11-1184-017CANTILEVER TOP
15rAR5
12 50
CANTILEVER 'L' DIA�
A. REFERENCES
1. FLORIDA BUILDING CODE 2001 W/ 2009 REV15ION5
2. ASCE 1 -2005
B. GENERAL
1. THE CONTRACTORSPALL FIELD CHECK ALL DIMENSIONS ON THE STRUCTURAL DRAWINGS AND VERIFY SAME
ON THE ARCHITECTURAL SET. ARCHITECTURAL DETAILS SUCH A5*- 5LA8 DEPRE55fON5, WATERPROOFING,
CURBS, MECHANICAL OPENINGS, FASCIA FRAMING AND BRACING SHALL BE INSTALLED AS SHOWN, ON THE
ARCHITECTURAL 5ET.
2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR SHORING AND BRACING TO ENSURE SAFE WORKING
CONDITIONS AT ALL TIMES. ALL GON15TRUCTION SHALL CONFORM TO THE FLORIDA BUILDING CODE, 2004
C . CONCRETE
1. SHALL BE A MIX DE5IGNED IN ACCORDANCE WITH A.C.1. 301 (2005 EDITION) TO ACHIEVE A 25 -DAY
COMP =55IVE STRENGTH CiF 3,000 P.51 AND A MAXIMUM WATER - CEMENT RATIO OF 0.60 BY WEIGHT AND A
SLUMP OF 4" UON ON PLAN.
2. ALL CONCRETE SHALL CONTAIN AN ENGINEER - APPROVED A5 C -4'34 TYPE 'D° ADMIXTURE (WATER
EDUCING RETA ER), AIR ENTRAINED AGENT SHALL CONFO TO ASTM C -260, ACCEPTABLE AIR
ENTRAINING ADMIXTURE. DARER "AEA' BY W. R. GRACE d CO., OR APPROVED EQUAL.
3. CONCRETE ON EXPOSED BALCONIES, SLABS, BEAMS AND STAIRS SHALL HAVE THE TOP SURFACE COATED
WITH 'ALKYL- ALKYOXY SILANE 5EALER' OR ENGINEER - APPROVED EQUAL IN ACCORDANCE WITH
MANUFACTURERS RECOMMENDATION5. WATER /CEMENT RATIO IN EXPOSED BALCONIES SHALL BE 0.40 BY
WEIGHT. THI5 CONCRETE SHALL HAVE A STRENGTH .1.
5000 P.5
4. T N v
5PORTATION, PLACING AND CURING CONCRETE SHALL COMPLY WITH A.C.I. 3I5 BUILDING CODE
(2005)
5. ALL CONCRETE STRUCTURAL COMPONENTS SHALL HAVE CONCRETE STRENGTH TESTED IN ACCORDANCE
WITH A.S.T.M. STANDA S, F.B.C. 2001 W/ 2009 REVISION, AND A.C.I. 318 (2002). TEST CYLINDERS MUST BE
TAKEN EVERY 50 CUB €C YARD5 ON CONCRETE PRIOIR TO PLACEMENT. TESTING LAB SHALL PROVIDE COPIES
OF CONCRETE TEST RESULTS TO ENGINEER'5 OFFICE FOR REVIEW.
6. CONCRETE MIX DESIGN SHALLBE SUBMITTED TO ENGINEERS OFFICE FOR REVIEW.
1. CONTRACTOR SHALL CHECK ALL DRAWINGS AND APPLICABLE MANUFACTU ER '5 SHOP DRAWING5 FOR
LOCATION OF ALL EMBEDDED ITEMS, SUCH AS PIPE SLEEVES, ANCHOR BOLTS, ETC, PRIOR TO PLACING
CONCRETE.
5. UNLE55 OTHERWI5E NOTED ON PLANS, MINIMUM CONCRETE COVER TO REINFORCING STEEL SHALL BE
MAINTAINED IN ACCORDANCE WITH CHAPTER 1, 5ECTION5 1.1.1, 1.12 d 1.1.3 OF ACI 318 -1395 EDITION, SPECIFIC
CONCRETE CO R5 ARE GIVEN IN THE FOLLOWING-
GRADE BEAMS. BOTT. = 3' CLEAR
TOP = 2' CLEAR TO TIES
SIDE = 2' CLEAR TO TIES
SLAB ON GRADE- BOTT. = 2' CLEAR WHEN POURED ON 6' MIL VAPOR BARRIER
TOP = 1 1/2' CLEAR
157 AND 2ND BOTT. = 3/4' CLEAR
FLOOR SLAB: TOP = 3/4' CLEAR
(INTERIOR, PROTECTED)
(EXTERIOR , BOTT. 1' CLEAR
UNPROTECTED) TOP = 1 1/2' CLEAR
COLUMNS 4 5EAM5m AS,5I4OW,4 ON DETAILS
9. CONC. DESIGN MIX SHALL BE REVIEWED 4 APPROVED BY ENGINEER CORD PRIOR PLACING ANY
DESIGN MIX.
