05-226(2)-016GENERAL 5TRUCTURAL NOTE5:
1. FOUNDATION ALLOWABLE SOIL BEARING PRESSURE:
THE ALLOWABLE SOIL BEARING PRESSURE USED FOR DESIGN IS
2500 P.S.F. G.G. TO PROVIDE SOIL REPORT TO VERIFY SOIL PRESSURE.
G.C. TO ALSO COMPLETE THE SOIL PREPARATION INSTRUCTIONS CONTAINED
IN THE SOIL REPORT.
2. CONCRETE:
ALL CONCRETE TO ATTAIN A MINIMUM ULTIMATE COMPRESSIVE
STRENGTH OF 4,000 PSI IN 28 DAYS. AGGREGATES TO BE CLEAN AND
WELL GRADED, MAXIMUM SIZE 3/4 ".
CONCRETE SLUMP: 4" MIN. TO 6" MAX. VERTICAL CONCRETE
DROP NOT TO EXCEED 8'. FOR REINFORCED MASONRY USE
3,000 PSI GROUT MIX CONCRETE WITH 9' +/- 1' SLUMP.
3. CONCRETE COVER:
TO BE AS FOLLOWS:
BOTTOM TOP SIDES
FOOTINGS
3' 2" 3"
WALLS
- - 1.5'
COLUMNS
- - 1.5'
BEAMS
1.5' 1.5" 1.5'
SLABS
1' 1' 1'
4. REINFORCING STEEL:
TO BE NEW HIGH STRENGTH BILLET STEEL DEFORMED AS PER ASTM A-
305, AND CONFORMING TO ASTM A -615± GRADE 60.
LAP CONTINUOUS TOP AND BOTTOM BARS 48 -15AR DIAMETERS, AT MID -
SPAN FOR TOP, AND AT SUPPORTS FOR BOTTOM.
PROVIDE 'L' BARS 30" X 30' FOR TOP AND BOTTOM BARS, AT ALL
CORNERS OF ALL TIE BEAMS.
HOOK DISCONTINUOUS ENDS OF ALL TOP BARS FOR STRUCTURAL BEAMS
(NON TIE - BEAMS). REINFORCING STEEL TO BE DETAILED AND
FABRICATED IN ACCORDANCE WITH 'MANUAL OF STANDARD PRACTICE
OF DETAILING REINFORCING CONCRETE STRUCTURES', AND THE ACI
BUILDING CODE 318, LATEST EDITION. SUBMIT SHOP DRAWINGS FOR
APPROVAL.
5. MASONRY:
A. ALL CONCRETE BLOCK TO BE GRADE N -2, CONFORMING TO ASTM
C -90, WITH A MINIMUM NET AREA COMPRESSIVE STRENGTH OF
1,900 PSI, AND A PRISM STRENGTH OF 1,500 PSI
(MINIMUM). MORTAR SHALL BE TYPE M, WITH A MINIMUM
STRENGTH OF 3,000 PSI (USE PORTLAND TYPE CEMENT).
B. MASONRY WALLS SHALL BE REINFORCED HORIZONTALLY WITH 9
GAUGE DEFORMED GALVANIZED STEEL, SPACED AT 16' C/C
VERTICAL. EXTEND HORIZONTAL REINFORCING 4' INTO ADJACENT
COLUMNS. PROVIDE TRUSS TYPE FOR NON - REINFORCED MASONRY AND
LADDER TYPE FOR REINFORCED MASONRY.
C. FOR VERTICAL REINFORCEMENT, SEE SCHEDULE AND LAP 48
BAR DIAMETERS MINIMUM. PROVIDE FULL BED OF MORTAR FOR
REINFORCED MASONRY.
FOR GROUT USE 3000 PSI GROUT MIX CONCRETE WITH
9' +/- 1' SLUMP.
D. PROVIDE CLEANOUTS WHEN GROUTING BLOCK CELLS, AND CLEAN
OUT BLOCK GELLS OF ALL MORTAR DROPPINGS. MAXIMUM
VERTICAL DROP FOR GROUTING IS 4' -0'.
6. STRUCTURAL STEEL:
STEEL TUBES AND PIPES TO BE FY = 46 K51 MINIMUM.
SUBMIT SHOP DRAWINGS FOR APPROVAL BEFORE FABRICATION.
ALL STRUCTURAL STEEL TO BE PAINTED WITH TWO COATS OF
RUST - INHIBITIVE TYPE PAINT.
ALL OTHER STEEL SHALL CONFORM TO ASTM A -36.
DETAILED, FABRICATED AND ERECTED IN ACCORDANCE AISC
SPECIFICATIONS, LATEST EDITION.
1. WELDING:
ALL WELDING TO BE DONE BY COUNTY CERTIFIED WELDERS HOLDING
CURRENT WELDING CERTIFICATES, AND MUST PRESENT SAME AT JOB
SITE AT ALL TIMES. ALL WELDING PER PLANS AND PER GUIDELINES
OF THE AMERICAN WELDING SOCIETY.
8. SLABS ON FILL:
FILL AND BACKFILL TO BE COMPACTED TO 95 io OF THE MODIFIED
PROCTOR DENSITY TEST (ASTM D- 1551). COMPACTION LAYERS NOT
TO EXCEED 12 ". BACKFILL MATERIAL TO BE APPROVED BY SOIL
ENGINEER.
GENERAL CONTRACTOR TO FOLLOW CLOSELY THE SOIL PREPARATION
INSTRUCTIONS CONTAINED IN THE SOIL REPORT.
