20071441 Ver 4_Stormwater Info_20091112

TURNBULL • METZLER DESIGN
November 11, 2009
Annette Lucas, PE
NC Division of Water Quality - 401 Oversight/Express Unit
2321 Crabtree Boulevard, Suite 250
Raleigh, North Carolina 27604
Phone: [phone]
Fax: [phone]
Re:07-085 Prosperity Village
Mecklenburg County
Ms. Lucas,
DI-1+41
vy
2firrqRflyL?
NOV 1 E 2009
*MAN M AND SyTORUWATE BRANCH
Please accept the attached submittal as a response to your comments dated
September 1, 2009 and comments we received from Wendell Overby based on a
phone conversation that he had with you on November 4, 2009.
Prosperity Village is a multi-family development located within the City of Charlotte,
North Carolina. The project will be developed in two phases. Phase One will consist of
the installation of two public roads, roadway improvement to Ridge Road (SR#2601)
and associated public infrastructure. Phase Two will consist of the construction of
apartments along both Prosperity Ridge Road and Thomas Ridge Drive.
The enclosed "Conceptual Stormwater Management Plan" has been developed to
illustrate how stormwater runoff will be treated in order to meet the conditions of the
project's 404 permit. The plan consists of two main types of best management
practice (BMP) structures. The public roadway and northeast portion of the apartment
site will be treated using bio-retention areas (rain gardens). The remaining
development will be treated by a combination of the existing wet pond and offline
pretreatment areas. The offline pretreatment area will be designed to NCDENR
standards for extended dry detention basins. Detailed construction documents for each
phase of construction shall be reviewed and approved prior to construction.
Land 1owMorehead Square Drive Phone: [phone]
Development Suite 530 Fax: 704-522-o882
Design Services Charlotte, NC 28203 turnhullmetder.com
Enclosed are the detailed construction documents for Phase One. Currently there are
no construction plans associated with Phase Two. As the project progresses, Phase
Two will be developed in accordance with the Conceptual Stormwater Management
Plan.
If you have any questions or require additional information please contact me at 704-
529-6500. Thank you for your time and assistance with this project.
Sincerely,
xr
Bryan C. Metzler, PE
Principal
cc: Jim Homan, Charter Properties
TURNBULL • METZLER DESIGN
TO: Annette Lucas
NC Division of Water Quality
401 Oversight/Express Unit
2321 Crabtree Boulevard, Suite 250
Raleigh, North Carolina 27604
TEL: [phone]
DATE: November 11, 2009
REFERENCE: Prosperity Village
07-085
TRANSMITTED VIA:
? COURIER
? MAIL
® OVERNIGHT
? BYHAND
ACTION:
® FOR APPROVAL
? FOR YOUR USE
® AS REQUESTED
® FOR REVIEW AND COMMENT
? APPROVED AS SUBMITTED
? APPROVED AS NOTED
? RETURNED FOR CORRECTIONS
CC
WE ARE SENDING:
C
® ATTACHED ? UNDER SEPARATE COVER
ITEM DATE DESCRIPTION
1 11/11/09 Cover Letter
1 11/11/09 Calculations and forms for Basin "B"
(Checklist, O&M Agreement, etc)
1 11/11/09 Calculations and forms for Basin "C"
(Checklist, O&M Agreement, etc)
1 7/17/07 Report of Geotechnical Subsurface Exploration
1 11/11/09 Conceptual Stormwater Management Plan

1

1/11/09 Phase One Detailed Construction Documents
8.2 - Stormwater Detention Drainage Area Map
Post Development
8.3 - Water Quality Plan & Details Basin "B"
83A - Water Quality Plan & Details Basin "C"
8.4 - Water Quality & Stormwater
Detention Details

COMMENTS:
Annette,
Attached you will find our complete submittal for Prosperity Village.
Please let me know if you have any questions or comments during your
review.
Thank you,
ate. /?-
Robert L. Frost
Land 1001 Morehead Square Drive Phone: [phone]
Development Suite 530 Fax: 704-522-o882
Design Services Charlotte, NC 282o3 turn hullmetzler.com
TRANSMITTAL
?p Permit No:
4/r'?S? N 6 (to be assigned by DWQ)
III. 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.
Pagel Plan
Initials Sheet No.
e;
GC.r 6-3
Qcr - 12
?ft 47TAc It 9 D
fr. Pox r
d 1 ?1'
210
r1w
4
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),
Cell dimensions,
Pretreatment system,
High flow bypass system,
Maintenance access,
Recorded drainage easement and public right of way (ROW),
Clean out pipe locations,
Overflow device, and
Boundaries of drainage easement.
2. Plan details (1" = 30' or larger) for the bioretention cell showing:
Cell dimensions
Pretreatment system,
High flow bypass system,
Maintenance access,
Recorded drainage easement and public right of way (ROW),
Design at ultimate build-out,
Off-site drainage (if applicable),
Clean out pipe locations,
Overflow device, and
Boundaries of drainage easement.
Indicate the P-Index between 10 and 30
3. Section view of the bioretention cell (1" = 20' or larger) showing:
Side slopes, 3:1 or lower
Underdrain system (if applicable), and
Bioretention cell layers [ground level and slope, pre-treatment, ponding depth, mulch depth, fill media
depth, washed sand, filter fabric (or choking stone if applicable), #57 stone, underdrains (if applicable),
SHWT level(s), and overflow structure]
4. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. The
results of the soils report must be verified in the field by DWQ, by completing & submitting the soils
investigation request form. County soil maps are not an acceptable source of soils information. All
elevations shall be in feet mean sea level (fmsl). Results of soils tests of both the planting soil and the in
situ soil must include:
Soil permeability,
Soil composition (% sand, % fines, % organic), and
P-index.
5. A detailed planting plan (1" = 20' or larger) prepared by a qualified individual showing:
A variety of suitable species,
Sizes, spacing and locations of plantings,
Total quantity of each type of plant specified,
A planting detail,
The source nursery for the plants, and
Fertilizer and watering requirements to establish vegetation.
SEis 04 0`4 6. An assurance that the installed system will meet design specifications upon initial operation once the
A?RIGi?NE? tr project is complete and the entire drainage area is stabilized.
OF
AV-WAD
7. A construction sequence that shows how the bioretention cell will be protected from sediment until the
entire drainage area is stabilized.
8. The supporting calculations (including underdrain calculations, if applicable).
9. A copy of the signed and notarized inspection and maintenance (AM) agreement.
10. A copy of the deed restriction.
Form SW401-Bioretention-Rev.7 Part III, Page 1 of 1
Permit Number:
(to be provided by DWQ)
o?aF W ATF9oG
HWENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
1. PROJECT INFORMATION
Project name Prosperity Village
Contact name Bryan Metzler, PE
Phone number 704-529-6500
Date November 6, 2009
Drainage area number Basin B
II. DESIGN INFORMATION
Site Characteristics
Drainage area 206,475 ft2
Impervious area 47,490 ft2
Percent impervious 23.0% %
Design rainfall depth 1.0 inch
Peak Flow Calculations
Is pre/post control of the 1-yr, 24-hr peak flow required? Y (Y or N)
1-yr, 24-hr runoff depth 2.58 in
1-yr, 24-hr intensity 0.1075 in/hr
Pre-development 1-yr, 24-hr peak flow 0.178 ft3/sec
Post-development 1-yr, 24-hr peak flow 0.103 ft3/sec
Pre/Post 1-yr, 24-hr peak control -0.075 ft3/sec
Storage Volume: Non-SA Waters
Minimum volume required 4,422.0 ft3
Volume provided 4,459.0 ft3 OK
Storage Volume: SA Waters
1.5" runoff volume ft 3
Pre-development 1-yr, 24-hr runoff ft3
Post-development 1-yr, 24-hr runoff ft3
Minimum volume required 0 ft3
Volume provided ft3
Cell Dimensions
Ponding depth of water 12 inches OK
Ponding depth of water 1.00 ft
Surface area of the top of the bioretention cell 4,459.0 ft2 OK
Length: 100 ft OK
Width: 60 ft OK
-or- Radius ft
Media and Soils Summary
Drawdown time, ponded volume 12 hr OK
Drawdown time, to 24 inches below surface 12 hr OK
Drawdown time, total: 24 hr
In-situ soil:
Soil permeability 1.00 in/hr OK
Planting media soil:
Soil permeability 1.00 in/hr OK
Soil composition
% Sand (by weight) 85% OK
% Fines (by weight) 10% OK
% Organic (by weight) 5% OK
Total: 100%
Phosphorus Index (P-Index) of media 10 (unitless) OK
Form SW401-Bioretention-Rev.8
July 30, 2009
Parts I and II. Design Summary, Page 1 of 2
Permit Number:
(to be provided by D WO)
Basin Elevations
Temporary pool elevation 770.70 fmsl
Type of bioretention cell (answer "Y" to only one of the two
following questions):
Is this a grassed cell? Y (Y or N) OK
Is this a cell with trees/shrubs? N (Y or N)
Planting elevation (top of the mulch or grass sod layer) 769.7 fmsl
Depth of mulch inches
Bottom of the planting media soil 767,45 fmsl
Planting media depth 2.25 ft
Depth of washed sand below planting media soil 0 ft

Are underdrains being installed? Y (Y or N)
How many clean out pipes are being installed? 7 OK
What factor of safety is used for sizing the underdrains? (See 10 OK
BMP Manual Section 12.3.6)
(
Additional distance between the bottom of the planting media and M
1 ft L
the bottom of the cell to account for underdrains
Bottom of the cell required 766.45 fmsl
SHWT elevation 757 fmsl
Distance from bottom to SHWT 9.45 ft OK
Internal Water Storage Zone (1WS)
Does the design include IWS N (Y or N)
Elevation of the top of the upturned elbow fmsl
Separation of IWS and Surface 769.7 ft
Planting Plan
Number of tree species 0
Number of shrub species
Number of herbaceous groundcover species
Additional Information
Does volume in excess of the design volume bypass the Y (Y or N) OK
bioretention cell?
Does volume in excess of the design volume flow evenly distributed
N
-
2
or N)
Excess volume must pass through filter.
through a vegetated fitter?
What is the length of the vegetated filter? It
Does the design use a level spreader to evenly distribute flow? N (Y or N) Show how flow is evenly distributed.
Is the BMP located at least 30 feet from surface waters (50 feet if
SA waters)?
Is the BMP located at least 100 feet from water supply wells?
Are the vegetated side slopes equal to or less than 3:1?
Is the BMP located in a proposed drainage easement with access
to a public Right of Way (ROW)?
Inlet velocity (from treatment system)
Is the area surrounding the cell likely to undergo development in
the future?
Are the slopes draining to the bioretention cell greater than 20%?
Is the drainage area permanently stabilized?
Pretreatment Used
(Indicate Type Used with an "X" in the shaded cell)
Gravel and grass
(81inches gravel followed by 3-5 ft of grass)
Grassed swale
Forebay
Other
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
1 fUsec OK
Y C-7-@Y or N) Insufficient. BMP shall be located in stabilized area.
N (Y or N) OK
Y (Y or N) OK
Form SW401-Bioretention-Rev.8
July 30. 2009 Parts I and II. Design Summary, Page 2 of 2
Summary of Comments on Basin
B.Ddf
Page: 2
Sequence number: 1
Author: rfrost
Subject: Note
Date: 11/10/2009 3:35:48 PM
_,---)The 1' consists of 4" sand, 8" stone.
Sequence number: 2
Author: rfrost
Subject: Note
Date: 11/10/2009 3:37:30 PM
_,-Excess is diverted to detention basin via diverter box JB#B10
Sequence number: 3
Author: rfrost
Subject: Note
Date: 11/10/2009 3:37:33 PM
-----)Future upstream development anticipated.
Sediment from future development will
be treated before reaching Basin B.
Pros eri Villa a Turnbull Metzler Design
JOB NO.: 07-085 BY: nLF iooi Morehead Square Dr., Suite 530
DATE: 11/10/09 P.M.: BCM Charlotte, North Carolina 28203
REVISED: Bloretention Cell
Rain Garden Basin B
Watershed b4 formation:
Watershed area to pond (A)=
Post-development impervious percentage =
Pretreatment Method:
Select Method
4.74 Ac
23%
A: Grass / Gravel Combination (8" of gravel, 5 feet of sod)
B: Grassed Water Swale (provide design)
C: Forebay
D: alternative;
Runoff Volume Calculations (Simple Method):
1" rainfall requirements
Rv = 0.05 + .009 (1)
Rv = 0.26 in/in
Runoff Volume
V= 3630xRdxRvxA
Rd = 1.0 inches
V = 4,422 cft
Surface Area and Depth:
Ponding Depth (12" or less) =
Rv = runoff coefficient
storm runoff (in) / storm rainfall (in) , unit less
I = impervious Percentage
V = volume of runoff to be controlled (cft)
Rd = design storm rainfall depth (in)
A= watershed area (ac)
12 (inches)
Required Surface Area = 4,422 (sft
Pros erity Village Turnbull Metzler Design
JOB NO.: 07-085 BY: xr,F iooi Morehead Square Dr., Suite 530
DATE: 11/10/09 P.M.: BCM Charlotte, North Carolina 28203
11REVISED: I L_ Bioretention Cell
Soil Media Selection:
Bioretention Mix:
85-88% Sand
8-12% Fines
3-5% Organics
3:1 Sod ?- -.. , 3" Sod
i .00 i?
Material Depths
3 in Sod
2 ft Bioretention Mix
4 in Washed Sand
8 in # 57 Stone
Drawdown & Underdrain:
Ponding Volume Drawdown
Darcy's Equation
Q= 0.0000232 x K x A x (H/L)
A = 4,422 sft
H = 3.916667 ft
Q = 0.103 cfs
Drawdown Time
T= V/Q
T = 0.50 days:::::::]
Bio-Mi)
Washed Sanc
#57 Stone
Q = Flow through Bioretention (cfs)
K = Hydraulic Conductivity (in/hr), used 1.0
A = Surface Area of Bioretention Area (sft)
H = Height of Water Above Underdrain
L = Thickness of Soil Bed
H/L = assumed 1
Underdrain Design
minimum slope shall be 1.0%
material shall be schedule 40 or SDR 35 smooth walled PVC
4" minimum pipe size
collection laterals shall be a maximum of 10' apart
use a minimum of 4 rows of perforations
use 3/8" perforations
Design Flow Q (10 time Drawdown rate)
Q = 1.03
Required Diameter
D= 16 x Q x n ^(3/8) n= manning's n (0.11)
S^0.5 S = internal slope (1.0%)
D = 2.98 inches
Pros erity
Villa a Turnbull Metzler Design
_
JOB NO.: 07-085 BY: RLF iooi Morehead Square Dr., Suite 530
DATE: 11/10/09 P.M.: BCM Charlotte, North Carolina 2820
REVISED: I L_ Bioretentlon Cell
Select number of Drains:
If D is less than # of 4" Pipes # of 6" Pi es
5.13 2 -
5.95 3 -
6.66 4 -
7.22 5 -
7.75 6 -
7.84 7 2
8.20 7 3
9.11 - 3
10.13 - 4
Length (L)
L = 147.4 feet
Use: 8 number of pipes
148 foot long
4 " PVC
with 8 clean outs
Pros erity Village Turnbull Metzler Design
JOB NO.: 07-085 BY: RLF iooi Morehead Square Dr., Suite 530 +
DATE: 11/10/09 P.M.: BCM Charlotte, North Carolina 2820
11REVISED: I L_ Bioretention Cell
Elevation Diagram:
Top of Sod Elevation = 769.70
3:1 Sod
Top of Sod = 769.70
Bottom of Sod = 769.45
Bottom of Bio-Mix = 767.45
Bottom of Sand = 767.12
Bottom of Stone - 766.45
Outlet Invert Out = 766.50
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
Bioretention Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important operation and maintenance procedures:
- Immediately after the bioretention cell is established, the plants will be watered
twice weekly if needed until the plants become established (commonly six
weeks).
- Snow, mulch or any other material will NEVER be piled on the surface of the
bioretention cell.
- Heavy equipment will NEVER be driven over the bioretention cell.
- Special care will be taken to prevent sediment from entering the bioretention cell.
- Once a year, a soil test of the soil media will be conducted.
After the bioretention cell is established, I will inspect it once a month and within 24
hours after every storm event greater than 1.0 inches (or 1.5 inches if in a Coastal
County). Records of operation and maintenance will be kept in a known set location
and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potential problems: How I will remediate the problem:
The entire BMP Trash/ debris is resent. Remove the trash/ debris.
The perimeter of the Areas of bare soil and/or Regrade the soil if necessary to
bioretention cell erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
The inlet device: pipe, The pipe is clogged (if Unclog the pipe. Dispose of the
stone verge or Swale applicable). sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged (if
applicable).
Erosion is occurring in the Regrade the Swale if necessary to
swale (if applicable). smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
Stone verge is clogged or Remove sediment and clogged
covered in sediment (if stone and replace with clean stone.
applicable).
Form SW401-Bioretention O&M-Rev.3 Page 1 of 4
BMP element: Potential problems: How I will remediate the problem:
The pretreatment area Flow is bypassing Regrade if necessary to route all
pretreatment area and/or flow to the pretreatment area.
gullies have formed. Restabilize the area after grading.
Sediment has accumulated to Search for the source of the
a depth greater than three sediment and remedy the problem if
inches. possible. Remove the sediment and
restabilize the pretreatment area.
Erosion has occurred. Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present. Remove the weeds, preferably by
hand.
The bioretention cell: Best professional practices Prune according to best professional
vegetation show that pruning is needed practices.
to maintain optimal plant
health.
Plants are dead, diseased or Determine the source of the
dying. problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Tree stakes/wires are present Remove tree stake/wires (which
six months after planting. can kill the tree if not removed).
The bioretention cell: Mulch is breaking down or Spot mulch if there are only random
soils and mulch has floated away. void areas. Replace whole mulch
layer if necessary. Remove the
remaining much and replace with
triple shredded hard wood mulch at
a maximum depth of three inches.
Soils and/or mulch are Determine the extent of the clogging
clogged with sediment. - remove and replace either just the
top layers or the entire media as
needed. Dispose of the spoil in an
appropriate off-site location. Use
triple shredded hard wood mulch at
a maximum depth of three inches.
Search for the source of the
sediment and remedy the problem if
possible.
An annual soil test shows that Dolomitic lime shall be applied as
pH has dropped or heavy recommended per the soil test and
metals have accumulated in toxic soils shall be removed,
the soil media. disposed of properly and replaced
with new planting media.
Form SW401-Bioretention O&M-Rev.3 Page 2 of 4
BMP element: Potential problems: How I will remediate the problem:
The underdrain system Clogging has occurred. Wash out the underdrain system.
(if applicable)
The drop inlet Clogging has occurred. Clean out the drop inlet. Dispose of
the sediment off-site.
The drop inlet is damaged Repair or replace the drop inlet.
The receiving water Erosion or other signs of Contact the NC Division of Water
damage have occurred at the Quality 401 Oversight Unit at 919-
outlet. 733-1786.
Form SW401-Bioretention O&M-Rev.3 Page 3 of 4
Permit Nuntber":
(to:be provided by DWQ)
I acknowledge and agree by my.signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Projecrname:Prosperity Village
BMP drainage area nurnber:Basin B
Print name:Jim Homan - Charter Properties
TitleMce'President Construction Services
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, AsW.ctk C Chard It r , a Notary Public for the State of,
County of t 'ML?n 1! , do hereby certify that
, ?,1'Y1PS L - personally appeared before me this 1
day of NpVeM b C V- 9DD and acknowledge the due execution of the
forgoing bis&gtntenatce requirements: Witness my hand and official seal,

SEAL
My commission expires I a ^ 3 + 0?01
Form.SW401-Biore.tention I&M.-Rev.: 2 Page 4 of 4
Address:1520 South Boulevard, Suite 215. Charlotte North Carolina 28203 _
BASiN
Permit No: O I - 14 4
(to be assigned by DWQ)
III. 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.
Pagel Plan
Initials Sheet No.
W1W
kv 63
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),
Cell dimensions,
Pretreatment system,
High flow bypass system,
Maintenance access,
Recorded drainage easement and public right of way (ROW),
Clean out pipe locations,
Overflow device, and
Boundaries of drainage easement.
2. Plan details (1" = 30' or larger) for the bioretention cell showing:
Cell dimensions
Pretreatment system,
High flow bypass system,
Maintenance access,
Recorded drainage easement and public right of way (ROW),
Design at ultimate build-out,
Off-site drainage (if applicable),
Clean out pipe locations,
Overflow device, and
Boundaries of drainage easement.
Indicate the P-Index between 10 and 30
RUA 3. Section view of the bioretention cell (1" = 20' or larger) showing:
Side slopes, 3:1 or lower
Underdrain system (if applicable), and
Bioretention cell layers [ground level and slope, pre-treatment, ponding depth, mulch depth, fill media
depth, washed sand, filter fabric (or choking stone if applicable), #57 stone, underdrains (if applicable),
SHWT level(s), and overflow structure]
s If E -f- AWA414ED 4. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. The
?aE?RT results of the soils report must be verified in the field by DWQ, by completing & submitting the soils
investigation request form. County soil maps are not an acceptable source of soils information. All
elevations shall be in feet mean sea level (fmsl). Results of soils tests of both the planting soil and the in
situ soil must include:
Soil permeability,
Soil composition (% sand, % fines, % organic), and
" ? - index.
5. A detailed planting plan (1" = 20' or larger) prepared by a qualified individual showing:
A variety of suitable species,
Sizes, spacing and locations of plantings,
Total quantity of each type of plant specified,
A planting detail,
The source nursery for the plants, and
Fertilizer and watering requirements to establish vegetation.
Qlg SGE &VA 6. An assurance that the installed system will meet design specifications upon initial operation once the
A&xae^et"w project is complete and the entire drainage area is stabilized.
t4 ipk 7. A construction sequence that shows how the bioretention cell will be protected from sediment until the
entire drainage area is stabilized.
ELF 8. The supporting calculations (including underdrain calculations, if applicable).
90 Anw KED 9. A copy of the signed and notarized inspection and maintenance (I&M) agreement
_W&
10. A copy of the deed restriction.
Form SW401-Bioretention-Rev.7 Part III, Page 1 of 1
Permit Number:
(to be provided by DWQ)
-O?O? W ATE9OG
r
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part I//) must be printed, tilled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name Prosperity Village
Contact name Bryan Metzler, PE
Phone number 704-529-6500
Date November 9, 2009
Drainage area number Basin C
II. DESIGN INFORMATION
Site Characteristics
Drainage area 60,984 ft2
Impervious area 15,246 ft2
Percent impervious 25.0% %
Design rainfall depth 1.0 inch
Peak Flow Calculations
Is pre/post control of the 1-yr, 24-hr peak flow required? N (Y or N)
1-yr, 24-hr runoff depth 2.58 in
1-yr, 24-hr intensity 0.1075 in/hr
Pre-development 1-yr, 24-hr peak flow 0.927 ft3/sec
Post-development 1-yr, 24-hr peak flow 0.032 ft3/sec
Pre/Post 1-yr, 24-hr peak control -0.895 ft3/sec
Storage Volume: Non-SA Waters
Minimum volume required 1,400.0 ft3
Volume provided 1,405.0 ft3 OK
Storage Volume: SA Waters
1.5" runoff volume ft3
Pre-development 1-yr, 24-hr runoff ft 3
Post-development 1-yr, 24-hr runoff ft3
Minimum volume required 0 ft3
Volume provided ft3
Cell Dimensions
Ponding depth of water 12 inches OK
Ponding depth of water 1.00 ft
Surface area of the top of the bioretention cell 1,405.0 ft2 OK
Length: 120 ft OK
Width: 25 ft OK
-or- Radius ft
Media and Soils Summary
Drawdown time, ponded volume 12 hr OK
Drawdown time, to 24 inches below surface 12 hr OK
Drawdown time, total: 24 hr
In-situ soil:
Soil permeability 1.00 in/hr OK
Planting media soil:
Soil permeability 1.00 in/hr OK
Soil composition
% Sand (by weight) 85% OK
% Fines (by weight) 10% OK
% Organic (by weight) 5% OK
Total: 100%
Phosphorus Index (P-Index) of media 10 (unitless) OK
Form SW401-Bioretention-Rev.8
Juty 30, 2009
Parts I and II. Design Summary, Page 1 of 2
Permit Number:
(to be provided by DWQ)
Basin Elevations
Temporary pool elevation 761.00 fmsl
Type of bioretention cell (answer "Y' to only one of the two
following questions):
Is this a grassed cell? Y (Y or N) OK
Is this a cell with trees/shrubs? N (Y or N)
Planting elevation (top of the mulch or grass sod layer) 761 fmsl
Depth of mulch inches
Bottom of the planting media soil 758.75 fmsl
Planting media depth 2.25 It
Depth of washed sand below planting media soil 0 ft

Are underdrains being installed? Y (Y or N)
How many clean out pipes are being installed? 3 OK
What factor of safety is used for sizing the underdrains? (See 2 OK
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and
1 ft
the bottom of the cell to account for underdrains
Bottom of the cell required 757.75 fmsl
SHWT elevation 754 fmsl
Distance from bottom to SHWT 3.75 ft OK
Internal Water Storage Zone (IWS)
Does the design include IWS Y (Y or N)
Elevation of the top of the upturned elbow fmsl
Separation of IWS and Surface 761 It
Planting Plan
Number of tree species 0
Number of shrub species
Number of herbaceous groundcover species
Additional Information
Does volume in excess of the design volume bypass the
Y
(Y or N)
OK
bioretention cell?
Does volume in excess of the design volume flow evenly distributed N F m or N) Excess volume must pass through filter.
through a vegetated filter?
What is the length of the vegetated filter? It
Does the design use a level spreader to evenly distribute flow? N (Y or N) Show how flow is evenly distributed.
Is the BMP located at least 30 feet from surface waters (50 feet if
SA waters)?
Is the BMP located at least 100 feet from water supply wells?
Are the vegetated side slopes equal to or less than 3:1?
Is the BMP located in a proposed drainage easement with access
to a public Right of Way (ROW)?
Inlet velocity (from treatment system)
Is the area surrounding the cell likely to undergo development in
the future?
Are the slopes draining to the bioretention cell greater than 20%?
Is the drainage area permanently stabilized?
Pretreatment Used
(Indicate Type Used with an 'X' in the shaded cell)
Gravel and grass
(8 inches gravel followed by 3-5 ft of grass)
Grassed swale
Forebay
Other
Form SW401-Bioretention-Rev.8
July 30, 2009
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
1 ft/sec OK
Y =nor N) Insufficient. BMP shall be located in stabilized area.
N (YJor N) OK
Y (Y or N) OK
Parts I and II. Design Summary, Page 2 of 2
Summary of Comments on Basin
C.r)df
Page: 2
Sequence number: 1
Author: rfrost
Subject: Note
Date: 11/10/2009 3:58:32 PM
The 1' consists of 4" sand, 8" stone.
Sequence number: 2
Author: rfrost
Subject: Note
Date: 11/10/2009 3:59:10 PM
Y-JExcess is diverted to detention basin via diverter box D3
Sequence number: 3
Author: rfrost
Subject: Note
Date: 11/10/2009 4:00:04 PM
-y-JFuture upstream development anticipated.
Sediment from future development will
be treated before reaching Basin C.
Prosperity Village Turnbull Metzler Design
JOB NO.: 07-085 BY: RLF iool Morehead Square Dr., Suite 530
DATE: 11/9/09 P.M.: BCM Charlotte, North Carolina 28203
REVISED: I L_ Bioretention Cell
Rain Garden Basin C
Watershed Information:
Watershed area to pond (A)= 1.40 Ac
Post-development impervious percentage = 25%
Pretreatment Method:
Select Method
A: Grass / Gravel Combination (8" of gravel, 5 feet of sod)
B: Grassed Water Swale (provide design)
C: Forebay
D: alternative;
Runoff Volume Calculations (Simple Method):
1" rainfall requirements
Rv = 0.05 + .009 (1)
Rv = 0.28 in/in
Runoff Volume
V= 3630xRdxRvxA
Rd = 1.0 inches
V = 1,400 cft
Surface Area and Depth:
Ponding Depth (12" or less) =
Rv = runoff coefficient
storm runoff (in) / storm rainfall (in) , unit less
I = impervious Percentage
V = volume of runoff to be controlled (cft)
Rd = design storm rainfall depth (in)
A= watershed area (ac)
12 (inches)
Required Surface Area = 1,400 (sft
Prosperity Villa a Turnbull Metzler Design
JOB NO.: 07-085 BY: RLF iooi Morehead Square Dr., Suite 530
01
DATE: 11/9/09 P.M.: BCM Charlotte, North Carolina 2820
REVISED: I L_ Bioretention Cell
Soil Media Selection:
Bioretention Mix:
85-88% Sand
8-12% Fines
3-5% Organics
3:1 Sod %% '- -ft _ 3" Sod
Washe
#5'
ii
i
Material Depths
3 in Sod
2 ft Bioretention Mix
4 in Washed Sand
8 in # 57 Stone
Drawdown & Underdrain:
Ponding Volume Drawdown
Darcy's Equation
Q= 0.0000232 x K x A x (H/L)
A = 1,400 sft
H = 3.916667 ft
Q = 0.032 cfs
Drawdown Time
T= V/Q
T = 0.50 day s
Underdrain Design
Q = Flow through Bioretention (cfs)
K = Hydraulic Conductivity (in/hr), used 1.0
A = Surface Area of Bioretention Area (sft)
H = Height of Water Above Underdrain
L = Thickness of Soil Bed
H/L = assumed 1
minimum slope shall be 1.0%
material shall be schedule 40 or SDR 35 smooth walled PVC
4" minimum pipe size
collection laterals shall be a maximum of 10' apart
use a minimum of 4 rows of perforations
use 3/8" perforations
Design Flow Q (10 time Drawdown rate)
Q = 0.32
Required Diameter
D= 16 x Q x n ^(3/8) n= manning's n (0.11)
S^0.5 S = internal slope (1.0%)
D = 1.93 inches
Pros erity Villa e _ Turnbull Metzler Design
JOB NO.: 07-085 BY: RLF iooi Morehead Square Dr., Suite 530
DATE: 11/9/09 P.M.: BCM Charlotte, North Carolina 28203
REVISED: I L_ Bioretention Cell
Select number of Drains:
If D is less than # of 4" Pipes # of 6" Pi es
5.13 2 -
5.95 3 -
6.66 4 -
7.22 5 -
7.75 6 -
7.84 7 2
8.20 7 3
9.11 - 3
10.13 - 4
Length (L)
L = 46.7 feet
Use: 2 number of pipes
47 foot long
4 " PVC
with 2 clean outs
Prosperity Village Turnbull Metzler Design
JOB NO.: 07-085 BY: RLF iooi Morehead Square Dr., Suite 530 •
DATE: 11/9/09 P.M.: BCM Charlotte, North Carolina 2820
IREVISED: I L_ Bioretention Cell
Elevation Diagram:
Top of Sod Elevation = 761.00
3:1 Sod
Top of Sod = 761.00
Bottom of Sod = 760.75
Bottom of Bio-Mix = 758.75
6= Bottom of Sand = 758.42
Bottom of Stone = 757.75
Outlet Invert Out - 757.28
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
Bioretention Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important operation and maintenance procedures:
- Immediately after the bioretention cell is established, the plants will be watered
twice weekly if needed until the plants become established (commonly six
weeks).
- Snow, mulch or any other material will NEVER be piled on the surface of the
bioretention cell.
- Heavy equipment will NEVER be driven over the bioretention cell.
- Special care will be taken to prevent sediment from entering the bioretention cell.
- Once a year, a soil test of the soil media will be conducted.
After the bioretention cell is established, I will inspect it once a month and within 24
hours after every storm event greater than 1.0 inches (or 1.5 inches if in a Coastal
County). Records of operation and maintenance will be kept in a known set location
and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potential problems: How I will remediate the problem:
The entire BMP Trash/ debris is resent. Remove the trash/ debris.
The perimeter of the Areas of bare soil and/or Regrade the soil if necessary to
bioretention cell erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
The inlet device: pipe, The pipe is clogged (if Unclog the pipe. Dispose of the
stone verge or swale applicable). sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged (if
applicable).
Erosion is occurring in the Regrade the swale if necessary to
swale (if applicable). smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
Stone verge is clogged or Remove sediment and clogged
covered in sediment (if stone and replace with clean stone.
applicable).
Form SW401-Bioretention O&M-Rev.3 Page 1 of 4
BMP element: Potential problems: How I will remediate the problem:
The pretreatment area Flow is bypassing Regrade if necessary to route all
pretreatment area and/or flow to the pretreatment area.
gullies have formed. Restabilize the area after grading.
Sediment has accumulated to Search for the source of the
a depth greater than three sediment and remedy the problem if
inches. possible. Remove the sediment and
restabilize the pretreatment area.
Erosion has occurred. Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present. Remove the weeds, preferably by
hand.
The bioretention cell: Best professional practices Prune according to best professional
vegetation show that pruning is needed practices.
to maintain optimal plant
health.
Plants are dead, diseased or Determine the source of the
dying. problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Tree stakes/wires are present Remove tree stake/wires (which
six months after planting. can kill the tree if not removed).
The bioretention cell: Mulch is breaking down or Spot mulch if there are only random
soils and mulch has floated away. void areas. Replace whole mulch
layer if necessary. Remove the
remaining much and replace with
triple shredded hard wood mulch at
a maximum depth of three inches.
Soils and/or mulch are Determine the extent of the clogging
clogged with sediment. - remove and replace either just the
top layers or the entire media as
needed. Dispose of the spoil in an
appropriate off-site location. Use
triple shredded hard wood mulch at
a maximum depth of three inches.
Search for the source of the
sediment and remedy the problem if
possible.
An annual soil test shows that Dolomitic lime shall be applied as
pH has dropped or heavy recommended per the soil test and
metals have accumulated in toxic soils shall be removed,
the soil media. disposed of properly and replaced
with new planting media.
Form SW401-Bioretention O&M-Rev.3 Page 2 of 4
BMP element: Potential problems: How I will remediate the problem:
The underdrain system Clogging has occurred. Wash out the underdrain system.
(if applicable)
The drop inlet Clogging has occurred. Clean out the drop inlet. Dispose of
the sediment off-site.
The drop inlet is damaged Repair or replace the drop inlet.
The receiving water Erosion or other signs of Contact the NC Division of Water
damage have occurred at the Quality 401 Oversight Unit at 919-
outlet. 733-1786.
Form SW401-Bioretention O&M-Rev.3 Page 3 of 4
Permit Number;
(to he provided by DWQ)
I actcnowledge'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 nameTrosperity Village
BMP drainage area number:Basin C
Print name:7im Homan - Charter Properties
Title:Vice President Construction Services
Address: 1520 South Boulevard Saute 215, Charlotte., North Carolina. 28203
Signature;
Nate: 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, ?1 Ch (fir , a Notary Public for the State of
x4? _ (, l l n`n ,,?, County of mCCK Ierl b(,?rQ , do hereby certify that I) ?h
amf-,S L - I?UI?(?.n personally appeared before me this l 1
clay of NbVeMbe r , a 009, and acknowledge the due execution of the
forgoing. bioretention maintenance requirements. Witness my hand and official seat,
•
i w • ?.
•SAV®`? to
SEAL
My commission expires C
Form SW401-Bioretention [&M-Rev, 2 Page 4 of 4
0'1 -144 ? v4
J@@@OW7,
NO V 12 2009
WMA "sA11D tI&t _
Report Of Geotechnical
Subsurface Exploration
Ridge Road Site
Charlotte, North Carolina
Geoscience Project No. C1107.0058. GE
Prepared For.
Charter Properties, Inc.
P.O. Box 37166
Charlotte, North Carolina 28237-7166
July 17, 2007
Prepared By:
GEOSCIENcE GZoup
500 Clanton Road, Suite K
Charlotte, North Carolina 28217
Phone [phone] Facsimile [phone]
ti .., g..
J ? ?, i _.t
s?p r:?..{??i
..
?;
,,, '•ns:
5^
July 17, 2007
Consulting Engineers
Charter Properties, Inc.
GEoSCIENCE P.O. Box 37166
GROUP Charlotte, North Carolina 28237-7166
Attention: Mr. James L. Homan
Construction Administration
Reference: Report Of Geotechnical Subsurface Exploration
Ridge Road Site
Charlotte, North Carolina
Geoscience Project No. CH07.0058.EV
Geoscience Group, Inc. (Geoscience) has completed the subsurface exploration and
geotechnical evaluation for the referenced project. This work was authorized by Mr. James
Homan of Charter Properties, Inc., and performed in general accordance with Geoscience
Proposal Nos. CH07.053P.GE and CH07.154P.GE. 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.
SCOPE OF EXPLORATION
Field Exploration: The subsurface exploration included the execution of thirty (30) soil
test borings (B-1 through B-30) and seventeen (17) test pit excavations (TP-1 through
TP-17) at the approximate locations shown on the Test Location Diagrams, Drawing Nos.
CH07.0058.EV-1 and CH07.0058.EV-2, included in the Appendix. The soil test boring
and test pit locations were established in the field by an engineer from Geoscience using
the existing site features, an August 23, 2005, project drawing entitled "Ridge Road
Rezoning Technical Data Plan" and a March 29, 2007, project drawing entitled
"Preliminary Wetland Impact" as reference.
The soil test borings were extended to depths ranging between 9'/2 feet (auger refusal) and
20 feet below the ground surface using continuous-flight, hollow-stem augers. Drilling
fluid was not used in this process. Standard Penetration Tests were performed 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.
500 Clanton Road Charlotte, North Carolina Telephone Facsimile
Suite K 28217 704.525.2003 704.525.2051
Mr. James L. Homan
Geoscience Project No. CH07.0058.EV
July 17, 2007
Page 2
The test pits were extended to depths ranging from approximately 12 feet (trackhoe refusal)
to 21 feet below the existing ground surface. Test pits TP-1 through TP-11 were excavated
with a Caterpillar 320L trackhoe, and test pits TP-12 through TP-17 were excavated with a
Komatsu PC30OLC trackhoe. An engineer, from Geoscience was onsite to observe the
excavations and visually classify the materials. In addition, bulk samples were obtained
from test pits TP-11 and TP-13 between the approximate depths of 2 and 7 feet below the
ground surface.
All soil samples obtained during the subsurface exploration were returned to our laboratory
for soil classification and laboratory tests. A brief description of the field testing
procedures, and copies of the Test Boring Records and Test Pit Summary Table are
included in the Appendix. Elevations referenced within this report were interpolated from
the above mentioned project drawings prepared by DPR Associates, Inc. and Turnbull
Sigmon Design.
Laboratory Services: The laboratory services provided for this project included visual
classification by the project engineer of the soil samples from the borings performed by
Geoscience. The color, texture and plasticity characteristics were used to identify each soil
sample in general accordance with the Unified Soil Classification System (USCS).
The laboratory testing performed on the bulk samples obtained from test pits TP-11 and
TP-13 consisted of soaked California Bearing Ratio (CBR) tests, Standard Proctor
compaction tests, Atterberg Limits tests and natural moisture content determinations.
The purpose of this laboratory testing was to determine the suitability of the onsite soils
for use as structural fill, and to evaluate the remolded soil properties with regard to
pavement support. In addition, Atterberg Limits tests and natural moisture content
determinations were performed on select samples from the soil test borings and test pit
excavations to further explore the plasticity characteristics and moisture conditions of the
onsite soils. A brief description of these laboratory tests and the results obtained are
included in the Appendix.
SITE AND SUBSURFACE FINDINGS
Site: The project site is located on the south side of Ridge Road, approximately 600 feet
east of its intersection with Prosperity Church Road in Charlotte, North Carolina. A vacant
residential structure is located in the southern portion of the site. Access to this structure is
provided from Ridge Road via a combined earthen and gravel roadway. The remaining
portions of the site are undeveloped and generally consist of open fields and woodlands. A
soil stockpile, visually estimated to be on the order of 6 to 8 feet in height, is located in the
northwestern portion of the site (vicinity of boring B-9 and test pit TP-10). In addition, an
existing pond and associated drainage feature is present in the central portion of the site.
At the time our most recent field services were performed, the pond was being drained.
Mr. James L. Homan
Geoscience Project No. CH07.0058.EV
July 17, 2007
Page 3
The topography across the site generally slopes downward from high elevations present in
the northern and southern portions of the site, towards the east. The site topography is also
characterized by the existing pond and associated drainage feature. High elevations
ranging between 800 and 802 feet (MSL) are present in the northern and southern portions
of the site. A low elevation of approximately 760 feet (MSL) is present in the eastern
portion.
Area GeoloQV: The project site lies within the Charlotte Belt of the Piedmont
Physiographic Province. Based on review of the published information pertaining to the
geology in the vicinity of the site, the parent bedrock underlying the property generally
consists of a foliated to massive metamorphosed quartz diorite. Also present in close
proximity to the project site is a metavolcanic rock comprised of interbedded felsic to
mafic tuffs and flowrock. These regional formations can be very resistant to chemical and
physical weathering resulting in very erratic subsurface profiles.
Subsurface: The subsurface conditions encountered in the soil test borings and test pits
generally consist of a residual soil profile that has formed from the in-place weathering of
the underlying parent bedrock. However, up to 8 feet of existing fill was encountered in
soil test borings B-7, B-9, B-12, B-19 and B-20, and test pits TP-8, TP-9, TP-10, TP-11
and TP-17. In addition, soft/saturated alluvial soils were encountered in soil test borings
B-16 and B-20 to the respective depths of approximately 5'/s and 12 feet below the ground
surface. For engineering purposes, alluvial soils are described as those soils that have been
deposited by water. The generalized subsurface conditions are described below and
illustrated on the Generalized Subsurface Profiles, Drawing Nos. CH07.0058.EV-3
through CH07.0058.EV-8, included in the Appendix. For soil descriptions and general
stratification at a particular boring or test pit location, the respective Test Boring Record or
Test Pit Summary Table should be reviewed.
Where encountered at the test locations, the upper layer of topsoil and roots extended to
depths ranging between approximately '/3 to 3/ foot. However, between 2 and 3 inches of
crushed stone was encountered at the ground surface in soil test borings B-10, B-19 and
B-20. Deeper topsoil deposits are anticipated to be present in the heavily vegetated and/or
wooded areas of the site. Also, it should be noted that the root mat of large trees can be
quite extensive and normally extends a minimum of 2 to 3 feet below the ground surface.
Existing fill was encountered in soil test borings B-7, B-9, B-12, B-19 and B-20, and test
pits TP-8, TP-9, TP-10, TP-11 and TP-17. The existing fill encountered in soil test boring
B-9 and test pit TP-10 appears to be associated with the soil stockpile located in the
northwestern portion of the site; these fill materials extended to depths ranging from
approximately 6 to 8 feet. In addition, the existing fill encountered in borings B-19 and
B-20 is associated with the earthen embankment dam of the existing pond; these fill
Mr. James L. Homan
Geoscience Project No. CH07.0058.EV
July 17, 2007
Page 4
materials extended to depths ranging from approximately 3 to 6 feet. The remaining fill
materials were generally shallow in depth (<_2 to 21/s feet) and were encountered across the
northwestern and northern portions of the site. When sampled, the existing fill generally
consists of silty CLAY, clayey SILT, sandy SILT and silty SAND soils, with varying
amounts of rock fragments and/or organics. The Standard Penetration Test results within
the existing fill range from 2 to 10 Blows Per Foot (BPF). Also, the natural moisture
contents of these fill materials range from 121/z to 42 percent.
Underlying the topsoil in soil test boring B-16, and subjacent to the existing fill in boring
B-20, soft/saturated alluvial soils were encountered to depths ranging from approximately
51/2 to 12 feet below the ground surface. When sampled, these alluvial deposits generally
consist of silty CLAY soils with trace organics. The Standard Penetration Test results
within these alluvial soils range from 3 to 5 BPF.
Residual moderately to highly plastic silty CLAY soils were encountered in soil test
borings B-1, B-2, B-5, B-6, B-7, B-13, B-15, B-17, B-18, B-20, B-21, B-22, B-25, B-29
and B-30, and test pits TP-1, TP-2, TP-3, TP-6, TP-7, TP-12 and TP-15. These residual
moderately to highly plastic silty CLAY soils were encountered to depths ranging from
approximately 2 to 20 feet below the ground surface. The Standard Penetration Test results
within these residual silty CLAY soils range from 2 to 23 Blows Per Foot (BPF). In
addition, the natural moisture contents of these residual moderately to highly plastic silty
CLAY soils range between approximately 141/s and 411/3 percent.
Residual clayey SILT, sandy SILT and silty SAND soils, with varying amounts of clay, are
present beneath the previously referenced soil types at all the test locations, except B-20.
These residual SILT and SAND soils extend to depths ranging from approximately 6 to 21
feet below the ground surface. The Standard Penetration Test results within these residual
SILT and SAND soils range from 4 to 68 BPF. Also, the natural moisture contents of
these residual SILT and SAND soils range from approximately 81/3 to 53 percent.
Partially weathered rock was encountered in soil test borings B-2, B-4, B-6, B-15, B-16,
B-17, B-18, B-19, B-25, B-28, B-29 and B-30 at depths ranging from approximately 6 to
17 feet below the ground surface. In addition, partially weathered rock was encountered in
test pits TP-5, TP-7, TP-14 and TP-16 at depths ranging from approximately 8 to 121/2 feet
below the ground surface. These depths to partially weathered rock correspond to
elevations ranging from approximately 760 to 784 feet (MSL). When sampled, the
partially weathered rock generally consists of a silty SAND.
Auger refusal was encountered in soil test borings B-4, B-14, B-19 and B-29 at depths
ranging from approximately 91/2 to 13 feet below the ground surface. In addition, refusal to
the Caterpillar 320L or Komatsu PC30OLC trackhoe was encountered in test pits TP-5,
Mr. James L. Homan
Geoscience Project No. CH07.0058.EV
July 17, 2007
Page 5
TP-7, TP-14 and TP-16 at depths ranging from approximately 12 to 16 feet below the
ground surface. These depths to auger and trackhoe refusal correspond to a range in
elevation from approximately 759 to 7741/2 feet (MSL). Generally, auger and trackhoe
refusal is encountered within very dense soils, at bedrock and/or on top of boulders.
Groundwater Observations: For the soil test borings drilled on May 7, 2007 (B-9, B-11,
B-12, B-13, B-14, B-16, B-17 and B-18), groundwater and cave-depth measurements were
attempted at the completion of each boring and again approximately 48 hours later. For the
remaining soil test borings, groundwater and cave-depth measurements were attempted at
the completion of each boring and again prior to leaving the site. In addition, groundwater
and cave-depth measurements were attempted at the completion of each test pit prior to
backfilling the excavation. The cave-depth measurement corresponds to the depth from the
ground surface to the point where the open auger hole or test pit excavation collapsed and,
in some cases, is indicative of groundwater.
Water and/or pertinent cave-depth levels were observed in eighteen (18) soil test borings
and ten (10) test pit excavations at depths ranging from approximately 1 foot to 16 feet
below the ground surface. These depths correspond to elevations ranging from
approximately 756 to 783 feet (MSL). It should be noted that, within this geologic
province, groundwater can easily become trapped within near-surface very clayey soils
present above a dense confining layer. In addition, groundwater can migrate through
solution fractures within the dense soil overburden and/or underlying parent bedrock.
Based our understanding of the subsurface conditions at the site and on the relative
moisture contents exhibited by the soil samples, the majority of the near-surface water
levels observed in the soil test borings appear to be the result of trapped groundwater
and/or groundwater released from solution fractures into the exposed auger hole. In
addition, we would anticipate the "static" groundwater to be present approximately 8 to 15
feet below the current site grades. Also, the groundwater depth would roughly parallel the
ground surface contours, with the deeper groundwater depths present in the higher
elevations of the project site.
PROJECT DESCRIPTION
The proposed project is still in the design stages. However, we understand that the project
will include the construction of multiple apartment buildings with adjacent parking areas,
amenity areas and access roads. The anticipated building construction will likely consist
of three-story, wood frame buildings with post-tensioned slab-on-grade floor systems.
Structural loading information was not provided to us at the time this proposal was
prepared. However, we anticipate that the maximum wall and column loads will be on
the order of 2 to 3 kips per linear foot and 50 to 75 kips, respectively. In addition, the
maximum floor slab loading is not anticipated to exceed 150 pounds per square foot.
Finished grades have not yet been established.
Mr. James L. Homan
Geoscience Project No. CH07.0058.EV
July 17, 2007
Page 6
CONCLUSIONS AND RECOMMENDATIONS
The soil test borings and test pits performed at this site represent the subsurface conditions
at the location of the borings and test pits only. Due to the prevailing geology, the presence
of existing fill and the nature of alluvial deposits, there can be changes in the subsurface
conditions over relatively short distances that have not been disclosed by the results of the
borings and test pits performed. Consequently, there may be undisclosed subsurface
conditions that require special treatment or additional preparation once these conditions are
revealed during construction.
Our conclusions and recommendations are based on the limited project description outlined
above, and on the data obtained from our field and laboratory testing programs. Utilization
of the recommendations outlined herein implies your confirmation of the project
description outlined herein. Changes in the project or variations in the subsurface
conditions may require modifications to our recommendations. Therefore, we will require
the opportunity to review our recommendations in light of any new information and make
the required changes.
PROJECT DESIGN
Discussion: Based on our review of the subsurface information collected for this project,
the following special considerations with regard to site development are warranted.
As discussed in the "Site And Subsurface" section of this report, moderate to high soil
moisture conditions and relatively shallow depths to groundwater are present at the project
site. Therefore, to minimize construction problems related to groundwater and moist to
very moist soil conditions, we recommend that the final site grades be established close to
the existing site grades and that site grading take place during the drier summer months.
Deep excavations and/or site grading during inclement and cold weather will likely
facilitate extensive drying of the onsite soils, stabilization of the building and pavement
subgrades and permanent dewatering measures. Further design and construction
considerations with regard to moist soil conditions and groundwater are presented in the
"Groundwater" and "Fill Material And Placement" section of this report.
Existing fill was encountered in soil test borings B-7, B-9, B-12, B-19 and B-20, and test
pits TP-8, TP-9, TP-10, TP-11 and TP-17 at depths ranging from approximately I V2 to 8
feet below the ground surface. The existing fill encountered in soil test boring B-9 and test
pit TP-10 appears to be associated with the soil stockpile located in the northwestern
portion of the site, and the existing fill encountered in borings B-19 and B-20 is associated
with the earthen embankment dam of the existing pond. These fill materials extended to
depths ranging between approximately 3 and 8 feet below the ground surface. The
Mr. James L. Homan
Geoscience Project No. CH07.0058.EV
July 17, 2007
Page 7
remaining fill materials were generally shallow in depth (<_2 to 21/2 feet) and were
encountered across the northwestern and northern portions of the site. Based on the
variability of the soil types encountered and the erratic Standard Penetration Test values,
the fill materials are considered "uncontrolled" fill and are unsuitable for direct building
and pavement support. Therefore, these soils should be removed and replaced with
properly compacted structural fill.
Soft/saturated alluvial soils were encountered in soil test borings B-16 and B-20 to depths
ranging from approximately 51/2 to 12 feet below the ground surface. In addition, alluvial
soils may be encountered at other locations in the vicinity of the existing pond and
associated drainage feature. In general, alluvial soils are considered unsuitable for direct
support of building foundations and pavements. Therefore, where present, these alluvial
materials should be undercut and replaced with properly compacted structural fill.
Within any deeper fill zones, it may be possible to compact in-place and bridge portions of
the existing fill and alluvial soils. For building support, a minimum 5 feet of properly
compacted structural fill should be maintained between the top of any existing fill or
alluvial materials and the bottom of the turned-down edge of the post-tensioned
slab-on-grade. Similarly, a minimum 3 feet of properly compacted structural fill should be
maintained between the top of any existing fill or alluvial soils and the bottom of any
pavement subgrade. In those areas where the depth of new fill may be less than that
recommended above, the existing fill or alluvial soils should be undercut to a depth that
will allow the minimum separation distances to be maintained. Also, prior to any new fill
placement, the existing fill and alluvial soils that are to remain in-place should be scarified,
dried and compacted with an adequately sized roller. In addition, a base reinforcement
and/or granular soil bridge-lift may be required over the fill and alluvial soils. The need for
a specific base reinforcement (geogrid or geotextile) and/or granular soil bridge-lift should
be determined in the field once the site conditions have been revealed during construction.
Also, once the structural fill has been placed, the underlying "bridged" soils must be given
adequate time to consolidate under the weight of the newly-placed soil. Further
recommendations in this regard should be provided during project construction.
Residual moderately to highly plastic silty CLAY soils were encountered near the ground
surface in fifteen (15) soil test borings and seven (7) test pit excavations. These residual
very clayey soils are susceptible to moisture intrusion and can easily become remolded
(i.e., softened) under the weight of construction traffic. Consequently, some
undercutting of these materials will likely be required, particularly within the planned
roadways where a majority of the construction traffic is anticipated to travel. The extent
of the undercutting will be influenced by the weather conditions, the time of year during
which site grading is performed and the amount of construction traffic that passes over
these clayey soils. However, we anticipate that in the deeper fill areas of the site, the
Mr. James L. Homan
Geoscience Project No. CH07.0058.EV
July 17, 2007
Page 8
residual silty CLAY soils could be bridged through the planned grading operations.
Also, the silty CLAY soils are, at best, only marginally suitable for use as structural fill.
To improve the suitability of the CLAY soils, it may be possible to stabilize these soils
with lime and/or blend these materials with the onsite granular soils. Further
recommendations in this regard are outlined in the "Soil Suitability And Fill Placement"
section of this report.
Partially weathered rock was encountered in twelve (12) soil test borings and four (4) test
pit excavations at depths ranging from approximately 6 to 17 feet below the ground
surface. In addition, auger refusal was encountered in soil test borings B-4, B-14, B-19
and B-29 at depths ranging from approximately 9'/s to 13 feet below the ground surface.
Also, refusal to the Caterpillar 320L or Komatsu PC30OLC trackhoe was encountered in
test pits TP-5, TP-7, TP-14 and TP-16 at depths ranging from approximately 12 to 16
feet below the ground surface. The above test locations where weathered rock and rock
were encountered are generally located in the central and south-central portions of the
site. Design of the site grades should take into account these depths to very dense
materials. Recommendations pertaining to difficult excavation are outlined in a
subsequent section of this report.
Post-Tensioned Foundations: The proposed apartment buildings can be adequately
supported by a post-tensioned slab-on-grade foundation system that bears directly on
newly-placed structural fill, or on any suitable residual soils consisting of SAND, SILT
and/or CLAY soils. The grade beams around the edges of the slab should be embedded at
least 12 inches to help limit edge moisture variation and protect against frost heave. An
edge moisture variation coefficient (em) for center lift equal to 31/2 feet and for edge lift
equal to 5 feet can be used for design. Also, based on the soil conditions encountered at
the site, we have estimated a differential soil movement coefficient (ym) for both center lift
and edge lift equal to 0.2 inch. In addition, a modulus of subgrade reaction (k) equal to
100 pounds per cubic inch (pci) and a net allowable bearing pressure of 3,000 pounds per
square foot (psf) can be used for design.
Seismic Site Coefficient: Review of the North Carolina State Building Code (NCSBC)
and the results of the soil test borings indicate that, in general, a Site Class D category
should be used for seismic design. However, Site Class C may be possible for individual
buildings located in the central and south-central portions of the site. Additional
recommendations in this regard can be provided once the project moves into the final
design stages.
Exterior Pavements: Suitable residual soils or newly-placed structural fill can provide
adequate support for a pavement system designed for the appropriate subgrade strength and
traffic characteristics. The pavement subgrade should be prepared in accordance with the
Mr. James L. Homan
Geoscience Project No. CH07.0058.EV
July 17, 2007
Page 9
site preparation and fill recommendations provided in this report. The subgrade and the
pavement surface should be sloped to a suitable outlet area to provide positive subsurface
and surface drainage away from the pavement. Water within the base course layer and
ponded water on the pavement surface can lead to softening of the subgrade and other
problems that will result in accelerated deterioration of the pavement system.
As requested, flexible (asphaltic) pavement systems were designed for the project. The
traffic volumes used in the design were based on our previous projects with Charter
Properties, Inc. The standard duty pavement areas were designed using an estimated daily
traffic volume of 1,000 automobiles and a weekly traffic volume of 2 moving trucks. The
traffic volumes for the heavy duty pavement areas generally consist of the above
automobile and moving truck traffic plus an additional 500 automobiles per day, 4 moving
trucks per week and 2 refuse trucks per week. The pavement systems were designed using
the laboratory California Bearing Ratio (CBR) test results and a 10-year design life.
The asphaltic pavement system was designed in accordance with the American Association
of State Highway Officials (AASHO) "Structural Number" System using a terminal
serviceability (Pt) equal to 2.0. The recommended asphaltic pavement sections are based
on structural coefficients equal to 0.44 per inch for the surface asphalt, 0.30 per inch for the
H-Binder, and 0.14 per inch for the Aggregate Base Course (ABC) stone. The asphaltic
pavement system is referenced to the "Standard Specifications for Roads and Structures"
published by the North Carolina Department of Transportation (NCDOT). This
publication specifies material, asphalt mix design and placement requirements. The
material chosen for use in the pavement system includes an Aggregate Base Course (ABC)
in section 520 of the NCDOT reference, an asphaltic concrete intermediate course (Type 1)
specified in section 610 and an asphaltic concrete surface mix (Type S) also specified in
section 610.
Pavement Type Material Sections
-
7
Material Thickness
LIGHT DUTY PAVEMENT AREAS
Asphaltic (Flexible) Type S Surface Asphalt
Aggregate Base Course 2"
8"
HEAVY DUTY PAVEMENT AREAS
Asphaltic (Flexible) Type S Surface Asphalt
Aggregate Base Course 2"
10"
Mr. James L. Homan
Geoscience Project No. CH07.0058.EV
July 17, 2007
Page 10
The light duty pavements should be clearly designated and heavy trucks should not be
allowed on the light duty areas. Trucks can be restricted from light duty areas by overhead
barriers, channelization or clearly designating the restricted areas. In addition, we
understand that the through streets will be public streets and, as a result, they will have to
comply with the city of Charlotte's paving guidelines. However, we recommend that the
public through streets at least meet or exceed the above specified sections.
As mentioned previously, the pavement systems were designed using the laboratory
CBR test results. The laboratory CBR tests were performed on a remolded sample of
the onsite sandy SILT soils. To achieve the CBR value for which the pavement
systems were determined, it is imperative that the pavement subgrade soils consist of
a similar or sandier soil type, particularly for the heavy duty pavement areas. In the
fill areas of the site, the newly-placed fill within 18 inches of the pavement base course
section must consist of a sandy SILT soil or sandier soil type compacted to at least 98
percent of the Standard Proctor maximum dry density. Further recommendations in
this regard should be provided during construction.
Cut And Fill Slopes: Permanent cut slopes within residual soils and properly compacted
fill slopes should be no steeper than 21/2(H):l(V) and should be properly seeded and/or
protected to minimize erosion. For maintenance purposes, the permanent slopes may need
to be flattened to allow access to mowing equipment. Temporary slopes in confined or
open excavations should perform satisfactorily at inclinations of 1(H):1(V); however, if
existing fill, alluvial materials, groundwater or other soft/saturated soil conditions are
encountered within the excavations, then flatter slopes, shoring and/or temporary
dewatering will be required. Also, the face of all temporary slopes should be properly
protected and all excavations should conform to applicable OSHA regulations.
For permanent slopes less than 5 feet in height, the future building and pavement limits
should be offset a minimum five (5) horizontal feet from the crest of the slope. For
permanent slopes that are 5 or more feet in height, the future building and pavement limits
should be offset a minimum horizontal distance equal to the slope height. Appropriately
sized ditches should run above and parallel to the crest of all permanent slopes to divert
surface runoff away from the slope face. To aid in obtaining proper compaction on the
slope face, the fill slopes should be overbuilt with properly compacted structural fill and
then excavated back to the proposed grades. Also, any fill placed in sloping areas should
be properly benched into the adjacent soils.
PROJECT CONSTRUCTION
Site Preparation: After removal of the existing structures, any remaining foundations or
underground utilities within the proposed construction limits be further removed. The
proposed construction area should then be stripped of all topsoil, organic material and other
soft or unsuitable material. Special considerations with regard to the presence of existing
Mr. James L. Homan
Geoscience Project No. CH07.0058.EV
July 17, 2007
Page 11
fill, alluvial soils and residual moderately to highly plastic silty CLAY soils are outlined
in the "Discussion" section of this report. Also, all existing utilities encountered within
the proposed construction limits should be properly relocated, as required, and the
resulting excavations backfilled with suitable, properly compacted fill material. Any
other isolated excavations should also be backfilled with properly compacted structural
fill.
Upon completion of the above preparatory operations, the exposed subgrade in areas to
receive fill should be thoroughly 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 from Geoscience. 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 properly compacted structural fill. However, within the deeper
fill zones, any unsuitable materials could probably be compacted in-place and/or bridged
through the planned grading operations. The decision to undercut or bridge any soft or
unsuitable areas should be made in the field by an engineer from our office once the site
conditions have been revealed during construction.
Areas of the project site that are pre-graded for construction should be positively sloped to
facilitate surface drainage. In addition, these areas of the project site should be seeded as a
precaution to protect the near-surface soils from inclement weather and erosion. The
passage of time can adversely affect pre-graded areas, requiring them to be re-worked
prior to construction.
Groundwater And Surface Water: As mentioned in the "Groundwater Observations"
section of this report, we would anticipate the "static" groundwater to be present
approximately 8 to 15 feet below the current site grades. In addition, the groundwater
depth would roughly parallel the ground surface contours, with the deeper groundwater
depths present in the higher elevations of the project site. Therefore, to minimize the need
for permanent dewatering, we recommend that the final site grades be established close to
the current site grades.
Temporary dewatering will likely be encountered during site grading, particularly in the
vicinity of the existing pond and associated drainage feature. In addition, temporary
dewatering will likely be required within deep utility trenches and while attempting to
undercut/bridge the near-surface clayey soils. Methods for temporary groundwater control
could include the use of diversion trenches, blanket drains, filtered trench drains and/or
Mr. James L. Homan
Geoscience Project No. CH07.0058.EV
July 17, 2007
Page 12
sump areas that discharge to suitable outlet areas. As mentioned previously, development
of this site should take place in the drier summer months to help reduce the number of
difficulties encountered during site grading. Additional groundwater problems, if
encountered, should addressed in the field by a qualified geotechnical engineer as they
occur.
Difficult Excavation: Partially weathered rock was encountered in twelve (12) soil test
borings and four (4) test pit excavations at depths ranging from approximately 6 to 17 feet
below the ground surface. These depths to partially weathered rock correspond to
elevations ranging from approximately 760 to 784 feet (MSL). Therefore, there is the
potential that excavation difficulties, possibly requiring blasting, will be encountered
during site grading, particularly within deep utility trenches. Where dense soils or
partially weathered rock exist, a D-8 or similar size dozer equipped with a steel tooth
ripper, or a Caterpillar 335 or similar size backhoe equipped with rock teeth may be
required to loosen these materials prior to their removal.
Auger refusal was encountered in soil test borings B-4, B-14, B-19 and B-29 at depths
ranging from approximately 91/2 to 13 feet below the ground surface. In addition, refusal to
the Caterpillar 320L or Komatsu PC30OLC trackhoe was encountered in test pits TP-5,
TP-7, TP-14 and TP-16 at depths ranging from approximately 12 to 16 feet below the
ground surface. These depths to auger and trackhoe refusal correspond to a range in
elevation from approximately 759 to 7741/2 feet (MSL). If encountered during project
construction, these rock materials will likely require blasting or other special rock
excavation techniques for their removal. We recommend that any required blasting be
performed by a qualified professional prior to the start of any building construction.
Soil Suitability And Fill Placement: All structural fill 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 of ±3 percent of the optimum moisture content be used for optimum placement of
project fill. In addition, any fill soils placed wet of the optimum moisture content must
remain stable under heavy pneumatic-tired construction traffic.
The onsite moderately to highly plastic silty CLAY soils appear only marginally suitable
for use as project fill. Due to the plasticity characteristics associated with these clayey
soils, difficulties will likely be encountered while attempting to dry these soils to an
acceptable moisture content prior to their placement as fill. In addition, these clayey
soils are susceptible to inclement weather and with the introduction of repeated
construction traffic can become remolded, resulting in a loss of strength. As a result, the
Mr. James L. Homan
Geoscience Project No. CH07.0058.EV
July 17, 2007
Page 13
near-surface silty CLAY soils should be placed in designated non-structural areas or within
the deeper fill zones. Alternatively, these CLAY soils could be blended with the
underlying granular soils or treated with lime to improve their suitability for use as
structural fill.
The onsite SILT and SAND soils generally appear suitable for use as project fill.
However, these soils can be difficult to compact properly if they are not at the appropriate
moisture content. The natural moisture contents of the residual SILT and SAND soils are
erratic and range between approximately 8'/s to 53 percent. Based on the results of the
Standard Proctor compaction tests, these natural moisture contents range from
approximately 14 percent below, to over 23 percent above the optimum moisture content
estimated for these soils. As a result, the onsite SILT and SAND soils will require some
moisture modification, particularly drying, prior to their placement as structural fill. The
percent fines, plasticity characteristics, depth to groundwater and weather conditions
leading up to and during construction will influence the type and extent of the required
moisture modification. In addition, within deep cut areas, the excavated soils will require
moderate to extensive drying prior to their reuse as structural backfill.
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, behind retaining walls 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/Slab Observations: During construction of the individual buildings, we
recommend that the footing/slab excavations be observed by an experienced geotechnical
engineer or his authorized representative to verify that suitable soils are present at the
proposed bearing elevation. In addition, hand auger borings with Dynamic Cone
Penetrometer tests should be performed within the footing excavations to confirm the
suitability of the underlying soils. If soft or unsuitable materials are encountered, they
should be undercut and replaced with select materials suitable for the design bearing
pressure.
Bearing surfaces for foundations/slabs should not be disturbed or left exposed during
inclement weather; saturation of the onsite soils can cause a loss of strength and increased
compressibility. Concrete for the foundation/slab should be placed at the time it is
excavated. Also, concrete should not be placed on frozen subgrades.
Mr. James L. Homan
Geoscience Project No. CH07.0058.EV
July 17, 2007
Page 14
Consulting Engineers
CLOSURE
GEQSCIEINCE
GROUP Geoscience appreciates having had the opportunity to assist you during this phase of the
project ??SsyoY!441 any questions concerning this report, please contact us.
INC.
North Carolina Licen 24977
William J. Su iv , P.E.
enior Consulting Engineer
North Carolina License No. 11453
DAM/WJS
Enclosures
File: P:/Work Files/Georech/2007/0058
APPENDIX
Test Location Diagrams
Generalized Subsurface Profiles
Investigative Procedures
Test Boring Records
Test Pit Summary Table
Summary Of Laboratory Test Data
Standard Compaction Test Plots
California Bearing Ratio Test Plots
1 1 ` :: - •-..a?_...t i -- ;?- "` 9? w -, t??r•:.;?%"'r --+ ?,;1.? -?? ..-.:'.1 ? ,%' /rte
1 ?? `? '? ?,.• ?''- ... r ?y`N ?? r•' ? 1 =???t Ci a-i•'1 /'.+? y,M•'/ ..+=??- _' ?V?"'i 1_ __ ? _ t 1 1
y ..• •-.rte- _-;?? ~'? f?s3Jr I? 1 _? 1
::?.. ,` , \ ?•??,= 1\ \? ; ??x'.?.' _ Arid, _ ?:%i? _ _^ _ ^ ? j`V , !?? ` ;' ` ?l
00
'? ? r fl ? 1 4 W
k C4
?\ ? i ' '?? V`im' ? rQ --?/• t' ? / • ?, ?, ' , ' (r + 1,' 1 •? / `?? J ? ?
?' `+ r f- ._..? `._.x.._.?.r? .-?.i ?• ?• _y_ -?._ - _...?.__ _ .Ely C_--?'- •_ - - -?' _ ` ?j -_.j.__' ' p?., f -1- r ?l?Mfn_*L.
. +,r.?- = ?? / ' '."...•• _ . .=:?.._._..._.[~ /l-ir?? a?_-=-^--L- Jl J/ ! +r_ _^ I L_ ""uu1„^?",f- S
1 1 i f ( ` 1 m V ?? 00
00
??
CIO
pp,,?, ? t/S 1 r
i
!' ?ir \ D
??- o o u
x
?'' N W > W
•,. ? Z?r^ ?. ? '\ III ! ! 1 ` 1 f ? ? ,r^ ?'i\ _ r ? i'' ? J// %
?.' _ - ?? \\` /1?p r llirrj r1?'?? /`F\\\?
- ? «-? ?...?; ? ? ?„/'ll / ' 1111! I It / .\ ? , ! l r r !?
?'??,,;,???=?"? .... _ -`-' "" • ? ?? . F I? 1 J r r j , t l I J , ? f ! ?1 f I 1 /
ijC? ??? - _?-?_T`'-• ?' ? ` i°+ _,i 11 r? r/r? rl i i Il % ,i /! \+ ,' r r j
_..? ~ , - - __ , `• ?? I \ '. 1 r /, rrlrh+?, ? rf Ir i i ; /? 1!!'! i ' 1!
.'._ .- ?1`,'- -."`. ? ± \ .ti I ! ? 1 1\F11 111 I ? J ,'? I ! /
\ 1? I '? / I III 1 1 1 I ?' !
I I 1 ? F
?? i •' !! /? ,' ?\ `, \I 1 1+ V ? I? j ? 1l i i I 1 1 1
,!? !;'?!! !/,' !/,'/.' •?\\ 1 1+1 I, 1 I' j I I I II j 1 I I q/ I
?"?' '!:!.!/!J!!!// i`J ?-? \ ,\ \ 1111+ 1111 j 1 I I I' ? 11 1111 /
.' ! / ! , ! 1 11, 111,11,1 111
??? !! / / 11 III1111 1"I 1!
Y.?f3,., ? /.L.'7! ?C.. ?-----•1 ^-T
F l
111111 Ill t
I I l ? \I Ili 1 1
I'!lljllljjrHli%?,,yJ'''!lJ
! l / ! I I t i l l , , ! i l l
! 1 I , 1 t ti t I1 I / Ill !
rf / JJ /lI rlrjrrl 1 /rill ? __- ! // % // / /1 /((111!1// j11 (l l/ / '/'/ ' ?w?! -
/ / / ! 1 / 1111 j 1 ! / J f I ! / '•?=?-_..-?-'i !-? ?__.-??
/ / / II // ! I r ,•t
--
;f -----
/ k I ; j
/! I 1 1 1 / A
FT -1
I If
/1 i t 1 j I ' 1 I 1 1 f I rAp /r??'/,/'!/ '/'/' JJ// /! ! 1 1 1 I V \\ \\ 1. I\ \ %`
ta.'? 111 ,? t 1,1;If1?l111;i??I?j 11 /? ? ? /.;/.'/?'i// /111 j F \ \ ? \ ?•'`1 1
. - _/ ,,,? r? ! 1. \ \ `; ? -??'!,` +.-„?? _/ J' ! ///? / ? '?/ /? ?? ?' / ?? ? `?? i'
\\` .1 1 i i ! %i'•-.-,"?'t?..=r.=ti??+?:r:`? `?- ? i?/r- ?l ?! ,J,?!' ? r- ? .?. O ?? 4y1 ?`..? .?
1 / It ?
! / orf f11 I I 1'I 1 (1'i!
J ! t
oo
ly i J % !? r` l,Ilr!• I / ? ! / I?1 / GeV ??,_? .?1..?-? ?.,,?-q6C--•_?, _ ''.
I j ! ^I ! /J // 11 1 M?? i' ! .?-t Jl! / 1 , _1J! ?/ '?I ---_ ----- ------
1 11,, 1\ Ilzl\ \\\\\ I \t ?wj .I I 1 I 1 1 I /hl 1 ! !/ l i 1'/,l,'' /~ ?,?_ _? _.?_ ??`?
11\ `1\ 1\(,/?''?X???,\ \\\ \\`, ? F\ p"I ? '? y ? ?, ? (1Ir ?' / i ? 1 ? ? / 1
1 \ \ \ ? \ \ \ \ \ •., ••-, 1` ? •111! t y I ?I ' 1 I 1,1 1 j 1 ?? r
, \ \ 1Z Z?', \ 1 \ \ \ \ , ? . \ • {{{,,,iii??? ? ?""/ 't t 1 '?'? 1 1 1 F 1 1 1 / I 1 Fl r !? --
1 F 1 l
\ F \ \\ I t t l \ FF ? ?'? 1 11 1 1, ', N ..., ? N ? 1 11 f ,'•
?, F+ F . ? \ \ F \ \ FI 1 \ F `,'\ i i 1 j OLF
y\ 1 \ \? t; ? F F \ F \ F\ t r 1 ? I I 1 1 1 1 rI t r f 'ICS 1 r
\I1 11,1 1 1 t`t\II ,t 11?I 11 11 +i ? 1+. ?5- I1?1t I1/ r 1 1 ? ITTT + i , , 1 j I ? '1
1 t , t '11J1 (1 11 1 11 J 1 / Jf !'I t I l / 1
1 1 \ ? ., ? t 1 1 1
1 1 y, ,' 1 1 1 1 1! f r/ - r r l i' 1 ! ! IJ I r
\?I tl 1, , 1 , 1,\ 1 It
1 1 1 1 t\\ 1 y l l I I \\ 1 1 I 111 1 1 '? -' / 1/ ! l / ! I f
+ t l 1 +, 1 1 1 1 +
1 1 1 1 l t 1` \\ 1 I I I I + i t \I 1 4t IJ 1 ,
1 1 \ 1 111 1 11 i i r \\ r1 111 „1 11 1 F\ I / r / I 1 \
1 t 1 l 1 5 ? 1 / I I I 1 I I 1 / \
1 \ 11 t j jjj 1 1 1 1 ?. \ / 1 1 1• r1 f i i 1 1 1 \F Fl 14 11 1 I ' ! j /!' I F\ \\
1 ,1 It 11 1 1 1 1 1 1 1 1 `I \ \\ 1 /\ \?F\' jjj Iii `1 F f i i j ' / , t `, \
1 1 i l I 1 1 1 I 1 F11 11 I l1 F\ 1 1 I J r 1 \
111 1 I ? ? ! 1 1 I , 1\ \ \1 1 \ , I, ! 1 I ,
It
F1F\1? \ \ r , \ \
1 1 i , / 1 1 \ 1\\,\ \ f 1 \
11 I t, t1 i ,11 , yl 1 I I 1 \ 11 it
\ ,l \\\\\' \1 I 1 t \ ??
1 f, , , 1 1 1 1 1+' r 1 1 J I . i , I F \\\ ?t \\ I 1 , \
I 1 i? 1 1 1, \\ N \? \ y M, t
1 I I 111 ! 11• It
\ , 1 I r f \ . 1 I \ ` \ \ ?. 1 \
?+.\ ( I+ 1 I j j, 1 1 1 1 1 '\ 1\ ? I t• , t I ? 1 ? 1 1 1• \F \ I i ? "' I\ ` `
111 , ,, , F J l l 1, \ I f + ; ! ( , I , I l l l l + , ,
1 1 \\ `r // I I 1 1 1 \ 1(` 1\ 1 1 I N III 1 1 1 1 1 I \ "' \
',I ? , `1. r , y l I l y 1 I \ I) / '',{ j?' I I I I ?, I y t ! 1 ,
j ? ;%:t\/` ?\I? ?''1 r?•?t I I r ?1?1 tl ; \ ?? ? ^?l?jr ? I i i II ; II II ; i i i it l\? \? Ft
- /' ?i 1\ F ;\ 1? t f'/ ± \I I I - ( !1 ? I j 11 1 I t ? j 1 j 1 1\\ \+
C 7

\?
1) .?

1. x,(11\ \ .? N+ \ \ `\ ?'. ''?`?? ,`? I f

\\ I I
\ l \ \ \ \ \ \ \ \ 1 Gql 1 l j l
+'-/rte ,` \? FI tF ; ` \ \\ FI 1 \ ± 1 r
?? ?? `?? \\ I 1 \ \\ \I 1\ 1 11 1 1\ 1 11 ? -
? \ r \ 1 tl \ \ 1 `?
?? ? I I I 1 1\ 1 1 1 1 1 1\ \ \\ ?? `
w, ?fIM,, I F 1 \ \ \ \ \ \ \
L --
r r -W--""
-...E-z

A
v?
Q
0
vI
cal
04
G7
w
a

4
A
O
F
N
W
d0
G
an
W W
z
t.7

O
8 C
II
F?-t
a
W
?U
a
co
aV ^
?O
U
?I ^
Ou
0
Vz
w
?O
O ?,d
U
L
z
3 r
O
m C) ti r 00 (A LO h
W
Da
O V LO O O O °
00 N ?O ? ? Q'
N
3 z
D
m0
?W
cr) (6 F- r
?00 N V O Z
0 z
m 0
p W
CL (D
F_ 0 0 a0 N p Z
3 z
0 N O
m 0 00 N +- N O 00
W
0') F- >
i
O N ?!1 O O O Q 0
00 N 0 ^
N
r
3 z
N ?.n Cl) p
m C) N N 00 1-
C)
W O N e e O o e O a e? a e° M
LL O O ?D a0 N O ?
N
z
3

m0

C
a ee
a e o a
1-91 v? .n
?n p ?.._
0o oi
r
3 z
00 It I-
0
CD 00 -
II
N
r
M
CO A ? 0 0 0 0
66 N O N °
N
z
D
m0
00 F-
CL 3:
a CD
?" o v o 0 o p F- z
0 0 M 0 00
r-
r
Z
r r m u U') LD
U ?- N N cD (O M
m
moan n o 0 0 oe e 0
00 N 0 w N2 ' ()
N
3 z
m0
> L
W Ln
J O
W co
0') F-
W W ?
F- o Ci o o o ° F- Z
00 N N O p
N
°o rn rn 000 0°0
00 ti ti ti r --
LO `D
co
V
z
A., o
OU
rrV,?,,, J
?1 Q
OZ
U
z
U) z
Q
J Z
_U 0
w O
> z
m
O
w
O
o!
a
Q
r
0
m
z LO
w
Q
0
z
J
WQ
? U
cq? _
Q ~
cy- o
W
LLJ
O
J
U
M
j
W
w
m LO
? O
z
? Q
Z
?U
0
J
O
cr-
CL.
W
LL
j
m
4
N_
J
Q
Z
W
CD
L

c E.,
N
U F

1 F

a) E
J >
C m
2
E O

U
L L

??

0)
U 0 0)
a?
w ? .L 2

> U)
0
0 J
V F-:

0
z
Q
U)

(0 N
U is
z m a
m
Q
H
^
?
U ) L L
?
c ar
Un w ?j Q

I II
c

F- 0
U
_J
a?
cn c
w
C
O >,
= L
m 3

a ?
Q a) E :3
o
U) m a)
F
U
N N
>, °
c 0
z
c) CL
0 m m O i
Z ?- U ao W
W
w

W 8 II
J co z

W
J
W
m 0 00 ? ? CO
rl- 04
126 ON O O O
OO N D m Q
N
0
oa o It It O o
m c) .- .- •- LO
CY) i W
moN o n o o Q z
0 0 r
z
m°
ill
I- C. r o
O O i u m
N
oZ
m U C)
f- 00 O LO
N t
LO
I.?.I O v N O O O ° p Q
O O N 0 W n n
N

3?Z L
o
0
o D
m O N t?

co II
r
VE
1
O

° °
°

• °

•

°
v
O O N O
0 O

w O O
' C)
N
0
2
O D O
m
m U') LO
I?
1

m
° • Q
A u?
0 0 N o
O
ro
ni
r
cn Lq
3z _O o
\

iU CD c-
n D
CO

o

?--

LO
I?

60,
N
°
W
vl
O O N N o
co p
O
V Q
r
CI
N
3 zZ
7
r
00 C)
m
U O N
D r N r
I?
CY)
moQ o p oo m
O O N D
O
N
F N Cl?
z
3 o O
o 0
m UD M LO f? ll LO
II
cD
o I ..I _ o. •'• o O
CLI
00
N N m nj
a
N
C 00 ti r
ti t-
LO
LO
r`
0
Z
W
W
J
V
~ J
OC)
CC
V
L
rr? J
?1 Q
Oz
W U
V
J
C
m
co
_J
A
m

}
g
U
.>'
U)
N
>

a)
C
0
L
0_
Q
'o
cn
a
0
J
Y
U
O
N
a)
m
>a)
m
m
n.

F-
J
U)
a)
T
m
U
N
>
z
Q
U)
a
m
U
z
/Q
VJ
0
z
0
T
U)
Q
U
w
>
>-
[a
0
w
0
a
Q

}
m
z

O
C
N
X
w

g
U

C
a>
E
a
a)
U)
m
D
z
Q
E-
z
0
N
w
0
T
0
ti
LO
LLI
Q
0
L
Q
a)
0
C
a)
U
1
Q)
0
O
C
0
O
N
cn
O
J
v
I.L
S
V
N
a)
Z
m
F-
a?
m

T
a?
m
F-
CO
1
I
ICI
I
Z
J
WQ
U) _
a ~
Z
'W W
V
Cl
2 p
Q
U

99
gY?
W
F
a
E"F
m
C
E
a)
0
C
O
U
1
U
a)
N
O)
Q
Q
m
c
a)
F-
cm
C
`O
co
1
am
W
w
m
? O
z
Q O
Z _
U
Lij
O
Or
U
LL
m
CO
W
w
z
w
C7
N
E
N
T
0
L
O

>_
a)
C
0
C
w
m
'0
C
O
0
O
z
W
Z
W
J
w
U? U?
3j
O o
00 O N 0
O
in u
I ?t LO (D LO
I CI
°
• O a
O Yl
0 N LQ
O O
0 O
0 N N 10 1 (]
N
3 z
O
L
m
M
i ?-

?ON
00 O
N O
co O O

?
° z
Z
o
m U
N E-
w CL
00 N
Od
r
r
3 z
m 0U

I
I

O

I

O N 00
?- r r r

M
In
I
r ^c°
m ° °
ao? ? O m
oan
66 u?
N o
0 O
t O
N
3
O z
O
m U
i
° o°
° o
? or o
0 0 < o
O
q
o
r
3 Z
?
m
r
CL
° °
°° ?-
1.- P o7
00 N O

.- v N
O
Q
aD L

f
N

C) D
3 z
m h N
I Ur, LO (D

ti
c I
I
° .
O o)
O O u
N O
O O
m O O
O
0
N

00 "I k.? U-) 0 LO 0 LO
00 r- (D LO LO

Q
z
w
w
J
U
z
OU
cr_
U
Lij
Wo
TvU_l -?
1
Oz
U
0
z
Q
Cn
T
U
z
Q
C/)
T
u
Q
J
U
O
N
N
C
O
U)
a
L
Q
N
a
O
a
O
I-
FLI
i?
C)
C
X
w
Y
U
O
ct
a
N
N
L
m
O
m
CO
d
D
}
a
U
T

z
n
o T -
U) z
Q
J zZ
U 0
N
w O
to
w
O
a
Q
ti
0
m
Z `n
? w
Q
J
T
U
N
s
H
J_
C!1
T
70
c
(0
I-
J
U)
T
0
T
cU

L
CL
N
D
c
ca
U
1
0)
c
0
O
Cl)
O
J
i

N
O
Z
co
a`>
i0

O
A
ro
(D
N
II
II
I
z
J
O
LLI
? U
(1) T
O p
? z
LLJ
Q
U
I
F
F
F
0
c0
c
E
a?
F"
0)
C
O
U
i
U
N
V)
a`>
0)
Q
Q
a
N
co
c
E
N
I-
`o
m
F7
m
LO
W
Ir 06
w
? o
z
_Z O
o U
J
cr-
Cl-
W
Q
LL
`W
v J
W
Q
or
W
z
/W
V
E
N
O
L
i
o

CD
C
7
O
U
C
w
m
3
C
7
0
CD
O
z
W
z
3 z

m0
LO
-
CL a
o .n o 0 o O F-
oci m m m N

Lq 3z o a
0 0 (D cD p o
m U ?- N In LO
mon .n• :o: ••o O m z
00 o
N
z
O 0 co ?- (D N
m U 00 N
LO '
mom ? o?•o°O m
00 N ON„ 0
N
N O
3 z O O
=0 ?- N O O
m U U-) to LO
W
?ONeee•Ns e0 Ln Q Z
O O lV 0 6
3zz
00 M N O 00
m N c- r r ?-
. W
morn o 0 0•oap m
0 0 o ui ?2 z
N

3z
0
m
D
U

W

f- o 0
o
p
.
o o N O

U
z

o
U))
Q

U

?
w

z

a
z
o

N

O

w

m
z

Z

?

Q co

w

O
°

O

U
Q
~ J Z

O v ? ? w
N = LL
°
O o a a.
U W
dr) Z
w
m C
?
co
U ° w

O
Q
" CO
r
l v o
N_
J

Z
w
- o
co
z iz:
U)
Q
Q Q

a
Q k
?+
? F

U ? ?
E-F
F
i F H

H
J
/?

?
_
U)

L

0
2

E

E
U
L
4-
O E

O O

CD
N

U
>
0 L
U

•
U S

U
O
Q'

J L N
?,

U >N
>

N O
to
I-
L N

L

O
>
cu
d M
m
0)
Q
a

I I

m p

z
Q O
U
C:
W
C U) L
O
U)

cu T

U

Co
c 0)

Q

Z
Q
N
O
r
za
U)
y
i m

c E
r
CD
L
m O

z
1
W
W
(D

J

H
II

iii

m

(D
z LO CD Ln C) LO C) LO
W 00 o n o (DD
J
W r- fl- ti ti ti ti ti
W
J
w
?, z
m°
?w
.
mo
'
co n o 0 O
ri O F- Z
c D o
N
?? o 0
o
m UD o ao
CY) N N LO LO
w
N
m o m m' ' eo ° •'O Ln Q
Z
OO O a0 O
N
z
?Z
O
m U

I

V- II I
. 0
. .
F-OV O 0
?
Un O O

3j Nt
o

u
co
CO
r- N W
I

c(D
C)
LO

N III
F-
m o cr?
O
N
O o W ^ ` C7
N
z
O O
m u
N
r ICI

F_ov
O O f?j
i(j pi O F-
O
N
o?
m° OD ti (C)

I
U')

A
MWEE,
e ICI
W

O O '
'N
O
N p
p' °p °
Q W
N r
o
N
3 z
m C)
rn P-
r} Cl)
d
I

r
IC I
N F-
m o co
O O in o
N p p O m
n
r Q
N
"o 00 Is-) C) LO
0) a ti r- (D

LO
0
Z
w
w
J
V
J
or
O?
UI F..
Wo
j
0=
W U
}
U
U)
a)
0
z
Q
a
a?
a
co
U_
z
Q
U)
D
a)
C
O
ca
L
Q
U)
Q
O
rn
CL
O
F
r
Y
U
O
a)
w
f0
aJ
A
(U
^m
LL
D
}
J
U
cn
J
c
co
U)
''J^^
v/
a)
cu

z
0
o S F?
cn z
Q J
Q
J zZ
U o
H af
w O
> S
}
m
0
w
0
w
a
°d
ti
O
}
co
z LO
Q
0 0
Z
O
w or
F" U
cn =
0 O
z
w ui
F?
F-r
Q
J
Q
U
W
w °p
Co LO
?
O
z
Q p
U
O
LIJ
J
or
W
Q
Z)
W
Q
w
Z
?
rV
L
n
a)
c
U
1
a)
>(0
m
C
O
U)
U)
O
J

S
N
Z
m
a?
N

2
a)
N
I-
N
N
,
I
lil
I
F
kG ?
F F
FF
oa a
F+ E-F
(0
C
a)
CY)
.r-
0
U
F-
U
a)
E
E
co
w-
O
L
Q)

>_
?a
Q)
a?
O
Q
Q
m
c
E
I-
c
0
m
co
N
a)
C
7
O
U
C
w
a)
3
C
7
0
/V
O
z
w
Z
Lq
3 z p
M N N N O
m O L

M
um
oh
•o
::°o
: .o 0
m
o
O O
N
(D m Z
O
N
3y z
CE) U
LO W
CL
CL
o? °p Z
Oo 6
U
3?
Cl)
D o
m o (D r 0
o
'
m
U M LO LO (D U
)
W
00
N .:
ryry
W O v N
O O
° ° O
p m C7
0 0 N 0 ¢]
p
N
3z
0
m O I- ti O) (D (D D)
W
N m C?
Mori In o 0 0 0° ep z
O O N tO c0 ci N
3zz
O 0
U N 0) LO ?- O
m r r r r ? r
W
N m U'
m o ?n v, 0 0 0 o p z
00 N ?D N ? ^ Q
N
?zZ
0
m°
M W
CL a C?
Z
N
3 zz
•- N (D e- D)
m DU c N 00
N i-
mou> °p m
O O N o W ' p
N
z
? z
p O (*?
m U ?- .- d (!) d N
I
III
N I-
m o v u? o 0 0 o p m
O O N ?O N ^ (]
N
> L
W C)
,J C)
W 00
CY) rn 00 00 ti ti
p
(D
ti
z
ai
z
Q
J
U ?

Z
O
N
r \
V ?
w O

~ Q
J

O OE
?

U
w

U O

J CO

w
°
L
O
Z o
a
W U
?
rr
LJ
} t?
m
Z
Q? LLI
0. Q
0
Z
J
W Q
? U
Cl) =
O p
? z
W l11
Q
Q
U
n
0
t tl
N
c F
w
>
m
U t.
E.
I t H;
FF
00
j
W
w °p
M LO
?°o
z
0 p
z
? U
0
W
CL
U
LL-
m
co
Q
N
J
Q
Z
W
(V
J
O
_
c
m
f a)
s
w (D cu
??
c
= ::
m
C
E m
I

O

> 0 H rn
i
a c0 0 0) a)
U d J U
•
U

Z
Q
U

J

m

U T

U

z
Q
U) _
N

(1)

c0

(n
> 0)
Q

Q ?
7
O
U
c
W
O O
U
}
=
N
m
3
c a)
CL' J ' m
c c

Z

W O
Q
o

CL
I-

8 a)
a

E
c
a
U)
Z
0 U

)

? a)

~

m

l
1? E

)
c_
L
m
F7 o

U
o
Z

W
z
j m z
GEOSCIENCE GROUP, INC.
INVESTIGATIVE PROCEDURES
Ridge Road Site
Geoscience Project No. CH07.0058.EV
Page 1 Of 2
FIELD
Soil Test Borings: Thirty (30) soil test borings (B-1 through B-30) were drilled at the approximate
locations shown on the attached Test Location Diagrams, Drawing Nos. CH07.0058.EV-1 and
CH07.0058.EV-2. 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 (5.1 cm) O.D., split-tube sampler. The
sampler was first seated 6 inches (15.2crn) 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.
Test Pits: Seventeen (17) test pits (TP-1 through TP-17) were excavated at the approximate locations
shown on the attached Test Location Diagrams, Drawing Nos. CH07.0058.EV-1 and CH07.0058.EV-2.
An engineer from Geoscience was onsite to observe the excavations and visually classify the soils. A
summary table containing the results of each test pit is included in the Appendix.
LABORATORY
Moisture Content: The moisture content is the ratio, expressed as a percentage, of the weight of the water
in a given mass of soil to the weight of the solid particles. These tests were conducted in accordance with
ASTM Designation D 2216-66. The test results are presented on the attached sheets.
Soil Plasticity Test (Atterberg Limits Test): Representative samples of the onsite soils were selected for
Atterberg Limits testing to determine the soil's plasticity characteristics. The Plasticity Index (PI) is
representative of this characteristic and is bracketed by the Liquid Limit (LL) and the Plastic Limit (PL).
The Liquid Limit is the moisture content at which the soil will flow as a heavy viscous fluid and is
determined in accordance with ASTM D 423. The Plastic Limit is the moisture content at which the soil
begins to lose its plasticity and is determined in accordance with ASTM D 424. The data obtained is
presented on the attached sheets.
Compaction Test: Representative samples of the onsite borrow soils were obtained from the test pit
excavations to determine their suitability as fill material. Standard Proctor Compaction Tests (ASTM D
698) were performed on these soils to determine its compaction characteristics, including maximum dry
density and optimum moisture content. The test results are presented on the attached sheets.
GEOSCIENCE GROUP, INC
INVESTIGATIVE PROCEDURES
Ridge Road Site
Geoscience Project No. CH07.0058.EV
Page 2 Of 2
(Continued)
California Bearing Ratio (CBR): The results of the compaction tests described above were utilized in
compacting samples for laboratory CBR tests. The California Bearing Ratio is a punching shear test which
provides a semi-empirical index of the strength and deflection characteristics of a soil which has been
correlated with pavement performance. The test is performed on a six (6) inch diameter, 4.61 inch thick
disc of compacted soil that is confined in a steel cylinder. Before testing, the sample is inundated under a
confining pressure approximately equal to the weight of the future pavement in order to determine the
potential swelling, and to simulate the worst case conditions that can occur in the field. A piston
approximately two (2) inches in diameter is then forced into the soil at a standard rate to determine the
resistance to penetration. The CBR value is the ratio expressed as a percentage of the actual load required
to produce a 0.1 inch deflection to that required to produce the same deflection in a standardized crushed
stone. The results of the CBR tests are shown on the attached sheets.
BORING NO.: B-] TEST
DATE DRILLED: 5/9/07
DRILLING CONTRACTOR: Soil Drilling Services BORING GE0$CIENCE
JOB NO.: CH07.0058.EV RECORD GROU P JNC.
PROJECT: RIDGE ROAD SITE
DEPTH, FT
0.0
0.
2.'
6.(
17.(
20.C
DESCRIPTION Elev. Blow • PENETRATION - BLOW COUNT*
770.0'- Count 5 10 20 30 40 60 80 100
To soil And Roots 769 5
Firm Brown And Grey Fine Sandy Very
Silty CLAY (Moderately Plastic) With
Quartz Fragments - Residual

19.6%
6
767.5
Loose Brown, Grey And Black Very Silty
Medium To Fine SAND With Clay Seams

764.0 29.4% 10
Firm Brown, Tan And Grey Silty Coarse To
Fine SAND

19.2%
11

12 I

18
753.0
Very Dense Brown, Tan And Grey Silty
Coarse To Fine SAND
-------------------- 750.0 53
-
Boring Terminated

I 5
0.8'
13.8'
BORING AND SAMPLING MEETS ASTM D-1586 00 PRESSUREMETER TEST = WATER TABLE - 24 HR.
CORE DRILLING MEETS ASTM D-2113 1
1 R
50
% OCK CORE RECOVERY WATER TABLE -7 HR.
*PENETRATION IS THE NITMBF,R OF BLOWS OF A 1401h . {63.5 kg) -4 LOSS -OF DRILLING WATEK C'AN'E-IN DEPTH
HAMMER FALLING; 30 IN. (76.2cm) REQUIRED TO DRIVE A 1.4 IN.

f3.6cm11.D. SAMPLER`] FT. (30.5cm)
wog
WEIGHT OF HAMMER PAGE

E 1 Of -1 ':
BORING NO.: B-2
DATE DRILLED: 5/9/07 TEST
DRILLING CONTRACTOR: Soil Drilling Services BORING GEOSC IENCE
JOB No.: cx07.0058.EV RECORD GROUP INC.
PROTECT: RIDGE ROAD SITE
DEPTH, FT. DESCRIPTION Elev. Blow 9 PENETRATION - BLOW COUNT*
0.0 770.0± Count 5 10 20 30 40 60 80 100
0.
2.
5.:
8.(
12.(
17.(
20.(
Topsoil And Roots
-
Stiff Brown And Grey Coarse To Fine
Sandy Very Silty CLAY (Moderately
Plastic) - Residual
10.8% 10
767.5
Stiff Brown, Black And Grey Fine Sandy
Silty CLAY (Highly Plastic) With Quartz
Fragments

20.7% 11
i 764.5
Dense Brown, Grey And White Silty
Coarse To Fine SAND
8.3°!° 4 $
? 762.0 I
Partially Weathered Rock When Sampled
Becomes Brown, Grey And White Silty
Coarse To Fine SAND 50/0.5
758.0
Very Dense Brown, Grey And White
Slightly Micaceous Silty Coarse To Fine
SAND
62
753.0
Partially Weathered Rock When Sampled
Becomes Brown, Grey And White Slightly
Micaceous Silty Coarse To Fine SAND
750.0 50/0.5
Boring Terminated

5
5
0
12.8'
15.0'
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 00 j 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. (105cm)
BORING TRIO.: B-3
DATE DRILLED: 5/22/07 TEST
DRILLING CONTRACTOR: Soil Drifting Services BORING GEOSCIENCE
JOB No.: cx07.0058.EV RECORD GROUP INC.
PROJECT: RIDGE ROAD SITE
DEPTH, FT
0.0
0.5
6.C
8.C
12.C
17.C
20.C
DESCRIPTION Elev. Blow • PENETRATION - BLOW COUNT'
779.0± Count 5 10 20 30 40 60 80 100
To soil And Roots 7785
Very Stiff Reddish-Brown, Brown And Tan
Fine Sandy Very Clayey SILT - Residual
21

773.0 18
Stiff Reddish-Brown And Brown Slightly
Micaceous Clayey Medium To Fine Sandy
SILT
Note: Sample Moist

71.0
13
Stiff Reddish-Brown And Brown Slightly
Micaceous Clayey Medium To Fine Sandy
SILT
Note: Sample Very Moist

12

4

0
767.0
Loose Brown, Grey And White Slightly
Micaceous Very Silty Coarse To Fine
SAND
Note: Sample Moist

i 10 4 1
762.0
Firm Brown, Grey And White Slightly
Micaceous Silty Coarse To Fine SAND
Note: Sample Moist
759.0
18
Boring Terminated
No Groundwater Encountered
I

/
BORING AND SAMPLING MEETS ASTM D-1586 PRESSURETVIETER TEST = WATER TABLE - 24 HR.
CORE DRILLING MEETS ASTM D-2113 1
1 R
50
% OCK CORE RECOVERY WATER TABLE -1 HR
*PENETRATION IS THE NUMBER OF BLOWS OF A 140 LB. (63.5kg) 4 LOSS OF DRILLING WATER 00 1 CAVE-IN DEPTH
HAMMER FALLING 301N. (76.2cm) REQUIRED TO DRIVE A 1.41N.

3.6cm I.D. SAMPLER I FT. 30.5 m WoH WEIGHT OF HAMMER PAGE 1 of 1
30RING NO.: B-4 TEST
)ATE DRILLED: 5/22/07
)RILLING CONTRACTOR: Soil Drilling Services BORING GEOSCIENCE
oB No.: cx07.0058.EV RECORD : GROUP INC.
PROJECT: RIDGE ROAD SITE
0.0
0.5
2.E
6.C
9.E
DESCRIPTION Elev. Blow • PENETRATION - BLOW COUNT*
782.0± Count 5 10 20 30 40 60 80 100
To soil And Roots 781 5
Firm Brown, Tan And Grey Very Silty
Coarse To Fine SAND With Weathered
Rock Fragments And Fine Roots -
11

4
Residual 779.5
?

Dense Brown, Tan And Grey Very Silty
Coarse To Fine SAND With Weathered
Rock Fragments -

776.0 52
i
Partially Weathered Rock When Sampled
Becomes Tan, Grey And White Silty
Coarse To Fine SAND With Weathered
Rock Fragments
50/0.2
772.5 50/0
0
Auger Refusal .
No Groundwater Encountered
I

I

I

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 A1.4 IN.
woy SIGHT OF HAnFVIER PAGE 1 of 1
\(3c6cm) I.D. SAMPLER 1 FT. l30.5cml
J
BORING NO.: B-5
DATE DRILLED: 5/22/07 TEST
DRILLING CONTRACTOR: Soil Drilling Services BORING GEOSCIENCE
JOB NO.: CH07.0058.EV RECORD 'GROUP INC.
PROJECT: RIDGE ROAD SITE
DEPTH, FT
0.0
0.
2.E
6.(
12.C
20.C
DESCRIPTION Elev. Blow e PENETRATION - BLOW COUNT*
768.0± Count 5 10 20 30 40 60 60 100
To soil And Roots 7 6 7 5
Very Stiff Reddish-Brown, Brown And Tan
Medium To Fine Sandy Very Silty CLAY
(Moderately Plastic) - Residual
16
765.5
Firm Reddish-Brown, Brown And Tan
Slightly Micaceous Clayey Fine Sandy
SILT i
Note: Sample Moist
762.0 8
Firm Brown, Grey And White Slightly
Micaceous Very Silty Coarse To Fine
SAND
Note: Samples Moist
11
15
756.0
Firm To Very Firm Brown And Grey Very
Silty Medium To Fine SAND
Note: Samples Moist
16
i
---------------------
748.0
22
Boring Terminated
No Groundwater Encountered

i

I 5
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)
HAMMER FALLING 30 IN. (76.2cm) REQUIRED TO DRIVE A 1.4 IN.
PRESSUREMETER TEST = WATER TABLE - 24 HR.
1% ROCK CORE RECOVERY WATER TABLE - ] IrR
-4 LOSS OF DRILLING WATER ( CAVE-IN DEPTH
woa WEIGHT OF HAMMER PAGE 1 of 1
BORING NO.: B-6
DATE DRILLED: 5/22/07 TEST
DRtLL1NG CONTRACTOR: Soil Drilling Services BORING GEO$CIENCE
JOB NO.: CH07.0058.EV
PROJECT: 1ZWDGE ROAD SITE RECORD GROUPING
DEPTH, FT
0.0
0.7
5.5
8.0
12.0
20.0
DESCRIPTION Elev. Blow • PENETRATION - BLOW COUNT"
7790+ (niinl A in gn An An AA An Inn
Topsoil And Roots 771.3
Stiff Brown, Tan And Grey Medium To Fine
Sandy Very Silty CLAY (Moderately
Pl
ti
R
i
11
as
c) -
es
dual

766.5 10
Firm Brown, Tan And Grey Very Silty
Coarse To Fine SAND With Clay Seams
And Weathered Rock Fragments
Note: Sample Moist

64.0
16

j
Very Firm Brown, Tan And Grey Slightly
Micaceous Very Silty Coarse To Find
SAND
Note: Sample Moist

21
760.0
Partially Weathered Rock When Sampled
Becomes Brown, Grey And White Slightly
Micaceous Silty Coarse To Fine SAND

i 50/0.5

752.0 50/0.5
Boring Terminated
No Groundwater Encountered

BORING AND SAMPLING MEETS ASTM D-1586 PRESSUREIt=R TEST = WATER TABLE - 24 HR.
CORE DRILLING MEETS ASTM D-2113 I50?/ROCK CORE RECOVERY WATER TABLE - l HR.
*PENETRATION IS THE NUMBER OF BLOWS OF A 140 LB. (63.5kg) A LOSS OF DRILLING WATER 00 I CAVE-IN DEPTH
HAMMER FALLING 30 IN. (76.2cm) REQUIRED TO DRIVE A 1.4 IN. WOH '"EIGHT OF H -MMER PAGE 1 of 1 J
V,a1km) I.D. SAMPLER I FT. (30.5cm)
BORING NO.: B-7 TEST
DATE DRILLED: 5/9/07
DRILLING CONTRACTOR: Soil Drilling Services ' BORING GEOSCIENCE
JOB NO.: Cx07.0058.EV RECORD GROUP' INC.
PROJECT: RIDGE ROAD SITE
DEPTH, ET. DESCRIPTION Elev. Blow • PENETRATION - BLOW COUNT*
0.0 779.0+ Count 5 10 20 30 40 60 60 ion
i 0.
2
6.
8.1
12.(
17.(
20.(
To soil And Roots
Firm Reddish-Brown And Brown Fine
Sandy Very Silty CLAY With Trace
Organics - Fill

37.5%
7
Note: Sample Moist 776.5
Soft Brown, Tan And Grey Slightly
Micaceous Fine Sandy Very Silty CLAY
(Highly Plastic) - Residual
Note: Sample Very Moist

773.0
41.3% 2
4
0
Firm Brown, Tan, Grey And Black Fine
Sandy Very Silty CLAY (Moderately
Plastic)

71.0

31.6%
5
4
0
Soft Brown, Tan, Grey And Black Slightly
Micaceous Medium To Fine Sandy SILT

4
767.0
Firm Brown, Tan And Grey Slightly
Micaceous Fine Sandy SILT
5
762.0
Loose Brown, Tan, Grey And White
Slightly Micaceous Very Silty Medium To
Fine SAND
---------------------
759.0
6
Boring Terminated

3
.4'
11.6'
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.
*PENETRATION IS THE NUMBER OF BLOWS OF A 140 LB. (63.5kg) o LOSS OF DRILLING WATER $0 I CAVE-IN DEPTH
HAMMER FALLING 30 IN. (76.2cm) REQUIRED TO DRIVE A1.4 IN. ??H WEIGHT OF HAMMER
f3.6cm1I.D. SAMPLER 1 FT._00.5c_m) PAGE of 1
BORING NO.: B-8
DATE DRILLED: 5/9/07 TEST
DRILLING CONTRACTOR: Soil Drilling Services BORING GEOSCIENCE
JOB No.: cx07.0058.>Jv RECORD GROUP INC.
'PROJECT: RIDGE ROAD SITE
DEPTH, FT
0.0
0.
2.:
6.(
12.(
17.(
20.C
DESCRIPTION Elev. Blow
7Qd n+ r--f
To soil And Roots
Firm Reddish-Brown, Brown And Tan
Medium To Fine Sandy Very Clayey SILT -
Residual
i

32.4%
7
791.5 ,
Very Stiff Reddish-Brown, Brown And Tan
Fine Sandy Clayey SILT

788.0 32.8% 19 41
Firm To Stiff Reddish-Brown And Brown
Slightly Micaceous Clayey Fine Sandy
SILT
Note: Samples Moist

39.3%
8

9 I
I
III
782.0
Firm Reddish-Brown, Brown And Tan
Slightly Micaceous Fine Sandy SILT
Note: Sample Very Moist
5
777.0
Firm Brown, Tan And Black Slightly
Micaceous Medium To Fine Sandy SILT
Note: Sample Very Moist

_
_

774.0

7
i
Boring Terminated
No Groundwater Encountered

i i

4
BORING AND SAMPLING MEETS ASTM D-1586 00 PRESSUREMETER TEST = WATER TABLE - 24 HR.
CORE DRILLING MEETS ASTM D-2113 I5+/ ROCK CORE RECOVERY WATER TABLE - 1 HR.
*PENETRATION IS THE NUAIBER OF BLOWS OF A 140 LB.,(63.5kg) -4 LOSS OF DRILLING WATER 0 j CAVE-IN DEPTH
HAMMER FALLING 30 IN. (76.2cm) REQUIRED TO DRIVE A 1.4 IN. wan WEIGHT OF HAMMER PAGE 1 of 1
\(3.6cm) I.D. SAMPLER 1 FT (30.5cm) i
• PENETRATION - BLOW COUNT*
5 10 20 30 40 60 80 100
BORING NO.: B-9
DATE DRILLED: 5/7/07 TEST
DRILLING -CONTRACTOR: Soil .Drilling Services
BORING GEOSCIENCE
JOB NO.: CH07.0058.EN'
PROJECT: RIDGE ROAD SITE RECORD GROUP INC.
DEPTH, FT. DESCRIPTION Elev. Blow • PENETRATION - BLOW COUNT"
0.0 799.0± Count 5 10 20 30 40 60 sa 100
0.5 Topsoil And Roots 7-7
2.;
6.(
12.C
17.C
20.0
I
Firm Reddish-Brown, Brown, Tan And
Grey Slightly Micaceous Medium To Fine
I
8
Sandy Very Clayey SILT With Moderate 26.1%
i Organics - Fill 796.5
Note: Sample Moist
Soft Reddish-Brown, Brown And Tan
Medium To Fine Sandy Very Silty CLAY
With Trace Organics - Fill 2 4 0
Note: Sample Very Moist 42.1%
793.0
Stiff To Very Stiff Reddish-Brown Slightly
Micaceous Medium To Fine Sandy Clayey 12
SILT - Residual 30.2%
31.9% 20
787.0
Stiff Reddish-Brown And Brown Slightly
Micaceous Fine Very Sandy SILT
Note: Sample Very Moist
42.5% 9
1 782.0
Firm Reddish-Brown, Brown And Tan
Slightly Micaceous Fine Sandy SILT
Note: Sample Very Moist
---------------------- 779.0 8
Boring Terminated
No Groundwater Encountered

I i
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)
HAMMER FALLING 30 IN. (76.2cm) REQUIRED TO DRIVE A 1.4 IN.
PRESS UREMETER TEST = WATER TABLE - 24 HR.
1501%. ROCK CORE RECOVER' WATER TABLE - 1 HR.
A LOSS OF DRILLING WATER ON I CAVE-IN DEPTH
WOx WEIGHT OF HAMMER PAGE 1 of 1
BORING No.: B-10
TEST
DATE DRILLED: 5/9/07
DRILLING CONTRACTOR: Soil Drilling Services BORING GEOSCIENCE
JOB No.: cx07.0058.EV RECORD GROUP INC.
PROJECT: RIDGE ROAD SITE
DEPTH, FT
0.0
0.
6.(
8.(
12.C
20.C
DESCRIPTION Elev. Blow 9 PENETRATION - BLOW COUNT`
789.0± Count 5 10 20 30 40 60 80 100
2" Crushed Stone
Very Firm Brown And Tan Very Silty
Medium To Fine SAND - Residual
Note: Samples Moist

18.0%
22

783.0 20.8% 25 4 0
Firm Brown And Tan Very Silty Medium To
Fine SAND

781.0
I
13
Loose Brown And Tan Very Silty Medium
To Fine SAND

10
777.0
Loose Brown, Tan And Grey Slightly
Micaceous Very Silty Medium To Fine
SAND
8

I I

____________________
769.0 I
I
7
_
Boring Terminated

I
i

I 2
-_- 111.2'
® 113.2'
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 FIR.
*PENETRATION IS THE NUMBER OF BLOWS OF A 140 LB.,(63.5kg) t LOSS OF DRILLING WATER CAVE-IN DEPTH
HANINIER FALLING 30 IN. (76.2cm) REQUIRED TO DRIVE A 1.4 IN. WOH WEIGHT OF HAMMER PAGE 1 of 1
0.6cm) I.D. SAMPLER I FT. (30.5cm)
BORING NO.: B-11
DATE DRILLED: 5/7/07
DRILLING CONTRACTOR: Soil Drill ing.Services
JOB NO.: CH07.0058.EV
PROJECT: RIDGE ROAD SITE
DEPTH, FT. DESCRIPTION Elev.
0.0 796.0±
0.5 _Topsoil And Roots
2
6
8
12.
17.1
20.(
TEST
BORING GEOSCIENCE
RECORD GROUP INC.
Blow • PENETRATION - BLOW COUNT"
Count 5 10 20 30 40 60 80 100

Stiff Reddish-Brown And Tan Medium To
Fine Sandy Very Clayey SILT With Fine 11
Roots - Residual 31.9%
5 793.5
Very Stiff Reddish-Brown And Tan Medium
To Fine Sandy Clayey SILT
27.8% 21
790.0
Very Stiff Reddish-Brown, Brown And Tan
Fine Sandy Clayey SILT 25
Note: Sample Moist 34.5%
788.0
Firm Reddish-Brown, Brown And Tan
Clayey Fine Sandy SILT
Note: Sample Very Moist 6
784.0
Firm Reddish-Brown, Brown And Tan Fine
Sandy SILT
6
i 779.0
Dense Brown, Tan And Grey Silty Medium
To Fine SAND
--------------------- 776.0 35
Boring Terminated

I
13.0'
113.6'
BORING AND SAMPLING MEETS ASTM D-1586 PRESSURENIETER TEST = WATER TABLE - 24 HR.
CORE DRILLING MEETS ASTM D-2113 150 % ROCK CORE RECOVERY WATER TABLE -I HR.
*PENETRATION IS THE NUMBER OF BLOWS OF A 140 LB. (63.5kg) A LOSS OF DRILLING WATER 0 ) CAVE-IN DEPTH
HAMMER FALLING 30 IN. (76.2cm) REQUIRED TO DRIVE A 1.4 IN. WOH WEIGHT OF HAMIqER
(3.6cm) I.D. SAMPLER 1 FT (30 5cm)
PAGE 1 Of 1
BORING NO.: B-12
DATE DRILLED: 5/7/07 TEST
DRILLING CONTRACTOR: -Soil 'Drilling Services BORING GEOSCIENCE
JOB NO.: cx07.0058.EV RECORD GROUP'INC.
PROJECT: RIDGE ROAD SITE J
DEPTH, FT
0.0
0.
2
6.
12.1
17.(
20.(
DESCRIPTION Elev. Blow
-7no r%-4-
soil To soil And R
t
oo
s 791.7
Firm Reddish-Brown And Brown Medium
To Fine Sandy Clayey SILT With Trace
Organics - Fill

12.4;0
8
Note: Sample Moist 789.5
Very Stiff Reddish-Brown, Brown And Tan
Medium To Fine Sandy Clayey SILT -
Residual

I
786.0 29.7io 18 41
Stiff To Very Stiff Reddish-Brown, Brown
And Tan Slightly Micaceous Clayey Fine
Sandy SILT
14

17 I
780.0
Firm Reddish-Brown, Brown And Tan
Slightly Micaceous Clayey Fine Sandy
SILT
Note: Sample Moist

i 7

775.0 x--
Firm Reddish-Brown, Brown, Tan And
Black Fine Sandy SILT
--------------------- 772.0
7
Boring Terminated
?
t

i
I
16.0'
BORING AND SAMPLING MEETS ASTM D-1586 00 PRESSUREMETER TEST = WATER TABLE - 24 HR.'
CORE DRILLING MEETS ASTM D-2113 15,01%, ROCK CORE RECOVERY WATER TABLE - I HR.
*PENETRATION IS THE NUMBER OF BLOWS OF A 140 LB. (63.5kg) -4 LOSS OF DRILLING WATER CAVE-IN DEPTH
HAMMER FALLING 30 IN. (76.2cm) REQUIRED TO DRIVE A 1.4 IN. wotl WEIGHT OF HAMMER
13.6cm1 I.D. SAMPLER I FT. (30.5cm)
PAGE 1 Of 1
• PENETRATION - BLOW COUNT*
5 10 20 30 40 60 80 100
BORING NO.: B-13
DATE DRILLED: 5/7/07 TEST
DMLT,,NG CONTRACTOR: Soil Drilling Services BORING GEOSCIENC-E
JOB NO.: cx07.0058.EV RECORD GROUP INC`.
PROJECT: RIDGE ROAD SITE
DEPTH, FT. DESCRIPTION Elev. Blow • PENETRATION - BLOW COUNT'
0.0 787.0- Count 5 10 20 30 40 60 80 100
0.4 To soil And Roots I-?
2,
6
12.1
17.1
20.(

Firm Reddish-Brown And Brown Medium
To Fine Sandy Very Silty CLAY
(Moderately Plastic) With Fine Roots -

24.5%
9
5 Residual 784.5
Stiff Brown, Tan And Grey Medium To Fine
Sandy SILT With Clay Seams

I
781.0 19.3% 11 10
Very Stiff Brown And Grey Slightly
Micaceous Fine Very Sandy SILT
18
27
l 775.0
Very Stiff Brown And Grey Medium To Fine
Very Sandy SILT With Weathered Rock
Fragments And Clay Seams
20
770.0
Firm Brown And Grey Very Silty Medium
To Fine SAND With Clay Seams

--------------------- 767.0 12
Boring Terminated

=I
8.6'
15.0'
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 -1 HR.
*PENETRATION IS THE NUMBER OF BLOWS OF A 140 LB. (63.5kg) -4 LOSS OF DRILLING WATER CAVE-IN DEPTH
HAMMER FALLING 30 IN. (76.2cm) REQUIRED TO DRIVE A 1.4 IN. wog WEIGHT OF HAMMER
3.6cm I.D. SAMPLER I FT. 30.5cm PAGE 1 Of 1
BORING NO.: B-14 TEST
DATE DRILLED: 5/7/07
DRLLLINGCONTRACTOR: Soil Drilling Sei-vices BORING GEOSCIENCE
JOB No.: cx07.0058.EV RECORD ` GROUP`INC.
PROJECT: RIDGE ROAD SITE
DEPTH, FT
0.0
0.
2.
6.1
12.(
DESCRIPTION Elev.
7RF n4
To soil And Roots 794
6
Stiff Reddish-Brown Slightly Micaceous
Fine Sandy Very Clayey SILT With Fine
Roots - Residual .

30.2%
14
i 782.5
Stiff Reddish-Brown, Brown And Grey
Medium To Fine Sandy Clayey SILT

779.0 28.0% 14
Dense To Very Dense Brown, Grey And
Black Slightly Micaceous Silty Coarse To
Fine SAND
37
54

773.0 i
Auger Refusal 50/0.0

i

4
15.6'
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) t 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'HAMR PAGE 1 of 1
3.6cm I.D. SAMPLER 1 FT. 30.5cm
Blow • PENETRATION - BLOW COUNT*
Count 5 10 20 30 40 60 80 100
BORING NO.: B-15
DATE DRILLED: 5/9/07 TEST
DRILLING CONTRACTOR: Soil Drilling Services BORING GEOSCIENCE
JOB NO.: CH07.0058.EV RECORD GROUP INC.
PROJECT: RIDGE ROAD SITE
DEPTH, FT
0.0
0.
2.;
6.1
8.(
12.(
17.(
20.(
DESCRIPTION Elev.
7RF n4
To soil And Roots 784 6

Firm Reddish-Brown And Brown Medium
To Fine Sandy Very Silty CLAY
(Moderately Plastic) With Fine Roots -
17.0% 7
i Residual 782.5
Firm Reddish-Brown And Tan Fine Sandy
Clayey SILT
Note: Sample Moist

41.0% 8
779.0
Firm Brown And Tan Clayey Fine Sandy
SILT
Note: Sample Moist I 6
777.0
Firm Brown, Tan, Grey And Black Medium
To Fine Sandy SILT
Note: Sample Moist 5 4 1
773.0
Very Firm Brown, Grey And White Silty
Coarse To Fine SAND
Note: Sample Moist
27
768.0
Partially Weathered Rock When Sampled
Becomes Brown, Grey And White Silty
Coarse To Fine SAND

_ - _
------------------
765.0
50/0.5
Boring Terminated

4
16.2'
BORING AND SAMPLING MEETS ASTM D-1586 PRESSUR.EMIETER 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) -4 LOSS OF DRILLING WATER (CAVE-IN DEPTH
HAMMER FALLING 30 IN. (76.2cm) REQUIRED TO DRIVE A 1.4 IN. woH WEIGHT OF HAI IMER
3.6cm I.D. SAMPLER I FT. 30.5cm PAGE 1 Of 1
Blow • PENETRATION - BLOW COUNT*
Count 5 10 20 30 40 60 80 100
BORING NO.: B-16 TEST
DATE DRILLED: 5/7/07
DRILLING CONTRACTOR: Soil Drilling Services BORING GEOSCIENCE
JOB No.: cx07.0058.EV RECORD GROUP .INC..
PROJECT: RIDGE ROAD SITE
DEPTH, FT
0.0
0.
2.
5.'
8.f
12.(
20.(
DESCRIPTION Elev.
777 n4-
4 To soil And Roots 776 f;
Soft Brown And Grey Fine Sandy Very
Silty CLAY With Trace Roots - Alluvial

26.2°io
3
i 774.5
Firm Tan And Grey Fine Sandy Silty CLAY
Alluvial

i
771.5 5
Firm Brown, Tan, Grey And Black Coarse
To Fine Sandy Very Clayey SILT -
Residual
I

769.0
7
Firm Brown, Tan, Grey And Black Very
Silty Coarse To Fine SAND With Clay
Seams And Weathered Rock Fragments

13
1 765.0
Partially Weathered Rock When Sampled
Becomes Brown, Tan And Grey Silty
Coarse To Fine SAND With Weathered
Rock Fragments
50/0.2

----------- 757.0 50/0.3
Boring Terminated

0.6'
8.6'
43.6cm) I.D. SAMPLER I FT. (30.5cm) Blow • PENETRATION - BLOW COUNT*
BORING AND SAMPLING MEETS ASTM D-1586 00 PRESSUREMETER TEST = WATER TABLE - 24 HR.
CORE DRILLING MEETS ASTM D-2113 1301% ROCK CORE RECOVERS' WATER TABLE -1 HR.
*PENETRATION IS THE NUMBER OF BLOWS OF A 140 LB.;(63.5kg) -4 LOSS OF DRILLING WATER OE 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
Count 5 10 20 30 40 60 80 100
BORING NO.: B-17
DATE DRILLED: 5/7/07 TEST
DRILLING CONTRACTOR: Soil DrillinL Services BORING GEOSCIEN.CE
JOB NO.: CH07.0058EV RECORD GROUP INC. .
PROJECT: RIDGE ROAD SITE
DEPTH, FT
0.0
0.
2.
5
8.
12.1
17.(
20.(
DESCRIPTION Elev. Blow • PENETRATION - BLOW COUNT*
.,.......
77o n-4-
7 Topsoil And Roots 778.3
Firm Brown And Grey Coarse To Fine
Sandy Very Silty CLAY (Moderately
Plastic) With Fine Roots - Residual
14.4%
6
5 776.5
Stiff Brown, Tan And Grey Medium To Fine
Sandy Silty CLAY (Highly Plastic) With
Fine Roots

5
773.5 11
Stiff Brown, Tan And Grey Medium To Fine
Sandy Very Silty CLAY (Moderately
Plastic)

71.0

13
Partially Weathered Rock When Sampled
Becomes Brown, Grey And White Silty
Coarse To Fine SAND

I

50/0.5
767.0
Very Dense Brown And Grey Slightly
Micaceous Silty Coarse To Fine SAND
51
762.0
Partially Weathered Rock When Sampled
Becomes Brown And Grey Slightly
Micaceous Silty Coarse To Fine SAND

_------
--------------

759.0

50/0.5

41
Boring Terminated
i

11.6'
® 19.0'
BORING AND SAMPLING MEETS ASTM D-1586 00 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 ON 1 CAVE-1N DEPTH
HAMMER FALLING 30 IN. (76.2cm) REQUIRED TO DRIVE A 1.4 IN. WOH WEIGHT OF HAMMER
13.6cm1 I.D. SAMPLER I FT. (30.5cm)
PAGE ' 1 Of 1
BORING NO.: B-18
DATE DRILLED: 5/7/07 TEST 76- DRILLING CONTRACTOR . Soil riling Services BORING GEOSCIENCE
JOB NO.: CH07.0058.Ev RECORD GROUP INC..
PROJECT: RIDGE ROAD SITE
DEPTH, FT
0.0
0.4
2.:
6.C
8.C
12.C
17.C
20.0
DESCRIPTION Bev. Blow • PENETRATION - BLOW COUNT*
777 n+ (`mint r. 1n '>n Qn nn Rn A0 Inn
To soil And Roots
Soft Reddish-Brown And Brown Fine
Sandy Very Silty CLAY (Moderately

Plastic) With Fine Roots - Residual

8.8%

4
774.5
Loose Brown, Tan And Grey Slightly
Micaceous Very Silty Coarse To Fine
SAND With Clay Seams

771.0 6

Firm Brown, Tan And Grey Slightly
Micaceous Silty Coarse To Fine SAND

69.0

20 _
Partially Weathered Rock When Sampled
Becomes Brown, Tan And Grey Slightly
Micaceous Silty Coarse To Fine SAND

50/0.5
765.0
Dense Brown, Tan And Grey Slightly
Micaceous Silty Coarse To Fine SAND
46
760.0
Partially Weathered Rock When Sampled
Becomes Brown, Grey And White Slightly
Micaceous Silty Coarse To Fine SAND
757.0
50/0.5
40
Boring Terminated

i

1.6'
11.0'
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 -1' HR.
*PENETRATION IS THE NUMBER OF BLOWS OF A 140 LB. (63.5kg) -4 LOSS OF DRILLING WATER CAVE-IN DEPTH
HAMMER FALLING 30 IN. (76.2cm) REQUIRED TO DRIVE A 1.4 IN. WOH WEIGHT OF HAMMER
(3.6cm) I.D. SAMPI TR 1 Fr_ r3n_4rml PAGE 1 of 1
BORING NO.: 113-19 TEST
DATE DRILLED: 5/9/07
DRILLING CONTRACTOR: Soil Drilling Services BORING GEOSCIENCE
JOB NO.: CH07;0058.EV
PROJECT: RIDGE ROAD SITE RECORD GROUP INC.
DEPTH, FT
0.0
0.
3.
5.;
11.(
13.(
DESCRIPTION Elev.
77A n+
2" Crushed Stone
Stiff Brown And Grey Coarse To Fine
Sandy Very Silty CLAY With Rock
Fragments - Fill
10
775.0
Stiff Brown, Tan And Grey Clayey Medium
To Fine Sandy SILT - Residual

>
772.5 14
Stiff Brown, Tan And Grey Clayey Medium
To Fine Sandy SILT
Note: Samples Moist
14
18
767.0
Partially Weathered Rock - No Sample
Recovery
765.0
Auger Refusal
No Groundwater Encountered 50/0.0

2
BORING AND SAMPLING MEETS ASTM D-1586 PRESSUREMETER TEST T WATER TABLE- 24 HR.
CORE:DRILLING MEETS ASTM D-2113 15pJ%4 ROCK CORE RECOVERY WATER TABLE -1 HR.
*PENETRATION IS THE NUMBER OE'BLOWS OF A 140 LB. (63.5kg) -4 LOSS OF'DRILLING' WATER 0 1;CAVE-IN DEPTH
HAMMER FALLING 30 IN. (716.2cm) REQUIRED TO DRIVE A 1.4 IN. WOH WEIGHT OF HAMMER PAGE 1 of 1 J
?,-I3.6cm) I.D. SAMPLER 'I FT. (30.5cm)
Blow • PENETRATION - BLOW COUNT"
Count 5 10 20 30 40 60 80 100
BORING NO.: B-20
DATE DRfLLED: 5/9/07 TEST
DRILLING CONTRACTOR: Soil Drilling Services BORING GEOSCIENCE
JOB NO.: CH07.0058.Ev RECORD GROUP INC.
PROJECT: RIDGE ROAD SITE
DEPTH, FT. DESCRIPTION Elev. Blow • PENETRATION - BLOW COUNT*
0.0 778.0'x- Count 5 10 20 30 40 60 80 100
0. f
2
6.
8.(
12.
20.(
2 3" Crushed Stone T /116
Loose Brown And Grey Clayey Very Silty
Coarse To Fine SAND With Rock 8
Fragments - Fill
5 775.5
Firm Brown And Grey Medium To Fine
Sandy Very Clayey SILT - Fill
Note: Sample Moist
7
772.0
Soft Grey Fine Sandy Very Silty CLAY -
Alluvial 4
Note: Sample Moist
? 770.0
Soft Grey Medium To Fine Sandy Silty
CLAY With Trace Organics - Alluvial
Note: Sample Very Moist 4
i 766.0

Very Stiff Brown, Tan And Grey Coarse To _
Fine Sandy Very Silty CLAY (Moderately
Plastic) - Residual
Note: Samples Moist
17

----------
-----------
758.0
23
•
Boring Terminated
No Groundwater Encountered

15.5'
BORING AND -SAMPLING MEETS ASTM D-1586 PRESSUREMETER'.TEST = WATER TABLE - 24 M
CORE DRILLING MEETSAST3v1 D-2113 I50I% ROCK CORE RECOVERY WATER TABLE -1 NR.
*PENETRATION IS THE NUMBER OF BLOWS OF A x140 LB. (63.5kg) -4 LOSS OF DRILLING WATER CAVE-IN DEPTH
HAMMER FALLING 30 IN.,(76.2cm) REQUIRED TO DRIVE A 1.4 IN. WOH WEIGHT OF HAMMER
(3.6cm) I.D. SAMPLER 1 FT. (30'5cm)
_ PAGE 1 Of 1
BORING NO.: B-21
DATE DRILLED: 7/4/07 TEST
DRILLING CONTRACTOR: Soil Drilling Services BORING G'EOSCIENCE.
JOB No.: cx07.0058.EV RECORD GROUP INC.
PROTECT: RIDGE ROAD SITE
DEPTH, FT. DESCRIPTION Elev. Blow • PENETRATION - BLOW COUNT*
0.0 780.0+ Count 5 10 20 30 40 60 80 100
0.
2.
6.0
12.C
17.C
20.0
-Topsoil And Roots 7 79 5
Loose Brown And Grey Very Silty Medium
To Fine SAND With Clay Seams -
Residual
8
777.5
Firm Brown, Grey And White Coarse To
Fine Sandy Very Silty CLAY (Moderately
Plastic)
Note: Sample Moist
774.0 7
Soft Brown, Grey And White Slightly
Micaceous Medium To Fine Sandy SILT
Note: Samples Moist
4
40
1
4 40
768.0
Very Dense Brown And Grey Slightly
Micaceous Very Silty Medium To Fine
SAND
62
763.0
Firm Brown, Tan, Grey And White Slightly
Micaceous Very Silty Coarse To Fine
SAND

_ - _
------------------

760.0

15

4

0
Boring Terminated

5
5
14.8'
BORING AND SAMPLING MEETS ASTM D-1586 PRESSUREMETERrTEST WATER TABLE - 24 HR.
CORE DRILLING MEETS ASTM D-2113 ISOI°/ ROCK CORE RECOti ER)' WATER TABLE< 1 HR.
*PENETRATION IS THE NUMBER OF BLOWS OF A 140 LB. (63.5kg) -4 LOSS OF DRILLING WATER O CAVE-1N DEPTH
HAMMER FALLING 30 IN. (76.2cm) REQUIRED TO DRIVE A`1.4 IN. WOH WEIGHT OF HAMMER
(3.6cm) I.D. SAMPLER I FT. (30.5cm)
PAGE 1 Of 1
/,BORING NO.: B-22
DATE DRILLED: 7/2/07 TEST
DRILLING CONTRACTOR: - Soil Drilling Services BORING GEOSCIENCE
JOB NO.: CH07 0058.EV RECORD' GROUP INC.
PROJECT: RIDGE ROAD SITE
DEPTH, Fl
0.0
0.
2.:
6.C
17.0
20.0
DESCRIPTION Elev. Blow • PENETRATION - BLOW COUNT*
785_n+ Cnt int r 1n on In nn an on inn
T
il A
d R
t
o so
n
oo
s
Stiff Brown, Tan And Grey Medium To Fine
Sandy Very Silty CLAY (Moderately
Plastic) With Fine Roots - Residual 784.7

9
782.5
Firm Brown, Tan And Grey Medium To
Fine Sandy SILT
Note: Sample Moist

779.0 7
Soft Brown, Tan And Grey Medium To Fine
Sandy SILT
Note: Samples Very Moist
4
3

4
768.0
Stiff Brown, Tan And Grey Slightly
Micaceous Medium To Fine Very Sandy
SILT
---------------------
765.0
13
Boring Terminated
i
i
T

3
I
15.4'
BORING AND°SAMPLING MEETS ASTM D-1586 00 PRESSUREMETER TEST = WATER TABLE 24 HR.
CORE -DRILLING MEETS ASTM D-2113 150? /. ROCK CORE RECOVERY WATER TABLE - 1 HR.
-PENETRATION IS THE NCIMBER OF BLOWS OF A 140 LB. (63.5kg) 4 LOSS OF DRILLING WATER ON I CAVE-IN DEPTH
HAMMER FALLING 30 IN. (76.2cm) REQUIRED TO DRIVE A 1.4 IN. ` wOH IVEIGHT OF HAMNIER
3.6cm I.D. SAMPLER I FT. 30.Scm PAGE 1 Of 1
BORING NO B-23
DATE DRILLED: 7/2/07 TEST
DRILLING CONTRACTOR: Soil Drillinb Services BORING GEOSCIENCE
JOB NO.: CH07.0058.EV RECORD GROUP INC.
PROJECT RIDGE ROAD SITE
DEPTH, FT
0.0
0.
2.
6.
8.1
12.1
17.(
20.(
DESCRIPTION Elev.
792.0+
4 To soil And Roots
Stiff Reddish-Brown Fine Sandy Very
Clayey SILT - Residual 10
31.4%
789.5
Stiff Reddish-Brown, Brown And Tan
Slightly Micaceous Medium To Fine Sandy
Clayey SILT
Note: Sample Moist 13
38.6°/n
1 786.0
Soft Reddish-Brown, Brown And Tan
Medium To Fine Sandy SILT 4 40
Note: Sample Very Moist 53.1 i°
? 784.0
Firm Reddish-Brown, Brown, Tan And
Black Slightly Micaceous Medium To Fine
Sandy SILT
5
4
0
Note: Sample Very Moist 52.6%
1 780.0
Soft Brown, Tan And Black Slightly
Micaceous Medium To Fine Sandy SILT
4 4 0
775.0
No Sample Recovery
--------------------- 772.0 2
Boring Terminated

15.5'
BORING AND SAMPLING MEETS ASTM.D-1586 PRESSURENIETER TEST = WATER TABLE- 24 HR.
CORE DRILLING MEETS ASTM D-2113 1501% ROCK CORE RECOVER' - - WATER TABLE - l HR
*PENETRATION IS THE NUMBER OF BLOWS OF A 140 LB.'(63.5kg) 4 LOSS OF DRILLING WATER I CAVE-LN DEPTH
HAMMER FALLING 30 IN. (76.2cm) REQUIRED TO DRIVE A 1.4 IN. WO H WEIGHT OF HAMMER ,(3.6cm) I.D. SAMPLER I FT. (30.5cm) PAGE 1 Of 1
Blow 9 PENETRATION BLOW COUNT*
Count 5 10 20 30 40 60 80 100
rBORING NO.: B-24
DATE DRILLED: 7/4/07 TEST
DRILLING CONTRACTOR: Soil Drilling Services BORING GEOSCIENCE
JOB NO.: cx07.0058.EV RECORD GROUP INC.
,PROJECT: RIDGE ROAD SITE
DEPTH, Fl
0.0
0.5
2.
6
8.
12.1
20.(
DESCRIPTION Elev.
inn r)_1_
5 To soil And Roots
Stiff Reddish-Brown Fine Sandy Very
Clayey SILT - Residual 11
30.0%
?
787.5
Very Stiff Brown, Tan And Grey Clayey
Coarse To Fine Sandy SILT With Clay
Seams And Quartz Fragments
22.0% 22
784.0
Loose Brown, Grey And Black Very Silty
Coarse To Fine SAND With Weathered 10
Rock Fragments 16.2%
782.0
Loose Brown, Tan And Grey Very Silty
Coarse To Fine SAND
Note: Sample Moist 8
I 778.0
Firm Brown, Grey And White Very Silty
Coarse To Fine SAND
11

--------------------- .770.0
19
Boring Terminated

i

16.0'
BORING AND SAMPLING MEETS ASTM D-1586 PRESSUREMETER TEST = WATER TABLE - 24 HR.
CORE DRILLING MEETS ASTM D-2113 1501%o ROCK CORE RECOVERY -_= WATER TABLE - I :HR.
*PENETRATION IS THE NUMBER.OF BLOWS OF A 140 LB. (63.5kg) -4 LOSS OF DRILLING WATER 0 1' CAVE-IN DEPTH
HAMMER FALLING 30 IN. (76.2cm) REQUIRED TO DRIVE A 1.4 IN. WOH WEIGHT OF HAMMER
3.6cm I.D. SAMPLER I FT. 30.5cm PAGE 1 Of 1
Blow • PENETRATION - BLOW COUNT*
Count 5 10 20 30 40 60 BO 100
BORING NO.: B-25
DATE DRILLED: 7/2/07
DRILLING CONTRACTOR: Soil Drilling Services
JOB NO.: CH07.0058.EV
PROJECT: RIDGE ROAD SITE
DEPTH, FT. DESCRIPTION Elev.
0.0 ' 781.0±
0.3
Topsoil And Roots 7887
2.:
6.(
8.C
12.C
17.0
20.0
BORING GEOSCIENCE
RECORD GROUP INC.
Blow • PENETRATION - BLOW COUNT*
TEST

Firm Brown And Grey Fine Sandy Silty
CLAY (Highly Plastic) - Residual

2s.o?% o
7
778.5
Very Firm Brown, Tan And Grey Very Silty
Medium To Fine SAND

775.0 23
Loose Brown, Grey And Black Clayey Very
Silty Coarse To Fine SAND With Clay
Seams
Note: Sample Very Moist

73.0
8
Firm Brown, Grey And White Slightly
Micaceous Silty Coarse To Fine SAND

13
--
769.0
Very Dense Brown, Grey And White
Slightly' Micaceous Silty Coarse To Fine
SAND With Weathered Rock Fragments
68
764.0
Partially Weathered Rock When Sampled
Becomes Brown, Grey And White Slightly
Micaceous Silty Coarse To Fine SAND
761.0
50/0.4
Boring Terminated
i

8.5'
BORING AND SAMPLING MEETS ASTM D-1586 PR.ESSUREMETER TEST WATER"TABLE - 24 HR,
CORE DRIl LING MEETS ASTM D 2713 1501% ROCK CORE RECOVERY" WATER TABLE -1 HR.
*PENETRATION IS THE NU YIBER OF BLOWS OF A 140 LB. (63.5kg) 1 LOSS OF DRILLING WATER" 1 CAVE-IN DEPTH
HAMMER FALLING 30 IN. (76.2cm) REQUIRED TO DRIVE A 1A IN. wOH WEIGHT OF HAAZMER
,(3.6cm) I.D. SAMPLER 1 FT. (30.5cm) PAGE 1 of 1
BORING NO.: B-26
DATE DRILLED: 7/4/07
DRILLING CONTRACTOR: Soil Drilling Services
JOB NO.: CH07.0058.EV
PROJECT: RIDGE ROAD SITE
DEPTH, FT
0.0
0.5
2
6.
8.1
12.(
17.C
20.0
DESCRIPTION Elev.
709 n--
TEST
BORING GEOSCIENCE`
RECORD GROUP INC.
Blow • PENETRATION - BLOW COUNT*
..
-
Tops
oil And Roots --
7905 - cv uv .ru ou ou i u u
Stiff Reddish-Brown And Brown Fine
Sandy Clayey SILT With Fine Roots And

Quartz Fragments - Residual
5
13.9% 12
788.5
Very Stiff Reddish-Brown, Brown And Tan
Medium To Fine Sandy Clayey SILT
24.9% 19
I _ 785.0
Stiff Reddish-Brown, Brown, Grey And
Black Clayey Medium To Fine Sandy SILT

Note: Sample Moist
38.3% 15
783.0
Stiff Reddish-Brown, Brown, Tan And Grey
Medium To Fine Sandy SILT With Clay
Seams
Note: Sample Moist 11
779.0
Soft Olive-Brown And Brown Clayey Fire
Sandy SILT
Note: Sample Very Moist
4
774.0
Stiff Brown And Grey Fine Sandy SILT
Note: Sample Moist
--------------- 771.0 1 10
Boring Terminated
No Groundwater Encountered

BORINGAND SAMPLING MEETS ASTM D-1586 PRESSUREMETER TEST WATER TABLE - 24 HE
CORE'DRILING MEETS ASTMD-2113 I501-/u RUCK CORE RECOVERY WATER TABLE -1 HR.
*PENETRATION IS THE NUMBER OF BLOWS OF A 140:LB. (63:5kg) A LOSS.OF DRILLING WATER 'W I CAVE-IN DEPTH
HAIVIMERFALLING 30 IN. (76.2cm) REQUIRED TO DRIVE A 1.4 IN.
.(3.6cm) I.D. SAMPLER 1 Yr. (30 Scm)
wox WEIGAT OFHAMnIER PAGE 1 of 1
BORING NO.: B-27
DATE DRILLED: 7/4/07
DRILLING CONTRACTOR: Soil Drilling Services
JOB NO.: CH07.0058.EV
PROJECT: RIDGE ROAD SITE
DEPTH, FT. DESCRIPTION Elev.
0.0 795.0+
0.
2.
6.
8
12.1
17.1
20.(
3 To soil And Roots
7947
Firm Reddish-Brown And Brown Medium
To Fine Sandy Very Clayey SILT With Fine 7
Roots -Residual
' 19.6%
5 792.5
Firm Reddish-Brown And Brown Fine
Sandy Very Clayey SILT
30.8%0 7
789.0
Stiff Reddish-Brown, Brown, Tan And
Black Slightly Micaceous Clayey Fine 9
Sandy SILT 40.1%
Note: Sample Very Moist 787.0
Firm Brown, Tan And Black Clayey Fine
Sandy SILT
Note: Sample Moist 6
38.0%
783.0
Firm Brown And Grey Clayey Fine Sandy
SILT
Note: Sample Moist
6
778.0
Loose Brown, Grey And White Slightly
Micaceous Very Silty Coarse To Fine
SAND
Note: Sample Moist
--------------------- 775.0 9
Boring Terminated
No Groundwater Encountered

BORING AND SAMPLING MEETS ASTAI D-1586 PRESSUREMETER VEST = WATER TABLE -24 HR.
CORE DRILLINGMEETS ASTM D 2113 J 5uI ROCK CORE RECOVERY WATER.TABL:E - 1 HR.
*PENETRATION IS THE NUNIBEROF,BLOWS OF A 140 LB ;(63.51cg) -4 LOSS OF DRILLINGWATER OMI CAVE-IN DEPTH
HAMMER FALLING 30 IN. (76.2cm) REQUIRED TO DRIVE A 1.4 IN. WOH WEIGHT OF HAAIMER
3.6cm I.D. SAMPLER I FT. 30.5cm PAGE 1 .Of 1
TEST
BORING GEOSCIENCE
RECORD GROUP INC.
Blow • PENETRATION - BLOW COUNT*
Count 5 10 40 100
20 30 60 80
BORING NQ.: B-28
DATE DRILLED: 7/2/07
DRILLING CONTRACTOR: Soil Drilling Services
10BNO.: CH07.0058.EV
PROJECT: ' RIDGE ROAD SITE
DEPTH, FT. DESCRIPTION Elev.
0.0 790 0+
0.4 Topsoil And Roots 7996
2
6
8.
17.1
20.(
TEST
BORING GEOSCIENCE
RECORD GROUP INC.
Blow • PENETRATION - BLOW COUNT*
Count 5
- 10 20 )0 40 60 80 1
--------------
-Stiff Brown, Tan And Grey Medium To Fine
Sandy Very Clayey SILT With Fine Roots - 13
Residual 11.8%
5 787.5
Hard Brown, Tan And White Slightly
'Micaceous Medium To Fine Very Sandy
SILT
17.9% 39 4 11
0 784.0
Partially Weathered Rock When Sampled
Becomes Brown And Grey Slightly 50/0
5
Micaceous Silty Coarse To Fine SAND .
? 782.0
Very Dense Brown, Grey And White
Slightly Micaceous Silty Coarse To Fine
SAND 56
Note: Samples Moist

67
773.0
Partially Weathered Rock When Sampled
Becomes Brown And Grey Slightly
Micaceous Silty Coarse To Fine SAND
r

---------------------
770.0
50/0.4
Boring Terminated
No Groundwater Encountered

i

00
BORING AND SAMPLING MEETS ASTM D-1586 PRESSUREM ETER TEST = WATER TABLE - 24 HR.
CORE DRILLING MEETS D-2113
koj% ROCK,CORE RECOVER`,' WATER TABLE -1 HR.
*PENETRATION IsS TILE NUMBER OF BLOWS, OF A 140 LB. (63.5kg) 1 LOSS?OF DRILLING WATER, O I CAVE-IN DEPTH
HAMMER FALLING 30 IN. (76.2cm) REQUIRED TO DRIVE A 1.4 IN. WOH WEIGHT OF HAMMER
.(3.6cm)I.D. SAMPLER 1 FT (30 5cm PAGE 7 of 1
BORING NO.: B-29
DATE DRILLED: _ 7/4/07
DRILLING CONTRACTOR: Soil Drilling Services
JOB NO.: CH07.0058.EV
PROJECT: RIDGE ROAD SITE
DEPTH, FT. DESCRIPTION Elev.
0.0 781.0±
0.
2
6
8
10
soil And R
3 To
t
p
oo
s 7807
Stiff Reddish-Brown And"Brown ; Fine
Sandy Very Silty CLAY With Fine Roots
(Moderately Plastic) - Residual
9
5 778.5
Very Firm Brown, Tan And Grey Very Silty
Medium To Fine SAND

J
775.0 21
Firm Brown, Tan And Grey Very Silty
Medium To Fine SAND With Clay Seams
Note: Sample Moist
1

73.0
20
Partially Weathered Rock When Sampled
Becomes Brown, Tan And Grey Very Silty
Coarse To Fine SAND With Clay Seams

50/0.3
5 770.5

Auger Refusal
No Groundwater Encountered 50!0.0

BORING AND SAMPLWG 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 N UMBER Off' BLOWS OF A,140 LB. (63.5kg) rLOSS OF DRILLING WATER -? 'CAVE-IN DEPTH
HAMMER FALLING 30 IN. (76.2cm) REQUIRED TO DRIVE A 1.41N• WOH WEIGHT OF HAN MER
3.6cm `I.D. SAMPLER `1 FT. 30.5cm PAGE 1 Of 1
TEST
BORING GEOSCIENCE
RECORD GROUP INC.
Blow • 'PENETRATION - BLOW COUNT*
Count 5 10 20 30 40 60 80 100
BORING NO. B-30
DATE DRILLED: 7/4/07 TEST
DRILLING CONTRACTOR: Soil Drilling Services BORING GEOSCIENCE
JOB NO.: Cx07.0058.EV RECORD GROUP INC.
PROJECT: RIDGE ROAD SITE
DEPTH, FT. DESCRIPTION Elev. Blow • PENETRATION - BLOW COUNT"
0.0 786.0+ Count 5 10 20 30 40 60 80 100
0.4 To soil And Roots
2.;
6.!
8.(
17.C
20.0

Soft Brown And Grey Medium To Fine
Sandy Very Silty CLAY (Moderately 4
Plastic) With Fine Roots - Residual 16.7%
i 783.5
Dense Brown, Tan, Grey And White Very
Silty Coarse To Fine SAND
13.2% 37
? 780.0
Very Firm Brown, Grey, Black And White
Slightly Micaceous Very Silty Coarse To 22
Fine SAND 11.0%
778.0
Very Firm Brown, Grey And White Slightly
Micaceous Silty Coarse To Fine SAND
9.9% 29

I
24
769.0
Partially Weathered Rock When Sampled
Becomes Brown And Grey Slightly
Micaceous Silty Coarse To Fine SAND
_ _ _ _ 766.0 5010.5
Boring Terminated
No Groundwater Encountered

I
I
BORING AND:SAMPLING MEETS ASTM D-1586 - TRESSUREAIETER TEST = WATER TABLE - 24 HR.
CORE DRILLING MEETS AST1iI D-2313 1501%? ROCK CORE RECOVERY ? WATER TABLE- I HR.
* PENETRATION IS THE NUMBER OF BLOWS OF A 140 LB. (63.5kg) -4 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 HAMMIER
,0.6cm1`I.D. SAMPLER 'I FT. (30.5cm) ` PAGE 1 Of 1
TEST PIT SUMMARY TABLE
RIDGE ROAD SITE .
CHARLOTTE, NORTH CAROLINA
GEOSCIENCE PROJECT NO. CH07.0058.EV
TABLE 1 OF 5
Test Pit Designation Depth (ft.) And Description Moisture Content
TP-1 0.0-0.7 Topsoil And Roots
772' 0.7-4.0 RESIDUAL - Brown And Grey Medium To Fine
Sandy Very Silty CLAY (Moderately Plastic) @3.0' - 22.0%
4.0-7.0 RESIDUAL-`Brown, Tan And Grey Medium To Fine @5.5' - 24.7%
Sandy SILT With Clay Seams
7.0-10.0 RESIDUAL - Brown, Tan And Grey Slightly @8.5'- 29.7%
Micaceous Very Silty Coarse To Fine SAND (Very
Moist)
10.0-17.0 ` RESIDUAL - Brown, Tan And Grey Slightly
Micaceous Very Silty Coarse To Fine SAND (Very @ 13.5' - 24.6%
Moist)
17.0 Test Pit Terminated - Hole Caved At 10.0 Feet Below
Ground Surface
TP-2 0.0-0.5 Topsoil And Roots
768' 0.5-2.5 RESIDUAL - Brown And Grey Fine Sandy Silty
CLAY (Highly Plastic/Moist) With Fine Roots
2.5-14.0 RESIDUAL-Brown, Tan And Grey Very Silty
Coarse To Fine SAND With Weathered Rock
Fragments (Moist)
14.0-18.0 RESIDUAL - Brown, Tan And Grey Silty Coarse To
Fine SAND With Large Weathered Rock Fragments
(Very Moist)
18.0 Test Pit Terminated - Hole Caved At 12.0 Feet Below
Ground Surface
TP-3 0.0-0.5 Topsoil And Roots
777' 0.5-2.0 RESIDUAL - Brown, Tan And Grey Medium To Fine
Sandy Very Silty CLAY (Moderately Plastic/Moist)
With Fine Roots
2.0-8.0 RESIDUAL - Brown, Tan, Grey And White Medium
To Fine Sandy SILT
8.0-12.0 RESIDUAL - Brown, Tan, Grey And White Slightly
Micaceous Fine Sandy SILT (Moist)
12.0-19.0 RESIDUAL - Brown, Tan, Grey And White Slightly
Micaceous Fine Sandy SILT (Very Moist)
19.0 Test Pit Terminated - Hole Caved At 10.0 Feet Below
Ground Surface
TP-4 0.0-0.5 Topsoil And Roots
782' 0.5-2.5 RESIDUAL - Reddish-Brown, Brown And Tan
Medium To Fine Sandy Very Clayey SILT
2.5-7.0 RESIDUAL - Reddish-Brown, Brown And Tan
Medium To Fine Sandy Clayey SILT (Moist) @5.5' - 37.9%
7.0-10.0 RESIDUAL - Reddish-Brown, Brown And Tan
Medium To Fine Sandy Clayey SILT (Moist)
10.0-15.0 RESIDUAL - Reddish-Brown, Brown, Tan And Grey @ 11.5' - 39.0%
Clayey Fine Sandy SILT (Very Moist)
15.0-19.0 RESIDUAL - Brown, Tan, Grey And White Fine @ 17.5' - 40.8%
Sandy SILT (Very Moist)
19.0 Test Pit Terminated - Hole Caved At 15.0 Feet Below
Ground Surface
TEST PIT SUMMARY TABLE
RIDGE ROAD SITE
CHARLOTTE, NORTH CAROLINA
GEOSCIENCE PROJECT NO. CH07.0058.EV
TABLE 2 OF 5
1 Test Pit Designation Depth (ft.) And Description Moisture Content
TP-5 0.0-0.5 Topsoil And Roots
771' 0.5-3.0 RESIDUAL -`Reddish-Brown And Brown Medium
To Fine Sandy Very Clayey SILT @2.0' - 33.2%
3.0-6.0 RESIDUAL - Reddish-Brown And Brown Slightly @4.5' - 33.2%
Micaceous Medium To Fine Sandy Clayey SILT
6.0-8.0 RESIDUAL -Reddish-Brown, Brown, Tan And Grey @7.0' - 27.4%
Clayey Coarse To Fine Sandy SILT
8.0-12.0 WEATHERED ROCK - Brown And Grey Silty @10'- 14.0%
Coarse To Fine SAND With Weathered Rock
Fragments
12.0 TEST PIT REFUSAL - Groundwater Encountered At
9.0 Feet Below Ground Surface
NOTE: Difficult To Very Difficult Excavation
From 8.0 To 12.0 Feet
TP-6 0.0-0.7 Topsoil And Roots
787' 0.7-3.5 RESIDUAL - Brown, Tan And Grey Fine Sandy Silty @ 1.5' - 14.3%
CLAY (Highly Plastic/Moist) With Fine Roots @2.5' - 35.2%
3.5-4.5 RESIDUAL - Tan And Grey Medium To Fine Sandy
Clayey SILT @4.0' - 30.4%
4.5-6.5 RESIDUAL - Tan And Grey Silty Coarse To Fine @5.5' - 22.8%
SAND With Weathered Rock Fragments (Moist)
6.5-11.0 RESIDUAL - Brown, Tan And Grey Very Silty
Medium To Fine SAND (Moist) @10.0' - 28.0%
11.0-19.0 RESIDUAL -Brown, Tan And Grey Slightly
Micaceous Medium To Fine Sandy SILT (Very Moist) @ 16.5' - 37.4%
19.0 Test Pit Terminated - Hole Caved At 15.0 Feet Below
Ground Surface
TP-7 0
0
0
7
.
-
. Topsoil And Roots
784' 0.7-3.0 RESIDUAL - Brown, Tan And Grey Fine Sandy Silty @ 1.5' - 7.7%
CLAY (Highly Plastic/Moist) @2.5' - 26
1%
3.0-5.0 RESIDUAL - Brown, Tan And Grey Slightly .
Micaceous Coarse To Fine Sandy SILT With Clay @4.0' - 23.2%
Seams
5.0-8.0 RESIDUAL - Brown, Tan And Grey Slightly @6.5' - 20.2%
Micaceous Very Silty Coarse To Fine SAND (Moist)
8.0-12.0 WEATHERED ROCK - Brown, Tan And Grey
Slightly Micaceous Silty Coarse To Fine SAND With @10.0'- 12.8%
Weathered Rock Fragments
12.0 TEST PIT REFUSAL - Groundwater Encountered At
11.0 Feet Below Ground Surface
NOTE: Difficult To Very Difficult Excavation
From 9.0 To 12.0 Feet
TP-8 0
0
0
4
.
-
. Topsoil And Roots
794' 0.4-3.0 FILL - Reddish-Brown, Brown And Grey Medium To @ 1.5' - 22.3%
Fine Sandy Clayey SILT With Trace Organics
3.0-5.0 RESIDUAL - Reddish-Brown And Brown Medium @4.0' - 24
2%
To Fine Sandy Very Clayey SILT .
5.0-10.0 RESIDUAL - Reddish-Brown, Brown And Tan Fine @5.5' - 32
9%
Sandy Clayey SILT (Moist) .
@7.0'
- 30.0%
10.0-18.0 RESIDUAL - Reddish-Brown And Tan Clayey .
@ 10.0' - 29.3%
Medium To Fine Sandy SILT (Moist) @ 15.0' - 28
5%
18.0 Test Pit Terminated - No Groundwater Encountered .
TEST PIT SUMMARY TABLE
RIDGE ROAD SITE
CHARLOTTE, NORTH CAROLINA
GEOSCIENCE PROJECT NO. CH07.0058.EV
TART IP I OP 5
Test Pit Designation Depth (ft.) And Description Moisture Content
TP-9 0.0-0.3 Topsoil And Roots
796' 0.3-2.0 FILL - Brown And Grey Clayey Medium To Fine
Sandy SILT With Rock Fragments And Trace
Organics
2.0-5.0 RESIDUAL - Reddish-Brown And Brown Slightly
Micaceous Medium To Fine Sandy Very Clayey SILT
With Fine Roots
5.0-10.0 RESIDUAL - Reddish-Brown, Brown, Tan And Grey
Slightly Micaceous Medium To Fine Sandy Clayey
SILT (Moist)
10.0-15.0 RESIDUAL - Reddish-Brown, Brown And Black
Slightly Micaceous Clayey Medium To Fine Sandy
SILT (Very Moist)
15.0-20.0 RESIDUAL - Reddish-Brown, Brown, Tan And
Black Slightly Micaceous Medium To Fine Sandy
SILT (Very Moist)
20.0 Test Pit Terminated - No Groundwater Encountered
TP-10 0.0-0.3 Topsoil And Roots
799' 0.3-8.0 FILL - Reddish-Brown, Brown, Tan And Grey
Medium To Fine Sandy Very Silty CLAY (Moderately
Plastic/Moist) With Rock Fragments And Trace
Organics
8.0-12.0 RESIDUAL - Reddish-Brown, Brown And Tan
Clayey Medium To Fine Sandy SILT
12.0-14.0 RESIDUAL - Reddish-Brown, Brown And Tan
Slightly Micaceous Fine Sandy SILT (Moist)
14.0 Test Pit Terminated - No Groundwater Encountered
TP-11 0.0-0.3 Topsoil And Roots
801' 0.3-2.0 FILL - Reddish-Brown, Brown, Tan And Grey
Slightly Micaceous Medium To Fine Sandy Very Silty
CLAY (Moderately Plastic/Moist) With Trace
Organics
2.0-4.0 RESIDUAL - Reddish-.Brown, Brown And Tan
Medium To Fine Sandy Clayey SILT
4.0-10.0 RESIDUAL - Reddish-Brown, Brown And Tan
Slightly Micaceous Clayey Fine Sandy SILT (Moist)
10.0-16.0 RESIDUAL - Reddish-Brown, Brown, Tan And
Black Slightly Micaceous Fine Sandy SILT (Very
Bulk Sample Obtained Moist)
From 3.0 To 7.0 Feet 16.0 Test Pit Terminated - No Groundwater Encountered
TP-12 0
0
.
-0.4 Topsoil And Roots
782' 0.4-2.5 RESIDUAL - Brown, Tan And Grey Coarse To Fine
Sandy Very Silty CLAY (Moderately Plastic) @2.0' - 14.5%
2.5-5.0 RESIDUAL - Brown And Grey Silty Clayey Coarse
To Fine SAND (Moist)
5.0-9.0 RESIDUAL - Brown, Tan And Grey Slightly
Micaceous Very Silty Coarse To Fine SAND (Moist)
9.0-20.0 RESIDUAL - Brown, Tan And Grey Slightly
Micaceous Silty Coarse To Fine SAND (Very Moist)
20.0 Test Pit Terminated - Groundwater Encountered At
14.0 Feet
TEST PIT SUMMARY TABLE
RIDGE ROAD SITE
CHARLOTTE, NORTH CAROLINA
GEOSCIENCE PROJECT NO. CH07.0058.EV
TABLE 4 OF 5
Test Pit Designation Depth (ft.) And Description Moisture Content
TP-13 0.0-0.5 Topsoil And Roots
795' 0.5-3.0 RESIDUAL - Reddish-Brown And Brown Medium
To Fine Sandy Very Clayey SILT With Fine Roots
3.0-8.5 RESIDUAL - Reddish-Brown, Brown And Tan
Slightly Micaceous Clayey Medium To Fine Sandy @4.0' - 37.2%
SILT (Moist)
8.5-14.0 RESIDUAL - Brown, Tan And Black Slightly
Micaceous Clayey Medium To Fine Sandy SILT
(Moist)
14.0-21.0
Bulk Sample Obtained RESIDUAL - Brown, Tan And White Slightly
Micaceous Medium To Fine Sandy SILT (Very Moist)
From 2.0 To 7.0 Feet 21.0 Test Pit Terminated - No Groundwater Encountered
TP-14 0.0-0.4 Topsoil And Roots
783' 0.4-3.0 RESIDUAL - Brown, Tan And Grey Coarse To Fine
Sandy Clayey SILT With Fine Roots
3.0-4.5 RESIDUAL - Brown, Tan And Grey Clayey Coarse @4.0' - 27
0%
To Fine Sandy SILT .
4.5-6.0 RESIDUAL - Brown And Grey Coarse To Fine Ver

6.0-11.0 y
Sandy SILT
RESIDUAL - Brown And Grey Very Silty Coarse To
@7.0'- 16.0%
Fine SAND (Moist)
11.0-12.5 RESIDUAL -Brown And Grey Very Silty Medium
To Fine SAND With Weathered Rock Fragments
(Very Moist)
12.0-16.0 WEATHERED ROCK - Brown And Grey Silty
Coarse To Fine SAND With Large Weathered Rock
Fragments (Very Moist)
16.0 TEST PIT REFUSAL - Groundwater Encountered At
13.0 Feet Below The Ground Surface
NOTE: Difficult To Very Difficult Excavation
From 12.0 To 16.0 Feet
TP-15 0.0-0.5 Topsoil And Roots
791.5' 0.5-3.0 RESIDUAL - Brown, Tan And Grey Coarse To Fine @ 1.5' - 7
3%
Sandy Very Silty CLAY (Moderately Plastic) .
3.0-5.0 RESIDUAL -Brown And Grey Very Silty Coarse To @3.5'-14
5%
Fine SAND With Weathered Rock Fragments .
5.0-8.0 RESIDUAL - Brown, Tan, Grey And Black Slightly @5.5' - 21
8%
Micaceous Coarse To Fine Very Sandy SILT .
8.0-15.0 RESIDUAL - Brown And Grey Slightly Micaceous
Silty Coarse To Fine SAND With Weathered Rock
Fragments
15.0-19.0 RESIDUAL - Brown And Grey Slightly Micaceous
Silty Coarse To Fine SAND With Weathered Rock
Fragments (Moist)
19.0 Test Pit Terminated - No Groundwater Encountered
TEST PIT SUMMARY TABLE
RIDGE ROAD SITE
CHARLOTTE, NORTH CAROLINA
GEOSCIENCE PROJECT NO. CH07.0058.EV
TAM V [ n>c c
Test Pit Designation Depth (ft.) And Description Moisture Content
TP-16 0.0-0.4 Topsoil And Roots
786.5' 0.4.2.0 RESIDUAL - Brown, Tan And Grey Coarse To Fine @ 1.5' - 25.1%
Sandy Clayey SILT With Fine Roots
2.0-6.0 RESIDUAL - Brown, Tan And Grey Clayey Coarse @2.5' - 32.9%
To Fine Sandy SILT
6.0-8.5 RESIDUAL -Brown, Tan And Grey Very Silty @6.5'- 13.6%
Coarse To Fine SAND With Weathered Rock
Fragments
8.5-12.0 WEATHERED ROCK- Brown, Tan And Grey Silty
Coarse To Fine SAND With Large Weathered Rock
Fragments
12.0 TEST PIT REFUSAL - No Groundwater
Encountered
NOTE: Difficult To Very Excavation From 9.0 To
12.0 Feet
TP-17 0.0-0.3 Topsoil And Roots
773' 0.3-1.5 FILL -.Reddish-Brown And Brown Slightly
Micaceous Medium To Fine Sandy Clayey SILT With
Trace Organics (Moist)
1.5-4.0 RESIDUAL - Brown, Tan And Grey Fine Sandy Very
Clayey SILT (Moist)
4.0-8.5 RESIDUAL - Brown, Tan And Grey Slightly
Micaceous Coarse To Fine Sandy Clayey SILT (Very
Moist)
8.5-11.0 RESIDUAL - Brown, Tan And Grey Slightly
Micaceous Silty Coarse To Fine SAND (Very Moist)
11.0-21.0 RESIDUAL - Brown, Tan And Grey Slightly
Micaceous Very Silty Medium To Fine SAND (Very
Moist)
21.0 Test Pit Terminated - Hole Caved At 17.0 Feet Below
Ground Surface
TFQT 1DTT4Z TD -1 rrLMnT Tn_v .*.n t ,
. . -. .. • ""_ V 111 Z W 11 ri A l.A1 rK 'U_LAK 32UL 1 RAC.KHOE
TEST PITS TP-12 THROUGH TP-17 WERE EXCAVATED WITH A KOMATSU PC30OLC TRACKHOE
iF
F
A
F
Fr1 ??+
0
c a
Q own
•D

0' C,
N 00
eJ C4
V
N
M
?. W

E •° a
a

M
N

co
w rn p
4,

V L.
V

00 r v
00

a w
0
c
J=
u
y
F

c
o r

li
a I
? E
?
°A
E
c
?Q
U •
;
'D ? C?

U I

7
-

n J
i
i
M
aa,,
? V v'1 M f

U
i
a
E E f
•E
w C
Oa ? U ? N u
t

R ? C 1

iv G
z U OM N M

S LE
>= a
?z

T k

q .y U
h yy
C
a oro c
? c
cc
c

A
L) U

a

x

x

x
?
a
u
U C>
U

E

c
q
b ?
? V1 v1 N

C
F- F-
O
Z
3
0
c
U
q
v
2
n
7
7
>^
ZZ W° 00
~a 9i
C) o 0.
a u
?x
z
? H
U GY, N
W o a`
?z
off
?o
U
o E
E
C r
U 3
O
7o
r
00 00
00 tn
° L q
? D
7
a co
Q
W
O v p,
y rn a E
o E
?° C7 Lo
L
? oO
O .?+
v „• 'O
G C
C7 U y ]
Geoscience Group, Inc. COMPACTION
500-K Clanton Road
Charlotte, North Carolina
]14 TEST
112 JOB NAME: RIDGE ROAD SIT-
JOB LOCATION: CHARLOTTE. NORTH .A ROI INA
110 JOB NUMBER: CH07.0058.EV
108
106
104 METHOD OF TEST: ASTM D698 Method A
102 %
100
98
0
96
U
SAMPLE: DEPTH.: 31 - 7.0'
94
^c 92
a CURVES OF 100% SATURATION FOR
90 SPECIFIC GRAVITIES EQUAL TO:
z
C7 88
w 2.8
86
F" 2.7
z
a 84 2.6
OF IN
O 82 \N 1 \4
80
78 1 LE
76
74
72
1 177-
70
68
66
64
62
60- T
15 20 25 30 35 40 45 50 55
WATER CONTENT (percent of dry weight)
MOISTURE-DENSITYRELATIONSIiIP
MAX. DRY DENSITY: 87.5
`
OPT. MOISTURE CONTENT: 30.5
NAT. MOISTURE CONTENT::.?2;2
ATTERBERG LIMITS: ;LL _ ?__
SOIL DESCRIPTION: Reddish-Brow

T_in?Slightl,LMi?aceotis Fine Sandv?? PCF

_
PL 47
n B.
And
y SILT (? HL_

Geoscience Group, Inc. COMPACTION
500-K Clanton Road
114 Charlotte, North Carolina TEST
112 JOB NAME: RIDGE ROAD SITE
JOB LOCATION: CHARLOTTE. NORTH .ARO 1NA
110 JOB NUMBER: CH07.0058.EV
108
106
104
102
100
98
0
1-0 96
U
SAMPLE: TP-13 DEPTH: 2,0'- 7.0'
0 94
v 92
c
S 90 CURVES OF 100% SATURATION FOR
SPECIFIC GRAVITIES EQUAL TO:
0 88
w 2.8
3 86
z 7- 2.7
? 84 2.6
C4
cl 82
80
78
76
74
72
70
68
66
64
62
60
15 20 25 30 35 40 45 50 55
WATER CONTENT (percent of dry weight)

.
MOISTURE-DENSITY RELATIONSHIP
METHOD OF TEST: _ ASTM D C98
-MAX. DRY DENSITY: 91.4
OPT. MOISTURE CONTENT: 26.5

NAT. MOISTURE CONTENT:. 32.9
ATTERBERG LIMITS: LL 48
SOIL DESCRIPTION: Reddish-Brown
T?S1i?ly Micaceous C'ItlYgy M ?1i?im T Method A
PCF

?
?%
01/0
PL 45
Brown Anr1
n FinF and?

_SILT (ML) ) _

CALIFORNIA BEARING RATIO TEST
JOB NAME: RIDGE ROAD SITE JOB NUMBER: CH07.0058,EV
JOB LOCATION: CHARLOTTE NORTH CAROLINA SAMPLE: TP-1 I
DEPTH: 3.0'- 7.0'

2
ct
a
0
ci.
z
O
c.
z
0
Q
d
O
dUU
190
180
170
160 1000 .100
150
140
130
20
10
00
90
80
70
60
50
40
i
30
f
20
i
10
O APPLIED CORREC71ION
PENETRATION (inches)
1. Method of Preparation ASTM D 698 Method
2. Description of Sample Reddish-Brown, Brown And Tan Slightly
Fine Sandy Clayey SILT (MH) Mi
3. Dry Density Before Soaking 82.4 PCF
4. Swell 1.88%
5. Dry Density After Soaking 79.6 PCF
6. Moisture Content
Before Soaking 31.0%
After Soaking _ 403%
7. Bearing Ratio @ 0.1 Inch s.s Geoscience Group, Inc.
500-K Clanton Road
8. Surcharge 72.6 PSF Charlotte, North Carolina
CALIFORNIA BEARING RATIO TEST
JOB NAME: RIDGE ROAD SITE JOB NUMBER: CH07.0058.EV
JOB LOCATION: CHARLOTTE NORTH CAROLINA SAMPLE: TP-13
DEPTH: -- 2.0'- 7.0'
20(
19(
18C
17(
16(
15C

U
-- 14C
P?
M
130
0

120
a.

110

°
a 100

p 90
E-?

80

70

Q 60
O

50
40
30
20
10
0
v. i V./ U.3
PENETRATION (inches)
1. Method of Preparation ASTM D 698 Method
2. Description of Sample Reddish-Brown Brown And Tan Slightly Micaceous
Clayey Medium To Fine. Sandy SILT (ML)
3. Dry Density Before Soaking 91.2 P F
4. Swell 2.18%
5. Dry Density After Soaking 85.5 P CE
6. Moisture Content
Before Soaking 28.3%
After Soaking 36.8%
7. Bearing Ratio @ 0.1 Inch 3.3
8. Surcharge 72.6 PSF
0.4 0.5
Geoscience Group, Inc.
500-K Clanton Road
Charlotte, North Carol
ll~ ~tV f ~ / j ~ A\ v \ 11
t { i l t 1 ~ \ \v_ r^' ~ ` \ \ I \ y 2
~ 1 \ \ Y, S ~ \ 6~ \ t\ 1 / D N r '
1 I ,t t, I cz-
1l It (J \ ~ _ / Z p <0 I
\ I J 9~ ~ ( O~n / i I \
~ \ \ \ `ti ~ \ I tJ -P ITI \ \
\
/
1!
t `
+ / i r
\ , ' ~ n i l 1 11 ~ i 1 1 1 CA % 1 r ~~d'~, I I ~TIR1 y
\ , O f ; i ~ \ t\ •t ~ l l \ \1, \ 'l\ y~.y<`~" ~ ~ ~ i ray } r . \ o A i
t ~ v \ t , ~ \ J \ Z
lti 1 1 t A Ut 1 A ~ / ! 1 ^C I ' l
m \ \ v, ~ ~ \ \ l Z p JO i~ll~,'' , A 1 ~ ~ A A V ! l .t 1 v A v~ v v A 1
O f' • 51:1 \ \ 1 ,i \ \ 1 1 i 1 1 \ ` ~\"S\~ ' \ \ S / l /
~ iTI ~ ? 1 \ ' \ ~ \
O v ~ ~ \ 1 \ } 1 i tl i ~ I I ~ ~ 9 ! ! ~ .--•'J v ~ y, ? ` ~'?A vv~~ A
t , ~ r 1 ; ~ I 1 l ~ ~ A 1 , ~ ' I I ~ I 1 I l l I I i t j I _1 ~ ` v, `v v v
t i 1 I I ~ i~ 1 J I t I i I 1 ~ ~ t V V
t ~ i r , ~ l i i ! t 1 i 1 ~ 'I i ~ t' ~ 1 ~ r 1 ~
! I jj r i! i i ~ t l \ • 1 r ! i j l( J V i 1
, I I v v t l ~ I l l r r l+ r; :•r~'TM -T: ~ .y , i .r 1 vi _ "iii. 1 k 1 ~ 1 t I i , ~ } ! i ! 'v l V A V A l j I i r ! f' / '~'V~`V'1, ~ ~ 1 1 I r, A~ \ V \ -,<:s r
;.i,:.• v r ~t t' I t ~!v v f i 1 ~ t \ ~ \ \ l I { r i 'iii • 1 t.,l'' • 1 S\ i , D i
/ ` t i i '`•t' 1 ~ 1 I l r ~ ` 1 l v ~ v \ t ~1 9 ~ ®I I .r'li~F ,,l,Y. ~ ~ `''v ~ I ! ; 1 \ , r ~ ~ v t r I •i h' r t~., t . . ~ , + ~ v • { vl t I
t f,~.t! r ~ t ! ` r 1 \ ; t ,l l' i `I ' ~1 ! t.l , ?11•' ~It',,•;• i ; 1 r ; } I \I , { I t. `y .r.r„1. .1~ ~ r I I v 'v , \ , , c , , , i ~ , !v
1 ( \ 1 r I t t ~ 5 1 ~ I! i! ~ ti L 1 ( 1 j 1 1 ~ I \ ~ i r 1 1 t t ~ ,1 I t - J- NTI~ \ 1
l l r. '1, r r 1 t t ~ 1 , l i t ~ I ! r v ~ I I ~~I 1 + v i 1 ? 1 r'Iw~~r. : t•.: ~ ~ I ~v ~l - ? 1 ~ ~
i v ( ! ~ l l h t i 1 •I ~.rl.' i;,.i' l 1 f j ( 1 r 1 , , ~.A f ! i I A ! , t Iii It I ,1.~: i i~. , A l i s, At -0 ;>u :ju S f i i( rr J 41 j:j K- 0' DU) V\ f t
f i I iltl,t r• ~li. t v ' f v A ! ` r m ; i ~ , 1 I ~ ail'. 1 cam. i ~ , 1 , 1 r i t ~ t ~ I I c ; • I , i l 1 \ r ( ~ f ~ ~ l 1 r '!'r, r' ~ A 7 ~ ! , 1 j 1 ..t f , i } t I I l \ t , 1 , t `P' ~ rte. _ t t 0 V (j J I I00
t 1 1 ~ ~ h l 1 } t i ~ f ~•L!i1~11• ~ }11'.ti.' , ~ TI ~ \ 1 , f i h l ! i / ~ "`v• ..V t \ 1 C4 0
\ i • Ay ~ I \ ? I f 1 l 1 r t 1 1 I ~ 9 I i (i l,; ~ i. I'' l~ r t 1 1 i 1 K I l 6/ Z/ ~ 3 1[ i 1 { I~ , •t{. f} 1 ~ 1~ y~ 1 V A• i 1 ( C
t I i it ~ 11 I .I• , V i t. I i t r ( 1 I 1 i i 'Lt`I' ~ ~ 1 ~ V i ? y t , m ~ 7 i r r 1' i t r ~'~ri Iilk ! ~ © ~ ~ s l} t ! 1 , r 8 t r ~ I r •I' i ,
t ~ i I 1 ( ~ ? l r ! " I I i , i ~ l ~ ~ t .i ~1 ~ . v } [ J• 0" ~ { t ; i~i~l•f~j.jlj. .'~,~~~~",r°;•~• I ~ i ! '1 t ~ t } `t 1/ l ! l r„
l { r ~1 v~ ~ l`~° 1~ I I I .t. ~1 ~ t 1 l 1 i ~ 'V t y 1 r l~ ,r ! 11 j I; T.f i t~ .1';~~t, , l ` m i 1~ ~ 1 1 t w ~I ~ ml r, f i i of t1 tj. •tt`•l'
1 ! ~ r ~ 1 I , ~ .I ' j ~ I ,l v 5 y "v v + 'i A ~ ~ f~y ~ ! ! f ~i i :'ill t. t i i t + t ~ -fit I ~ 1 a t\
f t 1 ~ 91 ' I l I i 1 I ff, V 1 s } l (p J`++ / r ~ f .{'lll ! 1• ,t. ` + r ~i t ~ t ' I ~ ~ 1 t ~ h E ~l r ~l i t q ,t ,t~' l 't 1 r i
1 3Y .k9r""O / ~ ' 'I' L~ ( ~ i I I 1 i I . " l ,9.4' y ~ t 1 1 1 , ~ ~,I" r • v
v v `Il~'? i i ( t . ~t I'{{' l~' it 1A ; t l '~t'1' ~ / / ~y v \ \ ::.1::: t 'f<'~ I1, Cfl i t I ~ r ,t ; ~ ` I ; f/a1 ~ ~.r s~ L/ / ~ \ \ \ i<'1fi l 1 ~ 1~ i ~ I ICI i; ~l '1'`1 ,'1' t 1 i i 81 IL~ 1 r A
a:.';;',, 1 l (T1 ~ ! ~ i I. 1.,~ 1 ~ 1 i `^n ~ , v_ _ l , v f t s l iiJ:~:~: i ~ ~ r ~~ry~ J I I 1 fN)~! ~ ~ 1~1 .1 k' 1 } { I I ~ ~ + A
\ l r~, w.ne , 7 l \ I f I 1 I 'I ~ t ~l'' t \j~`• t t + t l O ~ y I \ f } I J /
\ v x^-ti+:dr• 1~ I I~ , r!! I' 1~ t 1 r 1 A 1 ~ t A, t, \ 1 } \ r:l 5 r i t j I I I } i l •i ' t ~t~ t l\ I ~~~,,,t --l , l i t Da O /
tl ~ I ~ i I I 'til 1 ~ t `(I .,t v vv v 1 ~ WI ~ . a i I I I ill , v •.tl w + "v~,
\ I 1 ! `1 l r 't Nrm o '
• t ) l ( f I Iii tit i .t . rr:. v v A ~v C)1 0•,~ v 1 ~ / ; . 'v A ~ 1 t , ~ I ! 1 ik _:r4 } t I,~, b1~(`e~/; ; A ` ` ,1t I V A / / ! l ~ ~ I ~ I { 1 !t I, ~ : i' 4\ a; \ ~ V A V ` It l ~ \ ems' A 1 `r.- t i 1 1 1 i 4
V A~ „ „:•r.~:. l r i I i t I + l A t , ~ ~ t l t n i~/., \V v t ~ m , I, j • , . . . • , . . . . . , , , A , ~ ,1~~I ~ \ v \ ~ ~ ) / I r j ~ I i f ! t i I I~ifl.r~i. '1'~',A, 1v v \ v ~ v v v ~ f~ tla;A ~ ~ ~ r I r A r~-^ - _ v V ! ! / J l 1 r i f l l l S. .t~ ~ v v v v -i+ O ~ t ~i~ t
v l I Il N' v { I 141.j • u y t v v ~',+r 1 1 1 1~ 1 1 / r ~ ! i i , ,qtr i. a, ''V A A V A , A ~ 'll , ~ 1 iyil i } l 1 ti ! 1 1 i 1 I I 1 I h ~ ~ \ , t; 1 1 \ ~ I I r 1 i 1 ! I ! f i I ! 11• i~. •V ,.v V v ~ V y\ ~W 1 A ~ } N,'ni ~ 1..~ ' r I ! ~ 1
t / l r I 1 I 1t11•'9 ~ t, , \ 0 r \ k ~ li I! I t, It\ \ 1\\ ~ :{t\\ fJ f ~1 l` •'.1 N CQ N°°r/
v / l `J / j / i 1 I 1 ; f ld 1, J l' [v \ ; . 1 , A ~ '~J ~ I ! i N f ! 11
\ / / I I / 1 I V i f ~!Y 1.1• c\l ~f. 1 V ~V A 1 } } 1 AA"0 i 1 ~~'l 1 f iOf i r J / / ~ 1 i \ / (/>t% ~ r ~ / / ! r I I I. ! tVA• t t 1 t I. I ' ~I ~ , lii ~I ~l!
/ 1 ~ i t 1 \ V / / / ! / ( / / / ;•~b:~rl` ~ ~ ~ it i 9 > ~ I i ( ! I l , n'1VA f. ~ I!( \ / / ~ ( ! / r. 'I I r / ~ t t, it r1 v / r I r i, I I t ~ .v a i
'v v, / i . t ~ 1 r e ~ I ~ , ,t r° ' / ! / / 1 ' r r r rt• ~ y I / ! i , } I. i ' I t ~ I ~ 1 i' , 1 ! 1 i J / l I 1 ( J /(!/!9 !1~•~~;i V. i ~l i ~ 1 I~ li ! } +\'~j 11 ~ v\
_ ~ % ) / i l l t I /l ~1 {..I!,;'1. i / 1 I I ~ i 1, 1 t l } , .,,,i / 1 l i 1 ~ V i 1 A\. 0• t 1 / ,
_ ~ ~iC'~'' ~ / J ! / I j l l ! l I/•f/1//!~• ~ ~ 19.1I~j~{. 1 + 11 / I , i 1 i I ~ 11 AAVA 1 r ~ L^"~,.i \ I t / . _ 1 1 ' / ~ l I I / ~ ~ ~ ~ ll l I•r 1 1 i I i 1 I , \ r ~
~ - ~ ~ t l , l I J l / N~'1 . / • 1 , 1 / ~ ! { I t .1 ` 9 \ r , ~~ti i I f 1 i 1 / 1. ;•r:i r 1'i• 'tr• 1 I I l t j , { 7 ~ t 1 Q/ r I I \ i`- _ f ~ ~ '1 t I ~ i 1 1 I! x a)
! i ( i r l ll /.r r ~ ~ . ,~11•f ~j'! r i i i l I t I ! \ 1 t l i 1 ~ ~ / ~T~:~ % / 1~ 1 ! ,~j' sl 1 ! i l ( f t t 1 } 1! i zom
xl / t 1 I ( l j l'11! a; j1 pf' r 1 / ~ t \ t } } r ~ ~ 1 ,'i`ii \ r 1 1 1 ! f 'r•; ! ,i f 'f 1 ( r / \ l l /.1 1, \ ` I `l r 1 I ~ r / r t. 'E,''r., I i I / i i ~ II r~ 00 , ~/fJ gill _ { J i° ( m
i~ l r , ~1 r t r ~ / / 1 1 ~ I J frr 4 ~ .1%r, ( l ~1 / ~ rl + i t i it// V , t / /
i r" / ! I ~ ~ I J •v' i J i / } I `•v 1 ~ l\t ti.•./v v 1 V ,,,'~i / li r• ~ / I ( r ,r y V, ~~i ~l~t II I 1 t ( _i/ ..ter / > /001
,.t } ! I ~}~-r~ -v { f ( ~'v ?'v\ ~~•`s •v.v. 'r', 1 ( itlt~t'i 1 ~t~` A ~ ' n~ '
E r ~ • ''s' . ~ ? / 1 V /
a , , w...~ , , + \ ® / / /1 / v ~ r t y A.
y ;u m o .0
~ / / ~ 'k,,;<. ~ r' / / ~ f / ~ ! ~ / / / it ~v / / m J re ~ T ' ,
/ i' i ! r / / / / / / _ w } r- \ J ~ 111
.:.+,.;i;iirii.!~:? i i~ i / r / / / i I ~ ` v ?vA..., f ! ~ r 111. ~ r: r'
'";;;iii; A G., ~G / ~ / I! , /~~,•'-.•-j~ / ! 1 ~ ~1 r { I l ( .ter l ~ r~ G r ?:Si-" • ay~SSi•s: \ r / / i ~ ~ .~L .~,~\t/ r / I , / ' l 1 l / 1 \ I
? _ f I
, ~ I:: , ~ , i ; / ~ ~I _ ~S ell ,
~ ~ , , ~ , • ~ 1 a oa / m ~ 1' I I i / ! / r/ ! / / ~ / lr 1 r' x is r i r / ~i~ ! ( / / r ~ / / / r ! i "v4, I ',1:,F;,~e./r~.r~;n~ r, ~
S`,~ 1 3 ! i r 1 I t ~ / ~ / l ~ I i r 7 ,1 ~ / / ~ • -i. -"'ilit,t,. a T , E; . ! ~ ( j i r ! f ~ i / / / / ~ / ~g~-~~~ i i ~ ? r i ,.'r,;w;Y,.~'.."~rL.. / / ~ I
~.,i i t ) ~ rr i / ~ ( 1 `h ' , 1 i I I , i / .i'.. A. x~' ..,,5..,:ti 'a'4"`.n!...r .::,•;?:i::;:;:.~ ~ , f l / ~ r / ~ 1 , ~ ~r ! { ''fix s~ _ ""'~.r:;... ' t} r I r 1 / / ~ \ C_ / ( t % 1 / ! rv J .f S F r i ~ :.,r,:i ~ • j ~ I CID 00
(j't rex,•~''"u'?';•~''??f? ~1 v ~z {11`ji\\\\
Y V 1 1 t~ y i v ~ / / ~ \ / i ! ! 1r 1 i r~=ii ~ ,r,+, , y ` i 1 i ! / r/' i ~i r/ • 4,1
t
/ .i 1 ~ ( I l ! r 1 ~ / V `v ( i ~ 1 i y„~ 1 1 ' ~!7 ,,xaiirs.. _ ..~-•'C~g~' r I1 j ~ 1 ~ I / /r ~ ~ v~ ~ j °y ~,~t ~ ~ ! ~ + % I - 3.''a'.y,~.y~~, ~ i';~i` ! J ~ I ~ r' f / / / ! ~ ! l ~ ll,~ Cb i _ T 1 ~ ~'7r}.t ,+~w r:~ - r
J r (I 1 I 1 ! J ~v? I 1 ! } , , i J j ( /r 1 Q f j 'i `Y, ,n'::~,I.MtY'+~ ',v ~ i 1 i 1 1 "~i I~ l i r~ ; l 1 v l 1 r { 1 ~tl ; 1 , / t, ,v
.0ol OD
1 / l~ l l l r / 1) ~ / `t 1( ~ I { p l i f i t i t i / / t _.-~^..'=-~r. i n / r } ` r, 'rte f ~
/ , + r'._ r~l ~ ~ / ~ l1 1 l(I l I ! 1 / / l'i f ~ i { ) i K I ~ 1 i 1 } l = ~ / rrr ~ i
r~ / / / 7 V ( 1 r ~ / / ! i ~ I ~ t ~ t ~ i _ r % / ! Crr l 1 1 ( t r` l / •I. / 11 I l i I~ S I ~v~ ' I ~i / 1 r_ / ! % ! 1 l 1 ll 1 1 I / ~ / ~ • ~ i I I i f 1 i ( { ~'V { ~ r / ~ ~ IiY`'i' 1 r i ~ 5 , L71
:X:i: 1 ~ ! f / l r 7 1 ~ / ) 1 1 ~ / i 1 1 l 1 1 ! ( .,t . , J II t j i r ~ ~ I ~ 9 1 1~ I ~ / /i ~
/r / l/ ! ! / l f 1 r J1 ` ! ( ! / / 'i! / l i i j ~ t•I (n y ~ l 1 t + ~ _ / ) ~ / / T,• 5 i' / rl l ~ ~ li 3 ~ (1 1 ( (I ~ ~ ~ ti ~ V j ? I i 1 `V //i/ / / / /1'' / rYl ` >
/ 1 1 / j l ~ r / S 0~ / / ! l l ~ i I °1 ~i V v v ~ r / I rr,~ ! UJ
/ = - ! l / ~ t / r 9J ~ Ul ! l / ~ l t i 4 V { ~ v v 780 ~ ! ! ~ N,. / `t'
' ~ ~ . / ! l 1 1 r / ~ ~1 ~ I i I ~ \ 1 t / 1 , 1 / ~ ~ ' ~ ~ la l l I I r 1 c 1 i t I ir~~ v/`~~t v~ v ~w 1 1, I n .pp j. Z
/ i l I I 1 ,Ntp ( 1 ' I • ' I { ; ~ V A~ ``v ~ v _ 1 / I I / I I ~ ~ Zo (o N
l ~rYr.. / ~ _ L- 1 I t / l / i , 1 ` o `V v ~ rfl Vl: !r C ~/7 ~r~`:~!..- i ~ i r ' I i`°'~ t r I ! ' ~ i f , ti ,t I. A X11 r v I C~ CJa' ~ y _ r ;
1 1 ) J ~ I r v rr ~ ~_~i::..r ` ~ 1 ~ ! ~ ! 1 (p M
, .r ~ ~ ~ ! t 1 1 1 -!''~Tl r ! i % _ _IlR r r , 1~ , .~.I ~'i'~• ~V ~ .''1 / ~ .-~1® _ ~s• %~:k~',"'.:~. _ .
~ 1 '!7iii ~ / / i ,i , 1 11plIQ ~ ~ I; jl / ; / - .IJ . ~ ! \ 't ~ ~ r. / ~ / N ~y/. n / " ( i ~ !~'.:.~`.=r': o~ N) rn
i( \ 1 ~ to
l ~ r t /--r,,,.,:.1 , l~ l ! ! I ~ l S ~ i ~ ~ ' it 1~. I / ! 1 I lr 1 ` v ~ / ry
l l i / / ( 1 / ~.1 i 1 / ~I ~ A ~ ; L~-1 .r-'' ter'' _ r""~ / 94r qz\
I / 1 ' - / C!~
1 / r:: t l l ~ l / 1 ( f /I ~r f ~ t ~ ,+r ~ i ~ rim%~ / / 1 1 J ~ I l / / 1 I I r r ` ~ ~ l i ~ii i'~/ `7~ / i
r r ~ / ~ ! ! ~ lJ / I 'i. ~ ~ ; A / I / ! r ~ / / ~ ~V - _ - lam/ ~ / r t ~ ~ - . - -
r t 1~cv. , d£ , / l ! 1/ 1( / / / j r' l 11 ! ice' b 1 ~ ~ 'i Aye-•: r /r ~i / 1 r. 1 r i ~ r ~ '1 / /
4K i \ a J \i ny ~ I
r ( J r . ( ' ~ t~ is / I
/ - _ ~ r ~ / ( / i l r l ~ ~ / 51 '7 "-7:~. 1 f i / / / / ~ f h ~ ~r. / V~Ci 1 i
s i , , , j' ~ , ~i' LZ co 0
<< I ~ ! 7 1 f / r' Ill ; ~ . I ~~;1 1 / f r~ L~' i /
_ ~ / ~ ' f ! I ! III , y c S \ v ~ t
i N G l s° t 4 \N" 1
/ r ~ ~ r f ~i' / / / / / / ~.y1.l.l. I A / /r / ° 1 1t i \ C 1
t 1 r~ ~ / i .rf,`I:I;,Y1:1:1:1' Y ~C, 1 / 1 ~ ~ ! O4~' / / / / ~ r' ~ ~:I:~il`I` ~ ~ / 1 1
~ / ~ y / ' / i 1 I~ ~ - /
r/. r /rr,/.. ji'/ / ~ //J /.1:1:1: .?1' ' ~ ~ 1 _ / r"-_ t 1
/ ~9~ ",',/"j'/ .~lacy.l:r ..FI`r :1:1:1' .I:i?,, 1 \ / ~ , : / rf r:r;,Yf: y~::r.la:yy.1:1//r ! 1 I ~ D ~ 1'd'
/ /7 / L~lr. 1:1 i / / / l / ~ f
! ~ 'J r~~ ~.I):1 I~C / :4:1:1:1.. / ! I i / / N(? / / /
f o~ ,i'I: :I: .1:1.1: ' / 'i / _ / rn / /
v ill l1 / / r ~:1:1 ~ .I a}'.'ly ~ ~ t r 1 ~ to < i 1 _
J f
/ / /{.~1,1J.I i / - ~ ~ ~ 1 / l ~ / / .
____v,/ i~ ! :1:1'1 / ~ i , rl ~ / ~ ~ I / " ~ i ~,fit,: (:1' i' ~ : ~ / ( ~ ! ~ / / L-y-'
/ ~ ~ i \ / r
I I ~ ~ , I : I : is . , :1:11`1: i ~ ~ 1 ~ , , , ' :1:1:1. t a : l/ , , , D / ~ / r
Ida, . / aa:l/1~/ / / /~Z 1 { ~ 1 / :~1:. y { I 1
~ , r... /f.1.. / ~ ~ con ~ / / t it 111 \1~` 11
! m ~ / / ! V ~ l a PI ~ s~ "r ` \t 1
.1:1:1: / I. YI, / / ! -'r r ~ { - 1 '1;1:1' r ~ r . D \ \ \ 1 f ~f\ 1, 1 \
1 \ t / 1 ; -ate aaa: ~ry!~ 1 / / / rn l / ti ~ J J / 1 ~ \ \ \ t\ 11
:1:1:1'', .t.(~i~' ~ 1 / 1 _ ( 11
1:1:r / , 1:1: 1 \ t i / / ~ ~ \ t } I t { V
' .r 1 \ f ~ / ~r r 1 r ! r i"'~ h t I ~ r 1 • ! r ~ ~ '.nom ~ 1 { 1 ~ t1
o ~ n ~ n H I.II ''0 tD ~ ^ V~ J ~ ~ n N ~
o to 0 ~ ~ n ~ ~ ©t~ W ~ t~ 0 ~ ~p c~~ p~,n~ nw~h~r~ rt ~ rt
rt rt • `-0 fit. 0 C~ 0
~N~ ~ o a ~
P'r `1 ~ ~d VJ • e ~ f~ ~ n (D f~ rt. CF' ~ ~ n fC ~
~ ~ ~ dt~
0 0 n e>, ~ ~ ~P ~ ~
~ "h d
rn ~
rr {'CJ ~h ~ ~ 0 W
0 0 ~ 0
o i-t R p ~ ~ fD `C t-! ~ a ~ ~ ~ 0 ~ P~
~ ~ ~ ~ ~t ~ yr a ~ ~ ~ ~ ~ ~ cn fD 0 (4 rs rs
~ 0 .0 d ~ ~ ~ ~C a 0 ~ ~ Sy
~ ~ ~q ~ ~ ~ CtQ ~ n ~ ~ ~ ~ ~ Z ~ rt ~ ~ ~ ~
ao~ ~fD~ o ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~
~ ~ ~ o c~ ~ cv ~ n ~ cu
v, ~ en ~ fD ~ rt n `z ~ rt ~ p ~ ~ 0 ~ rt
• a ~
o~ ~ rt
~ ~a• ~ ~ ~ o ~ ~ ~ ro N (D ~ 0 C1 fD ~j ~ fD
~ ~ ~ ~ ~ o ~ 0 ~ cn tv ~ a ~ 'V
~ ~ ® n ?-n 0 ~ r+ 'tf yr ® ~ ,.II • ~ rb h ~
c~ ~ ~ ~ n ~r CD ~ c~ , o
a o ~ ~ rt ~ a
~ ~ ~ ~ ~ a ~
~ ~ ~
IIIIIIIIIIIIIIIIIIIIIIIIIINIIIIIIIIiIIIINiIIINIIIIIIINIIillllllllllllllllllllllllllilllllllllllllllilllllilllllllllllllllllillllllllllllllllNllllillllilllllNIIIIIIIIIINIIIIIIIIOiIIIIIIIIIINIIINIIIIIIIIIIIIIIIIIIilllllllllliliilllliiliilllllllllllillllllllllllllllllNIIIIIIIIIIIIII
' + ! I z ! i ~ . E I^ v v '0 ~N_ -+c0-,
1 1 ~ ~ y l y1 ~ W i z D \```xx\~~~tu1n1u1P /j z c c o
~ i i ~ 1 CND ~ N 1, ~ _ ~ D.~ `
D I~ i Z ~ , I E ! ~ v Z ~ ~ 0 r m~tr-G1 o n e / s
E f i, I D m~ ~ ~ 0 NN .1 ~ n
' ~ ! 1 v ~ ~ - o I m ~ . I. ~ , I ~ n NC Ir-9 (co: z a- t'-41 fell 0
-c i ~ ~ -c Z r~ ~ i ~ } c ! ~ C D = m qM rq 3t :r o ~o >0/1 ? I 0 0 ~ -a o V
~ I ! i i ~ ~ Z aim (0*1 Z m to m F oooeoeo A i~ V O
~ I 1 - oo ~ 3 r , /CN ; 'S A N -0 Q-0
N t 0 0 ~ m , I o ~ 4 ~ ~ ~ N C f01 Z '//l//fIIIIIIIIIII~~~~\`` : N ttfj0 e m ( O 0'.0 z
z ~ O 0 ~ r l i ~ • (D 0 O .y 0 O -Zi Z ``'``®7~
I/ _ ~~y oeeooo - o,(~///~~/ P~wI'I •°•~e 1 ? ~0`e m Q 0 Cl)
~ ~ ~ ~ 0 D ,~_REO(q~°e°O'1~~~/i~~~`Fn•O•.®s.~°• (n D
0 W i, i r d t , I W ~ v C O Z S' e°4' v" ari~o ~,IIOJ)B{®!1®~® Z ~ ~ (D
f f ~ ~ t j ~ P~ ~ ! ! j ~ ~ , ~{n u Col/ S11
I ! ~ i ~ m=oT N8 CIt ao~` (i~ O N
E i ~ ~ i J ! O O Z \Zf o°B°~~ m O) N (n ®A¦
~ 3 { ~ I ;I~~ i ! 1 ! I ~ O m ;u C s~I 5o` °o goo oeeoo°w~°\voel `®N w C:
ii ~iII ~ ' ~ 4 ~
~ ~ ! ! ~ I 6 1 OD CA) m N N v 0
{ ! i ! ! i ~ I

F_
, - ti (,09),dw 11/11/2009 2125116 PM EST
H`\2007Jobs\07085\dwg\07085 Deters on 8 g
1 ' ~ ~ ~ ! f ; 'h ` h I I ,v ..v ~ v ter, , / I v r' I i v ~ i v v v
i v r r r + v. 's ~ t l V w .v v A
~v ~ v l ~ ( \ A ! ~ / ! I ! I ~ ~1 I ~ v v
! Rom X78
, / I ~ \ I ( i I! \ ! r / i l i / f I ! / \ \
! f ~ ` ~ \
\ I tom- I ! t v ~ ~ 1 1' r f / l I ~ / •`v `v ~'v v `~I-- t A `
I ~ A ~ - 1 I I I ~ / ~ i r ! it ~ ,l ! j T 1 ~ f V ~ ..,.v I I / A r I + ~ ~ / i { l 'I ~ ~ v A v
r 1 I v V A I ~ 1 1 1 ~ i V 1 ( S~ ~ 1 ! ~ 1 / ! , V \ [ 1, j \ 1 1 1 . -
1 ~ `t `1 t i \ \ ~.i tt \ 1
t a t t It } \ ` 1`
I s I s ~ \ ~ - v 1 D z 1 { / V °@m..~ \ V . i' `'1 \ A v AO 1V 1 •1 AV vv X ~ D-
r r ~V A ` A ~ v ~ v ''v A V A \ , ~ CO v ! 1.. \ I \ \ 4 \ \
1, \
\ ` J
\ \ ~ O
/ i.. 1 l v A i r v 1 \
~ / ,f \ \ v \ 1 t \ \ \ ~ \ \ 1 ~ \ \ ti`s ~ _ /j / ~ ~~....o~.,\,,t
\ : / ~ \ \ i 1
j h I ` ~ ~ e/ j r'~..v V A ~U~I l? \ l S L I `•\AXU)`L-~ ~v \ I
t ~ ! vv ~l? ! ~ r/ 1 r vv w ~ - I G~ -1 'D\. v 'j i ~ 1 1 t v ~1 R1 v ~ I 4 ~ `
1 t h \ \ rr.r ,J' r / ! \ I ~ M l 1 1 ' I 1 i I CO Z m ! ! j 1 h j .v „ ~ r 9 / .i / l ``v _ A O ~ ~ j 1 ~ i i 1 1 t N ~ d ITI ! II 1 ~
/ ~ 1 ~ ~ ? ~ ~ ~ ,v ~ e I \ 1 'rtr.P ~r/~ ~ / / i ~ \ ~ W X to ~ ! f r' \ 1 1 i p t \ 1
r r / / / , ~ ~ t ! i { \ 4 O" ,//r /i / % ? do \ ~ \ fTl frh, I 1 I ~ / j O ~ l 1 xa) -on I
\ / / / \ \ to I , 0 00 -P, m 0, w
8* PO Q0 --j z
' ' I ' n / Y ~ r~?;/ j % ~ ;/./j; ~ \ car.. } I ,n C \ ,'mI i ~ ` \ \ I l " OUM\ o t >a\ 1 1 1 f 11
/ 1 / I A `v i//'/~ / 'r ~ r/ / / / ~ 1 1 _I COCCI ~ . i~` 1 ~ h t 1
\ r? r/ r''r 1 I ; 'N ! /~ijtl , 1, 1 Rld e R.o )ad \ ; w"rn \ \ -
\j \ \ / \ r /,y/ ',j i Cf QI • r/ ~ r.=/~ / ~ ,.,~t/'/ /%///r, i; ` + ~:~ciG r ~-l.~ \ I Ull ~VO1
\ / `I / ZD / r -(o 'r~/ ~i'i s r~ ~ + ::Cc.; - ' 1ST + - -
~ j r ~ /r ~ e@ ~ / r ton ; ? ~
t 1 e ~ / v
\ f r r~ -JUL
\ i ~ / 1 ~%jiv yi %/r , ; / ~ /y/~~~ I 'D ~ ~/i' /r. •r / y i'% / _ J. \ ~ J l
/ / 1 ? ,/r -/;,i' ~r t0 ~ n/ . r f to cs NN i l1 / s;
! / ~ i j''' r?,; ? ~ ~ / ' r~' / r /i~'O O A ///r°~,ri r' I _'R1?1 Z D s , i r' ~ t ~•~~,azr~ 1
i' ! i~ 1 /r'~r'//~i r / / ~ / .p - Dr ~1,/~ ; ~ ~A~ r ~ i V v + 1 I ; ~ ``~~c~, i~?.a, J. J i _ •i ESj il4~ ?It~ ~ t t 1 \ \
/"f t
1 1r~ ' flit 14j 4! ~ 1 ( t € t S S ~ ' •
~ /'~f ~/~r r,i /"i,' r// / ~ / '(T ~'i~/~~?~ rt'T rv + ,U ~ li a ~
ILO fill! r'
.t Sits i,b tll N G J , \ ~ ~ f ~ { `
/'r n , ,r°/~i : ~ ~ ~ % / _ .f to / I Y;+"' .
/ r.' i!' / -fir ,,°J rx .,r i - _ OW _ - ~ , l •,'r N / ~ / r / . / ~i ~ ° ~ / r r~ N r , r/'/ ,+,sr \ \~"--..."...^-•~..-..c,.,...,,' -0, ~ O N / II
' f • :pit Jlllt{t~ / 1----~- , t !t t ~
/ ~ ~ . ' .X' Z / ! sue( \ ` ~ ~-=.::.tt - / y r ,II{ r!°~ / ; ,rr~ ~ r ? ~ r ,r'yi r ~ _ - (V`.. I ~ ~1 '~1~ \ r ~ i~ '0 a ~ d II t ~ Y; i111'j Jllf!!~l It 1` I 1\ t1 ! ~ 1 I;/ ~ ~ ~ \ \
1~";/ . ,!?t,~ ~ / / r/ / / ~ j e _iD -lam ~ r / / , rJ~, fir///,ryr - r~~; ~f , , / / ~ ..`^-N-,_~~~' ~ CS) i ~ : iil.+'
° ~ ~ ,r ' //j' ,ri , ~ .c>7 0 / / ~ % ` IV ' 'ti cn to , ~ .c, t { k 1 lilt ;i1') /tt 1181 t `,.j t T3. v I 1 t i ~r \ t 1 IN
~ r?' ,w/ . ;?;°,.rr rf / ,ir % . / ~ ~ " ~~,r, .,•,,i' ~ C} _ z... ` I \ \ 'zk r , : ~II ? i k~ % / ° / ~/i~ tC1 ITl/ / , . ~ /r % i'' v \ n X11 Z "r""'-,-,~%~+~..~ C7 ` ~ / nxw,'x, i 1 j ~1
Oaks Drive 1i `•,it i 1 \ 1 ii-~. ? t
• { ; ; `t lid,- -I - T'ublic=
r~ .'i?' ri / ,,'tb rr' / / .r,r ~i. J%/~ :f. t : - s ( 3:.,> •na + s \ l j
1 r'r r' '~G~ r//// / / ~lr / ~i, r''r ~~F. .tjr t;~;> ~a. _ _ - \ \ \ } t Z
rn f / ki 11
!lit i t 1 I
/f r/ / ° /?r. / / / r.~' ! ~ ` , }ti~.~;• \ , \ \ .;rte.; a ~ O p 1(i I l' / ® / fib / / \ w 1 4 ~ 1.• \ \ y ~ Q VJ 1 ; s' tttl~k11!`1 ~ ~ ,t\ ' ,1 ~ 1 f L\ ~ \ 11 1( \ / `
}i.Ijl'~ t t 1 i tl •°t \ 1 I 1J ~ 1" `~F~ ~
~ rr r'f v / ./i'',//,? ,r ~ / / ~ '7L~'" . v, v ~•,~'^`w v~:'• I v sf qV tl 1 I I 1 h~ / / / t 1 ~
~ / //;mar ? -~','y~ I//,X \ , ; \ OOm 21 :~I r~ ~ ` 1. 1 ~J'r/~' ` yrt~ ~ \ 0 ry~^~ ~~i (11 ( i ~ f i l ~1
J7 fr 1 (i t t1 ff ~ f~+'11_ _ 1 l _ \ 1 ~ / t
' ' /1 ?il 1, y~~~ ~v 1 ~ ;t ' ~ j it ,__J 1' S it, ?fi ( 5 13
~ / / f f i S loll f ` t t ~ ~t D ~ ' { - ~ f' ~ \ \ r
\ / / /r i~ ,Ms,,. 'r/d"~ ~ ' r J' . rr . ~r'' ~0 • \ \ yy ~ri ,t \ / / J J I f 1 16 1 I. i
/ r UP m
~ ~ / / \ S ~ \ \ ! r t t tit r(1 t; r~. 1 ! f f ~ 1
\ } ~ l ~ .~~y k'%`/ y/.~' ~ `'v `v ~ V A w '~.i' AAA V~ 1 l
C4
v v v j / ~ vv v ~ v \ , ~ ,.a~ v i ~ / ~ ,..i»

``V A AV I f ?r ,/sue / _ ~ A \v v t Ai ` } A A 1 '\1 1 ~r r s. r.^ .r ~ ~ / 0e
\ l
7L"hotnas
• ~c t gi Delve
1~,...._.....•~ : ;3. `~O - t, 1 1 Ubhc' \ _f, jt L ` ° ` rl
~r V ~ \
\ V \ \ ~ ~ ~ ~ i ! I 1 e \
s ~'1 J i ~ ~ 1 ~z„ / / ? ~ \ X07
c
® r 4
` ~ 6. \ \ ~ \ ~ :~k ~ \ t r' r / ! a f,F" a y- \ \ \ \ \ \ \\tD 'p trh\.. \ \4
rr)
~ 1 1 t h, 1' ~s9 1 .r ~ 1 I A V 1 O~ \ ~ 1
~ 1 \1 \ °a .rah s r~.r y t.1~ a csz'n. ~ j ~l i 1\ 1 ~ \ 1 \N 11 j i \ 1 \ ~d ~ W ~ ~ ~ o'!~ :i, f V i 1 ~ `i \ 1 3 `I ,
/ A ~ t 1 t ~ A ~ ~ i / r r f.! i i I V 1 4 i, 1 ~ 1 1
/ l `'V 1 t ~ ~ s a s/ 9°j , i % r 1 .vf ! t l' 1 A ~ V { A ~ I ~1 `~v ~ ~ r, / • e!s, 1 0,, j t I j f I 1 \ 1 1 S V A ~ 1 ' 1 ! \ ~ t { i A -...,r ~+,+..,iz•^' ^M^.',~;y,,;,,: ~ - . f ; r 1 ~ 1 ~ l A t V ~ v 1
i ` ` ~ 1 l ~,t t' j 1t ~i 1 A ~ ~ l ~ r ~ 1 . I t V`~ A V~{~ ~ V\\
J .1 1 i ~ A ll I } 1 ?wK ~ / 1 ~ 1 A' ~ 1 ~ ~ ~ ) A v •V ~ 1 1 r J , 1 S(
f ~ ~ y ~ / / L
~ 1 f \ v 1 v / ~ r 1 i t F, k, ~ v v v, A ti 4 l l, 1~ Sk,
f
I 1 \ t s ~ ~ ~ 1 ,1 t ~ i ail 1 ' t , \ \ \ t \ c
v ~ •v~~ ii 1 v s ~ I r ~ ` ~ ~ r ~ ~ I i c i, rt 1 I t 4 t ~ f / A s~;> ~ i t
V ~ ~ 1 ~ t 1 l; " i,~ v~~ V Dp t 1 'se / / i ,A 1 ~ }I. V \l 1 ~ i ~ ~r?~ vt t A 1 ~ i ~ 1 ~ `v ~ . i t~ A V 1 _ ~ ~ 1 1 ! x W i 1 `i 1 1 i 4 \i ~ I~ 11 r r jt t \
i ~V 1 A \ ,i I t~ l ~ t AV `v r Z N 1 `1 ~ ~ i ~ o t~ l r
~V A A\ # \ I 1 4 V AV 1 1 V ~ ~ ! % / ~ V. ~ y:.. ~FM ~ .,~"r'M« ~ (rl z ! t. I I 1 I 1~~ 1 1~ ~ ~ I ~ } 1 I 1 \1 t tii ~ 1 V / 4 r' Jr O N Q ~ s f ~ 1 t i t t \ ~ 1 A . A A V A A
~ S 1 L S r j V ~ ~ \ t \ r !1 1 - r,.. _ ; A``'*~. - t0 O li r j ~ ~ ~ -V ` i i 1 A A ~ ( I ~ 1 i ~A V A ~ ~ V 1 l / r'" - r ;l' ~ ~...II 1 1 1 ! V \ t \ ~ x AA iN'illl 'I"ll"
/ ~r ~ Ott ; a~\ <<~r~:. { \ ,~r \ \ 1 / 7
\''A1 ,v V i v ~ 1 1 \ 1 A '~V A V A\ \ i.•a. '~/1 - r r ~ { J ~ / 1 l i j ! \ 1 1 ~ / ! f / t 1 ` ~ 1 \ ~ - ~ : al. ~ 3 ~,i(d Ut j i j / I . 7 v t ~ i ~ ~ f
t / \ I f 1
/ ~ _
l \ \ \ ~ / 1 ~ ! ( r % I /l j ~ r ~ 1 ~ / i, . i 3~ J as~ / r / l
` ` ~ ~
' ~ _ I V
r > i - i . ox
_ / / CY)
~ / 1 / I \ v \ 1 /
t / / - ! ! S 1 I ,fi, ,1 1 r 996` /i / / f Tl \ %r ~ r. 3
/ - ( r~ / ~ l l A t i
/ 1 r/. 1 ^000 / t / g~,~ ~ x..,..SL_; y
2~ r f / ~ ~ 1 r, ~ I I ~ i ~ A 1 l ....n ~ !
x
j r / I f , ~ 1 ~ ` ter- , ~ ~ / \ ~ 4 ,k k r.
/
mom
1 I .t 1 1 \\0.b. : 1V ~ ~ ~ V
- v, i ~ %
/ \
\
/r \ \ w
O '%r ; e F
I ovoa n m 5'
~
p i ~ ~ ;,;-r i 00 ~
:a~~ I 1~ !'r fJ~;i ¦ cu
p :1 ~ O ~

~ lif' r ~j r v~~ i
r H~ ~`;n .
N VI CD Q
N c c c c c c c ~ o O pp m m m ~ W ~ ~ D z ~ z C® G~ I' -yr (n
W ~ W W W 07 W y ~ D D D D D D D ~ In C
~ ~ ~ v, ~ cn ~ m m z z z z z z z ~ ° z m m a O Z f
D ~ °7 w nni w W uD_i o m c m a,
b ao 0
~ ~ -~o v ~ ~ v v ~ z z
p ~ m m m m ~ ~ ~ ~ z
~ o o m ~ ~ ~ D
D Ul ~~D ~ ~ Z r Z Z z Z ~
N fn N
~ D D D D
p m rn m rn
111111811111111NIIIIII8111N811111111111111NIIIINIIIIIIIIIIIIIIIIIIIIIIINIIIIIIIIIIIIIIIIIIIIIIIIIIINIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIiIIIIIIIIiIiIIlililillNIIIIIIN1lIIIIIIIIIIIIIIIIIIIIIIIIIIIINIIIIINIIIIIIIIIIIIIIIIIIIiIIIIIIIiIIIIIIIIIIHIINIIIIIIIIIIIIIIIIIIIII
ij i li ~zQ~
1 N n 0 1 (t r~ ~ ~ - icy E ~ i N D -i ZU D ~ ~~a1uu11tluu,, " \ ! si
I DAN ~ ~ ! i j ~ ~ ~ L , ^ r~ r jr Z D n\J ooooeoeoooo V Z
D j Z r~ 0 t I ' f I v1, Z 0 r r 29 C ~:0 /\Y0-%r- t S TFReoe / -,I
i ~ Y ~ M~ V N V~ ~1 I M j ~ 0~ n m o e n F° ~e~ vrr
f ~ n P W ( . to -i ~ I, , I I -C ~ N C r+ rrn- (Co Ell z 'o
i t i ~ j I Z I -I v o (r*1 v f; W ~2e b;°s 10 8 m 0 _i rq rx i °o ~ r f O
~ i! I C D _ Z rq (D co -1 v v % Lo~OOe ~p r1\ a°/~ O~ •o.e ids e7 N N OC'Si oOpoooeoe•°Oa• ` e.~~'+~~°° /J°°°° ,®I
~ E 1 00 ~ r ~ j _ ~ 0 1
I l ~ t p D 103 ZO N O111191~,,``a< o~ N eeo y± 0 o m (A 0 (D
z ~ I, I f~~ p ~ ~ r N ~ ! I J ~ ! ~ tngDxo S Z n ' (fl O • ~ z -1 g ``~peleeuurugr S to 'mF 1
' I ~s1 ~ N ~ ~ ! „ I 0 < 0 x in N\\~nl e V ®AC, `e ® 3 O'
1 ~ ~ - ~~~o°°°REp(°po®i~~Ii~ j~~•101.°.°••1° m 0 Cl)
~ , r I ~ W I ~ ~ ~ 0 ® ; . I I I I, W _ ® C v z = g1Y r" ® yt~81A{41~~
~i J ~ ~ ^-I C D rTl $ O I G. -4 0 now= m X -e th 93 o CII a °
C; ICI; ry o Q f e°' .ao Cl) O:tx O 0 CD
1 1 ~ ~ I~ 33 N 01 " CP
® ~ ~ U i~ I ~ ~ ~ ( ~ ! W noel ¦ O (A °°poo eO oo°woo`\
i ~ ~ ~ 4 I > ~ i ~ ~ i f i ~
~ ~ ~ ~ s® { Q Z 's''''0 rC~eutlet~l"` m OD 0) " W '~e to u) N .J
I 'I i { ! l i i I i ~ I

1 br~ittal\07085-WQ Details,dw 11/11/2009 2128136 PM EST H \2007Jobs\07085\dwg\Planning\3rd Su g
vv ~j
m ~ a
m v ~ ~ m Z m w ~ D D rng
r= ~ 4 ~ W
w ,~g o ~ * :U o "~1 m rn cn N
rn p m oro rnaTw-oocnm cnr m Cz II II mmmmmrntntncnDcnv~
D ~ cn rrrrr<---~-"- rnv, I O~ m ~o rnrnmmmDZZ zzZ
OUT OJ ~:tl D D{ <<<<<O-1OJmgDj-I Z ITI 'I' m D Z v J J J Z "Op rn~ ~
~ ~ ~ ~ ~rnrnmrn rn •p~ D~ ocooovrn~rnp~A.. W J
I O ~o oooocnm~~~rn ~ ~I A. z °m oooooy<mmD
7' ~ Vi A ro z C 2 z ~ m 5 rn cn r~ r> w r.~
Dr v rn O <O ~ Urni rn Vm-i z ~ tcn v1 _w~7 aTZO vtn-i-1 D~rJ 7cn-I-I D~O-I rJ1n -I -+cnD
O ~ in Am /`U w O D mOD z-~z ~Dmrn oi7D I__= ZmcZ c== CK=sr J>mm 0055 5 > m I-m M> r-
p~ z z O -ID ~ xT CA~tnp~0pc.~ =uDi-r°N OOUDiO~ ~~O Orr'~?7 ytZ-r 1 O ~ m WrnU) rn~ ZD Dn ZnU)Zn +t * ~ * ~ m Om Z Dz 'Ot*t~ D 21 > -0M "mmm > s~®yA ~nDZ
~T "T ~ D . ~ZS QDU~nr Zn0 ~DC-Ip IT10 D U1 n-ID 'DZ ~ ~ O DOO rn~~~r ~rnzZ -~-~ADZ -I D Z- ~Om D A A=~ ~~Drn COLT-a ~rnzo-~ ~i~~S ~mm0~'rn rNii~= o~~ Dz~r ZCrnv ;Zmmrr- mZ(D'OC T '-J ~
_ ® ~Z_ ~Z~~ lDfn Cv -1~ o Dm c0 r ~rn Om r~ p Z-~ D o ~ c~- -irn~-a ~pn O ~m n g~ NO O O OZ ~rnvmD r~iWD n.~ zD rn Drn- OC~vNrn A C ~ Zz ?mz COfJ'p xpZ --00-0 s- T -n ~~0
S C ro O ZD" < n~DCT -~On zr-:UZ m O CT- '0 -I D~C'0 V Z~ ~ N O-~~Dm D~~ OAS --I~Z- ~AOr ~ m ~Z~~ OD rnC r~D~ nm m rn <z r W O-I~ Z o~~ ~ DI grnZZ~rn ~ C<CO ~n r r D o _ K: C -O m Lt) C C7 G7 M D C ~~r'0 I~O0D m0D n-4Zr-
A m~ rn tnOtn m -CAO zADDO Dmzr~ mo m z m z O ~ rn ~ ~ ~Z~ rn rnZ n~ -~'o~ ~ m rrOtn=~ Z N~ = D m~-i0 bZ ~D SOD oOD CO > pZr- tl~T 0 ~0~
N W - •P ~ DO p-i-+ ~D- -Imp- <a '~s> Z ~C oy:p -IZ Z -1 ~ -I Z D r ~ Z~I m 0 rn Z J J O (D -i 'TI O O p U1 O X ~ o 0 0 {/1 ~ r O~ ITI -I CQ m ~ :G O -I ~ -I ~ D -r~ ,;P W W N N n J 01 N J Z ~ N D :t! O S F r C 2 r~ O n ''1 = ~ -i m c7 rn ro l m o ~ o-~ p rn O rnS ~ ~ tit ;o 0 Z D' r~
O o cn O cn W U) O rn W ~P p p ~ D-~WC m~~ WU)'D~ ~ rn nz v~DO 20 ~D U) O v rnr ~ ~~'''''11 ~T N W ~I .p ; n O (n o9 ro DOD Z 2 rn z ° Ri m -a ~ C D c w -t m n '*I r - v ~ r- rn V) _ :U m D W {Ji N ~ y stn ~rn (n ~ r c,dN ®oz Drr O" m o ~Z rn~ -fir N- ~ O •P Ut ~..0 O n W m n -p ~ cC-D OZAr mCi c o On U) C -Ix._.~ -i~l~ O-I mr ~~CZ .mDD aDNZ 0m 00 MCE 9: U) K U)
D ® ZZ7n Z~" V! ZO'~-C a ~ r~z -~mOD OZ2 rn ~ = m rz1 n rn~m ~D ~ oDp OOrD mZZ z m 3Am r''ID 20rnmU1 m rn~~ rC ~D DnmZ r >n rnm ADZ Ir--4 :q;o m
.,m z ~ oAp A~7~~ O(n z~'or~n iD O~Ap -CZm~ -zi ~m~~ m~ Zr~D ~r W Z ® D-1rn -I UJ OrDUI m tTl '~Z vVi rn - v~, vm-nZ U) Z pr-0 Om mCU) 7r Z c)0K 9_0 M : Oy~-1'~ m
N --~icT m ~z ~SaS S'~r ~v ODD z o O zC -I zOn cT~ ~p O D m r ITI -I O C~ 'D ~ v r 3 -i rn L7 :U D Op m Z O On r D m- -r100 m~SO c -gS m -p z zoo > m Jo p07%nm ZZZ z D Z O nC~ z
2 ~ N Z D -I Ul I~1 Z - < Z ~1 ITI ~ U) D -i n C ..1 O~ ~O DO'*I U)~~ mmfrlp ~vD ZZS n_ z0 m'02Z ~O ~p~g
//''1~ DODO -n~A yDW oom ~~-~v,-~ W m zN z0-o DA UI O Zr ~ rnrn A r v BOOS o N z~ ~ ozo -~z rnorn ~oz rzz,=~ m cTJm gp ~D XcT Z C '~?Z DMZ Z K -IZ 1 e 1 KD C D DO(n C7 C Z O Z Z
® S - Vi O'1p ~ D Ov D-~ ~N ~ CTD` m r-om = ~ O n C to r
N ZN D ~ ~ O ~Z~p ~~ymz m -ZiO~ zm rnp Dz~ro O m ~ -~Amm rrrnom O O m ~O y~ o~~~ 22 Z11!~ 0 vi- 2m 7-Crn ZZ-n ~ D Z 0 (
-m -C U1C- < rWZ r0 _ Dm ~ ~ O D ~ ~ ^ ~ Z ITI tTt -1 ~ (~~1 Z W ~ O ~ ~ Sm-0 ~~z -im rn r n n MMOM
zm to I o 00 ai ~ I ~mz m °D 'Z 0 m m m X ° --I Z O M m _0 --q
~ zm m m
O rn
W r~ v ITl
W W
W
I'I
I't ~
~ ~ i j~ ~ ~ 1
rr~ ~ / w /
\ \ \ N
~ a e L . \ ~ \ i tD ;1 t` tit t `f
to ~ ~ Z S?i ~ ~ ~ -n ~ - O ' ~.,y"'... ~"~G.~,.~-.~- ~ (b\` / yrn pN~ pm n03'OC 'n ~OZ <COD DtA¢1D f~~(n-iACT~D r. , ,••^`+•,Z.-- - - °
cor N 'TIOVI m Rl'~i-tTiZ r~ CCU Dr'I~ ~-~~r AyZO~OZr 1~ mrr••-~ x ~Z:UD ~ Z Zoo D r ~ C m mD~r OxD =Z-r f~l mD- -Di Z Z -IC• 'Tif*I ~-p c,r~y pDZ Zmrn V!• rD~Z~ i Cn
Z~r ADD n tTiZ.pOA ~ 2 r rv Q[ fir- fTIC- ~ O~ O Z ov ~v ~o 'a -~r corm mNr~~ i p 30n;O ~ a,
Zm OvZ - om mSD~ rnm Oov vrnz~ cnz=Z'~i~ ~ a ~ A i o~ ~ +IZ AO~D mA -Opp viz rODO ZNmi '
~O~Di °z~ ~mZ Z ~O rnm Dv0 O-pO~D'T ~ ~ ~DOOm ~ m w m ~ D~~ z z r= ~AZm mcT ~-t-~rnz RCP ` nv O O Z ~ D Z~ DD ADO Opp '
OD r O rnUi'o "D 00 rZZ ~-rID cnDZy 00 _n - Z~ O ZA '~~1'Om Ad U1zi -CVU) 3ADm ~m vn "iZ
rn ~ - D m w O D 9 ~ p ~1 Z D O~ i*tAm2 AC OZ tA"DD rOr~ ONDZpn2 .{a "
Hama ~ p ~D -~Opc ~Z •pZ rnN:~mmmD ~ ~ p = ~ y~ Dr om Ao m0~ z o n~Nr ' N 'y
Umim ~ ~ ~ o ~v m~ <<D Om0 Acni~D ~WD~D~= r--~"~.--~ / / .
G7U)I ~ ~ Z~ .~yrnS n~ f~7~ AOZ Dm ~nZmmD ,s '~1''1 Zo ~ '0 mx ~D r~1 DmUmiUlv(D11m N
t I n m~nm ~Z z ~r DDO xvUlx~prn _
l 1 =1~ Z ~Da~ ~ ~~rn ~ACCOZ 1r1 ~ ~ ~
rn ;u D A
D r ~ ~ arno ~ D ' ~ Q D ~ 1~1 ' Z
~N ~ I mm2~
---=--__S ~ ag°" ~~'Y: ` ~ W ~ p9i co

~ mo"~ ono
1

- _ _ daa
! t 0 - IW3Sb3 t)M/)l3Vel3S 9t ' \ r
~ ~ ;I;, .D. ~ L 77--- LOLL . Y
~,a,~ { ~ I O ~ ) ,t~ \
/ / ~ R! t ~ ~
1 zD D ~ C ~ \ \ ~ k \ V Z ~ IA \ \
~ l l r', ~ v ro m p z yr p 1-_"~ ~ _ W i ` \ N \ ~,,a M t Via
O ~ ~ `vl~r~; o -~mz f - 1 I v
D c ro
o=~~ I
ov o _ ~ ® - Z ,
\ ~ ~ NeZ
I = O O ~A / / ~ m U1 D ^I ~,1/ ~ ~ /
A
~s icy: rnOUi ~
iti~(i:', S A~mv (A ~ ~ ~ ~ N Q,~O-„'~rj'U~ /f
O
rob rn ~ 'Ja 55 ii , D Z' , V '0.~
~ ~ v o z - z m O D o ~ / g t0
t
Z d I IV t0 ¢ N ~ ~ p (/1 ® \ l ~ r C -ice /
IA /
47 '0 Z :U :Cl LO U1 W Q7 V1 -i v '0 :U -U v CA Q7 ~1 z1 O D _ _ - rr ~ D
I) II ~ p ~ O O O O b ~ '0 '0 D O fJ (n D t~ VI Z UU Z ~ O n ~ ~ i v co Z
C C -I -i -1 -I r r ~ < c -I ~ Ul Z X1 v - ~ / i ~1 v W-- 0 0 0 0 0 O Z Z 2 D O~ - ~'J.--- I ~ nI ~ m~~ ~~~~vv;ovD to D ~ - - i , ~
z'~ vv -t -c gvvrnrn-cc RIZ vo ~ o _ ~m ~ o oooo~r Wz ~ m~ -i rnv ~ z r O - cox
v mrn O -nrnrnD N I n ~ ~r rn OZ r D rnDD 0) r
Z D A A Z v I n ~ _i n n A A \ ~ D ZAArn~ o mm< rn m c~ ~ ~ ~y rn D m
~DD X Z DDO m rn ~.r Nzz rnm~ / ~
r ~ O ® ~ Qrn DDD ~ /
m / rn ~ D PP9
_ ~ r
lam. w
Z ~ 1 / i
01 Of ~I J ~ W ~ ~ ~ i ~ Ot ~ N N - O ~ ~
Z~ J08000OOOOOO~WN`1~Z ~ ~ ~ 1 ~ /
2 OINNUIO~ S o a ~ ' i
m r r r r w N U1 ~ TI n y 1 / r r ~ / ~
i r /
N
W
21 co~
z I ~ I ® 0 'p n~ o ~ I 1 { ~ II; ~ m ~ - zCtli i ~ N 7Q \0\llil~lUltO//~8~,0 C ;u D m 0
I; I ~I ! c~~ 'S D N v ! ~ ~
I I E r~ ~ ~ ~ r~ 0 -Ai ~ I I! v~ Z m ® r
I (~t ~ ~ ~ ~ D ~ ~ ~ Q N Ul ll~ n 1 O 3 > S' o° t^ o Mpg
I I ~ ~ r-q CD ~i~NO No N o°,~?~ 3
I I I C L1 =e° toe 0 j O O., a: r fn o U1 ~o° ? PIP O PI q~tq i e ~o® A.Pe
I C D y i I I: GNr1 2 !O*1 d ''°i ~oooOO~p~ `JN~e~°oo^ Q~ •oo•oso 'Y I~® 0 Opt 0
( I, ~ { I W ~ r f ~ ~ n r W a n Z A N N FS °poeoeooeoe~~``v``\ `tea `fit p••• ~,~S~e -4 10 .0 0
N I I ~ I - 0 ~ ~ . q ~ m 001 D n Q N n s C'~ iV 9• °%m ~ 0
o (i ~ ~ N e z E I ~ q ~ r ~ ; , , I I ~ Oo ~ (fl3DO ~ o nw Z ~ Pi = z \\\%\\u?ouIIIIIIiifi, % can .mth j a ~
j %zx .0 /i ,i m O
i i ~ ~ o < ~,I ~ i ~ ~ I~ f v O D ,war /V e
A = a m ~~^~oe\~.°\Iy,REQ (,q~So i ~I,,~P A • '®~s (n c CD O G) CL
I E i i ~ ~ , I N o c v z = a P``~ n v^ s PPOPPPtttttnt•°°°° Z x -i c> r*~ e I v o _ N W
f r ~ I1 ~ rn~ s _I f~*1 o d o .y~, N 0 O Z5 (1)
I I ~ ~ Z t+,~96 (D O A Z 0 004
~ ( ~ ~ f I ~ ~ Vj O ( c i'O'., OCr °O ^oeOe ,s / N awl.
I I I~~~ I,
i , I I,~ E , 1 I i I ~ OD co N N v O
I~IIIi,f~ i

1 r~itt l\07085-WQ Details,dw 11/11/2009 2128136 PM EST H \2007Jobs\07085\dwg\Plann~ng\3rd Sub a g
r.. ~ ~ ~ .
mm m z o o~~,, t
~I,I m~ h o~ 1 I < - D_'ro0 I t ~ ro
Qi it ro '~~ONoo l~Op t ro J . v ~ { o
r. ro ?i~DO vOi T I~'tiA t n W
1 0 1 ~ Z m :OmZ%~ m I, I I-•{fy I'0 p <Wp = ~N{ r ~ O I .n ~ Z I
O ~ N rro~~ ~ {CrnD { O D
X1'1 1Tt c ~ J c o o D ~ W I~ f~ t. m W W ~ n oo ~-Imm o Iv00 I~
rn zmz~ m t N~ 1 I { a ~ Z {
I
I I
I - j+ S ~ C/1 ~ tl/1 ~
m m t ,
~ iY ~
~ ~ ~ f I I
. ~ i f
' '1 R' 1
I I : t t I I I ! I
f I I I N~ h f C W I t!i ~ h 1 1 _ '•I D O
2 ' D O ~ (}Xl I t-i OZ < t t DD.ZWI D(P ~Z < f -10 I ~ ro x ro 1 I (n rrn ~ NO ro
Oro i r NO I 1 rrn ZA Or ~ ~ ~ W ItfIN~ I
I i m0 bm z {-c--1-n 1 ~ o00 -~v °mm z I p0 I rr7rn ~ O tN{~r 100 '00< ~ ° ODCO~ ZO ot~-{-I DyfJ'I Otn
I kp t CO Ir+1~0 1 II om 0 rn m~ ~ ~ rn2xx ZmCx Cx I I ~ ~ ~ { 4 x D roD z-IZ ~~mm °xrD-rn ZMp= C= = CK mmr- °C?Dm DDm QmM>r
u°,m I .h y I O-n t N II - ~ N xm v7rr'~ Dr-° -r 10 z I D ~ ~ I i o v0 x m ~ * * ~ ~mrn Omro Z DZ rom~m rr- r- r- D 0 0 tv~ MrD m
IW I m 1 DO 1 ~ tn~Z m _ Zp ~roUi C)-{D -0Z D ICAO i ~ ~ I Z~ to r~-z ~ ro=~~= ~~v,ov,~l ~ vl-loo= o h yZ~r mcoroc~ 0z U) OZSMm
r ~z w m --I ~ I D I ~D O~ p omm~m ~m~C~v7 r ~m~m Om mn0 z,~ y ~C~z ~;r n I 2~p I ~ ~ ~ { m t 'err ~Z m ym- Op~~~m ~ C-roro Z~ ?mz DOp-p X~-ziz ~-C zc °z ° o Sao _ ;u SO S; c ~uo ~.J
0! m W zr ~Z O n ~W ro ro C.~ I 47D I r M1 i N ~ Z- ~.ro0r m Z~.'0 W r m{n {D I T(rl I Z p ~ m I 1 ~ Df~riZiD'(/t ~mzz~m ~ CI<~CO ~0 Zr h~~p D~oD m0 -iz c ~n - c~ m y C
f ,~2 t < t I o rrv7(n=1 Z~oo~rnmy D mro-IO ~Z 'ID xp~D oCDr ~x
I r- K 1 O f I 2 W W C o D :p -I Z Z -i (n - I O i 07 1 I O mr• -rl - Om -ice O-Zi v~~~ Z{~r~~ N ~D- °z;o ~=p z>- 4 _
I ~D I ~ I f Op~JDp ~=00AD V1 OmO I=TI~ m~ mm~~ NO o I I I I -~r_ ...ro r m ~O- N- ro WD m Z yrr O• ror ~o 0 m ~ 00 co z
I ~ ~ I Oh ul C -IX~ ~ -Iro< O-1/1i mr ~gCZ stn .~r t 'I'ImW pZ2 m ~ 2 ro-I ro2D m mD xOmhln m m~~ rr-C ~D DOmm rD-o O U) ~2 W Z rri >z D -0=gym
W W o o`~~o -c-m~ -zi ~m-I oh m~ z~~D mr ro V~ h z o ~ -I o mr° ~p~ °~nN (A K m-- n m
m m vl m o- z ~h~ ~ u pA~'0 -vrrn`-.-{_ ~ o-{~ Z,-{CjWI DZOmhOD Z c-oo ~m xo c i7 ro o~ z z ZZZ zaaa ~C7°M z
~~<Z %O.Z~im~ Ui mD-I m hropC D ~^I -I mmmo roD ZZx (7 z0 mA=Z ~Om D
W °o(~ a7 _I(n-I ~ m OW Z Z,0-° DxlZ Z rN om Z,..{DO rDOOD W h-'07 p~ ohW- C~Z p ZED Q~ AAZ m °w
-rIOZN xZZI=~ ro OTIO =10 yn XOpZ D„~h r ° pm p D pD
-r+z°o c~~~~`' m z0~ o00 -~-I DC~W0 r°m vi II ~ q ~ o Dhi~ xr~lom ~ A~~ vin I zmm h~0
~D ~ ~Amm -rCrm_- ~ OOm O D a~p~ xx~i ~ ~x ~ m ~ off' z ~`~~z m rm-z_{-I ro ~Iroo vm~ -Ai *t z Zn z DomA D o 0 =mom
~ ~ zm -I mN I o Oo Vim ~Zj ~mz m -Di ~ ~ m ~ z -I D =i ro ro m m ~ ~ z m Mm mm°m ;u °
x m X m ~ x~ -t0 ro z z m r 0) r*i m ~
~ m h m °~°~9
rn D rn N z m r ~
~ N r ~ mZ:t7m r=D`3
m-{-~ cn-i~a u,o-I()W -ID"0N hrDh m r~ < 0~" r W ~ I I C~1• vm00' xtAr' OOtAO'
W 9'9 p -i I ~ m 00'' I CDmW mro Zy m D0 Zh(AZh ' II y m~0 < \ I I 'ozx nD~hr rozn0 ~DC'10
-~x- m D D ~ D=0 ?IAD~r CmzZ -Im~7DZ T v D ~ ~ ro_ro n zm Om0 roozh-t
rnD:O Z ~r.. -00~Zj -IZymD -uj0]D h-p zD
~ ~ Z'{aDm ~~--I Ohs -i r~z ~ ~ o-~~ Ao zoDaO D m ~ o'' Dr vlOCnmrn A ro
. K T1 ~1 •-I ro m
-ID o a m O o cn o VI r Cxr z mh NDrn ~ On m 0X0 °yo° mfr ~ r .:i N~ D~ D~(pC zUlro W~roC ;cw oz
r ~ W FWD Z m-~ m tTi-fir cbi~W ®omo ODVi O z o vlrn u, cn OZ z w~\ Z x t. o m ro C C ro D r m o I c o
\ o v v Zron zro" AWO ZO-i-( ~ ~oAZ OD W DO 0 ry m ~ m
-Imr 0) D l~ I Oro~7 ~IOyW rnzz zc ro ~ i~ \ =fir N ~ Z~ I i o-I~ D~hro o~ z~rom ~ \\~\1. ~ ~ ~ ~ o z W I I o , z ~ x o x ~i aro c~ r ~ v
cn x- ci ~ N zhD-I ~D mrnz
mz ~ro rn~ Dh DO'I'I WWW
O ~p 0 m t{n DpQO m~~ DDW ro W ~ t11 ~ ~ o arrow ~m rozm
~ 00-Di ~ O Z p ~ = D° ~z mom z m z ~ ~ e z D om O
< Zz~ ~ ~ D C ~ pox ro •
moo 0
~ =W\ m
v Wok -I fD
N \ ~ W ro ~ corm -o
m m r
m ~
rm" D
W W m W W r0
x~
v'`' rn °v m w m ro o w co ~ r
M~ O ~-co m II mmrnmmm~~~~DUDitDn
® mr -ci ° o mm~mmrnDZZ-+zzz m-p ~ cm ~ _ 000 m-~c
Dm roD r ro vJVJJVZro~< -0~ rnrn rn ~,cn UI m~ ^ cn Z N~oc~w ~1Dmp~Amm t t ~ , ~ ~ I
r 0 6 1 O O O O O O N A r~ m ~ l ~ I I ! I I
~O z o 00000(nmm my ~ iI i { ~ { t I I i r ~ I r x D< 1( 1 f t i t r ' ' t { r 1 i f i it It 1 I ~ % i
-I h m a7 m < O 1 1 m ® O { I ; i {fir Z 4 1 1 i / r { 1 t t \ i/
C m Z D C { 1 t - rn VDi ~ hWI -i ;i W ~ t t ~t { ~l { ~ i ~ i It f ! i; In w
x Z Uv Z ~ UICD v rn to P W N O N o A W O 4 ~ { { i ~ { I Z 1 I O UI ~ D , 1 , I { i m tfi O 2 ~ , °g r~ ~ . •t' A m .p Z zt ~ I 1 ~ I oil, f
I' 1 ~--Im rnr~ 'Im 00~'DC ?1g ~OZ GOOD DUIWD (~~N-iAO~D - mD r m l \ ! t 1 ~ { ` UOrD•" IOi7U17~1'_t0(A ~m mm~mZ r~ CCU Dm~ ~--I~r roy20~OZr ` :0 3 rn D 1 1 { , 1 m D roD Z roo D r a C m mD~r OxD =2-r ro A O { { t { {
m~•^ xl~mhz Dz mz Om Aro hmD o~z zWmO ~ rD"'IZ~W I ~ ro , 1 } c. 1 -Ir n ~ ro = r o or me ~ ~ t Z~-{ OVIZO 00° Ao ~1q V "Ir tArm m-~A I r ~Oh;O ~ D' O ~ ~ t~ { f
m ovz _ _m mxD~1 'gym OOO oNZD NOZZ.n~ ~ ~ I { ~ZA O z AO~D DA O ~ m-~Z rzD m ro C C w m I O (n ~ or 07~ ro~ r'mcn V~O_ O<O ZN~ Z C ~ 1 { 1 t y l
-I -I O~ OZ m~ OD O' mro~0o -ro ~ r ^ \ I ~ ~b rom roo °O O ro m D r ~ Z , ~ a ( /9 ~ z z - _m D _ _"o h D W 6 1 i I I V ~ Om w m ut D~ DN~-0 Oro z Zyr rAZm m+7~ro;Ca-~z rom N ~ ` ~ I '°'F -----.."""-1'--r---~-
h0 O I--I Z - D ztn D ~-O 00~ ~ ~ (n mil ~ O rop)~ rot G70 I-z- O..~D (nDZ 00 O N :Um - W (,r\ 4 l ~ f:r':..{',;'?'5..1.,:..,.:'.:... 0D r mrom ~m ~ oz ~ ~ ,Yo• D -+z s~7 z ~ v ~ ~ O ~ , . ~ ~ { ~ ~'I: 1.:.::,.. 71
Z ~ Z •0 ~t _ xl -C N ~ D o O I Z Z UI -i D W W N N~~~ ~ , 1 l t .,1-i rn~ v )'tn O° ~m 1ny..f C--Inm m-`~OD ~ "'t W W ~ O Z ~ ,.I. O - ro ~ Xlh ~ m D D N DUl °O O v-~01OOJN Nv Oop 1 I I ,i'1''.i.a, ~ I O x U1v rOr .DZ ~ c0 ~ J ro ~ i 11 N
~W ~ D :0D mOaO ~Z oZ ror O ~ -CZt°*iny m m ~ WNW ~ j p,'rni W N o9 D ~1 1.,: I i f ! j I / m x ~ N~ C 00 roz Croy x_-C-I j~ momr y o y O W h C) ® 61 1 I i T,
~ D r m roo O Z O h-(nr t m-I O ~o xi m ro<~ OU1D WDy~hVl I'O ° -1 -';J'. { { { ''i:~~ ' 1 ~m C ~ W O po <D Om0 ro-iroD °q~00D x (n .-I O O I I I t ._i.-
A ~ Z3 mDrnx nro ZA ~oZ ~Dm rOZmmD ~ x Z~ Z ~ i I I 1 1 j / i Zm ro mX a< xy ~O ~ rrr---i ~Nm o(Dl~tTi m V <Z { j ~ 1 ~:li~,' I ~ ~ I _iTt t I 1 ~ /
o m 'BIZ DDO Dmt~(A m ro N m!n ! Iy;.... h ~ -Itnmm ~ rp it z~ xotnoro~y ~ ~ ro~ ~ t ~ 1 ` ::d I Ij '0 O C A I i 1 AD Z OD-Zi\ Z~ ~D O ZZW ~pCQJZ m p ~m ~"1,','i.'. 1 ~'.1`.{ t I JI ~ f t / I / ~t d t i ~ f /
m~ C znm~ Vir DZ p rr-t D -i I I 1 ~1 rn v7x O Do 1 ( 1 : /
a~ ,D- czi~ o ~ ono x vo p~ ~ ~ ' ~ { y i I { m ® f t {
~•,`~10 I/I \ I I i I 1 i t m ~ 1 I I ; I I Y it 'i J(f /l ~ i, ~ Ott ~ • .._..l:
~ m I ! { t I { 1 ~ 1 n i I ~ j
~ m Z ~ I I i I S i N 0 ~ 1 I { I I~ ' y I { t I t t t j i t ~ It t i / j /I I. i r i
® ~ {I I { ~ r t t t t l t 1 / / t i t 1 I / / i
I 1 ; Gl m I I tl ~ ~ I t { t {
i ; I I ~ { { u, Z I t t t ~1 ~ { H - ® ~a ~ ~ t 1 ~ , ,
vm t I i I { } { i
~1 N1 ~ ~1 ~ 1 I 1 I~ i i t t 1 1 t 1 i t Ix
v } . 0 ...t•. i I i j + ! i I ; ~ r I l 1 I i
1( ,:yt.. O A O I i I 1 , I
, -I fTl 1 ' i ,n ~ ~ ! ~ + i I ; I I i h
~ i i , i t ~ ~ f i h ik ~ ~ ~ r-~ ~
O i t P h I ~ ~ ''r ~ !
.r i s r ? { ,.~t~: :Awe.-, 1 + , i , ! ~ i ~ I I P 1 i t iP h
+ l 1 ~ t 1
l I ~ t h i h 5 j
I I O N O (11 t j ~ ' I + i t i k t, ; I h
",~r i O i ; } I ; f'a :t ~J`.kii -1 ~ I
(r~r1 //r A A D r + , , ~ i
~ 1't V' LA 3~CCW t o ~ ~ ! ? ~ ~ I 1 t ~ e t / .
O n \ ~k.1~``~~•? v~ rnozN'o Z X D~ + I i j f -I / ~ ` m g c o z A I I --~--I o x ~ l 1 I ! ! I r m O f t 1
o o ° m ~ -I m m A , i i tl
CA ~ \ ' ~ ~ o A z it II m i ~ i ; i ! i ~ i I \ r e
n d~y4 "r*r;rz . N O rn D D - I- ( ~I N J Z ® I ; M
I ~ i t' }ya g rn t0 N 13 ~ ? N O N G1 + I I 1 + I i
~ ~ ! i I y ; ; 0 0 i- I I f ~ t
V o~ I~ I-~{{- ~ r i I t c c 1 ; k ~
L z ~ r, I I ; ; ; ( I ~
= Q f~ ~ ! fill
~ I I + I ~
;~f:~~ mmm 1__- ~ i ' ~ ~ r:; ~ {o-+o I-- rn ~ I ~ 1 s ~
~ rig ~ -C C ` r i
m D w~, v i--- i----+ { f----- I ' 11 Q ~ ~ \ ~
~ $ RIO O ~ ~i ____I - I I____~ r 1 ! V ~ i D ~ ~ O y 1 ~ ( I I ; ~ t
o ~ ~ _ 'I I, 89 ! ~ z ~ i--` i I ~
OO O O ~ ( 1 I: 1 'I ~'V ~I IA. O O O ; rn m I I--•- I i l i ( j9 I f,1'p \ -TI
O U1 , ~ ~ ro I
3 . TI I I------ , -----I 1 ~ o ~ ~ ~ I._._... { DUO t ? i -1 -I
m °I X o o ~ o 11= I l' I gg ~ o,~--I---~-~-_
J ~ - { , N ~E` p
- - - - - - - - - - -
~ II . I_~i
I----1 I_ I I W~. i _.I N o ~ N
i ` I I.z v, I~: 9
~ ~ ..gym , ® ¦
09
O 11 0s oU zAAWWW°-~~N-~o~A-ooaow ~ -c ,,-~;+'..:,.i~'__il~i`'';~,-;,~'. C~
c mm OOOOODU O AAmOAD D ~ I - ~ II II - { I i + ~ I ~ rJ fJ -1 -I -I r r D O N D N CO ~ I I , acc-~-~-+-~ rr ~<c-IZZg ,.x • ~ IiI_._ - ~1,;-;-,-~I, .IIo ;~w. - (i .L__ d1~ v E,S
Ao 0 0 0 0 0 0 I I i ~o w ~.zzz-- z-c z Amm AD Omm °-IZ I _ __.._i' - _....Iil--- E9 U az <N I I u,~ 1 yr C:Z
, o Z U _ _.Ii ..s. O U c c ~ -n O r rn m N N _ m ~ \ ' - i ; ~ I I 1 ~ . I , ~ i ~ i { m ; .C C z ~ . ~ Z ~ ~ O v I I
D mr cC I;L.........,,-a-'ii-.._.;i. __.iE,- o Um II ~ A2 O Z Z cn cn W ~ " z rn ~ ~ ~ A m ~ I--_._; t._.._., , , -1 -I xl -1 NZ.... 0 0 0 -I D - O < " ~ A A U m A I , I I i ; , O i L._,._I ~ r~ , U I) v• U v• -d _ go -4
o r m m O o -n I, 1, c~---~ ~ rn ..pp to ~ U m O Z o D m rn D ~ - L_._~ I , L__ _I ; { _ i ~ .1 V O Q1 v 00 W !''1 D A A Z ° ? '11 D D i I....,_-: Iw._. _.I D__°,.I i ,----~1 , , ___....I i _ 01 W • O to ~ V It
z Zoom n I _._.._I , I i f! i_~ i i.___._., I I,~- ~ ~ w x v v o cn • C D D D D c A O D o I. r---I •P O p N
A A U) D A U tTl .._i I t i D A - -1 I I --I lww,p w ~ UI ~ ~ <
l7 r D D to O 1 ~ , , . ,--,-,-~0 I (----ri I ~ _.'t _ - ITt D A O Ui Z I I I I "'I ! I`-"-I t--~ , I---1 1 _ -
, i ' t*1 rf r %
r .1-_. _ ' I.O
~ D _ i I I ; ~ ..1
, , O._._ . D 1 i ~ y ~ ~ m ri°I ~ I+---cn v, i--~ m--_--; -~I__. _(i i 1 Z 4
N Ut (11 0) O ~ N ® ~1 ~ ITI n I I i ITl n-? i t . s ~ ~ u1-i t - r ,0. - •P OD CO O N N N :p ~A O T Z ~ \ X C_ _.~.I I I U i I . _U_ ! I..~ m
Z to ~I O O O N 'p Z ....I -I ~ f f! , O, i p C - ff v~ v J O N N O A p /V _ n I___...{ f I_..._. I I i Z--1 I ,.m~ m i L~._. { ~ r-E 11---- W Z N N N (7+ O O O U, O O O O n 2 ; ~ i_.:-(~ n I_.w-~1 -t___., rl_-__-. : 1 6'n •
D ~ ~ 'S ~ ~ ~ 2 09 D Z O D O ~ { I I I ?-...0 A ~ry_._..t I (G`,_._ . + 1 1 v ~ ~ A t~ t~ ~ ~ll.__._... ! I_ , I ~ , ~ J "0 t~ N !n (n N -r; -n n z -r~ ~ ~ , m t~.._{ ~ _-r'r E _.I Di_°__ , 0~
rn r r r r r r r Do i--._ I I Dm , l i__ ~ I EE N _
m D R1 I l __.;...:..~.-'.'j.._.., I I !.w__.• e, o--•--I 1_°___~ ITI{-_~__ ' ,-O fro
N ~ ~ y / z;a tin)
I I {I;_ 'I ~~I L~. 1 ~
1 ' ~ i ,v / TI,
i~ to ' V i:- O
• 1 o - ` 1
®sd ~ ~ ~ GJ U1
i ~ + z 1. ~ ~ ! - v v 'o 0 IIINIIIIIIIINIIIIIIIIIIIII{f{ll{I{{fl{INIIIIINIIIIIIIIIIIIIIIIIIIIINNNINIIII{I{{{{IIl111111111{{I{I{IIIII{IIIlllllllllllfllllllllll{IIIINIIIIIIIIIIIIII{{{IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIINIIIIIIIIIIIIIIIIIIIIIIIIIIIIII{IIIIIIIIIIIIIIIIIIIIIIIIIINI{{IIIIIII811111111111NII Z _q
11 ! N n nN n l ~ I I+ I N~~~ : , I 'ZO y `„yyi1411N1l8A10'/
~I i {I{i c N D p y-N o , , i ~ ~ ~ ~ -t 3 r = 2 D peoooeeooee >j~ Z
D {I+ I! z L ~rn0 0, w Z
i I D ~ O IU to ~ rte,°3~' _ ~e ~ ~e
I i r : -i o ~ ~ ~ r Ctn z _ ~3 N won m V P, (0 1
~ i I I I ~ Ui c i I ; I z _ z I i - ~ -I ~mN° NO N AC1 n C) 0, m = U1 moo `y1, ` $0 m 0 rl ~1 tri w ~J a nt e ` pet
~ i I i~ C D Z ~ oe o ~o°q®~ a s ® (D n OF J O
- oo ~ r • < ~ ~ I I ~ ~ I ~ r ~ ~
_ ~ l ~ o I I o ~ ~ o C ~ N c ^S 10, zo SD 0 s 2u m Jo z
z { I ~ 0 ~ ; i i ~ ~ pp r ® Cu, 3 D 30: « e r « e z W CAi (D 0 (D r ? •
, ~ ~ I. i ~ n, ®e o zi = z °o~OttIIuwrnaq~i~~ , to ;i'; r'" d) x to °010,* p®~ o CL
{ i;l? ~ 0 D r I ~ m (a\ e° °oeoeeo e ~A ~I~s A eP ` ` °°ou 1 0° r B e B O CO) -1 O ~e ^~°°e,ERED(q eeol~ i~ I~° ® ~R ? n
,I . 0 ~ i v J ~
• li i !f{ w
l i i I t ~ iI; ! ( I a -s nt e v M_ T r N o C3i a g~~ N
II I: ,i i I , Np A Z Z ~!n °o~dO V o m OD
s i ; + I ; I P ' CO O O O i 'p °o J 1\ e° O N ch CO) (D z OA ~ :0 C orb' '0,ooe W 0~9¦
I {~I
{ I Iii, Ell I G 1 O N °~ep~tnuuHO~''j° OD N Cn Cl) N -4 O
1I{ J ~I

O (O OD -40) (P4P G, N
-00 o-0H�Coo-;,oD-UK�zmrn-IZ�< �? o-IZm�x
rx*ty> >__4C �z rim ()DXD ZmOm --i D C7Dm�0D O
r<��0r°wrnr�r _r�rmZ Zrtm m I DOC)rD-S m �mrOrO'7
r-
--i (/) rnco, n r-Zc4h m3-rn--{tmr� m <c�--i
U) .Pi r -M �,.d0K:EZ0 mZSzrmCZ�Oz�z
prnDr2zs��'-�,.i0r"� _ ��psM M__J� rn
moCsZD�c OiOCM A<== --1M=j 0M p��om�
q(n00(n-iZ� �D��(/)z0�I 00�D-t0 C <Zj-r z M
O r� Z z
��Cm.
ODy 1(n DZOOr-__o<DCO--4 - - Doo
000 O(n0 Olon�KriNITZI c)ZOm DZcn >M -X-< -„<o; A
KC�1 n r 'O -m-. -OC '0pD -i r-0(nD-I i 1
OZD mZ�DWO��n�-p-IA�­p-U�' M MOXZ
00Z 3: CXM-- ;U>mnA 0 m�r=Tir �D�Z-_z
Dm0 (n 17�`7.zC7S�-iO mXtnr POm��D o ( ooz rn O z
>>oZo oOr-0�zr �Zz-i Cu
_
-D-iC2 �Om�'°°mr-{< mfA �W0 Z: -<(n0-0 �m /�
mODmoyDm -n 0 o m c 00 C
ZC)m X0C <r.,.i z;u ZOr,ir-C 0 oxwo rn
oCT7 C 0 -DI WZzO Z� i C)ZOOr Vj -�nr- '� i Vl Q
-iXD mrDmm(n� o= mm�ADmi mmZ
2mz z _ -irA �m (n�apmcn � �r�s., rn M
r'�-i(nrZD o C- oo c� KD �o
0C� O D --i r- (nD 0 -gmDO m Orr -n m
r p r-rN,rOK D< ;u 5: =i r m=m W Z z
�rN--Z m ZOOmK0r �rn-ma:m Z: 000 np
j< -i -0 D -i D _{ rn C D ' T► — Z
IM
CImTI C Z0mM z Z yCZ Z r*117OD [✓
Lu
tTrO A S O 0 mem O r— x0 -i
m TD C =
OO A C
DZAma <D mO O
< rn z m
0 r p
_.
W N O (O 00 1i G) Ur 4� . N
0-1:0 -i -i Urn�G7O(/1-i -I(nDm WTl-1ZDZ-(m^o 17r-:rCD�2 DC
rn Sm -< t mZ- m n DSOOZO_ DOOo rr MF a) M sr=C Z p- mz
f<n rnmC)<) �*1(OnC o pZmZrOr Z xom�rM*tDmm fCn < <Dm__i O mK -nm
2
m�DD �A:O X O zfn-INS *i�(Z)-i0'OCD� pOmc7 W Oc 0;0
U0-IrrDZm�N3:r->W.14x>r-r--0 NDrrn� mCZOmz�D�
mrx-o�rn�Omm i r�r�OCZZN�mDONODDZr0�M0<��M2
--ZIiZCn�jZmpx +torrD-i0�m rii,7-►GD'O�Z��tTt'rjC7C Utn-Di �pZ
�a7mrn0(nODD Wc)O D-nr=0rTi0_< _ x=•i00-i-� 'S
m�OOOrnmZ�ZOZrnW KZ�mKO OC -n oc -�A
�:0()m> U? :0 P _j. x- Z 0 ZCO-�-Izr i n �Z-�-<
>0>z -i -i rrnc)•�rO-D -Oxo'*t DDO(l1CcnCODOS c\j co
zO-�Ooz” mm C��-iDZ-I0001n-irmZrmmDr�ODm
OOcZj 17pp:'S zfrt m-Di�mC�DOmN�Smmrn-m� C1DrD-K-]-0 i'i�%
�z-{m�mOSAr �m�-,7-+<(nrmz�Zr<*rDNDOCOOymi-rin
0-< <U -OD-n f*1rC rDmn OC)C<C (nmz00 Comm
zm momrr--•m mn rz--Irzrno�Z-�iDArn(noD-rCp�p��X
��zmTiz Pm OS mm(n0-ilp(n''0D i -nKO=CrmT)z�C
-On0 Zm0 -1 -rr- CZ DD;ODOD-- D UOrn 1 D D 0r m
pA\0mz v (n ;Lln r-0nm� nZ� rr- D 0 Z -i Xm z
0 D-r�D(n0Gn 0� CSD�AO=ipmOrgcn <-IDmOr X
U) ;a r rnD G) rrrn� ���- D rMzz;uDZ�m`� m�co� �-D -< (nC m
Za(zno Dmf r rn0 d0-ri rn m� oOrnZ� Z -Dm� m O mm
SDA\coo Om �O� �� X'rz-(< X o Oxm-i T A Om
A -I N Orn - �7 (n 0 = S G) O rn
ZK "(n:UZZ C -U:EFo 7 MM>31�0M-9M>0>0 K.
DOI�Tim�70w+1 KD ��rzCD ZDD-Di�prn<gpp ZO z
D:i) -I Z1n oz0>= m' 000 m'0 0C
c_�ZO miTiD r�T1`�` 000 tV 0r*1 ZE: M o m n 0 - ��
r< O��p��Z �O -I���O D��)�0m c:OS ZCZm�G,) Dm m
o USO CZo vri� D'ooZ 0 b1� �1nCO.r D z ornS rA- O rp
OD-qOmr-rn-0 �0 r0 (�*IZm O�-Dim�<-' � E mZ C-
rrrZ-r�p�SCD)pZ tm*70=tr0-Dr b ;uO*>>rn? xMDOO 0=
porn srnr*tom m Zrmrn . ow m n Mzr \(n z �6rn Z 0 m0
o� -u
m•�XX >M c)= O�zr-1-� -i< rn�z�zNo _mz<`n �O
�--I!' m0.1 -rt r -i ZXO m XDCrN ED mZ0 _< Z�
\ D
DZ �0 COD -SiZ-�G�DOO O m�mr'p N �OZr D 'Ua
rr-m O r n o 00 zrnx m U) ,� - mo -t <? m -Di
�Gi mQ Z K.�O=mo I<n-0�ri p fmr---i X00
0 m0 ZCorn mm --< c
Sz mO DrD O OiCDC rn-*s�D� K oD< ►-4 in r0
M x> rr -u �p(nM-�{i�mr�itm m �_iEn= �D
O D A D Z A :EMS M(/) W t�Tl 8 O Q Dr M �-i
O 0-i ­40
NI CDpmD KOr-{rr--� . O sC-S AO
rn (nf<rf < z-0 m_OD
M (n
X
o0 ;u -0 0 - >=-< --i ­4
�Cm m
Z Nm Jo0 W (zjr.D Zp rr-Z' � mmZ
o �m -m W OSOC i rn r-g0Z
O W MZ -* nonce M -a mDDO
S w (n C)
M Z Z N 0 0 (Ji -i -C -r o =< O V
^N
p1
.
Ia
z
a
C�
D
� O
x
Z
r <% z
hoz
m Cn
rnA
D D
� Z
r-
m
Z
Eq
O rn
Z Z
V r
�a�m
25M
z
I-,
;.�
W
-III;_
11;
. ;-
; I �=I 11•
O>
�_ _(I
�`�
2�
o
Wcn
(n m
Z;0®r,
E
11 �IN�I�1-
--i
z
r-
� rn
rn
r*t A
0
r-
-<
-
;i�=, l_.,_1II- I
I.� _- _ � i
,:---�i-I,i !.- -
! - t -
- -.�
_�
i ==0r
N0
_ I
I -' C
I u Ti
III.
D
--i
)
X -i
)
O
00
�__"
0
V •
((n
•rD0O
(n
Q
O -<
�
D
�
�C00 I
_
( -I I
i-
._;" 1 1 0 '
�"
�
0
o;7mz
� �p
Z
I_�
Ifi—
)>
o
W00
=1 M ®-
s_ r i-
rn
0-nZO
'_.i I__
__1 __ * I as -1
I_
C
4 __ql
Z --!
z�
11 i�_ i_
►t1It1f#yl1i-
i O zi
i i
"-i t
0;0
I ---
.
rla
m
.
M
0
I
-- i
.
Ia
I_
0C
o0�M
r
p ^
o.
1
?0 ,
�_
M
r-
- ISI
Z
Eq
�n p
I I;
-__
I
V r
, _w
rrrr r
0
z
I-,
;.�
W
-III;_
11;
. ;-
; I �=I 11•
rmn
�_ _(I
I I
2�
q
Wcn
(n m
Z;0®r,
E
11 �IN�I�1-
K
O
Z
O
�
f u�0 Z,___
_�� i -___� o; __
ii';
1►;
-
;i�=, l_.,_1II- I
I.� _- _ � i
,:---�i-I,i !.- -
! - t -
- -.�
_�
i ==0r
W8-•
_ I
I -' C
I u Ti
III.
D
--i
)
- 1 �'
j... ,,
)
O
1-- �
I- _-I z ,, A
1 D ,
o r.!..
7r)
0
V •
n I
- I I
,_
Q
��v ®
� 1- _ I .A I .G&
-I I }-- .11
1_ l ®.• °
<`�
�C00 I
_
( -I I
i-
._;" 1 1 0 '
�"
�
0
o;7mz
� �p
Z
I_�
Ifi—
D rTt
:0
W00
=1 M ®-
s_ r i-
i r
0-nZO
'_.i I__
__1 __ * I as -1
I_
C
4 __ql
Z --!
z�
11 i�_ i_
►t1It1f#yl1i-
z
O
0
w
-G
M
O
z
N.
II—i1.
-- i
.
Ia
I_
t�
-_I
o0�M
r
p ^
o.
1
?0 ,
�_
-
(='...
- ISI
i
I I
�n p
I I;
-__
I
-� �_—
, _w
t
I
I-,
;.�
tt
-III;_
11;
. ;-
; I �=I 11•
rmn
�_ _(I
I I
I�-
M n
v
'-,
\\
--I
K
O
Z
O
�
z
1►;
-
m�D
_�
i ==0r
W8-•
z
III.
D
--i
)
.
1.I
)
O
zn (n
7r)
0
Z0rvrort
I I� I
,_
000��
in m
Z
<`�
�C00 I
l
N
o;7mz
� �p
—f
__
I I
D rTt
:0
W00
.
I
i r
0-nZO
; — f
C
4 __ql
Z --!
z�
v! .
i O zi
i i
"-i t
0;0
I ---
.
rla
m
.
"O m
I
m
r�_
_I
y c�
N o
c
O
MO
n
-1 I
I.
O
Z
z o
r
.
>..:
--0
rM
M
iiI
0
1 �,
0
II
o
e_ _.
III1I
---i -
i _
�-III—_II
-fI i11,
I- I(_I II
:_III_II
] I 1---I I
_•I 11—
-•I-�mnom
m0 r- 0� D Z m m
O D m� Z D
nOV) _u
0 �
L
c
M
1
M
O
O
(Q
N r
'C
O Z
.0
Z_
0
x
D
m
0
0
O
m
00
w N z
r i-Dz �gOD oOcno7D ��v> om�D �
Ori rn-iZ� -7�dr D-2 -OmD-r iri
�r'i �2ri'1 ZDODO;r I—OZ_mzr U)
r zn
mD c-
Or p _1�s= p r -
T Ocr-1Dcoi,I zm01
NQ> X 0--iMR0
1 Wim* Dmf ��p-z-iZ 0y> 0-z �I
O >0-0--i
Km- r- >(n m OD �xmDOS Nod
c m 0M r -r-0 o-uZG7 D (� t -n
00 Or= U) 7u M(nrK>D(ncOD 0'riZf
Z� OME -:UDA 0Zz {0 -MOO
rn r0 to nT -10 c n
.,® 0z DDD 0r -(n mON 00;K Z0=
(n - Z Z r- -i Cn ;u C� W G7 G) C) D
0 0 0 (/) > -ice ��� O �o� (mnm-=i-i((Ar-
�> cn-uz _r __4 mW ()0000=
D O r= ;7 D
rOc O O�O m
Z
p 0� 5� cn DG D
-i Z m 0
2z
O
C
r-
M
-n
® Mn
® O Z
z _
M �z cz
r G?
EM
X0.1 �D7
rn
O
O
C
�Y>" (lour u' z C9
Z ��,
10 �D
AN K cn r 1�
rXX* `O� % % CCE \
X \ \ E E E
I iS jDj E It% E F E e
//v��11��/ -I -V < \ e E ' E E -0
( 1 M <) E E % V < E E c <i
` r Z m E E E A\ E E E E m
Z E 6 1 1 E E
o E E I i (_ E
M E E 1 1 < E
Z E c 1 1 F E e
O A
E E '1' �* E Ez m (. E I I r En C 4 � .. E
' f
§.
Z0 e ` E G a
� N Q�QZ 1__11 ..'Q I E c c
D , . ..
0 � IR^O i;� jl .; '� e r
rz
O �
�o
zr-
1
/?/Wfi r ro pUBCI
\_ C
O
Z 0
_-i .-.
om
0
-< C
DrDr XO
:>j K Z
-00KC _n
n Z --i �J
z o� �
.Oi>O-0
Z D
80
O O
.� <
M
m
o�
T
I
i
i`n
i
moi
0
o0�M
r
Z
1
?0 ,
�_
f�
2
sir
%:z
pt
t
�O
Z-<<�0
0
i� Zrr
1 � �i
t
Z
. 4
22
-n
I i
tt
t(
X
n
0 C
tD-C- <
=
O-irm
�O
co
(
1.
")
M n
v
N
\\
M DK
K
O
Z
O
�
z
(n m
p
m�D
�___,
i ==0r
W8-•
z
00
D
--i
)
.
1.I
)
O
zn (n
7r)
�K:
�o
ZD
,_
000��
in m
Z
<`�
11 �
L.
v
i rn i
o�-U
r
Z
D rTt
:0
W00
.�.
i r
m
C
W4.L
01W
d�:
i O zi
i i
M
v
r
rla
m
.
!Tt
�/V
I�
m
3 '
m
D
•=-r
y c�
N o
.�
O
11`:
O
O
Z
z o
r
.
>..:
--0
rM
�n
ro
0
1 �,
0
0
o
e_ _.
t
;T
M
D
iI.
N
W
,a
v
v
v
I . 1
I . H
0
\,```.
1'-t
rI1.
jo
m
2`
.W-- . (
, i
.. I
(O
( 4
.
//
Z W
(D
w
o
Z
O
n o0
O
,
m
m —t
-'
—
. M o m
��.
N
I
z
I
00
U)C
O
O
Ed
1
/?/Wfi r ro pUBCI
\_ C
O
Z 0
_-i .-.
om
0
-< C
DrDr XO
:>j K Z
-00KC _n
n Z --i �J
z o� �
.Oi>O-0
Z D
80
O O
.� <
M
m
o�
T
I
i
i`n
i
moi
00230
�mrr-
o0�M
r
Z
1
?0 ,
�_
f�
i m m (Dn C-•1 1
m
sir
%:z
pt
t
i
1
Z-<<�0
0
i� Zrr
1 � �i
t
�*-
22
-n
I i
tt
t(
1000,1
tD-C- <
=
O-irm
�O
co
(
1.
")
�Irm-m
O 0
ego
�-' :o �-i
\\
M DK
K
11_11
--f z
m c)
z
(n m
-0
m�D
o
i ==0r
W8-•
Zrn
rrrr�
<O
D
--i
)
.
1.I
)
m TI O r
zn (n
\
�K:
�o
ZD
�/
000��
in m
Z
<`�
11 �
/
v
i rn i
o�-U
r
Z
D rTt
:0
"r
O<
i r
m
C
:�'
. a
d�:
i O zi
i i
M
v
O
rn
zr
rn
I�
N
�'
m
Oz o�
G) �
O
11`:
O
I i
o
r
.
>..:
--0
rM
�n
ro
0
1 �,
0
0
o
N
t
'i
M
D
iI.
N
° '
,a
v
v
v
I . 1
I . H
�r
\,```.
1'-t
rI1.
.
.W-- . (
, i
.. I
( 4
.
//
(D
I
' I
w b �,
I
i
n o0
O
,
Z
(
-'
—
. M o m
��.
N
I
x
I
00
U)C
O
O
(O
1
c"
0
1
m Z
O
*1000
OMKM
—1
tt
o
� K
X -i= -i
t
m
M
O
O
N
M
0
0
D
0
rn
�4 10
_A m
>F* * \
T
t
rn
%
00230
�mrr-
o0�M
r
Z
r �(
� t
t
%
f�
0
sir
%:z
pt
t
o
O
Z-<<�0
0
11 t%
t
�*-
22
-n
A
tt
t(
' z-.
tD-C- <
=
O-irm
OXr
co
(
t
�Irm-m
O 0
ego
frorlW\
\\
M DK
K
r
--f z
z
z
-
N 1n
m�D
o
OC
W8-•
=G7
�mr
D
--i
)
()
)
z o K
C
zn (n
<
�K:
�o
ZD
�/
0 n
DO
in m
Z
:
/
v
n r
o�-U
r
D K
Z
PM =i
O<
m
C
rot
M
(O
Z
11
W
I
x
tb
O
-0
M
Z
Z
0
9:0) Kr*z --icn 0? C)W DN U-iZ-O-n(n-' z
�� ZNmZ D D CZ) m=rn0>0..i O
C K o z ;0 -r � 2 :U o -r rn n --i r n m
mrt CoK(J, < nn m_nn X_n N CU)Zzi,7zN
m
:UZO mrn om m .ia C rDC)G)<
mr DC) ( *x �'U p'0 '(n m 0(n -1r
Om Xm-< --i D -I C -i D f*i 1 <�ODCDj
o� o(n0 r'I- Z� . m Z CroO nz
(n :2-0x , Or-
�D rrK _� mr rNO
D<TI 0n -n M n0=Z,(On\-<an K
O N=D� TS00=-i
U
Cor O Z O O D r- 0 0 C=
O Z Z m
m O m m m CO O T7ri D
C0DN -i -1 -1 r �rDrimZ(D'-i
D o�o
ncu 0-i - -i mo-4zMCC
C ymrr�AnC C CO ju*
rn rn U)V) ii ni _4 ) ZXE)m�
z Dom= X � 70 -n rr*rnmazWo
rn m m XN mxNA__qC �D_o (
00= r- o
T
-4
®
n
0
",I
mmm-Oomm
Z
m
x
Oft
\M
N
sir
%:z
pt
O
I
rsa
w
0
a
Z 0�
Oft
%V
22
-n
A
-UmL
-\ --I
' z-.
p
OXr
0
m
/-mw
rq-
frorlW\
\\
M DK
K
r
Woa
z
m rrn'
-
-0'
--1
G)
o
X O m
m�-
o
TI
rn
D
--i
)
()
)
z o K
C
-9
m
<
<
=i
.
�/
r-
�
:
/
v
V
o�-U
r
o
r
Z
. -
O<
C
J
o
M
(O
�.
M
v
O
rn
zr
rn
pD
m
Oz o�
G) �
O
11`:
O
(n
'
r
D
--0
rM
FP
0
0
0
0
o
z
c
m
M
D
iI.
N
° '
,a
v
v
v
I . 1
I . H
�r
[.+
1'-t
rI1.
.
.W-- . (
, i
.. I
( 4
.
-,
I i i
(D
I
' I
ci
I
i
n o0
Z
(
-'
U)D
()
"
N
I
x
I
00
U)C
O
O
(O
1
c"
0
1
m Z
O
I
I
—1
I
o
� K
Z
11
W
I
x
tb
O
-0
M
Z
Z
0
9:0) Kr*z --icn 0? C)W DN U-iZ-O-n(n-' z
�� ZNmZ D D CZ) m=rn0>0..i O
C K o z ;0 -r � 2 :U o -r rn n --i r n m
mrt CoK(J, < nn m_nn X_n N CU)Zzi,7zN
m
:UZO mrn om m .ia C rDC)G)<
mr DC) ( *x �'U p'0 '(n m 0(n -1r
Om Xm-< --i D -I C -i D f*i 1 <�ODCDj
o� o(n0 r'I- Z� . m Z CroO nz
(n :2-0x , Or-
�D rrK _� mr rNO
D<TI 0n -n M n0=Z,(On\-<an K
O N=D� TS00=-i
U
Cor O Z O O D r- 0 0 C=
O Z Z m
m O m m m CO O T7ri D
C0DN -i -1 -1 r �rDrimZ(D'-i
D o�o
ncu 0-i - -i mo-4zMCC
C ymrr�AnC C CO ju*
rn rn U)V) ii ni _4 ) ZXE)m�
z Dom= X � 70 -n rr*rnmazWo
rn m m XN mxNA__qC �D_o (
00= r- o
M
41 W N
u . i v ✓
P cnc>mw rnmN c)ca 0(n -i -i DKo-+ n(n-r--i(/7D
-i• -uDm• ZD• 0-._I-0 mS2S ZmC= C22 Cr.S=r
C!1DrTrr'1 O()Drn DD m rm rnyr_
0--riOrr— m�0 �'-�pz �r*,, Dr --{0 rrr, 0 SOT. �rr-�
c)z�-0-r Z DZ -0rn <m Nr' m m m
a -i qu
(n0 -J 0C :Em> __j> DZ;r ZC-0Z 9:-0 -JOo-mX
O
ZmA� rn�0 zmm0 Coo -D0 p_oz- ((/) ;mmo LJ
Dr- (nD�7m �C� r^ 0:0 D;7 C'0 xo-Iz C,i 0 C) m0D C
Mr- �nZ DIiN- OD- rK>� >0m(/) Mo 3: zOr 1�yw�,
co
Gm mOn �o� �m-I DO4O . zx 7: r- com0� !®
ND z0-1 r -`'-,m 0Nr- CO ER m� -°_K- ��� � �zorK1 .1
rno --A U) OA_ ODrr- opo NIDD m W K cno rO*tm o0a
(n0 �OD -ro0 �z� Doi -� mr� �mND tnZ < Cu ZC n
C� (n _r Z_ Oa7 Dc(A -<0A0 0)m'C-zi -u -r r'"iA KM�� 0
m0 I(n p rnrn� O m o�N ® oz rn�7m D z r -i -0 - m
0 ;u --i Zm �D(/1 mr i c o DnmZ r0 O rn �'Ol/T
Z = (n -v .a r�i* z Z Z 1n D m r- -0 � O m 0
-bio (Zn as A Cmrnm OCZ o�m Om ri0 �nD m0 M5;_j0 m
O r_-00 m�(n DW�rn ZOz zC �Omp; z
VO OHO 0- x mzO'o -a Z� -i D z
0 �(1 0%11 o O r- -•t D '� m r1 O D S m
.X12 > 0 N-0 Z r*t Z�2o DAZ Z-< >Vav)
)> =i00 ZD zDCp 00U) CKZ 00 ZZ
(An -i zzo r0nz omC) XzrOt*�,t�((A r-0rOri =.0 ya-rO'�
'17 'TJ D < -0 (n - r _ Z
KZ zr'ti-i,• (no (nz O�rc7 S2o `�)' OZDO Z
ZZ 0z- D =i -i 0-i Dm D Z A __4 0
OZ 00 DM 0n Cu0M m ➢ ;rn 0 0M - H
�o CSrn -I z ��O �t 0 0-t
O O 0 rn � L/1
P W N �! QI Cn {� W N O N- () W N . W N
Omr- O M >0 1t1 O Om -V 0r -n a: M SSD 00 Z SOS rM m *m .Zm1S Cu DOz C �t�Ttrn ZS Zp1S m =(
=r Z �Ti,.l zZ z Z n0 0r Zm � mm�n� m 0�m � � nm 00 N�� � �t7 mA DO � nr
CX O m AO ;a ;KZ z<) r--�o O M-0> �-i y Z cnZ O < mm niX Z 0� -i Dmm ZX �� < m(
zD -i m� -iO ZO O r<ri ZOt- oS r D a4--{{ m (n Ap z m�� m oz m p rn
M0Z O mz S =K Ooh O05 �;u0in0m QO2 (A7 x f_n0 -0Z OOp= r-< mpZ -xIS *0 0 x(
<D m y -ziM D O� 00rn O m D N m A m O () Z UD n'.
�� r kr om (nmZ -i (n O-0 C O D(n O �m m O D-0 <7
r0 D rn OD mm rnz Km(n O c mO Om 0 L70 7- Z �(n �n TIO 00a V)— ZO mr (n K-
MZ Z M z K O- �� �- zG)Z C m z mC0 S MZ m _
Z O Dn D �Z (Cnrm <rnm�=r ZO r m U0 m Zr DCO Do sD -n to
Dom �rn r'1 Z rTz7 O 'i=Vy O n m2 moo 0Do D Z� Z�m Zr-0 r� D-�t O M
rnz Z > o -r V _D �0 m amoOZ � m. rnvmi �p-0 Q (mjD -�0 oO-n®r ��D mrn �S �%
;u O -i NO Z �__4 = m D D D' ? rn� rnr m 0-0 O -i m �m mi:
0,- Z- < Om � x (nm rn Oz0 O rn 20 CZ N= rm,7 (m/rN (n mGz M0 fir-- O M
D-oi crni (`-')' o om o zs0 Z A m z� z -Di zz p z0_< vmg _-9 -i r
r'•- -o C7 O O � pD Om r--0 mM-;7
-IO Z Z Z M 0Z m -ia r 'ri < Kz OG Z . vrn--i Mo nrOn D
0 00 Om -D-• --I--i z�D Z = �(C1r Xr -0th -1 70� z mxK Dp Z i r
p0 O oD O Zz Z Oma o m �* C- �C AZ Q 0D.-. Z Ln ZCDo
� rn-r 0 rn" O -i U=m KZ v7 0 0 � nm mDrn O A D
Zz- trm D p r -_i0 S O t�7-i o Cn n OO.. Oz0 < -OZ 0 <
ZZ W D rzr}O r � O ZmZ r'' 0�> �z 00 -1 mm -I-1 �Ky U) -p--1 m KC (
rn--i -0 Z , r0 0 Dtn-i D Czo DZ m-zi tYi 0 Orn �xD-i -0W
OD Z Z S O() �< aim K _4 0 �D -Zi� m DO � cu r-
-00 (Dn 0-�I
z D G) m rn __rte ri-o cu =rr- Z � 00 � _O> m -n z mC •
Zm rz+1 f�T1 0 =r (S*10 �Z mD Uzi o� -x O �� -0 0-.i(n Or m >__4 c
z o 0 0 < K0 Z rn(n 2(n m� m r Mz M� o �0 <
''2 r C z Z mr D- X � -iC CO �0 n Z� ) rn„0 x. 0Z
z r G M (n 0 C -< Z O DS � K m o Om "n m to = -u ZI %0 Z rn
CDr O m _0 Z� -i ON Z rnmrm mz 'i ce n_p -DIS rn TI
r-• Cu O Z O O O) m W I -1 Orn O 0 S rn m _0 x Z m x
M (j < -j rm„--' m r --Q 2:0 W0 0�1 O __- D �� zx p DO
m o v -uz rn o-< zC rn oo - m Cu m i p C
Iz ,� oN i> rn O�mi _<v Z z( s'� X r
M (n -i D Z -� rTt rT7 -i S - O fTr rn r rn (n
O
::� M "<� 0 =o -<p -Di -Dim � y m x0 -nrM (Dn C r
*1 (n O m; 0 D O r M m -0 D 0 r X m N
Z �> 0 04` OZ Z >0 -Oi . (f)mnA �� 0 p
C C
r0 r -'n — rri N
MZ Z O D
- ITI O . N GJ p p J" W N -' .
070 0 C) O 00> 0 D -Dn O OC Q-n-UTIMK^0 -O,Sm --i -0>-n O rnSD (nmC)K0U)Go XC0 TID *L-im-i•-i--iW-I m M
M> D OX y OOr Z r(zy �O C S;pm%OAy1n rt p=D OOtnr= mDDTi mDmDODm mZZOZ-2X TSOOS )' m
xZ Z Z D � ZZr n r- - -0z -i rp- D(nMrn�7 rte m-<) :U r v �(n-i C7�)z-i��m �(n COOAN mmOCrn � /''�
-i �� , ODrDO AZc) O��,T�j trn D-iOC2mz�OTS r�ptn �2m� �Smm 0OC=00zZ� *1�1_pp-11 _ n
rrri� 0 r- Z D0C-i-0 rnrnz M ym<D o 0 __4 Kzr>prZ r• ozz> U)(n0TtrD-DOVm OD D43: r0 �C O 11 /�
rD o -Urn-0 MM m Dc7 O -iDMzDDA O(nD OZ (n- r=i r
r (n '0 7 ;0 m m <) z -O r -1 m a -< m O N m r S Z -i r- r *i r- m o j: - 0 X
O p r O. �7 rn< (n r*r p= O i r O _ to r O D (n y p X 9.;-A
M:2.. I m \ O _7 O -< m m A (D-< 0 0- �7 D =' O ry
mZ m Z N (n rn 0� < n 0 �D A�m� m=� ZrC) 0 Zm zmI- fT1-iZ cn ;a (D
7m Dm �z < D�r� on�� m rn-p0�(nzpmrr"-i-Cn1O rTi� W Nr0 0 �(n��DMo V)mDOz5M "(-ir0=r
ZD rD z -i zrn r�C O�ZO 0 cOn�m(nDKOWz(nm mODm OW�O D�DODD0n0 aoormnm(mj0� �ZmOz C
M rn m O < OrD-i pc -n o inr �7 m rnr� = OU) n D mD
CDZ =� o �� co 00 C � n mrnrz0 -- %0�-D C-{0 or 00 r�=i �;u (n 0 rA zA
C=i m0 m r -0 Om -0 2 Gin O�InDmr >>r -x Go n(nriT n (A;0TZ (n0= M(n0M
Xz m(n � >� (Or O > •-<`Tim . z0 zDrm Drno 0o00D�� mOcnODZD rn� rn z
G)o -i -i rn Dm 0 p OXO O Z� mlC 9: N AriTiO GO- r1 0m <(n0A =Z OmZ DOCA 4
;�_
`iZ n O -i m m D� _ _i 0 z C)rnto � DD -C z Oz
n� X O� -ull OmvZio Z !'��i omA-r�DmorD- r�jODATIZ mOzz-IOryp?10Z DD�rr�-IOr SSC= cn
Co 0 ZDO r�,�G)�(m-n go--<<oCZOOmmo�r -imm2 �-rrOD m0�_-m<Dm(n rMnmmm0- rM> -
IkL_�-� 0ZCO r �O Sm Om:00 Zr=CO-1 -ipOo 'oDmKAN- rmDr _
�<� m OAK C 0Z X rr- -Ir�*y-rte c)r,rm Com- (nrm0 r��r-s0 rtm rJm DrnOZ Womm
m0 _< zM-i ;u Cu rn Cu m4 S*. 0C c) C-ri>NO ODOZ DnDrS''iZi-o C(/>rz,irn0Zi mDiTim
K _ (7 ��K0K_ OZO rnDZp -i rn �� D _<
O mDXZ mr�� •(Zn�� Orz rD��<rD-(Cn 0(n0
-OA O "ZZ -?Z_ -1 C70 rn O otnOm Zai O __j --i -1 rn m00=K" -r- >M CU(n0m z
z I s�0� -iD= 2-i= m��ZC0�lnvrniD OOZr m(n(/7z pZ�DD= �r rD I n
-03 (n _CC I C O -rn: 00 -n �rnz ;u�(n�- O m o O-io -i �:0-IM a)m> -o0 o• D
z(n C �K0K KZN DSO Omm-mCm=:-n 'r rv>O> D�;U:O O0m0LO(n ym.m(riZproz CM -nm
C= (7 I\v(A 101W mC)D zm� ��Z C�NrA-�O OZzm � 0-{� S�ZmDO BOO �IrnD G)DZp
D .meq.= 0 _ �-Iz -1 G7 r r =p
rrD- � ` 00 -iDZ OD A rti�zr*t�m r�O00 D-i(n� =Soo m r Zmm�o -( r rn0
r O O -rOO oC -1 O V1 -i rnD�to O n Z- (n OZ<- O0 rt
om O0 CO--< < (nA co� rrt0 -<
z D rn -i 2 . Z -n r rn mm m z
m DD 2K> Z7-IZ 0 Om(/) TUo i'tr,7� mC0 rn�rD- rrm�0rn 2m--i>lxz U) m-�{{
(nom n m 17 Xx (t7 mxO �i'rlvOi 20 17 ��Z(7Z0 p0`n �-U)m :On Z DODC>- =i O_i0:0
PZ O< D m CC OCA 0�-i m ZCD �ZO�Or U)OZ r-Km0,� DM*,rTtz ro00To7Ar�rt �Dm8(n ;0
z r`'i (n c� r -;u-0 00 mO0(nr0�{1Ji-OCz cZ0 --X =i �DrD -n ocn C
NO 0 m r-rnm Om (n <- (n• A>zG) 0 -i zDg ODr-�-Im mwoK< nm
puri z ren r�r1 OD(- �(n� o(<j= =O mC)DM ::EKO� SOS ((AAMrD N0Q70-•ice (n 0M-I(n 00-0 Q
M �''1 mC -r O-i�prSz � 10
(fl M O c4 =- mmr'7 Z D� O��D-i�`z r O DT. m TCDD" mD -0D
o z A c) rn -i m r- -D m- m m (n
N c)rD (_� Tl�zmrrt_iXptn= �Drn XDO r-iCO�r D Dmm� <r mirnOrD.
� m D Sr=i DI< 0 rO�moZCmQC) = - -i O•m� izTiwm�-i -i mcn�cjzzm o y(" 0
rn =i OMZ ror z Km�0-5 K -C -no yrr= «C cnrprnoD om:EoaDm rMn0 C
M -i O kJ to Cern --i D*•• ASO =rK m A Dmz !•'�D(np;K DO=K r-U)p<� Z
z �_:: (f) Z 2 -is v Z =izv, o -i m v(n m`0
(n Co �)p Ti Zxo m tTtOr�r iT1Z �7ZDD =,-., 0--ic - tn`'ml� Z�zD mO r -K G) SI)
O W Om KMM ADZ Dm-tnio�xp�� =m_ (n0D oOrO,Zrnj� o(n_zi=jK rn CD7 mrd
rnp *m r r<(nD`i� DO DO.. Om mfr-ZK� rD-Dro�00 rrIZDO
N D m Z' '0 (nzm A m-ISzzm_Oz Zmr- Dir tn� r-rrr r rz�m K -
O Z � -i M :0 Z ;u ZA z m Ao-�Z O -O
O O (n=D r�Ttvoi n �DOo�OZm -i -zip O� DnZ_irTirl� (n0(nm�m0 Z�Z+(n
o (n r.n0 -0 O nr CO �2-rrJ 2:0 (n 0 Z -i =�Z -i OOm -i-0"
O < Lo ;u 0 o rt { C rnAm -ID ai -=0 C 0C Z
z X zC Mm C2 D<0 -r0 Om mpr='rOm-D-f _00 ><�0M Orn r=I
0 00 �m :O Z Q _u r O m N OZ MM zr_n -D<
-i = � (n . p x (n
T
-4
®
n
0
",I
mmm-Oomm
l 0
m
x
Oft
\M
r
0
1
sir
%:z
pt
S
wr
I
rsa
w
0
a
-i
Oft
%V
z
A
-UmL
-\ --I
' z-.
I
OXr
1
/-mw
rq-
frorlW\
\\
D (n
Z -i
_ D
K
N
-<
Xs.,
m rrn'
-
2
G)
Z
Z
r
TI
rn
0
()
m
D
Z
<
<
=i
-00
�/
0
�
----
v
V
V
-4
Z
O<
C
J
o
M
(O
M
Co
M
v
O
rn
D
rn
pD
m
0
O
O
O
(n
;t
r
K
--0
rM
FP
0
0
0
0
o
z
c
m
M
D
.r
N
° '
,r
v
v
v
.i
�r
w
.1
0
(D
O
p
W
-'
�
()
"
N
x
00
O
O
(O
1
c"
oz'
O
8
00
o
o
o
Zv'
o
00
M
41 W N
u . i v ✓
P cnc>mw rnmN c)ca 0(n -i -i DKo-+ n(n-r--i(/7D
-i• -uDm• ZD• 0-._I-0 mS2S ZmC= C22 Cr.S=r
C!1DrTrr'1 O()Drn DD m rm rnyr_
0--riOrr— m�0 �'-�pz �r*,, Dr --{0 rrr, 0 SOT. �rr-�
c)z�-0-r Z DZ -0rn <m Nr' m m m
a -i qu
(n0 -J 0C :Em> __j> DZ;r ZC-0Z 9:-0 -JOo-mX
O
ZmA� rn�0 zmm0 Coo -D0 p_oz- ((/) ;mmo LJ
Dr- (nD�7m �C� r^ 0:0 D;7 C'0 xo-Iz C,i 0 C) m0D C
Mr- �nZ DIiN- OD- rK>� >0m(/) Mo 3: zOr 1�yw�,
co
Gm mOn �o� �m-I DO4O . zx 7: r- com0� !®
ND z0-1 r -`'-,m 0Nr- CO ER m� -°_K- ��� � �zorK1 .1
rno --A U) OA_ ODrr- opo NIDD m W K cno rO*tm o0a
(n0 �OD -ro0 �z� Doi -� mr� �mND tnZ < Cu ZC n
C� (n _r Z_ Oa7 Dc(A -<0A0 0)m'C-zi -u -r r'"iA KM�� 0
m0 I(n p rnrn� O m o�N ® oz rn�7m D z r -i -0 - m
0 ;u --i Zm �D(/1 mr i c o DnmZ r0 O rn �'Ol/T
Z = (n -v .a r�i* z Z Z 1n D m r- -0 � O m 0
-bio (Zn as A Cmrnm OCZ o�m Om ri0 �nD m0 M5;_j0 m
O r_-00 m�(n DW�rn ZOz zC �Omp; z
VO OHO 0- x mzO'o -a Z� -i D z
0 �(1 0%11 o O r- -•t D '� m r1 O D S m
.X12 > 0 N-0 Z r*t Z�2o DAZ Z-< >Vav)
)> =i00 ZD zDCp 00U) CKZ 00 ZZ
(An -i zzo r0nz omC) XzrOt*�,t�((A r-0rOri =.0 ya-rO'�
'17 'TJ D < -0 (n - r _ Z
KZ zr'ti-i,• (no (nz O�rc7 S2o `�)' OZDO Z
ZZ 0z- D =i -i 0-i Dm D Z A __4 0
OZ 00 DM 0n Cu0M m ➢ ;rn 0 0M - H
�o CSrn -I z ��O �t 0 0-t
O O 0 rn � L/1
P W N �! QI Cn {� W N O N- () W N . W N
Omr- O M >0 1t1 O Om -V 0r -n a: M SSD 00 Z SOS rM m *m .Zm1S Cu DOz C �t�Ttrn ZS Zp1S m =(
=r Z �Ti,.l zZ z Z n0 0r Zm � mm�n� m 0�m � � nm 00 N�� � �t7 mA DO � nr
CX O m AO ;a ;KZ z<) r--�o O M-0> �-i y Z cnZ O < mm niX Z 0� -i Dmm ZX �� < m(
zD -i m� -iO ZO O r<ri ZOt- oS r D a4--{{ m (n Ap z m�� m oz m p rn
M0Z O mz S =K Ooh O05 �;u0in0m QO2 (A7 x f_n0 -0Z OOp= r-< mpZ -xIS *0 0 x(
<D m y -ziM D O� 00rn O m D N m A m O () Z UD n'.
�� r kr om (nmZ -i (n O-0 C O D(n O �m m O D-0 <7
r0 D rn OD mm rnz Km(n O c mO Om 0 L70 7- Z �(n �n TIO 00a V)— ZO mr (n K-
MZ Z M z K O- �� �- zG)Z C m z mC0 S MZ m _
Z O Dn D �Z (Cnrm <rnm�=r ZO r m U0 m Zr DCO Do sD -n to
Dom �rn r'1 Z rTz7 O 'i=Vy O n m2 moo 0Do D Z� Z�m Zr-0 r� D-�t O M
rnz Z > o -r V _D �0 m amoOZ � m. rnvmi �p-0 Q (mjD -�0 oO-n®r ��D mrn �S �%
;u O -i NO Z �__4 = m D D D' ? rn� rnr m 0-0 O -i m �m mi:
0,- Z- < Om � x (nm rn Oz0 O rn 20 CZ N= rm,7 (m/rN (n mGz M0 fir-- O M
D-oi crni (`-')' o om o zs0 Z A m z� z -Di zz p z0_< vmg _-9 -i r
r'•- -o C7 O O � pD Om r--0 mM-;7
-IO Z Z Z M 0Z m -ia r 'ri < Kz OG Z . vrn--i Mo nrOn D
0 00 Om -D-• --I--i z�D Z = �(C1r Xr -0th -1 70� z mxK Dp Z i r
p0 O oD O Zz Z Oma o m �* C- �C AZ Q 0D.-. Z Ln ZCDo
� rn-r 0 rn" O -i U=m KZ v7 0 0 � nm mDrn O A D
Zz- trm D p r -_i0 S O t�7-i o Cn n OO.. Oz0 < -OZ 0 <
ZZ W D rzr}O r � O ZmZ r'' 0�> �z 00 -1 mm -I-1 �Ky U) -p--1 m KC (
rn--i -0 Z , r0 0 Dtn-i D Czo DZ m-zi tYi 0 Orn �xD-i -0W
OD Z Z S O() �< aim K _4 0 �D -Zi� m DO � cu r-
-00 (Dn 0-�I
z D G) m rn __rte ri-o cu =rr- Z � 00 � _O> m -n z mC •
Zm rz+1 f�T1 0 =r (S*10 �Z mD Uzi o� -x O �� -0 0-.i(n Or m >__4 c
z o 0 0 < K0 Z rn(n 2(n m� m r Mz M� o �0 <
''2 r C z Z mr D- X � -iC CO �0 n Z� ) rn„0 x. 0Z
z r G M (n 0 C -< Z O DS � K m o Om "n m to = -u ZI %0 Z rn
CDr O m _0 Z� -i ON Z rnmrm mz 'i ce n_p -DIS rn TI
r-• Cu O Z O O O) m W I -1 Orn O 0 S rn m _0 x Z m x
M (j < -j rm„--' m r --Q 2:0 W0 0�1 O __- D �� zx p DO
m o v -uz rn o-< zC rn oo - m Cu m i p C
Iz ,� oN i> rn O�mi _<v Z z( s'� X r
M (n -i D Z -� rTt rT7 -i S - O fTr rn r rn (n
O
::� M "<� 0 =o -<p -Di -Dim � y m x0 -nrM (Dn C r
*1 (n O m; 0 D O r M m -0 D 0 r X m N
Z �> 0 04` OZ Z >0 -Oi . (f)mnA �� 0 p
C C
r0 r -'n — rri N
MZ Z O D
- ITI O . N GJ p p J" W N -' .
070 0 C) O 00> 0 D -Dn O OC Q-n-UTIMK^0 -O,Sm --i -0>-n O rnSD (nmC)K0U)Go XC0 TID *L-im-i•-i--iW-I m M
M> D OX y OOr Z r(zy �O C S;pm%OAy1n rt p=D OOtnr= mDDTi mDmDODm mZZOZ-2X TSOOS )' m
xZ Z Z D � ZZr n r- - -0z -i rp- D(nMrn�7 rte m-<) :U r v �(n-i C7�)z-i��m �(n COOAN mmOCrn � /''�
-i �� , ODrDO AZc) O��,T�j trn D-iOC2mz�OTS r�ptn �2m� �Smm 0OC=00zZ� *1�1_pp-11 _ n
rrri� 0 r- Z D0C-i-0 rnrnz M ym<D o 0 __4 Kzr>prZ r• ozz> U)(n0TtrD-DOVm OD D43: r0 �C O 11 /�
rD o -Urn-0 MM m Dc7 O -iDMzDDA O(nD OZ (n- r=i r
r (n '0 7 ;0 m m <) z -O r -1 m a -< m O N m r S Z -i r- r *i r- m o j: - 0 X
O p r O. �7 rn< (n r*r p= O i r O _ to r O D (n y p X 9.;-A
M:2.. I m \ O _7 O -< m m A (D-< 0 0- �7 D =' O ry
mZ m Z N (n rn 0� < n 0 �D A�m� m=� ZrC) 0 Zm zmI- fT1-iZ cn ;a (D
7m Dm �z < D�r� on�� m rn-p0�(nzpmrr"-i-Cn1O rTi� W Nr0 0 �(n��DMo V)mDOz5M "(-ir0=r
ZD rD z -i zrn r�C O�ZO 0 cOn�m(nDKOWz(nm mODm OW�O D�DODD0n0 aoormnm(mj0� �ZmOz C
M rn m O < OrD-i pc -n o inr �7 m rnr� = OU) n D mD
CDZ =� o �� co 00 C � n mrnrz0 -- %0�-D C-{0 or 00 r�=i �;u (n 0 rA zA
C=i m0 m r -0 Om -0 2 Gin O�InDmr >>r -x Go n(nriT n (A;0TZ (n0= M(n0M
Xz m(n � >� (Or O > •-<`Tim . z0 zDrm Drno 0o00D�� mOcnODZD rn� rn z
G)o -i -i rn Dm 0 p OXO O Z� mlC 9: N AriTiO GO- r1 0m <(n0A =Z OmZ DOCA 4
;�_
`iZ n O -i m m D� _ _i 0 z C)rnto � DD -C z Oz
n� X O� -ull OmvZio Z !'��i omA-r�DmorD- r�jODATIZ mOzz-IOryp?10Z DD�rr�-IOr SSC= cn
Co 0 ZDO r�,�G)�(m-n go--<<oCZOOmmo�r -imm2 �-rrOD m0�_-m<Dm(n rMnmmm0- rM> -
IkL_�-� 0ZCO r �O Sm Om:00 Zr=CO-1 -ipOo 'oDmKAN- rmDr _
�<� m OAK C 0Z X rr- -Ir�*y-rte c)r,rm Com- (nrm0 r��r-s0 rtm rJm DrnOZ Womm
m0 _< zM-i ;u Cu rn Cu m4 S*. 0C c) C-ri>NO ODOZ DnDrS''iZi-o C(/>rz,irn0Zi mDiTim
K _ (7 ��K0K_ OZO rnDZp -i rn �� D _<
O mDXZ mr�� •(Zn�� Orz rD��<rD-(Cn 0(n0
-OA O "ZZ -?Z_ -1 C70 rn O otnOm Zai O __j --i -1 rn m00=K" -r- >M CU(n0m z
z I s�0� -iD= 2-i= m��ZC0�lnvrniD OOZr m(n(/7z pZ�DD= �r rD I n
-03 (n _CC I C O -rn: 00 -n �rnz ;u�(n�- O m o O-io -i �:0-IM a)m> -o0 o• D
z(n C �K0K KZN DSO Omm-mCm=:-n 'r rv>O> D�;U:O O0m0LO(n ym.m(riZproz CM -nm
C= (7 I\v(A 101W mC)D zm� ��Z C�NrA-�O OZzm � 0-{� S�ZmDO BOO �IrnD G)DZp
D .meq.= 0 _ �-Iz -1 G7 r r =p
rrD- � ` 00 -iDZ OD A rti�zr*t�m r�O00 D-i(n� =Soo m r Zmm�o -( r rn0
r O O -rOO oC -1 O V1 -i rnD�to O n Z- (n OZ<- O0 rt
om O0 CO--< < (nA co� rrt0 -<
z D rn -i 2 . Z -n r rn mm m z
m DD 2K> Z7-IZ 0 Om(/) TUo i'tr,7� mC0 rn�rD- rrm�0rn 2m--i>lxz U) m-�{{
(nom n m 17 Xx (t7 mxO �i'rlvOi 20 17 ��Z(7Z0 p0`n �-U)m :On Z DODC>- =i O_i0:0
PZ O< D m CC OCA 0�-i m ZCD �ZO�Or U)OZ r-Km0,� DM*,rTtz ro00To7Ar�rt �Dm8(n ;0
z r`'i (n c� r -;u-0 00 mO0(nr0�{1Ji-OCz cZ0 --X =i �DrD -n ocn C
NO 0 m r-rnm Om (n <- (n• A>zG) 0 -i zDg ODr-�-Im mwoK< nm
puri z ren r�r1 OD(- �(n� o(<j= =O mC)DM ::EKO� SOS ((AAMrD N0Q70-•ice (n 0M-I(n 00-0 Q
M �''1 mC -r O-i�prSz � 10
(fl M O c4 =- mmr'7 Z D� O��D-i�`z r O DT. m TCDD" mD -0D
o z A c) rn -i m r- -D m- m m (n
N c)rD (_� Tl�zmrrt_iXptn= �Drn XDO r-iCO�r D Dmm� <r mirnOrD.
� m D Sr=i DI< 0 rO�moZCmQC) = - -i O•m� izTiwm�-i -i mcn�cjzzm o y(" 0
rn =i OMZ ror z Km�0-5 K -C -no yrr= «C cnrprnoD om:EoaDm rMn0 C
M -i O kJ to Cern --i D*•• ASO =rK m A Dmz !•'�D(np;K DO=K r-U)p<� Z
z �_:: (f) Z 2 -is v Z =izv, o -i m v(n m`0
(n Co �)p Ti Zxo m tTtOr�r iT1Z �7ZDD =,-., 0--ic - tn`'ml� Z�zD mO r -K G) SI)
O W Om KMM ADZ Dm-tnio�xp�� =m_ (n0D oOrO,Zrnj� o(n_zi=jK rn CD7 mrd
rnp *m r r<(nD`i� DO DO.. Om mfr-ZK� rD-Dro�00 rrIZDO
N D m Z' '0 (nzm A m-ISzzm_Oz Zmr- Dir tn� r-rrr r rz�m K -
O Z � -i M :0 Z ;u ZA z m Ao-�Z O -O
O O (n=D r�Ttvoi n �DOo�OZm -i -zip O� DnZ_irTirl� (n0(nm�m0 Z�Z+(n
o (n r.n0 -0 O nr CO �2-rrJ 2:0 (n 0 Z -i =�Z -i OOm -i-0"
O < Lo ;u 0 o rt { C rnAm -ID ai -=0 C 0C Z
z X zC Mm C2 D<0 -r0 Om mpr='rOm-D-f _00 ><�0M Orn r=I
0 00 �m :O Z Q _u r O m N OZ MM zr_n -D<
-i = � (n . p x (n
T
-4
®
n
0
",I
mmm-Oomm
l 0
m
x
Oft
\M
r
0
1
sir
%:z
pt
S
wr
I
rsa
w
0
a
-i
Oft
%V
M
41 W N
u . i v ✓
P cnc>mw rnmN c)ca 0(n -i -i DKo-+ n(n-r--i(/7D
-i• -uDm• ZD• 0-._I-0 mS2S ZmC= C22 Cr.S=r
C!1DrTrr'1 O()Drn DD m rm rnyr_
0--riOrr— m�0 �'-�pz �r*,, Dr --{0 rrr, 0 SOT. �rr-�
c)z�-0-r Z DZ -0rn <m Nr' m m m
a -i qu
(n0 -J 0C :Em> __j> DZ;r ZC-0Z 9:-0 -JOo-mX
O
ZmA� rn�0 zmm0 Coo -D0 p_oz- ((/) ;mmo LJ
Dr- (nD�7m �C� r^ 0:0 D;7 C'0 xo-Iz C,i 0 C) m0D C
Mr- �nZ DIiN- OD- rK>� >0m(/) Mo 3: zOr 1�yw�,
co
Gm mOn �o� �m-I DO4O . zx 7: r- com0� !®
ND z0-1 r -`'-,m 0Nr- CO ER m� -°_K- ��� � �zorK1 .1
rno --A U) OA_ ODrr- opo NIDD m W K cno rO*tm o0a
(n0 �OD -ro0 �z� Doi -� mr� �mND tnZ < Cu ZC n
C� (n _r Z_ Oa7 Dc(A -<0A0 0)m'C-zi -u -r r'"iA KM�� 0
m0 I(n p rnrn� O m o�N ® oz rn�7m D z r -i -0 - m
0 ;u --i Zm �D(/1 mr i c o DnmZ r0 O rn �'Ol/T
Z = (n -v .a r�i* z Z Z 1n D m r- -0 � O m 0
-bio (Zn as A Cmrnm OCZ o�m Om ri0 �nD m0 M5;_j0 m
O r_-00 m�(n DW�rn ZOz zC �Omp; z
VO OHO 0- x mzO'o -a Z� -i D z
0 �(1 0%11 o O r- -•t D '� m r1 O D S m
.X12 > 0 N-0 Z r*t Z�2o DAZ Z-< >Vav)
)> =i00 ZD zDCp 00U) CKZ 00 ZZ
(An -i zzo r0nz omC) XzrOt*�,t�((A r-0rOri =.0 ya-rO'�
'17 'TJ D < -0 (n - r _ Z
KZ zr'ti-i,• (no (nz O�rc7 S2o `�)' OZDO Z
ZZ 0z- D =i -i 0-i Dm D Z A __4 0
OZ 00 DM 0n Cu0M m ➢ ;rn 0 0M - H
�o CSrn -I z ��O �t 0 0-t
O O 0 rn � L/1
P W N �! QI Cn {� W N O N- () W N . W N
Omr- O M >0 1t1 O Om -V 0r -n a: M SSD 00 Z SOS rM m *m .Zm1S Cu DOz C �t�Ttrn ZS Zp1S m =(
=r Z �Ti,.l zZ z Z n0 0r Zm � mm�n� m 0�m � � nm 00 N�� � �t7 mA DO � nr
CX O m AO ;a ;KZ z<) r--�o O M-0> �-i y Z cnZ O < mm niX Z 0� -i Dmm ZX �� < m(
zD -i m� -iO ZO O r<ri ZOt- oS r D a4--{{ m (n Ap z m�� m oz m p rn
M0Z O mz S =K Ooh O05 �;u0in0m QO2 (A7 x f_n0 -0Z OOp= r-< mpZ -xIS *0 0 x(
<D m y -ziM D O� 00rn O m D N m A m O () Z UD n'.
�� r kr om (nmZ -i (n O-0 C O D(n O �m m O D-0 <7
r0 D rn OD mm rnz Km(n O c mO Om 0 L70 7- Z �(n �n TIO 00a V)— ZO mr (n K-
MZ Z M z K O- �� �- zG)Z C m z mC0 S MZ m _
Z O Dn D �Z (Cnrm <rnm�=r ZO r m U0 m Zr DCO Do sD -n to
Dom �rn r'1 Z rTz7 O 'i=Vy O n m2 moo 0Do D Z� Z�m Zr-0 r� D-�t O M
rnz Z > o -r V _D �0 m amoOZ � m. rnvmi �p-0 Q (mjD -�0 oO-n®r ��D mrn �S �%
;u O -i NO Z �__4 = m D D D' ? rn� rnr m 0-0 O -i m �m mi:
0,- Z- < Om � x (nm rn Oz0 O rn 20 CZ N= rm,7 (m/rN (n mGz M0 fir-- O M
D-oi crni (`-')' o om o zs0 Z A m z� z -Di zz p z0_< vmg _-9 -i r
r'•- -o C7 O O � pD Om r--0 mM-;7
-IO Z Z Z M 0Z m -ia r 'ri < Kz OG Z . vrn--i Mo nrOn D
0 00 Om -D-• --I--i z�D Z = �(C1r Xr -0th -1 70� z mxK Dp Z i r
p0 O oD O Zz Z Oma o m �* C- �C AZ Q 0D.-. Z Ln ZCDo
� rn-r 0 rn" O -i U=m KZ v7 0 0 � nm mDrn O A D
Zz- trm D p r -_i0 S O t�7-i o Cn n OO.. Oz0 < -OZ 0 <
ZZ W D rzr}O r � O ZmZ r'' 0�> �z 00 -1 mm -I-1 �Ky U) -p--1 m KC (
rn--i -0 Z , r0 0 Dtn-i D Czo DZ m-zi tYi 0 Orn �xD-i -0W
OD Z Z S O() �< aim K _4 0 �D -Zi� m DO � cu r-
-00 (Dn 0-�I
z D G) m rn __rte ri-o cu =rr- Z � 00 � _O> m -n z mC •
Zm rz+1 f�T1 0 =r (S*10 �Z mD Uzi o� -x O �� -0 0-.i(n Or m >__4 c
z o 0 0 < K0 Z rn(n 2(n m� m r Mz M� o �0 <
''2 r C z Z mr D- X � -iC CO �0 n Z� ) rn„0 x. 0Z
z r G M (n 0 C -< Z O DS � K m o Om "n m to = -u ZI %0 Z rn
CDr O m _0 Z� -i ON Z rnmrm mz 'i ce n_p -DIS rn TI
r-• Cu O Z O O O) m W I -1 Orn O 0 S rn m _0 x Z m x
M (j < -j rm„--' m r --Q 2:0 W0 0�1 O __- D �� zx p DO
m o v -uz rn o-< zC rn oo - m Cu m i p C
Iz ,� oN i> rn O�mi _<v Z z( s'� X r
M (n -i D Z -� rTt rT7 -i S - O fTr rn r rn (n
O
::� M "<� 0 =o -<p -Di -Dim � y m x0 -nrM (Dn C r
*1 (n O m; 0 D O r M m -0 D 0 r X m N
Z �> 0 04` OZ Z >0 -Oi . (f)mnA �� 0 p
C C
r0 r -'n — rri N
MZ Z O D
- ITI O . N GJ p p J" W N -' .
070 0 C) O 00> 0 D -Dn O OC Q-n-UTIMK^0 -O,Sm --i -0>-n O rnSD (nmC)K0U)Go XC0 TID *L-im-i•-i--iW-I m M
M> D OX y OOr Z r(zy �O C S;pm%OAy1n rt p=D OOtnr= mDDTi mDmDODm mZZOZ-2X TSOOS )' m
xZ Z Z D � ZZr n r- - -0z -i rp- D(nMrn�7 rte m-<) :U r v �(n-i C7�)z-i��m �(n COOAN mmOCrn � /''�
-i �� , ODrDO AZc) O��,T�j trn D-iOC2mz�OTS r�ptn �2m� �Smm 0OC=00zZ� *1�1_pp-11 _ n
rrri� 0 r- Z D0C-i-0 rnrnz M ym<D o 0 __4 Kzr>prZ r• ozz> U)(n0TtrD-DOVm OD D43: r0 �C O 11 /�
rD o -Urn-0 MM m Dc7 O -iDMzDDA O(nD OZ (n- r=i r
r (n '0 7 ;0 m m <) z -O r -1 m a -< m O N m r S Z -i r- r *i r- m o j: - 0 X
O p r O. �7 rn< (n r*r p= O i r O _ to r O D (n y p X 9.;-A
M:2.. I m \ O _7 O -< m m A (D-< 0 0- �7 D =' O ry
mZ m Z N (n rn 0� < n 0 �D A�m� m=� ZrC) 0 Zm zmI- fT1-iZ cn ;a (D
7m Dm �z < D�r� on�� m rn-p0�(nzpmrr"-i-Cn1O rTi� W Nr0 0 �(n��DMo V)mDOz5M "(-ir0=r
ZD rD z -i zrn r�C O�ZO 0 cOn�m(nDKOWz(nm mODm OW�O D�DODD0n0 aoormnm(mj0� �ZmOz C
M rn m O < OrD-i pc -n o inr �7 m rnr� = OU) n D mD
CDZ =� o �� co 00 C � n mrnrz0 -- %0�-D C-{0 or 00 r�=i �;u (n 0 rA zA
C=i m0 m r -0 Om -0 2 Gin O�InDmr >>r -x Go n(nriT n (A;0TZ (n0= M(n0M
Xz m(n � >� (Or O > •-<`Tim . z0 zDrm Drno 0o00D�� mOcnODZD rn� rn z
G)o -i -i rn Dm 0 p OXO O Z� mlC 9: N AriTiO GO- r1 0m <(n0A =Z OmZ DOCA 4
;�_
`iZ n O -i m m D� _ _i 0 z C)rnto � DD -C z Oz
n� X O� -ull OmvZio Z !'��i omA-r�DmorD- r�jODATIZ mOzz-IOryp?10Z DD�rr�-IOr SSC= cn
Co 0 ZDO r�,�G)�(m-n go--<<oCZOOmmo�r -imm2 �-rrOD m0�_-m<Dm(n rMnmmm0- rM> -
IkL_�-� 0ZCO r �O Sm Om:00 Zr=CO-1 -ipOo 'oDmKAN- rmDr _
�<� m OAK C 0Z X rr- -Ir�*y-rte c)r,rm Com- (nrm0 r��r-s0 rtm rJm DrnOZ Womm
m0 _< zM-i ;u Cu rn Cu m4 S*. 0C c) C-ri>NO ODOZ DnDrS''iZi-o C(/>rz,irn0Zi mDiTim
K _ (7 ��K0K_ OZO rnDZp -i rn �� D _<
O mDXZ mr�� •(Zn�� Orz rD��<rD-(Cn 0(n0
-OA O "ZZ -?Z_ -1 C70 rn O otnOm Zai O __j --i -1 rn m00=K" -r- >M CU(n0m z
z I s�0� -iD= 2-i= m��ZC0�lnvrniD OOZr m(n(/7z pZ�DD= �r rD I n
-03 (n _CC I C O -rn: 00 -n �rnz ;u�(n�- O m o O-io -i �:0-IM a)m> -o0 o• D
z(n C �K0K KZN DSO Omm-mCm=:-n 'r rv>O> D�;U:O O0m0LO(n ym.m(riZproz CM -nm
C= (7 I\v(A 101W mC)D zm� ��Z C�NrA-�O OZzm � 0-{� S�ZmDO BOO �IrnD G)DZp
D .meq.= 0 _ �-Iz -1 G7 r r =p
rrD- � ` 00 -iDZ OD A rti�zr*t�m r�O00 D-i(n� =Soo m r Zmm�o -( r rn0
r O O -rOO oC -1 O V1 -i rnD�to O n Z- (n OZ<- O0 rt
om O0 CO--< < (nA co� rrt0 -<
z D rn -i 2 . Z -n r rn mm m z
m DD 2K> Z7-IZ 0 Om(/) TUo i'tr,7� mC0 rn�rD- rrm�0rn 2m--i>lxz U) m-�{{
(nom n m 17 Xx (t7 mxO �i'rlvOi 20 17 ��Z(7Z0 p0`n �-U)m :On Z DODC>- =i O_i0:0
PZ O< D m CC OCA 0�-i m ZCD �ZO�Or U)OZ r-Km0,� DM*,rTtz ro00To7Ar�rt �Dm8(n ;0
z r`'i (n c� r -;u-0 00 mO0(nr0�{1Ji-OCz cZ0 --X =i �DrD -n ocn C
NO 0 m r-rnm Om (n <- (n• A>zG) 0 -i zDg ODr-�-Im mwoK< nm
puri z ren r�r1 OD(- �(n� o(<j= =O mC)DM ::EKO� SOS ((AAMrD N0Q70-•ice (n 0M-I(n 00-0 Q
M �''1 mC -r O-i�prSz � 10
(fl M O c4 =- mmr'7 Z D� O��D-i�`z r O DT. m TCDD" mD -0D
o z A c) rn -i m r- -D m- m m (n
N c)rD (_� Tl�zmrrt_iXptn= �Drn XDO r-iCO�r D Dmm� <r mirnOrD.
� m D Sr=i DI< 0 rO�moZCmQC) = - -i O•m� izTiwm�-i -i mcn�cjzzm o y(" 0
rn =i OMZ ror z Km�0-5 K -C -no yrr= «C cnrprnoD om:EoaDm rMn0 C
M -i O kJ to Cern --i D*•• ASO =rK m A Dmz !•'�D(np;K DO=K r-U)p<� Z
z �_:: (f) Z 2 -is v Z =izv, o -i m v(n m`0
(n Co �)p Ti Zxo m tTtOr�r iT1Z �7ZDD =,-., 0--ic - tn`'ml� Z�zD mO r -K G) SI)
O W Om KMM ADZ Dm-tnio�xp�� =m_ (n0D oOrO,Zrnj� o(n_zi=jK rn CD7 mrd
rnp *m r r<(nD`i� DO DO.. Om mfr-ZK� rD-Dro�00 rrIZDO
N D m Z' '0 (nzm A m-ISzzm_Oz Zmr- Dir tn� r-rrr r rz�m K -
O Z � -i M :0 Z ;u ZA z m Ao-�Z O -O
O O (n=D r�Ttvoi n �DOo�OZm -i -zip O� DnZ_irTirl� (n0(nm�m0 Z�Z+(n
o (n r.n0 -0 O nr CO �2-rrJ 2:0 (n 0 Z -i =�Z -i OOm -i-0"
O < Lo ;u 0 o rt { C rnAm -ID ai -=0 C 0C Z
z X zC Mm C2 D<0 -r0 Om mpr='rOm-D-f _00 ><�0M Orn r=I
0 00 �m :O Z Q _u r O m N OZ MM zr_n -D<
-i = � (n . p x (n
.. W
DO20-<Or
m xoz C
:0 -O -iKWK
D'D00Dz Z
O O D O D U) 0
Z<Z�<)oz
(nojuo_'
ooC. Z
Z7mCO O)
-io-i me
0-2 ;0-
m -,_-i j
rn -n -
2 rn <
a -
Z Drn
/
IIiIIINlilliililllllilllllllllllllilillllllllllllllllNllllilllllllllNIIIIIIIIIINIIIIIIIIIIINII
-0 c) (n (J
C
mmm-Oomm
DOD � %
m
t
O,,�Z >/
�■B
1
I
Cu
mj
Eq
I
0
r
-i
D
z
A
-UmL
-\ --I
.. W
DO20-<Or
m xoz C
:0 -O -iKWK
D'D00Dz Z
O O D O D U) 0
Z<Z�<)oz
(nojuo_'
ooC. Z
Z7mCO O)
-io-i me
0-2 ;0-
m -,_-i j
rn -n -
2 rn <
a -
Z Drn
/
IIiIIINlilliililllllilllllllllllllilillllllllllllllllNllllilllllllllNIIIIIIIIIINIIIIIIIIIIINII
-0 c) (n (J
C
mmm-Oomm
DOD � %
t
O,,�Z >/
�■B
1
I
Cu
mj
Eq
I
r
-i
D
O
A
-UmL
-\ --I
' z-.
I
OXr
1
/-mw
rq-
frorlW\
\\
D (n
Z -i
_ D
D
,I'
D
r
m
m rrn'
2
(n
m
(n
rn
D
Z
`
r)
Z
`4 a
Z
s �J
/
\1
<
<
=i
-00
�/
0
�
----
v
*• MO
Mov
m it .1
O X0
D z -<
r- GOo O
D Z
z pO
U*)
Z
M
M
OD
•i1
_q
0
x
O
C
r
rn
9v
��
IIIIIIIIIIIIIilililiiilllillllllllllllll
0
IIiIIINlilliililllllilllllllllllllilillllllllllllllllNllllilllllllllNIIIIIIIIIINIIIIIIIIIIINII
C
mmm-Oomm
DPi�
�■B
1
Eq
rq 0
r
D
D
O
A
D
D
r
01 c
r
Q
rq-
D (n
Z -i
_ D
D
(n
Vf
r
m
r
m
r<
m
(n
m
(n
rn
D
Z
z
r)
Z
Z
Z
<
C
G
<
<
=i
-00
0
A
m
0 D
v
v
V
V
-4
Z
O<
C
J
o
M
(O
M
Co
M
v
O
rn
D
rn
pD
m
O
O
O
O
(n
;t
r
K
--0
rM
FP
0
0
0
0
o
y
c
m
M
D
--a_-iA
r
<
O
z
O
Z
A
M
D
-P-W
W
N
N�
�n
14
-A
�
N
V
z
N
OW
cp
W
W
A
0
'O
O
W
cn0-r>cn��,OO°4>
z
9v
��
IIIIIIIIIIIIIilililiiilllillllllllllllll
0
IIiIIINlilliililllllilllllllllllllilillllllllllllllllNllllilllllllllNIIIIIIIIIINIIIIIIIIIIINII
C
zCcn
DPi�
�■B
1
Eq
rq 0
0 1U O
C
01 c
Q
rq-
D (n
Z -i
_ D
M
O r Z
r m rn
z
-0
(/)�
m
M
0 ED0
r
r)
(p r
M
N
0 D
W
o
0
K
C-50� A Z
O
z
o
a))v.1 0) m
N
O) (O D
N
0 0 O Z
ED
__
I i I
1IIII
II-IIl _ .,m z
-
III --II <
I I —1 I I- . D y,
vl I I--11- Y/,J
11 --I I I =. rn
I I_I ___-_I - z
\ �; t t
1'� `',_i,`YY`` i o
'ti J ;i i -0
-I i I_ _ I _t (,_ , l ,. rn
® I I- --III- —� 1_
d1.1 - ;t ;. 11,
I I I_ I ,1t flii- 1}f_.1t��
I_I=—III I I-
t� ����,^`���_^,'(, �;-,
> }(:`-
Z _ _1�l"tit''=, �i i}r,. o
III I i ... -- �� ti,�
I i --1 I I _ - ,- - --
I I==1 I i� -
:,--\
\__ -\
-ago �..,_, \v-,�- ,t
t O
III--='-`
_i--- -111 i �- i 1�
-I I I---. N
►1- _ _�M
SII .'<
1 _ I .. � m 0
I = _f z
(iII
`ry1
-4C0-4
0 z a d a 00 CZ -i=
:0 y . rn \j►eounultau// (-
CZ 1 ^ e� �t '° I
PI m rr-� e C")
°°%e�
Mi N 3 N ST ° I Snc '
tr+t C 1 Z - --I 8 N 0° n± � Z3
A% N N 0 ° o°
■i 1Y� a O trn "i < e W o \\\ \1t1 0///// m Q ..►
n G1 Y a p :moi QeoOOedp� cJTI a °^o`��� � o eoeoeo°O /V, '1 ////� � r O
Z M (O N /I// CSS
60. 03
` ♦♦� ��� -L1 0°° p °Oo V/� �i -0 � O
�T ?> n Z Z //////qulnllllq,\\\\\\\ n o NCn °gam .bi P - O
CO rorXiDO 8Z : = � tNU O
0 O _ 0 01
\ \\\`11►i1If1101d///// / ! °e°�� +e ` (� 3
0.
:0 X
.0
/ la tri 1*i ���'� �\ °°oe0000000°rO/^.! /I// ���/ `< eOOe �o ° �'`` /�p� O 0)
_ ro ,-
`�. ^(�°ooy.��RE� (q4', * - i'' Mr I/// � °000000 ♦ V/ �( .0
4
p 0 0 0 ; oo<V<�� °S°eI, ! Sys✓///// \\\\\♦ _% 0 c
-1 C D r"I o° h ype 0 I"11Nt11111% Z
�r m 0 m s N e a; �► z- \ py�� � �} Q
%VV' Q 0 z z i ob0y 70° � z ASA 0D :'
M/ O 0 ' ceG1J -�.* ° , ` N to
Vi
tt z 0,
/////'/s �C r1�11111 "'`\\♦♦♦ G(0je 0b0 N tat
-n N � N WO
0
C
�■B
1
Eq
C
Q
(C-4
D (n
Z -i
_ D
M
O r Z
r m rn
-0
(/)�
m
M
r
r)
'�0
® V
1IIII
II-IIl _ .,m z
-
III --II <
I I —1 I I- . D y,
vl I I--11- Y/,J
11 --I I I =. rn
I I_I ___-_I - z
\ �; t t
1'� `',_i,`YY`` i o
'ti J ;i i -0
-I i I_ _ I _t (,_ , l ,. rn
® I I- --III- —� 1_
d1.1 - ;t ;. 11,
I I I_ I ,1t flii- 1}f_.1t��
I_I=—III I I-
t� ����,^`���_^,'(, �;-,
> }(:`-
Z _ _1�l"tit''=, �i i}r,. o
III I i ... -- �� ti,�
I i --1 I I _ - ,- - --
I I==1 I i� -
:,--\
\__ -\
-ago �..,_, \v-,�- ,t
t O
III--='-`
_i--- -111 i �- i 1�
-I I I---. N
►1- _ _�M
SII .'<
1 _ I .. � m 0
I = _f z
(iII
`ry1
-4C0-4
0 z a d a 00 CZ -i=
:0 y . rn \j►eounultau// (-
CZ 1 ^ e� �t '° I
PI m rr-� e C")
°°%e�
Mi N 3 N ST ° I Snc '
tr+t C 1 Z - --I 8 N 0° n± � Z3
A% N N 0 ° o°
■i 1Y� a O trn "i < e W o \\\ \1t1 0///// m Q ..►
n G1 Y a p :moi QeoOOedp� cJTI a °^o`��� � o eoeoeo°O /V, '1 ////� � r O
Z M (O N /I// CSS
60. 03
` ♦♦� ��� -L1 0°° p °Oo V/� �i -0 � O
�T ?> n Z Z //////qulnllllq,\\\\\\\ n o NCn °gam .bi P - O
CO rorXiDO 8Z : = � tNU O
0 O _ 0 01
\ \\\`11►i1If1101d///// / ! °e°�� +e ` (� 3
0.
:0 X
.0
/ la tri 1*i ���'� �\ °°oe0000000°rO/^.! /I// ���/ `< eOOe �o ° �'`` /�p� O 0)
_ ro ,-
`�. ^(�°ooy.��RE� (q4', * - i'' Mr I/// � °000000 ♦ V/ �( .0
4
p 0 0 0 ; oo<V<�� °S°eI, ! Sys✓///// \\\\\♦ _% 0 c
-1 C D r"I o° h ype 0 I"11Nt11111% Z
�r m 0 m s N e a; �► z- \ py�� � �} Q
%VV' Q 0 z z i ob0y 70° � z ASA 0D :'
M/ O 0 ' ceG1J -�.* ° , ` N to
Vi
tt z 0,
/////'/s �C r1�11111 "'`\\♦♦♦ G(0je 0b0 N tat
-n N � N WO