05-930(3)-026REINFORCED CONCRETE NOTES AND SPECIFICATIONS
1. GENERAL
REINFORCED CONCRETE SHALL BE OF THE MATERIALS, PROPORTIONS, STRENGTH, AND
CONSISTENCY REQUIRED IN THE STRUCTURAL DRAWING, SCHEDULES AND NOTES.
2. STANDARDS
DESIGN AND CONSTRUCTION OF REINFORCED CONCRETE SHALL BE IN ACCORDANCE WITH
THE FOLLOWING STANDARDS.
2.1 BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE, AD 318.
2.2 MANUAL OF STANDARD PRACTICE FOR DETAIUNG REINFORCED CONCRETE
STRUCTURES, AD 318.
2.3 STANDARD SPECIFICATIONS FOR DEFORMED BILLET STEEL BARS FOR CONCRETE
REINFORCEMENT, ASTM A615.
2.4 STANDARD SPECIFICATION FOR COLD DRAWN STEEL WIRE FOR CONCRETE
REINFORCEMENT, ASTM A82.
2.5 STANDARD SPECIFICATION FOR CHEMICAL ADMIXTURES FOR CONCRETE, ASTM A185.
2.6 STANDARD SPECIFICATION FOR AIR- ENTRAINED ADMIXTURES FOR CONCRETE, ASTM
C260.
2.7 FLORIDA BUILDING CODE, 2001 EDITION
3. MATERIAL AND TESTS
11 PORTLAND CEMENT: PORTLAND CEMENT SHALL BE TYPE "L' CONFORMING TO THE
STANDARD SPECIFICATIONS FOR PORTLAND CEMENT, ASTM C150.
3.2 CONCRETE AGGREGATES: NOMINAL MAXIMUM SIZE OF COARSE AGGREGATES SHALL
NOT BE LARGER THAN THREE - QUARTERS OF AN INCH. AGGREGATES USED IN
CONCRETE SHALL CONFORM TO THE STANDARD SPECIFICATIONS FOR CONCRETE
AGGREGATES, ASTM C31 AGGREGATES SHALL BE QUARRIED OR WASHED IN
FRESH WATER AND SHALL CONTAIN NOT MORE THAN ONE - TWENTIETH OF ONE
PERCENT SALT BY WEIGHT. SUBMIT AGGREGATE GRADATIONS TO THE ENGINEER
FOR APPROVAL
3.3 WATER: MIXING FOR CONCRETE SHALL BE POTABLE, CLEAN AND FREE FROM
INJURIOUS AMOUNTS OF OILS, ACIDS, ALKALIS, SALT'S, ORGANIC MATERIALS, OR
OTHER SUBSTANCES THAT MAY BE DELIRIOUS TO CONCRETE OR REINFORCEMENT.
3.4 REINFORCING: REINFORCING STEEL SHALL BE GRADE 60 UNLESS OTHERWISE
STATED DIFFERENTLY ON PLANS.
3.5 ADMIXTURES ADMIXTURES TO BE USED IN CONCRETE SHALL BE APPROVED BY
THE ENGINEER.
3.6 TEST:
a. THE ENGINEER SHALL HAVE THE RIGHT TO ORDER TESTS OF ANY MATERIAL
ENTERING INTO CONCRETE OR REINFORCED CONCRETE TO DETERMINE SUITABIUTY
FOR THE PURPOSE: TO ORDER REASONABLE TESTS FROM TIME TO TIME TO
DETERMINE WHETHER THE MATERIALS AND METHODS IN USE ARE SUCH AS TO
PRODUCE CONCRETE OF THE NECESSARY QUALITY, AND TO ORDER THE TEST
LOAD OF ANY PORTION OF THE STRUCTURE, WHEN CONDITIONS HAVE BEEN
SUCH AS TO LEAVE DOUBT AS TO THE ADEQUACY OF THE STRUCTURE TO
SERVE THE PURPOSE FOR WHICH IT IS INTENDED.
b. TESTS OF MATERIALS AND OF CONCRETE SHALL BE MADE IN ACCORDANCE WITH
THE REQUIREMENTS OF THE AMERICAN SOCIETY FOR TESTING MATERIALS. TESTS
SHALL BE MADE BY A TESTING LABORATORY APPROVED BY THE ENGINEER. THE
COST OF SUCH TESTS RESULTING FROM CONSTRUCTION RELATED PROBLEMS
SHALL BE ASSUMED BY THE CONTRACTOR.
4. CONCRETE QUALITY: '
a. CONCRETE SHALL BE NORMAL WEIGHT, AND SHALL ATTAIN A 28 DAY
COMPRESSIVE STRENGTH IN ACCORDANCE WITH THE FOLLOWING SCHEDULE:
28 DAY COMPRESSIVE STRENGTH (PSI)
STRUCTURAL ELEMENT 3000 4000 5000
FOUNDATION XXXX
EXPOSED COLUMNS XXXX
EXPOSED ROOF, FLR. BEAMS/SLABS XXXX
INTERIOR COLUMNS /SLABS/BEAMS XXXX
b. THE MAXIMUM WATER- CEMENT RATIO SHALL BE 0.40(5000)/0.50(4000)
c. THE MINIMUM CEMENT CONTENT FOR CONCRETE SHALL BE FIVE BAGS PER CUBIC
YARD.
d. CONCRETE SHALL CONTAIN A WATER REDUCING ADMIXTURE CAPABLE INCREASING
WORKABILITY AND REDUCING THE AMOUNT OF MIXING WATER (CONFORMING TO
ASTM C494, TYPE 'A "). OTHER ADMIXTURES MAY BE USED, IF APPROVED BY
THE ENGINEER. ADMIXTURES SHALL BE ADDED TO THE MIX IN ACCORDANCE
WITH THE MANUFACTURER'S SPECIFICATIONS AND AT A CONTROLLED RATE,
WORKABILITY SHALL NOT BE ACHIEVED BY WATER ADDITION.
e. PROPORTIONING AND MIXING OF ALL CONCRETE MIX DESIGNS, FOR EACH
STRENGTH OF CONCRETE REQUIRED, SHALL BE APPROVED BY THE ENGINEER
4.2 TESTS OF CONCRETE
a. (1) TEST ON CONCRETE USED IN CONSTRUCTION SHALL BE MADE BY AN
APPROVED TESTING LABORATORY AND REPORTS SUBMITTED TO THE ENGINEER.
THE COST OF SUCH TEST SHALL BE ASSUMED BY THE OWNER.
(2) NOT LESS THAN THREE SPECIMENS SHALL BE MADE FOR EACH STANDARD
TEST, NOR LESS THAN ONE TEST FOR EACH 50 CUBIC YARDS OF CONCRETE
USED ON THE PROJECT OR FRACTION THEREOF.
(3) SPECIMENS SHALL BE MADE AND CURED IN ACCORDANCE WITH THE
STANDARD METHOD OF MAKING AND CURING CONCRETE COMPRESSION FLEXURE
TEST SPECIMENS IN THE FIELD, ASTM C31.
(4) SPECIMENS SHALL BE TESTED IN ACCORDANCE WITH THE STANDARD METHOD
OF TEST FOR COMPRESSION STRENGTH OF MOLDED CONCRETE CYLINDERS, ASTM
C39. REPORTS TO THE ENGINEER SHALL BE SUBMITTED FOR EACH TEST
PERFORMED.
b. THE AGE FOR STRENGTH TEST OF CONCRETE SHALL BE 28 DAYS STRENGTH
TESTS FOR AN EARLIER AGE SHALL BE SUBMITTED IF THE ENGINEER HAS
APPROVED CONCRETE IN THE STRUCTURE TO RECEIVE ITS FULL WORKING LOADS
AT SUCH EARUER TIME SEVEN DAY TESTS MAY BE USED WITH THE APPROVAL
OF THE ENGINEER, PROVIDED THAT THE RELATION BETWEEN THE SEVEN AND 28
DAY STRENGTHS OF THE CONCRETE IS ESTABUSHED BY TESTS FOR THE
MATERIALS AND PROPORTIONS UTIUZED.
c. TO CONFORM TO THE REQUIREMENTS OF THESE SPECIFICATIONS. THE AVERAGE
STRENGTH OF THE LABORATORY CURED CYLINDERS REPRESENTING EACH CLASS
OF CONCRETE AS WELL AS THE AVERAGE OF ANY. FIVE CONSECUTIVE
STRENGTH TESTS REPRESENTING EACH CLASS OF CONCRETE SHALL BE EQUAL
TO OR GREATER THAN THE SPECIFIED STRENGTH AND NOT MORE THAN ON
STRENGTH TEST IN TEN SHALL HAVE AN AVERAGE VALUE OF LESS THAN 90
PERCENT OF THE SPECIFIED STRENGTH.
d. WHEN THERE IS A QUESTION AS TO THE QUALITY OF THE CONCRETE IN THE
STRUCTURE, THE ENGINEER SHALL HAVE THE RIGHT TO REQUIRE CORE TESTS IN
ACCORDANCE WITH THE STANDARD METHOD OF OBTAINING AND TESTING DRILLED
CORES AND SAWED BEAMS OF CONCRETE ASTM C42. TO ORDER LOAD TESTS
ON THAT PORTION OF THE STRUCTURE WHERE THE QUESTIONABLE CONCRETE
HAS BEEN PLACED OR TO REQUIRE OTHER REASONABLE TESTS TO EVALUATE
THE STRENGTH OF THE STRUCTURE
e. THE MAXIMUM ALLOWABLE SLUMP OF CONCRETE SHALL BE FIVE INCHES. SLUMP
GREATER THAN FIVE INCHES SHALL BE APPROVED BY THE ENGINEER WITH THE
PROPORTIONS OF THE CONCRETE ADJUSTED TO MAINTAIN THE STRENGTH AND
QUALITY OF THE CONCRETE NO WATER SHALL BE ADDED AT THE JOB SITE TO
CONCRETE DELIVERED BY TRUCKS READY FOR USE WITHOUT THE APPROVAL OF
THE ENGINEER AND THEN ONLY WHEN SLUMP TESTS ARE MADE AND THE
CONCRETE SO DEUVERED IS KNOWN TO BE OF LESS THAN SLUMP SPECIFIED.
