HomeMy WebLinkAboutSeagate Condo (Bldg. 1) 32009building has been filed aid pending issuance of such
permit, the Building Official may, at his discretion,
issue a special permit foi the foundations of such
building. The holder of Euch a special permit shall
proceed at his, own risk aid without assurance that a
permit for the superstruc ure will be granted.
Signature of Applicant
Treasure Coast Investment &
Development Corp.
D UB ,SCRIBED B ORE
SWOR S
DAY OF
: —_—� NOTARY .PUBLIC STATE OF FLORIDA AT LARGE
� RY PUBLIC, STATE OF "LORIDA MY �UTAMry SjON EXPIRES JUNE 17 1984
AT LARGE, MY COMMISSION E PIRES: BQnu�u m¢� GINtRAL INS, UNDERWRITERS
c)
y OmtAssioners -
plans submitted fo
I
th A. .A. !Ft. Piel
conform to the
and the plans and
stresses, strains, loads a
Further, our client fe
ttfindering firm to crake f
ws and to
W4 the built
was e cted accor<
and en ineers in <
ng is cc
ng to
Code as adopted by St. Lucie County Board
cticn'105.6B.
rSE
T m.,croc
Name
e " Florida
Address
egress, type of construction and general arrangement,
form to the requirements of this Code as to strength,
stability.
_ the above project, stated they would retain an
i ld observations during the construction of the
rnpleted, that firm will then certify the building
Mans and specifications prepared by the architects
with the standard building code.
Architect or Engineer
(Seal) A�
BUILDING PERMIT 4 _a2_Q Seagate Towers
N 0 T I C
R. Gruenthal
This notice is to inform you that your property is in
a Flood Hazard Zone.
This means that elevation of the floor must be set at
7' feet, or 18" above the crown of the road, which-
ever is greater.
You must submit an affidavit from a registered surveyor,
certifying the above floor elevation, within twenty-one
(21) calendar days from the time the slab is inspected.
Any work done within the twenty-one (21) days prior to
submission of the certification shall be at the permit
holder's risk.'
ri
The Development Coordinator shall review the Flood
Elevation Survey data submitted. Deficiencies detected
by the review shall be corrected by the permit holder
prior to further progressive work being permitted to
proceed. Failure to submit the certification or failure
to make required corrections, shall be cause to issue
a stop -work order for the project.
Mli,
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LEG L1 L E S Ri PT I O o
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9eirc the 'worth 500 feet of the South 1,268 feet of Government lot I in
rr aLtt Jr,p, Svut.caat of jci t, un 23. T`vi7naury IA ti,..a+ 13�iiit11, Rany .ii East,
N
St. Lucie County, Florida, lying Fast of State Road A-1-A, +nd also being v
the var... - .n eet al ,.he Sou _ 1,25? feet o4 fractional Section 24. Town- ''2
WA:-ILWAY TO 86:ACN ----- __ _--------__-------- - ------------- — __ -_ _ - - ti � "���
h 34 < :.. Ran, .. a�+ Lucie Courts Florida, and also bPinq ---- ---_- ---- - ----------_-_ _.._. -
tGovernment
_q S 89 40 24
to , t*• n F F h Q f ver n Lot it Fractions _ _____-__-- -_-�__ _ _ ______ __ :_-____--- _. --___-
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_-e +or. ,.� ee_ o. _he South ,5& eet o 6a rmme t i }.,
Southeast l_ of Ser ",on 73, Township 34 South, Range 40 East. St, Lucie ® } T p "
r ,741n t of '_!ate Road A-1-A.
PHASE ONE
&Ong 110�k
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�Oorkiyly rey�trred � JB4 cars
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CoXstryefioyt pJrwe-1proyeded sfi vl 1,rvd
pra, eaed a wlexy* Wept, 1983
pfafe,2(prgjecfed sfaYf Dot. 1983
projected conrpleiloX sec. /9B4
jaXdreapi�y
�111�rd9c�P urR=leyiaf f�6e �lohda
y�rrde slo. 1 �txd fa ureet �'/. ,�u�e
C'or��y IctXdse�e �e�uiretrreri�
ROBERT M. SWEOROE
ARCHITECTS PLANNERS
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PHONE 673-6002 A.I.A. - P.A.
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MAINS: /Z-G-A-A4c23-A.I.C.S. MODIFICATION! FED FROM
DESCRIPTION
LOAD
(VA)
POLE
TRIP
CIR.
