HomeMy WebLinkAbout2484-13.tifNOTE:
B (10) RUN HORIZONTAL
JOINT REINFORCING
THROUGH OPTION B.
A IN UNE PILASTERS 0 PROTO II WALL B
SPECIAL WALL CONDITIONS
NOTES:
1. FENCE WALL - DETAIL NOT
SHOWN FOR CLARITY.
2. FINISHED GRADE.
TO DAYLIGHT
5'-0" TO DAYLIGHT DETAIL
DETAIL AT SOIL RETAINAGE
`-(6)
(2) (1
ALL TO
)PE.
DEPTH OF DIP
FOOTING OR PIER.
40RE
2'-4"
PRODUCT DATA SHEET.
2;-7m
A. 7/16"0 ANCHOR BOLT OR FULL
2._90
OTE:
HIS DETAIL DESCRIBES THE
IINIMUM DISTANCE REQUIREMENTS
OR THE LOWEST FOOTING EDGE
0 FINISHED GRADE.
NO SCALE
NOTES:
1. GROUT SOLID AT POST -TENSION
ROOS BELOW GRADE.
2. LOW SOIL
3. CONCRETE FOOTING.
4. HIGH SCOIL
5. PROTO II FENCE WALL
6. i 1'-4" MAX. AT 4' PROTO Ii.
' 2'-0" MAX. AT 6" PROTO II.
4' 2'-8' MAX AT 8" PROTO II.
NO SCALE
NOTES:
1.
PROTO II FENCE WALL PER
(1) 1. POST TENSIONED R00.
PRODUCT DATA SHEET.
DIP FOOTING
SPACING, SEE
DETAIL 4 FOR
DIP FOOTING
PROFILE, SEE
DETAIL 3 FOR
SECTION
A. 7/16"0 ANCHOR BOLT OR FULL
AD FOOTI
ICXNESS BY
TH (INCHE
S DETAIL 2
F SECTION
HEIGHT ROO SHALL HAVE
- 3. 4" PROTO II WALL
MIN. 12" EMBED INTO
OFFICIALS SEE SCHEDULE FOR WIND FORCE, POST TENSIONED ROD SPACING, FOOTING
MASONRY RETAINING
16 -d
WALL WITH 3' HOOK.
2.
SOLID GROUTED RETAINING
2. THESE DESIGNS ARE NOT TO BE USED FOR RETAINING EARTH ABOVE 1'-4" FOR 4"
WALL DESIGNED BY OTHERS.
3.
FINISHED GRADE.
4.
2 f3 MIN. IN BOND BEAM - LAP
LOW SOIL TO HIGH SOIL SEE DETAIL 10.
20 WHERE OCCURS.
5.
BACKFILL SHALL BE NON-
INTO FOOTING BELOW. FILL
EXPANSI VE SOILS. SEE
SHOULD BE A HEIGHT TO FIT MASONRY SYSTEM. ALL EXCAVATIONS SHOULD BE CLEAN
SOILS REPORT.
6.
COUPLER IF ANCHOR
OF MORTAR'
USED IN LIEU ;r riJLL HEIGHT
4. SOIL SHALL BE COMPACTED AND HAVE A MINIMUM BEARING CAPACITY OF 1,000 POUNDS
ROD.
60--82
NOTE:
(6)
PROTO II FENCE WALL CAN BE
FOOT OF DEPTH.
PLACED AT ANY LOCATION ON THE
(3)
TOP OF THE RETAINING WALL
(8" HIGH LIFTS) AND LAP
(FLUSH OR CENTERED) BUT THE
MINIMUM STRENGTH OF 2,000 PSI - TYPE II MINIMUM OF 48 HOURS OLD PRIOR TO
POST TENSIONED ROD SHALL AT
ALL TIMES BE PLACED BETWEEN
(5)
THE 2 REINFORCING BARS AT
(2)
THE TOP OF THE RETAINING WALL
PROTO II WALL CONNECTION TO TOP OF CONVEN110NAL MASONRY
RETAINING WALL
00 1
co
2
co
3
400
4
'bo
5
itw
6
ap
7
10
8
m
9
NO SCALE
NOTES:
1. TOP OF FOOTING.
2. PROTO II WALL - VERTICAL POST
TENSIONED ROD NOT SHOWN FOR
(2) CLARITY.
