06-0001-028GENERAL CONSTRUCTION NOTES
GENERAL NOTES:
GENERAL CONDITIONS:
THESE DRAWINGS ARE NOT TO BE SCALED; USE DIMENSIONT AND INFORMATION SHOWN.
PRIOR TO PROCEEDING WITH ANY WORK AND FABRICATION, THE CONTRACTOR SHALL:
VERIFY AND COORDINATE WITH ANY ARCHITECTURAL DRAWINGS FOR ALL DIMENSONS SHOWN OR NOT
SHOWN ON THE STRUCTURAL DRAWINGS. ANY DIMENS91ONAL DISCREPANCY FOUND ON THE
STRUCTURAL DRAWINGS SHALL BE CONTROLLED BY THE DIMENSIONS INDICATED ON THE
ARCHITECTURAL DRAWINGS. CONTRACTOR SHALL FURTHER VERIFY AND CONFIRM WITH THE ARCHITECT
AND THE STRUCTURAL ENGINEER FOR RESOLUTION OF SUCH DISCREPANCY.
VERIFY ALL EXISTING CONDITIONS AT THE JOB DITE, PROTECT AND MAINTAIN ALL EXISTING
STRUCTURES, UTILITIES, FACILITIES AND THEIR CONTENTS.
REFER TO ARCHITECTURAL AND OTHER DRAWINGS FOR ANY DEMOLITION AND ADJUSTMENT / REMOVAL
OF EXISTING FENCE, ANY UNDERGROUND / OVERHEAD UTILITIES.
THE CONTRACTOR SHALL BE RLPONSIBLE FOR ADEQUATE BRACING OF ALL STRUCTURAL MEMBERS,
WALLS AND NONSTRUCTURAL ITEMS DURING CONSTRUCTION.
REFER TO AND COORDINATE WITH THE CIVIL, ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING
DRAWINGS FOR UTILITIES, OPENINGS, SLEEVES, ETC. NOT LSHOWN ON THE STRUCTURAL DRAWINGS.
SLEEVE ALL PIPES THEU SLABVS INDIVIDUALLY UNLESS APPROVED BVU THE ENGINEER. WHERE PIPES
OR DUCTS PENETRATE SLABS, A MAXIMUM OT TWO BARS EACH WAY MAY BU CUT PROVIDED AN
EQUIVALENT AREA IS REPLACED.
EMBEDMENTS OF PIPES AND CONDUITS IN CONCRETE SHALL COMPLY WITH THE REQUIREMENTRS OF
THE CHAPTER SIX (6), SECTION 6.3 PF ACI -318 LATEST EDITION.
FOR MOUNTING AND SECURING MECHANICAL EQIPMENT, REFER TO THE MANUFACTURER'S INSTRUCTIONS
UNLESS INDICATED ELSEWHERE IN THE CONSTRUCTION DOCUMENTS.
THE GENERAL CONTRACTOR SHALL AT ALL TIMES MAINTAIN AT THE JOBSITE A CURRENT APPROVED
SET OF DRAWINGS.
DESIGN CRITERIA
THE STRUCTURAL COMPONENTS FOR THIS PROJECT HAVE BEEN DESIGNED IN COMPLIANCE WITH THE
FLORIDA BUILDING CODE (FBC) 2001, LATEST EDITION.
THE FOLLOWING LOADS HAVE BEEN USED FOR THE STRUCTURAL DESIGN OF THE BUILDING:
GRAVITY LOADS:
SECOND FLOOR:
SUPERIMPOSED DEAD LOAD -20 PSF AT OPEN TERRACES /BALCONIES; AND 30 PSF. AT INTERIOR AREAS
LIVE LOAD =40 PSF AT INTERIOR AREAS; AND 60 PSF AT TERRACES /BALCONIES
ROOF:
DEAD LOAD =25 PSF
LIVE LOAD -30 PSF
WIND LOADS:
IN ACCORDANCE WITH ASCE 7 -98 WITH 3 SECOND SUSTAINED WIND GUSTS.
WIND VELOCITY =146 MPH
WIND IMPORTANCE FACTOR- 1
EXPOSURE -C
INTERNAL PRESSURE COEFFICIENTS (GCP' /2) ±0.18
ENCLOSURE CATEGORY: ENCLOSED
Kd = 1
FOUNDATION SYSTEM
THE FOUNDATION SYSTEM FOR THIS PROJECT CONSISTS ON CONTUNUOUS WALL FOOTING AND
ISOLATED CQLUM FOOTINGS,WITH TOP LOCATED 12" BELOW EXISTING NATURAL GRADE WHICH HAVE
BEEN DESIGNED BASED UPON AN ALLOWABLE BEARING CAPACITY OF 2000 PSF FOR A SOIL
CONSISTING OF UNDISTURBED SAND, OR SAND AND ROCK. THE STRUCTURAL ENGINEER OF RECORD
SHALL INSPECT THE SOIL CONDITIONS BEFORE THE PLACEMENT OF ANY FOUNDATION AND SHALL
SUBMIT TO THE BUILDING OFFICIAL A SIGNED AND SEALED LETTER ATTESTING THAT THE SITE HAS
BEEN OBSERVED AND THE FOUNDATION CONDITIONS ARE SIMILAR TO THOSE UPON WHICH THE DESIGN
IS BASED.
CONCRETE
SHALL BE A MIX DESIGNED IN ACCORDANCE WITH A.C.I. 301(LATEST EDITION)
TO ACHIEVE A 28 -DAY COMPRESSIVE STRENGTH OF 4,000 P.S.I. AND A
MAXIMUN WATER - CEMENT RATIO OF 0.60. AND A SLUMP OF 4 "+ 1 ".
ALL CONCRETE SHALL CONTAIN AN ENGINEER- APPROVED A.S.T.M.
C494 TYPE `D` ADMIXTURE (WATER - REDUCING RETARDER).
CONCRETE ON EXPOSED BALCONIES, S_LABS, BEAMS AND STAIRS SHALL HAVE A
TOP SURFACE COATED WITH "ALKYL ALKYOXY SILANE SEALER" OR ENGINEER -
APPROVED EQUAL. IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS.
WATER- CEMENT RATIO IN EXPOSED BALCONIES SHALL BE 0.40.
TRANSPORTATION, PLACING, AND CURING OF CONCRETE SHALL COMPLY WITH
A.C.I. 318 BUILDING CODE (LATEST EDITION).
ALL CONCRETE STRUCTURAL COMPONENTS SHALL HAVE CONCRETE STRENGTH
TESTED IN ACCORDANCE WITH A.S.T.M. STANDARDS, SOUTH FLORIDA
BUILDING CODE2001 AND ACI 318(LATEST EDITION). TEST CYLINDERS MUST BE TAKEN
EVERY 50 CUBIC YARDS OF CONCRETE PRIOR TO PLACEMENT. TESTING LAB
SHALL PROVIDE COPIES OF CONCRETE TESTS RESULTS TO ENGINEERS
OFFICE FOR REVIEW.
CONCRETE MIX DESIGN SHALL BE SUBMITTED TO ENGINEER'S OFFICE FOR
REVIEW.
CONCRETE `_`LABS ON FILL
SHALL BE PLACED ON CLEAN, NON ORGANIC SOIL, COMPACTED TO 95%
MODIFIED PROCTOR DENSITY AT OPTIMUM MOISTURE CONTENT IN LIFTS
NOT EXCEEDING 12" IN DEPTH.
FILL SHALL BE THOROUGHLY MOISTENED IMMEDIATELY BEFORE CONCRETE
IS PLACED AS DESCRIBED BELOW,
THE CONCRETE FOR ELEVATOR WALLS BELOW GRADE SHALL BE INTEGRALLY
DAMP - PROOFED WITH `HYDRATITE LIQUID` OR ENGINEER - APPROVED EQUAL,
IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS.
COLUMNS, BEAMS, WALLS OR ANY OTHER STRUCTURAL MEMBER PENETRATING
SLABS ON FILL SHALL BE ISOLATED BY PRE - MOLDED JOINT FILLER (1/2"
THICK) COMPLYING WITH A.S.T.M. D1752, TYPE 1.
REINFORCINC IN SLABS ON FILL SHALL BE AS NOTED IN PLANS, AND
PLACED IN ACCORDANCE WITH "REINFORCING STEEL" AND "WELDED WIRE
FABRIC" SECTIONS OF THESE GENERAL NOTES.
PROVIDE 6 MIL `VISQUEEN` VAPOR BARRIER UNDER ALL SLABS (UNLESS
OTHERWISE NOTED ON PLANS).
REINFORCING STEEL
SHALL BE DEFORMED BARS, FREE FROM LOOSE RUST AND SCALE, AND
CONFORMING TO A.S.T.M. A615 GRADE 60.
ALL ACCESSORIES SHALL HAVE UPTURNED LEGS, AND BE PLASTIC DIPPED
AFTER FABRICATION. ACCESSORIES FOR REINFORCING SHALL BE INSTALLED
IN ACCORDANCE WITH A.C.I. 315 CURRENT EDITION.
ALL PLACEMENT OF REINFORCING BARS SHALL BE IN ACCORDANCE WITH THE
MANUAL OF STANDARD PRACTICE OF THE CONCRETE REINFORCING STEEL INSTITUTE
PLASTIC TIPPED COLUMN SPACERS SHALL BE PROVIDED FOR VERTICAL
COLUMN REINFORCING STELL, SUCH THAT A 2" MINIMUM CLEARANCE IS
MAINTAINED.
WOOD TRUSS
THE TRUSS 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 CLOSELY PARALLEL
TO FINAL TRUSS DESIGNERS LAYOUT. THIS FRAMING SCHEME (DIRECTION OF
TRUSSES, MAJOR G.T. BEARING POINTS, ETC.) AS WELL AS INDICATIONS SUCH
AS TRUSS MINIMUN NUMBER OF PLYS AND /OR SIZE OF MEMBERS CAN BE
MODIFIED ONLY AFTER OBTAINING PERMISSION FROM THE ENGINEER OF RECORD
WHO MUST REVIEW PROPOSED CHANGES AND AUTHORIZE STRUCTURAL
REVISIONS ACCORDINGLY. A MINUMUM OF FIVE SETS OF SIGN AND SEAL SHOP
DRAWINGS AND CALCULATIONS FOR FINAL INGENEERED TRUSS DESIGN MUST BE
SUBMITTED TO THIS OFFICE FOR REVIEW AS PER GENERAL NOTES. TRUSS
DESIGNERS MIDST PROVIDE ALL TRUSS TO TRUSS CONNECTIONS AS PART OF
THIS DESIGN.
33 7. INCREASE MADE BE PERMITED FOR TRUSS MEMBERS DESIGN BUT NO
INCREASE SHALL BE APPLIED FOR TRUSS PLATES DESIGN
MASONRY
BLOCK UNITS SHALL CONFORM TO FLORIDA CONCRETE AND PRODUCTS
ASSOCIATION SPECIFICATION "CM-1", TO A.S.T.M. C90, GRADE N TYPE II,
TO NCMA TR 75D AND ACI 530.1
MOISTURE CONTENT OF BLOCKS SHALL NOT EXCEED 35% OF TOTAL ABSORPTION
AT THE TIME OF PLACEMENT.
HOLLOW MASONRY UNITS SHALL CONFORM TO ASTM C90, TYPE 1 GRADE
N -1 NET AREA COMPRESSIVE STRENGTH OF MANOORY WALL SHALL BE
F'M= 2,500 PSI NET AREA COMPRESSIVE STRENGTH OF MANOORY UNTIS
SHALL BE 3 750 PSI, AS PER ACI 530.1
MAXIMUM LINEAR SHRINKAGE FOR BLOCK UNITS USED FOR EXTERIOR WALL
SHALL NOT EXCEED 0.4% . MORTAR SHALL CONFORM TO
A.S.T.M. C270, TYPE `M` (2500 PSI).
STANDARD NO. 8 TRUSS DESIGN "DUR— O —WAL" OR ENGINEER — APPROVED EQUAL
SHALL BE PROVIDED EVERY 2ND BLOCK COURSE (1' -4 VERTICALLY) FOR EXTERIOR
UNRFINFORCED MASONRY WALLS AND LADDER TYPE FOR REINFORCED MASONRY
NON —LOAD— BEARING MASONRY WALLS SHALL BE HELD CLEAR OF OVERHEAD
SLABS AND BEAMS UNTIL DEFLECTION DUE TO APPLIED LOADS AND SHORE
REMOVAL ABOVE HAS OCCURRED, THEN GROUT WALL TIGHT BELOW MEMBER.
AFTER UPPER WALL HAS BEEN PLACED ON SLAB OR BEAM ABOVE, LOWER
NON —LOAD BEARING MASONRY WALL SHALL BE GROUTED TIGHT BELOW MEMBER.
14 GAUGE DOVETAIL ANCHORS (5'/2" LONG) AND INSERTS SHALL BE USED
EVERY 2ND BLOCK COURSE AT BLOCK — COLUMN INTERSECTIONS.
GROUTING OF BLOCK CELLS SHALL BE A CONTINUOUS OPERATION IN LIFTS
NOT EXCEEDING 5 FEET,
GROUT SHALL CONFORM TO A.S.T.M. C -476 SPECIFICATIONS. SUBMIT GROUT
MIX TO ENGINEER'S OFFICE FOR REVIEW, GROUT COMPRESSIVE STRENGTH
TO BE 2,000 P.S.I. MINIMUM.
TESTING TO BE DONE FOLLOWING A.S.T.M. C140 "SAMPLING AND TESTING OF
CONCRETE MASONRY UNITS ". BLOCK PRISM STRENGTH 7 /n'm TO BE 1,500 P.S.I.