5. MIXING AND PLACING
5.1 FORMS AND EQUIPMENT:
a. BEFORE PLACING CONCRETE, ALL EQUIPMENT FOR MIXING AND TRANSPORTING
THE CONCRETE SHALL BE CLEANED. ALL DEBRIS REMOVED FROM THE SPACES
TO BE OCCUPIED BY THE CONCRETE FORMS SHALL BE THOROUGHLY WETTED
OR OILED. MASONRY FILLER UNITS THAT WILL BE IN CONTACT WITH CONCRETE
SHALL BE WELL DRENCHED AND THE REINFORCEMENT SHALL BE THOROUGHLY
CLEANED.
b. STANDING WATER SHALL BE REMOVED FROM PLACES OF DEPOSIT BEFORE
CONCRETE IS PLACED.
5.2 MIXING OF CONCRETE:
JOB MIXING CONCRETE SHALL NOT BE PERMITTED UNLESS THE PROPORTIONS
EQUIPMENT, AND METHODS ARE APPROVED BY THE ENGINEER. CONCRETE TESTS
SHALL BE REQUIRED AT THE RATE OF ONE TEST FOR EACH FIVE CUBIC YARDS
OR LESS, OR EACH TIME CONCRETE IS MIXED.
b. READY -MIX CONCRETE SHALL BE MIXED AND DEUVERED IN ACCORDANCE WITH
THE REQUIREMENTS OF THE STANDARD SPECIFICATIONS FOR READY MIX
CONCRETE, ASTM C94.
c. NO CONCRETE SHALL BE RETEMPERED AFTER IT HAS TAKEN AN INITIAL SET NOR
SHALL ANY BATCH PORTION THEREOF BE DEPOSITED IN FORMS MORE THAN ONE
AND ONE -HALF HOURS AFTER THE MIXING OF THAT PARTICULAR BATCH HAS
COMMENCED.
5.3 CONVEYING:
a. CONCRETE SHALL BE CONVERTED FROM THE MIXER TO THE PLACE OF FINAL
DEPOSIT BY METHODS WHICH WILL PREVENT SEPARATION OR LOSS OF THE
MATERIALS
b. EQUIPMENT FOR CHUTING, PUMPING, AND PNEUMATICALLY COVEY CONCRETE
SHALL BE SUCH SZE AND DESIGN AS TO ENSURE A PRACTICALLY CONTINUOUS
FLOW OF CONCRETE AT THE DEUVERY END SEPARATION OF THE MATERIALS.
5.4 DEPOSITING:
a. CONCRETE SHALL BE DEPOSITED AS NEARLY AS PRACTICABLE IN ITS FINAL
POSITION TO AVOID SEGREGA11ON DUE TO HANDLING OR FLOWING. THE
CONCRETE SHALL BE CARRIED ON SUCH A RATE THAT THE CONCRETE IS AT
ALL TIMES PLASTIC AND FLOWS READILY INTO THE SPACES BETWEEN THE BARS.
NO CONCRETE THAT HAS BEEN CONTAMINATED BY FOREIGN MATERIALS SHALL
BE DEPOSITED ON THE WORK.
b. WHEN CONCRETE POURING HAS COMMENCED, POURING SHALL BE CARRIED ON A
CONTINUOUS OPERATION UNTIL THE PLACING OF THE PANEL OR SECTION IS
COMPU=TED. THE TOP SURFACE SHALL BE GENERALLY LEVEL, OF AS SPECIFIED
ON THE PLANS
c. ALL CONCRETE SHALL BE THOROUGHLY COMPACTED BY SUITABLE MEANS DURING
THE OPERATION OF PLACING, AND SHALL BE THOROUGHLY WORKED AROUND THE
REINFORCEMENT AND EMBEDDED FIXTURES AND INTO THE CORNERS OF THE
FORMS. WHERE THE CONCRETE IS PLACED IN COLUMNS OR WADS, THE
PLACING SHALL BE SO CONDUCTED THAT THE CONCRETE WILL NOT PASS
REINFORCEMENT FOR MORE THAN SIX FEET. SEPARATE LIFTS SHALL BE
THOROUGHLY COMPACTED. VIBRATORS MAY BE USED TO AID IN THE
PLACEMENT OF CONCRETE, PROVIDED THEY ARE USED UNDER EXPERIENCED
SUPERVISION. THE FORMS ARE DESIGNATED TO WITHSTAND ALL LOADS IMPOSED
BY THE CONCRETE POUR, INCLUDING LATERAL HYDROSTATIC LOADINGS.
d. WHERE CONDITIONS MAKE COMPACTING DIFFICULT, OR WHERE THE
REINFORCEMENT IS CONGESTED, BATCHED OR MORTAR CONTAINING THE SAME
PROPORTIONS OR CEMENT TO SAND USED IN THE CONCRETE SHALL FIRST BE
DEPOSITED IN THE FORMS TO A DEPTH OF AT LEAST ONE INCH.
5.5 CURING:
A CURING COMPOUND SHALL BE APPUED TO THE TOP OF CONCRETE SLABS AS
SOON AS PRACTICAL AFTER PLACEMENT OF THE CONCRETE, FOLLOWING THE
MANUFACTURER'S SPECIFICATIONS AND RECOMMENDATIONS SPECIFICATIONS FOR
CURING COMPOUNDS SHALL BE SUBMITTED TO THE ARCHITECT AND ENGINEER FOR
APPROVAL ALTERNATIVELY, CONCRETE SHALL BE KEPT IN A WET CONDITION FOR
THE FIRST 24 HOURS AFTER PLACEMENT, AND SHALL BE MAINTAINED IN A MOIST
CONDITION FOR AT LEAST THE FIRST SEVEN DAYS AFTER PLACING.
5.6 HOT WEATHER REQUIREMENTS:
DURING HOT WEATHER, PROPER ATTENTION SHALL BE GIVEN TO INGREDIENTS,
PRODUCTION METHODS, HANDLING, PLACING, PROTECTION AND CURING TO PREVENT
EXCESSIVE CONCRETE TEMPERATURES OR WATER EVAPORATION TAT MAY IMPAIR
REQUIRED STRENGTH OR SERVICEABIUTY OF CONCRETE MEMBERS
5.7 BONDING:
BEFORE NEW CONCRETE IS DEPOSITED ON OR AGAINST CONCRETE WHICH HAS SET,
THE FORMS SHALL BE RETIGHTENED. THE SURFACE OF THE SET CONCRETE SHALL
BE CLEANED OF ALL FOREIGN MATTER AND LAITANCE, AND WETTED. THE CLEANED
AND WETTED SURFACES OF THE HARDENED CONCRETE SHALL FIRST BE SLOSHED
WITH A COATING OF NEAT CEMENT AGAINST THE NEW. CONCRETE SHALL BE
PLACED BEFORE THE MORTAR HAS ATTAINED ITS INITIAL SET.
6. FORMS AND DETAILS OF CONSTRUCTION
6.1 DESIGN OF FORMS:
FORMS SHALL CONFORM TO THE SHAPE UNES AND DIMENSION OF THE MEMBERS AS
CALLED FOR ON THE PLANS, AND SHALL BE SUBSTANTIAL AND SUFFICIENTLY TIGHT
TO PREVENT LEAKAGE OF MORTAR, FORMS SHALL BE PROPERLY BRACED OR TED
TOGETHER SO AS TO MAINTAIN POSITION AND SHAPE, TEMPORARY OPENINGS AT
THE BOTTOM OF COLUMNS SHAD. BE PROVIDED TO FACIUTATE CLEANING AND
INSPECTION BEFORE DEPOSITING CONCRETE. WHEN THE CONCRETE HAS ATTAINED
SUFFICIENT STRENGTH, FORMS SHALL BE REMOVED FROM AT LEAST TWO FACES OF
ALL REINFORCEMENT MEMBERS, OTHER THAN WERE PLACED IN CONTACT WITH THE
SOIL OR JOIST TO FADUTATE INSPECTION OF THE PLACING OPERATIONS, WITH THE
EXCEPTION TO 'U' TYPE BEAM BLOCK.
6.2 REMOVAL OF FORMS:
THE REMOVAL OF FORMS SHAD. BE CARRIED OUT IN SUCH A MANNER AS TO
INSURE THE COMPLETE SAFETY OF THE STRUCTURE, VERTICAL FORMS MAY BE
REMOVED IN 24 HOURS, PROVIDED THAT THE CONCRETE HAS HARDENED
SUFFICIENTLY THAT IS NOT DAMAGED, BOTTOM FORMS AND SHORING FOR SLABS,
BEAMS, AND GIRDERS SHALL NOT BE REMOVED IN LESS THAN 14 DAYS WITHOUT
PERMISSION FROM THE ENGINEER.
