06-2124-011GENE i;P,,4L 5TFi ,I UC`fiUFRAL NOT E&
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A. REFERENCES
1. FLORIDA BUILDING CODE 2004
ED, 2. ASCE -7-02
B. GENERAL
1. THE CONTRACTOR SHALL FIELD CHECK ALL DIMENSIONS ON THE STRUCTURAL DRAWINGS AND VERIFY SAME ON THE
ARCHITECTURAL SET. ARCHITECTURAL DETAILS SUCH A5± SLAB DEPRESSIONS, WATERPROOFING, CURBS,
MECHANICAL OPENINGS, FASCIA FRAMING AND BRACING SHALL BE INSTALLED AS SHOWN ON THE ARCHITECTURAL
SET.
2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR SHORING AND BRACING TO ENSURE SAFE WORKING CONDITIONS
AT ALL TIMES. ALL CONSTRUCTION SHALL CONFORM TO THE FLORIDA BUILDING CODE.
C . CONCRETE
I. SHALL BE A MIX DESIGNED IN ACCORDANCE WITH A.C.I. 301 (19(B9 EDITION) TO ACHIEVE A 28 -DAY COMPRESSIVE
STRENGTH OF 3,000 P.S.I. AND A MAXIMUM WATER - CEMENT RATIO OF 0.50 BY WEIGHT AND A SLUMP OF 4'.
2. ALL CONCRETE SHALL CONTAIN AN ENGINEER - APPROVED ASTM C -494 TYPE 'D' ADMIXTURE (WATER REDUCING
RETARDER), AIR ENTRAINED AGENT SHALL CONFORM TO ASTM C -2 &0, ACCEPTABLE AIR ENTRAINING ADMIXTURE:
DAREX 'AEA' BY W. R. GRACE 4 CO., OR APPROVED EQUAL.
3. CONCRETE ON EXPOSED BALCONIES, SLABS, BEAMS AND STAIRS SHALL HAVE THE TOP SURFACE COATED WITH
'ALKYL- ALKYOXY SILANE SEALER" OR ENGINEER - APPROVED EQUAL IN ACCORDANCE WITH MANUFACTURERS
RECOMMENDATIONS. WATER/CEMENT RATIO IN EXPOSED BALCONIES SHALL BE 0.40 BY WEIGHT. THIS CONCRETE
SHALL HAVE A STRENGTH OF 5000 P.S.I.
4. TRANSPORTATION, PLACING AND CURING OF CONCRETE SHALL COMPLY WITH A.C.I. 318 BUILDING CODE (LATEST
EDITION).
5. ALL CONCRETE STRUCTURAL COMPONENTS SHALL HAVE CONCRETE STRENGTH TESTED IN ACCORDANCE WITH
A.S.T.M. STANDARDS, F.B.G. 2001, AND A.C.I. 318 (LATEST EDITION). TEST CYLINDERS MUST BE TAKEN EVERY 50 CUBIC
YARDS ON CONCRETE PRIOIR TO PLACEMENT. TESTING LAB SHALL PROVIDE COPIES OF CONCRETE TEST RESULTS
TO ENGINEER OFFICE FOR REVIEW.
G. CONCRETE MIX DESIGN 5HALL5E SUBMITTED TO ENGINEERS OFFICE FOR REVIEW.
1. CONTRACTOR SHALL CHECK ALL DRAWINGS AND APPLICABLE MANUFACTURER'S SHOP DRAWINGS FOR LOCATION
OF ALL EMBEDDED ITEMS, SUCH AS PIPE SLEEVES, ANCHOR BOLTS, ETC. PRIOR TO PLACING CONCRETE.
8. UNLESS OTHERWISE NOTED ON PLANS, MINIMUM CONCRETE COVER TO REINFORCING STEEL SHALL BE MAINTAINED
IN ACCORDANCE WITH CHAPTER -I, SECTIONS 1.11, i.12 4 113 OF ACI 318 -1995 EDITION. SPECIFIC CONCRETE
COVERS ARE GIVEN IN THE FOLLOWING:
FOOTINGS:
BOTT. = 3' CLEAR
TOP = 2' CLEAR TO TIES
SIDE = 2' CLEAR TO TIES
SLAB ON GRADE:
BOTT. = 2' CLEAR WHEN POURED ON ro' MIL VAPOR BARRIER
TOP = 1 1/2' CLEAR
I5T AND 2ND
BOTT. = 3/4' CLEAR
FLOOR SLAB:
TOP = 3/4' CLEAR
(INTERIOR, PROTECTED)
(EXTERIOR,
BOTT. = I" CLEAR
UNPROTECTED)
TOP = 1 1/2' CLEAR
COLUMNS 4 BEAMS: AS - SHOWN ON DETAILS
9, EACH CUBIC YARD OF CONCRETE SHALL CONTAIN A MIN, OF 5 BAGS OF CEMENT.