NO.
8
c
CIR.
N 0.
POLE
TRIP
TRIP
LOAD
(VA)
DESCRIPTION
W/ Z-Li VIZEC,
1,600
r6
c: et!5
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7.,F;o
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15
16
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7SO1S
17
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2
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41
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120
19
20
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21
22
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23
24
12
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0/2
25
26
271
28
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29t
30
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51
32
AGE
'53
34
SP
35
36
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37
38
39
40
LA
41
42
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PHASE ALL,, PHASE B VA PRASE -4vk TOTAL: VA -3 AMPS.
///A TIAII 4E -5WI 7Cl-4 -------
TYPE: 562- � A/00/--B ll:;L ENCLOSURE; IVaA44�, -3/z S ACoF
PANEL
VOLTAGE ! 1:?91206, so, LOCATION: P067(- FO411,"-' /Z/V7,
MAINS:/00 1vf• i--0i A.I.C.S. MODIFICATION: FED FROM
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DESCRIPTION
LOAD
(VA)
POLE
TRIP
CIR.
NO.
4, B C
CIR.
N 0.
POLE
TRIP
LOAD
(VA)
DESCRIPTION
,OP004. C14EMICA,1-
1
2
7-1Z A IVS le
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4
300
5
6
3900
720
7
200
a
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117
12
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TYPE:
50 0
MODIFICATION:
VOLTAGE:
�77148OV, -?SO
ENCLOSURE: AAffA4,4
MAINS:
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PANEL
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LOCATIONS: 4,
A.I.C.S.:
FED FROM: /W4F7-S7Z
CIRC.
CIRCUIT BREAKER
LOAD IN VA
SERVING
No.
POLE
TRIP
OA
0 B
0 c
-3
175
JTZS
37,S
7 -loop
3FLJF,
3
1 50
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5,
-,go
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TYPE: 60-D "A10051, ENCLOSURE: "E14.4 31Z
VOLTAGE ! 1201006, 3�6,411w' PANEL FLB LOCATION:
MAINS: OZSA.M.L.O.A.I.C.S. MODIFICATION: FED FROM
DESCRIPTION
LOAD
(VA)
POLE
TRIP
CIR.
NO,
A
B
C
CIR.
No.
POLE
TRIP
LOAD
(VA)
DESCRIPTION
cft9/3 A/A �9 L 7"5, ff C -
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20
X?Q
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W7-1Z, A/ 7/Z
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211
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15
5
6
15
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7
8
2
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10
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20
11
12
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1-20
13
14
r1z,
750
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16
r/Z
7-5-o
J/ 1-5-
le
75---7
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19
20
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21
22
7,570
lb
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rr
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23
24
6 L2L'J
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/I ",a
25
26
Cq,-3,91VA) 4,75,
A17-2. H7/Z,
7-5, C?
2
27
28
75-a
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29
30
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75-0
2
31
32
2
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=
33
34
<'O
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zo
35
I
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I
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37
38
9
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40
41
42
IPHASE A �,�-�VA PHAc 2-VA PHASE C L5"2Z-i�-IVA TOTAL: 4Z, VA 11,q AMPS.
RNM
W Mlt
r MW
TOTALOAD
L * w
la
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SMALL CONFORM TO ASTM..A isS-73, AND BE SUPPORTED ON SLAB BOLSTERS SPACED AT 3 FT.-0 C/C. D TO 95% OF THE MAXIMUM DRY DENSITY AS DETERMINED
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ALL BE DEFORMED BARS, FREE FROM LOOSE RUST AND SCALE, AND CONFORMING TO ASTM A 615v- F 1 1 1
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RIZONTAL DUR-O-WALL REINFORCING SHALL EXTEND INTO TIE COLUMNS A MINIMUM 0 AND 'WELDED WIRE FABRIC' SECTIONS OF T RAL NOTES. T
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ROBERT SWEDIRDE
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A F1 C T 8 ;1 LA N N V 104 is bb, Crouse, Trucl
ConsultIng En I r's linql�lI")
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tAMH BEACH, FLAI
le,74 MERIDIAN AVE, �sr G� r"U
4557 Ponce elbfI i 4�1
REVISIONS
A, I �o I I-
673-6002
PHONE
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TITLE
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Webb. Crouse,Trugho, Planar
Consulting Engineers Inc.