6.3 PIPES AND CONDUIT EMBEDDED IN CONCRETE:
ELECTRICAL CONDUIT AND OTHER PIPES SHALL NOT DISPLACE THAT ON WHICH
STRESS IS CALCULATED OR WHICH IS REQUIRED FOR FIRE PROTECTION TO A
GREATER EXTENT THE FOUR PERCENT OF THE AREA OF THE CROSS SECTION.
SLEEVES OR OTHER PIPES PASSING THROUGH FLOORS, WALLS OR BEAMS SHALL
NOT BE OF SUCH SIZE OR IN SUCH LOCATION AS UNDULY TO IMPAIR THE
STRENGTH OF THE CONSTRUCTION. EMBEDDED PIPES AND CONDUITS OTHER THAN
THOSE MERELY PASSING THROUGH SHALL NOT BE LARGER IN OUTSIDE DIAMETER
THAN ONE -THIRD THE THICKNESS OF THE SLAB, WALL, OR BEAM IN WHICH THEY
ARE EMBEDDED: SHALL BE SPACED CLOSER THAN THREE DIAMETERS ON CENTER,
NOT SO LOCATED AS TO UNDULY IMPAIR THE STRENGTH OF THE CONCRETE.
6.4 CLEANING AND BENDING REINFORCEMENT:
STEEL REINFORCEMENT AT THE TIME CONCRETE IS PLACED, SHALL BE FREE FROM
RUST, SCALE OR OTHER COATINGS THAT WILL DESTROY OR REDUCE THE BOND.
REINFORCEMENT LESS THAN 18 BARS IN SIZE MAY BE HEATED AND FIELD BENT
WITH THE APPROVAL OF THE ENGINEER. BARS LARGER THE III SHALL NOT BE
BENT IN THE FIELD BY ANY MEANS.
6.5 PLACING REINFORCEMENT.
METAL REINFORCEMENT SHALL BE ACCURATELY PLACED AND ADEQUATELY SECURED
IN POSITION BY CONCRETE OR METAL CHAIRS OR SPACERS OR OTHER ACCEPTABLE
METHODS. THE MINIMUM CLEAR DISTANCE BETWEEN PARALLEL BARS, EXCEPT IN
COLUMNS, SHALL BE EQUAL TO THE NOMINAL DIAMETER OF THE BARS, IN NO CASE
SHALL THE CLEAR DISTANCE BETWEEN BARS BE LESS THAT ONE INCH, NOR LESS
THAN ONE AND ONE -THIRD TIMES THE MAXIMUM SIZE OF THE COARSE AGGREGATE
WHEN REINFORCEMENT IN BEAMS OR GIRDERS IS PLACED IN TWO OR MORE LAYERS,
THE CLEAR DISTANCE BETWEEN LAYERS SHALL NOT BE LESS THAT ONE INCH NOR
LESS THAN THE DIAMETER OF THE BARS, AND THE BARS IN THE UPPER LAYER
SHALL BE PLACED DIRECTLY ABOVE THOSE IN THE BOTTOM LAYER.
6.6 SPUCES IN REINFORCEMENT:
a. IN SLABS, BEAMS, AND GIRDERS. SPUCES IN REINFORCEMENT AT POINTS OF
MAXIMUM STRESS SHALL BE AVOIDED WHEREVER POSSIBLE, SUCH SPUCES
WHERE USED SHALL BE WELDED, LAPPED OR OTHERWISE FULLY DEVELOPED.
ALL SPLICES SHALL BE DESIGNED BY A REGISTERED PROFESSIONAL ENGINEER.
THE MINIMUM OVERLAP FOR LAPPED SPUCES SHALL BE 36 BAR DIAMETERS,
BUT NOT LESS THAT 12 INCHES. THE CLEAR DISTANCE BETWEEN BARS SHALL
ALSO APPLY TO THE CLEAR DISTANCE FROM A CONTACT SPUCE AND ADJACENT
SPLICE OR BAR.
b. WELDED WIRE FABRIC REINFORCEMENT SHALL BE LAPPED ONE MESH PLUS TWO
INCHES, 12 INCHES, OR AS NOTED IN THE PLANS.
c. SPLICES IN COLUMNS, BEAMS, GIRDERS, AND SLABS NOT SHOWN IN THE PLANS
SHALL BE CLASS B CONTACT LAP SPUCES OR SPLICE MECHANISMS SUBMITTED
BY THE CONTRACTOR THIS ENGINEER.
6.7 CONCRETE PROTECTION FOR REINFORCEMENT-
THE FOLLOWING MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR REINFORCEMENT:
COVER - INCHES
a. CONCRETE CAST AGAINST AND PERMANENTLY
EXPOSED TO EARTH 3'
b. CONCRETE NOT EXPOSED TO EARTH OR WEATHER
16 THROUGH 111 BARS 2'
15 BAR, W31 OR 031 W.W.M. 1 -1/2"
c. CONCRETE NOT EXPOSED TO WEATHER OR IN
CONTACT WITH GROUND: 3/4'
SLABS, WALLS, JOISTS: 1 -1/2'
111 AND SMALLER BEAMS AND COWMNS
PRIMARY REINFORCEMENT, TIES, STIRRUPS
SPIRALS 2'
d. FORMED SIDES OF GRADE BEAM
e. THE ABOVE PROTECTIVE COVERINGS ARE A MINIMUM BUT PROTECTION SHALL
NOT BE LESS THAN REQUIRED FOR FIRE RESISTIVE RATINGS.
f. THE CONTRACTOR SHALL PROVIDE THE NECESSARY BOLSTERS, CHAIRS,
CONCRETE BLOCK, AND MISCELLANEOUS REINFORCEMENT FOR THE SUPPORT OF
REINFORCING. STEEL WIRE BAR SUPPORTS USED IN SLABS, BEAMS AND
COLUMNS SHALL BE CLASS C. PLASTIC PROTECTED.
6.8 CONSTRUCTION JOINTS:
a. ALL CONSTRUCTION JOINTS SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE
INCORPORATED TO FACIUTATE CONSTRUCTION. JOINTS DETAILED ON THE
STRUCTURAL DRAWINGS SHALL BE LOCATED AND DETAILED ON SHOP DRAWINGS
AND APPROVED BY THE ENGINEER.
b. JOINTS NOT INDICATED ON THE PLANS SHALL BE SO MADE AND LOCATED AS TO
LEAST IMPAIR THE STRENGTH OF THE STRUCTURE WHERE A JOINT IS TO BE
MADE THE SURFACE OF THE CONCRETE SHALL BE THOROUGHLY CLEANED AND
ALL LAITANCE REMOVED VERTICAL JOINTS SHALL BE THOROUGHLY WETTED AND
SLOSHED WITH A COAT OF NEAT CEMENT GROUT IMMEDIATELY BEFORE PLACING
ANY NEW CONCRETE
c. AT LEAST TWO HOURS MUST ELAPSE AFTER DEPOSITING CONCRETE IN THE
COWMNS OR WALLS BEFORE DEPOSITING IN BEAMS GIRDERS, BRACKETS,
COLUMN CAPITALS, AND HAUNCHES SHALL BE CONSIDERED AS PART OF THE
FLOOR SYSTEM AND SHALL BE PLACED MONOUTHICALLY THEREWITH.
d. CONSTRUCTION JOINTS IN FLOORS SHALL BE LOCATED NEAR THE MIDDLE OF THE
SPAN OF SLABS, BEAMS, OR GIRDERS EXCEPT WHERE SUCH SLABS, BEAMS OR
GIRDERS CARRY CONCENTRATED LOADS, IN WHICH CASE THE LOCATION OF
CONSTRUCTION JOINTS SHALL BE DETERMINED BY ENGINEERING ANALYSIS.
e. HORIZONTAL CONSTRUCTION JOINTS SHALL NOT BE PERMITTED IN WALLS AND
BEAMS UNLESS SHOWN IN THE STRUCTURAL DRAWINGS, OR APPROVED BY THIS
ENGINEER.
6.9 COLUMN TIES:
a. COLUMN TIES SHALL BE OF THE SIZE AND SPACING INDICATED ON THE COWMN
SCHEDULE WHERE TIES ARRANGEMENTS ARE NOT SPECIFIED, TIES SHALL BE
SUCH THAT EVERY CORNER AND ALTERNATE LONGITUDINAL BARS SHALL HAVE
LATERAL SUPPORT PROVIDED BY THE CORNER OF A TIE WITH AN INCLUDED
ANGLE OF NOT MORE THAN 135 DEGREES AND NO BAR SHALL BE FARTHER
THAN SIX INCHES CLEAR ON EACH SIDE ALONG THE TIE FROM SUCH A
LATERALLY SUPPORTED BAR.
b. COLUMN TIES SHALL BE LOCATED NOT MORE THAN HALF A TIE SPACING ABOVE
THE TOP OF FOOTING OR SLAB IN ANY STORY, AND SHALL BE SPACED SUCH
THAT A TIE SHALL BE NOT MORE THAN HALF A TIE SPACING BELOW THE
LOWEST HORIZONTAL REINFORCEMENT IN MEMBERS SUPPORTED ABOVE.
c. WHERE BEAMS OR BRACKETS FRAME INTO ALL SIDES OF A COLUMN, TIES SHALL
BE TERMINATED NOT MORE THAN THREE INCHES BELOW THE LOWEST
REINFORCEMENT IN SUCH BEAMS OR BRACKETS.
