00-0496-047 i
REVISIONS:
I
t
GENERA-NOTES REINFORCED FOUNDATION NOTES
I/2 (LI or L2, WHICHEVER IS
5'-0" IS 6REATM + "b" 48 BAR DIAMETER 1/4 (L2)
STANDARD
U ALL POURED M PLACE CONCRETE FILL CELLS AND TIE BEAMS t0 BE 3000 PSI At 28 DAYS MIN. t)STRUCTURAL CONCRETE SHALL CONFORM WITH ACI-301 IT SHALL REACH A MINIMUM COMPRE881YE STRENGTH 900 HOOKS
OF 2500 PSI M 28 DAYS FOR SLA56 AND 3000 PSI FOR BEAMS AND COLUMNS
2)ALL CONCRETE WORK N ACCORDANCE WITH ' SPECIFICATIONS FOR STRUCTURAL 2)AGGREGATES SHALL BE CLEAN AND GRADED MAXIMUM SIXES 3/4' CONCRETE ASTM C-33 SHALL CONFORM TO
� a
°,
CONCRETE FOR BUILDING' (ACI-308-11) °
ASTM G-94 e
GONSTRUGTION ° ° • ° .
3)NO ADMIXTURES PERMITTED WITHOUT WRITTEN APPROVAL OF ENGINEER 3)CONCRETE TESTING IS REQUIRED AS FOLLOWS: 1 SET OF 5 CYLNDERS FOR EVERY 50 CU.YDB.OF CONCRETE •° •°
JOINT •°.
° °
4)FOOTING SIXES AND REINFORCEMENTS BASED ON A PRESUMPTIVE ALLOWABLE SOIL BEARING AS PER ASTM C-94 - a
CONCRETE WITH THE EXCEPTION BEING SAND CEMENT • °
CAPACITY OF 2000 PSF.COMPACT BOTTOM OF EXCAVATION WITH MEDIUM DUTY V15RATORY 4)MAXIMUM PERMISSIBLE SLUMP 18 5-6 IN STRUCTURAL 2° • � C`�� _ a �
ROLLER UUMTH A MINIMUM OF 3 OVERLAPPING PASSER. GROUT °
STIRRUPS 48 54,P,,EPIA ETER. 36 B R TLA t
5)COMPACT INTERIOR FILL t0 95x OF MODIFIED PROCTOR MAXIMUM DRY DENSITY AS PER 5)REINFORCING STEEL SHALL CONFORM t0 ASTM A-65 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 CONCRETE COLUMN
8'.HOOK ALL DISCONTINUOUS TOP REINFORCING.PROVIDE CORNERS WITH 20 5 X 4'-0' BARB. TYPICAL
6)PRIOR TO CONSTRUCTION PROVIDE TERMITE PROTECTION TREATMENT TO SOIL IN STRUCTURE A Q
CLEAR LAVER FOR REINFORCING BARS SHALL 5E:
ACCORDANCE WITH NATIONAL PEST CONTROL ASSOCIATION STANDARDS � � Q
1)PROVIDE CLEANOUT OPENING AT THE BOTTOM OF REINFORCED MASONRY CELLS THAT ARE BEING FOOTINGS 41 FORMED FACES _ 3'
SLABS 3/4 FORMED FACER IN 6 L i b L2
L5 Q,' ►-U-� Q
FILLED TO ENSURE THAT THE CELL 18 FILLED.PROVIDE WEEP HOLES AT V3 AND 2/3 OF SPAN 5EAMS/COLUMNS _11/2' CONTACT W/EARTH_ 2'
MIN. CLEAR SPAN CLEAR SPAN
8)THE SUBSURFACE SOIL PROFILES AT THIS PROJECT SITE SHALL BE IMPROVED BY PROPERLY PROGRAMMED
APPLICATIONS OF DYNAMIC F'RECOMPRESSION TREATMENT OR A SIMILAR ACCEPTABLE TECHNIQUE,TO BE SOIL STATEMENT
IMPLEMENTED UNDER THE DIRECTION OF A QUALIFIED GEOTECHNICAL ENGINEER AS TO ACHIEVE THE REQUIRED O
DEGREE OF IMPROVEMENT AND DESIGN SOIL BEARING CAPACITY
9)THE GEOTECHNICAL ENGINEER RESPONSIBLE FOR TILE GROUND IMPROVMENT APPLICATIONS SHALL ISSUE AS PER VISUAL INSPECTION SOIL CONDITIONS At THIS SITE ARE BAND s ROCK WITH A MN BEARING I )F I C A L CONCRETE 5 E AM/C O L UM N RE I I F O RC E M E N T 5 1.4
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 O
SATISFACTORY FOUNDATION SOIL CONDITIONS AND THE ACHIEVMENT OF THE DES64 BEARING VALUE BEFORE ARCHITECT ENGINEER SHALL a'CALF: N.TS.