4557 Ponc n Sivd ira ble la
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BY
COMM. NO.
I
CONSTRUCTION NOTES_
MASONRY
EL
REINFORCING STEEL
.rFNFRAL
IN CONFORMANCE WITH THE SPECIFICATIONS FOR THIS PROJECT AND IN CLERI-
BLOCK UNITS SHALL CONFORM TO �d,..;-.,
Shall be deformed bars, free from ;Dose rust and scale, and
FICATtON THEREOF.
,conforming'
to ASTM A 615-74, Grade 60. Column ties shall conform to ASTM A 615-74,
"
Grade 40. P/C Beam ties shall conform to ASTM A 615-74, Grade 40 or 60.'
}
CONCBE.TTE
MOISTURE CONTENT OF BLOCK SHALL NOT EXCEED 35% OF TOTAL ABSORPTION AT THE
`.`";.. A;�
x:
SHALL BE A MIX DESIGNED FOR ULTIMATE STRENGTH CONCRETE IN ACCORDANCE
TIME OF PLACEMENT.
All accessories shall have upturned legs, and be plastic dipped after
•
"._
v1IM AC1 211.1-74 TO ACHIEVE A 2.8 DAY COMPRESSIVE STRENGTH OF 3.000
fabrication; accessories for reinforcing Shall be in accordance with ACI,
-
,�•1
PSI UNLESS OTHERWISE NOTED.
MAXIMUM LINEAR SHRINKAGE FOR BLOCK .UNITS USED FOR EXTERIOR WALLS SHALL NOT
Current edition.
_
ALL CONCRETE SHALL CONTAIN AN ARCHITECT/ENGINEER APPROVED ASTM C494-71,
EXCEED .04X (DIVISION 'S')
SOIL BEARING CAPACITY
TYPE 'O' ADMIXTURE (WATER -REDUCING RETARDER).
MOTAR SHALL CONFORM TO ASTM C 270 - 73 TYPE 'M' (2500 PSI).
ALL JNDIVIDUAL FOOTINGS HAVE BEEN DESIGNED TO SUSTAIN A SUPERIMPOSED LOAD
CONCRETE SCARS ON FILL
NON LOAD -BEARING MASONRY WALLS AND TIE COLUMNS SHALL BE HELD CLEAR OF
SUCH THAT THE MAXIMUM SOIL BEARING VALUE WILL SE 4000 PSF.
kµ.
ALL ORGANIC MATTER .SHALL BE STRIPPED FROM SITE AND REPLACED BY CLEAN NON-
OVERHEAD SLABS AND BEAMS UNTIL DEPLETION DUE TO APPLIED LOADS ABOVE HAS
„,
^..
ORGANIC SOIL, COMPACTED TO 95X OF THE MAXIMUM DRY DENSITY AS DETERMINED
OCCURRED.
ALL. CONTINUOUS FOOTINGS HAVE BEEN DESIGNED TO SUSTAIN A SUPERIMPOSED LOAD
'$
a
BY ASTM D-1557. FILL SHALL BE PLACED AND COMPACTED FOR A DISTANCE OF
SUCH THAT THE MAXIMUM SOIL BEARING VALUE WILL BE ZOOO PSF.
r.
5'0 BEYOND THE EDGES OF SLABS ON FILL.
AFTER UPPER WALL HAS BEEN PLACED ON SLAB ABOVE, LOWER MASONRY WALL SHALL
PRECAST CONCRETE
BE GROUTED TIGHT BELOW MEMBER.
FILL SHALL BE THOROUGHLY MOISTENED IMMEDIATELY BEFORE CONCRETE IS PLACED
AS DESCRIBED BELOW.
PROVIDE 20 GAUGE GALVANIZED DOVETAILS SLOTS VERTICALLY IN STRUCTURAL COLUMNS
ALL P/C CONCRETE JOISTS AND SOFFIT BEAMS SHALL BE DESIGNED BY THE
.
