00-0495-049 -i-i�-
.,
GENERAL NOTES REINFORCED FOUNDATION NOTES 1/2 (1,I or L2, HHICHEVER 15
3' N IS GREATER) + "b° 45 BAR DIAMETER I/4 (1,2)
STANDARD
1)STRUCTURAL CONCRETE SHALL CONFORM WITH ACI-301 IT SHALL REACH A MINIMUM Ca'IPRESSIVE STRENGTH 0100 HOOKS
u ALL Opp N PLACE CONCRETE FILL CELLS AND TIE BEAMS TO BE 3000 PSI AT 18 DAYS MM OF 2500 PSI M 18 DAYS FOR SLABS AND 3000 PSI FOR BEAMS AND ��'
a . •
2)ALL CONCRETE WORK M ACCORDANCE WITH ' SPEGNFIGATION&FOR STRUCTURAL 2)AGGREGATES SHALL BE CLEAN AND GRADED MAX IMIU'1 SIZES 3/4' CONCRETE ASTM C-33 SHALL CONFORM TO ,z •• • . • . '°
CONCRETE FOR BUILDING' (ACI-308-1I) ASTM C-94 CONSTRUCTION NSTRUC/TION ° '• ••.
NO ADMIXTURES PERMITTED WITHOUT WRITTEN APPROVAL OF ENGINEER 3)CONCRETE TESTING IS RECAJIRED AS FOLLOWS I SET OF 5 CYLINDERS FOR EVERT 50 GU YDS.OF CONCRETE JOINT •• .
r• , •• ' • • • • ' • 4
3 AS PER ASTM C-94
4)FOOTING SIZES AND REINFORCEMENTS BASED ON A PRESI�IPWTH MED DUTY VIBRATORY TO 2,
CAPACITY OF 2000 PSF.COMPACT BOTTOM OF EXCAVATION 4)MAXII"L!'1 PERMIS�iIBLE SUJ'1P IS 5-6' M STRUCTURAL CONCRETE IINTH TIC EXCEPTION BEING SAND CEMENT .
CAp GROUT 5TIRRUP� 48 B R IA TER 36 B R- IA ETER
ROLLER WITH A MINIMUM OF 3 OVERLAPPING PASSES- .
5)COMPACT INTERIOR FILL TO 95'� OF MODFED PROCTOR MAXNhAJM1 DRY DENSITY AS PER 5)REINFORCING STEEL SHALL CONFORM TO ASTM A-615 GRADE 60.REINFORCING STEEL SHALL 13E DETAILED AND t CONCRETE COLUMN
ASTM D - 1981 AT OPTNIMIJMI MOISTURE CONTENT. FABRICATED ACCORDING TO THE 'MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE TYPICAL
STRUCTURES'.HOOK ALL DISGONTNUOUS TOP REWORCMG.PROVIDE CORNERS WITH 20 5 X 4'-0' BARS.
6)PRIOR TO CONSTRUCTION PROVIDE TERSE PROTECTION TREATMENT TO SOIL N CLEAR COVER FOR REINFORCING BARS SHALL BE:
ACCORDANCE WITH RATIONAL PEST CONTROL Ag60C.IATION' STANDARDS FOOT 3' ORt•Ep FACES_ 3'
1)PROVIDE CLEANOUT OPENING AT THE BOTTOM OF REINFORCED MASONRY CELLS THAT ARE BEING 51.,486 3/4' FORMED(ACES M 6° LI b 1,2
FILLED TO ENSURE THAT THE CELL IS FILLED.F'RO'NDS WEEP HOLES AT V3 AND 2/3 OF SPAN BEA%!COLUMNS_I In$ CONTACT IWEARTH_ 1' CLEAR SPAN CLEAR 5PAN
MIN.