TESTING LAB SHALL PROVIDE COPIES OF MASONRY TESTS RESULTS TO
ENCINEER'S OFFICE FOR REVIEW.
FOR HIGH LIFT GROUTING OF MASONRY CELLS, CLEAN —OUTS SHALL BE
PROVIDED.
PROVIDE SPACERS AT THE TOP, INTERMEDIATE, BOTTOM AND BASE OF WALLLS
TO KEEP VERTICAL REINFORCING CENTERED IN BLOCK CELLS.
ALL MASONRY WORK SHALL CONFORM TO ACI 530 /ASCE 5
STANDARDS, LATEST EDITION.
WOOD
WOOD MEMBERS IN CONVENTIONAL FRAMING SHALL BE SOUTHERN PINE #2 WITH
A MINIMUM ALLOWABLE BENDING STRESS OF 1200 PSI; MINIMUM ALLOWABLE SHEAR
STRESS OF 90 P.S.I. AND MODULUS OF ELASTICITY OF 1,600,000 P.S.I. AT
197 MOISTURE CONTENT IN ACCORDANCE WITH A.I.T.C. STANDARDS.
WOOD FOR LOW ROOF SHALL BE SOUTHER PINE SELECT STRUCT,
OF FB = 2,500 PSI & Fv - 90 PSI
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.
BRACING
THE FRAME SHALL BE BUILT TRUE AND PLUMB AND TEMPORARY BRACING
SHALL BE INTRODUCED WHEREVER NECESSARY TO TAKE CARE OF ALL LOADS
TO WHICH THE STRUCTURE MAY BE SUBJECTED, INCLUDING EQUIPMENT AND
OPERATION OF SAME. SUCH BRACING SHALL BE THE RESPONSIBILITY OF
THE GENERAL CONTRACTOR AND SHALL BE LEFT IN PLACE AS LONG AS
REQUIRED FOR SAFETY.
PRECAST STRUCTURES MUST HAVE ERECTION BRACING TO SUSTAIN WIND VELOCITY OF
75 M.P.H. AND CONTRACTOR SHALL PROVIDE BRACING SHOP DRAWINGS SIGNED AND
SEALED BY PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF FLORIDA.
SHORING
FORMS AND SHORES FOR CONCRETE SLABS AND BEAMS SHALL BE DESIGNED
TO WITHSTAND THE DEAD LOAD OF CONCRETE AND THE ANTICIPATED
CONSTRUCTION LOADS.
WHEN CASTING A SLAB, THERE SHALL BE SHORING BELOW
IT CONTINUOUS TO THE GROUND,
IN NO CASE SHALL SLAB, WALL, OR BOTTOM BEAM FORMS BE STRIPPED
EARLIER THAN 3 DAYS AFTER PLACEMENT AND UNTIL THE COMPRESSIVE
STRENGTH OF 2500 PSI HAS BEEN ATTAINED.
DESIGN AND CONSTRUCTION OF FORMWORK AND SHORING SHALL COMPLY WITH
THE A.C.I. 318 BUILDING CODE (LATEST EDITION) AND BE ENTIRELY THE
RESPONSIBILITY OF THE GENERAL CONTRACTOR.
SHORING DRAWINGS TO BE PROVIDED BY GENERAL CONTRACTOR AND SHALL
BE SIGNED AND SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN
THE STATE OF FLORIDA.
STRUCTURAL STEEL
SHALL CONFORM TO A.S.T.M. A36
STRUCTURAL TUBING SHALL CONFORM TO A.S.T.M. A500, GRADE B (E3/m -46 �3/4Y2).
CONNECTION BOLTS SHALL CONFORM TO A.S.T.M. A325 CONNECTION TYPE N
ANCHOR BOLTS SHALL CONFORM TO A.S.T.M. A307.
ALL BOLTS SHALL HAVE WASHERS WITHOUT EXCEPTIONS
WELDING
ALL WELDING TO BE DONE BY CERTIFIED WELDERS. WELDING SHALL BE
MADE WITH E70XX ELECTRODES AND CONFORM TO THE CURRENT RECOMMEN-
DATIONS OF THE A.I.S.C. AND THE AMERICAN WELDING SOCIETY.
SHOP DRAWINGS
ALL REINF. STEEL AND STRUCTURAL STEEL SHOP DRAWINGS SHALL BE
SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW, PRIOR TO ERECTION.
SUBMIT ONE PAPER SEPIA (TO BE RETURNED) AND ONE BLUELINE PRINT.
(CERTIFIED MILL TESTS ARE ALSO REQUIRED)
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