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1`1ASONF`'
<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 (ACI
<br />530.1/ASCE 6/TM6 ro02-02) ASTM C416, ASTM C1019, AND NCMA TEK 107.
<br />M2 CONCRETE BLOCKS SHALL CONFORM TO ASTM C-90. (f'm = 1500 PSI)
<br />(1900 PSI ON THE NET AREA).
<br />M3 MORTAR SHALL COMPLY WITH ASTM C210, TYPE M FOR RETAINING
<br />WALLS AND WALLS BELOW GRADE, TYPE S FOR TYPICAL WALLS.
<br />(COMPRESSIVE STRENGTH = 2500 PSI AND 1000 PSI, RESPECTIVELY.
<br />SITE TESTED MORTAR CUBES SHALL ACHIEVE A MINIMUM OF .50% OF
<br />THE DESIGN COMPRESSIVE STRENGTH)
<br />M4 BLOCK SHALL NOT BE MOISTENED BEFORE GROUTING.
<br />MS ALL MASONRY CROSS 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 />16" CC UNO, MEASURED VERTICALLY. PLACE PER MFR 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 DISPLACEMENT AT INTERVALS
<br />NOT EXCEEDING 192x(5AR DIAMETER) OR 10 PT (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. LINTELS SHALL HAVE
<br />MINIMUM UNFILLED CAPACITY OF 400 lb/LF AND BEAR NOMINAL 6" (MIN
<br />(o") 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 8" 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 FOR (3) DAYS.
<br />M15 DO NOT APPLY CONCENTRATED LOADS TO MASONRY WALLS FOR Cl)
<br />DAYS.
<br />M16 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 />M11 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'-011)
<br />M18 REFER TO ARCHITECTURAL DRAWINGS FOR WATERPROOFING
<br />DETAILS AT MASONRY CONTROL JOINTS.
<br />M19 GROUT FOR PILLED 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'-OU
<br />IN HEIGHT ABOVE THE FOOTING OR PREVIOUS
<br />GROUT POUR(S), A CLEAN -OUT HOLE SHALL
<br />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 />SEAL PRIOR TO GROUTING BUT AFTER
<br />INSPECTION.
<br />NOTES:
<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 />ST�U� l! ��,�L G-ENER,�L /VOTES
<br />M20 TYPICAL MASONRY DETAILS:
<br />DOOR
<br />OPENING
<br />(SEE NOTE 4)
<br />10
<br />SEE PLANS FOR
<br />ADD'L FILLED
<br />CELLS REQ'D
<br />AT OPENINGS
<br />TYP INTERIOR LO,
<br />CMU WALL ON FCC
<br />TYP INTERIOR
<br />NON -LOAD -BEAR
<br />CMU WALL ON
<br />THICKENED SLAB
<br />WINDOW OPNGz
<br />(SEE NOTE 4)
<br />TYPICAL
<br />SPACING
<br />TYP EXTERIOR
<br />LOAD -BEARING CMU
<br />WALL ON FOOTING—
<br />ct
<br />YPICAL
<br />WALL
<br />SEALANT - SEE 1'
<br />ARCH DWGS AND
<br />Z OR SPECSEXTERIOR
<br />'- LOAD-
<br />BEARING WALL
<br />-1
<br />06
<br />OL
<br />PROVIDE ADD'L
<br />INTERIOR NON-LOAD-
<br />RE INPORCED
<br />BEARING WALL ON
<br />�-
<br />FILLED CELL
<br />�INTERSECTION
<br />THICKENED SLAB
<br />OF LOAD—BRG
<br />c
<br />NOTES:
<br />1. SEE DETAIL "pp" 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 />POR HORIZONTAL JOINT REINFORCING AND OTHER
<br />ADDITIONAL INFORMATION.
