1665 SELVA MARINA DR - PERMIT POOL18-0004 DWGSGENERAL NOTES:
CODE USED: 2017 FLORIDA BUILDING CODE
CONTRACTOR SHALL VISIT SITE TO OBSERVE
CONDITIONS PRIOR TO BEGINNING CONSTRUCTION.
CONTRACTOR SHALL BE RESPONSIBLE FOR
VERIFICATION OF ALL DIMENSIONS AND
CONDITIONS PROVIDED ON DRAWINGS PRIOR TO
START OF CONSTRUCTION. RESOLVE ANY
DISCREPANCIES WITH THE ENGINEER PRIOR TO
COMMENCEMENT OF WORK.
CONTRACTOR IS RESPONSIBLE FOR THE
PROTECTION OF THE PUBLIC AND ALL
CONSTRUCTION PERSONNEL AND MUST COMPLY
WITH ALL APPLICABLE OSHA SAFETY
REQUIREMENTS THROUGHOUT THE DURATION OF
THE WORK.
THE CONSTRUCTION DOCUMENTS REPRESENT THE
FINISHED STRUCTURE. THEY DO NOT INDICATE
THE METHOD OF CONSTRUCTION. THE
CONTRACTOR SHALL PROVIDE ALL MEASURES
NECESSARY TO PROTECT THE STRUCTURE DURING
CONSTRUCTION, SUCH MEASURES SHALL
INCLUDE, BUT NOT BE LIMITED TO, BRACING,
SHORING FOR LOADS DUE TO DEMOLITION AND
CONSTRUCTION EQUIPMENT, ETC. THE ENGINEER
OF RECORD SHALL NOT BE RESPONSIBLE FOR
THE CONTRACTOR'S MEANS, METHODS,
TECHNIQUES, SEQUENCES FOR PROCEDURE OF
CONSTRUCTION, OR THE SAFETY PRECAUTIONS
AND THE PROGRAMS INCIDENT THERETO (NOR
SHALL OBSERVATION VISITS TO THE SITE INCLUDE
INSPECTION OF THESE ITEMS).
WHERE REFERENCE IS MADE TO VARIOUS TEST
STANDARDS FOR MATERIALS, SUCH STANDARDS
SHALL BE THE LATEST EDITION AND/OR
ADDENDA.
MASONRY CONSTRUCTION:
CONCRETE MASONRY UNITS (CMU): SHALL BE
HOLLOW UNIT MASONRY IN ACCORDANCE WITH
ASTM C 90 AND SHALL HAVE A MINIMUM NET
AREA COMPRESSIVE STRENGTH OF 1900 PSI
WHEN USING TYPE M OR S MORTAR (ASTM C
270)
IN ACCORDANCE WITH ACI 530, THE 1900 PSI
BLOCK IN COMBINATION WITH TYPE M OR S
MORTAR PROVIDES A DESIGN COMPRESSIVE
STRENTH (f'm) OF 1500 PSI.
NOTE: CONTRACTOR TO FIELD VERIFY
CLEARANCES, DIMENSIONS, AND OTHER
APPLICABLE FIELD CONDITIONS PRIOR TO
COMMENCING WORK. SHOULD DISCREPANCIES
BE DISCOVERED, ALERT EOR IMMEDIATELY.
DEFINITIONS:
GROUT POUR HEIGHT - THE TOTAL HEIGHT OF
MASONRY TO BE GROUTED PRIOR TO ERECTION OF
ADDITIONAL MASONRY.
GROUT POUR - CONSISTS OF ONE OR MORE GROUT
LIFTS.
GROUT LIFT - THE LAYER OF GROUT PLACED IN A
SINGLE CONTINUOUS OPERATION AND IS LIMITED TO
5 FEET (1524 MM).
RODDING - THE ACT OF COMPACTING FRESHLY
POURED CONCRETE OR GROUT IN iTS FORM BY
FREEING THE MASS OF AIR POCKETS WITH REPEATED
STABS OF A ROD.
PUDDLING - THE PROCESS OF INDUCING
COMPACTION OF GROUT BY USE OF A TAMPING ROD.
PUDDLE - THE ACT OF WORKING CONCRETE TO
ELIMINATE HONEYCOMB, AND TO PRODUCE A DENSER
MASS.
PUDDLE STICK - A STICK OR ROD USED TO
CONSOLIDATE GROUT BY HAND,
MASONRY CONSTRUCTION AND INSPECTION
GUIDELINES:
1. LAY UP MASONRY IN RUNNING BOND FOR SIZES
AND REINFORCING PER PLANS AND ELEVATIONS.
2. FACE SHELLS OF BED JOINT SHALL BE
MORTARED.
3. WEBS SHALL BE MORTARED AT CELLS TO BE
GROUTED.
4. VERTICAL CELLS ARE TO BE ALIGNED WHERE
THEY ARE TO BE GROUT FILLED UNLESS BOND IS
SHIFTED DUE TO SITE CONDITIONS.
5. INSTALL HORIZONTAL JOINT REINFORCING AT 16
INCHES (407 MM) ON CENTER STARTING FIRST
BLOCK ABOVE FOUNDATION.
6. MAINTAIN MINIMUM OF 1/2 INCH (12.7 MM)
COVER ON JOINT REINFORCING TO EXTERIOR AND
REINFORCING SHALL BE EMBEDDED IN MORTAR.
7. GROUT SPACES BOTH VERTICAL AND HORIZONTAL
ARE TO BE SUBSTANTIALLY FREE OF DROPPINGS,
DEBRIS, LOOSE AGGREGATE AND ANY MATERIAL
DELETERIOUS TO MASONRY GROUT.
8. INSTALL REINFORCING IN GROUT CELLS PRIOR
TO GROUTING.
9. GROUT SPACES ARE TO BE INSPECTED PRIOR
TO PLACING GROUT.
10. FILL CELLS AS NOTED ON THE PLANS,
ELEVATIONS AND DETAILS.
11. PLACE GROUT IN LIFT TO 60 INCHES IN HEIGHT
(CLEAN OUT HOLES ARE NOT REQUIRED).
12. A REINFORCING BAR MAY BE USED TO ROD
GROUT IN CELL, TO ENSURE THERE ARE NO VOIDS
IN GROUT.
13. PLACE REINFORCING APPROXIMATELY 1 INCH (25
MM) TO THE SIDE OF DOWEL IN CELL (ACI
530-1.12.3.3)
14. GROUT SHOULD SET IN APPROXIMATELY 90
MINUTES DEPENDING ON GROUT SLUMP AND
WEATHER CONDITIONS.
15. DO NOT BEND OR MOVE REINFORCEMENT AFTER
GROUT HAS SET,
16. FILL ALL CELLS SOLID BELOW FINISH FLOOR
ELEVATION.
17. PROVIDE LEVEL "B" QUALITY ASSURANCE, AS
PER ACI 530-05 TABLE 1.15.2.
TOLERANCES FOR CENTER REINFORCING:
CENTERLINE LOCATION SHOULD BE WITHIN 1/2
INCH (13MM) OF CENTER OF MASONRY.
HORIZONTAL LOCATION SHALL BE WITHIN 2
INCHES (51 MM) OF THE CENTER OF THE CELL.
REINFORCING SHALL MAINTAIN POSITION WITHOUT
BEING TIED.
DO NOT MOVE REINFORCING AFTER INITIAL SET
OF GROUT.
REINFORCING AT EACH FACE:
MAINTAIN AT LEAST 1/4 INCH (6 MM) CLEAR OF
MASONRY FOR FINE GROUT AND 1/2 INCH (13
MM) FOR COARSE GROUT.
REINFORCING SHALL BE PLACED 1 INCH CLEAR
TO THE SIDE OF THE DOWELS.
GROUT:
THE GROUT SHALL BE IN ACCORDANCE WITH
ASTM C 476 AND SHALL HAVE A MAXIMUM
COURSE AGGREGATE SIZE OF 3/8" PLACED AT
AN 8" TO 11" SLUMP AND HAVE A MINIMUM
SPECIFIED COMPRESSIVE STRENGTH OF 2000 PSI
AT 28 DAYS WHEN TESTED IN ACCORDANCE
WITH ASTM C 1019,
STEEL REINFORCEMENT:
REINFORCING STEEL: SHALL BE ASTM A615,
GRADE 60 STEEL REINFORCEMENT SHALL BE IN
ACCORDANCE WITH FBC, ACI 318 AND AS NOTED
IN THESE PLANS.
CONCRETE COVER SHALL BE IN ACCORDANCE
WITH FBC AND AS FOLLOWS:
3" FOR CONCRETE CAST AGAINST AND
PERMANENTLY EXPOSED TO EARTH
2" FOR CONCRETE EXPOSED TO WEATHER OR IN
CONTACT WITH GROUND
1-1/2" FOR CONCRETE NOT EXPOSED TO
WEATHER OR IN CONTACT WITH GROUND
VERTICAL AND HORIZONTAL REINFORCEMENT WILL
BE LAPPED FOR 36 BAR DIAMETERS OR 24",
WHICHEVER IS GREATER. ALL REINFORCING STEEL
SHALL BE PLACED IN ACCORDANCE WITH THE
TYPICAL BENDING DIAGRAMS AND PLACING
DETAILS OF ACI STANDARDS. ALL REINFORCING
STEEL SHALL BE HELD SECURELY IN POSITION
WITH STANDARD ACCESORIES DURING PLACING
OF CONCRETE. SPLICES IN REINFORCING, WHERE
PERMITTED, SHALL BE AS FOLLOWS: MASONRY:
48 BAR DIA.
CORNER REINFORCEMENT SHALL BE LAPPED 30".
SOILS:
MINIMUM ALLOWABLE SOIL BEARING CAPACITY =
2500 PSF
SUBSURFACE SOIL CONDITIONS WERE NOT
AVAILABLE AT THE TIME OF THIS DESIGN. THE
OWNER SHALL PROVIDE TO THE CONTRACTOR A
REPORT OF THE SUBSURFACE CONDITIONS. SOIL
PREPARATIONS NOTED IN SAID REPORT SHALL BE
FOLLOWED UNLESS MORE STRINGENT DESIGN IS
SPECIFIED WITHIN THESE PLANS. THE FILL BELOW
THE FOUNDATION SHOULD BE FREE OF DEBRIS,
ORGANIC MATERIAL, COHESIVE SOILS OR ANY
OTHER DELETRIOUS MATERIAL. SOIL MUST BE
COMPACTED TO 95% MODIFIED PROCTOR MAXIMUM
DRY DENSITY FOR A DEPTH OF 2'-0" BELOW
THE BOTTOM OF THE FOOTING,
FINISHED LOW GRADE
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