00-0497-052 �✓
REVISIONS:
GENERAL NOTES REINFORCED FOUNDATION NOTES
1/2 (LI or L2, WHICHEVER 15
15 GREATER) + "b"
STANDARD 48 BAR DIAMETER I/4 (L2)
U ALL POURED IN PLACE CONCRETE FILL CELLS AND TIE BEAMS TO BE 3000 PSI At 28 DAYS MIN. U STRUCTURAL. CONCRETE SHALL CONFOF41 WITH ACI-301 IT SHALL REACH A MINIMUM COMPRESSIVE STRENGTH 4100 HOOK5
OF 2500 PSI IN 28 DAYS FOR SLABS AND 3000 PSI FOR BEAMS AND COLUMNS
-y 2)ALL CONCRETE WORK IN ACCORDANCE WITH ' SPECIFICATIONS FOR STRUCTURAL. 2)AGGREGATES SHALL BE GLEAN AND GRADED MAXIMUM SIZES 3/4' CONCRETE ASTM C-33 SHALL CONFORM t0
CONCRETE FOR BUILDINIG' IACI-308-1U a
ASTM C-94 � ° � •
0
ri . • 4 • .. .. , • ".4 ,d • 4 • • 4 . d • • • • • •°i . .d • 41 3)NO ADMIXTURES PERMITTED WITHOUT WRITTEN APPROVAL OF ENGINEER 3I CONCRETE TEStINIG IS REQUIRED AS FOLLOWS: i SET OF 5 CYLINDERS FOR EVERY 50 GU.YDS.OF CONCRETE GONSTRU JO NT . ° , 4• ` ° .4)FOOTING SIZES AND REINFORCEMENTS BASED ON A PRESUMPTIVE ALLOWABLE SOIL BEARING AS PER ASTM C-94 4 •4 - 4 e A.
CAPACITY OF 2000 PSF.COMPACT BOTTOM OF EXCAVATION WITH MEDIUM DUTY VIBRATORY 4)MAXIMUM PERMISSIBLE SLUMP IS 546' IN STRUCTURAL CONCRETE WITH THE EXCEPTION BEING SAND CEMENT 2„ .
ROLLER WITH A MINIMUM OF 3 OVERLAPPING PASSES. GROUT °
STIRRUPS 48 B R• IA ETER 36 B R IA ETER 1.4
5)COMPACT INTERIOR FILL t0 95% OF MODIFIED PROCTOR MAXIMUM DRY DENSITY AS PER 5)REINFORCING STEEL SHALL CONFORM t0 ASTM A-615 GRADE 60.REINFORCING STEEL SHALL BE DETAILED AND ••
ASTM D - 1981 At OPTIMUM MOISTURE CONTENT. FABRICATED ACCORDING TO THE 'MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE 4 • ° . CONCRETE COLUMN Q; E-+
b)PRIOR TO CONSTRUCTION PROVIDE TEIRMITE PROTECTION TREATMENT t0 SOIL IN CLLEEACR COVER FOR REINFORCING DISCONTINUOUS
BAlS BINFORCINIG.PROVIDE CORNERS WITH 2�5 X 4'-0' BARS. 'w• TYPICAL '• •' WIC
ACCORDANCE WITH 'NATIONAL PEST CONTROL ASSOCIATION STANDARDS
1)PROVIDE CLEANOUT OPENING At THE BOTTOM OF REINFORCED MASONRY CELLS THAT ARE BEING FOOTINGS 3' UNFORMED FACES _ 3' W Q
FILLED t0 ENSURE THAT THE CELL IS FILLED.PROVIDE WEEP HOLES AT 1/3 AND 2/3 OF SPAN SLABS 3/4' FORMED FACES IN
BEAMS/COLUMNS _11/2' CONTACT W/EARTH_ 2' 6" L I b L2 L5
8)THE SUBSURFACE SOIL PROFILES AT THIS PROJECT SITE SHALL BE IMPROVED BY PROPERLY PROGRAMMED MIN. CLEAR 5PAN CLEAR SPAN
APPLICATIONS OF DYNAMIC PRECOMPRESSION TREATMENT OR A SIMILAR ACCEPTABLE TECHNIQUE,TO BE SOIL STATEMENT
IMPLEMENTED UNDER THE DIRECTION OF A QUALIFIED GEOTECHNICAL ENGINEER AS TO ACHIEVE THE REQUIRED
DEGREE OF IMPROVEMENT AND DESIGN SOIL BEARING CAPACITY i� O
5)THE GEOTECHNICAL ENGINEER RESPONSIBLE FOR THE GROUND IMPROWENT APPLICATIONS SHALL ISSUE AS PER VISUAL INSPECTION SOIL CONDITIONS At THIS SITE ARE SAND t ROCK WITH A MIN BEARING � I
A PROFESSIONAL CERTIFICATION FOR EACH INDIVIDUAL BUILDING OF THIS PROJECT,ATTESTING TO THE CAPACITY OF 2000 PSF SHOULD OTHER CONDITIONS OR MATERIALS BE ENCOUNTERED,THE ENGINEER TYPICAL CONCRETE 5E AM/COL U}I I I� RE I t
I FORCEME I T5
SATISFACTORY FOUNDATION SOIL CONDITIONS AND THE ACHIEVMENT OF THE DESIGN BEARING VALUE BEFORE SHALL BE NOTIFIED PRIOR t0 PROCEEDING WITH THE WORK THE ARCHITECT OR ENGINEER SHALL SCALE: N.T.S.
