09-696-007SECTION VIEW
EXISTING CONC. TIE SEAM
DRILL 4 EPDXY 10 5
DOWEL W/ 6" MIN.
EMBED. INTO EXISTING
SEAM.
REMOVE EXISTING PRECAST
CONCRETE WINDOW FRAMES
AND EXISTING WINDOWS.
IF NO EXISTING 8" MIN. CONC.
SILL W/ 2 N 5 CONT. EXISTS,
PLACE NEW AND EXTEND
BARS 8" MIN. BEYOND
WINDOW OPENING BOTH SIDES
EXISTING 8" MASONRY WALL
I I
I I
I I
I I
4.
4
'd I a
REMOVE EXISTING
PRECAST WINDOW
FRAMES, OPEN CELLS I °
OF ADJACENT
a ' MASONRY AND FILL I.
a SOLID W/ GROUT AND ° ' I "a
I' 1 0 5 VERT. RE INF.
:4 EXTENDING INTO
EXISTING CONC. BEAM °
AND FT'G. AS SHOWN. .Q
OPEN f/
4" CONC. WALL W/ • 4 AV 12"
HORIZ. AND M 4 a 12" VERT.
%" STUCCO FINISH
4" CONC. WALL W/ • 4 a 12" VERT.
AND M 4 a 12" HORIZ.
H
}
W
LU
LU
W
d)
LAP VERT. BARS 30" MINIMUM
PRECAST GONG. PAVERS
1 411
° a
a
� d
°
I
d
d
al
°
° °
I
I ° d
� ° d
°
dll
I
°
d
I
J
EXISTING MASONRY WALL
W/ STUCCO
1 4411
O
1,
1V2"4 STEEL PIPE RAIL m 34"
ABOVE RAMP, DECK, OR
STAIR NOSINGS. SEE
ELEVATIONS SHEET A -3
3/1604m x 3" TAPCON SUITABLE
FOR MASONRY
Vs" EXP. JOINT CONTINUOUS
4" CONC. SLAB W/ 6 "x9p" WIA W.W.M.
ON 6 MIL VAPOR BARRIER OVER
CLEAN MECHANICALLY COMPACTED
SAND FILL. PROVIDE SAW CUT
JOINTS AS PER PLAN. BROOM FINISH
PERPENDICULAR TO RAMP.
°� o p
X ° X c °
� D
- - -- . EXISTING CONC. FT'G.
d
°
°
16" x 12" CONT. CONC. FT'G. W/ 2 • 5.
TOP OF FT'G. a 12" BELOW GRADE
TYPICAL
G;UAfRD DETAIL 311 _ 11-011
//. \ N
I.d V a
•�
1. ALL CONCRETE SHALL ATTAIN A MINIMUM COMPRESSIVE
1. ALL BLOCK SHALL BE HOLLOW CONCRETE MASONf;Z' JNITS ^
STRENGTH OF 3000 PSI AT THE END OF 28 DAYS. FOUR (4)
WITH A MINIMUM COMPRESSIVE STRENGTH OF 1900 PS1. - -
CONCRETE CYLINDERS SHALL BE TAKEN FOR EACH 50 CUBIC
CONFORMING TO ASTM C90 AND ONLY TYPE "M" OR "S"
YARDS OR FRACTION THEREOF AND SHALL BE TESTED AT 3, i
MORTAR SHALL BE USED, TO OBTAIN AN ASSEMBLY
AND 28 DAYS. SLUMP SHALL NOT EXCEED 5" (7 1 "). (SEE
COMPRESSIVE STRENGTH OF 1500 PSI. PROVIDE-0STRUSS
MASONRY NOTES FOR FILLED CELL CONCRETE)
TYPE HORIZONTAL JOINT REINFORCEMENT At
VERTICAL.
2. ALL REINFORCEMENT SHALL BE 60000 PSI MINIMUM YIELD NEW
BILLET STEEL IN ACCORDANCE WITH ASTi" I A615 GRADE 60. ALL
2• ALL GROUT IN FILLED CELLS SHALL BE MINIMUM 3000 PSI
BAR LAPS SHALL BE A MINIMUM OF 48 BAR DIAMETERS. PLACING
PEA ROCK CONCRETE. SLUMP SHALL BE 9" (71 "). GROUTING
OF REINFORCEMENT SHALL CONFORM TO THE LATEST ACI AND
WINDOW R.O.
