00-0495-047 GENERAL NOTES REINFORCED FOUNDATION NOTES
1/2 (LI or L2, WHICHEVER 15
-ka� aAl;,� !��iAMETER
ALL M
1) DIN PLACE CONCRETE FILL CELLS AND TIE BEAMS TO BE 3000 PSI AT 26 DAYS MIN.
1)STRUCTURAL CONCRETE WALL CONFORM WITH ACI-301 IT WALL REACH MINIMUM COMPRESSIVE STRENGTH 100 HCIOKC�_
RE
OF 2500 PSI N 20 DAYS FOR SLABS AND 3000 PSI FOR BEAMS AND COLUMNS
2)ALL CONCRETE WORK N ACCORDANCE WITH SPECIFICATIONS FOR STRUCTURAL
2)AGGREGATES WALL BE CLEAN AND GRADED MAXIMUM SIZES 3/4' CONCRETE ASTM C-33 WALL CONFORM TO
CONCRETE FOR IBUILDING' (ACI-308-11) ASTM C-94
4
CONSTRUCTION
ENGINEER 06.OF CONCRETE
3)NO ADMIXTURES PERMITTED WITHOUT WRITTEN APPROVAL OF
3)CONCRETE TESTING IS REQUIRED AS FOLLOWS: I SET OF 5 CYLINDERS FOR EVERY 50 CU. Y
_0INT
4)FOOTING SIZES AND REINFORCEMENTS BASED ON A PRESUMPTIVE ALLOWABLE SOIL BEARING AS PER ASTM C-94 G..............
CAPACITY OF 2000 PSF.COMPACT BOTTOM OF EXCAVATION WITH MEDIUM DUTY VIBRATORY 4)MAXIMUM PERMISSIBLE SLUMP 15 5-6' IN STRUCTURAL CONCRETE WITH THE EXCEPTION BEING $AND CEMENT ...------------
2;'
ROLLER WITH A MINIMUM OF 3 OVERLAPPING PASSES, GROUT
STIRRUPS
- ------ ------- - - --------------------- -------.....................
5)COMPACT INTERIOR FILL TO W% OF MODIFIED PROCTOR MAXIMUM DRY DENSITY AS PER
5)REINFORCING STEEL WALL CONFORM TO ASTM A-615 GRADE 60.REINFORCING STEEL WALL BE DETAILED AND
ASTM 0 - tWl AT OPTIMUM MOISTURE CONTENT. FABRICATED ACCORDING TO THE 'MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE - -------------- 60N(:,RE-Tl-- G0_. U'-fN
(o)PRIOR TO CONSTRUCTION PROVIDE TERMITE PROTECTION TREATMENT TO SOIL IN STRUCTURES'.HOOK ALL DISCONTINUOUS TOP REINFORCING. PROVIDE COWERS WITH 20 5 X 4'-0' BARS. TYPICAL
ACCORDANCE WITH NATIONAL PEST CONTROL ASSOCIATION' STANDARDS CLEAR COVER FOR REINFORCING BAR5' WALL BE:
_
1)PROVIDE CLEACLEANOUT OPENING AT THE 50TTOM OF REINFORCED MA60NRY CELLS TWAT ARE BEING FOOTING;S 31 UNFORMED FACES 3'
SLABS — 3/4' FORMED FACES N
FILLED TO ENSURE THAT THE CELL 15 FILLED.PROVIDE WEEP HOLES AT 1/3 AND 2/3 OF SPAN BEAMS/COLUMNS 11/2' CONTACT W/EARTW_ 2' L5
............ I-- --------........................................