8)THE SUBSURFACE SOIL PROFILES AT THIS PROJECT OR SMALL� SNMIDA�CCEPTAN3LE TECHNKiE� SOIL STATEMENT
APPLICATIONS OF DYNAMIC PRECom RE _
mmlo TED UNDER THE DIRECTION OF A C ALFEDs OT DAL ENGINEER AS TO ACHIEVE THE REQUIRED
DBE OF AND DESIGN
W TI•E GEOTECENIGAL BNGI�EER FaFt THE GROI,t�D A�'�
IC,J►TION5 SHALL ISSUE AS PER VISUAL INSPECTION SOIL CONDITIONS AT THIS SITE ARE SAND t ROCK WITH A MM BEARING TYPICAL CONCRETE ��A1�f/GO1_U1�IN i�� I NI=Ofi�G�I"IENT
A PROFES&IONAL- CERTIFICATION FOR EACH NDK DUAL BUILDING OF THIS PROJECT,ATTESiTNG TO THE CApACRY OF 2000 PSF SHOULD OTHER CONDITIONS OR MATERIALS BE ,THE ENGINEER SCALE: N.TB.
SATISFACTORY FOLNDATION SOIL COND=N5 AND THE ACHEVI'ENT OF THE DESIGN BEARING VALUE BEFORE SHALL BE NOTFIED PRIOR TO PROCEEDING WITH THE WORK THE ARCHITECT OR ENGINEER SHALL TYPE DESIGNATION
CONSTRUCTION IS At-LOAD TO COMMENCE FOR ANY BUILDING. SUPPLY A LETTER ATTESTING THAT THE SITE HAS BEEN OBSERVED AND THE FOUNDATION CONDITIONS
ARE SIMILAR TO THOSE UPON WHICH THE DESING 15 BASED ON. SEE SFBL.SECT.2403• Cs
F = FILLED WITH ROUT / U = UNFILLFED
10)ALL REIN.STEEL SMALL CONFORM TO ASTM A-bb GRADE 60.REINFORCING STEEL SMALL BE DETAILED 3'_0' 3'-0'
AND FABRICATED ACCORDING TO THE 'MANUAL OF STANDARD PRACTICE FOR DETAILING IRENFFORCED CONCRETE
STRXT�S, LAP CONTINOUS REINFORCING A MM OF 30' N BEAMS 36 BAR DIAMETERS IN SLABS. QANTITY OF N 01 REBAR AT
ISCaNTNOt1S TOP� PROVIDE AT ALL �ft�60' LONG BENT rgo"�T OM OF LINTEL CAVITY II!
MOCK ALL D STRUCTURAL NOTES Q Q i Q f
II)PROVIDE 25 48' DIAGONALLY AT ALL CO'INNERSOF OPENINGS WIDER THAN 15' 1 8F8— 1 V
O
12)CLEAR COVER FOR REINFORCING SMALL. BE: 3/4' APPLICABLE CODES: NOMINAL WID TH
_.
SLAB&- A. SFB.C.1999 DADE COUNTY EDITION
FORMED FACES N CONACT WITH EARTH _ 2'
B: AG.I.318-99 REINFORCED CONCRETE 3--09
RIDCsE 2 3 NOMINAL NEICsHT
UNFORMED FACES 3'
' C: REINFORCED MASONRY BY AZ.I.530-99 AND
13)ALL BLOCK MASONRY WALLS SHALL HAVE WAZONTAL REINFORCEMENT ' DUR-O-WALL LADDER TYPSPACED BLS THEM DESIGNERS GUIDE BY ACJ,TM.S,ABLE.
I6' ON CENTER USE PREFABRICATED CORNERS AND TEES BY VUR-O-WALL AT CORNERS,AND JLINCT E: WINO ANALYSIS AND DESIGN PER A&CF.1-88. J
MASONRY UNITS SMALL BE 2 CELL HOLLOW LINTS CONFORMING TO ASTM C-90 WITH COMP'RES6IVE STRENlrsTH U • �°• GROUT
OF 500 PSJ.ON THE NET CROSS-SECTIONAL AREA AND SMALL BE LAID N RLINMNG BOND.MORTAR SHALL. O
.: BE TYPE '6' REI�FORCNG STEEL fy = 6000 PSJ. fa = 1400 PSJ.Es = 290001800 PSJ. d ?