A 11 a •
MANUAL OF STANDARD OF PRACTICE CODES. PROVIDE 30" x 30"
05 CORNER BARS AT ALL CONTINUOUS FOOTING INTERSECTIONS AND
EXCEEDING 4' -0 ". GROUTING SHALL BE CONSOLIDATED
CORNERS TO MATCH FOOTING LONG WAY REINFORCING BARS.
BETWEEN LIFTS BY PUDDLING, RODDING OR MECHANICAL
4 a
v
AND CORNERS TO MATCH BEAM REINFORCING.
UPPERMOST BLOCK COURSE. PROVIDE CLEANOUT OPENINGS
CONCRETE COVER OVER REINFORCING SHALL BE:
AT THE BOTTOM OF ALL REINFORCED MASONRY CELLS.
FOUNDATIONS 3"
...
a
3. VERTICAL CELLS TO BE GROUTED SHALL PROVIDE
COLUMNS 1 -1/2"
VERTICAL ALIGNMENT SUFFICIENT t0 MAINTAIN CLEAR,
UNOBSTRUCTED, CONTINUOUS, VERTICAL CORES MEASURING
3. ALL CONCRETE SHALL BE PLACED WITHIN SO MINUTES FROM
NOT LESS THAN 2" x 3 ". GROUT SHALL BE PLACED BEFORE
i'
a. v a
ANY INITIAL SET HAS OCCURED, BUT IN NO CASE MORE
OF CONCRETE PRACTICE. TEMPERATURE OF CONCRETE AT THE
THAN 1 -1/2 HOURS AFTER THE MIX - DESIGNED WATER HAS
TIME OF PLACEMENT SHALL BE BETWEEN 15' F. AND 100' F.
BEEN ADDED.
4. PROVIDE SAWCUT CONTROL JOINTS AS PLAN NO LATER THAN
4• THE MINIMUM LENGTH OF LAP FOR DEFORMED BARS IN
a
GROUT SHALL BE 48 BAR DIAMETERS.
5. DOWELS OR ANCHOR RODS EMBEDDED INTO CONCRETE SHALL
5. WHEN MASONRY OPENINGS ARE FRAMED BY DROPPING
BE ANCHORED WITH TWO -PART EPDXY ADHESIVE ( "RAWL"
THE SOFFIT OF CONCRETE BEAMS 6" OR GREATER, ADD 205
CHEM -FAST CARTRIDGE SYSTEM OR EQUAL). ANCHOR HOLES
BARS IN BOTTOM OF DROPPED SECTION. PROVIDE 8" MINIMUM
I 4. v
. 4
I°
I
1(2) • 5 x 30" DOWELS
ON THE PLANS, AND SHALL BE THOROUGHLY CLEANED OUT AND
(TYPICAL EXCEPT WHERE BEAMS ARE NOTED).
DRY PRIOR TO INJECTION OF EPDXY.
I
I
I a 8" CONCd SILL W 2 °5
c
I
DRILLED W/ EPDXY INTO
(EXISTING
FINISH OR AS SPECIFIED IN THE ARCHITECTURAL PLANS.
GALVANIZED WALL TIES At 16 "o.c_ WALL TIES SHALL HAVE
4" MINIMUM EMBEDMENT INTO MASONRY. ATTACH EACH TIE
_ _ - - _ _
_ _I _
I
FT'G. W/ 6" MIN.
STRUCTURAL STEEL
NGVp
1. ALL STRUCTURAL STEEL SHALL BE
WOOD
A5TM A -36 STEEL WITH A MINIMUM YIELD STRENGTH OF 36 KSI
'
(EMBED.
(EXCEPT AS NOTED ON PLANS). ALL FRAMING AND ANCHOR
2 0 5 x 30 DRILL 4
BOLTS SHALL BE ASTM A -30'1 GRADE. HOLES IN PLATES SHALL
2• ALL WOOD IN DIRECT CONTACT WITH MASONRY OR
I
a
a
I
L-- - - - - --
2. N/A
EPDXY INTO EXIST. FT'G.
EXIST. CONT. CONC. FT'G.
----
- - - - -�
a
a .
I..
I
PANEL EDGES AND AT 6 "oc. AT INTERMEDIATE SUPPORTS,
2 COATS OF RUST INHIBITIVE PAINT.
UNLESS OTHERWISE NOTED ON PLANS.