D. REINFORCING STEEL
1. SHALL BE DEFORMED 5AR5, FREE FROM L005E RUST AND SCALE, 4 CONFORM TO A.5.T.M. A615 GRADE 60.
2. ALL ACCES50RIES 5HALL HAVE UPTURNED LEG5, AND BE PLASTIC DIPPED AFTER FABRICATION.
ACCE550RIES FOR REINFORCING SHALL BE INSTALLED IN ACCORDANCE WITH A.C.I. 315 (2005).
3. SUPPORT BARS SHALL BE S OR GREATER AND NOT SPACED MORE THAN 4' -0' O.C. SUPPORT BARS AND
ENDS OF MAIN RE NFORCINCz SHALL NOT EXTEND MORE THAN V -V PAST OUTERMOST CHAIR OR SUPPORT
4. A MINIMUM OF 3 SUPPORT BARS AND 3 INDIVIDUAL HIGH CHAIRS FOR EACH SUPPORT BAR SHALL BE
PROVIDED FOR TOP REINFORCING.
5. ALL PLACEMENT OF REINFORCING 5AR5 SHALL BE IN ACCORDANCE WITH THE MANUAL OF STANDARD
PRACTICE OF THE CONCRETE REINFORCING STEEL INSTITUTE.
6. PLASTIC TIPPED COLUMN SPACERS SHALL BE PROVIDED FOR VERTICAL COLUMN REINFORCING STEEL,
5UCH THAT A 2' MINIMUM CLEARANCE 15 MAINTAINED,
E. STRUCTURAL STEEL
NOTED OR SHOWN ON • • : a O AND • SHALL
TOUCH-UP BE DESIGNED FOR TWO-THIRD5 OF THE ALLOUJ45LE LOAD ON THE MEMBER, AS DEFINED IN THE AISC TABLE
FOR ALLOWABLE LOADS ON BEAMS.
'I. GROUT FOR COLUMN 5A5E PLATE5 SHALL BE NON-5HRIN<, NON-METALLIC GROUT SUCH AS MA5TER FLOW
113,,45 MANUFACTURED 5-f- MA5TER, 5UILDER5 OR APPROVED EQUAL (5000 Pat MINIMUM)
a. ALL EXPOSED STRUCTURAL STEEL MEMBERS SHALL BE HOT Dlf=f=EC) GALVANIZED AFTER FABR�CATION.
IN FIELD AT REQUIlE !►
ALL WELDING TO BE DONE BY CERTIFIED WELDERS. WELDING SHALL BE MADE WITH EiOXX ELECTRODES
AND CONFORM TO THE CURRENT RECOMMENDATIONS OF THE A.1.5.C. AND THE AMERICAN WELDING SOCIETY.
G. MASONRY
1. CONCRETE MASONRY UNITS SHALL COMPLY WITH THE PROVISION5 OF T HE STANDARD SPECIFICATION FOR
DESIGN AND CONSTRUCTION OF LOAD BEARING CONCRETE MASONRY, NCMA TR -155 AND ACI 530.1.
2. HOLLOW MASONRY UNITS SHALL CONFORM TO A5TM C -90, PE -1, "STANDARD SPECIFICATION5 FOR
HOLLOW LOAD BEARING CONCRETE MA50NRY UNITS'
3. MORTAR SHALL CONFORM TO A5 C -210, TYPE 'M' WITH A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS
F 2500 P51.
4. HORIZONTAL JOINT REINFORCING SHALL BE STANDARD NO. 9 LADDER TYPE FOR S" THICK MASONRY
UNITS, AS MANUFACTURED BY 'DUR- O -WAL, HOT DIPPED GALVANIZED, OR ENGINEER APPROVED EQUAL
PLACED AT EVERY 2ND BLOCK COURSE (16' VERTICALLY) FOR ALL INTERIOR AND EXTERIOR WALLS. THE
JOINT REINFORCING SHALL EXTEND 8' INTO ADJACENT COLD 5.