10, CONC. DESIGN MIX SHALL BE REVIEWED 4 APPROVED BY ENGINEER OF RECORD PRIOR PLACING ANY DESIGN
MIX.
D. REINFORCING STEEL
1. SHALL BE DEFORMED BARS, FREE FROM LOOSE RUST AND SCALE, AND CONFORM TO A.S.T.M. A615 GRADE BD.
2. ALL ACCESSORIES SHALL HAVE UPTURNED LEGS, AND BE PLASTIC DIPPED AFTER FABRICATION. ACCESSORIES
FOR REINFORCING SHALL BE INSTALLED IN ACCORDANCE WITH A.G.I. 315 (LATEST EDITION).
3. SUPPORT BARS SHALL BE 05 OR GREATER AND NOT SPACED MORE THAN 4' -0' O.C. SUPPORT BARS AND ENDS
OF MAIN REINFORCING SHALL NOT EXTEND MORE THAN 1' -8' PAST OUTERMOST CHAIR OR SUPPORT BAR
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 BARS 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, SUCH THAT
A 2' MINIMUM CLEARANCE IS MAINTAINED.
E. STRUCTURAL STEEL
I. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING GRADES:
a. ALL WF, ANGLE BASE PLATES, CONN. PLATES WON) - -- ASTM A36 (FY =3<o K51)
b. STRUCTURAL TUBE ----------------------------- - -ASTM A500, GRADE B (FY =4ro KSP
c. STEEL PIPE -------------------------------------------- ASTM A53, GRADE B (FY =36 KSP
d. ANCHOR BOLTS ( U. ON .) ------------------------- ASTM A301
2. ALL STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED, CORROSION PROTECTED 4 ERECTED IN ACCORDANCE
WITH THE RISC CODE OF STANDARD PRACTICE, LATEST EDITION, EXCEPT AS MODIFIED IN THEE) ENOTES. PROVIDE
IN SHOP ONE GOAT OF RUST INHIBITING PAINT FOR ALL EXPOSED STRUCTURAL STEEL.
3. ALL EXTERIOR COLUMNS, BASE 4 CAP PLATES SHALL BE HOT DIPPED GALVANIZED AFTER FABRICATION.
4. ALL ANCHOR BOLTS, HEADED STUDS SHALL BE HOT DIPPED GALVANIZED EXCEPT THAT EXPANSION BOLTS FOR
REAR EXTERIOR COLUMNS SHALL BE TYPE 304 STAINLESS STEEL AS MANUFACTURED BY RAMSET /REDHEAD.
5. CONNECTIONS SHALL BE BOLTED /WELDED AS SHOWN ON PLANS. THE FABRICATOR 15 RESPONSIBLE FOR THE
DESIGN OF CONNECTIONS NOT SHOWN ON THE DRAWINGS. GENERALLY, CONNECTIONS SHOWN ON THE STRUCTURAL
DRAWINGS ARE SCHEMATIC AND ARE ONLY INTENDED TO SHOW THE RELATIONSHIP OF MEMBERS CONNECTED.
Co. UNLESS OTHERWISE NOTED OR SHOWN ON PLANS, CONNECTIONS AT BEAM /COLUMN AND BEAM/WALL SHALL BE
DESIGNED FOR TWO - THIRDS OF THE ALLOWABLE LOAD ON THE MEMBER, AS DEFINED IN THE AI5C TABLE FOR
ALLOWABLE LOADS ON BEAMS.
-1. GROUT FOR COLUMN BASE PLATES SHALL BE NON - SHRINK, NON - METALLIC GROUT SUCH AS MASTER FLOW 113, AS
MANUFACTURED BY MASTER BUILDERS OR APPROVED EQUAL (5000 PSI MINIMUM)
8. ALL EXPOSED STRUCTURAL STEEL MEMBERS SHALL BE HOT DIPPED GALVANIZED AFTER FABRICATION.
TOUCH -UP IN FIELD AT WELDS AS REQUIRED.
F. WELDING
ALL WELDING TO BE DONE BY CERTIFIED WELDERS. WELDING SHALL BE MADE WITH E -IOXX ELECTRODES AND
CONFORM TO THE CURRENT RECOMMENDATIONS OF THE A.I.S.C. AND THE AMERICAN WELDING SOCIETY.
G. MASONRY
1. CONCRETE MASONRY UNITS SHALL COMPLY WITH THE PROVISIONS 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 ASTM C -90, TYPE -1, 'STANDARD SPECIFICATIONS FOR HOLLOW LOAD
BEARING CONCRETE MASONRY UNITS'
3. MORTAR SHALL CONFORM TO 45TMC -2 '10, TYPE 'M' WITH A MINIMUM COMPRE551VE STRENGTH AT 28 DAYS OF 2500
PSI.