4. PROVIDE 2x SOLID BLOCKING BETWEEN ROOF FRAMING
I
I:
°
- - -- - - - -- I'
�I
- -- - - - - -- - -
11 (TOP o>~ RAMP-;,
'
- - - -� EXP.JOIN:
- -_ - -- -
,
+NGVD
v
I
I
1. ALL MISC. STEEL COMPONENTS, BOLTS AND HARDWARE
1• ELEVATIONS SHOWN REFER TO NGVD
SHALL BE NOT - DIPPED GALVANIZED TREATED OR TYPE 316
+� SLOPE - tal2
0 m
2. ALL DIMENSIONS ON PLANS ARE SUBJECT TO VERIFICATION
FOUNDATION
IN THE FIELD.
1. BASED UPON VISUAL OBSERVATION OF MEDIUM DENSITY
3. SUBMIT THREE (3) SETS OF SHOP DRAWINGS FOR
SILT /SAND /GRAVEL MIX SURFACE MATERIAL, A PRESUMPTIVE
SOIL CAPACITY OF 2000 PSF BEARING VALUE IS USED FOR
ARCHITECT OR ENGINEER APPROVAL OF ALL ITEMS REQUIRING
DESIGN 1F OTHER MATERIAL IS ENCOUNTERED NOTIFY THE
FABRICATION. DO NOT FABRICATE UNTIL APPROVED.
r
I'
I •.
"
8" MASONRY STEM WALL
I
•
- -
4 CONC. WAL W/ M 4 a 1?" - -
I FzXP. JT
a
W/ • 5 IN FILLED CELL
40" O.C. MAX
I
I
+11.i0'' v�2�G]W
VERT. t • 4 w 12" HORIZ.
_
p
A.
v
14
dv
4
T G•
Ifo 12 11 AT F
•5
8 ": 4' -11'! 13,1.
THG. EDGE
Q
W/ 2 CONT. MATCH
X
ELEVATION OF EXISTING
•
• FT'G. W/ 1 • 5 d1
lu
- -
- - - - - - -
4" GONG. WALKWAY BLAB
( DRILL s EPDXY '" 5
I
Q
I DOWEL W/ 6" MIN.
I EMBED. INTO EXISTING
I
I FT'G.
I
I
I
1;P-,A11f ANFD 1.L A5 f L AN
'/4
11 _ 11-011
EXISTING CONC. FT'G.
N
ELEVATION VIEW
1 +' 5 IN FILLED CELL
PLAN VIEW BOTH SIDES OF NEW
WINDOW R.O.
T"'F'ICAL_ WINFDOW DETAIL_ 1 � 11 _ 11-011
v
GENERAL_ STRUCTUFRAL_ NOTES
CONCRETE AND REINFORCING STEEL
MASONRY -
1. ALL CONCRETE SHALL ATTAIN A MINIMUM COMPRESSIVE
1. ALL BLOCK SHALL BE HOLLOW CONCRETE MASONf;Z' JNITS ^
STRENGTH OF 3000 PSI AT THE END OF 28 DAYS. FOUR (4)
WITH A MINIMUM COMPRESSIVE STRENGTH OF 1900 PS1. - -
CONCRETE CYLINDERS SHALL BE TAKEN FOR EACH 50 CUBIC
CONFORMING TO ASTM C90 AND ONLY TYPE "M" OR "S"
YARDS OR FRACTION THEREOF AND SHALL BE TESTED AT 3, i
MORTAR SHALL BE USED, TO OBTAIN AN ASSEMBLY
AND 28 DAYS. SLUMP SHALL NOT EXCEED 5" (7 1 "). (SEE
COMPRESSIVE STRENGTH OF 1500 PSI. PROVIDE-0STRUSS
MASONRY NOTES FOR FILLED CELL CONCRETE)
TYPE HORIZONTAL JOINT REINFORCEMENT At
VERTICAL.