6.10 MISCELLANEOUS REINFORCEMENT DETAILS:
INTERIOR AND EXTERIOR HORIZONTAL LAPPED CORNER BARS SHALL PROVIDE AT
ALL CORNERS TO MATCH THE SIZE, TYPE AND SPACING OF HORIZONTAL
FOOTING, WALL, MASONRY BOND BEAMS, DR CONCRETE TIE BEAMS
REINFORCEMENT.
6.11 SHORING AND RESHORING OF CONSTRUCTION:
a. THE SHORING SYSTEM SHALL BE DESIGNED BY A COMPETENT AND EXPERIENCED
ENGINEER QUALIFIED BY BEING REGULARLY ENGAGED FOR AT LEAST FIVE YEARS
IN DESIGN AND INSTALLATION OF SHORING AND RESHORING SYSTEMS
(TEMPORARY WORKS) FOR CONCRETE CONSTRUCTION SIMILAR TO THE
REQUIREMENTS OF THIS PROJECT.
b. THE SHORING SYSTEM DESIGN AND INSTALLATION SHALL BE IN ACCORDANCE
WITH THE FOLLOWING:
1. DESIGN OF WOOD FORM WORK FOR CONCRETE STRUCTURES NATIONAL
LUMBER MANUFACTURERS ASSOCIATION.
2. FORM WORK FOR CONCRETE, PUBUCATION SP -4, ACT.
3. PLYWOOD FOR CONCRETE FORMING, APA.
4. RECOMMENDED SAFETY REQUIREMENTS FOR SHORING CONCRETE FORM WORK,
SCAFFOLDING & SHORING INSTITUTE.
c. THE ENGINEERS SHALL NOT BE RESPONSIBLE FOR THE SHORING OR RESHORING
OF CONCRETE CONSTRUCTION FOR THE PROJECT.
CONTRACTOR'S NOTES
CONTRACTOR IS TO VERIFY ALL DIMENSIONS PRIOR TO
COMMENCING WORK.
IF DISCREPENCIES EXIST, CONTRACTOR SHALL NOTIFY
ENGINEER FOR CLARIFICATION.
MANDATORY INSPECTIONS SHALL BE THE RESPONSIBILITY
OF THE CONTRACTOR TO NOTIFY THIS ENGINEER'S OFFICE
AT LEAST 48 HOURS IN ADVANCE. MANDATORY
INSPECTIONS SHALL BE AS PER THE F.B.C. AND BUILDING
OFFICIAL OF THE REGULATING GOVERNING AGENCY.
STRUCTURAL STEEL
STEEL BEAMS/PLATES SHALL CONFORM TO ASTM STRUCTURAL
STEEL GRADE 36.
TUBULAR COLUMNS SHALL CONFORM TO ASTM A500, GRADE B,
Fy=46 KSI.
ALL BOLTED CONNECTIONS SHALL UTILIZE A307 -STD BOLTS AND
SHALL CONFORM TO AISC STANDARDS AND REQUIREMENTS.
ALL WELDED CONNECTIONS, IF APPLICABLE, SHALL BE
CONSTRUCTED WITH 3/16' FILLET WELDS U.O.N. ON PLANS WITH
E70XX ELECTRODES AND SHALL CONFORM TO A.W.S., STANDARDS
AND REQUIREMENTS.
SHOP DRAWING REVIEW
CONTRACTOR SHALL SUBMIT ALL SHOP DRAWINGS, SUCH
AS TRUSSES, RAILINGS, STORM SHUTTERS, ETC., TO
ENGINEER OF RECORD FOR REVIEW AND APPROVAL PRIOR
TO SUMBITTING TO THE CITY FOR THEIR APPROVALS.
ALSO, ALL SHOP DRAWINGS SHALL BE APPROVED BY
BOTH THE ENGINEER OF RECORD AND THE CITY PRIOR
TO ANY INSTALLATION OR FABRICATION OF SUCH SHOP
DRAWINGS ELEMENTS.
WOOD/TIMBER NOTES FOR JOISTS
ALL STRUCTURAL WOOD PRODUCTS USED IN THESE PLANS
SHALL CONFORM TO THE N.D.S., LATEST EDITION AND THE
F.B.C..
ALL WOOD SHALL BE SOUTHERN PINE, GRADE 1 AT A MINIMUM
WITH A MINIMUM Fb = 1000 P.S.I.
ALL WOOD MEMBER SIZES SHOWN ON THESE PLANS REFER TO
STANDARD NOMINAL.
ALL MECHANICAL METAL CONNECTOR USED IN THE CONNECTIONS
OF WOOD MEMBERS SHALL HAVE A PRODUCT APPROVAL FROM
DADE COUNTY AS PER THE 2001 F.B.C.. IF DIFFERENT
CONNECTORS ARE USED OTHER THAN THE ONE SPECIFIED BY
THESE PLANS, CONTRACTOR SHALL PROVIDE SPECIFICATIONS TO
THIS ENGINEER PRIOR TO THE USE OF THESE CONNECTIONS,
DEPICTING ALL ALLOWABLE LOADS, AND DADE COUNTY
APPROVAL NOTICES FOR SUCH CONNECTORS.
ALL FASTENERS SHALL BE ADHERED TO AS STATED AND SHOWN
ON THESE PLANS AND APPROVAL NOTICES FOR ALL
CONNECTORS.
ROOF WND PRESSURES
TRIG. AREA
(SQ. FT.)
PANEL (Pn)
GROSS WIND PRESSURES
PP
(PSF)
NP
(PSF)
10
1
+30
-48
10
2
+30
-100
10
3
+30
-100
20
1
+27
-47
20
2
+27
-90
50
1
+23
-44
50
2
+23
-78
100
1
+21
-43
100
2
+21
-72
150
1
+21
-43
150
2
+21
-70
200
1
+21
-43
200
2
+21
-70
300
1
+21
-43
300
2
+21
-70
(10 S.F. OVERHANG)
2H
-
-97
(10 SF. OVERHANG)
3H
-
-158
.
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ROOF WIND PRESSURE DIAGRAM
ZONE 1
ZONE 2
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MASONRY NOTES AND SPECIFICATIONS
1. GENERAL
CONCRETE MASONRY AND REINFORCED CONCRETE MASONRY SHALL BE OF THE
MATERIALS, STRENGTH, AND CONSTRUCTION REQUIRED IN THE STRUCTURAL
DRAWINGS, SCHEDULES, AND NOTES.
2. QUALITY AND TESTS
2.1 GENERAL
-
a. QUALITY:
THE QUALITY OF MATERIALS ASSEMBLED INTO MASONRY AND THE METHOD
AND MANNER OF THEIR ASSEMBLY SHALL CONFORM TO ACCEPTABLE
STANDARDS OF CONSTRUCTION AND THE REQUIREMENTS SET FORTH HEREIN.
b. TESTS:
1. THE ENGINEER MAY REQUIRE MATERIALS TO BE SUBJECTED TO TESTS IN
ORDER TO DETERMINE THEIR QUALITY WHENEVER THERE IS REASON TO
BELIEVE THAT THE MATERIAL IS NOT OF ACCEPTABLE QUALITY. THE
COSTS INCURRED OF SUCH TESTS SHALL BE ASSUMED BY THE OWNER.
2. TESTS OF MATERIAL SHALL BE N ACCORDANCE WITH THE STANDARD
SPECIFICATIONS OF THE AMERICAN SOCIETY OF TESTING MATERIALS.
2.2 CONCRETE BLOCKS:
a. GENERAL*
I. CONCRETE BLOCKS SHALL BE MADE OF PORTLAND CEMENT, WATER,
AND APPROVED AGGREGATES THE MATERIALS SHALL CONFORM TO
THE REQUIREMENTS FOR THE MATERIALS OF CONCRETE. AND FINISHED
UNITS SHALL MEET THE REQUIREMENTS OF THIS SECTION.
2. CONCRETE BLOCKS USED FOR FIRE- RESISTIVE WALLS RATED TWO HOURS
OR MORE OR USED FOR LOAD BEARING OR EXTERIOR WALLS SHALL HAVE
A MINIMUM FACE -SHELL THICKNESS OF ONE AND ONE -FORTH INCHES. A
MINIMUM WEB THICKNESS OF ONE INCH, AND SHAD_ HAVE A NET
CROSS - SECTIONAL AREA NOT LESS THAN 50 PERCENT OF THE CROSS
SECTION.
3. CONCRETE BLOCKS FOR OTHER PURPOSES SHALL HAVE A WALL AND WEB
THICKNESS OF NOT LESS THAN THREE - FORTHS OF AN INCH.
4. WHERE MASONRY WALLS ARE REQUIRED BY THE PLANS TO BE EIGHT
INCHES IN THICKNESS HOLLOW CONCRETE BLOCK UNITS MAY BE 7 -5/8"
x 7 -5/8" x 15 -5/8" MODULAR DIMENSIONS WITH CORRESPONDING
WIDTHS FOR TIE COLUMNS AND TIE BEAMS, AND STRUCTURAL BEAMS AND
COLUMNS, UNLESS OTHERWISE NOTED IN THE PLANS.
b. QUALITY:
STANDARD UNITS OF HOLLOW CONCRETE BLOCK SHALL CONFORM TO THE
STANDARD SPECIFICATIONS FOR HOLLOW LOAD- BEARING CONCRETE MASONRY
UNITS ASTM C90. EXCEPT THAT THE MAXIMUM MOISTURE CONTENT SHALL
NOT EXCEED 80 PERCENT OF THE TOTAL ABSORPTION.