THAT ARE ABUTTED BY NON -BEARING MASONRY WALLS AND TIE MASONRY .INTO COLUMNS
PRESTRESS MANUFACTURER IN ACCORDANCE WITH THESE DRAWINGS, THE 1976
.i
COLUMNS, BEAMS, WALLS OR ANY OTHER STRUCTURAL MEMBER PENETRATING SLABS
WITH t IN. X 5 IN. X 12 GAUGE GALVANIZED CORRUGATED DOVETAIL ANCHORS LAPPED
SOUTH FLORIDA BUILDING CODE AND AC1 318.77. ALL FLOOR AND ROOF SYSTEMS
ON FILL SHALL BE ISOLATED BY PRE -MOLDED JOINT FILLER (1/2 IN. THICK)9
WITH STANDARD NO. 8 TRUSS DESIGN OR NO. 6 TRUSS DESIGN 'OUR-O-WALL' FOR 8 IN.
SHALL PROVIDE FOR A 2 HOUR FIRE RATING. ALL PARKING LEVEL FLOOR UNITS
COMPLYING WITH ASTM D 1752, TYPE 1.
AND 6 IN. MASONRY WALLS RESPECTIVELY OR ENGINEER -APPROVED EQUAL AND SHALL
TO BE DESIGNED FOR SUPERIMPOSED LOADS OF,
BE PROVIDED EVERY 2ND BLOCK COURSE (1' -4 IN. VERTICALLY). 'OUR-O-WALL'
`- .' -•`
-
REINFORCING IN SLABS ON FILL SHALL BE 6 X 6 to/10 W.W.F. UNLESS OTHER ;
)E
SHALL 8E EMBEDDED A MINIMUM B IN. INTO TIE COLUMN THAT ARE TO BE POURED
LIVE LOAD .............. PSF X 1.7 = 85
WISE NOTED IN PLANS AND PLACED IN. ACCORDANCE WITH 'REINFORCING STEEL'
-�%�
>�
INTEGRALLY WITH MASONRY WALLS.
..50
_
DEAD LOAD..................10 PSF X 1.4
^
AND 'WELDED WIRE FABRIC' SECTIONS OF THESE GENERAL NOTES.
-
TOTAL ULTIMATE SUPERIMPOSED
h,•
LOAD .............. =100
FILL BLOCK CELLS WITH MORTAR TO BOND ANCHORS AT EVERY BLOCK -COLUMN
j,�SIGN CRITERIA _
INTERSECTION.
All POOL DECK UNITS TO BE DESIGNED FOR SVPERIMPOSED LOADS OFt
'
LIVE LOADSc-
SHOP DRAWINGS
LIVE LOAD.................100 PSF X 1.7 170
'
-
.;
..: ,.. ...-
DEAD LOAD ................. 50 PSF X _ 70
1 4
"
,
ROOF __
----- ---------- ------
ALL REINFORCING AND STRUCTURAL STEEL SHOP DRAWINGS SHALL BE SUBMITTED TO
TOTAL MINIMUM ULTIMATE SUPERIMPOSED LOAD...... = 240 PSF
r--.
APARTMENTS 40 PSF
THE STRUCTURAL ENGINEER FOR APPROVAL. (CERTIFIED MILL TESTS ARE ALSO
CORRIDORS, STAIRS AND PUBLIC AREAS--------- 80 PSF
REQUIRED PRIOR TO ERECTION).
IN ADDITION TO ABOVE LOADS, PRECAST UNITS SHALL BE DESIGNED TO SUPPORT
"
----_-----ROOM-- -------------
PARTITIONS --- 10 PSF.
POOL EQUIPMENT ROOM, PLANTERS, CABANA FRAMING AND MISCELLANEOUS LOADS
MECHANICAL EQUIPMENT ROOMS ---------------- 150 PSF
RESHORING
AS NOTED ON STRUCTURAL AND ARCHITECTURAL PLANS.
'.,
BALCONIES_____________�.__--_-_____________ 100 PSF
PARKING DECKS .----------------------------- 50 PSF
POOL DECK ------ ---100 PSF
FORMS AND SHORES FOR CONCRETE SLABS AND BEAMS SHALL BE DESIGNED TO WITHSTAND
.. _. .,,,:.... ¢
-
__ __ _'.
THE DEAD LOAD OF CONCRETE AND THE CUMULATIVE LOADS OF SUPPORTING FLOOR SLABS
,t
,:-
HORIZONTAL LOADSF.'�
+
AS FOLLOWS,
IF
IN ACCORDANCE WITH STANDARD BUILDING CODE
T, THE FORMS SUPPORTING THE NEW SLAB AT THE TIME OF CONCRETE PLACEMENT,
--
�, c,-.