3. 8" HIGH COURSES ARE SHOWN
IN DETAIL OTHER BLOCK SIZES
MAY BE USED AS REQUIRED BY
THE FENCE WALL DESIGN.
n� r
HORIZONTAL JOINT REINFORCING
HORIZONTAL JOINT REINFORCING
(REF. GENERAL NOTE J4).
1. HORIZONTAL JOINT REINFORCING SHALL i
BE PLACED AT THE MORTAR JOINTS #2
do 03 BELOW THE PLATE WASHER AND
2'-0" O.C. THEREAFTER UNTIL THE TOP
OF FOOTING IS REACHED. (e.g. A NOMINAL
6'-0" HIGH WALL WOULD HAVE JOINT
REINFORCING IN AT TOTAL OF THREE
COURSES).
NO SCALE
NOTES:
WALL
HEIGHT
GENERAL NOTES
(1) 1. POST TENSIONED R00.
8' PROTO II
POST TENSION
ROO SPACING
DIP FOOTING
SPACING, SEE
DETAIL 4 FOR
DIP FOOTING
PROFILE, SEE
DETAIL 3 FOR
SECTION
2. END OF WALL_
AD FOOTI
ICXNESS BY
TH (INCHE
S DETAIL 2
F SECTION
1. WALL IS DESIGNED FOR WIND FORCES AS REQUIRED BY THE LOCAL JURISDICTION BUILDING
- 3. 4" PROTO II WALL
10 -8
OFFICIALS SEE SCHEDULE FOR WIND FORCE, POST TENSIONED ROD SPACING, FOOTING
4. #4 VERTICAL WITH 6" HOOK
16 -d
SIZE ETC.
IN FOUNDATION.
80 MPH
2. THESE DESIGNS ARE NOT TO BE USED FOR RETAINING EARTH ABOVE 1'-4" FOR 4"
5. PER SPECIFICATIONS - DISTANCE
11'-4'
PROTO 11, AND 2' O" FOR 6" PROTO it AND 2'-8" FOR 8" PROTO 11 AS MEASURED FROM
r' TO NEXT POST TENSIONED ROD.
8' x 18'
LOW SOIL TO HIGH SOIL SEE DETAIL 10.
6.4 REINFORCING WITH 6" HOOK
4'-8"
3. FOOTINGS SHOULD BE LEVEL, OF IF GROUND SLOPES, USE STEP FOOTINGS. EACH STEP
INTO FOOTING BELOW. FILL
11'--4"
SHOULD BE A HEIGHT TO FIT MASONRY SYSTEM. ALL EXCAVATIONS SHOULD BE CLEAN
WITH GROUT OR 8" HIGH LIFTS
7 8
AND CONTAIN NO LOOSE EARTH OR FOREIGN MATTER.
OF MORTAR'
3 -4
4. SOIL SHALL BE COMPACTED AND HAVE A MINIMUM BEARING CAPACITY OF 1,000 POUNDS
7. POST TENSIONED ROD SPACING
60--82
PER SQUARE FOOT AND A LATERAL CAPACITY OF 200 POUNDS PER SQUARE FOOT PER
PER SCHEDULE.
FOOT OF DEPTH.
8. FILL CORNER CELL WITH MORTAR
4'-8'
5. SOIL SHALL BE WELL DRAINED FOR FOOTINGS AND FOUNDATIONS, USE CONCRETE WITH A
(8" HIGH LIFTS) AND LAP
8' x 23'
MINIMUM STRENGTH OF 2,000 PSI - TYPE II MINIMUM OF 48 HOURS OLD PRIOR TO
HORIZONTAL JOINT REINFORCING.
TENSIONING. ,
(1) 9. ALTERNATE BLOCK TYPE.