CONSTRUCTION IS ALLOWED TO COMMENCE FOR ANY BUILDING. SHA1.l. BE NOTIFIED PRIOR TO PROCEEDING WITH THE WORK THE OR
SUPPLY A LETTER ATTESTING THAT THE SITE HAS BEEN OBSERVED AND THE FOUNDATION CONDITIONS TYPE DESICxNATION W
60 INFORCING STEEL SHALL BE DETAILED ARE SIMILAR TO THOSE UPON WHICH THE DESGG IS BASED ON. SEE SFB.C.SECT.2403. w
10)ALL REIN.STEEL SHALL CONFORM TO ABTM A-65 GRADE RE UNFILLED
AND FABRICATED ACCORDING t0 THE 'MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE 3'-0' 3'-0' P ■ FILLED WITH GROUT / U •
STRUCTURES' LAP CONTINOUS REINFORCING A MIN.OF 30' N BEAMS 36 BAR DIAMETERS IN SLABS.
HOOK ALL DISCONTINOUS TOP REINFORC
INCs PROVIDE At ALL CORNERS 25 60' LONG BENT - UANTITY OF �"1 MBAR AT
STRUCTURAL NOTES 3' 0' O FfroTTOM OF LINTEL CAVITY
11)PROVIDE 25 48' DIAGONALLY At ALL CORNERS OF OPENINGS WIDER THAN B'
0
8F8-1B
12)CLEAR COVER FOR REINFORCING SHALL BE:
3/4' t M'�
SLABS. CODES= }
A: SFB.C.1999 DADE COUNTY EDITION NOMINAL WIDTHJ
FORMED FACES IN CONACT WITH EARTH _ 2 O
UNFORMED FACES 3' 5: AC.I.316-99 REINFORCED CONCRETE 3 0 RIDGE 2 3 NOMINAL HEIGHT
C: REINFORCED MASONRY BY=.530-55 AND E"�
BLOCK MASONRY WALLS SHALL HAVE HORIZONTAL REINFORCEMENT ' OW-0-WALL LADDER TYPE SPACED .-•r
13)ALL BL THE� DESIGNERS GUIDE BY AG.I,TINS„ABLP. 3'-0� O
16, ON CENTER VIBE PREFABRICATED COMERS AND TEES BY 'OUR-O-WALL At CORNERS AND JUNCTIONS OF WALLS
MASONRY UNITS SHALL BE 2 CELL HOLLOW UNITS CONFORMING TO AST?t C-90 WITH COMPRESSIVE STRENGTH E: WIND ANALYSIS AND DESKaN PER ABLF7-88. P W
OF 1500 PS.I.ON THE NET CR088-SECTIONAL AREA AND SHALL BE LAID IN BINNING BOND.MORTAR SHALL _} a
in
BE TYPE 'S' REINFORCING STEEL fy ■ 60Jd00 P8.1.fe • 2400 P.S.I.Es • 291d00ffl00 P.S.I. O Q Q GROUT �, Z
S L BE FABRICATED AND ERECTED IN ACCORDANCE WITH THE LATEST A)B.C.STEEL Ems BLOCK P.S.I. N ■ Ee/EL • W 21,48
UN � Q
cA RE15AR AT 50TTOM
14)STRUCTURAL STEEL SHALL ALL BLOCK 8' A�9TM C-90 HOLLOW Wit MI480NRY DESIGN f'm = 1,500 P.S.I. 3'-0' 2 .n zo • •
CONSTRUCTION MNAUAL AND SHALL CONFORM WITH THE LATEST ASTM SPECIFICATIONS.BOLTS SHALL CONFORM O
_ OF LINTEL CAVITY
TO ASTM A325,ANCHOR BOLTS SHALL CONFORM TO TO Afilkt A301.ALL WELDING SHALL BE PERFORMED GROUT SHALL COMPLY WITH A°�TM 0416,28 DAYS MIN.COMP.STRENGTH ■ 3jd00 P.S.I. '
BY CERTIFIED WELDERS. GROUT SLUMP REQUIRED ----- 8' TO II' PROVIDE CLEANOUT HOLES AT TOP)IIDDLE TTOD D INF INTEL ,,.�
TYPICAL: PROVIDED IN LINTEL A-r
AND 50TTOM OF FILLED CELL 19132' COX PLYWOOD DECKING NAILED TO TRUSSES (VARIES)
TOR SHALL SUBMIT 15LUELM AND I REPRODUCIBLE SET OF SHOP DRAWINGS TO THE ARCHITECT FOR
B)CONTRACTOR MORTAR SHALL COMPLY WITH ASTM 210 w/8d NAILS, �5 1�R;ZONES.
