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<br />STRUCTURAL ABBREVIATIONS
<br />A_
<br />L
<br />A.B.
<br />ANCHOR BOLT
<br />L
<br />LENGTH
<br />ABV
<br />ABOVE
<br />LDG
<br />LANDING
<br />A.C.I.
<br />AMERICAN CONCRETE INSTITUTE
<br />LG.
<br />LONG
<br />ADD'L.
<br />ADDITIONAL
<br />L.L.
<br />LIVE LOAD
<br />A.F.F.
<br />ABOVE FINISH FLOOR
<br />LLH
<br />LONG LEG HORIZONTAL
<br />AGGR
<br />AGGREGATE
<br />LLV
<br />LONG LEG VERTICAL
<br />A.I.S.C.
<br />AMERICAN INSTITUTE OF STEEL CONSTRUCTION
<br />LNTL
<br />LINTEL
<br />A.I.S.I.
<br />AMERICAN IRON AND STEEL INSTITUTE
<br />L.S.H.
<br />LONG SLOTTED HOLES
<br />AL.
<br />ALUMINUM
<br />LONG
<br />LONGITUDINAL
<br />ALT
<br />ALTERNATE
<br />L.P.
<br />LOW POINT
<br />ARCH
<br />ARCHITECT(URAL)
<br />L.V.L.
<br />LAMINATED VENEER LUMBER
<br />ASPH
<br />ASPHALT
<br />A.S.T.M.
<br />AMERICAN SOCIETY OF TESTING MATERIALS
<br />M
<br />A.W.S.
<br />AMERICAN WELDING SOCIETY
<br />MAS
<br />MASONRY
<br />B
<br />MAX
<br />MAXIMUM
<br />-
<br />M.B.
<br />MASONRY BEAM
<br />B/
<br />BOTTOM OF
<br />MBM
<br />METAL BUILDINGMANUFACTURER
<br />B.B.
<br />BOND BEAM
<br />M.C.
<br />MOMENT CONNECTION
<br />BIT
<br />BITUMINOUS
<br />MCJ
<br />MASONRY CONTROL JOINT
<br />BLDG.
<br />BUILDING
<br />MECH
<br />MECHANICAL
<br />BLW
<br />BELOW
<br />MEZZ
<br />MEZZANINE
<br />BM.
<br />BEAM
<br />MFR
<br />MANUFACTURE(R)
<br />BOT
<br />BOTTOM
<br />MIN
<br />MINIMUM
<br />B.P.
<br />BASE PLATE
<br />ML.
<br />MICROLAM
<br />BRDG
<br />BRIDGING
<br />MOM
<br />MOMENT
<br />BRG
<br />BEARING
<br />M.O.
<br />MASONRY OPENING
<br />BRK
<br />BRICK
<br />M.S.
<br />METAL STUD
<br />B.S.
<br />BOTH SIDES
<br />MTL
<br />METAL
<br />BTWN
<br />BETWEEN
<br />B.U.
<br />BUILT UP
<br />N
<br />N.S.
<br />NEAR SIDE
<br />NTS
<br />NOT TO SCALE
<br />C/C
<br />CENTER TO CENTER
<br />C.B.
<br />CONCRETE BEAM
<br />0
<br />CANT
<br />CANTILEVER
<br />C.C.
<br />CONCRETE COLUMN
<br />OA.
<br />OVERALL
<br />C.I.P.
<br />CAST IN PLACE
<br />O.B.
<br />OVER BUILT
<br />C.J.
<br />CONSTRUCTION/CONTROL JOINT
<br />O.C.
<br />ON CENTER
<br />C OR CL
<br />CENTERLINE
<br />O.D.
<br />OUTSIDE DIAMETER
<br />CLR
<br />CLEAR(ANCE)
<br />O.F.
<br />OUTSIDE FACE
<br />C.M.
<br />CONCRETE MASONRY
<br />OPNG
<br />OPENING
<br />C.M.U.
<br />CONCRETE MASONRY UNIT
<br />OPP
<br />OPPOSITE
<br />COL
<br />COLUMN
<br />COORD
<br />COORDINATE
<br />P
<br />CONC
<br />CONCRETE
<br />CONN
<br />CONNECTION
<br />P.A.F.
<br />POWDER ACTUATED FASTENER
<br />CONT
<br />CONTINUOUS
<br />PC.
<br />PRECAST
<br />CONTR
<br />CONTRACTOR
<br />PERP
<br />PERPENDICULAR
<br />CONST
<br />CONSTRUCTION
<br />PE
<br />PRE-ENGINEERED
<br />CSK
<br />COUNTERSINK
<br />PENN
<br />PENETRATION
<br />CS.J
<br />CONSTRUCTION JOINT
<br />PERIM
<br />PERIMETER
<br />CTR
<br />CENTER
<br />P OR PL
<br />PLATE
<br />CTR'D
<br />CENTERED
<br />PLY
<br />PLYWOOD
<br />P.L.F.