4'-8"
6. LAP REINFORCING STEEL 40 BARS DIAMETERS (LAP - 20" FOR #4 BARS 25" FOR #5
10. THIS PILASTER TO OCCUR BETYkEN
x 3
BARS).
POST TENSION RODS, POST TENSION
30-4'
BOOS TO BE AT SPACING PER
3'-8'
7. CONCRETE MASONRY UNITS SHALL BE 2,000 PSI MINIMUM AND 7 DAYS OLD PRIOR TO
x 39 jA
TENSIONING.
N SPECIFICATIONS.
2'-8'
2'-8"
r
8' x 28'
8. MORTAR SHALL BE TYPE S, 2000 PSI MINIMUM. MORTAR MAY BE USED AS GROUT IN 8-
"HIGH
D17
8'-8'
H I GHUFTS.
2'-0'
20-8'
9. FIRST COURSE MAY BE SET IN FRESH CONCRETE FOOTING.
8' x 29'
9 X 44
10. HEAD JOINTS MAY BE OMITTED IN FIRST COURSE FOR WEEP HOLES.
99-4'
-
11. REINFORCING ROOS SHALL CONFORM TO ASTM A615 Fy 40,000 PSI. DEFORMED.
2'-0'
-
12. POST TENSIONING RODS AND ANCHORS SHALL BE 7/16" DIAMETER WITH 1/2* DIAMETER
10 X 48
ROLL THREADS OR 1/2* DIAMETER WITH 1/2" DIAMETER CUT THREADS. RODS SHALL
-
��
CONFORM TO AISI C1008, Fy = 60,000 PSI AREA EQUALS .1503 SQUARE INCHES.
-
10' x 32'
13. LAP HORIZONTAL JOINT REINFORCING 6" OR ONE CROSS WARE PLUS AN INCH.
NO SCALE
14. HORIZONTAL JOINT REINFORCING SHALL BE PLACED PER DETAIL 8. HORIZONTAL JOINT
REINFORCING SHALL BE 9 GAGE DIAMETER, LADDER OR TRUSS TYPE, AND CONFORM TO
ASTM A82. LAP JOINT REINFORCING ONE FULL SQUARE.
(2) NOTES:
15. IN LIEU OF FULL HEIGHT ROOS. CONTRACTOR MAY USE SHORT RODS AND COUPLERS.
3" HOOK REQUIRED AT END OF ANCHOR BOLT IN FOOTING.
1.
(1) FILL CAP BLOCK WITH MORTAR.
IMMEDIATELY 'FUP' ONTO ROO.
16. POST TENSIONED RODS SHALL BE TENSIONED TO 6,000 POUNDS USING A CALIBRATED
2. CAP BLOCK OF SUFFICIENT SIZE
TORQUE WRENCH OR OTHER APPROPRIATE MEANS.
(3) TO COVER PLATE AND R00.
17. VERTICAL CONTROL JOINTS SHALL BE PROVIDED AT 36'-0" MAX. CONTROL JOINTS SHALL
3. STEEL PLATE SIZES:
BE PLACED BETWEEN POST TENSIONED RODS SUCH THAT ROOS ARE WITHIN 4'-6' MAX.
A. 4' PROTO 11: 1/4* x 3" x 6"
OF CONTROL JOINT. MASONRY BLOCKS MAY INTERLOCK AT JOINT (MORTAR MAY BE
(4) B. 6" PROTO II: 1/4" x 4 1/2" x 6'
OMITTED). HORIZONTAL JOINT REINFORCING MAY BE INTERRUPTED At CONTROL JOINTS.
C. 6" SLUMP PROTO 11: 1/4* x 4' x 6'
11
D. 8' PROTO II: 1/4" x 6 1/2" x 8'
18. ALL STEEL THREADS AND NUTS SHALL BE APPROPRIATELY LUBRICATED AND FREE OF
(4) STEEL PLATES TO BE PLACED AT
RUST.
THE EDGE OF THE CELL SO THAT
THE PLATE BEARS FULLY ON
19. ROOS AND/OR ANCHOR BOLTS MAY BE STABBED INTO WET CONCRETE OR TIED IN PLACE
THREE SIDES EXCEPT AT 8' PROTO II
AT CONTRACTORS OPTION.