2.3 PLAIN CONCRETE:
PLAIN CONCRETE IS CONCRETE CAST IN PLACE AND NOT REINFORCED FOR
TENSION OR COMPRESSIVE STRESSES, BUT ONLY FOR SHRINKAGE AND CREEP.
PLAIN CONCRETE SHALL BE MIXED, PLACED AND CURED AS SPECIFIED FOR
CONCRETE ELSEWHERE. THE MINIMUM STRENGTH OF REGULAR CONCRETE SHALL
BE NOT LESS THAN 2500 PSI IN 28 DAYS. UGHT WEIGHT CONCRETE SHALL BE
NOT BE USED FOR PLAIN CONCRETE UNLESS OTHERWISE SPECIFIED IN THE
PLANS.
2.4 MORTAR:
a. GENERAL•
EXCEPT AS OTHERWISE NOTES HEREIN, ALL MORTARS AND THE MATERIALS
THEREIN SHALL CONFORM TO THE STANDARD SPECIFICATIONS FOR MORTAR
OF MASONRY UNITS, ASTM C270.
1. THE GRADATION OF AGGREGATES FOR MASONRY MORTAR SHALL BE SUCH
THAT THE FINENESS MODUWS IS BETWEEN 1.2 AND 2.35 WHEN
DETERMINED IN ACCORDANCE WITH THE STANDARD SPECIFICATION FOR
AGGREGATE FOR MASONRY MORTAR, ASTM C144.
2. AGGREGATES SHALL BE QUARRIED OR WASHED IN FRESH WATER AND
SHALL CONTAIN NOT MORE THAN 1/20 OF ONE PERCENT SALT BY
WEIGHT.
a. MORTAR:
1. MORTAR USED TO BOND MASONRY SHALL BE OF TYPE M. AND SHALL
COMPLY WITH ETHER THE PROPERTY SPECIFICATIONS SET FORTH BELOW
OF THE PROPORTION SPECIFICATIONS OF ASTM C270.
MORTAR STRENGTH SPECIFICATIONS
TYPE MINIMUM AVERAGE STRENGTH (PSI)
M or S 2500
2. THE TYPE OF MORTAR BASED ON CONSIDERATION OF THE LOCATION OF
THE UNIT MASONRY CONSTRUCTION SHALL BE AS FOLLOWS:
USE OF LOCATION TYPE OF MORTAR
EXTERIOR WALLS AND
LOAD- BEARING WALLS M OR S
MORTAR OR GROUT UNDER
CONCENTRATED LOADS M
3. ALL HOLLOW UNIT MASONRY, OTHER THAT UNITS USED FOR SHEAR WALLS
SHALL BE LAID WITH FULL MORTAR COVERAGE OF THE FACE SHELLS IN
BOTH HORIZONTAL AND VERTICAL JOINTS, EXCEPT THE FIRST COURSE OF
MASONRY OF FOUNDATIONS SHALL BE LAID IN FULL BEDDED MORTAR.
3. CONSTRUCTION DETAILS
3.1 GENERAL:
a. REINFORCED CONCRETE SHALL COMPLY WITH THE REQUIREMENTS SET FORTH
IN THAT SECTION.
b. SECOND HAND MASONRY UNITS SHALL NOT BE USED UNLESS THEY CONFORM
TO THE REQUIREMENTS OF THIS SECTION, ARE SOUND, HAVE BEEN
THOROUGHLY CLEANED AND ARE APPROVED FOR USE BY THIS ENGINEER.
c. BOND SHALL BE PROVIDED BY LAPPING UNITS IN SUCCESSIVE VERTICAL
COURSES IN A COMMON RUNNING BOND PATTERN.
d. HORIZONTAL AND VERTICAL JOINTS SHALL BE THREE- EIGHTHS OF AN INCH IN
THICKNESS.
3.2 EXTERIOR WALLS:
a. GENERAL:
1. EXTERIOR WALLS OF UNIT MASONRY SHALL HAVE A MINIMUM THICKNESS
OF EIGHT INCHES, UNLESS OTHERWISE NOTED.
2. THE MAXIMUM AREA OF WALL PANELS OF 8 INCHES THICK UNIT MASONRY
AS MEASURED BETWEEN THE CONCRETE MEMBERS WHICH FRAME THE
PANEL SUCH AS TIE BEAMS AND TIE COWMNS, SHALL NOT EXCEED 240
SQUARE FEET, UNLESS OTHERWISE INDICATED IN THE STRUCTURAL
DRAWINGS.
b. HORIZONTAL REINFORCEMENTS:
MASONRY BEARING WALLS SHALL BE REINFORCED WITH AN APPROVED No. 8
LADDER -TYPE PREFABRICATED STEEL -WIRE REINFORCEMENT LAID IN EVERY
SECOND HORIZONTAL JOINT, STARTING WITH THE SECOND JOINT ABOVE THE
BEARING SURFACE HORIZONTAL WALL REINFORCEMENT SHALL LAP SIX
INCHES.
c. TIE BEAMS:
1. A TIE BEAM OF REINFORCED CONCRETE SHALL BE PLACED IN ALL WALLS
OF MASONRY UNITS, AT EACH FLOOR LEVEL AS SHOWN ON THE PLANS,
AND AT SUCH INTERMEDIATE LEVELS AS MAY BE REQUIRED TO LIMIT THE
VERTICAL HEIGHTS OF THE MASONRY UNITS TO 15 FEET, UNLESS
OTHERWISE NOTED.
2. TIE BEAMS SHALL BE REQUIRED WHERE INDICATED IN THE PLANS.
A TIE BEAM SHALL NOT BE LESS IN DIMENSIONS OR REINFORCED THAN
REQUIRED IN THE PLANS NOR LESS THAN NOMINAL EIGHT INCHES TIE
BEAMS SHALL HAVE A HEIGHT OF NOT LESS THAN 12 INCHES AND SHALL
NE REINFORCED WITH NOT LESS THAN FOUR 15 REINFORCING BARS
PLACED TWO AT THE TOP AND TWO AT THE BOTTOM OF THE BEAM WITH
13 STIRRUPS AT 48' D.C. WITH 4 STIRRUPS AT EACH BEND SPACED 12'
O.C., UNLESS OTHERWISE NOTED. ALL TIE BEAM BENDS MUST CONTAIN
3. CORNER BARS CORNER BARS SHALL BE 30' x 30' LONG 15
REINFORCEMENT BARS, UNLESS OTHERWISE NOTED.
4. CHANGES IN LEVEL OF TIE BEAMS SHALL BE MADE AT COLUMNS.
THE CONCRETE IN TIE BEAMS SHALL BE PLACED TO BOND TO THE
MASONRY UNITS IMMEDIATELY BELOW AND SHALL NOT BE SEPARATED
THEREFROM BY WOOD, FELT, OR ANY OTHER MATERIAL WHICH MAY
PREVENT BONDING. FELT PAPER, OR OTHER MEANS MAY BE USED TO
PREVENT THE CELLS FROM FILLING WITH CONCRETE, PROVIDED THAT THE
MATERIAL IS NOT WIDER THAN THE WIDTH OF THE CELLS AND IS
DEPRESSED TO PREVENT DISPLACEMENT.
d. CHASES, RECESSES AND OPENINGS:
1. MASONRY UNIT WALLS REQUIRED TO BE A MINIMUM OF 8 INCHES THICK,
SUCH AS EXTERIOR WALLS, FIRE WALLS, AND BEARING WALLS. CHASES
OR RECESSES SHALL NOT BE DEEPER THAN ONE HALF THE WALL
THICKNESS FOR AN AREA NOT EXCEEDING EIGHT SQUARE FEET. THE
HORIZONTAL DIMENSION OF THE CHASE OF RECESS SHALL NOT EXCEED
FOUR FEET, AND CHASING SHALL NOT REDUCE THE DIMENSION OF TIE
BEAMS AND TIE COLUMNS TO LESS THAT REQUIRED.
PROJECT A -I 00056
2. OPENINGS SHALL HAVE UNTELS OF REINFORCED CONCRETE WHERE SUCH
LINTEL IS PRE CAST OR FORMED SEPARATELY FROM A TIE BEAM. IT
SHALL BEAR NOT LESS THAN 8 INCHES ON THE MASONRY AT EACH END.
WHERE SUCH LINTEL IS FORMED INTEGRALLY WITH THE TIE BEAM BY
DEEPENING THE TIE BEAM ABOVE THE OPENING AND THE TIE BEAM ITSELF
IS CAPABLE OF SAFELY SUPPORTING ALL LOADS, THE BEAM MAY SPAN
UP TO 6 FEET IN LENGTH AND MAY BE DEEPEN NOT MORE THAN 8
INCHES WITHOUT ADDITIONAL REINFORCING. WHERE THE BEAM IS
DEEPENED IN EXCESS OF EIGHT INCHES WITH A SPAN LESS THAN SIX
FEET IN LENGTH AND THE TIE BEAM ITSELF IS CAPABLE OF SUPPORTING
ALL LOADS, THE DROPPED PORTION SHALL CONTAIN A 2 - 15
HORIZONTAL BARS AT THE BOTTOM, BENT UP AT EACH END AND
FASTENED TO THE UPPER TIE BEAM STEEL THE DROPPED PORTION
SHALL BEAR AT LEAST EIGHT INCHES ON THE MASONRY AT EACH END.