2. ALL REINFORCEMENT SHALL BE 60000 PSI MINIMUM YIELD NEW
BILLET STEEL IN ACCORDANCE WITH ASTi" I A615 GRADE 60. ALL
2• ALL GROUT IN FILLED CELLS SHALL BE MINIMUM 3000 PSI
BAR LAPS SHALL BE A MINIMUM OF 48 BAR DIAMETERS. PLACING
PEA ROCK CONCRETE. SLUMP SHALL BE 9" (71 "). GROUTING
OF REINFORCEMENT SHALL CONFORM TO THE LATEST ACI AND
SHALL BE A CONTINUOUS OPERATION IN LIFTS NOT
MANUAL OF STANDARD OF PRACTICE CODES. PROVIDE 30" x 30"
05 CORNER BARS AT ALL CONTINUOUS FOOTING INTERSECTIONS AND
EXCEEDING 4' -0 ". GROUTING SHALL BE CONSOLIDATED
CORNERS TO MATCH FOOTING LONG WAY REINFORCING BARS.
BETWEEN LIFTS BY PUDDLING, RODDING OR MECHANICAL
PROVIDE 301" x 30"05 CORNER BARS AT ALL BEAM INTERSECTIONS
VIBRATION. STOP GROUT POURS 1 -1/2" BELOW TOP OF THE
AND CORNERS TO MATCH BEAM REINFORCING.
UPPERMOST BLOCK COURSE. PROVIDE CLEANOUT OPENINGS
CONCRETE COVER OVER REINFORCING SHALL BE:
AT THE BOTTOM OF ALL REINFORCED MASONRY CELLS.
FOUNDATIONS 3"
STRUCTURAL SLABS 1"
3. VERTICAL CELLS TO BE GROUTED SHALL PROVIDE
COLUMNS 1 -1/2"
VERTICAL ALIGNMENT SUFFICIENT t0 MAINTAIN CLEAR,
UNOBSTRUCTED, CONTINUOUS, VERTICAL CORES MEASURING
3. ALL CONCRETE SHALL BE PLACED WITHIN SO MINUTES FROM
NOT LESS THAN 2" x 3 ". GROUT SHALL BE PLACED BEFORE
BATCH TIME, AND VIBRATED AS REQUIRED BY THE ACI MANUAL
ANY INITIAL SET HAS OCCURED, BUT IN NO CASE MORE
OF CONCRETE PRACTICE. TEMPERATURE OF CONCRETE AT THE
THAN 1 -1/2 HOURS AFTER THE MIX - DESIGNED WATER HAS
TIME OF PLACEMENT SHALL BE BETWEEN 15' F. AND 100' F.
BEEN ADDED.
4. PROVIDE SAWCUT CONTROL JOINTS AS PLAN NO LATER THAN
4• THE MINIMUM LENGTH OF LAP FOR DEFORMED BARS IN
8 HOURS AFTER SLAB HAS BEEN POURED.
GROUT SHALL BE 48 BAR DIAMETERS.
5. DOWELS OR ANCHOR RODS EMBEDDED INTO CONCRETE SHALL
5. WHEN MASONRY OPENINGS ARE FRAMED BY DROPPING
BE ANCHORED WITH TWO -PART EPDXY ADHESIVE ( "RAWL"
THE SOFFIT OF CONCRETE BEAMS 6" OR GREATER, ADD 205
CHEM -FAST CARTRIDGE SYSTEM OR EQUAL). ANCHOR HOLES
BARS IN BOTTOM OF DROPPED SECTION. PROVIDE 8" MINIMUM
SHALL BE DRILLED t0 1/8" GREATER THAN THE SPECIFIED
BEARING FOR DROPPED SECTION AT EACH SIDE OF OPENING
FASTENER HOLES SHALL BE DRILLED TO MINIMUM DEPTH SHOWN
ON THE PLANS, AND SHALL BE THOROUGHLY CLEANED OUT AND
(TYPICAL EXCEPT WHERE BEAMS ARE NOTED).
DRY PRIOR TO INJECTION OF EPDXY.
6. ALL MASONRY LAID UP AFTER FRAME IS IN PLACE SHALL
6. ALL CONCRETE DECK SURFACES SHALL HAVE A LIGHT BROOM
BE CONNECTED TO CONCRETE COLUMNS AND BEAMS WITH
FINISH OR AS SPECIFIED IN THE ARCHITECTURAL PLANS.