/----- - --- ------------ - - ------------------------ ...................../. ..... .................... ........................................................ .. ..... ............. .......................................... ........... ............../
8)THE SUBSURFACE SOIL PROFILES AT THIS PROJECT SITE WALL BE IMPROVED BY PROPERLY PROGRAMMED t--1 I N. CLEAR, SPAN CLEAR. SPAN
APPLICATIONS OF DYNAMIC PRECOMPRESSION TREATMENT OR A SIMILAR ACCEPTABLE TECHNIQUE,TO BE SOIL STATEMENT
IMPLEMENTED UNDER THE DIRECTION OF A QUALIFIED GEOTEC44NICAL ENGINEER AS TO ACHIEVE THE REQUIRED ENNNNI
DEGREE OF IMPROVEMENT AND DESIGN SOIL BEARING CAPACITY C>
13)THE GEOTEC14NICAL ENGINEER RESPONSIBLE FOR THE GROUND IMPROVMENT APPLICATIONS WALL ISSUE AS PER VISUAL INSPECTION SOIL CONDITIONS AT T1415 SITE ARE SAND 4 ROCK WITH A MIN BEARING
A PROFESSIONAL CERTIFICATION FOR EACH INDIVIDUAL BUILDING OF THIS PROJECT,ATTESTING TO THE TYPICAL CONCRETE 5EAM/COLUMN FREINFORGFIENT,5
SATISFACTORY FOUNDATION SOIL CONDITIONS AND THE ACWIEVMENT OF THE DESIGN BEARING VALUE BEFORE CAPACITY OF 2000 PSF SHOULD OTHER CONDITIONS OR MATERIALS BE ENCOUNTERED,THE ENGINEER SCALE: N.T.S.
CONSTRUCTION 16 ALLOWED TO COMMENCE FOR ANY BUILDING. WALL BE NOTIFIED PRIOR TO PROCEEDING WITH THE WORK THE ARCHITECT OR ENGINEER WALL
SUPPLY A LETTER ATTESTING TWAT TWE SITE WAS BEEN OBSERVED AND THE FOUNDATION CONDITIONS TYPE DESIGNATION
10)ALL WN,STEEL WALL CONFORM TO AS.TM,A-615 GRADE 60.REINFORCING STEEL WALL BE DETAILED ARE SIMILAR TO TW06E UPON W141CW THE DE61NG 16 BASED ON. SEE $):B.C.SECT,2403.
AND FABRICATED ACCORDING TO THE 'MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE 31.01 31.01 F a FILLED WITH GROUT U - UNFILLED
STRUCTURES' LAP CONTINOU$ REINFORCING A MIN.OF 30' IN BEAMS 36 BAR DIAMETERS IN SLABS.
HOOK ALL DISCONTINOUS TOP REINFORCING.PROVIDE AT ALL CORNERro 215 60' LONG BENT 3.-Oo QUANTITY OF wl REBAR AT
OF LINTEL CAVITY 11)PROVIDE 205 48' DIAGONALLY AT ALL CORNEI;r5 OF OPENING6 WIDER TWM IrY STRUCTURAL NOTES O BOTTOM
12)CLEAR COVER FOR REINFORCINIG WALL BE: 0 8F8-lB
SLABS: 3/4' APPLICABLE CODES:
FORMED FACES N CONACT WITH EARTW - 2' A: S.F.B.C. 1999 DADE COUNTY EDITION NOMINAL WIDT4j
UNFORMED FACES 36 5: A.C.1,316-99 REINFORCED CONCRETE RIDGE 0 NOMINAL WEIGwTj C\2
C: REINFORCED MASONRY BY A.C.I. 530-" AND E 4
13)ALL BLOCK MASONRY WALL$ WALL WAVE HORIZONTAL REINFORCEMENT ' DUR-O-WALL LADDER TYPE SPACED
16' ON CENTER USE PREFABRICATED COWERS AND TEES BY 'DUR-O-WALL AT CORNERS AND JUNCTIONS OF WALL$ THE MASONRY DESIGNERS GUIDE BY A.C.I., Ttlb,A.S.C.E. 0 v__4
MASONRY UNITS WALL BE 2 CELL HOLLOW UNITS CONFORMING TO AS.TJ*l. C-W WITH COMPRESSIVE STRENGTH E: WIND ANALYSIS AND DESIGN PER AACEI-86, -49 1.1.N W cf)
OF 1500 P.S.I. ON THE NET CROSS-SECTIONAL AREA AND WALL BE LAID IN RUNNING BOND.MORTAR WALL
BE TYPE 'S' GROUT C\2
REINFORCING STEEL FV - 600M P.S.I. ts z 240M P.S.I. Es c 2SOW�W P.S.I.