APPROVAL PRIOR TO THE FABRICATION OR ERECTION OF ALL REINFORCNG AND STRUCTURAL STEEL COMPONENTS MORTAR SLUMP REQUIRED ----- 5' t0 8' TYPE AS PER VD.C.2102.10b
1-5/8' ACTUAL •
16)CONTRACTOR SHALL WORK THE STRUCTURAL PLANS IN CONDUCTION WITH THE ARCHITECTURAL,MECHANICAL,ELECTRICAL, CONTRACTOR TO CONSOLIDATE GROUT LIFTS WITH 3/4' VIBRATOR
j,oNr=$ 0 t D : 8d NAILS • 6'orc. tHROUKsHOUt. 8' NOMINAL WD
AND PLUMBING DRAWINGS.
fU CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTION OF ADJACENT STRUCTURES,STREETS,AND SIDEWALKS DURING jQdE O : 8d NAILS • 4-oz. AT EDGES. '
EXCAVATION AND CONSTRUCTION.CONTRACTOR 8HAL.L VERIFY ALL DIMENSIONS IN THE FIELD.SHOULD A DISCREPANCY BE PLYWOOD ROOF DIAPHRAGM
* I LINTEL
8d NAILS • 6'o�c. At INTERMEDIATES. M I I�I MUN �E I NF: '
FOUND STOP WORK IMMEDIATELY AND NOTIFY ARCHITECT.WORK CANNOT PROCEED UNTIL ARCHITECT GIVES 14I8 WRITTEN -`� M P M
tION TO DO SO. 1* I 5OTTOI I M c
AUTHORITA I
L ROOF DIAPHRAGM SHALL COMPLY WITH THE DESIGN RECOMMENDATIONS OF 'APA DESIGN /CONSTRUCTION ROOF FLAN SHOW INCA SCALE: N.S.T. 00
18)THE USE OF A SCALE TO OBTAIN DIMENSIONS NOT SHOIW ON THE PLANS IS STRICTLY FORBIDDEN.THE ENGINEER WILL GUIDE - DIAPHRAGMS' AND THE LOCAL BUILDING CODE. ` ' 004 �4
NOT BE RESPONSIBLE FOR ERRORS RESULTING FROM SUCH ACTIONS. Z O �l E 5 1, 2 4 3
2.PLYWOOD ROOF DECKING SHALL 15E 19/32'MINIMUM THICKNESS,AND SHALL BE CONTINUOUS OVER TWO
SAFE LOAD TABLES
IS)CONTRACTOR
TO LOCATE ALL EXISTING UTILITIES PRIOR t0 EXCAVATION. OR MORE SPANS,WITH FACE GRAN PERPENDICULAR t0 THE SUPPORTS .