<br />POUNDS PER LINEAL FOOT
<br />PNL
<br />PANEL
<br />D
<br />PREMANUF
<br />PRE -MANUFACTURED
<br />PREFAB
<br />PRE -FABRICATED
<br />DBL
<br />DOUBLE
<br />P.S.F.
<br />POUNDS PER SQUARE FOOT
<br />D.L.
<br />DEAD LOAD
<br />P.S.I.
<br />POUNDS PER SQUARE INCH
<br />DEPT
<br />DEPARTMENT
<br />P.S.L.
<br />PARALLEL STRAND LUMBER
<br />DIA
<br />DIAMETER
<br />PTN
<br />PARTITION
<br />DIAG
<br />DIAGONAL
<br />P.T.
<br />PRESSURE TREATED
<br />DIM
<br />DIMENSION
<br />DIST
<br />DISTANCE
<br />R
<br />DN.
<br />DOWN
<br />DTL
<br />DETAIL
<br />R
<br />RADIUS
<br />DWG
<br />DRAWING
<br />REF
<br />REFERENCE
<br />DWL
<br />DOWEL
<br />REINF
<br />REINFORCE(D) (ING)
<br />REQ
<br />REQUIRE
<br />E
<br />REQ'D
<br />REQUIRED
<br />REV
<br />REVIEWED
<br />EA.
<br />EACH
<br />RF
<br />ROOF
<br />E.E.
<br />EACH END
<br />RTN
<br />RETURN
<br />E.F.
<br />EACH FACE
<br />RW
<br />RETAINING WALL
<br />E.J.
<br />EXPANSION JOINT
<br />ENG
<br />ENGINEER
<br />S
<br />EL.
<br />ELEVATION
<br />EQ.
<br />EQUAL
<br />SCH
<br />SCHEDULE
<br />EQ. SP.
<br />EQUAL SPACE(S) (ING)
<br />S.E.
<br />SLAB EDGE
<br />E.S.
<br />EACH SIDE
<br />SECT
<br />SECTION
<br />E.W.
<br />EACH WAY
<br />S.F.
<br />STEP FOOTING
<br />EXT
<br />EXTERIOR
<br />SHT
<br />SHEET
<br />SIM
<br />SIMILAR
<br />F
<br />S.J.
<br />SAWCUT JOINT
<br />SJI
<br />STEEL JOIST INSTITUTE
<br />F/
<br />FACE OF
<br />SL.
<br />SLOPE
<br />F.D.
<br />FLOOR DRAIN
<br />SP.
<br />SPACE(S)
<br />F.F.
<br />FINISH FLOOR
<br />SPECS
<br />SPECIFICATIONS
<br />FDN
<br />FOUNDATION
<br />SQ.
<br />SQUARE
<br />FIN
<br />FINISH
<br />S.S.
<br />STAINLESS STEEL
<br />F.G.
<br />FINISH GRADE
<br />STD
<br />STANDARD
<br />FLR
<br />FLOOR
<br />STL
<br />STEEL
<br />FLG
<br />FLANGE
<br />STR
<br />STRENGTH
<br />F.S.
<br />FAR SIDE
<br />STRL
<br />STRUCTURAL
<br />FT.
<br />FOOT
<br />S.W.
<br />SHEAR WALL
<br />FTG
<br />FOOTING
<br />SYMM
<br />SYMMETRICAL
<br />S.P.
<br />SOUTHERN PINE
<br />G
<br />S.P.F.
<br />SPRUCE PINE FIR
<br />GA.
<br />GAGE OR GAUGE
<br />T
<br />GALV
<br />GALVANIZE
<br />_
<br />G.B.
<br />GRADE BEAM
<br />T.B.
<br />TIE BEAM
<br />G.C.
<br />GENERAL CONTRACTOR
<br />T&B
<br />TOP & BOTTOM
<br />GLB
<br />GLU-LAM BEAM
<br />TDS
<br />TURN DOWN SLAB
<br />GR.
<br />GRADE
<br />TEMP
<br />TEMPERATURE
<br />THD
<br />THREADED
<br />H
<br />THK
<br />THICK
<br />THNS
<br />THICKENED SLAB
<br />H.C.
<br />HOLLOW CORE
<br />TOP'G
<br />TOPPING
<br />HK.
<br />HOOK
<br />TYP.
<br />TYPICAL
<br />HORIZ
<br />HORIZONTAL
<br />T/
<br />TOP OF
<br />H.P.
<br />HIGH POINT
<br />TRANS
<br />TRANSVERSE
<br />H.S.
<br />HEADED STUD
<br />HT
<br />HEIGHT
<br />U
<br />I
<br />UNO
<br />UNLESS NOTED OTHERWISE
<br />I.D.
<br />INSIDE DIAMTER
<br />V
<br />I.F.