ST AJSL.STEEL Lyn = 1,35000 PSJ. N = Ee/En = 21,48 REBAR At BOTTOM
µ)STRUCTURAL STEEL SHALL BE FABRCATED AND ERECTED N ACCORDANCE WITH THE LATE ALL BLaX 8' AS.TM C-90 HOLLOW UNIT MASONRY DESIGN rm = 100 PSJ. l z • • OF LINTEL CAVITY
CONSTRUCTION MNAU L AND SHALL CONFORM WITH THE LATEST ASTM SPECFICATIONS BOLTS SHALL CONFORM GROUT SMALL COMPLY WITH ASTM 0416,18 DAYS MN.COMP.STRENGTH = 3;000 PSJ. '- `A 'TOM REII�ORGINCs
TO AST)M1,A325,ANC14OR BOLTS SMALL CONFORM TO TO ASTM A301.ALL WELDING SMALL BE PERFORMED GROUT SLUMP� � ----- 8' TO 11' PROVIDE CLEANOUT HOLES AT TOPp'IIDDLE PROVIDED IN LINTEL
BY CERTFED WELDERS. AND (VARIES)
AND BOTTOM OF FILLED CELL 19132' COX PLYWOOD DECKINCs NAILED TO TRUSSES
6)GONTRAGTOR SHALL SUBMIT I IN 10 INE AND I REPRODUCIBLE SET OF SHOP DRAWINGS TO THE ARCHITECT FOR MORTAR SHALL COMPLY WITH ASTM 210 w/8d NAILS, AS PER ZONES.
APPROVAL PRIOR TO THE FABRICATION OR ERECTION O:ALL REINFORCING AND STRUCTURAL STEEL. COMPONENTS MORTAR SLUMP REQUIRED ----- 5' TO 8' TYPE AS PER 5FB.C.1102J0b 1-5/8' ACTUAL
16)CONTRACTOR SMALL WORK THE STRUCTURAL
PLANS N CONDUCTION IIATN THE ,MNECHbWNICAL,ELECTRICAL, CONTRACTOR TO CONSOLIDATE GROUT LIFTS WITH 3/4' VIBRATOR S (D O : 8d NAILS 0 fo'o , THROUW4OUT- 8' NOM'I THAI<LID: .
AND PLIAMNBNG DRAIIlING6• p IN F:
n)CONTRACTOR SMALL BE FOR PROTECT
OF ADJACENT ST'RUCAJRES,STREETS,AND SIDEWALKS DURM PLYWOOD ROOF DIAPHRAGM ZO O : 8d NAILS • 4'o.a. AT EDCsES. MIN I I I U I�l L I N T E� ICE I I`1F:
EXCAVATION AND CAN6T'FaJCTIONI CONTRACTOR SHALL YERFY ALL DAMElNFilONIS N 7HE�'SHOULD A DISCREPANCY BE : 8d NAILS � b'o:c. AT INTERMEDIATE .
MMEDIATELY AND N1o1rFY ARCHITECT.WORK CANNOT PROCEED UNTIL ARCHIn1:cT GIVES HIS uRITTEN 1# � }�O T T 01"I
FOUND STOP WORK 1 I '' '' II
AUTHORIZATION TO DO 50. L ROM DIAPHRAGM SHALL COMPLY WITH THE DESIGN RECOMMENDATIONS OF 'APA DESIGN/CONSTRUCTION �00 �N S O W I N� SCALE: N S T.
18)THE USE OF A SCALE TO OBTAIN DIIMENSIOW NOT SHOW ON THE PLANS IS STRICTLY FORLBIDDENL THE ENGINEER WILL GUIDE - DIAPHRAGMS' AND THE LOCAL BUILDING CODE. ZONES 1, 2 4 3
NOT BE RESPOWABLF FOR ERRORS RESLLTNG FROM SUCH ACTIONS.
2.PLYWOOD ROOF DECKING sHAll 8E-19/32'MINIMUM THICIONESS,AND SHALL BE CONTINUOUS OVER Two SAFE LOAD TABLES
»CONTRACTOR TO LOCATE ALL EXISTING UTN.RES PRIOR TO EXCAVATION.