WHERE THE STEEL PLATE SHOULD
BEAR ON ALL FOUR SLOES.
20. THE FENCE WALL MAY SLOPE WITH THE GRADE AT THE CONTRACTOR'S OPTION (i.e. THE
4.
TOP OF WALL IS NOT LEVEL - BUT INSTEAD FOLLOWS THE GRADE SLOPE). MAXIMUM
CONTINUOUS HORIZONTAL JOINT
SLOPE EQUALS 5% CONFIRM ACCEPTABILITY OF DESIGN WITH OWNER.
REINFORCING PER NOTE #14.
5. CENTER WEB BELOW.
21. SPECIAL DEPUTY INSPECTION REQUIRED ON POST -TENSIONING. INSPECTOR TO BE
APPROVED BY AND PROVIDE FONTANA BUILDING DIVISION WITH A LETTER OF
/77777
CERTIFICATION THAT HE IS AN APPROVED PROTO-11 INSPECTOR.
22. WALL SHALL BE INSTALLED BY AN AUTHORIZED PROTO-11 INSTALLER.
X PLAN
TOP OF FENCE DETAIL
NO SCALE
NOTES:
1. MASONRY WALL
2. 3' MORTAR COVER AROUND
COUPLER ANO/OR POST TENSIONED
ROD FOR CORROSION PROTECTION.
3. 7/16"6 FULL HEIGHT POST TENSIONED
ROOS WITH 3' HOOKS. ROLL THREADS
AT TOP FOR NUT ATTACHMENT.
FOOTING ELEVATION AT POST TENSIONED ROD
v
16"
MIN.
DIP F001ING PROFILE
NO SCALE
NOTES:
I. MASONRY WALL
2. 3" MORTAR COVER AROUND
COUPLER AND/OR POST TENSIONED
ROD FOR CORROSION PROTECTION.
3. 7/16"U FULL HEIG!4T POST TENSIONED
ROOS WITH 3" HOOKS. ROLL THREADS
AT TOP FOR NUT ATTACHMENT.
4. CONCRETE FOOTING - NO COLD
JOINTS PERMITTED.
5. TRENCH MAY BE OVI REXCAVATED
AS SHOWN - FILL WITH COMPACTED
FILL
6. 13'0 x 3'-6' DEEP CIRCULAR PIER
FOOTING MAY BE USED IN LIEU OF
DIP FOOTING. SPACING TO REMAIN
THE SAME.
NO SCALE
(6)
(5)
(2)
(2)
(3 � cn
) ' cn
z
Y
V
F�
NOTES:
1. 4" NOMINAL 3 5/8" ACTUIRI
6' NOMINAL 5 5/8" AC OR
*8" NOMINAL 7 5/8' AL
MASONRY. i
2. HORIZONTAL JOIN EINFORCING -
SEE NOTE 114
3. 14 CONT. " do 6" PROTO II
#5 CONT 8" PROTO II
4. SPIRE QOTING - SEE
ULE.
5. NATE HOOKS OF POST
SION ROOS.
3" MORTAR COVER AROUND COUPLER
AND/OR POST TENSIONED ROO FOR
CORROSION PROTECTION.
loci.
TYPICAL WALL SECTION AT SPREAD FOOTING
(2)
2)
NO SCALE
NOTES:
1. 4" NOMINAL 3 5/8' ACTUALOR
6" NOMINAL 5 5/8" ACTUAL OR
8" NOMINAL 7 5/8" ACTUAL
MASONRY.
2. HORIZONTAL JOINT REINFORCING -
SEE NOTE 114.
3. #4 CONTINUOUS AT 4" do 6" PROTO it
ilk CONTINUOUS AT 8" PROTO Ii.
4. CONCRETE SETTING PAD.
5. DASHED UNE INDICATES UNE OF
DIP FOOTING OR UNE OF
CONTINUOUS TRENCH FOOTING.