SLABS TO BE PLACED CONTINUOUSLY, HOWEVER, MUST BE SAW CUT
SAME DAY IT IS PLACED AND LIMITED TO 400 S.F., AND 20 FEET
IN ANY DIRECTION. COORDINATE WITH ARCHITECTURE FOR
LOCATIONS OF THE SAW CUTS. SAW CUT TO BE A MINIMUM OF
1 INCH DEPTH AND 1/4 INCH WIDTH.
PROVIDE VAPOR BARRIER BELOW ALL SLABS ON FILL (6 MIL).
REFER TO ARCHITECTURE FOR REQUIRED SOIL
POISONING BENEATH ALL SLABS ON GRADE.
9. ANCHORING EPDXY:
FOR ANCHORING REINFORCING STEEL IN EXISTING CONCRETE USE
HILTI C -100 EPDXY OR EQUAL. OTHER AVAILABLE EPDXIES ARE
MADE BY ULTRA BOND OR RAWL. DRILL HOLES 1 /8' BIGGER THAN
THE DIAMETER OF THE REINFORCING STEEL (STEEL ROD). THE
DEPTH OF THE HOLES ARE TO BE A MINIMUM OF 5', UNLESS
OTHERWISE NOTED IN THESE PLANS, OR UNLESS OTHERWISE
INSTRUCTED BY THE MANUFACTURER'S
RECOMMENDATIONS.
10. EXPANSION BOLTS:
ALL EXPANSION BOLTS, NOTED IN PLANS, ARE TO BE HILTI TYPE
EXPANSION BOLTS, OR EQUAL. FOR SUBSTITUTION, SUBMIT TO
STRUCTURAL ENGINEER FOR REVIEW AND HIS APPROVAL.
11. PRE - FABRICATED WOOD TRUSSES:
SHALL BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE
TRUSS PLATE INSTITUTE ( T.P.I.), LATEST EDITION. TRUSSES TO
BE ERECTED FOLLOWING THE GUIDELINES OF THE T.P.I.
PUBLICATION 5WT -16. SUBMIT LAYOUT PLAN AND INDIVIDUAL TRUSS
DRAWINGS FOR EACH DIFFERENT TRUSS, SIGNED AND SEALED BY A
FLORIDA REGISTERED PROFESSIONAL ENGINEER, FOR APPROVAL BY
STRUCTURAL ENGINEER PRIOR TO FABRICATION.
DESIGN THE WOOD TRUSSES AND PROVIDE CALCULATIONS FOR THE
FOLLOWING TWO LOAD CASES:
1. ROOF GRAVITY : TOP CHORD LIVE LOAD = 20 PSF
TOP CHORD DEAD LOAD = 15 PSF
BOTTOM CHORD DEAD LOAD = 10 PSF
2. ROOF UPLIFT : AS PER ASCE 1 -98
COMPONENTS AND CLADDING
NOTE: 33 PER CENT ( %) STRESS INCREASE FOR
LUMBER AND PLATES,
GENERAL CONTRACTOR TO PROVIDE PERMANENT LATERAL BRACING OF
THE BOTTOM CHORD AND THE WEB MEMBERS IN ACCORDANCE WITH THE
RECOMMENDATIONS OF T.P.I. 5WT -16 AND THE REQUIREMENTS OF THE
INDIVIDUAL TRUSS DESIGNS. ADDITIONALLY PROVIDE PERMANENT
LATERAL BRACING OF ALL TRUSSES, BY RUNNING 2X4 PERPENDICULAR
TO TRUSSES, AT TOP CHORD AND BOTTOM CHORD, CONTINUOUSLY THRU
ALL TRUSSES. PROVIDE THIS AT A SPACING OF 10 FEET, ALONG
THEIR SPAN OF THE TRUSSES. SEE DETAILS IN PLANS.
ALL BRACING TO BE CROSS - BRACED AT ENDS AND AT 10' SPACINGS.
SUBMIT PERMANENT BRACING PLAN FOR APPROVAL BY ENGINEER.
GENERAL CONTRACTOR TO SUBMIT SIGNED AND SEALED SHOP DRAWINGS
BY A FLORIDA REGISTERED PROFESSIONAL ENGINEER FOR ALL TRUSS
TO TRUSS CONNECTIONS.
NEW Cc
RE INF. IN
CLAF
'5624'c/c.
CONCRETE UPTURNED
BEAM SEE PLAN.
UPTURN BEAN( DETAIL
SCALE: N.T.S.
ARCH BEAN( DETAIL
SCALE: N.T.S.
PROVIDE 03 STIRRUPS, 612'
WIDTH OF OPENING COORDINATE W/
ARCHITECTURE (SEE TABLE AT RIGHT
FOR ADDED REINFORCING
TYPICAL REINFORCED
MASONRY BOND BEAM DERAIL
SCALE: N.T.S.
NOTE, USE THIS DETAIL WHERE THE BOTTOM OF THE BEAM
MUST BE DROPPED IN ORDER TO MEET THE TOP OF
THE WINDOW OR DOOR OPENING.
i
GEORGE E. PEON
ARCHITECT, A.I.A.
AR# 0007999 �
ARCHITECTURE
PLANNING
INTERIORS
4143 SW 74 Ct SUITE D
MIAMI, FL. 33155
PH. (305) 269 -9335
FAX. (305) 269 -9457
REVISIONS
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