|
1�,450Nfi��'
<br />M1 MASONRY CONSTRUCTION MATERIALS AND INSPECTIONS SHALL
<br />CONFORM TO THE LATEST EDITION OF THE ACI BUILDING CODE
<br />REQUIREMENTS FOR CONCRETE MASONRY STRUCTURES (ACI 530/ASCE
<br />5/TMS 402-02), SPECIFICATIONS FOR MASONRY STRUCTURES (AS[
<br />530PASCE 6/TM5 602-02) ASTM C476, ASTM G1O19, AND NCMA TEK 101
<br />M2 CONCRETE BLOCKS SHALL CONFORM TO ASTM C-9O. (f'm = 1500 PSI)
<br />(1900 PSI ON THE NET AREA).
<br />M3 MORTAR SHALL COMPLY WITH ASTM C270, TYPE M FOR RETAINING
<br />WALLS AND WALLS BELOW GRADE, TYPE S FOR TYPICAL WALLS.
<br />(COMPRESSIVE STRENGTH = 2500 PSI AND 1800 PSI, RESPECTIVEL T .
<br />SITE TESTED MORTAR CUBES SHALL ACHIEVE A MINIMUM OF 30% OF
<br />THE DESIGN COMPRESSIVE STRENGTH)
<br />M4 BLOCK SHALL NOT BE MOISTENED BEFORE GROUTING.
<br />M5 ALL MASONRY GROSS WEBS SHALL BE FULLY BEDDED IN MORTAR
<br />AROUND CELLS TO BE GROUTED.
<br />M6 REINFORCE WALLS WITH LADDER TYPE (ASTM A-82, #9 GAGE WIRE)
<br />DEFORMED REINFORCEMENT EQUAL TO DURO-WALL IN BED JOINTS AT
<br />ION CC, UNO, MEASURED VERTICALLY. PLACE PER I-FiR INSTRUCTIONS.
<br />LAP ALL HORIZONTAL JOINT REINFORCING 6" MIN.
<br />M1 VERTICAL REINFORCING MUST HAVE A MINIMUM CLEARANCE OF 1/2" TO
<br />INSIDE FACE. VERTICAL REINFORCEMENT IN WALLS SHALL BE SECURED
<br />AND LATERALLY SUPPORTED AGAINST DISPLAGEMENT AT INTERVALS
<br />NOT EXCEEDING 192x(5AR DIAMETER) OR 10 FT (WHICHEVER IS LESS)
<br />WHENEVER A CLEANOUT IS REQUIRED. SEE GROUTING DETAIL NOTE FOR
<br />CLEANOUT REQUIREMENTS.
<br />MS GROUT PLACEMENT STOPPED FOR (1) HOUR OR MORE SHOULD BE
<br />STOPPED 1 1/2" BELOW THE TOP OF THE MASONRY UNIT TO PROVIDE A
<br />KEY FOR SUBSEQUENT GROUTING.
<br />M9 TYPICAL VERTICAL REINFORCING SIZE AND SPACING SHALL BE ABOVE
<br />AND BELOW ALL WALL OPENINGS.
<br />M10 TEMPORARY BRACING AND SHORING OF WALLS TO PROVIDE STABILITY
<br />DURING CONSTRUCTION SHALL BE THE RESPONSIBILITY OF THE
<br />CONTRACTOR.
<br />M11 PROVIDE FILLED PRECAST U-LINTELS AS MANUFACTURED BY CAST-
<br />CRETE OR APPROVED EQUAL WITH (1) #5 CONT AT ALL OPENINGS WHERE
<br />BEAMS ARE NOT SHOWN, SCHEDULED OR NOTED. L [NTELS SHALL HAVE
<br />MINIMUM UNFILLED CAPACITY OF 400 Ib/LF AND BEAR NOMINAL 6" (MIN
<br />6") EACH END ON A GROUT FILLED CELL. PROVIDE PRE -CAST LINTEL
<br />SUBMITTALS SIGNED AND SEALED BY A SPECIALTY ENGINEER WHO IS
<br />REGISTERED IN THE SAME STATE AS THE PROJECT LOCATION.