6. DEPTH OF CONTINUOUS TRENCH
FOOTING.
7. ' 8" AT 4" AND 6" PROTO 11.
• 8" TO 12" AT 8" PROTO II - SEE
SCHEDULE.
MINIMUM 10" WIDE X 6" DEEP FLANGE
REQUIRED AT 8' PROTO II WALLS ON
8" WIDE TRENCH.
8. 3" MORTAR COVER AROUND COUPLER
AND/OR POST TENSIONED ROO FOR
i) CORROSION PROTECTION.
TYPICAL WALL SECTION AT DIP FOOTING AND TRENCH FOOTING
NO SCALE
PROTO II FENCE WALL SCHEDULE -CALIFORNIA
EXPLANATION OF WIND LOAD DES I GNAT I ONS : DIP FOOTING DESIGN
WIND LOADS ARE CALCULATED AS FOLLOWS:
p = Ce x Cq x qs x I INCLUDES 8" SCHEDULE
p = WIND FORCE IN POUNDS PER SQUARE FOOT (PSF)
Ce - EXPOSURE FACTOR, SEE U.B.C. TABLE 16G
Cq - PRESSURE COEFFICIENT FOR STRUCTURE - SEE U.B.C. TABLE 16H (FOR WALL ELEMENTS Cq 1.3)
qs - WIND STAGNATION PRESSURE, SEE U.B.C. TABLE 16F AND U.B.C. SECTION 1622
I - IMPORTANCE FACTOR PER U.8 C. TABLE 2406 (FOR FENCES I - 1.0)
EXAMPLE. EXP. C 0 70 MPH REFERS TO EXPOSURE C WITH qs - 70 MPH
p - 1.06 x 1.3 x (.75 x 12.6) x 1.0 - 13.8 PSF
(SEE U8C SECTION 1622)
ABOVE 12'-0' p = 1.06 x 1.3 x 12.6 x 1.0 = 17.4 PSF PER 1994 UBC
WIND
FORCE
WALL
HEIGHT
4' PROTO II
POST TENSION
ROO SPACING
6' PROTO II
POST TENSION
ROO SPACING
8' PROTO II
POST TENSION
ROO SPACING
DIP FOOTING
SPACING, SEE
DETAIL 4 FOR
DIP FOOTING
PROFILE, SEE
DETAIL 3 FOR
SECTION
CONTINUOUS
TRENCH FOOTING.
SEE DETAIL 3
FOR SECTION.
AD FOOTI
ICXNESS BY
TH (INCHE
S DETAIL 2
F SECTION
16.9 PSF
,.
3 -4
10 -8
12 -0
16 -0
16 -d
8 x 16
7
80 MPH
4'-0"
7'-4'
11'-4'
15'-4"
12'-0'
8' x 18'
7 4
EXP C
4'-8"
5'-4'
8'-8"
11'--4"
8'-8"
Be x 20'
7 8
5 -4 ..
3 -4
61-80
8 -0
60--82
8 x 22
7
61--0'
2'-8'
4'-8'
6'-8"
5'-4'
8' x 23'
7A JL
2 -0
41-0"
4'-8"
4 '-4'
8' x 25'
x 3
30-4'
4'-0'
3'-8'
S' x 26'
x 39 jA
8'--0'
-
2'-8'
2'-8"
31-0"
8' x 28'
18 x 43
8'-8'
-
2'-0'
20-8'
-
8' x 29'
9 X 44
99-4'
-
-4'
10
2'-0'
-
8' x 31'
10 X 48
10' -0'
-
��
21 --Om
-
10' x 32'
11 X 47
(6)
I� V
1 T
PROTO 11 WALL W/ t S-0" GLASS OR WROUGHT IRON BELOW WALL
97-115-090 NO SCALE
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CITY OF FONTANA, CALIFORNIA
1. GLASS OR 1WOJGHT
(1)
" MALL ANO SLEEW
SC�, : f .,C,IM>
PER IIANUFACRAES SPEC.