WHERE THE SPAN IS IN EXCESS OF SIX FEET, THE PRINCIPAL BEAM
REINFORCEMENT SHALL BE AT THE BOTTOM OF THE BEAM. ALL LINTELS
SHALL BE SHORED UNTIL THE CONCRETE FILL STRENGTH HAS REACHED
100 OF ITS COMPRESSIVE STRENGTH.
4. REINFORCED CONCRETE MASONRY
4.1 STANDARDS:
DESIGN AND CONSTRUCTION OF REINFORCED UNIT MASONRY SHALL BE IN
ACCORDANCE WITH THE FOLLOWING STANDARDS.
a. BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES AG -ASCE 530.
b. SPECIFICATIONS FOR MASONRY STRUCTURES ACI -ASCE 530.1
4.2 GENERAL REQUIREMENTS:
a. TIE COLUMNS AND TIE BEAMS AS SET FORTH HEREIN ARE NOT REQUIRED
WHERE REINFORCED MASONRY CONSTRUCTION IS INDICATED IN THE PLANS.
b. REINFORCED UNIT MASONRY SHALL BE STEEL REINFORCED GROUTED
HOLLOW -UNIT MASONRY.
C. THIS ENGINEER SHALL INSPECT REINFORCEMENT FOR THE MASONRY PRIOR TO
GROUTING THE CELLS.
4.3 MATERIALS AND TESTS:
a. CONCRETE MASONRY:
CONC. MASONRY SHALL HAVE AN AVERAGE PRISM STRENGTH IN ACCORDANCE
WITH THE FOLLOWING SCHEDULE OR BY THE UNIT STRENGTH METHOD (ACI
530 -TABLE 2) CONC. UNIT COMPRESSIVE STRENGTH OF 3750 PSI.
AVERAGE PRISM STRENGTH. fm (PSI)
1500 2500 3000
MASONRY BEARING WALLS XXXX
MISCELLANEOUS XXXX
b. GROUT:
CONCRETE GROUT SHALL BE A PEA ROCK MIX WITH A MINIMUM AGGREGATE
SIZE OF 3/8 INCH AND 28 DAY COMPRESSIVE STRENGTH OF 2500 PSI.
GROUT SHALL CONFORM TO ASTM C476.
REINFORCING:
1. DEFORMED REINFORCING STEEL SHALL BE GRADE 60.
2. HORIZONTAL REINFORCEMENT: HORIZONTAL WALL REINFORCEMENT SHALL
BE 8 -GAUGE LADDER TYPE, CONFORMING TO ASTM A82 AND SHALL BE
GALVANIZED. WIDTH OF HORIZONTAL REINFORCEMENT SHALL BE TWO
INCHES LESS THAN THE WIDTH OF THE MASONRY TRUSS TYPE
HORIZONTAL REINFORCEMENT.
4.4 REINFORCED MASONRY COLUMNS AND WALLS:
a. THE MINIMUM LENGTH OF LAP DEFORMED BARS IN GROUT, TENSION OR
COMPRESSION SHALL BE 48 BR DIAMETERS, BUT NOT LESS THAN 24 INCHES.
b. HORIZONTAL REINFORCEMENT:
1. MASONRY BARING WALLS SHALL BE REINFORCED WITH AN APPROVED
LADDER -TYPE PREFABRICATED STEEL -WIRE REINFORCEMENT LAID IN
EVERY SECOND HORIZONTAL JOINT, STARTING WITH THE SECOND JOINT
ABOVE THE BEARING SURFACE
2. MASONRY RETAINING WALLS SHALL BE REINFORCED WITH AN
APPROVED LADDER -TYPE PREFABRICATED STEEL -WIRED REINFORCEMENT
LAD IN EVERY HORIZONTAL JOINT, STARTING WITH THE BEARING SURFACE
3. HORIZONTAL WALL REINFORCEMENT SHALL LAP SIX INCHES.
c. ANCHORAGE REQUIREMENTS:
REINFORCED MASONRY WALLS SHALL BE SECURELY ANCHORED TO ADJACENT
STRUCTURAL MEMBERS SUCH AS ROOFS, FLOORS, COLUMNS, PILASTERS,
BUTTRESSES, AND INTERSECTION WALLS. REQUIRED ANCHORS SHALL BE
EMBEDDED N REINFORCED GROUTED CELLS AS INDICATED IN THE PLANS OR
EXTEND DUROWALL 4' INTO COWMN.
d. MORTAR AND GROUT:
1. VERTICAL CELLS TO BE GROUTED SHALL PROVIDE VERTICAL ALIGNMENT
SUFFICIENT TO MAINTAIN CLEAR, UNOBSTRUCTED CONTINUOUS VERTICAL
CORES MEASURING NOT LESS THAN TWO BY THREE INCHES.
2. GROUT SHALL BE A PLASTIC MIX HAVING A MAXIMUM SLUMP OF NINE
INCHES PLUS OR MINUS ONE INCH.
3. GROUT SHALL BE PLACED BEFORE ANY INITIAL SET HAS OCCURRED, BUT
IN NO CASE MORE THAN ONE -HALF HOURS AFTER THE MIX DESIGN
WATER HAS BEEN ADDED.
GROUTING SHALL BE A CONTINUOUS OPERATION NOT EXCEEDING FOUR
FEET BETWEEN REINFORCED GROUTED CELLS AND WITH A MAXIMUM POUR
UFT OF 12 FEET.
GROUTING SHALL BE CONSOUDATED BETWEEN UFTS BY PUDDLING, ROD
DING, PR MECHANICAL VIBRATION.
e. BEARING:
PRE CAST FLOOR AND ROOF UNITS SUPPORTED ON MASONRY WALLS SHALL
PROVIDE MINIMUM BEARING OF THREE INCHES AND ANCHORAGE AS INDICATED
ON PLANS.
f. PROTECTION OF MASONRY:
UNFINISHED WORK SHALL BE STEPPED BACK FOR JOINING WITH NEW WORK:
TOOTHING SHALL BE PERMITTED ONLY WITH THE APPROVAL OF THIS
ENGINEER.
TOM A1.4pl,:
CIVIL, STRUC7Utc,_
RAG' NO. 51562
DESIGN LOADS:
BUILDING CODE: FLORIDA BUILDING CODE, LATEST EDITION
DEAD LOADS:
NORMAL WEIGHT CONC.: 150 P.C.F.
ROOF DEAD LOAD: 25 P.S.F.
PARTITION LOADS: 15 P.S.F.
LIVE LOADS:
ROOF LIVE LOAD: 30 P.S.F.
FLOOR LIVE LOAD: 40 P.S.F.
WIND LOADS:
BASED ON ASCE 7 -98
EXP. C, COMPONENTS /CLADDING, CAT II
V = 146 MPH GCPi = +/ -0.18
1 = 1.00 Kz =0.95, Kzt =1.0, Kd= 1.00/0.85
MEAN HEIGHT: 25 FT
BASIC WIND PRESSURE: 51.58/43.84 P.S.F. I a = 5 FT
= AkAFA
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ROBERT TARAFA
A RjC H I T E C T
ROBERT TARAFA
6501 N.W. 36 ST., SUITE 101
MIAMI, FL 33166
Phone: 305.876.1440
Fax: 305.876.1441
-CIVIL
o3TRUCTURAL
LANDSCAPE
o DESIGN CONSULT'
o M /E /P
PROPOSED
RESIDENCE FAMILY
LOT 59 BLOCK 1
SUBDIVISION GABLES EDGE
S.W. 59 :TERRACE
J NJUBMI
OB 1 A- 100058
DATE
45-31-05
CAD FILE NO 1
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GROUP, INC.
EB No. 7770
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HUILEAH, FLORIDA 33012
TEL: (305) 82 1 -1 281 x FAX: (305) 825 -1705
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MASONRY NOTES AND SPECIFICATIONS
1. GENERAL
CONCRETE MASONRY AND REINFORCED CONCRETE MASONRY SHALL BE OF THE
MATERIALS, STRENGTH, AND CONSTRUCTION REQUIRED IN THE STRUCTURAL
DRAWINGS, SCHEDULES, AND NOTES.
2. QUALITY AND TESTS
2.1 GENERAL
-
a. QUALITY:
THE QUALITY OF MATERIALS ASSEMBLED INTO MASONRY AND THE METHOD
AND MANNER OF THEIR ASSEMBLY SHALL CONFORM TO ACCEPTABLE
STANDARDS OF CONSTRUCTION AND THE REQUIREMENTS SET FORTH HEREIN.
b. TESTS:
1. THE ENGINEER MAY REQUIRE MATERIALS TO BE SUBJECTED TO TESTS IN
ORDER TO DETERMINE THEIR QUALITY WHENEVER THERE IS REASON TO
BELIEVE THAT THE MATERIAL IS NOT OF ACCEPTABLE QUALITY. THE
COSTS INCURRED OF SUCH TESTS SHALL BE ASSUMED BY THE OWNER.
2. TESTS OF MATERIAL SHALL BE N ACCORDANCE WITH THE STANDARD
SPECIFICATIONS OF THE AMERICAN SOCIETY OF TESTING MATERIALS.
2.2 CONCRETE BLOCKS:
a. GENERAL*
I. CONCRETE BLOCKS SHALL BE MADE OF PORTLAND CEMENT, WATER,
AND APPROVED AGGREGATES THE MATERIALS SHALL CONFORM TO
THE REQUIREMENTS FOR THE MATERIALS OF CONCRETE. AND FINISHED
UNITS SHALL MEET THE REQUIREMENTS OF THIS SECTION.