<br />M12 STOPPING AND RESUMING WORK: RACK BACK 1/2-UNIT LENGTH IN EACH
<br />COURSE. DO NOT TOOTH. CLEAN EXPOSED SURFACES OF SET
<br />MASONRY. REMOVE LOOSE MASONRY UNITS AND MORTAR PRIOR TO
<br />LAYING FRESH MASONRY.
<br />M13 REINFORCE MASONRY OPENINGS GREATER THAN 1'-0" WIDE, WITH HORIZ
<br />JOINT REINF PLACED IN (2) HORIZ JOINTS APPROXIMATELY S" APART,
<br />IMMEDIATELY ABOVE THE LINTEL AND IMMEDIATELY BELOW THE SILL.
<br />EXTEND REINFORCING A MINIMUM OF 2'-0" BEYOND JAMBS OF THE
<br />OPENING EXCEPT AT CONTROL JOINTS. SEE PLAN FOR ADDITIONAL
<br />REQUIREMENTS.
<br />M14 DO NOT APPLY UNIFORM LOADS TO MASONRY WALLS POP, (3) DAYS.
<br />M15 DO NOT APPLY CONCENTRATED LOADS TO MASONRY WALLS FOR Cl)
<br />DAYS.
<br />MI6 EXTEND ALL VERTICAL WALL REINFORCEMENT TO WITHIN 2" OF TOP OF
<br />WALL OR BEAM UNLESS NOTED OTHERWISE. TERMINATE REINFORCING
<br />WITH STANDARD ACI 9O DEGREE HOOK IF ROOF JOISTS AND/OR
<br />TRUSSES BEAR ON TOP OF WALL AND THERE IS NO PARAPET. IF
<br />PARAPET EXISTS, HOOK IS NOT REQUIRED.
<br />M17 MAXIMUM CONTROL JOINT SPACING FOR CONCRETE MASONRY UNITS.
<br />SPACING FOR CONTROL JOINTS
<br />3 x WALL HEIGHT = SPACING IN FT
<br />(NOT TO EXCEED 50'-0")
<br />M18 REFER TO ARCHITECTURAL DRAWINGS FOR WATERPROOFING
<br />DETAILS AT MASONRY CONTROL JOINTS.
<br />M19 GROUT FOR FILLED CELLS SHALL BE PLACED IN CONFORMANCE WITH ACI
<br />530.1 AND AS INDICATED BELOW:
<br />MAX HEIGHT OF GROUT LIFT = 5' - 0"
<br />CONSOLIDATE BY MECHANICAL VIBRATION
<br />PER ACI 530.1. ONE OR MORE GROUT LIFTS
<br />CONSTITUTE A GROUT POUR.
<br />SEE NOTE C3 FOR GROUT PROPERTIES
<br />W
<br />U IF WALL IS LAID UP NO GREATER THAN 5'-01'
<br />IN HEIGHT ABOVE THE FOOTING OR PREVIOUS
<br />N GROUT POUR(S), A GLEAN -OUT HOLE SHALL
<br />(L NOT BE REQUIRED. OTHERWISE, PROVIDE
<br />CLEAN -OUT HOLE WITH MINIMUM SIZE OF 3"x3
<br />OVERHANGING MORTAR AND DEBRIS SHALL
<br />BE REMOVED FROM INSIDE THE CELL WALLS.
<br />V.
<br />d `
<br />SEAL PRIOR TO GROUTING BUT AFTER
<br />INSPECTION.
<br />NOTE5:
<br />1. DO NOT GROUT UNTIL MORTAR HAS SET SUFFICIENTLY TO
<br />WITHSTAND THE PRESSURE OF THE GROUT. WAIT NOT LESS
<br />THAN 24 HOURS.
<br />2. PLACE GROUT WITHIN 90 MINUTES FROM INTRODUCING WATER
<br />IN THE MIXTURE AND PRIOR TO INITIAL SET.
<br />3. MAXIMUM WALL HEIGHT FROM TOP OF FOOTING OR PREVIOUS
<br />GROUT POURS LAID UP AT ONE TIME SHALL BE 12'-0" FOR
<br />COARSE GROUT 4 24'-0" FOR FINE GROUT. A GROUT POUR
<br />CONSISTS OF ONE OR MORE LIFTS.