4. HORIZONTAL JOINT REINFORCING SHALL BE STANDARD NO. 9 LADDER TYPE FOR 8" THICK MASONRY UNITS, AS
MANUFACTURED BY 'DUR- O -WAL', HOT DIPPED GALVANIZED, OR ENGINEER APPROVED EQUAL PLACED AT EVERY
2ND BLOCK COURSE (I(o' VERTICALLY) FOR ALL INTERIOR AND EXTERIOR WALLS. THE JOINT REINFORCING SHALL
EXTEND 8' INTO ADJACENT COLUMNS.
5. WHEN COLUMNS ARE CONSTRUCTED FIRST, BLOCK AND COLUMN SHALL BE TIED THRU 20 GAUGE GALVANIZED
CORRUGATED DOVETAIL SLOTS AND 1' X 5' X lro GA. GALVANIZED CORRUGATED DOVETAIL ANCHORS AT THE SAME
LOCATION AND SPACING AS THE HORIZONTAL JOINT REINFORCING.LED IN
ro. WHENEVER ANCHOR BOLTS ARE TO BE SET IN MASONRY, TWO CELLS AT THE SETTING LOCATION SHALL BE FILLED
WITH CONCRETE.
Z. MAXIMUM POUR LIFT FOR MASONRY UNITS AND GROUT POUR HEIGHT SHALL BE 4' -0'.
8. SLUMP 9' + I' FOR GROUT
9. REFER TO ADDITIONAL REINFORCING NOTES ON FLOOR PLANS.
10. COMPRESSIVE STRENGTH OF UNIT MASONRY SHALL BE MIN. OF 1900 P51 RESULTING IN f'm = 1500 P51
H. NOA /SPECIALTY ENGINEER
I. ALL PRE - ENGINEERED, PREMANUFACTURED ITEMS REQUIRE MIAMI -DADS NOTICE OF APPROVAL (NOA). CERTAIN
ENGINEERED ITEMS REQUIRE ANALYSIS, DESIGNS, DRAWINGS 4 DETAILS TO BE PROVIDED BY THE
COt4TRACTOR'S/MANUFACTURER'5 SPECIALTY ENGINEER(5) REGISTERED TO PRACTICE IN THE STATE OF FLORIDA.
THE SPECIALTY ENGINEER'S 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 SUCH SERVICES THRU HIS SPECIALTY ENGINEERS) AT NO ADDITIONAL COST TO
THE OWNER OR TO THE ARCHITECT/ENGINEER. ALL SUCH CALCULATIONS AND DRAWINGS 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 SETS OF SHOP DRAWINGS FOR
ALL REINFORCING 4 STRUCTURAL STEEL (CERTIFIED MILL TEST5 ARE AL50 REQUIRED PRIOR TO ERECTION). FOR
COMPONENTS OUTLINED IN NOTES 'J', SUBMIT FOUR SETS OF SHOP DRAWINGS 4 DESIGN CALCULATIONS SIGNED 4
SEALED BY FABRICATORS SPECIALTY ENGINEER REGISTERED TO PRACTICE IN THE STATE OF FLORIDA.
J. BRACING
I. THE FRAME SHALL BE BUILT TRUE AND PLUMB AND TEMPORARY BRACING SHALL BE INTRODUCED WPEREEVER
NECESSARY TO TAKE CARE OF ALL LOADS TO WHICH THE STRUCTURE MAY BE 5UJECTED. INCLUDING EQUIPMENT
AND OPERATION OF SAME. SUCH BRACING SHALL BE THE REPSON5I5ILITY OF THE GENERAL CONTRACTOR AND
SHALL BE LEFT IN PLACE AS LONG AS REQUIRED FOR SAFETY.
2. PRECAST STRUCTURES MUST HAVE ERECTION BRACING TO SUSTAIN 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.
K. WOOD
I. WOOD MEMBERS IN CONVENTIONAL FRAMING SHALL HAVE A MINIMUM ALLOWABLE BENDING STRESS OF 1,000 P.5.1.±
MINIMUM ALLOWABLE SHEAR STRESS OF -10 P.S.I. AND MODULUS OF ELASTICITY OF 1,200,000 P.S.I. AT 19 CONTENT IN
ACCORDANCE WITH A.I.T.C. STANDARDS,
2. TRUSSES TO BE DESIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF FLORIDA FOR LOADS
PER APPLICABLE BUILDING CODE AND /OR AS SHOWN ON DRAWINGS.