<br />INSIDE FACE
<br />INT
<br />INTERIOR
<br />VERT
<br />VERTICAL
<br />J
<br />W
<br />JST
<br />JOIST
<br />WD
<br />WOOD
<br />JT
<br />JOINT
<br />W.F.
<br />WALL FOOTING
<br />W.F.
<br />WIDE FLANGE
<br />K
<br />W.O.
<br />WINDOW OPENING (MASONRY)
<br />W.P.
<br />WORKING POINT
<br />K
<br />KIP
<br />WS.
<br />WATERSTOP
<br />K.O.
<br />KNOCK OUT
<br />WT
<br />WEIGHT
<br />KWY
<br />KEYWAY
<br />WWF
<br />WELDED WIRE FABRIC
<br />W/
<br />WITH
<br />TABLE 1 -
<br />DESIGN LOADS
<br />LIVE LOAD
<br />DEAD LOAD
<br />EQUIPMENT PAD
<br />150 PSF
<br />GENERATOR 45,000 LBS
<br />WIND LOAD
<br />(Vult)
<br />BASIC WIND SPEED (3 SEC. GUST)
<br />150 MPH
<br />RISK CATEGORY
<br />IV
<br />EXPOSURE C
<br />PARTIALY ENCLOSED
<br />CAST -IN -PLACE CONCRETE NOTES
<br />1. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH THE BUILDING CODE REQUIREMENTS FOR
<br />REINFORCED CONCRETE ACI 318 LATEST EDITION, AND "SPECIFICATIONS FOR STRUCTURAL
<br />CONCRETE FOR BUILDINGS" ACI 301, LATEST EDITION.
<br />2. ALL CONCRETE SHALL HAVE THE FOLLOWING MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS:
<br />PLACEMENT MINIMUM STRENGTH MAX W/C RATIO
<br />FOUNDATIONS 4000 PSI 0.52 (U.N.0 )
<br />J. ALL CONCRETE SHALL HAVE A SLUMP OF 4 PLUS OR MINUS 1 , AND HAVE 2 TO 4% AIR ENTRAINMENT.
<br />CONCRETE PLACED WITH A PUMP SHALL HAVE A SLUMP OF 5" PLUS OR MINUS 1". BUILDER MAY
<br />ELECT TO PROVIDE AN ALTERNATE MIX DESIGN WITH HIGH RANGE WATER REDUCER WITH A HIGHER
<br />SLUMP. SUBMIT ALTERNATE MIX DESIGN FOR REVIEW.
<br />4. CONCRETE MIX DESIGN SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF ACI 301 CHAPTER
<br />3., METHOD 1 OR METHOD 2. SUBMIT BACKUP DATA AS REQUIRED BY CHAPTER 5 SECTION 5.3 OF THE
<br />LATEST EDITION OF ACI 318.
<br />5. PLACING CONCRETE:
<br />A. PLACE CONCRETE IN COMPLIANCE WITH ACI 304 AND AS HEREIN SPECIFIED.
<br />B. BEFORE PLACING ANY CONCRETE IN FORMWORK, THOROUGHLY CLEAN AND WASH -OUT
<br />CODES AND STANDARDS
<br />FORMS WITH WATER.
<br />C. IF EARTH AT BOTTOM OF FORMS HAS DRIED -OUT, RE -WET SO THAT SOIL IS MOIST, BUT FREE
<br />ALL WORK SHALL CONFORM TO THE FOLLOWING CODES AND STANDARDS. USE THE LATEST
<br />FROM STANDING WATER AND MUD.
<br />EDITION
<br />UNLESS NOTED OTHERWISE.
<br />D. THOROUGHLY WET WOOD FORMS IMMEDIATELY BEFORE PLACING CONCRETE WHERE FORM
<br />1.
<br />FLORIDA BUILDING CODE - 2020, 7TH ED.
<br />COATINGS ARE NOT USED.
<br />2.
<br />"MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES" - ASCE 7-16.
<br />E. CONVEY CONCRETE FROM MIXER TO FINAL POSITION BY METHODS WHICH WILL PREVENT
<br />SEPARATION OR LOSS OF MATERIALS.
<br />3.
<br />"BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE", ACI 318-14.
<br />F. MAXIMUM HEIGHT OF CONCRETE FREE FALL IS 4 FT. (U.N.O.)
<br />4.
<br />"ACI MANUAL OF CONCRETE PRACTICE" - PARTS 1 THROUGH 5 - LATEST EDITION.
<br />G. REGULATE RATE OF PLACEMENT SO CONCRETE SURFACE IS KEPT LEVEL THROUGHOUT, A
<br />5.
<br />"STEEL CONSTRUCTION MANUAL" - FIFTEENTH EDITION, AISC 360-16.
<br />MINIMUM BEING PERMITTED TO FLOW FROM ONE AREA TO ANOTHER. USE TREMIE HEADS
<br />SPACED AT APPROXIMATELY 10 FT. INTERVALS FOR PLACING CONCRETE IN WALLS.
<br />6.
<br />"STRUCTURAL WELDING CODE ANSI/AWS D.1.1-2020", AMERICAN WELDING SOCIETY.
<br />CONTROL RATE OF POUR CONSISTENT WITH FORM DESIGN.
<br />7.
<br />"BUILDING CODE AND "SPECIFICATIONS FOR MASONRY STRUCTURES", TMS 602-2016.
<br />H. DEPOSIT CONCRETE IN CONTINUOUS OPERATION UNTIL SECTION BEING PLACED HAS BEEN
<br />COMPLETED.
<br />6.
<br />ALL REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO
<br />GENERAL
<br />CONDITIONS
<br />ASTM A - 615 GRADE 60.
<br />7.
<br />ALL REINFORCING DETAILS SHALL CONFORM TO "MANUAL OF STANDARD PRACTICE FOR DETAILING
<br />1.
<br />IN CASE OF CONFLICT BETWEEN THE GENERAL NOTES, DRAWINGS AND SPECIFICATIONS, THE
<br />REINFORCED CONCRETE STRUCTURES" ACI 315 LATEST EDITION, UNLESS DETAILED OTHERWISE ON
<br />MOST RIGID REQUIREMENT MUST GOVERN.
<br />THE STRUCTURAL DRAWINGS.
<br />2.
<br />IT IS THE CONTRACTOR'S SOLE RESPONSIBILITY TO DETERMINE ERECTION PROCEDURE AND
<br />8.
<br />CONTRACTOR SHALL REVIEW ARCHITECTURAL AND MECHANICAL DRAWINGS FOR SIZE AND
<br />SEQUENCE TO INSURE THE SAFETY OF THE CONSTRUCTION SITE.
<br />LOCATION OF EMBEDDED ITEMS, SLEEVES, SLAB DEPRESSIONS, SLOPES, ETC. REQUIRED BY OTHER
<br />TRADES. THESE ITEMS SHALL BE FURNISHED AND INSTALLED PRIOR TO PLACEMENT OF CONCRETE.
<br />3.
<br />THE GENERAL CONTRACTOR SHALL REVIEW AND DETERMINE THAT DIMENSIONS ARE
<br />COORDINATE BEARING CONDITIONS REQUIRED BY PRECAST CONCRETE WALL PANEL BEFORE
<br />COORDINATED BETWEEN ARCHITECTURAL AND STRUCTURAL DRAWINGS PRIOR TO FABRICATION
<br />PLACING CONCRETE.
<br />OR START OF CONSTRUCTION.
<br />9.
<br />CONTRACTOR SHALL VERIFY LOCATIONS OF ALL OPENINGS, SLEEVES, ANCHOR BOLTS, INSERTS,
<br />4.
<br />THE OWNER WILL ENGAGE AN APPROVED TESTING AGENCY TO PROVIDE SERVICES AS INDICATED
<br />ETC. AS REQUIRED BY OTHER TRADES BEFORE CONCRETE IS PLACED.
<br />BELOW. SUBMIT REPORTS TO STRUCTURAL ENGINEER AND ARCHITECT.
<br />10.
<br />WHERE BAR LENGTHS ARE GIVEN ON THE DRAWINGS, THE LENGTH OF ANY HOOK, IF REQUIRED, IS
<br />a. TEST CONCRETE IN ACCORDANCE WITH ASTM C172 AND C31. SEE SPECIFICATION FOR
<br />NOT INCLUDED. HOOKS SHALL BE PROVIDED AT DISCONTINUOUS ENDS OF ALL TOP BARS OF BEAMS
<br />ADDITIONAL REQUIREMENTS.
<br />AND AT SLAB EDGES.
<br />b. TEST SOIL COMPACTION PER LATEST GEOTECHNICAL REPORT. (U.N.O.)
<br />11.
<br />CONTRACTOR SHALL PROVIDE SPACERS, CHAIRS, BOLSTERS, ETC. NECESSARY TO SUPPORT
<br />REINFORCING STEEL. SUPPORT ITEMS WHICH BEAR ON EXPOSED CONCRETE SURFACES SHALL HAVE
<br />C. VISUALLY INSPECT FIELD WELDS, BOLTED CONNECTIONS AND OTHER STRUCTURAL STEEL
<br />ENDS WHICH ARE PLASTIC TIPPED OR STAINLESS STEEL.
<br />CONNECTIONS.
<br />12.
<br />CONTRACTOR SHALL PROVIDE 3/4" INCH CHAMFER ON ALL EXPOSED CORNERS OF COLUMNS, BEAMS,
<br />AND WALLS UNLESS OTHERWISE INDICATED ON THE ARCHITECTURAL DRAWINGS.
<br />FOUNDATION NOTES
<br />13.
<br />THE FOLLOWING MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR REINFORCEMENT:
<br />1.