GALVANIZED WALL TIES At 16 "o.c_ WALL TIES SHALL HAVE
4" MINIMUM EMBEDMENT INTO MASONRY. ATTACH EACH TIE
-1. ALL EXPOSED CONCRETE EDGES SHALL BE CHAMFERED 3/4"
t0 EXISTING CONCRETE OR MASONRY WITH (1) 114" DIAM. x ltiz"
(EXCEPT STAIR NOSINGS), OR AS SHOWN ON THE PLANS.
LONG TAPCON.
STRUCTURAL STEEL
1. ALL STRUCTURAL STEEL SHALL BE
WOOD
A5TM A -36 STEEL WITH A MINIMUM YIELD STRENGTH OF 36 KSI
1. ALL LUMBER EXCEPT PREFAB. TRUSSES SHALL BE
RS WESTERN CEDAR li=b ='125 PSI)
(EXCEPT AS NOTED ON PLANS). ALL FRAMING AND ANCHOR
BOLTS SHALL BE ASTM A -30'1 GRADE. HOLES IN PLATES SHALL
2• ALL WOOD IN DIRECT CONTACT WITH MASONRY OR
BE SIZED 1/8" OVER ROD DIAMETER
CONCRETE SHALL BE PRESSURE TREATED, OR HAVE AN
APPROVED SEPARATING MATERIAL, OR HAVE A GALVANIZED
2. N/A
ANCHOR SEAT.
3. ROOF SHEATHING SHALL BE 3/4" CDX PLYWOOD. NAIL
3. ALL STRUCTURAL STEEL SHALL BE FREE OF SCALE, RUST, OIL
WITH 8d GALVANIZED RING -SHANK NAILS AT 4 "o c. ALONG
AND OTHER DELETERIOUS MATERIAL AND SHALL BE COATED WITH
PANEL EDGES AND AT 6 "oc. AT INTERMEDIATE SUPPORTS,
2 COATS OF RUST INHIBITIVE PAINT.
UNLESS OTHERWISE NOTED ON PLANS.
4. PROVIDE 2x SOLID BLOCKING BETWEEN ROOF FRAMING
4. ALL WELDING SHALL CONFORM TO THE LATEST A.W.S.
MEMBERS AS NOTES ON PLANS.
SPECIFICATIONS AND RECOMMENDATIONS. ALL WELDS SHALL BE
5. ROOF FRAMING TO BE PREFABRICATED WOOD TRUSSES AS
CLEANED AND PAINTED WITH 2 COATS OF RUST INHIBITIVE PAINT.
PLAN. PROVIDE 2x4 PERMANENT TRUSS BRACING AS PLAN.
FASTEN EACH 2x4 TRUSS BRACE TO EACH INTERSECTING
MISC STEEL
GENERAL
1. ALL MISC. STEEL COMPONENTS, BOLTS AND HARDWARE
1• ELEVATIONS SHOWN REFER TO NGVD
SHALL BE NOT - DIPPED GALVANIZED TREATED OR TYPE 316
UNLESS OTHERWISE NOTED
STAINLESS STEEL AS PER PLAN 4 SECTIONS.
2. ALL DIMENSIONS ON PLANS ARE SUBJECT TO VERIFICATION
FOUNDATION
IN THE FIELD.
1. BASED UPON VISUAL OBSERVATION OF MEDIUM DENSITY
3. SUBMIT THREE (3) SETS OF SHOP DRAWINGS FOR
SILT /SAND /GRAVEL MIX SURFACE MATERIAL, A PRESUMPTIVE
SOIL CAPACITY OF 2000 PSF BEARING VALUE IS USED FOR
ARCHITECT OR ENGINEER APPROVAL OF ALL ITEMS REQUIRING
DESIGN 1F OTHER MATERIAL IS ENCOUNTERED NOTIFY THE
FABRICATION. DO NOT FABRICATE UNTIL APPROVED.
ENGINEER BEFORE PROCEEDING WITH THE WORK
2. NEW FILL MATERIAL SHALL BE CLEAN FILL WITH NO
ORGANIC OR OTHER DELETERIOUS COMPONENTS, AND SHALL
BE COMPACTED IN 12" (MAX.) LIFTS TO 9591. OF OPTIMUM
DENSITY.
3. DURING GROUND BREAKING FOR FOUNDATIONS, THE
ENGINEER SHALL INSPECT THE IN -PLACE SOIL MATERIAL AND
SUBMIT A LETTER TO THE BUILDING OFFICIAL STATING THAT
THE ACTUAL SOIL CONDITIONS MEET THE DESIGN
PRESUMPTIVE SOIL BEARING CAPACITY USED FOR DESIGN.
