(3 6cm)1 D SAMPLER 1 FT. (30.5cm)
W)KING NO.: B-14 TEST
DATE DRILLED: 8/22/08
DRILLING CONTRACTOR: Soil Drilling Services BORING GEOSCIENCE
JOB NO.: CH02.0340.CV RECORD GROUP INC.
PROJECT: BLAKENEY OFFICE PARK
DEPTH, FT
0.0
0.4
2.!
5..°
8.(
15.(
DESCRIPTION Elev. Blow • PENETRATION - BLOW COUNT*
ani n+ Cniint ? in gn in An Rn Rn ion
To soil And Roots (3n? A
Very Dense Brown, Tan And Grey Silty
Coarse To Fine SAND - Residual

53
600.5
Very Firm Brown, Tan And Grey Very Silty
Coarse To Fine SAND
Note: Sample Moist

597.5 27
Partially Weathered Rock When Sampled
Becomes Brown, Tan And Grey Very Silty
Coarse To Fine SAND With Weathered
Rock Fragments

95.0
50/0.3
Partially Weathered Rock When Sampled
Becomes Tan And Grey Silty Coarse To
Fine SAND

50/0.2

---------------------
588.0 50/0.1
Boring Terminated

9.0'
BORING AND SAMPLING MEETS ASTM D-1586 PRESSUREMETER TEST = WATER TABLE - 24 Hl
CORE DRILLING MEETS ASTM D-2113 1501% ROCK CORE RECOVERY WATER TABLE -1 HR
*PENETRATION IS THE NUMBER OF BLOWS OF A 140 LB. (63.5kg) t LOSS OF DRILLING WATER 00 CAVE-IN DEPTH
HAMMER FALLING 30 IN. (76.2cm) REQUIRED TO DRIVE A 1.4 IN. wOH WEIGHT OF HAMMER PAGE 1 of 1
1.6cm) I.D. SAMPLER I FT. (30.5cm)
? 0iffNG NO.: B-15 TEST
DATE DRILLED: 8/22/08
DRILLING CONTRACTOR: Soil Drilling Services BORING GEOSCIENCE
JOB NO.: CH02.0340.CV RECORD GROUP INC.
PROJECT: BLAKENEY OFFICE PARK
DEPTH, FT
0.0
0.4
2.;
12.C
15.C
DESCRIPTION Elev. Blow 9 PENETRATION - BLOW COUNT*
an,A n+ Cnnnr 1n 9n an do an An inn
To soil And Roots
F'09 6
Firm Brown, Tan And Grey Silty Coarse To
Fine Very Sandy CLAY With Large Rock
Fragments - Fill

7
600.5
Partially Weathered Rock When Sampled
Becomes Brown, Tan And Grey Silty
Coarse To Fine SAND With Weathered
Rock Fragments - Residual 50/0.5
50/0.5
50/0.5
591.0
Partially Weathered Rock When Sampled
Becomes Brown And Grey Silty Coarse To
Fine SAND

---------------------
588.0 50/0.2
Boring Terminated

10.0'
BORING AND SAMPLING MEETS ASTM D-1586 PRESSUREMETER TEST = WATER TABLE - 24 HR.
CORE DRILLING MEETS ASTM D-2113 ( 501% ROCK CORE RECOVERY WATER TABLE -1 HR
*PENETRATION IS THE NUMBER OF BLOWS OF A 140 LB. (63.5kg) t LOSS OF DRILLING WATER JM 1 CAVE-IN DEPTH
HAMMER FALLING 30 IN. (76.2cm) REQUIRED TO DRIVE A 1.4 IN. wOH WEIGHT OF HAMMER PAGE 1 Of 1
,(3.6cm) I.D. SAMPLER 1 FT. (30.5cm)
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