<br />4. THE MINIMUM CONTINUOUS UNOBSTRUCTED CLEAR AREA IN
<br />CELL TO RECEIVE GROUT MUST BE NOT LESS THAN 3 "x3 ".
<br />MORTAR FINS MUST BE REMOVED AS BLOCK PLACEMENT
<br />PROCEEDS. MORTAR DROPPINGS MUST BE KEPT OUT OF
<br />CELLS WHICH ARE TO BE GROUTED.
<br />GROUTING DETAIL-
<br />M21 JOB SITE MIXING OF GROUT SHALL NOT BE PERMITTED. TESTING SHALL
<br />CONFORM TO ASTM G1019. SEE TEST MOLD DETAIL BELOW. SEE
<br />SCHEDULE UNDER CONCRETE NOTES FOR COMPRESSIVE STRENGTH AND
<br />SLUMP REQUIREMENTS.
<br />GROUT TEST PRISM
<br />I
<br />I / �
<br />I ;
<br />COVER UNITS USING
<br />ABSORPTIVE PAPER
<br />TOWELLING W1 TAPE (4) SxSx16 CMU BLOCKS
<br />REQUIRED (FRONT BLOCK
<br />3"x3"xl 5/5" WOOD BLOCK REMOVED FOR CLARITY)
<br />DETAIL - MASONRY GROUT
<br />TEST MOLD (ASTM C-1019)
<br />M20 TYPICAL MASONRY DETAILS:
<br />DOOR
<br />OPENING
<br />(SEE NOTE 4)
<br />SEE PLANS FOR
<br />ADD'L PILLED
<br />CELLS REQ'D
<br />AT OPENINGS
<br />WINDOW OPNG
<br />40
<br />(SEE NOTE 4)
<br />TYP INTERIOR LOAD -BEARING
<br />CMU WALL ON FOOTING
<br />TYP INTERIOR
<br />NON -LOAD -SEARING
<br />CMU WALL ON
<br />THICKENED SLAB
<br />TYPICAL
<br />SPACING
<br />TYP EXTERIOR
<br />LOAD -BEARING CMU
<br />WALL ON FOOTING —
<br />q
<br />C
<br />NOTES:
<br />1. SEE DETAIL "DC)" FOR LOCATING MASONRY
<br />CONTROL JOINTS. CONTRACTOR SHALL SUBMIT
<br />MCJ PLAN TO ARCHITECT FOR APPROVAL,
<br />2. SEE ARCHITECTURAL DRAWINGS FOR OPENING
<br />SIZES AND LOCATIONS.
<br />3. SEE FDN PLAN NOTES FOR REINFORCED FILLED
<br />CELL SIZE 4 SPACING.
<br />4. MULTIPLE FILLED CELLS MAY BE REQUIRED AT
<br />JAMBS. ADDITIONAL BARS WILL BE SHOWN ON
<br />PLAN(S), IF NONE ARE SHOWN, THEN A SINGLE
<br />TYPICAL REINFORCED JAMB CELL IS SUFFICIENT.
<br />5. SEE MASONRY NOTES ON GENERAL NOTE SHEETS
<br />FOR HORIZONTAL JOINT REINFORCING AND OTHER
<br />ADDITIONAL INFORMATION.
<br />ILLUSTRATIVE PLAN OF VARIOUS
<br />CMU WALL CONDITIONS "5
<br />PRE -FAE
<br />'IT" JOINT
<br />INTERSEC
<br />M,45ONR'I
<br />WALL INTERSECTION
<br />JOINT RE
<br />SHALL B
<br />CONTINUO
<br />IN BOTH
<br />DIRECTIC
<br />INTERSEC
<br />MASONR',
<br />WALL INTERSECTION.
<br />Lj Lj I
<br />M22 MINIMUM LAP SPLICES FOR REINFORCED GMU PER 2004 FBC
<br />(WITH 2O06 SUPPLEMENT) SECTION 2101.2.3:
<br />#4,
<br />#5
<br />Oro#1
<br />*10#9
<br />(NOTE 1)
<br />#10
<br />(NOTE 2)
<br />3211
<br />{011
<br />all
<br />5/
<br />o
<br />/ il'
<br />7211
<br />NOTES:
<br />1. NOT ALLOWED IN 8" CMU BUT ACCEPTABLE FOR 12" CMU.