FOR GRAVITY. UPLIFT -� LATERAL LOADS
20)USE CONCRETE MASONRY UNITS CONFORMING TO
AS C90: DESIGN Fb■1500 P.S.I. 3.CONNECT PLYWOOD DIAPHRAGM TO STRUCTURE WITH 8d GALVANIZED NAILS,SPACED AT 6'oc.MAX AT SUPPORTED '
CELLS WITH GROUT FOR BOLTED COURSE EDGES AND At 6'oc.ALONG INTERMEDIATE SUPPORTS. _ a' Z
WHERE ANCHOR BOLTS ARE BET IN MASONRY WALL,FILL BLOCK CE 89 PRECAST + PRESTRESSED U-LINTELS 8" PRECAST + PRESTRESSED U LINTELS
ADD ONE GROUTED CELL ABOVE AND TWO GROUTED CELLS BELOW ANCHOR ELEVATION GABLE ENDS NAIL SPACING SHALL BE 8d NAILS • 4'or-MAX.
I � �
21)GROUT USED IN THE WORK SHALL CONFORM TO ASTM 0416 WITH A SLUMP MIN OF 8' TO II',PROVIDE CL.EANOUT AND mm GRAVITY IN7r UPLIFT LATERAL ►.a ,INSPECTION HOLES At FILLED CELLS At BOTTOM COURSE. 4. INSPECTIONS: SHALL COMPLY WITH THE LOCH- BUILDING CODE REQUIREMENTS FOR INSPECt10N8(BY TFE MUNICIPALITY, a A
ARCHITECT OR ENGINEER)OF SPECIFIED COMPONENTS OF THE ROOF STRUCTURE REQUIRING INSPECTIONS. TYPE 8F8-OB 8F12-08F1 6-oe 20- 24- 28-oe 32-06 TYPE 8F8-1T BF12-1T 8F16-1T 20-1T 24-1T 8F28-1 32-1T 8118 8F8
ALL MORTAR SHALL CONFORM WITH ASTM 6210 LENGTH 8U8 LENGTH` 8F12-2 BFts-2T 20-2 24-2 8f28-2 F32-2T O
8F8-18 8F12-1B 8F16-1B 8F20-1B 8F24-168F28-18 32-iB � (�2
3166 4473 6039 7526 9004 10472 11936 2727 2878 4101 5332 6569 7811 9055 Z+ co w
22)POUR GROUT IN LIFTS NOT TO EXCEED 4' 2'-10(34") PRECAST 2302 2'—10'(34 ) PRECAST 2021 2821
3166 4473 6039 7526 9004 10472 11936 2727 2784 3981 5190 6407 7630 8857
DESIGN LOAD CALCULATIONS „ » 3138 3377 4689 6001 7315 8630 9947 3'-6" 42" PRECAST 2165 2289 3260 4237 5219 6204 7192 V
3—6 42 PRECAST 2302 ( ) 2165 2215 3165 4125 5091 6061 7036 1257 1257 '� I
23)GROUT USED IN THE WORK SHALL 05TAN A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI N 28 DAYS. ( ) 3166 4473 6039 7526 9004 10472 11936
2325 2496 3467 4438 5410 6384 7358 4'-0" 48" PRECAST 1878 1989 2832 3680 4532 5387 6245 938 938
GROUT SLUMP REQUIRED ----- 8' TO 11' PROVIDE CLEANOUT HOLES AT TOP,MIDDLE 4'-0"(48") PRECAST 2029 ( )
2646 4473 6039 7526 9004 10472 11936 1878 1925 2750 3583 4422 5264 6110
24)THE FOUNDATION HAS BEEN DESIGNED 5Y RATIONAL ANALYSIS 80 THAT THE PRESSURE DIE TO THE COMBINED DEAD
TOP C�IORD 1787 1913 2657 3403 4149 047 5644 » 1660 1762 2507 3257 4010 4767 5525 v
4'-6'(54") PRECAST 1651 4'-6 (54") PRECAST 727 727
W LOADS !ECCENTRIC OR OTHERWISE)DOES NOT EXCEED TFE AU.OItl,4BLE SOIL SEARING ROOF DEAD LO'A'D BOTT CHORD 10 PSI, 2170 4027 6039 7526 9004 3336 9668 1660 93 1705 2435 3171 3913 4658 5406