OR MORE SPANS,WITH FACE GRAN PERPENDICULAR TO THE SUPPORTS . FOR GRAVITY UPLIFT + LATERAL LOADS
• 20)USE CONCRETE MASONRY UN"CONFORMM TO ASTM CSO DESIGN F1n=500 PSJ. 3.CONNECT PLYWOOD DIAPHRAGM TO STRUCTURE WITH 8d GALVANIZED NAILS,SPACED AT 6bc MAX AT SUPPORTED
WHERE ANCHOR TS ARE SET N MASONRY WALL,FILL BLOCK CELLS WITH GROUT FOR:BOLTED COURSE EDGES AND AT boor—ALONG INTERMEDIATE SUPPORTS. 8• PRECAST + PRESTRESSED U—LINTELS 8" PRECAST + PRESTRESSED U—LIN'�
GROUTED Cam, ABOVE AND VO GROUTED CELLS BELOW ANCHOR ELEVATIONN GABLE �S NAIL SPACING SHALL BE Sd NAILS * 4'or-MAX 4~N44 mn UPLIFT
ADD ONE ' TO PROVIDE CLEANOUT AND C GRAVITY
21)GRIpUT USED N THE III7TN9C SHALL GANFOI�"I TO ASTM 0416 MATH A SLUMP MIIX OF 8 4. INSPECTIONS: SHALL COMPLY WITH THE LOCAL BUILDING CODE REGIl11REMENTS FOR INSPECTIONS (BY THE MUNICIPALITY, 8FO-08 8F12- 8F16- 20- 24- 28- 32- 8F8-1T SFi2-i SF1s-1T SF20-1T 24-iT 6F'
ION HOLES AT FILLED CELLS AT BOTTOM COLRt7E ARCHITECT OR ENGINEER)OF SPECIFIED COMPONENTS OF THE ROOF STRUCTURE REOUIRNG INSPECTIONS. LENGTH TYPE 8U8 8F8_18 SF12-16 8F16-18 20-1 8F24-1 26-18 32-78 LENGTH TYPE SFS-2T 8F12-2 76 2r zo-z 24-2 8F
INSPECT T FILLS fC WITH���� 3166 4473 6039 7526 9004 10472 11936 2727 2878 4101 5332 6569
ALL MORTAR SMALL 2'-10T34") 3166 4473 6039 7526 9004 10472 11936 2'-10'(34") PRECAST 2727 2784 3981 5190 6407
PRECAST 2302
n)PpR GROUT N LIFTS NOT TO EXCEED 4' DESIGN LOAD CALCULATIONS 3138 3377 4689 6001 7315 8630 9947 " 2165 2289 3260 4237 5219
S-6"(42") PRECAST 2302 S-6"(42") PRECAST 2165 2215 3165 4125 5("
3166 4473 6039 7526 9004 10472 11936
2325 2496 3467 r3403 38 5410 6384 7358 4'-0"(48 ) PRECAST 1878 1981 2832 3680
23)GROUT USED N TWWORK SMALL OBTAN A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI IN 28 DAYS. 4'-0"(48") PRECAST 2029 1878 1925 2750 3583
--- 8' TO h'PROVIDE CLEANOUT HOLES AT TOP' 2646 4473 6039 26 9004 10472 11936
GR�T SLUMP RE��IIRED - MIDDLE 1787 1913 2657 4149 4896 5644 1660 1762 2507 3257
TOP OMORD 5 PSF 4'-6"(54") PRECAST 1651 4'-6"(54") PRECAST 1660 1705 2435 3177 ATION HWS BEEN DESKsNED BY RATIONAL ANALYSIS SO THAT THE PRESSURE DUE TO TF E COMBINED �� 20 70 4027 6039 26 9004 1 336 9668 324)THE FOUND ROOF DEAD LOAD BOTT CHORD IO PSF 1223 1301 1809 17 2826 3336 3846 5'-4"(64") PRECAST 1393• 1484 2110 2741 3375
LOAD,LIVE LOAD,AS WIND LOADS!ECCENTRIC OR OTHERWISE)DOES NOT EXCEED TFE ALLOWABLE SOIL BEAR NG 5'-4"(64") PRECAST 1184 1665 2889 5057 96 5400 6424 7450 1393 1437 2050 2F!7,0 3293 3:
VALUE X2000. ROOF LIVE LOAD 30 PSF 1000 1059 1474 1889 2304 2721 3137 1272• 1357 1930 2505 3084 36
5'-10170") PRECAST 972 1459 2464 4144 5458 4437 5280 6122 5'-10'(70") PRECAST 1272 7315 t'tl75 2441 3010 3583
•25)TMI5 E MASONRY SY6TB1 HAS BEEN DESICs1NED IN ACCORDANCE WITH!ArGJ.5�0J-92 AND 530-2,ASZF. 1255 2101 3263 2746 3358 3971 4585 6'-6"(78") PRECAST 1 1-4 1200 1733 2250 2769 3290
5-V AND 6-�,T ,�-9Q AND 6W.92 AND THE SOUTH FLORIDA BUILDING CODE,IM4.DADE COVMY. 6'-6"(78") PRECAST 937 1255 2101 3396 5260 7134 8995 6890 7741 1182 1684 2192 2703 3216
FLOOR DEAD LOAD 25 1029 1675 2385 1994 2439 2886 3333 959• 9�2 1475 1914 2354 2797
GTION BY A FL CERMIED ENIsINEER OR SPECIAL INSPECTOR'WILL BE REaMM FOR�• EINGIN EERED T-6"(90') PRECAST 767 7'-6"(90") PRECAST 990 1029 1466 1907 2350 2797 3'
26)A SPECIAL —!40 PSI 1029 1675 2610 3839 5596 6673 5047
MASONRY CON1gTEUCTM SOIL COMPACTION AND FOR TRUSSES OVER 40'-0'. FLOOR LIVE LOAD 632 1049 1469 1210 7482 4754 2027 " 801• 612 19 1269 15110 2271 2744
9'-4"(112")PRECAST 573 9'-4"(112 )PRECAST 4
768 1212 1818 2544 3469 4030 3127 801 755 1192 1550 191 2271— 2634
MATEp gLS AND CONNECTORS CAN BE SUBSTITUTED WITH ECIJAL OR BETTER WITH THE APPROVAL .� 482 802 1125 915 7122 1328 1535 716• 498 793 1027 1261 1496 1731
21)ALL SPECFIED 658 1025 1514 2081 2774 3130 2404 10'-6126") PRECAST 396 493
101'-61126') PRECAST 456 711, 611 1039 1389 1711 2034 2358
OF ENGINEER OF RECORD• _8 PSF (NON BEARING)
NT.PARTITIONS 598 935 1365 1854 2355 1793 2075 6F;6• 439 696 899 1104 1309 1515
28)ALL STRUCTURAL LUMBER TO BE SOUTHERN PIS No.2 OR BETTER 11'-4'(136") PRECAST 445 11'=4' 136") PRECAST 363 556
TRE56 � _ ��� YOWCs'S MIDGES,E =I�J��• — 598 935 1365 1854 2441 3155 4044 666 535 905 1295 1595 1896 2198
4 PSF 545 864 1254 1689 2074 1570 1818 12' 0144") PRECAST 6 31 400 637 816 7001 1786 7372 340 494
M1NIMtA'1 BENDING 5 MACHANICAL -- -- 12' Ot144") PRECAST 414 � 864 1254 1693 2211 2832 3590 631 486 878 1209 1514 1799 2086
427 726 1028 1331 1635 1224 1418 5000 340 532 686 841 997 1153 302 398
13'-41160") PRECAST 362 485 748 1076 1438 1855 2343 2920 13'-4'(160") PRECAS". 573 409 s82 1004 1367 1637 1897
BALCONY 4 STAIRS LIVE LOAD tmm PSF _ 381 648 919 1190 1462 1087 1260 14'-0'168") PRECAST 5 8• 316 493 635 778 922 1065 286 360
141'-Ot168 ) PRECAST 338 455 700 1003 1335 1714 2153 2666 548 378 629 922 12E FIELD AR