DATE:
10 "(�0-dD7
2 SUPQ(.1RT POST FOR GLASS.
APPROVED BY:
DAFE: /0•��q7
s CITY ENGINEER R.C.E. 25126 EXP.DATE 12/31/V
FOR POST SPACM SEE
(2)
wm's SPECS.
W
:2
O
J
W
0
3. PLA TE ANO TEN" IAC.r►DW
(4)
FOR PROTO I SYSTM
�
�_ DABO POST SLE1w FULL
CL
HMT Cf MNL GROUT
SOLD.
U
Q
S. USE TOTAL WALL WGHT
FOR 1FH" Rao SPACI'IG
(3)
PER PROTO I WALL SCHOXAF.
GROUT CELL SOLD.
8. USE TOTAL WALL HE MT
FOR DIP FOOTMG SPACING
PER PROTO I WALL SCHEDULE.
7. 5' WMWW WALL Din(NEM
(6)
I� V
1 T
PROTO 11 WALL W/ t S-0" GLASS OR WROUGHT IRON BELOW WALL
97-115-090 NO SCALE
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CITY OF FONTANA, CALIFORNIA
N
DRAWN BY:
DRAWN:
SC�, : f .,C,IM>
DESIGNED BY:
DATE:
10 "(�0-dD7
CHECKED BY:
APPROVED BY:
DAFE: /0•��q7
s CITY ENGINEER R.C.E. 25126 EXP.DATE 12/31/V
DWG. NO.:
0+0
r-
NOTES:
1. FOOTING DESIGN ALLOWABLES: 1000 PSF BEARING, 200 PSF/FT LATERAL.
2. MAXIMUM HEIGHT FOR 4' PROTO II = 6'-8": MAX. HEIGHT FOR 6" PROTO II = 9'-80. MAX. HEIGHT FOR 8'
PROTO II - 13'-4' CM INATION WALLS MAY BE USED.
3. WAX I MMM DIP FOOTING SPAC i NG - 16'-0*: N I N I MLIIM SPACING - 3'-4*. TOLERANCE IS 12"t BUT THE NU�6ER OF
DIP FOOTINGS MUST REMAIN THE SAME FOR A GIVEN LENGTH OF WALL. /
4. POST TENSION ROD IS INDEPENDENT OF FOOTING SPACING.
5. POST TENSION ROO SPACING TOLERANCE IS f8' BUT THE NUMBER OF RODS FOR A GIVEN LENGTH OF WALL T
REMAIN THE SAME .
6. Wo x 3'--6" DEEP CIRCULAR PIER FOOTING MAY BE USED IN LIEU OF DIP FOOTING. SPACING TO REMAIN THE
SAME .
r
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1 10-797 ADDED SHEET 13
DATE ESCRIPT ION ' APP'D
RECORD DRAWING
INFORMATION SHOWN ON THESE PLANS WAS PROVIDED BY
CITY OF FONTANA
MINOR ALTERATIONSfio I%INA4- Wa1-1, co4tenzvc--r-1 N MAY HAVE
OCCURRED DURING INSTALLATION. THESE A rPR
TMENTS MAINTAIN THE
ORIGINAL DESIGN INTENT. NO WARRANTY, ESSED OR IMPLIED IS
OFFERED BY.k?HIiHA411 A515CONTRV1OR IS RESPONSIBLE FOR
CONFORMANCE OF THE LANUSCAPE C S 11100TION TO - ILL CODES,
REGULATIONS AND OTHER REQU1REMEN
LANDSC IT '.CTS
5.25 • a9 '
})ATE: Y• n. , . _ ... � _ ..
CARUSO
TURLEY
SCOTT
INC.
consulting
structural
engineers
2702 North 44th Street
Suite 200
Phoenix, Arizona 85008
(602) 912-91
v 11.
7131199 �,..
JOB NUMBER:
N
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JOB NUMBER:
9 7-115-
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DRAWN:
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JOB NUMBER:
9 7-115-
215
DRAWN:
BMA
CHECKED:
PGS
SCALE:
AS
NOTED
DATE
8-25-97
SHEET:
OF
i
SHEET 13 of 13Q
DWG. NO. 248