2. CONCRETE BLOCKS USED FOR FIRE- RESISTIVE WALLS RATED TWO HOURS
OR MORE OR USED FOR LOAD BEARING OR EXTERIOR WALLS SHALL HAVE
A MINIMUM FACE -SHELL THICKNESS OF ONE AND ONE -FORTH INCHES. A
MINIMUM WEB THICKNESS OF ONE INCH, AND SHAD_ HAVE A NET
CROSS - SECTIONAL AREA NOT LESS THAN 50 PERCENT OF THE CROSS
SECTION.
3. CONCRETE BLOCKS FOR OTHER PURPOSES SHALL HAVE A WALL AND WEB
THICKNESS OF NOT LESS THAN THREE - FORTHS OF AN INCH.
4. WHERE MASONRY WALLS ARE REQUIRED BY THE PLANS TO BE EIGHT
INCHES IN THICKNESS HOLLOW CONCRETE BLOCK UNITS MAY BE 7 -5/8"
x 7 -5/8" x 15 -5/8" MODULAR DIMENSIONS WITH CORRESPONDING
WIDTHS FOR TIE COLUMNS AND TIE BEAMS, AND STRUCTURAL BEAMS AND
COLUMNS, UNLESS OTHERWISE NOTED IN THE PLANS.
b. QUALITY:
STANDARD UNITS OF HOLLOW CONCRETE BLOCK SHALL CONFORM TO THE
STANDARD SPECIFICATIONS FOR HOLLOW LOAD- BEARING CONCRETE MASONRY
UNITS ASTM C90. EXCEPT THAT THE MAXIMUM MOISTURE CONTENT SHALL
NOT EXCEED 80 PERCENT OF THE TOTAL ABSORPTION.
2.3 PLAIN CONCRETE:
PLAIN CONCRETE IS CONCRETE CAST IN PLACE AND NOT REINFORCED FOR
TENSION OR COMPRESSIVE STRESSES, BUT ONLY FOR SHRINKAGE AND CREEP.
PLAIN CONCRETE SHALL BE MIXED, PLACED AND CURED AS SPECIFIED FOR
CONCRETE ELSEWHERE. THE MINIMUM STRENGTH OF REGULAR CONCRETE SHALL
BE NOT LESS THAN 2500 PSI IN 28 DAYS. UGHT WEIGHT CONCRETE SHALL BE
NOT BE USED FOR PLAIN CONCRETE UNLESS OTHERWISE SPECIFIED IN THE
PLANS.
2.4 MORTAR:
a. GENERAL•
EXCEPT AS OTHERWISE NOTES HEREIN, ALL MORTARS AND THE MATERIALS
THEREIN SHALL CONFORM TO THE STANDARD SPECIFICATIONS FOR MORTAR
OF MASONRY UNITS, ASTM C270.
1. THE GRADATION OF AGGREGATES FOR MASONRY MORTAR SHALL BE SUCH
THAT THE FINENESS MODUWS IS BETWEEN 1.2 AND 2.35 WHEN
DETERMINED IN ACCORDANCE WITH THE STANDARD SPECIFICATION FOR
AGGREGATE FOR MASONRY MORTAR, ASTM C144.
2. AGGREGATES SHALL BE QUARRIED OR WASHED IN FRESH WATER AND
SHALL CONTAIN NOT MORE THAN 1/20 OF ONE PERCENT SALT BY
WEIGHT.
a. MORTAR:
1. MORTAR USED TO BOND MASONRY SHALL BE OF TYPE M. AND SHALL
COMPLY WITH ETHER THE PROPERTY SPECIFICATIONS SET FORTH BELOW
OF THE PROPORTION SPECIFICATIONS OF ASTM C270.
MORTAR STRENGTH SPECIFICATIONS
TYPE MINIMUM AVERAGE STRENGTH (PSI)
M or S 2500
2. THE TYPE OF MORTAR BASED ON CONSIDERATION OF THE LOCATION OF
THE UNIT MASONRY CONSTRUCTION SHALL BE AS FOLLOWS:
USE OF LOCATION TYPE OF MORTAR
EXTERIOR WALLS AND
LOAD- BEARING WALLS M OR S
MORTAR OR GROUT UNDER
CONCENTRATED LOADS M
3. ALL HOLLOW UNIT MASONRY, OTHER THAT UNITS USED FOR SHEAR WALLS
SHALL BE LAID WITH FULL MORTAR COVERAGE OF THE FACE SHELLS IN
BOTH HORIZONTAL AND VERTICAL JOINTS, EXCEPT THE FIRST COURSE OF
MASONRY OF FOUNDATIONS SHALL BE LAID IN FULL BEDDED MORTAR.
3. CONSTRUCTION DETAILS
3.1 GENERAL:
a. REINFORCED CONCRETE SHALL COMPLY WITH THE REQUIREMENTS SET FORTH
IN THAT SECTION.
b. SECOND HAND MASONRY UNITS SHALL NOT BE USED UNLESS THEY CONFORM
TO THE REQUIREMENTS OF THIS SECTION, ARE SOUND, HAVE BEEN
THOROUGHLY CLEANED AND ARE APPROVED FOR USE BY THIS ENGINEER.
c. BOND SHALL BE PROVIDED BY LAPPING UNITS IN SUCCESSIVE VERTICAL
COURSES IN A COMMON RUNNING BOND PATTERN.
d. HORIZONTAL AND VERTICAL JOINTS SHALL BE THREE- EIGHTHS OF AN INCH IN
THICKNESS.
3.2 EXTERIOR WALLS:
a. GENERAL:
1. EXTERIOR WALLS OF UNIT MASONRY SHALL HAVE A MINIMUM THICKNESS
OF EIGHT INCHES, UNLESS OTHERWISE NOTED.
2. THE MAXIMUM AREA OF WALL PANELS OF 8 INCHES THICK UNIT MASONRY
AS MEASURED BETWEEN THE CONCRETE MEMBERS WHICH FRAME THE
PANEL SUCH AS TIE BEAMS AND TIE COWMNS, SHALL NOT EXCEED 240
SQUARE FEET, UNLESS OTHERWISE INDICATED IN THE STRUCTURAL
DRAWINGS.
b. HORIZONTAL REINFORCEMENTS:
MASONRY BEARING WALLS SHALL BE REINFORCED WITH AN APPROVED No. 8
LADDER -TYPE PREFABRICATED STEEL -WIRE REINFORCEMENT LAID IN EVERY
SECOND HORIZONTAL JOINT, STARTING WITH THE SECOND JOINT ABOVE THE
BEARING SURFACE HORIZONTAL WALL REINFORCEMENT SHALL LAP SIX
INCHES.
c. TIE BEAMS:
1. A TIE BEAM OF REINFORCED CONCRETE SHALL BE PLACED IN ALL WALLS
OF MASONRY UNITS, AT EACH FLOOR LEVEL AS SHOWN ON THE PLANS,
AND AT SUCH INTERMEDIATE LEVELS AS MAY BE REQUIRED TO LIMIT THE
VERTICAL HEIGHTS OF THE MASONRY UNITS TO 15 FEET, UNLESS
OTHERWISE NOTED.
2. TIE BEAMS SHALL BE REQUIRED WHERE INDICATED IN THE PLANS.
A TIE BEAM SHALL NOT BE LESS IN DIMENSIONS OR REINFORCED THAN
REQUIRED IN THE PLANS NOR LESS THAN NOMINAL EIGHT INCHES TIE
BEAMS SHALL HAVE A HEIGHT OF NOT LESS THAN 12 INCHES AND SHALL
NE REINFORCED WITH NOT LESS THAN FOUR 15 REINFORCING BARS
PLACED TWO AT THE TOP AND TWO AT THE BOTTOM OF THE BEAM WITH
13 STIRRUPS AT 48' D.C. WITH 4 STIRRUPS AT EACH BEND SPACED 12'
O.C., UNLESS OTHERWISE NOTED. ALL TIE BEAM BENDS MUST CONTAIN
3. CORNER BARS CORNER BARS SHALL BE 30' x 30' LONG 15
REINFORCEMENT BARS, UNLESS OTHERWISE NOTED.
4. CHANGES IN LEVEL OF TIE BEAMS SHALL BE MADE AT COLUMNS.
THE CONCRETE IN TIE BEAMS SHALL BE PLACED TO BOND TO THE
MASONRY UNITS IMMEDIATELY BELOW AND SHALL NOT BE SEPARATED
THEREFROM BY WOOD, FELT, OR ANY OTHER MATERIAL WHICH MAY
PREVENT BONDING. FELT PAPER, OR OTHER MEANS MAY BE USED TO
PREVENT THE CELLS FROM FILLING WITH CONCRETE, PROVIDED THAT THE
MATERIAL IS NOT WIDER THAN THE WIDTH OF THE CELLS AND IS
DEPRESSED TO PREVENT DISPLACEMENT.
d. CHASES, RECESSES AND OPENINGS:
1. MASONRY UNIT WALLS REQUIRED TO BE A MINIMUM OF 8 INCHES THICK,
SUCH AS EXTERIOR WALLS, FIRE WALLS, AND BEARING WALLS. CHASES
OR RECESSES SHALL NOT BE DEEPER THAN ONE HALF THE WALL
THICKNESS FOR AN AREA NOT EXCEEDING EIGHT SQUARE FEET. THE
HORIZONTAL DIMENSION OF THE CHASE OF RECESS SHALL NOT EXCEED
FOUR FEET, AND CHASING SHALL NOT REDUCE THE DIMENSION OF TIE
BEAMS AND TIE COLUMNS TO LESS THAT REQUIRED.