LOAD,LIVE LOAD AND ND L 5-4--(64-) 1223 1301 1809 2317 2826 3336 3846 1393' 1484 2110 2741 3375 4010 4648 +
L PRECAST 1184 ( )
VALUE 12000 F'SF)• 5'-4" 64" PRECAST 505 505
ROOF LIVE LOAD 1665 2889 5057 6096 5400 6424 7450 1393 1437 2050 2670 3293 3920 4549
„ 1000 1059 1474 1889 2304 2721 3137 1272' 1357 1930 2505 3084 3665 4247 "'� "�
25)THIS ENGINEERED MASONRY SYSTEM EIAB BEEN DESIGNED IN ACCORDANCE WITH AC.I.530.1-92 AND 530-2,MME. 5'-10'(70 ) PRECAST 972 5'-10 70") PRECAST 418 418 0 ,t
5-92 AND 6-92,TINS.402-92 AND 602-92 AND THE SOUTH FLORIDA BUILDING CODE,
1994 DADE COUNTY. 1255 2 O7 3263 2746 3358 39801 4585 1141• 1200 1733 2250 20769 3290 3812 F ¢'
6'-6' (78') PRECAST 837 6'-6"(78") PRECAST 707 897 '} ' ' • '
FLOOR DEAD LOAD 25 PSF 1255 2101 3396 5260 7134 8995 6890 1141 1182 1684 2192 270,3 3216 3732
26)A SPECIAL INSPECTION BY A FL CERTFIED ENGINEER OR SPECIAL INSPECTOR,WILL BE REQUIRED FOR ALL ENGINEERED °
1029 1675 2385 1994 2439 2886 3333 959• 912 1475 1914 2354 2797 3240 gyp ..
MWSOINRY CONSTRUCTION,SOIL COMPACTION AND FOR TRUSSES OVER 401-01. 7'-6"(90") PRECAST 767 7'-6"(90") PRECAST 591 657 •,
1029 1675 2610 3839 5596 6613 5047 990 1029 1466 1907 2351 2797 3245 C�.� �, ,
FLOOR LIVE LOAD 40 PSF 632 1049 1469 1210 1482 1754 2027 801• 612 980 1269 1560 1852 2144
BETTE WITH THE APPROVAL
9'-4"(112-)PRECAST 573 9'-4"(112")PRECAST 454 6�0
21)ALL SPECIFIED MATERIALS AND CONNECTORS CAN BE SUBSTITUTED WITH EQUAL OR R 768 1212 1818 2544 3469 4030 3127 801 755 1192 1550 1910 2271 2634
OF ENGINEER OF RECORD, 10'-6'(126") PRECAST 456 482 802 1125 915 1122 1328 1535 10'-61126") PRECAST 726' 4sa 793 1027 1261 2494 2738 396 493
TO SOUTHERN PINE NO.2 OR SETTER
INT.PARTITIOtNB 8 PSF UNION BEARING) 658 1025 1514 2081 2774 3130 2404 716 611 1039 1389 1711 2034 2358
A
28)ALL STRUCTURAL LIMBER BE � 598 935 1365 1854 2355 1793 2075 11'-4'1;136" PRECAST 666• 439 696 899 1104 1309 5x.56
MINIMUM BENDING STRESS,Fb • 1;00 PSI. YOUNG'S MODULES,E •Ir�0 OM P81. t1'-4'1136") PRECAST 445 )
MACHANICAL 598 935 1365 1854 2441 3155 4044 666 535 905 1295 1595 1896
4 PBF 545 864 1254 1689 2074 1570 1818 607' 400 631 816 1001 1186
12'-0(144") PRECAST 414 555 864 1254 1693 2211 2832 3590 12—0144") PRECAST 631 486 818 1209 1514 1799 494
427 726 1028 1331 1635 1224 1418 500' 340 532 686 841 997 13'-41160") PRECAST 362 485 748 1076 1438 1855 2343 2920 13'-4'(160") PRECAST 573 409 682 1004 1367 1637 398 BALCONY t STAIRS LIVE LOAD 100 PBF 381 648 919 1190 1462 1087 1260 458• 316 493 635 778 922 14'-0(168") PRECAST 338 455 700 1003 1335 1714 2153 2666 14'—O'(168") PRECAST 54a 378 s2s 922 8254 1567 360