<br />MAXIMUM BAR DIAMETER SHALL NOT EXCEED ONE -EIGHTH OF
<br />THE NOMINAL WALL THICKNESS.
<br />2. REINFORCING BARS LARGER THAN #9 SHALL BE SPLICED USING
<br />MECHANICAL CONNECTORS.
<br />5TfRUCTUfR,4L STEEL
<br />551 A CERTIFIED TESTING AGENCY SHALL BE ENGAGED TO PERFORM
<br />INDUSTRY STANDARD INSPECTIONS TO ENSURE CONFORMANCE WITH
<br />PLANS AND SPECIFICATIONS (IF PROVIDED). SUBMIT REPORTS TO
<br />ARCHITECT AND ENGINEER.
<br />662 FABRICATE AND ERECT STRUCTURAL STEEL IN CONFORMANCE WITH THE
<br />AISC "SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF
<br />STRUCTURAL STEEL BUILDINGS".
<br />633 MATERIAL SPECIFICATIONS:
<br />ALL STEEL SHALL BE PRODUCED DOMESTICALLY.
<br />ROLLED SHAPES, PLATES AND BARS: ASTM A36, EXCEPT
<br />WIDE -FLANGE 4 WT SECTIONS, WHICH SHALL BE ASTM A992.
<br />HOLLOW STRUCTURAL SECTION (HSS). ASTM 4500, GRADE B.
<br />ANCHOR BOLTS, RODS, NUTS AND WASHERS: PER BASE PLATE
<br />SCHEDULE.
<br />HEADED STUDS: ASTM 410a, GRADE 1015 THROUGH 1020,
<br />COLD -FINISHED CARBON STEEL, AWS D1.1, TYPE B.
<br />BOLTED STRUCTURAL CONNECTIONS. UNLESS NOTED OTHERWISE, ALL
<br />BOLTS SHALL BE 3/4"� ASTM A325, TYPE N. BOLTS INDICATED LESS
<br />THAN 5/0"4) SHALL BE ASTM 4301.
<br />WELDED CONNECTIONS: ELECTRODES - E-10XX UNO (LOW
<br />HYDROGEN). FILLET WELDS SHALL BE 3/16" UNO.
<br />S64 HIGH -STRENGTH FIELD -BOLTED CONNECTIONS SHALL BE INSTALLED,
<br />TIGHTENED, TESTED AND INSPECTED ACCORDING TO "SPECIFICATION FOR
<br />STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS" BY THE
<br />RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS (RCSC). ALL 4325N
<br />BOLTS SHALL BE BROUGHT TO A "SNUG -TIGHT" CONDITION, AS DEFINED IN
<br />THE SPECIFICATION. SLIP -CRITICAL (SC) BOLTS MUST BE FULLY
<br />TENSIONED PER SPECIFICATION.
<br />WALL
<br />SEALANT - SEE r
<br />ARCH DWGS AND
<br />\—
<br />OR SPECS
<br />EXTERIOR LOAD -
<br />BEARING WALL
<br />PROVIDE ADD'L
<br />INTERIOR NON -LOAD -
<br />REINFORCED
<br />BEARING WALL ON
<br />FILLED CELL
<br />THICKENED SLAB
<br />INTERSECTION OF LOAD-BRG
<br />& NON-LOAD-BRG
<br />WALLS
<br />� z
<br />t �o
<br />z
<br />3/S W x 11� D VERT �
<br />p °�
<br />� �
<br />STIRRUPS-
<br />UPS SEE
<br />(DUMMY) JOINT EACH -
<br />q 0
<br />SCH FOR SIZE
<br />SIDE OF TIE BEAMS 4
<br />TO
<br />AND SPACING -7
<br />ADJUST STIRRUP \—REINF IS CONTINUOUS
<br />LOCATION SLIGHTLY TO AT CONTROL JOINT
<br />CLEAR JOINT BY MIN 2" IN CONS TIE BEAM
<br />MCJ Q TIE BEAM
<br />SEALANT - SEE ARCH
<br />DWGS AND OR SPECS.