5. WHEN COLUMNS ARE CONSTRUCTED FIRST, BLOCK AND COLUMN SHALL BE TIED THRU 20 GAUGE
GALVANIZED CORRUGATED DOVETAIL 5LOTS AND 1' X 5' X 16 GA. GALVANIZED CORRUGATED DOVETAIL
ANCHOR5 AT THE SAME LOCATION AND 5PACING AS THE HORIZONTAL JOINT REINFORCING-LED IN
6. WHENEVER ANCHOR BOLT5 ARE TO BE SET IN MASONRY, TWO CELLS AT THE SETTING LOCATION SHALL BE
FILLED WITH CONCRETE.
1. MAXIMUM POUR LIFT FOR MASONRY UNITS AND GROUT POUR HEIGHT SHALL BE 4` -0'.
S. SLUMP 9' + 1' FOR GROUT
9. REFER TO ADDITIONAL REINFORCING NOTES ON FLOOR PLANS.
10. COMPRESSIVE STRENGTH OF UNIT MASONRY SHALL BE MIN. OF 11300 P51 RESULTING IN F'm = 1500 PSI
II. COMPRE551 E STRENGTH OF GROUT SHALL BE 3,000 P51 9 25 DAYS
H. NOA /SPECIALTY ENGINEER
1. ALL PRE - ENGINEERED, PREMANUFACTURED ITEMS REQUIRE MIAMI -DADE NOTICE OF APPROVAL (NOA). CERTAIN
ENGINEERED ITEMS REQUIRE ANALYSIS, DESIGNS, DRALUING5 d DETAILS TO BE PROVIDED BY THE
CONTRACTOR'S/MANUFACTURER'S SPECIALTY ENGINEERS) REG16TERIED TO PRACTICE IN THE STATE OF FLORIDA. THE
SPECIALTY ENGINEER'5 SERVICE MAY ALSO BE REQUIRED WHEN REQUESTED BY THE ENGINEER OF RECORD (EOR).
THESE ITEMS INCLUDE, BUT NOT LIMITED TO:
2. FOR ITEMS THAT REQUIRE ANALYSIS, DESIGNS, DRAWINGS 4 DETAILS BY THE SPECIALTY ENGINEER, THE
CONTRACTOR SHALL PROVIDE ALL 5UGH 5ERVICE5 THRU H15 5PECIALTY ENGINEER(5) AT NO ADDITIONAL C05T TO THE
OUNER OR TO THE ARCHITECT/ENGINEER. ALL 5UGH CALCULATION5 AND DRAWING5 SHALL BE DULY SIGNED AND
SEALED BY THE CONTRACTOR'S SPECIALTY ENGINEER(S).
I. SHOP DRAWINGS
PRIOR TO FABRICATION, SUBMIT TO THE STRUCTURAL ENGINEER FOR REVIEW, FOUR 5ET5 OF SHOP DRAWINGS FOR ALL
REINFORCING A STRUCTURAL STEEL (CERTIFIED MILL TE5T5 ARE AL50 REQUIRED PRIOR TOERECTION). FOR
COMPONENTS OUTLINED IN NOTES 'J SUBMIT FOUR SETS OF SHOP DRAWINGS 4 DESIGN CALCULATIONS SIGNED a
SEALED BY FABRICATORS 5PECIAL ENGINEER REGISTERED TO PRACTICE IN THE STATE OF FLORIDA.
J. BRACING
1. THE FRAME SHALL BE BUILT TRUE AND PLUMB AND TEMPORARY BRACING SHALL BE INTRODUCED WHEREEVER
NECESSARY TO TAKE CARE OF ALL LOADS TO WHICH THE STRUCTURE MAY BE SUJECTED. INCLUDING EQUIPMENT AND
OPERATION OF SAME. SUCH BRACING SHALL BE THE REP5ONSIBILITY OF THE GENERAL CONTRACTOR AND SHALL BE
LEFT IN PLACE AS LONG AS REQUIRED FOR SAFETY.
2. PRECA5T 5TRUCTURE5 MUST HAVE ERECTION BRACING TO 5U5TAIN WIND VELOCITY OF 15 M.P.H. AND CONTRACTOR
SHALL PROVIDE BRACING SHOP DRAWINGS SIGNED AND SEALED BY PROFESSIONAL ENGINEER REGISTERED IN THE
STATE OF FLORIDA.
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