Em a 1,350OW P.S.I. IN a Es/Em a 21.48
14)STRUCTURAL STEEL WALL BE FABRICATED AND ERECTED N ACCORDANCE WITH THE LATEST AISZ.STEEL ;0 0, 0 REBAR AT BOTTOM
ALL BLOCK ON A.S.T11.C-W HOLLOW UNIT MASONRY DESIGN F'm z 1,500 P.S.I. _\"tt
CONSTRUCTION MNAUAL AND WALL CONFORM WITH THE LATEST AAT.M.SPECIFICATIONS,BOLTS WALL CONFORM di Z 0-4
TO A.S.T.M.A325, ANCHOR BOLTS WALL CONFORM TO TO A.S.T.M.A301.ALL WELDING WALL BE PERFORMED GROUT WALL COMPLY WITH AS.T.M.C416,28 DAYS MIN.COMP.STRENGTH x 30M P.S.I. 0 or- LINTEL CAVITY 04
BY CERTIFIED WELDERS. GROUT SLUMP REQUIRED ----- S' TO 11' PROVIDE CLEANOUT HOLES AT TOPPIDDLE \-BOTTOM REINFORCING
AND BOTTOM OF FILLED CELL TYPICAL: PROVIDED IN LINTEL
15)CONTRACTOR WALL SUBMIT I BLUELINE AND I REPRODUCIBLE SET OF SHOP DRAWINGS TO THE ARCHITECT FOR I9/32' COX PLYWOOD DECKING NAILED TO TRUSSES (VARIES)
APPROVAL PRIOR TO THE FABRICATION OR ERECTION OF ALL REINFORCING AND STRUCTURAL STEEL COMPONENTS MORTAR WALL COMPLY WITW A.S.T.M. 210 w/6cl NAILS, AS PER ZONES.
MORTAR SLUMP REQUIRED ----- 5' TO S' TYPE AS PER S.F.B.C.2102.10b
Vo)CONTRACTOR WALL WORK THE $TRJCTURAL PLANS IN CONJUCTION WITH THE ARCHITECTURAL,MECHANICAL, ELECTRICAL, CONTRACTOR TO CONSOLIDATE GROUT LIFTS WITH 3/4' VIBRATOR 1-5/8* ACTUAL
AND PLUMBING DRAWINGS. BONES 0 4 0 , Sd NAILS 0 Woz. THROUGHOUT. 6* NOMINAL U
11)CONTRACTOR WALL BE RESPONSIBLE FOR PROTECTION OF ADJACENT STRUCTURES,STREETS, AND SIDEWALKS DURING PLYWOOD ROOF DIAPHRAGM ZONE (D Od NAILS m 4lo.c. AT EDGES.
EXCAVATION AND CONSTRUCTION.CONTRACTOR WALL VERIFY ALL DIMENSIONS IN THE FIELD.SHOULD A DISCREPANCY BE Sd NAILS Wo4. AT INTERMEDIATES. MNIMUN LINTEL REINF:
FOUND STOP WORK IMMEDIATELY AND NOTIFY ARCHITECT.WOW CANNOT PROCEED UNTIL ARCHITECT GIVES HIS WRITTEN
AUTHORIZATION TO DO $0. 1'* 1 50TTOM
1. ROOF DIAPHRAGM WALL COMPLY WITH THE DESIGN RECOMMENDATIONS OF NAPA. DESIGN CONSTRUCTION
18)THE USE OF A SCALE TO 013TAN DIMENSIONS NOT WOW ON THE PLANS 16 STRICTLY FORBIDDEN.THE ENGINEER WILL ROOF FLAN 5�40WIN(�; SCALE: N.S.T. M
GUIDE - DIAPHRAGMS' AND THE LOCAL BUILDING CODE.
NOT BE RESPONSIBLE FOR ERRORS RESULTING FROM SUCH ACTIONS. A;
2,PLYWOOD SPANS, WALL BE 1"2' MINIMUM THICKNESS,AND WALL BE CONTINUOUS OVER TWO ZONES 1, 2 3
IS)CONTRACTOR TO LOCATE ALL EXISTING UTILITIES PRIOR TO EXCAVATION. OR MORE $PANS,WITH FACE GRAIN PERPENDICULAR TO THE SUPPORTS . SAFE LOAD TABLES
GRAVITY, UPLIFT + LATERAL LOADS
20)USE CONCRETE MASONRY UNITS CONFORMING TO AS.T.M.CW: DESIGN F'm a tW PAL 3.CONNECT PLYWOOD DIAPHRAGM TO STRUCTURE WITH 8d GALVANIZED NAILS,SPACED AT 6Vc.MAX AT SUPPORTED FOR G r;
WHERE ANCHOR BOLTS ARE SET IN MASONRY WALL,FILL BLOCK CELLS WITH GROUT FOR BOLTED COURSE EDGE$ AND AT (Vac.ALONG INTERMEDIATE SUPPORTS. Z
z
ADD ONE GROUTED CELL ABOVE AND TWO GROUTED CELLS BELOW ANCHOR ELEVATION GABLE ENDS NAIL SPACING WALL BE 5d NAILS 0 4'o c.MAX. 8' PRECAST + PRESTRESSED U-LINTELS 8' PRECAST + PRESTRESSED U-LINTtL,8 W Z
21)GROUT USED IN THE WOW WALL CONFORM TO AM 0416 WITH A SLUMP MIN OF S' TO 11',PROVIDE CLEANOUT AND GRAVITY UPLIFT LATERAL
4. INSPECTIONS: WALL COMPLY WITH THE LOCAL BUILDING CODE REQUIREMENTS FOR INSPECTIONS(BY THE MUNICIPALITY, 4
INSPECTION HOLES AT FILLED CELLS AT BOTTOM COURSE. ARCHITECT OR ENGINEER)OF SPECIFIED COMPONENTS OF THE ROOF STRUCTURE REQUIRING INSPECTIONS. 8F8-OB 8F12-OBBF16-OB8F22-0 B8F24-OBaF28-OBBF32-OB 8F8-1T 8F12-lTBF16-ITSF20-lTSF24-ITBF28-1 T8FV%lT
ALL MORTAR WALL CONFORM WITH ASTM C210 8U8 8U8 8F8 <4
8F8-1 B 81`12-1 B BF1 6-1 B 8F20-18 8F24-1 B 8F28-1 B 8F32-I B 8F8-2T SF12-2T 81`16-2T BF20-2T 8F24-2T 8F28-21 W, C) C) c\j
3166 4473 6039 7526 9004 10472 11936 2727 2878 4101 5332 6569 7811 W 5 z W. 1,
22)POUR GROUT IN LIFTS NOT TO EXCEED 4' 2--10'(34") PRECAST 2,302 3166 4473 6039 7526 9004 10472 11936 2'-10'(34") PRECAST 2727 2784 3981 5190 6407 7630 8857 2021 2021 E- In
DESIGN LOAD CALCULATIONS 3138 3377 4689 6001 7315 8630 9947 2165 2289 3260 4237 5219 6204 7192 cn w
23)GROUT USED N THE WORK WALL OBTAIN A MINIMUM COMPRESSIVE STRENGTH OF 30M PSI IN 28 DAYS. 3'-6-(42") PRECAST 2302 3166 4473 6039 7526 9004 10472 11936 3'-6"(42") PRECAST 2165 2215 3165 4125 5091 6061 7036 1257 1257 �D I
19 cn E- -
GROUT SLUMP REQUIRED ----- 8' TO 11' PROVIDE CLEANOUT HOLES AT TOP,MIDDLE 4'-0"(48") PRECAST 2029 2325 2496 3467 4438 5410 6384 7358 4'-0"(48") PRECAST 1878 1989 2832 3680 4532 5387 6245 E" 0
- 0 1878 71-10- 938 938
2646 4473 6039 7526 9004 10472 11936 1925 2750 3583 4422 5264 V) .4
24)THE FOUNDATION HAS BEEN DESIGNED BY RATIONAL ANALYSIS $0 THAT T44E PRESSURE DUE TO THE COMBINED DEAD TOP CHORD 15 PSF 1787 1913 2657 3403 4149 4896 5644 1660 1762 2507 3257 4010 4767 5525