-•m .,, _,-;-
SHALL BE SHORED AS STATED ABOVE, AND SHALL
E,. ALL REST ON A MINIMUM 3 DAY OLD
PILI
SLAB THAT HAS REACHED A MINIMUM COMPRESSIVE STRENGTHO 25 I
-
i
-�'
ON LAB CURED SPECIMENS).
SHALL BE PRECAST PRESTRESSED CONCRETE PILES 14 SQUARE AND DRIVEN TO A
ti
SAFE BEARING CAPACITY OF TONS ;-_•
3 AY OLD SLAB SHALL BE SUPPORTED BY AN QUA AMOUNT OF S ORES THE D L P D EQUAL T M
(1001) PLACED DIRECTLY BENEATH THOSE ABOVE. THE SHORES SHALL REST '" •>' "z
DE ;; 4x .
ON A MINIMUM 6 DAY OLD SLAB.
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ALSO, THE 6 DAY OLD SLAB, WALL, OR BOTTOM BEAM FORMS BE STRIPPED
.S
ACI 31B 77. s
2. -
EARLIER THAN 3 DAYS AFTER PLACEMENT OR UNTIL THE COMPRESSIVE STRENGTH
_
3. A. I. S. G. .'u
OF 2500 PSI HAS D.
BEEN ATTAINED.
q
QVKARnI I
FAFNn
+'4,:-
EMBEDMENT & LAP LENGTH SCHEDULE
(FOR Fy = 60 K,S.0 (ALL LENGTHS IN INCHES)
fc=3000 P.S.I.
fc =4,000 P.S.I.
f'c=5,000 P.S.I.
f1c=6000 P.S.I.
BAR
TENSION
COMP.
TENSION
COMPP,
TENSION
COMP,
TENSION
COMP.
SIZE
LTI
LT2
LC
LT, I
LT2
LC
LT, I
LT2 I
LC
LT,
LT2 I
LC
03
16.0
20.5
12.0
16.0
20.5
12.0
16.0
20.5
12.0
16.0
20.5
12.0
#4
16.0
20.5
15.0
16.0
20.5
15.0
16.0
20.5
15.0
16.0
20.5
15.0
# 5
20.0
25.5
19.Q
19.5
25.5
18.0
19.5
25.5
16.0
19.5
25.5
19.0
6
25.0
33.0
22.5
23.5
31.0
22.5
23.5
31.0
22.5
23.5
31.0
22.5
#7
34.5
45.0
26.5
30.0
39.0
26.5
7.5
36.0
26.5
27.5
36.0
26.5
# 8
45.0
59.0
30.0
39.0
51.0
30.0
35.0
46.0
30.0
32.0
41.5
30.0
# 9
57.0
74.5
34.0
49.5
64,5
34.0
44.5
58.0
3 4. 0
40,5
530
34.0
#10
72.5
95.0
38.5
63.0
82.0
38.5
56.0
73.5
38.5
51.5
67.0
38.5
# 1 1
89.0
116.5
42.5
77.0
101.0
42.5
69.0
90.0
42.5
63 0
82.5
42.5
EDGE OF SLAB WHEN " r
SHOWN THUS IN PLAN GRADE BEAM £ v # 1
CONT. CONTINUOUS CONDITION''-
dlbLOPfr
L Ln-�� DIRECTION OF FLOOR OR ROOF SLOPE
Lc (CANTILEVER) --- f
-- Z-c STANDARD PILES -� `�'•>-� �''�-`•
COLUMN NOTE -
NOTE : BARS MAY EXTEND BEYOND LIMITS INDICATED BY THIS IF SIZE OF OPENING IS LESS THAN TWICE THE SLAB fW it 3fr'� F
TYPICAL ARRANGEMENT. SEE PLANS s. SECTIONS. THICKNESS REINF. MAY BE ROUTED AROUND OPN'G. r-y TENSION PILES d #
*= Lc OR .300F Ln-I ,WHICHEVER IS GREATER. F
UNLESS OTHERWISE SHOWN ON PLANS. IF SIZE OF
Lc OR .20 0F LnWHICHEVERI IS GREATER. OPENING IS MORE THAN TWICE THE SLAB THICKNESS,
_ � �....