<br />ILLUSTRATIVE PLAN OF VARIOUS
<br />CMU WALL CONDITIONS "'s
<br />PRE -FAE
<br />'IT'' JOINT
<br />INTERSEc
<br />MASONR
<br />WALL INTERSECTION
<br />JOINT RE
<br />SHALL B
<br />CONT INUC
<br />IN BOTH
<br />IDIRECTIC
<br />INTERSEC
<br />MASONR wr-t—v
<br />WALL INTERSECTION
<br />M21 JOB SITE MIXING OF GROUT SHALL NOT BE PERMITTED, TESTING SHALL
<br />CONFORM TO ASTM C1O19. SEE TEST MOLD DETAIL BELOW. SEE
<br />SCHEDULE UNDER CONCRETE NOTES FOR COMPRESSIVE STRENGTH AND
<br />SLUMP REQUIREMENTS.
<br />GROUT TEST PRISt
<br />I ;
<br />COVER UNITS USING
<br />ABSORPTIVE PAPER L
<br />TOWELLING W/ TAPE (4) Sxax16 CMU BLOCKS
<br />REQUIRED (FRONT BLOCK
<br />311x3"xl 5/8" WOOD BLOCK7 REMOVED FOR CLARITY)
<br />DETAIL — MASONRY GROUT
<br />TEST MOLD (ASTM C-1019)
<br />& NON—LOAD—BRG WALLS
<br />� z
<br />II II Z O _
<br />3/8 W x 1 D VERT � N� STIRRUPS SEE
<br />(DUMMY) JOINT EACH d SCH FOR SIZE
<br />SIDE OF TIE BEAM----., -4 To AND SPACING-7
<br />ADJUST STIRRUP \—REINF IS CONTINUOUS
<br />LOCATION SLIGHTLY TO AT CONTROL JOINT
<br />CLEAR JOINT BY MIN 2" IN CONC TIE BEAM
<br />-- MCJ @ TIE BEAM
<br />SEALANT - SEE ARCH FILLED CELL W/ TYP WALL
<br />DWGS AND OR SPECS. REINF EA SIDE OF MCJ
<br />7�BOND BEAM REINF —1/2" THROUGH -WALL
<br />CONTINUOUS AT MCJ VERTICAL CONTROL JOINT
<br />MCJ Q BOND BEAM
<br />4 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 />1 VERT BARS
<br />HORIZ JOINT REINF s 16"
<br />CC VERT SPACING
<br />STANDARD HOOK
<br />(ALTERNATE SIDES)
<br />TYPICAL FILLED CELL
<br />DETAILS
<br />SEALANT - SEE ARCH FILLED CELL W/ TYP WALL
<br />DWGS AND OR SPECS. REINF EA SIDE OF MCJ
<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'-O" WHICHEVER IS LESS.
<br />MAS CONTROL JOINT
<br />(MCJ)
<br />M22 MINIMUM LAP SPLICES FOR REINFORCED CMU PER 2004 FBC
<br />(WITH 2O06 SUPPLEMENT) SECTION 21072.3:
<br />0'4
<br />*5
<br />#6
<br />r
<br />*s
<br />*9
<br />(NOTE 1)
<br />�10
<br />(NOTE 2)
<br />3211
<br />011
<br />A Q I I
<br />56 11
<br />6411
<br />-12 11
<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 />STfRUCTUfRAL STEEL
<br />6S1 A CERTIFIED TESTING AGENCY SHALL BE ENGAGED TO PERFORM
<br />INDUSTRY STANDARD INSPECTIONS TO ENSURE CONFORMANCE WITH
<br />PLANS AND SPECIFICATIONS CIF PROVIDED). SUBMIT REPORTS TO
<br />ARCHITECT AND ENGINEER.
<br />552 FABRICATE AND ERECT STRUCTURAL STEEL IN CONFORMANCE WITH THE
<br />A18C "SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF
<br />STRUCTURAL STEEL BUILDINGS".
<br />583 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 A500, GRADE B.
<br />ANCHOR BOLTS, RODS, NUTS AND WASHERS: PER BASE PLATE
<br />SCHEDULE.