ROOF DEAD LOAD 4'-6"(54") PRECAST 1651 2170 4027 6039 7526 9004 10472 9668 4'-6"(54-) PRECAST 1660 1705 2435 3171 3913 4658 5406 727 727
LOAD, LIVE LOAD,AND WIND LOADS(ECCENTRIC OR OTHERWISE)DOES NOT EXCEED THE ALLOWABLE SOIL BEARING BOTT CHORD 10 PSF
1223 1301 1809 2317 2826 3336 3846 1393# 1484 1 2110 2741 3375 4010 4648 Z to
VALUE (20M PSF). 5-4"(64") PRECAST 1184 5-4"(64") PRECAST 505 505
ROOF LIVE LOAD 30 PSF 1665 2889 5057 1 6096 5400 6424 7450 1393 1437 2050 2670 3293 3920 4549
25)THIS ENGINEERED MASONRY SYSTEM WAS BEEN DESIGNED IN ACCORDANCE WITW A.C.I.530.1-92 AND 530-2, AACE. 5'-10'(70") 5
PRECAST 972 1000 1059 1474 1889 2304 2721 3137 -101(70") PRECAST 1272* 1357 1930 2505 3084 3665 4247 418 418
4144 5458 4437 5280 6122 1 1272 1315 1875 2441 3010 3583 4157
5-W AND 6-W,T.M.S.402.W AND 602-W AND TWE SOUTH FLORIDA BUILDING CODE, 1994 DADE COUNTY. 1459 2464
1255 2101 3263 2746 3358 3971 4585 1141* 1200 1733 2250 2769 3290 3812
6'-6-(78") PRECAST 937 6'-6"(78") PRECAST 707 887
DE4D OAD ......... 2:,� 1-!� 1255 2101 3396 5260 7134 8995 6890 1141 1182 1684 2192 2703 3216 3732
20 A SPECIAL INSPECTION BY A FL,CERTIFIED ENGINEER OR SPECIAL INSPECTOR WILL BE REQUIRED FOR ALL ENGINEERED
1029 1675 2385 1994 2439 2886 3333 959* 912 1475 1914 2354 2797 3240
MASONRY CONSTRUCTION,SOIL COMPACTION AND FOR TRUSSES OVER 40-0'. 7'-6"(90") PRECAST 767 7'-6"(90") PRECAST 591 2657t,,
FLOOR LIVE LOAD 40 F 1029 1675 2610 3839 5596 6613 5047 990 1029 1466 1907 2351 2797 3245
632 1049 1469 1210 1482 1754 2027 801 612 980 1269 1560 1852 2144
21)ALL SPECIFIED MATERIALS AND CONNECTORS CAN BE SUBSTITUTED WITH EQUAL OR BETTER, WITH THE APPROVAL 9'-4"(112")PRECAST 573 9'-4"(112")PRECAST 454 630
768 1212 1818 2544 3469 4030 3127 801 755 1192 1550 1910 2271 2634
OF ENGINEER OF RECORD. 482 802 1125 915 1122 1328 1535 716* 498 793 1027 1261 1496 1731
29)ALL STRUCTURAL LUMBER TO BE SOUTWEFN PINE No.2 OR BETTER INT.PARTITIONS &PSF (NON BEARING) 10'-6'(126") PRECAST 45566 658 1025_ 1514 2081 2774 3130 2404 10'-6'(126") PRECAST 716 611 1039 1389 1711 2634 --i,-358 396 493
MINIMUM BENDING STRESS, P0 1200 PSI. YOUNG'S MODULES, E 1,5WOM M. 11'-4"(136") PRECAST 445 598 935 1365 1854 2355 1793 2075 ll'-4'tl36-) PRECAST 666* 439 696 899 1104 1309 1515 363 556
MACWANICAL 4 PSF 598 935 1365 1854 2441 3155 4044 666 535 905 1295 1595 1896
12'-OT144") PRECAST 414 545 864 1254 1669 2074 1570 1818 12'-0'(144") PRECAST 607- 400 631 816 1001 1186 1372 340 494
555 864 1254 1693 2211 2832 3590 631 486 818 1209 1514 1799 2086
427 726 1028 1331 1635 1224 1418 500* 340 532 686 841 997 1153
13'-4'(160") PRECAST 362 9 13'-4'(160") PRECAST 302 398