<br />ALLOWABLE NET SOIL BEARING PRESSURE IS ASSUMED TO BE 2000 PSF BASED ON THE EXISTING
<br />3" CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH.
<br />STRUCTURAL DRAWINGS.
<br />1 Yz' INTERIOR CONCRETE REINF.
<br />2" EXTERIOR CONCRETE REINF.
<br />2.
<br />ALL REQUIREMENTS FOR SITE PREPARATION AND SOIL COMPACTION SPECIFIED IN THE PROJECT
<br />3/4" INTERIOR FLAT SLABS
<br />SOILS REPORT SHALL BE FOLLOWED UNLESS ADDITIONAL MORE STRINGENT REQUIREMENTS ARE
<br />1 /4 EXTERIOR FLAT SLABS
<br />SPECIFIED. A CERTIFIED TESTING AGENCY SHALL PERFORM SOIL DENSITY TESTS TO ENSURE
<br />CONFORMANCE WITH THE GEOTECHNICAL REPORT. SUBMIT ALL TEST RESULTS TO THE PROJECT
<br />14.
<br />HORIZONTAL WALL AND FOOTING BARS SHALL BE BENT V-0" AROUND CORNERS OR CORNER BARS
<br />ARCHITECT AND ENGINEER.
<br />AND 2'-0" LAP SHALL BE PROVIDED.
<br />3.
<br />CONTRACTOR IN CONJUNCTION WITH PROJECT GEOTECHNICAL ENGINEER SHALL VERIFY
<br />15.
<br />HORIZONTAL KEYWAYS IN CONSTRUCTION JOINTS SHALL BE PROVIDED IN WALL FOOTINGS WITH A
<br />EXISTING FIELD CONDITIONS DURING EXCAVATION THAT MAY AFFECT THE ALLOWABLE BEARING
<br />DEPTH OF 1 '/z INCHES AND A HEIGHT EQUAL TO ONE-THIRD OF THE MEMBER'S DEPTH.
<br />PRESSURE AND OR THE INSTALLATION OF THE FOUNDATION SYSTEM PRIOR TO STARTING WORK.
<br />REINFORCEMENT SHALL BE CONTINUOUS THROUGH CONSTRUCTION JOINTS UNLESS OTHERWISE
<br />NOTED ON THE DRAWINGS. CONSTRUCTION JOINTS MAY BE USED ONLY AT LOCATIONS SHOWN ON
<br />4.
<br />ALL FOOTINGS SHALL BE CENTERED UNDER THE COLUMN OR WALL ABOVE UNLESS NOTED
<br />THE DRAWINGS OR AT OTHER LOCATIONS APPROVED BY THE ARCHITECT AND McELROY
<br />OTHERWISE.
<br />ENGINEERING.
<br />16.
<br />5.
<br />CONCRETE FOR THE FOUNDATIONS SHALL BE PLACED WITHIN 24 HOURS OF THE SUB GRADE
<br />REINFORCEMENT SPLICES SHALL NOT BE PERMITTED EXCEPT AS DETAILED OR AUTHORIZED BY THE
<br />APPROVAL BY THE PROJECT GEOTECHNICAL ENGINEER OR THEIR REPRESENTATIVE.
<br />PROJECT STRUCTURAL_ ENGINEER. WHERE INDICATED THE MINIMUM LAP SPLICES ON ALL
<br />REINFORCING BAR SPLICES SHALL BE CLASS B PER ACI 318, SECTION 12.14 AND 12.15 EXCEPT WHERE
<br />OTHERWISE NOTED ON THE DRAWINGS. SEE TABLES PROVIDED.
<br />17.
<br />SSTRUCTURAL
<br />p q L STEEL NOTES
<br />R RA S
<br />TESTING LABORATORY SHALL SUBMIT ONE COPY OF ALL CONCRETE TEST REPORTS DIRECTLY TO
<br />THE ENGINEER.
<br />1.
<br />STRUCTURAL STEEL SHALL CONFORM TO THE AISC "SPECIFICATIONS FOR DESIGN,
<br />FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS". LATEST EDITION.
<br />2.
<br />WELDED CONNECTIONS SHALL CONFORM TO THE LATEST REVISED CODE OF THE
<br />CALCULATION
<br />REQUIREMENTS
<br />AMERICAN WELDING SOCIETY, AWS D1.1.
<br />3.
<br />STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING REQUIREMENTS UNLESS
<br />1.
<br />CALCULATIONS AS REQUIRED BY DRAWINGS AND/OR SPECIFICATIONS SHALL BE
<br />NOTED OTHERWISE:
<br />SUBMITTED WITH THE REQUIRED SHOP DRAWINGS. SEE SPECIFICATIONS FOR
<br />ADDITIONAL REQUIREMENTS.
<br />ANCHOR BOLTS ASTM F1554
<br />2.
<br />ALL CALCULATIONS SUBMITTED SHALL BE PRESENTED IN A LEGIBLE MANNER
<br />HARDENED WASHERS ASTM F436
<br />AND FOLLOW AN ORDERLY, LOGICAL SEQUENCE.