CONSTRUCTION IS ALLOWED TO COMMENCE FOR ANY BUILDING.
SUPPLY A LETTER ATTESTING THAT THE SITE HAS BEEN OBSERVED AND THE FOUNDATION CONDITIONS TYPE DESIGNATION W
10)ALL REIN.STEEL SHALL CONFOF41 t0 AST.M.A-615 GRADE 60.REINFORCING STEEL SHALL BE DETAILED ARE SIMILAR TO THOSE UPON WHICH THE DESING IS BASED ON. SEE SFB.C.SECT.2403. C/D
AND FABRICATED ACCORDING TO THE 'MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE 3'-0' 3'-0' F ■ FILLED WITH GROUT / U = UNFILLED W
STRUCTURES' LAP CONTINOUS REINFORCING A MIN.OF 30' IN BEAMS 36 BAR DIAMETERS IN SLABS.
HOOK ALL DISCONtINOUS TOP REINFORCING.PROVIDE AT ALL CORNERS 245 60' LONG BENT 3'-0' 2 QUANTITY OF +"1 REBAR AT
11)PROVIDE 245 48' DIAGONALLY AT ALL CORNERS OF OPENINGS WIDER THAN 15'
B
STRUCTURAL NOTES O OTTOM OF LINTEL CAVITY ;,CD -
12)CLEAR COVER FOR REINFORCING SHALL BE: O
APPLICABLE CODES: 8F8-1B
SLABS: 3/4 �,�
_ FORMED FACES IN CONACT WITH EARTH _ 2' A: SFB.C. 1999 DADE COUNTY EDITION NOMINAL WIDt
UNFORMED FACES 3' B: A.C.I.318-SS REINFORCED CONCRETE 3'-0, 2 -
RIDGE O NOMINAL HEIGHT � C'� ���;_ �
13)ALL BLOCK MASONRY WALLS SHALL HAVE HORIZONTAL REINFORCEMENT ' DUR-O-WALL LADDER TYPE SPACED C: REINFORCED MASONRY BY A.C.I.530-55 AND 3 E4 -
16' ON CENTER USE PREFABRICATED CORNERS AND TEES BY 'OUR-O-WALL AT CORNERS AND JUNCTIONS OF WALLS THE MASONRY DESIGNERS GUIDE BY AL.I„T.MS+,A.S.CE. 31-01 O ---- -
MASONRY UNITS SHALL BE 2 CELL HOLLOW UNITS CONFORMING TO AS.T.M.C-90 WITH COMPRESSIVE STRENGTH E: WIND ANALYSIS AND DESIGN PER A,S.CE 1-88. - -OF 1500 PS.I.ON THE NET CROSS-SECTIONAL AREA AND SHALL BE LAID IN RUNNING BOND.MORTAR SHALL
BE TYPE 'S' +�-- ��
REINFORCING STEEL fy ■ 60900 P.S.I.I N ■ 24900 P.S.I.I Es = 29900900 PS.i. O u 4 : ' GROUT -C �➢,-
Em ■ 150900 P.S.I. N = Es/Em = 21.48 4 ?