BALCONY 4 STAIRS LIVE LOAD _lW PSF 485 748 1076 1438 1855 2343 2920 573 40 1 6 2 1004 1367 1637 1897 -1
14'-0'(168") PRECAST 338 381 648 919 1 1190 1462 1087 1260 14'-0'(168") PRECAST 458* 316 1 493 635 778 922 . 1065 286 360
1 455 700 1 1003 1 1335 1714 2153 A2666 548 378 1 629 922 1254 1567 1816
6' CONCRETE SLAB DL —15 PSF *REDUCE VALUE BY 25% FOR GRADE 40 FIELD REBAR
REINF,`_'RCEC CONCRETE NO.E6
8' PRECAST + PRESTRESSED U-LINTELS 8" PRECAST + PRESTRESSED U-LINTELS
P E>(TEND BOTTOM BAR 6 e- F:'Aa,T ALL 0PENING5 GREATER AN 3'-VON BOTW 51DE6, WIND DESIGN PER ASCE 1-S8 lc~wm GRAVITY UPLIFT LATEF
2)TIE BEAMS WALL BE CONTINUOUS REINFORCEMENT,PROVIDED BY LAPPING SPLICES NOT LESS THAN 30'. MEAN ROOF WEIGHT 8RF6-08 8RF 0-(* 8RF14-OB 8RF18-08 SRF22-OB BRF26-OB 8RF30-OB 8RF6-IT 8RF10-1T8RF14-1T8RF18-1T8RF22-I W26-MRF30-17
BRU6 8RU6
CONTINUITY WALL BE PROVIDED AT ALL COWERS BY BENDING 2 BAR$FROM EACH DIRECTION AROUND THE NET UPLIFTS SHOWN WEREN ARE BASED ON (GROSS UPLIFT) $RF6-1B 8RFIO-18 8RF14-1B 8RFI8-lB ORF22-1B 8RF26-18 8RF30-1B 8RF6-2T ORF10-2T8RF14-218RF18-27ORF22-218RF26-2TBRF30-21
COFNER 30' CR BY ADD.NG 2# 5 SENT 30� E. LEG� LESS 10 PSF (DEAD LOAD)PER ASCE COMPONENTS AND CLADDING 4'-4- (52") PRECAST 1489 1 591 3053 2982 3954 4929 5904 6880 4'-4- (52") PRECAST 1244 1573 2413 3260 4112 4967 5825 932
1827 3412 4982 6472 7947 9416 10878 1244 1519 2339 3170 4008 4850 5696
3)CONTINUITY AT COLUMNS WALL BE PROVIDED BY CONTINUING HORIZONTAL REBARS TWf;4j COLUMNS OR BY ZONES I AND 2 4'-6" (54") PRECAST 1357 1449 2782 2714 3600 4487 5375 6�64 4'-6- (54-) PRECAST 1192 1507 2311 3121 3937 4756 5577 853
1702 1 3412 4982 6472 7947 1 9416 10878 1192 1455 2240 3036 3837 4643 5453
5END'Nr3 -. ORIZl'_'l'NT4L REINF, INTO COLUMN6 A D'$TANCE OF 30'� ZONE I - --------- 32.8 PSF 5'-8" (68") PRECAST 785 832 1602 1550 2058 2566 3075 3585 5'-8" (68-) PRECAST 924* 1172 1795 . 2423 3055 , 3689 4325
ZONE 2. 61.4 PSF 1153 2162 4074 6472 6516 5814 6839 924 1132 1741 1 2357 1 2978 1 3603 4230
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 896- 1138 1742 1 2352 1 2965 1 3581 4198
5'-10"(70") PRECAST 715 5-10"(70") PRECAST -i— _i, 4106
'OF OF TWE TIE BEAM, 1103 2051 3811 6472 6516 5450 6411 896 1099 690 1 22�� ig i
907 1677 2933 3 3872 4522 778 882 ..., i —
6'-8" (80") PRECAST 822 2576 1 322 6'-8" (80-) PRECAST Wil.) 2042 2573 .3107 3642
1 1 907 1 1677 1 2933 4100 1 6730 1 8177 6707 778 956 1.468 1987 2509 3035 _v-,ri
NN, 8
*REDUCE VAI JE BY 15% FOR GRADE 40 FIELD REBAR
PRODUCT CONTROL NOTICE
C OF ACCEPTANCE
F.E.C.P. CORPORATION-CAST-CRETE DIMSION
ACCEPTANCE NO.: 96-0613.01
EXPIRES: 05/21/01