<br />4.
<br />STEEL SHAPES, PLATES, ETC., WHICH ARE EXPOSED TO WEATHER SHALL BE
<br />3.
<br />ALL REFERENCES AND SOURCES OF INFORMATION SHALL BE LISTED WITHIN
<br />GALVANIZED IN ACCORDANCE WITH ASTM A123.
<br />THE CALCULATIONS. COPIES OF PERTINENT SECTIONS SHALL BE INCLUDED.
<br />5.
<br />AN APPROVED LICENSED TESTING COMPANY SHALL VISUALLY INSPECT ALL WELDS.
<br />4.
<br />BASIC LOADS AND DERIVATION OF FORCES, MOMENTS, SHEARS, REACTIONS,
<br />SEE SPECIFICATIONS FOR ADDITIONAL TESTING REQUIREMENTS.
<br />DEFLECTIONS, CAMBERS, ETC., SHALL BE INCLUDED. INCLUDE ALL UNBALANCED
<br />6.
<br />TOUCH UP FIELD WELDS AND ANY DAMAGED AREAS OF PAINT IN FIELD AFTER
<br />LOADING FORCES AS REQUIRED. LOAD REQUIREMENTS WITH APPROPRIATE FACTORS
<br />WELDING (USE GALVANIZED PAINT FOR TOUCH UP OF GALVANIZED STEEL).
<br />SHALL BE AS PER FBC (LATEST EDITION).
<br />7.
<br />ALL WELDED CONNECTIONS SHALL BE DONE WITH E70XX ELECTRODES. SHOP
<br />5.
<br />DESIGN ASSUMPTIONS SHALL BE CLEARLY STATED.
<br />AND FIELD WELDS SHALL BE MADE BY APPROVED CERTIFIED WELDERS AND
<br />6.
<br />ALL COMPUTER GENERATED CALCULATIONS SHALL BE ACCOMPANIED WITH EXPLANATIONS
<br />SHALL CONFORM TO THE AMERICAN WELDING SOCIETY CODE FOR BUILDINGS
<br />OF OUTPUT/INPUT DATA (i.e. VARIABLE IDENTIFICATION, LOAD DERIVATION, ETC.).
<br />AWS D1.1. WELDS SHALL DEVELOP THE FULL STRENGTH OF MATERIALS BEING
<br />A BRIEF EXPLANATION OF GENERAL THEORY, METHOD AND ASSUMPTIONS USED
<br />WELDED UNLESS OTHERWISE NOTED. ALL WELDS SHALL BE IN ACCORDANCE
<br />SHALL BE INCLUDED.
<br />WITH THE STRUCTURAL WELDING CODE (ANSI/AWS D1.1). THESE WELDS SHALL
<br />BE MADE ONLY BY OPERATORS QUALIFIED BY PRESCRIBED TESTS IN THE
<br />7.
<br />ALL CALCULATIONS ARE TO BE SIGNED AND SEALED BY A PROFESSIONAL ENGINEER
<br />STRUCTURAL WELDING CODE IN BUILDING CONSTRUCTION OF THE AMERICAN
<br />REGISTERED IN THE STATE OF FLORIDA.
<br />WELDING SOCIETY. ACCEPTANCE TO BE SUBJECT TO THE INSPECTION AND
<br />REVIEW OF AN INDEPENDENT INSPECTION AGENCY.
<br />SHOP DRAWINGS
<br />1.
<br />FOLLOW THE ARCHITECT'S INSTRUCTIONS FOR DISTRIBUTION OF SHOP DRAWINGS.
<br />2.
<br />COMPLETE SHOP DRAWINGS SHALL BE SUBMITTED IN WHOLE FOR EACH OF THE FOLLOWING
<br />CATEGORIES:
<br />a. CONCRETE REINFORCING STEEL
<br />b. CONCRETE MIX DESIGN
<br />C. STRUCTURAL STEEL
<br />d. MISCELLANEOUS
<br />3.
<br />DETAILER SHALL BE RESPONSIBLE FOR CHECKING ALL ARCHITECTURAL AND MECHANICAL
<br />DRAWINGS FOR OPENINGS AND EMBEDS, AFFECTING STRUCTURAL MEMBERS.
<br />4.
<br />SHOP DRAWINGS SHALL BEAR THE INITIALS OF THE DETAILER'S CHECKER AND BE APPROVED
<br />BY THE CONTRACTOR BEFORE SUBMITTAL TO ENGINEER.
<br />5.
<br />THE USE OF REPRODUCTIONS OF THESE CONTRACT DRAWINGS BY ANY CONTRACTOR,
<br />SUBCONTRACTOR, ERECTOR, FABRICATOR, OR MATERIAL SUPPLIER IN LIEU OF PREPARATION
<br />OF SHOP DRAWINGS SIGNIFIES HIS ACCEPTANCE OF ALL INFORMATION SHOWN HEREON AS
<br />CORRECT, AND OBLIGATES HIMSELF TO ANY JOB EXPENSE, REAL OR IMPLIED, ARISING DUE
<br />TO ANY ERRORS THAT MAY OCCUR HEREON.
<br />6.
<br />IF REPRODUCTIONS OF THESE CONTRACT DRAWINGS ARE USED IN LIEU OF PREPARATION OF
<br />SHOP DRAWINGS, THE ARCHITECT'S, ENGINEER'S OR OTHER DESIGN CONSULTANT'S TITLE
<br />BLOCK SHALL BE REMOVED AND REPLACED WITH A TITLE BLOCK LISTING THE FOLLOWING
<br />ITEMS:
<br />a. NAME, ADDRESS, AND TELEPHONE NUMBER OF CONTRACTOR, SUBCONTRACTOR, ETC.
<br />SUBMITTING SHOP DRAWINGS.
<br />b. SHEET NUMBER.
<br />C. DATE DRAWING PREPARED, THE INITIALS OF PERSON WHO
<br />PREPARED DRAWINGS, AND INITIALS OF PERSON CHECKING DRAWINGS.
<br />7.
<br />ANY REPRODUCTION OF THESE CONTRACT DRAWINGS NOT COMPLYING WITH THE ABOVE
<br />WILL BE REJECTED AND NOT REVIEWED.
<br />MASONRY NOTES
<br />1. HOLLOW LOAD BEARING UNITS SHALL BE NORMAL WEIGHT, GRADE N, TYPE 2, CONFORMING TO
<br />ASTM C90, WITH A MINIMUM NET COMPRESSIVE STRENGTH OF 2000 PSI (fm = 1500 PSI).
<br />2. MORTAR SHALL BE TYPE M OR S, CONFORMING TO ASTM C270.
<br />3. COARSE GROUT SHALL CONFORM TO ASTM C476 WITH A MAXIMUM AGGREGATE SIZE OF 3/8". A
<br />MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AND A SLUMP BETWEEN 8" TO 11." JOB SITE
<br />MIXING OF GROUT SHALL NOT BE PERMITTED. DO NOT USE MIX DESIGNS OTHER THAN THE
<br />GROUT MIX APPROVED FOR THE MASONRY CONSTRUCTION.
<br />4. VERTICAL REINFORCEMENT SHALL BE AS NOTED ON THE DRAWINGS WITH CELLS FILLED WITH
<br />COARSE GROUT.
<br />5. VERTICAL REINFORCEMENT SHALL BE HELD IN POSITION AT THE TOP AND BOTTOM AND AT A
<br />MAXIMUM SPACING OF 10'-0" OR 192 x BAR DIAMETER WHICHEVER IS LESS. REINFORCEMENT
<br />SHALL BE PLACED AT THE CENTER OF THE MASONRY CELL TYPICAL UNLESS OTHERWISE NOTED.
<br />SEE TYPICAL GROUTING DETAILS FOR ADDITIONAL INFORMATION.
<br />6. REINFORCING STEEL SHALL BE LAPPED A MINIMUM 50 BAR DIAMETERS. EXTEND ALL VERTICAL
<br />REINFORCEMENT TO WITHIN 2" OF TOP OF WALL OR COLUMN UNLESS NOTED OTHERWISE.
<br />7. HORIZONTAL WALL REINFORCEMENT SHALL BE STANDARD LADDER TYPE DUR-O-WAL (ASTM A-82
<br />#9 GAGE WIRE) AT 16" O.C., UNLESS SHOWN OTHERWISE ON THE DRAWINGS.
<br />8. SPLICED WIRE REINFORCEMENT SHALL BE LAPPED AT LEAST 6" AND CONTAIN AT LEAST ONE
<br />CROSS WIRE OF EACH PIECE OF REINFORCEMENT WITHIN THE 6". LAP WITH STANDARD'T' AND'L'
<br />SHAPED PIECES AT INTERSECTIONS AND CORNERS.
<br />9. PROVIDE A MINIMUM OF 3 COURSES HIGH BY 2 COURSES WIDE GROUTED SOLID MASONRY AT
<br />BEAM BEARING POINTS.
<br />10. WHEN A FOUNDATION DOWEL DOES NOT LINE UP WITH A VERTICAL CORE, IT SHALL NOT BE
<br />SLOPED MORE THAN ONE HORIZONTAL IN SIX VERTICALS. DOWELS SHALL BE GROUTED INTO A
<br />CORE IN VERTICAL ALIGNMENT, EVEN THOUGH IT IS IN AN ADJACENT CELL TO THE VERTICAL
<br />WALL REINFORCEMENT.
<br />11. PROVIDE PRECAST CONCRETE LINTELS OVER ALL OPENINGS UNLESS NOTED OTHERWISE ON
<br />DRAWINGS. LINTELS SHALL BE OF SUFFICIENT SIZE AND REINFORCEMENT FOR THE GIVEN
<br />SPANS AND LOADING CONDITIONS. SUBMIT SHOP DRAWINGS WITH RATED LOAD CAPACITIES TO
<br />THE ARCHITECT AND McELROY ENGINEERING FOR REVIEW.
<br />12. PROVIDE A FULLY GROUTED KNOCK OUT BLOCK OR U-BLOCK REINFORCED WITH (1) #5
<br />CONTINUOUS AT THE SILL OF ALL WINDOW OPENINGS. EXTEND 8" BEYOND EACH SIDE OF THE
<br />OPENING TYPICALLY.
<br />13. MORTAR PLACEMENT:
<br />A. USE BED JOINT BETWEEN 1/4" AND 3/4" THICK AT FOUNDATIONS.
<br />B. USE 3/8" THICK JOINTS BETWEEN UNITS.
<br />C. TOOL ALL JOINTS WITH A ROUND JOINTER WHEN THE MORTAR IS THUMBPRINT HARD,
<br />UNLESS OTHERWISE REQUIRED BY THE CONTRACT DOCUMENTS.
<br />D. PLACE MORTAR ON CLEAN UNITS WHILE THE MORTAR IS SOFT AND PLASTIC.
<br />E. DO NOT DISTURB THE UNIT AFTER IT IS INITIALLY POSITIONED.
<br />F. PLACE MORTAR SO THAT ALL JOINTS OF SOLID UNITS ARE FULLY FILLED WITH MORTAR.
<br />G. FILL THE BED AND HEAD JOINTS OF HOLLOW UNITS WITH MORTAR, SPREAD ACROSS THE
<br />WIDTH OF THE FACE SHELL.
<br />H. MORTAR CROSS WEBS IN HOLLOW UNITS FOR THE FOLLOWING SITUATIONS:
<br />1) ADJACENT TO CELLS TO BE GROUTED FOR PARTIALLY GROUTED CONSTRUCTION.
<br />2) STARTING COURSE ON FOUNDATIONS AND OTHER SUPPORTS.
<br />3) ALL PIERS, COLUMNS AND PILASTERS THAT ARE TO BE FULLY FILLED WITH
<br />GROUT.
<br />I. REMOVE PROTRUSIONS OF MORTAR INTO COLLAR JOINTS CAVITIES AND CELLS OF
<br />HOLLOW UNITS IF THEY PROJECT MORE THAN Y2'.
<br />J. DO NOT SLUSH MORTAR INTO HEAD JOINTS.
<br />K. FILL HOLES IN THE MORTAR.
<br />14. PROVIDE ADEQUATE BRACING AND SUPPORT OF MASONRY UNTIL PERMANENT CONSTRUCTION
<br />IS IN PLACE.
<br />1 ■ ■ 3 4 ■ ■ 6 ■ ■ 8 ■ 9 ■ 13 ■ 11 ■ ■ 13 ■ ■
<br />McOroyEng® o
<br />-a
<br />STRUCTURAL DESIGN GROUP
<br />1835 EDGEWATER DRIVE ORLANDO, FL. 32804
<br />PHONE: 407.245.8775 FAX: 407.245.8744
<br />WEBSITE: mceiroyeng.com
<br />Firm Registration: #33835
<br />ME PROJECT NO: 1621-04
<br />'TO THE BEST OF MY KNOWLEDGE, THE PLANS AND SPECIFICATIONS COMPLY
<br />WITH THE APPLICABLE MINIMUM BUILDING CODES AND THE APPLICABLE FIRE
<br />SAFETY STANDARDS AS DETERMINED BY THE LOCAL AUTHORITY IN
<br />ACCORDANCE WITH CHAPTER 533.79 AND CHAPTER 633." THE DRAWINGS
<br />ARE BELIEVED TO BE CORRECT TO THE BEST OF MY KNOWLEDGE. THE
<br />ACCURACY OF THE AS -BUILT CONDITIONS CANNOT BE GUARANTEED.
<br />SEAL
<br />Craig E. McElroy P.E. - FL No. 44741
<br />_= No. 44741
<br />STATE OF
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<br />AdventHealth
<br />ZEPHYRHILLS
<br />ZEPHYRHILLS GENERATOR ADDITION
<br />Hunton'
<br />A R C H I T E C T
<br />DATE SUBMISSION NO
<br />12.17.21 CONSTRUCTION DOCUMENTS
<br />GENERAL NOTES
<br />PROJ. NO. H-20232.00 SHEET
<br />DRAWN VMM
<br />■ 1i> ■ ■ 18 ■ i�� ■ 20
<br />Copyright Huntonl3rady Architects P.A. All Rights Reserved. 800 N. Magnolia Ave., Suite 600, Orlando, Florida 32803 (407) 839-0886 (407) 839-1709/Fax www.huntonbrady.com License AAC001744
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