*REDUCE VALUE BY 2576 FOR GRADE 40 FIELD REBAR
6'CONCRETE SLAB DL �PSF
RENFORC»CONICIMM NOTE 8' PRECAST + PRESTRESSED U-LINTELS 89 PRECAST + !PRESTRESSED U-LINTELS
Mfr GRAVITY CINth UPLIFT LATERAL
BOTTOM BARS 8'PAST ALL OPBNI'Is&GREATER THAN 3'-0'ON BOTH SIDES HAND DESIGN PER ASCE 1-88 8RF6-1T BRFip-1 eRF1a-t 9rtF15E Tr eRFZZ-, 9RFZ8-, sRF30-,
U EXTEND MEAN ROOF HEIsHR _+25'-4' ew6-os eRF.o-ae mma-ae eRF1a-oe OW2-18 eRF2-18 eRF3o-oe TYPE BRUS sRFs
TYPE �� LENGTH BRF6-2T 8RF10-2 Y�1iFj�»-z ertil6-z 2-2 9RF2e-2 eRF3o-z
LENGTH BRF6-18 eRF10-1e 8RF'14-1e 8RF18-+9 8RF22-1e sRFZS-19 8RF30-16
2)TE BEAMS SMALL BE CONTNJ0l5� •PROVIDED BY LAPPING SPLlCIE$NOT LESS ,LAN 30'• NET LEFTS SHOM HEREIN ARE BASED ON(CAM UPLIFT) 1591 3053 2982 3952 4929 9416 080 4'-4- (52") PRECAST 1244 1573 2413 3260 4112 4967 5825 932 932
00NTNURY SHALL BE PROVIDED AT ALL CORNERS BY BENDING 1 BARS FROM EACH DIRECTION AROUND THE 1,28610 PSF(DEAD LOAD)PER ASGE CQMIPONEtNTg AND CLADDING 4'-4" (52") PRECAST 0489 1827 3412 4982 6472 7947 9416 10878 1244 1519 2339 3170 4008 4850 5696
30' A BY ADDING 1 AT A �' EAICN LEG. 1449 2752 2714 3600 4487 5375 6264 4'-6" (54") PRECAST 1192 1507 2311 3121 3937 4756 5577 853 853
CORNER ZONES I AND 2 4•'-6" (54") PRECAST 1357 1702 3412 4982 6472 7947 9416 10878 1192 1455 2240 3036 3837 4643 5453
3)CONTINUITY AT COLUI S SMALL lE PRDED BY CONTINUING HORIZONTAL REBARS THRU COLUMNS OR BY 924• 1172 1795 2423 3055 3689 4325
ZOO 1 - 328 PSF 832 1602 1550 2058 2566 3075 3585 50i 501
gFU,TING HORIZONTAL NEW. NTOGOLIJ<NS A DISTANCE OF 30'. 5i'-8" (68") PRECAST 785 5'-8" (68") PRECAST g2a 1132 1747 2357 2978 3603 4230
1153 2162 4074 6472 6516 5814 6839
ZONE 2. - 61.4 PSF 779 1500 1449 1924 2400 2876 3352 896• 1138 1742 2352 2965 3581 4198 469 469
5'-10170-) PRECAST 735 1103 2051 3511 6472 6516 5450 6411 5'-10'70") PRECAST 896 1099 1690 2288 2891 3497 4106
4)MOM TOP OF VERTICAL BARS N ALL.TERINATINCs COUI'NS 2'BELOW TOP OF SLAB AND 3' BELOW 778 882 1513 2042 2573 3107 3642
TOP OF THE TIE BEAM (80") PRECAST 522 907 1677 2933 2576 3223 3872 4522 6'-8" (80") PRECAST 830 1100
907 1677 2933 4100 6730 8177 6707 778 956 1468 1987 2509 3035 3563
-REDUCE VALUE BY 15% FOR GRADE 40 FIELD REBAR
I
PRODUCT CONTROL NOTICE OF ACCEPTANCE
- F.E.C.P. CORPORATION-CAST-CRETE DMSION
ACCEPTANCE NO: 96-0613.01 '
EXPIRES: 05/21/01 I.
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