TERMITE PROTECTION
1. TERMITE TREATMENT AND PROTECTION AS PER FLORIDA
BUILDING CODE, 200'1 EDITION.
DESIGN LOADS
FLOOR LL 40 PSF
SUPERIMPOSED DL (FLOOR FINISH) 10 P5F
PARTITION DL 15 PSF
ROOF DL 15 PSF TOP CHORD
+ 10 PSF BOTTOM
CHORD a 25 PSF
ROOF LL 30 PSF
2. DESIGN FOR WIND LOADING IS IN ACCORDANCE WITH THE
FLORIDA BUILDING CODE 200'1 EDITION AND SECTION 6 OF
FT'G. W/ t ` ASCE -1-02. WIND SPEED 146 MPH, EXPOSURE CATEGORY "C"
F
FOR MWFRS. IMPORTANCE FACTOR, I = 1.0. INTERNAL
PRESSURE COEFFICIENT = 0.18. MEAN ROOF HEIGHT, h = 15'
FOR COMPONENTS AND CLADDING, EXPOSURE CATEGORY "C"
4. It IS THE INTENT OF THESE PLANS TO BE IN
ACCORDANCE WITH APPLICABLE CODES AND AUTHORITIES
HAVING JURISDICTION. ANY DISCREPANCIES BETWEEN THESE
PLANS AND APPLICABLE CODES SHALL BE IMMEDIATELY
BROUGHT TO THE ATTENTION OF THE ENGINEER BEFORE
PROCEEDING WITH WORK
5. IT IS THE INTENT OF THESE PLANS AND THE
RESPONSIBILITY OF THE CONTRACTOR TO COMPLY WITH
LOCAL, STATE, AND FEDERAL ENVIRONMENTAL PERMITS
ISSUED FOR THIS PROJECT. IT SHALL BE THE CONTRACTOR'S
RESPONSIBILITY TO FAMILIARIZE AND GOVERN HIMSELF BY
ALL PROVISIONS OF THESE PERMITS.
6. APPLICABLE BUILDING CODE: FLORIDA BUILDING CODE 200-1
EDITION.
'1. A SEPARATE PERMIT AND PRODUCT CONTROL APPROVAL,
WHEN APPLICABLE, IS REQUIRED FOR THE FOLLOWING ITEMS:
STRUCTURAL GLAZING, GLASS WALLS, DOORS, MULLIONS,
RAILINGS, CURTAIN WALLS, STORM SHUTTERS, WINDOWS,
AWNINGS 4 HANDRAILS.
M�'P�11
OF S� p p�
g%�\1-ID1NG $ cam
• �ptapVEO 6� i _ Q 50 GQ�Q� �Gt>
el. m T
�1 � . • � Joy., �
r;rc7
aO 1
John H. Buscher, P.E.
rrrrr Structural Engineer Fr-r-r-r-
�r�rr -�
r-r-r-r-r-FFFFr-r-r-r-r-r-r- r- r- r- r-FFFFFF
FFFFFr-r- r- r- r- r- r- r- r- r- r- r- r- r- r- r- r -r-r -F-
r- r- r- r- r- r- r- r- r- r- r- r- r- r- r- r- F r- r- r- r- r r- r- r-
r- r- r- r- r-r-r- FL PE #41844 rF_F_rF_F_F_
r -r-r -r -1-1-r- r-r- r- 1- r-r-1-
F-4404 S.W. 139th Court, Mlami, Florida 33175 305 -554 -9170 -1-
r- r- r - r- r- r- r- r- r- r- r- r- r- r- r- r- I- r- r- r- r- r- r- r- r-
r1� 10 co
^ c0 10
�rn
E3 - 0 1
o10
0
fT'' 10
Y w M
aw
z
o0
�a
;N °w
J J
L
F
Z o�
a W�
DQ
o
w 0
W
�LL
F V) -
r
E) 3
V)I
O o�
'tD
'X' rn 0
In m
II-
1L1
� cal
rq
�a
NO
0-4
N LL
O '4
O�
LU
H
DRAWN BY
A.E.K.
REVISIONS
1&09 -02 -09
DATE
07 -07 -09
SHEET NO
61
OF
COMM NO
06 1 .2