14)STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH THE LATEST AIAC.STEEL Q
CONSTRUCTION MNAUAL AND SHALL CONFORM WITH THE LATEST A.S.T.M.SPECIFICATIONS.BOLTS SHALL CONFORM ALL BLOCK W ASTM.C-90 HOLLOW UNIT MASONRY DESIGN fm is 1,500 P.S.I. 3'-0' O � O � REIBAR AT BOTTOM � c)-
,n z • • OF LINTEL CAVITY W, -
TO AS.TM.A325,ANCHOR BOLTS SHALL CONFORM TO TO A.S.T.M.A301.ALL WELDING SHALL BE PERFORMED GROUT SHALL COMPLY WITH ASTM.0416,28 DAYS MIN.COMP.STRENGTH - 3900 P.S.I. zo O ,�
BY CERTIFIED WELDERS. GROUT SLUMP REQUIRED ----- 8' TO 11' PROVIDE CLEANOUT HOLES AT TOP1+11DDLE OTTOM REINFORCING
AND BOTTOM OF FILLED CELL TYPICAL: PROVIDED IN LINTEL P�
15)CONTRACTOR SHALL SUBMIT I BLUELINE AND I REPRODUCIBLE SET OF SHOP DRAWINGS TO THE ARCHITECT FOR MORTAR SHALL COMPLY WITH A.S.T.M.210 19/32' COX PLYWOOD DECKING NAILED TO TRUSSES (VARIES)
APPROVAL PRIOR TO THE FABRICATION OR ERECTION OF ALL REINFORCING AND STRUCTURAL. STEEL COMPONENTS w/8d NAILS, AS PER ZONES.
MORTAR SLUMP REQUIRED ----- 5' t0 V TYPE AS PER SPB.C.2102.10b
16)CONTRACTOR SHALL WORK THE STRUCTURAL PLANS IN CONJUCTION WITH THE ARCHITECTURAL,MECHANICAL,ELECTRICAL, CONTRACTOR TO CONSOLIDATE GROUT LIFTS WITH 3/4' VIBRATOR 1-5/8' ACTUAL
AND PLUMBING DRAWINGS. ZONES O t (D : 8d NAILS a 6'o.c. THROUGHOUT. 8' NOMINAL WD
11)CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTION OF ADJACENT STRUCTURES,STREETS,AND SIDEWALKS DURING PLYWOOD ROOF DIAPHRAGM ON 30 : 8d NAILS 19 4-oz. AT EDGES. } I } I f�
EXCAVATION AND CONSTRUCTION.CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD.SHOULD A DISCREPANCY BE : 8d NAILS tv 6'o.c. AT INTERMEDIATES. I I I I�1 I I I l.Fl�i LINTEL I I mot :
FOUND STOP WORK IMMEDIATELY AND NOTIFY ARCHITECT.WORK CANNOT.PROCEED UNTIL ARCHITECT GIVES HIS WRITTEN
AUTHORIZATION t0 DO SO. # O O � CO CO Cc
18)THE USE OF A SCALE TO OBTAIN DIMENSIONS NOT SHOWN ON THE PLANS IS STRICTLY FORBIDDEN.THE ENGINEER WILL I ROOF I D ARPHRAGMS' AND THE LOCAL BUILDING D RECOMMENDATIONS °F APA.DESIGN /CONSTRUCT 1014 FROOF FLAN &HOW I I G SCALE: N.B.T. ~ ►n CO �I
NOT BE RESPONSIBLE FOR ERRORS RESULTING FROM SUCH ACTIONS. 00 '-'
15)CONTRACTOR TO LOCATE ALL EXISTING UTILITIES PRIOR TO EXCAVATION. 2.PLYWOOD
MORE D SRPPAANS,WITH FACE GRAIN EPE 1552'
PENDICULAR tTHICKNESS,E SUPPORTS .SHALL BE C°"TINU°US OVER T"'° zOi�l S 1, 2 3 SAFE LOAD TABLES
20) CONCRETE MASONRY I� W �.�L L S� = � 3 CONNECT PLYWOOD A MTO s CTu� WITH Od GALVANIZED NA I LS,SPACED AT 6 oc MAX AT SUPPORTED FOR GRAVITY U PLIFT - LATERAL LOADS WHERE AHORl �ET IN MASONRY A BLOCK CELLS WITH GROUT FOR BOLTED couSE EDGES AND AT 6bc ALONG INTERMEDIATE SUPPORTS.
� w w 4
ADD ONE GROUTED CELL ABOVE AND TWO GROUTED CELLS BELOW ANCHOR ELEVATION GABLE ENDS NAIL SPACING SHALL BE Od NAILS . 4'or-MAX 8" PRECAST -I- PRESTRESSED U-LINTELS 8" PRECAST -I- PRESTRESSED U-LINTELS � a z
21)GROUT USED IN THE WORK SHALL CONFORM TO ASTM C416 WITH A SLUMP MI IX OF 8' t0 11',PROVIDE CLEANOUT AND 4, INSPECTIONS: SHALL COMPLY WITH THE LOCAL BUILDING CODE REQUIREMENTS FOR INSPECTIONS (BY THE MUNICIPALITY, Am GRAVITY ~m UPLIFT LATERAL W
INSPECTION HOLES AT FILLED CELLS AT BOTTOM COURSE. ARCHITECT OR ENGINEER)OF SPECIFIED COMPONENTS OF THE ROOF STRUCTURE REQUIRING INSPECTIONS. LENGTH TYPE BUB 8F8-0B 8F12-OB BF16-0881`20-08 F24-OB F28-08 F32-OB TYPE 8FB-1T 81`12-1T 8F16-1T 8F20-IT 8F24-1T W28-!T 8F32-1T
ALL MORTAR SHALL CONFORM WITH ASTM C210 81`8-18 81`12-1881`16-18 BF20-1B8F24-1881`28-1881`32-16 LENGTH 81`8-2T 81`12-2T8F76-2T 1`20-2T 1`24-2781`28-2 1`32-2T 8U8 8F8 Qi
22)POUR GROUT IN LIFTS NOT TO EXCEED 4' 2'-10'(34") PRECAST 2302 3166 4473 6039 7526 9004 10472 11936 2'-10' 34" 2727 2878 4101 5332 6569 7811 9055
DESIGN LOAD CALCULATIONS 3166 4473 6039 7526 9004 10472 11936 ( ) PRECAST 2021 2021
2727 2784 3981 5190 3138 3377 4689 6001 7315 8630 9947
„ 2165 2289 3260 4237 52109 6204 71892 44 U C�
23)GROUT USED IN THE WOW SHALL OBTAIN A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI IN 28 DAYS. 3'-6"(42 ) PRECAST 2302 3166 4473 6039 7526 9004 10472 11936 3-6 (42') PRECAST 2165 2215 r2435 4125 5091 6061 7036 1257 1257
GROUT SLUMP REQUIRED '---- 8' TO il' PROVIDE CLEANOUT HOLES AT TOP,MIDDLE „ 2325 2496 3467 4438 5410 6364 7358 1878 1989 3680 4532 5387 6245
4'-0' (48 ) PRECAST 2029 4'-0 (48 ) PRECAST 938 938 O ;'
,. 1787 1913 2657 3403 41049 10472
4896 5644 1660 1762 3257 4010 4767 5525 rr \\ co a x 1 3583 4422 5264 6110
24)THE FOUNDATION HAS BEEN DESIGNED BY RATIONAL. ANALYSIS SO THAT THE PRESSURE DUE t0 THE COMBINED DEAD TOP CHORD 15 P$1` 4'-6'(54 ) PRECAST 1651 4'-6"(54") PRECAST 727 727 V
LOAD,LIVE LOAD,AND WIND LOADS (ECCENTRIC OR OTHERWISE)DOES NOT EXCEED THE ALLOWABLE SOIL BEARING '� DEAD LOAD 50TT CHORD 10 PSF 2170 4027 6039 7526 9004 10472 9668 1660 1705 3171 3913 4658 5406 1�4
VALUE 12000 PSF). 1223 1301 1809 2317 2826 3336 3846 1393* 1484 2110 2741 3375 4010 4648 �' Z LO
ROOF LIVE LOAD 30 5-4'(64') PRECAST 1184 1665 2889 5057 6096 5400 6424 7450 5'-4 (64") PRECAST 505 505 ? . Q�
1393 1437 2050 2670 3293 3920 4549