6' CONCRETE SLAB DL 15 PSF *REDUCE VALUE BY 25X FOR GRADE 40 FIELD REBAR
i
REINFORCED CONCRETE NOTES
89 PRECAST + PRESTRESSED U-LINTELS 8' PRECAST + PRESTRESSED U-LINTELS SEAL:
410~14mn GRAVITY Ian UPLIFT LATERAL
I)EXTEND BOTTOM BARS 8 PAST ALL OPENINGS
GREATER THAN 3'-0' ON BOTH SIDES. WIND DESIGN PER ASCE 1-88
2)TIE BEAMS SHALL BE CONTINUOUS REINFORCEMENT,PROVIDED 5Y LAPPING SPLICES NOT LESS THAN 30'. MEAN ROB HEFT 4 25'-4' eRF6-08 OR 10-08 BRF74LOB 8RF78-08 BRF22LOB 8RF26LOB 8RF30LOB BRFB-2T BRF10-1T 8RF14-1T SRF18-1T 8RF22-1 8RF26-1 8RF30—i
LENGTH TYPE TYPE 8RU6 8RF6
8RU6 LENGTH 8RF8-2T BRF10-2 6RF14-2 BRF16-2 6RF22-2 F26-2 F30-2
NET UPLIFTS SHOUN HEREIN ARE BASED ON!GROSS UPLIFT) a 1591e eRF10-1e eRF14-1e eRF1e-1e eR4929 a 5904e 668808
CONTINUITY SHALL BE PROVIDED AT ALL CORNEM BY BENDING 2 BARS FROM EACH DIRECTION AROUND THE 1591 3053 2982 3954 4929 5904 6880 1244 1573 2413 3260 4112 4967 5825
4'-4" (52") PRECAST 14as 4'-4 (52') PRECAST 3
CORNER 30' OR 5Y ADDING 1�5 BENT 30' EACH LEG. LESS 10 PSF (DEAD LOAD)PER ASGE COMPONENTS AND CLADDING 1827 3412 4982 6472 7947 9416 10878 1244 1519 2339 3170 4008 4850 5696 9 12
3)CONTINUITY AT COLUMNS SHALL BE PROVIDED 5Y CONTINUING HORIZONTAL KEBABS THRU COLUMNS OR 5Y ZONES 1 AND 2 (54-) 2782 2714 3600 4487 9416 087 » » 1192 1507 2311 3121 3937 4756 43 5577
4—6" (54 ) PRECAST 1357 4'-6 (54 ) PRECAST a 3 853
1702 3412 4982 6472 7947 9416 10878 1192 1455 2240 3036 3837 4643 5453
BENDING HORIZONTAL REINF. INTO COLUMNS A DISTANCE OF 301. ZONE I - 32,8 PSF 832 1602 1550 2058 2566 3075 3585 „ 924• 1172 1795 2423 3055 3689 3 4325 5Q1 501
5'-8" (68") PRECAST 7a5 5'-8 (68 ) PRECAST 924 1132 1741 2357 2x78 3603 4230
ZONE 2. - 6L4 PSF 1153 9 2162 A2933 6472 6516 5816 6839
4)HOOK TOP OF VERTICAL BARS IN ALL TERMINATING COLUMNS 2' BELOW TOP OF SLAB AND 3' BELOW 779 1500 1924 2400 2876 3352 896 1138 1742 2352 2965 891 3 97 4198 DATE: 7/28/2000
5'-10'(70") PRECAST 735 1103 2051 6472 6516 5450 6411 5'-10'170") PRECAST 896 1099 1690 2288 2891 3497 4106 469 469
TOP OF THE TIE BEAM.
907 1677 2576 3223 3872 4522 » 778 882 1513 2042 2573 3107 3642 830 1100 DRAWN BY: A. D.
6'-8' (80") PRECAST 822 907 1677 2933 4100 6730 8177 6707 6'-8 (80") PRECAST 778 956 2468 1987 2509 3035 3563
*REDUCE VALUE BY 15X FOR GRADE 46 FIELD REBAR CHECKED BY: C. D.
SCALE: 3/4" = V-0"
PRODUCT CONTROL NOTICE OF ACCEPTANCE
F.E.C.P. CORPORATION-CAST-CRETE DMSION SHEET
ACCEPTANCE NO.: 96-0613.01
EXPIRES: 05/21/01 S - 11
OF SHEETS 1
PROJECT No.:
CADD FILE: