HomeMy WebLinkAboutReport ( Geotechnical ExplorationREPORT OF
GEOTECHNICAL EXPLORATION
PROPOSED ODEH RESIDENCE RENOVATIONS
12461 SOUTH INDIAN RIVER DRIVE
JENSEN BEACH, FLORIDA
FOR
MR. ANTHONY ODEH
12461 SOUTH INDIAN RIVER DRIVE
JENSEN BEACH, FLORIDA 34957
PREPARED BY
NUTTING ENGINEERS OF FLORIDA, INC.
1310 NEPTUNE DRIVE
BOYNTON BEACH, FLORIDA 33426
ORDER NO.18506.1
RECEIVED
DEC 13.2018
Permitting Department
St. Lucie County, FL
Geotechnical & Construction Materials
Engineering;Testing, & Inspection
Environmental Services
Offices throughout the state of Florida
www.nuttingengineers.com info@nuttingengineers.com
NO
•: �l ger
of Florida Inc.l Established 1967
Your ProjectkOurCommitment
November 30, 2018
Geotechnical & Construction Materials
Engineering, Testing, & Inspection
Environmental Services
Offices throughout the state of Florida
www.nuttingengineers.com info@nuttingengineers.com
Mr. Anthony Odeh
12461 South Indian River Drive
Jensen Beach, Florida 34957
Phone: 504-458-6104 Email: anthony@cccrecovery.com
Subject: Report of Geotechnical Exploration
Proposed Odeh Residence Renovations
12461 South Indian River Drive
Jensen Beach, Florida
Dear Mr. Odeh:
Nutting Engineers of Florida, Inc. (NE), has performed a Geotechnical Exploration for the
proposed renovations at the above referenced site in Jensen Beach, Florida. This exploration
was performed in accordance with the written authorization to proceed provided by Mr.
Anthony Odeh dated November 17, 2018. This evaluation was performed to develop
.information regarding subsurface soil conditions at specific test locations which along with
proposed construction information provided was used to develop opinions regarding
earthwork procedures and foundations for support of the proposed construction. This report
presents our findings and recommendations based upon the information examined at the time
of this evaluation.
PROJECT INFORMATION
Based on site observations, the current residence consists of a split level, concrete block and
wood framed home. The residence appears to be supported upon a stem wall shallow
foundation system with some concrete block perimeter walls along the lower/basement like
section of the residence. We understand plans include some renovations to the existing
residence which will include the expansion of the roof system and covered patio features.
These renovations will require the construction of some new column foundations. We were
provided plans for the new construction. The new construction will consist of either wood
frame or concrete block construction as indicated on the site plan. The proposed
improvements are planned to be supported upon a shallow foundation system with an
allowable soil bearing pressure of 2,000 pounds per square foot, similar to the existing
building.
We estimate that less than six inches, if any, of fill may be required to bring the site up to
construction grade; however, the final building pad elevation shall be determined by a
professional architect, civil engineer, or other qualified party.
2
1310 Neptune Drive - Boynton Beach, Florida 33426 • (661) 736-4900 - Fax (561) 737-9975
Broward (954) 941-8700 - Port St. Lucie (772) 408-1050, • Miami Dade (305) 624-0060
NE should be notified in writing by the client of any changes in the proposed construction
along with a request to amend our foundation analysis and/or recommendations within this
report as appropriate.
GENERAL SUBSURFACE CONDITIONS
Soil Survey Maps
As part of the geotechnical exploration, we have reviewed available Soil Conservation
Service (SCS) survey maps for Palm Beach County. These SCS maps provide qualitative
information about potential general shallow soil conditions irr the project vicinity. This
information was derived from approximately 6 ft. deep manual auger borings, aerial photo
and surface feature interpretation at some point in the past (mid 1980's to early 1970's). The
SCS data may or may not reflect actual current site conditions. A review of the Soil Survey
for Palm Beach County revealed that at the time the survey was conducted, the soils at the
site were described as Paola sand. The Paola series consists of nearly level to sloping,
excessively drained, deep, sandy soils in long, narrow dune -like ridges near the Atlantic
coast. In general the subsoils are white to yellowish sands that extend to a depth of
approximately six feet or more. We note that the soil surveys were typically penetrated to a
depth of approximately six feet.
Subsurface Exploration
NUTTING ENGINEERS OF FLORIDA, INC. performed one Standard Penetration Test (SPT)
boring (ASTM D-1586) to a depth of twenty feet below land surface. The location of the test
boring is indicated on the boring location plan presented in the Appendix of this report. The
boring location was identified in the field using approximate methods; namely, a measuring
wheel and available surface controls. As such the soil boring locations should be considered
to be approximate. We note that due to the potential for underground utilities at the test
boring location, the upper four feet of the soil profile at the test boring location was manually
cleared. Because of this, the relative density of the upper four feet was not obtained.
Test Boring Results
In general, the soil boring location recorded loose to medium dense gray to light gray sand in
the upper eleven feet, underlain by brown to yellowish brown sand to a depth of twenty-five
feet, the maximum depth explored. Please see the enclosed soil classification sheet in the
Appendix of this report for additional important information regarding these descriptions, the
field evaluation and other related information.
Note: Substantially different subsurface conditions may exist at other areas of the site. Buried
debris may or may not be identified or adequately delineated by soil borings. Test pit
excavation can provide more insight into such conditions and rock lithology if present. Such
conditions may be revealed during site development activities (e.g. proof rolling, utility &
foundation excavation activities) or other related activities. Should additional assurance be
desired by the client, further subsurface investigation could be performed.
Nuttinu
ER DOWNS
ofHadda Inc. I Emblished 1%7
YourftJeais OurC=1W&nent
Groundwater Information
The immediate groundwater level was measured at the boring location at the time of drilling.
The groundwater level was encountered at approximately fourteen and a half feet below the
existing ground surface.
The immediate depth to groundwater measurements presented in this report may not provide
a reliable indication of stabilized or a more long term depth to groundwater at this site.
Water table elevations can vary dramatically with time through rainfall, droughts, storm
events, flood control activities, nearby surface water bodies, tidal activity, pumping and
many other factors. For these reasons, this immediate depth to water data should not be
relied upon alone for project design considerations.
ANALYSIS AND RECOMMENDATIONS
New Loads on Existing Foundations
Based on the results of the test boring and our understanding'of the proposed construction, it
is our opinion that any new loads that will be utilizing some existing foundations can be
supported on the existing soils using a maximum allowable soil bearing pressure of 2,000
pounds per square foot. Note that the allowable soil bearing capacity used in the design of the
existing foundation system is not known at this time.
The opinions and recommendations herein are based on the premise that the original plus the
new loading on the existing foundations does not exceed an allowable soil bearing pressure
of 2,000 pounds per square foot. If this is found to be different, this office should be notified
immediately. A Structural Engineer should evaluate in place footings relative to new loads.
New Foundations or Floor Slab Areas
The boring performed for this project suggests that the site may be prepared using
conventional site preparation and compaction techniques as described herein. Once the site
has been prepared in accordance with our site preparation recommendations presented in this
report, the proposed renovations may be supported on a shallow foundation system using an
allowable soil bearing pressure of 2,000 pounds per square foot.
Once plans are fmalized for the proposed construction, a copy should be provided to Nutting
Engineers for review to determine whether additional details or changes to our
recommendations are warranted. All work should be completed in accordance with
applicable building codes, other regulations as appropriate, and good standard local practice.
We recommend a minimum width of 16 inches for continuous footings and 24 inches for
individual footings, even though the soil bearing pressure may not be fully developed in all
cases. We recommend that the bottom of footings be at least 12 inches below the lowest
adjacent finished grade.
Nutting
Engineers
of kWidatne6Fstabfished 1967
Ya-wft-frctir0ar0m.ftmms 4
The contents of this report are for the exclusive use of the client and the client's design team
for this specific project exclusively. Information conveyed in this report shall not be used or
relied upon by other parties or for other projects without the expressed written consent of
Nutting Engineers of Florida, Inc. This report discusses geotechnical considerations for this
site based upon observed conditions and our understanding of proposed construction for
foundation support. Environmental issues including (but not limited to), soil and/or
groundwater contamination are beyond our scope of service for this project. As such, this
report should not be used or relied upon for evaluation of environmental issues.
Prior to initiating compaction operations, we recommend that representative samples of the
structural fill material to be used and acceptable in -place soils be collected and tested to
determine their compaction and classification characteristics. The maximum dry density,
optimum moisture content, gradation and plasticity characteristics should be determined.
These tests are needed for compaction quality control of the structural fill and existing soils,
and to determine if the fill material is acceptable.
If conditions are encountered which are not consistent with the findings presented in this
report, or if proposed construction is altered or moved from the location investigated, this
office shall be notified immediately so that the condition or change can be evaluated and
appropriate action taken.
The vibratory compaction equipment may cause vibrations that. could be felt by persons
within nearby buildings and could potentially induce structural settlements. Additionally,
preexisting settlements may exist within these structures that could be construed to have been
caused or worsened by the proposed vibratory compaction after the fact. Pre- and post
conditions surveys of these structures along with the vibration monitoring during vibratory
compaction could be performed to better evaluate this concern. The contractor should
exercise due care during the performance of the vibratory compaction work with due
consideration of potential impacts on existing structures. If potential vibrations and impacts
are not considered tolerable, then alternate foundation modification techniques should be
considered.
Nutting Engineers of Florida, Inc. shall bear no liability for the implementation of
recommended inspection and testing services as described in this report if implemented by
others. Nutting has no ability to verify the completeness, accuracy or proper technique of
such procedures if performed by others.
Excavations of five feet or more in depth should be sloped or shored in accordance with
OSHA and State of Florida requirements.
The Geotechnical Engineer warrants that the findings, recommendations, specifications, or
professional advice contained herein, have been presented after being prepared in accordance
with general accepted professional practice in the field of foundation engineering, soil
mechanics and engineering geology. No other warranties are implied or expressed.
Nutting
Engineers
of Rodda Inc.[ EsmbHshed 1%7
Ya,w R1gF etrsOurfommFhnent 6
We appreciate the opportunity to be of service on this project. If we can be of any further
assistance, or if you need additional information, please contact us at your convenience.
Sincerely;
NUTTING ENG ERS OF FLORIDA, INC.
Richard C. Wohlfarth, E. C o eII : ;ii P.E: #69947
Director of Engineering Senio n&eer
Appendix: Boring Location Plan
Test Boring Result
Limitations of Liability
Soil. Classification Criteria
REP ANTHONY ODEH RES ADD 12461 S INDIAN RIVER DR JENSEN RENOVATIONS SHALLOW CEG
Nutting
of Flad& Irx.1 EstahWwd 1967
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Nutting BORING NUMBER B-1
Boynton Beach, Fle33426
Eng����rS Telephone: 561-736-4900 PAGE 1 OF 1
-0 of Flodda Inc i Essabllshed 1967 Fax: 561-737-9975
,f) 'UWP° J cth°arCoMndt—nt PROJECT NUMBER 18506.1
CLIENT Anthony Odeh PROJECT NAME Proposed Residence Addition
PROJECT LOCATION 12461 South Indian River Drive Jensen Beach Florida
DATE STARTED 11/26/18 COMPLETED 11/26/18 SURFACE ELEVATION REFERENCE Approx. @ Road Crown
DRILLING METHOD Standard Penetration Boring GROUND WATER LEVELS:
LOGGED BY T. Lovett CHECKED BY 'C. Gworek SAT TIME OF DRILLING 14.7 ft
APPROXIMATE LOCATION OF BORING_ As located on site plan
♦ SPT N VALUE
_
pw
E rA
10 20 30 40
PLC jL
..
W
Q O
MATERIAL DESCRIPTION
a
Blows
y
CDz
20 40 60 80
❑ FINES CONTENT (%) ❑
01
o,'•. ,.;:,
Lt. brown fine SAND and LIMESTONE fragments
20 40 60 80
AU
Lt. gray fine SAND
1
AU
a
2
SS
C
5
o
3
4.3.4.4
7
0
4
4
3-5.5.7
10
u
SS
5
4.6.8-10
14
10
SS
j
Brown fine SAND
6
9.8.8.9
16
♦ c
i
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i
Yellowish brown fine SAND
1
7
6.6.6-7
12
:A
15
QS
ss
s
5.7.12-11
19
A
20
Bottom of hole at 20.0 feet.
Disclaimer Nutting Engineers of Florida Inc. accents no liability for the consequences of the independent interpretation of drilling logs by others.
LIMITATIONS OF ILILABILI LITY
We warranty that the services performed by Nutting
Engineers of Florida, Inc. are conducted in a manner
consistent with that level of care and skill ordinarily
exercised by members of the profession in our area
currently practicing under similar conditions at the time our
services were performed. No other warranties,
expressed or implied, are made. While the services of
Nutting Engineers of Florida, Inc. are a valuable and
integral part of the design and construction teams, we do
not warrant, guarantee or insure the quality,
completeness, or satisfactory performance of designs,
construction plans, specifications we have .not prepared,
nor the ultimate performance of building site materials or
assembly/construction.
SUBSURFACE EXPLORATION
Subsurface exploration is normally accomplished by test
borings; test pits are sometimes employed. The method of
determining the boring location and the surface elevation
at the boring is noted in the report. This information is
represented in the soil boring- logs and/or a drawing. The
location and elevation of the borings should be considered
accurate only to the degree inherent with the method used
and may be approximate.
The soil boring log includes sampling information,
description of the materials recovered, approximate
depths of boundaries between soil and rock strata as
encountered and immediate depth to water data. The log
represents conditions recorded specifically at the location
where and when the boring was made.' Site conditions
may vary through time as will subsurface conditions. The
boundaries between different soil strata as encountered
are indicated at specific depths; however, these depths
are in fact approximate and dependent upon the frequency
of sampling, nature and consistency of the respective
strata. Substantial variation between soil borings may
commonly exist in subsurface conditions. Water level
readings are made at the time and under conditions stated
on the boring logs. Water levels change with time,
precipitation, canal IeJel, local well drawdown and other
factors. Water level data provided on soil boring logs shall
not be relied upon for groundwater based design or
construction considerations.
LABORATORY AND FIELD TESTS
Tests are performed in general accordance with specific
ASTM Standards unless otherwise indicated. All criteria
included in a given ASTM Standard are not always
required and performed. Each test boring report indicates
the measurements and data developed at each specific
test location.
�11t�ing
Engineers
lour Project f9 Our Cammhment
ANALYSIS AND R EC®IVMNDATI®IYS
The geotechnical report is prepared primarily to aid in the
design of site work and structural foundations. Although
the information in the report is expected to be sufficient for
these purposes, it shall not be utilized to determine the
cost of construction nor to stand alone as a construction
specification. Contractors shall verify subsurface
conditions as may be appropriate prior to undertaking
subsurface work.
Report recommendations are based primarily on data from
test borings made at the locations shown on the test
boring reports. Soil variations commonly exist between
boring locations. Such variations may not become evident
until construction. Test pits sometimes provide valuable
supplemental information that derived from soil borings. If
variations are then noted, the gedtechnical engineer shall
be contacted in writing immediately so that field conditions
can be examined and recommendations revised if
necessary.
The geotechnical report.states our understanding as to the
location, dimensions and structural features proposed for
the site. Any significant changes of the site
improvements or site conditions must be
communicated in writing to the geotechnical engineer
immediately so that the geotechnical analysis,
conclusions, and recommendations can be" reviewed and
appropriately adjusted as necessary.
CONSTRUCTION OBSERVATION
Construction observation and testing is an important
element of geotechnical services. The geotechnical
engineer's field representative (G.E.F.R.) is the "owner's
representative" observing the work of the contractor,
performing tests and reporting data from such tests and
observations. The geotechnical engineer's field
representative does not direct the contractor's
construction means, methods, operations or
personnel. The G.E.F.R. does not interfere with the
relationship between the owner and the contractor and,
except as an observer, does not become a substitute
owner on site. The G.E.F.R. is responsible for his/her
safety, but has no responsibility for the safety of other
personnel at the site. The G.E.F.R. is an important
member of a team whose responsibility is to observe and
test the work being done,and report to the owner whether
that work is being carried out in general conformance with
the plans and specifications. The enclosed report may be
relied upon solely by the named client.
SOIL AND ROCK CLASSIFICATION CRII','E]UA
SAND/SILT
CLAViSILTY CLAY
N-VALUE
(bpfl
RELATIVE
DENSITY
0-4
Very Loose
5 —10
Loose
11— 29
Medium'
30,49
Dense
>50
Very dense
j00
Refusal
ROCK
N-VALUE
(bpi)
UNCONFINED COMP.
STRENGTH (tsO
CONSISTENCY
<2
<0.25
v. Soft
2-4
0.25-050
Soft
5-9
0.50 —1.00
Medium
9 —15
1.00 — 2 00
Stiff
16-30
2.00-4.00
v. Stiff
>30
>4.00
Hard
N-VALUE
(bpO
RELATIVE
HARDNESS
ROCK CHARACTERISTICS
N> 100
Hard to v. hard
Local rock formations vary in hardness from soft to very hard within short verti-
cal and horizontal distances and often contain vertical solution holes of 3 to 36
inch diameter to varying depths and horizontal solution features. Rock may be
brittle to split spoon impact, but more resistant to excavation.
25<N < 100
Medium hard to hard
5<N < 25
Sob to medium hard
PARTICLE SIZE
Boulder
>12 in.
Cobble
3 to 12 in.
Gravel
4.76 ram to 3 in.
Sand
0.074 mm to 4.76 mm
S ilt
0.005 mm to 0.074 mm
Clay
<0.005 mm
DtSCRIPT ON MODIFIERS
0 — 5%
Slight trace
6-10%
Trace
11 — 20%
Little
21 —35%
Some
>35%
And
Group
Major Divisions
Symbols
Typical names
Laboratory elossifiealion.criteria
„
/yyy�� \2
D6U `'�3P�
—
v s
Gw
Woll. add Duels, avel-sand
g' e g g`
� �
C = greater thin 4, C = betxteenl and 3
o _—
t
mixtures, little or no fines
o E
D D xD
lU 10 6D
o
to
GF
Poorly graded grovels, grayel-sand
little fines
Not meeting all gradation requirements For GW
U x
"
c, v
mixtures, or no
m
o o d
d
w u
GW
Silty grovels, grovel-sond-silt
c r u
Atte:'A" hery limits below
u
d
Z
=
•`_c c
`o
mixtures
m Z a-Vul o
line or P.I.less than A
Above "A" line with P.I.
r m
5 v
E i 3
between A and 7 are bordu-
GC
clayey grovels, grovel -sand -cloy
Arterberg limiu above 'A'
'„ i
m o
= n
E
e z 'a H
= ' U a
001
line cases requiring use of
dual symbols,
c
os30
?
—
O o
mixtures
i =
e a
line wnM1 PJ. greamr than 7
I
'
„ a
� 3 Ohm
o = c
3W
Well -graded sands, gravelly Bonds,
Cu = D°0 greater than 6; C. beriveenl and 3
8
little or no fines
9 ;
Din DID�60
E
o
u
SF
Poorly graded Bonds, gravelly
sands, little or no fines
Not meeting all gradation requirements For SW
0
m v
c
m
U z
.",
-
a a V d
n
v 8 d
c
o nac
m m a r a
z c
o o
SM•
Siltysonde, sand-stilta mixtures
u= s a
Atterberg limns below 'A'
u
o
fC
c r `~
n
line or P.I. less shoo 4
Limns platting in hatched zone
•t =
E
`� o
3 a
E
c N o o
a s— E
with P.I. between A and 7 are
borderline razes requiring use
SC
Ooyey sands, send -clay mixtures
Atterberg limits above "A°
;!
n $
:
ut
rn °
o J: w
of dual stem.
ry
c
line with P.I. more than 7
Inorganic silts and very fine sonds,
—
h
ML
rock flour, silty or clayey fine sands
M
or clayey silts with silghr plastidy
60
_
a
a
Inorganic clays of low to medium
A
50
o
o
CL
plasticity, gravelly days, sandy,
n
_
clays, silty clays, Icon cloys
at
c
N 9
2
OL '
Organic silts and organic silty days
g AO
of low plasticity
70
o
c°
t
o
Inorganic silts, mimceous or diatom-
n
�¢
OH end
MH
..
MH
about fine sandy or silly soils, elastic
-
20
-
P
�,o
°
silts
cl
W .y
a `o
CH
Inorganic days or high plasticity, fat
E
a ao
`o
,0
11
d
`o
a
clays
s
vt E
Ml and
OL
CY-ML
e
v
OH
Orgonic cloys of medium to high
0
1
o 10 20 20 /0 50 60 70 e0 90 too
—
c
plasticity, organic silts
`o
Liquid Limit
.2
•M
0
PT
Peat and other highly organic sells
Plasticity Chart
� :E�HIfl��
an9dd+>`Im+ecsucdt G
f6ur/�f r40trf Mwewe
r
Mission:
To protect, promote•& improve the health
of all people in Florida through integrated
state,_ county & community efforts.
Nader Anthony Odeh
1 Yellowstone Court
New Orleans, 'LA 70131
fway a:a�-x-,�-r;.
t! p +::d
HEALTH
Vision : To be the Healthiest State in the Nation
RE: Contingency Letter
Application Document No:AP1368285
Centrax Permit Number: 56-SF-1883792
OSTDS Number:
12461 S Indian River Dr
Jensen Beach, FL 34957
Lot:
Block:
October 17, 2018
Subdivision:
Rick Scott
Governor
Celeste Philip, MD, MPH
Surgeon General and Secretary
Dear Applicant:
This will acknowledge receipt of an application dated 10/10/2018 for a permit to use an existing
onsite sewage treatment.and disposal system located on the above referenced property.
From a review of your completed application, it has been determined that your existing system
appears to meet the minimum standards of F.A.C, 64E-6 for the proposed use:_It is approved for
use with the plans submitted to:this office.. If this system should -fail, causing an unsanitary
condition to exist, steps must be taken to bring: the system into,compliance immediately.
Department approval of thesystem. does not guarantee satisfactory performance'for any specific
period of time.. Any change in material facts which served, as a basis forissuance of this .approval
requires the applicant to modify the permit appltcation, Such modification may result in this .
approval being made null and void. issuance of this approval does.not.exempt'the applicant from
compliance with other Federal, State,. or Local Permitting requited for development of this
property.
If you have any questions on this matter, please call our office at (772) 8:73-4931.
Sincerely,
Dianna May, Environmental Supervisor I
Enclosures
cc:
Florida Department of Health wwW.FloridasHealth.eom
in ST. LUCIE COUNTY hyFLA
5150 NW Milner Dr, Port Saint Lucie, FL 34983 CE 0,M
eallh
PHONE: (772) 873-4931 . FAX: (772) 873-4893 <Vldoh
t_ {
s St. Lucie County Health Department
I � a 5150 NW Milner Dr Port -Saint Lucie, FL 34983
HEALTH
PAYING ON: PERMIT ft:56-SF-188379.2 eILLDoc#:56-BID-3996970 CONSTRUCTION APPLICATIONMAP1368285,
RECEIVED FROM: Nader Anthony Odeh AMOUNT PAID; $ 35.00
PAYMENT FORM: CREDIT CARD PAYMENT DATE: 1.0/10/2018:. .
MAIL TO: Nader Anthony Odeh
FACILITY NAME:
PROPERTY LOCATION:
12461 S Indian River Dr
Jensen Beach, FL 34957
Lot:
Block:
Property .I D : 4504-234-0002-000-2
EXPLANATION or DESCRIPTION: QUANTITY FEE
139 - OSTDS Application Approval Existing, No Insp
1 $ 35.00
RECEIVED BY: MontanezNM AUDIT CONTROL NO. 56-PID-3767761
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