25)THIS ENGINEERED MASONRY SYSTEM HAS BEEN DESIGNED IN ACCORDANCE WITH A.C.I.530.1-52 AND 530-2,AS.C.E. 5'-10'(70") PRECAST 972 1400 1059 1474 1889 2304 2721 3137 5'-10'(70") PRECAST 1272* 1357 1930 2505 3084 3665 4247 418 418 �+
5-92 AND b-92,TMA 402-92 AND 602-92 AND THE SOUTH FLORIDA BUILDING CODE, 1994 DADE COUNTY. 1459 2464 4144 5458 4437 5280 6122 1 41 1315 1875 2441 3010 3583 4157 -�
, " 1255 2101 3263 2746 3358 3971 4585 , 1141* 1200 1733 2250 2769 3290 3812
FLOOR DEAD LOAD 25 PSF 6'-6"(78") PRECAST 937 6'-6' (78') PRECAST 707 887
26)A SPECIAL INSPECTION BY A FL.CERTIFIED ENGINEER OR SPECIAL INSPECTOR WILL BE REQUIRED FOR ALL ENGINEERED 1255 2101 3396 5260 7134 8995 6890 1141 91 2 1684 2192 2703 3216 3732 �j
MASONRY CONSTRUCTION,SOIL COMPACTION AND FOR TRUSSES OVER 40'-0'. 7'-6"(90") PRECAST 767 1029 1675 2385 1994 2439 2886 3333 7'-6"(90") PRECAST 959* 912 1475 1914 2354 2797 3240 591 657
FLOOR LIVE LOAD 40 P$1` 1029 1675 2610 3839 5596 6613 5047 990 1029 1466 1907 2351 2797 3245
21)ALL SPECIFIED MATERIALS AND CONNECTORS CAN BE SUBSTITUTED WITH EQUAL OR BETTER WITH THE APPROVAL 9'-4" 112" PRECAST 632 1049 1469 1210 1482 1754 2027 „ 801* 612 980 1269 1560 1852 2144
( ) 573 768 1212 1818 2544 3469 4030 3127 9'-4 (112 )PRECAST 801 755 1192 1550 1910 2271 2634 454 630
OF ENGINEER OF RECORD. 482 802 1125 915 1122 1328 1535 716* 498 793 1027 1261 1496 1731
28)ALL STRUCTURAL. LUMBER TO BE SOUTHERN PINE No.2 OR BETTER
INT.PARTITIONS 8 PSF (NON BEARING) 10'-6'(126') PRECAST 456 658 1025 1514 2091 2774 3130 2404 10-6(126") PRECAST 716 611 1039 1389 1711 2034 2358 396 493
MINIMUM BENDING STRESS,Fb = I;00 PSI. YOUNG'S MODULES,E =1,500900 PSI. 598 935 1365 1854 2355 1793 2075 666* 439 696 899 1104 1309 1515
11 -4"(136') PRECAST 445 598 935 1365 1854 2441 3155 4044 11'-4'(136") PRECAST 666 V400 soy 1295 1595 1896 2198 363 556 _
MACHANICAL 4 PSF
545 864 1254 1689 2074 1570 1818 607* 631 816 1001 1186 1372
12-0'(144') PRECAST 414 555 864 1254 1693 2211 2832 3590 12-0144") PRECAST 631 818 1209 1514 1799 2086 340 494
427 726 1028 1331 1635 1224 1418 500* 532 686 841 997 1153
13-4(160") PRECAST 362 485 746 1079 1438 1855 2343 2920 13-4(160 ) PRECAST 573 682 1004 1367 1637 1697 398
BALCONY E STAIRS L1YE LOAD 100 PSF 381 648 919 1190 1462 1087 1260 458* 493 635 778 922 1065
14'-0'(168") PRECAST 338 455 700 1003 1335 1714 2153 2666 14'-0'(168") PRECAST 548 378 629 922 1254 1567 1816 286 360
b' CONCRETE SLAB DL 15 PSF
REINFORCED CONCRETE NOTES *REDUCE VALUE BY 25% FOR GRADE 40 FIELD REBAR