�IE)IEiIE= Lc OR .22 OF Ln ,WHICHEVER IS GREATER. REINF, WILL BE INTERRUPTED AND REPLACED BY _Y s
ADDITIONAL REINF, AS SHOWN IN THIS DETAIL COLUMN A FOOT ING(U.O.N)zr�
TYPICAL REINFORCEMENT PLACING DIAGRAM FOR UNLESS OTHERWISE SHOWN ON PLANS. ' L1 2 L2 L3
FLAT SLAB COLUMN & MID STRIPS AT CANTILEVERS DOWELS -AS NOTED COL. REINF, AND x f
TYPICAL IN COL. SCHEDULE TIES AS NOTED WHICHEVER IS GREATER WHICHEVER IS GREATER
PICAL SLAB OPENING DETAIL tr r
NO SCALE IN COL. AND TIE '
NO SCALE SCHEDULE "c"BAR ' E" {IAR-' E^{AIR
FLAT SLAB REINFORCEMENT LEGEND
. ( TOP BARS TOP BARS TOP BARS - C'BARS -
C506+3-"C�DENOTES COLUMN STRIP TOP REINF. "50DENOTES SIZE z �w
OF REINF. 06"DENOTES QUANTITY OF REINF. TO BE PLACED
BETWEEN STRIP MARKS INDICATED ON PLANS; +3"DENOTES FTC. -SEE `� Ln TOP REINF.
QUANTITY OF ADDITIONAL BARS OF THE SAME SIZE TO BE FD�J.PLAN w
•� +' ' � FOR ELEV. -' 0 WHERE REQ D.
PLACED WITHIN THE A STRIP.(SEE BELOW FOR DETAILS OF "A STRIP) FLAT SLAB LAYER D E S I G N AT ION N CL _J I SOFFIT BEAM I SOFFIT BEAM SOFFIT BEAM I
w
♦ x .. " J W • V "A" BAR "{^ MR "{"BAR "{"BAR
M406 - M DENOTES MID -STRIP TOP REINF, 4 DENOTES SIZE OF In N STD HOOKS
OUTER LAYER °:•. .o.'.'a. THRUOUT
REINF. ; "06 DENOTES QUANTITY OF REINF. TO BE PLACED a
BETWEEN STRIP MARKS INDICATED ON PLANS. w (I C OR I"M ) = w o.,., .. e ;
,° °4 1
THIRD LAYER v~ INNER LAYER v a~ O a" d o 3"CL.
`d (3"C OR 3"M") (2-C- OR 2"M") _ w Z Q' o' o,.v, X, Y.,
c 4` ,� a •; ll L2 L3 lA
NOTE ° d - .� o.� .
WIDTH -OF .,A" STRIP= a.
al, o..
OC - A" - SHEAR FRICTION - OVER COL HEADS AT DISCONTINUOUS ENDS •'Mu" -ULTIMATE POSITIVE tVE MOMENT AT MIOS►AN (FL KIPS)
to f- (3�, +. I)) WHERE "S"-SHEAR FRICTION -OVER COL HEADS Al INTERIOR SUP►ORTS "V.d"-ULTIMATE SHEAR AT DISTANCE "d"FROM FACE OF SU►►ORT(KIPS
1 HOOK COL. DOWELS "Tu"-UITIM?TE TORSIONAL SHEAR AT DISTANCE ^d" FROM FACE
r =. Nl "C"-TOP BARS AT DISCONTINUOUS ENDS
xx � - - - --- t=THICKNESS OF SLAB J AND TIE TO BOT. REINF. "E"-TOPSARS AT INTERIOR surrocrs
OF SUPPORT
L OUTER LAYER NNER LAYER iV "TOP BARS" -EXTEND, 1/4 PT. OF ADJACENT SPAN U.O.N. "X,Y"- IMBEDMENT LENGTH OF SHEAR FRICTION BAR
b=WIDTH OF COLUMN
TYPICAL COLUMN SPLICE DETAILS>>�
No SCALE TYPICAL SOFFIT BEAM DIAGRAM 4
.:.
'6000
7,00,111j Webb. Crowe.ruglio, Pianas
OHCHITEC"rt L.A )�E3
Consulting Engineers Inc.
1874 4'k". F P ; (.') �` V A.11 > A r ( : f" E- . a N- , � L_ d� .
- - 4557 Po a 81 d I
nC a on V a ab1eS a
.. � PHONE 673-6002 A,,;.A - :-.A-
NO.I DATE I REVI SIOj