PROJECT A -I 00056
2. OPENINGS SHALL HAVE UNTELS OF REINFORCED CONCRETE WHERE SUCH
LINTEL IS PRE CAST OR FORMED SEPARATELY FROM A TIE BEAM. IT
SHALL BEAR NOT LESS THAN 8 INCHES ON THE MASONRY AT EACH END.
WHERE SUCH LINTEL IS FORMED INTEGRALLY WITH THE TIE BEAM BY
DEEPENING THE TIE BEAM ABOVE THE OPENING AND THE TIE BEAM ITSELF
IS CAPABLE OF SAFELY SUPPORTING ALL LOADS, THE BEAM MAY SPAN
UP TO 6 FEET IN LENGTH AND MAY BE DEEPEN NOT MORE THAN 8
INCHES WITHOUT ADDITIONAL REINFORCING. WHERE THE BEAM IS
DEEPENED IN EXCESS OF EIGHT INCHES WITH A SPAN LESS THAN SIX
FEET IN LENGTH AND THE TIE BEAM ITSELF IS CAPABLE OF SUPPORTING
ALL LOADS, THE DROPPED PORTION SHALL CONTAIN A 2 - 15
HORIZONTAL BARS AT THE BOTTOM, BENT UP AT EACH END AND
FASTENED TO THE UPPER TIE BEAM STEEL THE DROPPED PORTION
SHALL BEAR AT LEAST EIGHT INCHES ON THE MASONRY AT EACH END.
WHERE THE SPAN IS IN EXCESS OF SIX FEET, THE PRINCIPAL BEAM
REINFORCEMENT SHALL BE AT THE BOTTOM OF THE BEAM. ALL LINTELS
SHALL BE SHORED UNTIL THE CONCRETE FILL STRENGTH HAS REACHED
100 OF ITS COMPRESSIVE STRENGTH.
4. REINFORCED CONCRETE MASONRY
4.1 STANDARDS:
DESIGN AND CONSTRUCTION OF REINFORCED UNIT MASONRY SHALL BE IN
ACCORDANCE WITH THE FOLLOWING STANDARDS.
a. BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES AG -ASCE 530.
b. SPECIFICATIONS FOR MASONRY STRUCTURES ACI -ASCE 530.1
4.2 GENERAL REQUIREMENTS:
a. TIE COLUMNS AND TIE BEAMS AS SET FORTH HEREIN ARE NOT REQUIRED
WHERE REINFORCED MASONRY CONSTRUCTION IS INDICATED IN THE PLANS.
b. REINFORCED UNIT MASONRY SHALL BE STEEL REINFORCED GROUTED
HOLLOW -UNIT MASONRY.
C. THIS ENGINEER SHALL INSPECT REINFORCEMENT FOR THE MASONRY PRIOR TO
GROUTING THE CELLS.
4.3 MATERIALS AND TESTS:
a. CONCRETE MASONRY:
CONC. MASONRY SHALL HAVE AN AVERAGE PRISM STRENGTH IN ACCORDANCE
WITH THE FOLLOWING SCHEDULE OR BY THE UNIT STRENGTH METHOD (ACI
530 -TABLE 2) CONC. UNIT COMPRESSIVE STRENGTH OF 3750 PSI.
AVERAGE PRISM STRENGTH. fm (PSI)
1500 2500 3000
MASONRY BEARING WALLS XXXX
MISCELLANEOUS XXXX
b. GROUT:
CONCRETE GROUT SHALL BE A PEA ROCK MIX WITH A MINIMUM AGGREGATE
SIZE OF 3/8 INCH AND 28 DAY COMPRESSIVE STRENGTH OF 2500 PSI.
GROUT SHALL CONFORM TO ASTM C476.
REINFORCING:
1. DEFORMED REINFORCING STEEL SHALL BE GRADE 60.
2. HORIZONTAL REINFORCEMENT: HORIZONTAL WALL REINFORCEMENT SHALL
BE 8 -GAUGE LADDER TYPE, CONFORMING TO ASTM A82 AND SHALL BE
GALVANIZED. WIDTH OF HORIZONTAL REINFORCEMENT SHALL BE TWO
INCHES LESS THAN THE WIDTH OF THE MASONRY TRUSS TYPE
HORIZONTAL REINFORCEMENT.
4.4 REINFORCED MASONRY COLUMNS AND WALLS:
a. THE MINIMUM LENGTH OF LAP DEFORMED BARS IN GROUT, TENSION OR
COMPRESSION SHALL BE 48 BR DIAMETERS, BUT NOT LESS THAN 24 INCHES.
b. HORIZONTAL REINFORCEMENT:
1. MASONRY BARING WALLS SHALL BE REINFORCED WITH AN APPROVED
LADDER -TYPE PREFABRICATED STEEL -WIRE REINFORCEMENT LAID IN
EVERY SECOND HORIZONTAL JOINT, STARTING WITH THE SECOND JOINT
ABOVE THE BEARING SURFACE
2. MASONRY RETAINING WALLS SHALL BE REINFORCED WITH AN
APPROVED LADDER -TYPE PREFABRICATED STEEL -WIRED REINFORCEMENT
LAD IN EVERY HORIZONTAL JOINT, STARTING WITH THE BEARING SURFACE
3. HORIZONTAL WALL REINFORCEMENT SHALL LAP SIX INCHES.
c. ANCHORAGE REQUIREMENTS:
REINFORCED MASONRY WALLS SHALL BE SECURELY ANCHORED TO ADJACENT
STRUCTURAL MEMBERS SUCH AS ROOFS, FLOORS, COLUMNS, PILASTERS,
BUTTRESSES, AND INTERSECTION WALLS. REQUIRED ANCHORS SHALL BE
EMBEDDED N REINFORCED GROUTED CELLS AS INDICATED IN THE PLANS OR
EXTEND DUROWALL 4' INTO COWMN.
d. MORTAR AND GROUT:
1. VERTICAL CELLS TO BE GROUTED SHALL PROVIDE VERTICAL ALIGNMENT
SUFFICIENT TO MAINTAIN CLEAR, UNOBSTRUCTED CONTINUOUS VERTICAL
CORES MEASURING NOT LESS THAN TWO BY THREE INCHES.
2. GROUT SHALL BE A PLASTIC MIX HAVING A MAXIMUM SLUMP OF NINE
INCHES PLUS OR MINUS ONE INCH.
3. GROUT SHALL BE PLACED BEFORE ANY INITIAL SET HAS OCCURRED, BUT
IN NO CASE MORE THAN ONE -HALF HOURS AFTER THE MIX DESIGN
WATER HAS BEEN ADDED.
GROUTING SHALL BE A CONTINUOUS OPERATION NOT EXCEEDING FOUR
FEET BETWEEN REINFORCED GROUTED CELLS AND WITH A MAXIMUM POUR
UFT OF 12 FEET.
GROUTING SHALL BE CONSOUDATED BETWEEN UFTS BY PUDDLING, ROD
DING, PR MECHANICAL VIBRATION.
e. BEARING:
PRE CAST FLOOR AND ROOF UNITS SUPPORTED ON MASONRY WALLS SHALL
PROVIDE MINIMUM BEARING OF THREE INCHES AND ANCHORAGE AS INDICATED
ON PLANS.
f. PROTECTION OF MASONRY:
UNFINISHED WORK SHALL BE STEPPED BACK FOR JOINING WITH NEW WORK:
TOOTHING SHALL BE PERMITTED ONLY WITH THE APPROVAL OF THIS
ENGINEER.
TOM A1.4pl,:
CIVIL, STRUC7Utc,_
RAG' NO. 51562
DESIGN LOADS:
BUILDING CODE: FLORIDA BUILDING CODE, LATEST EDITION
DEAD LOADS:
NORMAL WEIGHT CONC.: 150 P.C.F.
ROOF DEAD LOAD: 25 P.S.F.
PARTITION LOADS: 15 P.S.F.
LIVE LOADS:
ROOF LIVE LOAD: 30 P.S.F.
FLOOR LIVE LOAD: 40 P.S.F.
WIND LOADS:
BASED ON ASCE 7 -98
EXP. C, COMPONENTS /CLADDING, CAT II
V = 146 MPH GCPi = +/ -0.18
1 = 1.00 Kz =0.95, Kzt =1.0, Kd= 1.00/0.85
MEAN HEIGHT: 25 FT
BASIC WIND PRESSURE: 51.58/43.84 P.S.F. I a = 5 FT
= AkAFA
'--"'O uu
LON�STRUCTKA
C3 C� J 'J 6 L7 U t3 Ca C1 'J O
ROBERT TARAFA
A RjC H I T E C T
ROBERT TARAFA
6501 N.W. 36 ST., SUITE 101
MIAMI, FL 33166
Phone: 305.876.1440
Fax: 305.876.1441
-CIVIL
o3TRUCTURAL
LANDSCAPE
o DESIGN CONSULT'
o M /E /P
PROPOSED
RESIDENCE FAMILY
LOT 59 BLOCK 1
SUBDIVISION GABLES EDGE
S.W. 59 :TERRACE
J NJUBMI
OB 1 A- 100058
DATE
45-31-05
CAD FILE NO 1
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