<br />HEADED STUDS: ASTM A108, GRADE 101E 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",P ASTM A325, TYPE N. BOLTS INDICATED LESS
<br />THAN 5/8"(P SHALL BE ASTM A30-1.
<br />WELDED CONNECTIONS: ELECTRODES - E10XX UNO (LOW
<br />HYDROGEN). FILLET WELDS SHALL BE 3/16" UNO.
<br />ee4 HIGH -STRENGTH FIELD -BOLTED CONNECTIONS SHALL BE INSTALLED,
<br />TIGHTENED, TESTED AND INSPECTED ACCORDING TO "SPECIFICATION FOR
<br />STRUCTURAL JOINTS USING ASTM A325 OR A49O BOLTS" BY THE
<br />RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS (RCSC). ALL A325N
<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 />ee5 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 BEEN
<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 />666 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 />SSl 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 POP, COLUMN BASE PLATES AND PRESET BEARING PLATES SHALL
<br />BE NON -SHRINK, NON-METALLIC GROUT (5000 PSI MIN).
<br />SS9 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 />SS10 ALL STEEL EXPOSED TO WEATHER SHALL BE HOT DIP GALVANIZED IN
<br />ACCORDANCE WITH ASTM A123 FOR MEMBERS AND ASTM A153 FOR
<br />CONNECTION ELEMENTS.
<br />SS11 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 />5S12 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 />SS13 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 FABRICATOR 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 />ELEVATION SYMBOL
<br />GRID ID
<br />NORTH NORTH ARROW
<br />Ai REVISION MARK
<br />� TYPICAL PLAN
<br />KEYNOTE SYMBOL
<br />SECTION CUTS
<br />NUMBER FOR SECTION
<br />LETTER FOR DETAIL
<br />s
<br />SHEET ON WHICH SECTION
<br />OR DETAIL OCCURS
<br />SECTION & DETAIL ID
<br />NUMBER FOR SECTION
<br />LETTER FOR DETAIL
<br />TITLE
<br />TYPICAL LINETYPES
<br />GRID LINE
<br />---------------------------- EXISTING
<br />-- MATCH LINE
<br />--------
<br />- ---------- HIDDEN
<br />—-- DASHED
<br />CONTINUOUS
<br />MATERIALS
<br />8" CMU LOAD GROUT
<br />BRG WALLS
<br />(ON PLANS)
<br />PRECAST
<br />II
<br />8 CMU NON- CONCRETE
<br />LOAD BRIG
<br />WALLS (ON STEEL
<br />PLANS)
<br />EARTH CONCRETE
<br />SHEET NuYeER SYMBOL LEGEND
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<br />STRUCTURAL ENGINEERS —
<br />(Orlando Boca Raton
<br />P:407.645.3423 O
<br />F:407.645.3790
<br />1912 Boothe Circle Suite 100 a
<br />Longwood, FL 32750
<br />bbmstructural.com
<br />EB5343
<br />Bora Erbilen P_E #55996
<br />ENGINEER HEREBY EXPRESSLY RESERVES HIS
<br />COMMON LAW COPYRIGHT AND OTHER PROPER71
<br />RIGHTS IN THESE PLANS. THIS DESIGN AND
<br />DRAWINGS ARE NOT TO BE REPRODUCED, CHANGED,
<br />OR COPIED IN ANY FORM OR MANNER WHATSOEVER
<br />WITHOUT FIRST OBTAINING THE EXPRESSED WRITTEN
<br />PERMISSION AND CONSENT OF "BURTON BRASWELL
<br />MIDDLEBROOKS ASSOCIATES', NOR ARE THEY TO BE
<br />ASSIGNED TO ANY PARTY WIT40UT FIRST OBTAINING
<br />SAID WRITTEN PERMISSICN AND CONSENT.
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<br />File=F: \2007\07146\07146-TECH \07146_SDWGS\07146_Sdwgs\RETAIL B\07146_S002.dwg Tab=S002 Date/Time= Apr 07, 2008 - 1: 30pm Plot by feid
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