<br />FILLED CELL W/ TYP WALL
<br />REINF EA SIDE OF MCJ
<br />BOND BEAM REINF 1/2" THROUGH -WALL
<br />CONTINUOUS AT MCJ VERTICAL CONTROL JOINT
<br />MCJ @ BOND BEAM
<br />STOP VERTS 2" FROM TOP OF
<br />WALL. HOOK MAY BE REQ'D,
<br />SEE NOTE M16
<br />VERT BAR CENTERED
<br />IN FILLED CELL
<br />DOWELS SAME AS
<br />VERT BARS
<br />HORIZ JOINT REINF 0 16"
<br />CC. VERT SPACING
<br />STANDARD HOOK
<br />(ALTERNATE SIDES)
<br />TYPICAL FILLED CELL.
<br />DETAILS
<br />SEALANT - SEE ARCH PILLED CELL W/ TYP WALL
<br />DWGS AND OR SPECS. REINF EA SIDE OF MCJ
<br />aq
<br />.��1/2" THROUGH -WALL
<br />VERTICAL CONTROL JOINT
<br />NOTES.
<br />1. THROUGH -WALL JOINT SHALL BE CONTINUOUS WITHOUT
<br />INTERRUPTION FROM FOUNDATION TO TOP OF WALL.
<br />2. TERMINATE TYPICAL HORIZONTAL JOINT REINFORCING
<br />2" FROM JOINT.
<br />3. MAXIMUM SPACING OF CONTROL JOINTS SHALL BE
<br />3 x (WALL HEIGHT) OR 50'-0" WHICHEVER IS LESS.
<br />MAS CONTROL JOINT
<br />(MCJ)
<br />STIRUCTUSAL 5TEEL CONT'F—)
<br />655 THE SHEAR CONNECTIONS HAVE BEEN DESIGNED AND THE NECESSARY
<br />INFORMATION MAY BE FOUND IN THE SCHEDULES. THE DOUBLE
<br />ANGLE/DOUBLE SHEAR CONNECTIONS SHALL BE USED FOR ALL GIRDERS
<br />AND THE SINGLE ANGLE/SINGLE SHEAR CONNECTIONS SHALL BE USED
<br />FOR ALL BEAMS. THE ULTIMATE (i.e. FACTORED) REACTIONS HAVE SEEN
<br />PROVIDED AT EACH END OF EACH MEMBER SHOULD THE FABRICATOR
<br />WISH TO RE -ENGINEER THE CONNECTIONS TO THEIR PREFERENCES.
<br />SHOULD THE FABRICATOR WISH TO RE -ENGINEER THE CONNECTIONS, THEY
<br />MUST PROVIDE SUBMITTALS THAT HAVE BEEN PREPARED AND SIGNED
<br />AND SEALED BY A PROFESSIONAL ENGINEER LICENSED IN THE SAME
<br />STATE AS THE PROJECT LOCATION.
<br />556 BRACE AND MAINTAIN ALL STEEL IN ALIGNMENT UNTIL OTHER PARTS OF
<br />CONSTRUCTION NECESSARY FOR PERMANENT SUPPORT ARE COMPLETED.
<br />CONTRACTOR SHALL BE RESPONSIBLE FOR INSTALLING TEMPORARY
<br />SHORING AS REQUIRED FOR THE STABILITY OF THE STEEL FRAME UNTIL
<br />ALL STRUCTURAL ELEMENTS HAVE BEEN COMPLETED AND BUILDING IS
<br />ENCLOSED.
<br />6S7 ALL WELDING SHALL CONFORM TO THE REQUIREMENTS OF "THE
<br />STANDARD CODE FOR WELDING IN BUILDING CONSTRUCTION" OF THE
<br />AMERICAN WELDING SOCIETY.
<br />SSS GROUT FOR COLUMN BASE PLATES AND PRESET BEARING PLATES SHALL
<br />BE NON -SHRINK, NON-METALLIC GROUT (5000 PSI MIN),
<br />S59 SUBMIT SHOP DRAWINGS INDICATING ALL SHOP AND ERECTION DETAILS
<br />INCLUDING PROFILES, SIZES, SPACING AND LOCATIONS OF STRUCTURAL
<br />MEMBERS, CONNECTION ATTACHMENTS, FASTENERS, LOADS AND
<br />TOLERANCES.
<br />5510 ALL STEEL EXPOSED TO WEATHER SHALL BE HOT DIP GALVANIZED IN
<br />ACCORDANCE WITH ASTM 4123 FOR MEMBERS AND ASTM 4153 FOR
<br />CONNECTION ELEMENTS.
<br />5511 STRUCTURAL STEEL SHALL RECEIVE A SHOP COAT OF PRIMER (COLOR
<br />AS DIRECTED BY ARCHITECT) WHERE EXPOSED TO VIEW. ALL OTHER
<br />AREAS, INCLUDING THOSE WHICH WILL RECEIVE SPRAY -ON FIRE
<br />PROTECTION, OR WHERE HEADED STUDS ARE TO BE WELDED, SHALL NOT
<br />BE PRIMED,
<br />5512 STEEL BEAMS SHALL BE CAMBERED AS INDICATED ON THE FRAMING
<br />PLAN(S). IF NO CAMBER IS SPECIFIED, THE FABRICATOR SHALL ENSURE
<br />THAT THE "NATURAL" CAMBER IN ALL ERECTED BEAMS OCCURS IN AN
<br />UPWARD DIRECTION.
<br />6513 THE STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN FULL
<br />CONFORMANCE WITH THE "OSHA STEEL ERECTION STANDARD". IF THE
<br />CONSTRUCTION DRAWINGS DEVIATE FROM THE OSHA STANDARD THEN
<br />THE PABRICATOR SHALL PROVIDE SUBMITTALS THAT CLEARLY INDICATE
<br />THE DEVIATION WITH A REVISION CLOUD AND REQUEST APPROVAL FROM
<br />BBM TO MAKE THE CHANGE SO THAT CONFORMANCE WITH THE OSHA
<br />STANDARD IS ASSURED.
<br />AAC
<br />AUTOCLAVED AERATED
<br />Ib, #
<br />POUND(S)
<br />CONCRETE
<br />LG
<br />LONG
<br />AB
<br />ANCHOR BOLT
<br />LL
<br />LIVE LOAD
<br />ABV
<br />ABOVE
<br />LLBB
<br />LONG LEG BACK-TO-BACK
<br />A.C.I.
<br />AMERICAN CONCRETE INSTITUTE
<br />LLH
<br />LONG LEG HORIZONTAL
<br />ADDL
<br />ADDITIONAL
<br />LLV
<br />LONG LEG VERTICAL
<br />AFF
<br />ABOVE FINISH FLOOR
<br />LNTL
<br />LINTEL
<br />AGGR
<br />AGGREGATE
<br />LSL
<br />LONG SLOTTED
<br />A.I.S.C.
<br />AMERICAN INSTITUTE OF STEEL
<br />LOG
<br />LOCATION
<br />CONSTRUCTION
<br />LONG
<br />LONGITUDINAL
<br />A.I.S.i,
<br />AMERICAN IRON AND STEEL
<br />LP
<br />LOW POINT
<br />INSTITUTE
<br />LW
<br />LONG WAY
<br />AL
<br />ALUMINUM
<br />ALT
<br />ALTERNATE
<br />MAS
<br />MASONRY
<br />AR
<br />ANCHOR ROD
<br />MAX
<br />MAXIMUM
<br />ARCH
<br />ARCHITECTURAL)
<br />MB
<br />MACHINE BOLT
<br />ASTM
<br />AMERICAN SOCIETY OF TESTING
<br />MBM
<br />METAL BUILDING MFR
<br />MATERIALS
<br />MC
<br />MOMENT CONNECTION
<br />A.W.S.
<br />AMERICAN WELDING SOCIETY
<br />MCJ
<br />MASONRY CONTROL JT
<br />ME
<br />MONOLITHIC EDGE
<br />B/
<br />BOTTOM OF
<br />MESH
<br />MECHANICAL
<br />BB
<br />BOND BEAM
<br />MEZZ
<br />MEZZANINE
<br />BLDG
<br />BUILDING
<br />MP
<br />MONOLITHIC FOOTING
<br />BLW
<br />BELOW
<br />MFR
<br />MANUFACTURE(ER)
<br />BM
<br />BEAM
<br />MIN
<br />MINIMUM
<br />BOT
<br />BOTTOM
<br />MISS
<br />MISCELLANEOUS
<br />BP
<br />BASE PLATE
<br />MO
<br />MASONRY OPENING
<br />BRDG
<br />BRIDGING
<br />MS
<br />METAL STUD
<br />BRG
<br />BEARING
<br />MTL
<br />METAL
<br />BRK
<br />BRICK
<br />MWF
<br />MONOLITHIC WALL FOOTING
<br />BS
<br />BOTH SIDES
<br />BTJ
<br />BOLTED TIE JOIST
<br />NIC
<br />NOT IN CONTRACT
<br />BTWN
<br />BETWEEN
<br />NS
<br />NEAR SIDE
<br />NTS
<br />NOT TO SCALE
<br />C/C
<br />CENTER TO CENTER
<br />CANT
<br />CANTILEVER
<br />CA
<br />OVERALL
<br />CB
<br />CONCRETE SEAM
<br />OC
<br />ON CENTER
<br />CC
<br />CONCRETE COLUMN
<br />OD
<br />OUTSIDE DIAMETER
<br />CFS
<br />COLD -FORMED STEEL
<br />OF
<br />OUTSIDE FACE
<br />SIP
<br />CAST -IN -PLACE
<br />OH
<br />OPPOSITE HAND / OVERHEAD
<br />CJ
<br />CONSTRUCTION JOINT (OR
<br />OPNG
<br />OPENING
<br />CONTROL JOINT)
<br />OPP
<br />OPPOSITE
<br />�, CL
<br />CENTERLINE
<br />CLIR
<br />CLEARANCE)
<br />PAP
<br />POWDER -ACTUATED
<br />CM
<br />CONSTRUCTION MANAGER
<br />PASTENER(S)
<br />CMU
<br />CONCRETE MASONRY UNIT
<br />PB
<br />PRE -CAST BEAM
<br />COL
<br />COLUMN
<br />PEMB
<br />PRE-ENGINEERED METAL
<br />CONS
<br />CONCRETE
<br />BUILDING
<br />CONN
<br />CONNECTION
<br />PERP
<br />PERPENDICULAR
<br />CONT
<br />CONTINUOUS
<br />PC
<br />PRECAST
<br />CONTR
<br />CONTRACTOR
<br />iE, PL
<br />PLATE
<br />SCORE)
<br />COORD INATE
<br />PLS
<br />PLACES
<br />CSK
<br />COUNTER SINK
<br />PLF
<br />POUNDS PER LINEAR FOOT
<br />STIR,
<br />CENTER
<br />PLYWD
<br />PLYWOOD
<br />CTRD
<br />CENTERED
<br />PNL
<br />PANEL
<br />CY
<br />CUBIC YARD
<br />PSF
<br />POUNDS PER SQUARE FOOT
<br />PSI
<br />POUNDS PER SQUARE INCH
<br />DBA
<br />DEFORMED BAR ANCHOR
<br />PTN
<br />PARTITION
<br />D I14
<br />DIAMETER
<br />D IAG
<br />D IAGONAL
<br />R
<br />RADIUS
<br />DL
<br />DEAD LOAD
<br />RC
<br />REINFORCED CONCRETE
<br />DN
<br />DOWN
<br />REF
<br />REFERENCE
<br />DTL
<br />DETAIL
<br />REINF
<br />REINFORCED) (ING)
<br />DWG
<br />DRAWING
<br />REQ
<br />REQUIRE
<br />DWL
<br />DOWEL
<br />REQ'D
<br />REQUIRED
<br />RF
<br />ROOF
<br />EA
<br />EACH
<br />RM
<br />ROOM
<br />EE
<br />EACH END
<br />RP
<br />RADIUS POINT
<br />EF
<br />EACH FACE
<br />RTN
<br />RETURN
<br />EJ
<br />EXPANSION JOINT
<br />RW
<br />RETAINING WALL
<br />ENG
<br />ENGINEER
<br />E05
<br />EDGE OF SLAB
<br />SCH
<br />SCHEDULE
<br />EL
<br />ELEVATION
<br />SDI
<br />STEEL DECK INSTITUTE
<br />EQ
<br />EQUAL
<br />SECT
<br />SECTION
<br />EQ SP
<br />EQUAL SPACE(S) (ING)
<br />SF
<br />STEPPED FOOTING
<br />ES
<br />EACH SIDE
<br />SHT
<br />SHEET
<br />EW
<br />EACH WAY
<br />SIM
<br />SIMILAR
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<br />EXPANSION
<br />SJ
<br />SAWGUT JOINT
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<br />EXTERIOR
<br />SJI
<br />STEEL JOIST INSTITUTE
<br />SL
<br />SLOPE
<br />F/
<br />FACE OF
<br />SLBB
<br />SHORT LEG BACK-TO-BACK
<br />FBC
<br />FLORIDA BUILDING CODE
<br />SOG
<br />SLAB ON GRADE
<br />FD
<br />FLOOR DRAIN
<br />SP
<br />SPACE(S)
<br />PDN
<br />FOUNDATION
<br />SPECS
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<br />FP
<br />FINISHED FLOOR
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<br />SQUARE
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<br />FINISH
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<br />STAINLESS STEEL
<br />PLG
<br />FLOOR
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<br />SSL
<br />SHORT SLOTTED
<br />FMG
<br />FRAMING
<br />STD
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<br />FAR SIDE
<br />STIFFR
<br />STIFFENER
<br />FT
<br />FOOT
<br />FTG
<br />FOOTING
<br />STL
<br />STEEL
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<br />GAUGE
<br />STIR
<br />STRENGTH
<br />GALV
<br />GALVANIZED)
<br />STiRL
<br />STRUCTURAL
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<br />GRADE BEAM
<br />SW
<br />SHORT WAY / SHEAR WALL
<br />GC
<br />GENERAL CONTRACTOR
<br />SYMM
<br />SYMMETRICAL
<br />GFC
<br />GROUT FILLED CELL(S) / COURSE
<br />SYP
<br />SOUTHERN YELLOW PINE
<br />GLB
<br />GLU-LAM BEAM
<br />GR
<br />GRADE
<br />T45
<br />TOP AND BOTTOM
<br />TB
<br />TIE BEAM
<br />HC
<br />HOLLOW -CORE
<br />TC
<br />TIE COLUMN
<br />HK
<br />HOOK
<br />TEMP
<br />TEMPERATURE
<br />HORIZ
<br />HORIZONTAL
<br />THK
<br />THICK
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<br />HIGH POINT
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<br />TOPPING
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<br />HEADED STUD
<br />TRANS
<br />TRANSVERSE
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<br />HOLLOW STRUCTURAL SECTION
<br />TYP
<br />TYPICAL
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<br />TOP OF
<br />ID
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<br />UNO
<br />UNLESS NOTED OTHERWISE
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<br />VERIFY IN FIELD
<br />VERT
<br />VERTICAL
<br />JST
<br />JOIST
<br />JT
<br />JOINT
<br />WD
<br />WOOD
<br />WF
<br />WALL FOOTING
<br />K
<br />KIP
<br />WO
<br />WINDOW OPENING (MASONRY)
<br />KO
<br />KNOCK -OUT
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<br />WORKING POINT
<br />WS
<br />WATERSTOP
<br />WIUF
<br />WELDED WIRE FABRIC
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<br />GRID ID
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<br />KEYNOTE SYMBOL
<br />SECTION CUTS
<br />NUMBER FOR SECTION
<br />LETTER FOR DETAIL
<br />SHEET ON WHICH SECTION
<br />OR DETAIL OCCURS
<br />SECTION & DETAIL ID
<br />NUMBER FOR SECTION
<br />LETTER FOR DETAIL
<br />rl TITLE
<br />TYPICAL LINETYPES
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<br />---------------------------- EXISTING
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<br />- - - - - - - - - - - - - - - - - - - HIDDEN
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<br />CONTINUOUS
<br />MATERIALS
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<br />File=F: \2007\07122\07122_TECH\07122_SDWGS\07122—Sdwgs\PUBLIX\07122_PCS002.dwg Tab=PCS002 Date/Time= Apr 17, 2008 — 10: 43am Plot by jbrower
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