3. WOOD MEMBERS IN CONVENTIONAL FRAMING SHALL BE 5OUTHER�,4 YELLOW PINE "2 WITH A 19io MOISTURE CONTENT.
L. SHORING
I. FORMS AND SHORING FOR CONCRETE SLABS AND BEAMS SHALL BE DESIGNED TO WITHSTAND THE DEAD LOAD
OF CONCRETE AND THE ANTICIPATED CONSTRUCTION LOADS.
2. WHEN CASTING A SLAB, THERE SHALL BE SHORING BELOW IT CONTINUOUS TO THE GROUND.
3. IN NO CASE SHALL SLAB -AND BOTTOM BEAM FORMS BE STRIPPED EARLIER THAN 21 DAYS AFTER PLACEMENT
AND UNTIL THE COMPRESSIVE STRENGTH OF 3,200 P.S.I. (FOR 4,000 P.S.I.) AND 4,000 P.S.I. (FOR 5,000 P.S.I.J HAS
BEEN ATTAINED.
4. THE SYSTEM OF SHORING SHALL BE INSPECTED AND APPROVED BY THE CONTRACTOR'S SPECIALTY ENGINEER
PRIOR TO INSPECTION OF BY THE THRESHOLD /SPECIAL INSPECTOR
5. DESIGN AND CONSTRUCTION OF FORMWORK AND SHORING SHALL COMPLY WITH THE A.C.I. 318 BUILDING CODE
(LATEST EDITION) AND BE ENTIRELY THE REPSONSIBILITY OF THE GENERAL CONTRACTOR
h. SHORING DRAWINGS SHALL BE PROVIDED BY GENERAL CONTRACTOR AND SHALL BE DESIGNED, SIGNED AND
SEALED BY THE CONTRACTOR'S SPECIALTY ENGINEER REGISTERED TO PRACTICE IN THE STATE OF FLORIDA.
M. CORROSION PROTECTION
I. CONCRETE FOR EXPOSED TERRACES, SLABS, BEAMS AND STAIRS SHALL HAVE RHEOCRETE 222 COROSION
INHIBITING CHEMICAL ADMIXTURE.I FOR
2. THE ADMIXTURE SHALL BE ADDED AT PLANT IN ACCORDANCE WITH MANUFACTURERS RECOMMENDATIONS.
3. REINFORCING STEEL AT AREAS EXPOSED TO WEATHER AND FOR PORTIONS OF REINFORCING STEEL THAT FORM
THE PERIMETER AND HAVE LESS THAN 3' CLEAR COVER SHALL BE HOT DIPPED GALVANIZED AFTER FABRICATION.
THIS SHALL INCLUDE, BUT NOT LIMITED TO, ALL EXPOSED HORIZONTAL SURFACES, HOOKS ALONG THE SLAB AND
BEAM EXTERIOR EDGES, EXTERIOR LEGS OF PERIMETER BEAMS AND COLUMNS AND EXTERIOR FACE
LONGITUDINAL REINFORCING OF PERIMETER BEAMS.
4. STRUCTURAL STEEL SEE NOTES E.
N. WOOD TRUSS GENERAL NOTES:
THE TRUS5 LAYOUT SHOWN ON THESE PLANS ARE SCHEMATIC IN NATURE. HOWEVER, THE SUPPORTING
SUPERSTRUCTURE HAS BEEN DESIGNED UNDER THE ASSUMPTION THAT THE FRAMING SCHEME SHOWN WILL PARALLEL
FINAL TRUSS DESIGNERS LAYOUT. THI5 FRAMING SCHEME (DIRECTION OF TRUSSES, MAJOR G.T. BEARING POINTS,
ETC.) CAN BE MODIFIED ONLY AFTER OBTAINING PERMISSION FROM THE ENGINEER OF RECORD WHO MUST REVIEW
PROPOSED CHANGES AND AUTHORIZE STRUCTURAL REVISIONS ACCORDINGLY. FINAL SIGNED AND SEALED
ENGINEERED TRU55 DE51GN MUST BE SUBMITTED TO THI5 OFFICE FOR REVIEW AS PER GENERAL NOTES. TRUSS
DESIGNERS MUST PROVIDE ALL TRUSS TO TRU55 CONNECTIONS AS PART OF THIS DESIGN.
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ALL DRAWINGS AND
WRITTEN MATERIAL
APPEARING HEREIN
CONSTITUTE THE
ORIGINAL AND
UNPUBLISHED WORK OF
J. BONFILL &
ASSOCIATES, INC., AND
MAY NOT BE
DUPLICATED, USED OR
DISCLOSED WITHOUT
THE EXPRESS WRITTEN
CONSENT OF J. BONFILL
& ASSOCIATES, INC.
REVISIONS I BY
' zi 5 -9 -0-1 I H.F. '
Date:
12 -5 -06
Job:
MENDEZ
Drawn:
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Checked:
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Scale:
AS SHOWN
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