8" PRECAST -I- PRESTRESSED U-LINTELS 8" PRECAST -I- PRESTRESSED U-LINTELS SEAL:
1)EXTEND BOTTOM BARS 8' PAST ALL OPENINGS GR=ATER THAN 3'-0' ON BOTH SIDES. WIND DESIGN PER ASCE 1-88 C^wr64~r GRAVITY C~r_4m'n UPLIFT LATERAL
2)TIE BEAMS SHALL BE CONTINUOUS REINFORCEMENT,PROVIDED BY LAPPING SPLICES NOT LESS THAN 30'. MEAN ROOF HEIGHT ±25'-4' TYPE 8RF6-OB BRF70-2 8RF14LOB 8RF18-00 8RF22-OB 22F26-OB 8RF30-OB 8RF6-1T 8RF10-1T BRF14-1T BRF18-1T 8RF22-1 8RF26-1 8RF30-1
CONTINUITY SHALL BE PROVIDED AT ALL CORNERS BY BENDING 2 BARS FROM EACH DIRECTION AROUND THE NET UPLIFTS SHOWN HEREIN ARE BASED ON (GROSS UPLIFT)
LENGTH 8RU6 8RF6-10 8RF10-18 8RF14-1B 8RF78-18 8RF22-18 8RF26-18 8RF30-18 LENGTH TYPE 8RF6-2T 8RF10-27 8RF14-2TBRF18-2 8RF22-2 8RF26-2 BRF30-2 8RU6 8RF6
CORNER 30' OR BY ADDING 20 5 BENT 30' EACH LEG. LESS 10 PSF(DEAD LOAD)PER ASCE COMPONENTS AND CLADDING 4'-4" (52") PRECAST 1489 1591 3053 2982 3954 4929 9416 0 80 4'-4" (52") PRECAST 1244 1573 2413 3260 4112 4967 5825 932 932
ZONES 1 AND 2 1827 3412 4982 6472 7947 9416 10878 1244 1519 2339 3170 4008 4850 5696
3)CONTINUITY AT COLUMNS SHALL BE PROVIDED BY CONTINUING HORIZONTAL REBARS THRU COLUMNS OR BY 1449 2782 2714 3600 4487 5375 6264 1192 1507 2311 3121 3937 4756 5577
BENDING HORIZONTAL REINF. INTO COLUMNS A DISTANCE OF 30'. ZONE I - 326 PSF 4-6" (54") PRECAST 1357 1702 3412 4982 6472 7947 9416 10878 4'-6" (54") PRECAST 1192 1455 2240 3036 3837 4643 5453 853 853
832 1 1602 1550 2058 2566 3075 3585 924* 1172 1795 2423 3055 3689 4325
ZONE 2. - 61.4 P 4 PSF 1153-8" (68") PRECAST 785 1153 2162 4074 6472 6516 5814 6839 5'-8" (68") PRECAST 92 1132 1741 2357 2978 3603 4230 501 501
4)HOOK TOP OF VERTICAL BARS IN ALL TERMINATING COLUMNS 2' BELOW TOP OF SLAB AND 3' BELOW , 779 1500 1449 1924 2400 2876 3352 89 4 1138 1742 2352 2965 3581 4198 DATE: 7/28/2000
_ TOP OF THE TIE BEAM, 5'-10"(70") PRECAST 735 1103 2051 3811 6472 6516 5450 6411 5'-10"(70") PRECAST 896 1099 1690 2288 2891 3497 4106 469 469
6
907 1677 2933 2576 3223 3872 6'
4522 778 882 1513 2042 2573 3107 3642 DRAWN BY: A. D.
-8" (80") PRECAST 822 907 1677 2933 4100 6730 8177 6707 -8" (80") PRECAST 778 956 1468 1987 2509 3035 3563 830 1100
*REDUCE VALUE BY 15% FOR GRADE 40 FIELD REBAR CHECKED BY: C. D.
SCALE: 3/4" = 1'-0"
PRODUCT CONTROL NOTICE OF ACCEPTANCE
F.E.C.P. CORPORATION-CAST-CRETE DIVISION SHEET
ACCEPTANCE NO.: 96-0613.01
EXPIRES: 05/21/01 S - 11
OF ` SHEETS
PROJECT No.:
_j CADD FILE: