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DESK-zN GfRITEfRIA
<br />D1 ALL WORK SHALL CONFORM TO AT LEAST THE MINIMUM STANDARDS OF
<br />THE FLORIDA BUILDING CODE, 2004 EDITION, WITH 2O06 REVISIONS.
<br />D2 FOR DESIGN LOAD VALUES, SEE SPECIFIC PLANS.
<br />FOUNDATION SHEET PG6101
<br />ROOF FRAMING SHEETS PC5101
<br />TO THE BEST OF THE ENGINEER'S KNOWLEDGE, THE STRUCTURAL PLANS
<br />D3 AND SPECIFICATIONS HAVE BEEN DESIGNED IN ACCORDANCE WITH THE
<br />BUILDING CODE.
<br />EVERY REASONABLE EFFORT HAS BEEN MADE TO ENSURE
<br />D4 COORDINATION BETWEEN THESE DWGS AND THE BOUND STRUCTURAL
<br />SPECIFICATIONS. SHOULD THERE BE ANY DISCREPANCIES, THE
<br />CONTRACTOR SHALL REQUEST A CLARIFICATION IN WRITING.
<br />GENERAL
<br />G1 THE GENERAL CONTRACTOR SHALL REVIEW AND DETERMINE THAT
<br />DIMENSIONS ARE COORDINATED BETWEEN ARCHITECTURAL AND
<br />STRUCTURAL DRAWINGS PRIOR TO FABRICATION OR START OF
<br />CONSTRUCTION.
<br />G2 THE GENERAL CONTRACTOR SHALL PROVIDE ALL MEASURES
<br />NECESSARY TO PROTECT THE STRUCTURE, THE WORK PERSONS AND
<br />OTHER PEOPLE DURING CONSTRUCTION. HE SHALL SUPERVISE AND
<br />DIRECT THE WORK AND BE RESPONSIBLE FOR ALL CONSTRUCTION.
<br />G3 NO STRUCTURAL MEMBER SHALL BE CUT, NOTCHED OR OTHERWISE
<br />REDUCED IN STRENGTH.
<br />G4 THE GENERAL CONTRACTOR SHALL COORDINATE ARCHITECTURAL,
<br />MECHANICAL AND ELECTRICAL DRAWINGS FOR ANCHORED, EMBEDDED AND
<br />SUPPORTED ITEMS WHICH AFFECT THE STRUCTURAL DRAWINGS AND NOTIFY
<br />THE ARCHITECT/ENGINEER OF ANY DISCREPANCIES,
<br />G5 ALL SUBMITTAL SETS SHALL CONSIST OF A MAXIMUM OF (5) COPIES.
<br />ANY ADDITIONAL COPIES WILL BE DISCARDED.
<br />G6 ANY SUBMITTALS RECEIVED BY ARCH/ENG THAT HAVE NOT BEEN
<br />CHECKED BY THE GC AND HIS SUBCONTRACTOR SHALL BE
<br />RETURNED WITHOUT REVIEW.
<br />G� ALL SECTIONS AND DETAILS SHALL BE CONSTRUED TO BE TYPICAL
<br />OR SIMILAR UNLESS ANOTHER SECTION OR DETAIL IS NOTED,
<br />GO ANY CONFLICTS BETWEEN THE SPECIFICATIONS AND DESIGN
<br />DRAWINGS SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF
<br />THE ARCHITECT. THE MORE STRINGENT REQUIREMENTS SHALL
<br />GOVERN UNLESS DETERMINED OTHERWISE BY THE ARCHITECT.
<br />G9 BBM STRUCTURAL ENGINEERS ASSUMES NO RISK OR LIABILITY FOR
<br />THE SITE SAFETY OR WELL-BEING OF ANY CONTRACTOR,
<br />SUBCONTRACTOR NOR THEIR EMPLOYEES DURING THE CONSTRUCTION
<br />OF THE PROJECT CONTAINED IN THESE DOCUMENTS.
<br />1=OUND,4T I ONS
<br />F1 A CERTIFIED TESTING AGENCY SHALL BE ENGAGED TO PERFORM
<br />INDUSTRY -STANDARD SOIL DENSITY TESTS TO ENSURE
<br />CONFORMANCE WITH GEOTECHNICAL SOILS REPORT. SUBMIT
<br />REPORTS TO ARCHITECT AND ENGINEER.
<br />F2 CONTRACTOR, IN CONJUNCTION WITH GEOTECHNICAL FIELD
<br />REPRESENTATIVE, SHALL DETERMINE IF ANY UNSUITABLE CONDITIONS
<br />ARE DISCOVERED DURING EXCAVATION WHICH WOULD PREVENT
<br />ATTAINMENT OF THE DESIGN SOIL PRESSURE RECOMMENDED BY THE
<br />SOILS REPORT.
<br />F3 FOR FOUNDATION DESIGN VALUES, SEE FOUNDATION SCHEDULE.
<br />6L,45 ON GRADE
<br />6OG1 UNLESS NOTED OTHERWISE IN THE GEOTECHNICAL REPORT, COMPACT
<br />INTERIOR FILL TO'B5% OF MODIFIED PROCTOR MAXIMUM DRY DENSITY
<br />(ASTM D1557). SOIL COMPACTION SHALL BE FIELD -CONTROLLED BY A
<br />REPRESENTATIVE TECHNICIAN OF A QUALIFIED LABORATORY, EACH
<br />LAYER OF FILL SHALL NOT EXCEED 12" THICK AND SHALL BE
<br />COMPACTED PRIOR TO PLACEMENT OF NEXT LAYER.
<br />5OG2 MAXIMUM SPACING OF CONTROL JOINTS (Le. SAWCUT JOINT OR
<br />CONSTRUCTION JOINT) SHALL BE AS SET IN THE TABLE BELOW, OR AS
<br />NOTED ON PLANS. THE MORE STRINGENT SHALL APPLY. PATTERNS
<br />SHALL BE APPROXIMATELY SQUARE WITH A RATIO OF LONG SIDE TO
<br />SHORT SIDE NOT EXCEEDING 1.5 TO 1.
<br />SLAB
<br />THICKNESS
<br />(IN)
<br />* 3/4" OR LARGER
<br />AGGREGATE
<br />SPACING (FT)
<br />4
<br />12
<br />5
<br />13
<br />6
<br />14
<br />7
<br />16
<br />8
<br />18
<br />9
<br />19
<br />10
<br />20
<br />* MIX DESIGNS CONTAINING
<br />AGGREGATE LESS THAN 3/4"
<br />ARE NOT ACCEPTABLE.
<br />* * SAWCUT SLAB AS SOON AS
<br />AGGREGATE DOES NOT
<br />DISLODGE (MUST BE
<br />WITHIN 12 HOURS OF
<br />CONCRETE PLACEMENT).
<br />SOG3 GENERAL CONTRACTOR SHALL COORDINATE EXACT LOCATION OF SJ'S
<br />AND CJ'S WITH ARCHITECTURAL FLOOR FINISHES TO ENSURE SLAB JOINTS
<br />DO NOT READ THROUGH.
<br />5OC34 SLAB THICKNESS SHALL BE INGREASED AS REQUIRED TO PROVIDE
<br />ADEQUATE SUPPORT FOR CRANE LOADS WITHOUT CRACKING SLAB.
<br />1VIECH,4NICAL 1=,4STENER6
<br />MF1 EXPANSION ANCHORS SHALL BE I'POWER-STUD" BY RAWL OR "TRUBOLT"
<br />BY ITW RAMSET/REDHEAD OR ENGINEER -APPROVED EQUAL.
<br />MF2 ADHESIVE ANCHORS SHALL BE ''POWER -FAST" BY RAWL OR "EPCON" BY
<br />ITW RAMSET/REDHEAD OR ENGINEER -APPROVED EQUAL.
<br />MF3 MASONRY SCREWS SHALL BE "TAPPERS" BY RAWL OR "TAPCON" BY ITW
<br />RAMSET/REDHEAD OR ENGINEER -APPROVED EQUAL.
<br />MF4 POWDER -ACTUATED FASTENERS (PAF) SHALL BE BY ITW
<br />RAMSET/REDHEAD, HILTI OR ENGINEER -APPROVED EQUAL.
<br />MF5 REFER TO LIGHT -GAGE FRAMING NOTES (IF APPLICABLE) FOR
<br />ADDITIONAL INFORMATION.
<br />MF6 CARBON -STEEL EXPANSION ANCHORS SHALL HAVE A ONE-PIECE
<br />ANCHOR BODY WITH A LENGTH IDENTIFICATION CODE. THE ANCHORS
<br />SHALL HAVE AN EXPANSION MECHANISM WHICH CONSISTS OF A PAIR OF
<br />INTERLOCKING INDEPENDENT WEDGES. CARBON STEEL COMPONENTS
<br />SHALL BE PLATED ACCORDING TO ASTM SPECIFICATION B 6.33.
<br />EXPANSION ANCHORS MUST MEET THE DESCRIPTION IN FEDERAL
<br />SPECIFICATION FF-8-325 FOR CONCRETE EXPANSION ANCHORS,
<br />MF7 ALL FASTENERS SHALL BE INSTALLED PER THE MANUFACTURER'S
<br />RECOMMENDATIONS. REFER TO LIGHT GAGE METAL FRAMING NOTES (IF
<br />APPLICABLE) FOR ADDITIONAL INFORMATION.
<br />L (GHTGAGE 1`l1=TAL 1=RA1- I ING
<br />LMF1 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 />LMF2 CONNECT STEEL STUDS AND TRACKS TO 436 STEEL OR CONCRETE
<br />WITH (2) FASTENERS (PAF) AT EACH STUD, AND CONNECT STEEL
<br />STUDS AND TRACKS TO EACH OTHER WITH (2) *8-18 SCREWS AT
<br />EACH STUD (TYPICAL UNLESS NOTED OTHERWISE). SEE
<br />ARCHITECTURAL DRAWINGS FOR EXACT LOCATION AND EXTENTS
<br />OF STEEL STUD WORK.
<br />NOTE: "POWDER ACTUATED FASTENER (PAF)" REFERS TO 0.1454,
<br />SHANK DOMED -HEAD, LOW -VELOCITY POWDER ACTUATED
<br />FASTENERS AS MANUFACTURED BY POWERS RAWL OR APPROVED
<br />EQUAL WITH MINIMUM CAPACITIES AS FOLLOWS:
<br />IN 3000 PS 1
<br />CONCRETE: 1 1/2'' PENETRATION = 185* PULLOUT 4 225* SHEAR
<br />IN 436 STEEL: 1/4" MATERIAL = 430* PULLOUT 4 660* SHEAR
<br />(PIN MUST FULLY PENETRATE THE MATERIAL BY
<br />1/4" MINIMUM)
<br />�UI�T�IUJR�AIL���►1�R'�A1�►CO�T�ES�
<br />L IG4TG;AGE 1 IETAL FfRA„f INCH
<br />LMFS STEEL STUDS SHALL MEET FOLLOWING DESIGN CRITERIA: GALV G-60
<br />45TM A525, MINIMUM YIELD STRESS SHALL BE 50,000 PSI FOR 12ga, 14ga,
<br />16ga AND 33000 PSI FOR 18ga 4 20ga.
<br />STUD SIZE
<br />EFFECTIVE
<br />MINIMUM I
<br />EFFECTIVE
<br />MINIMUM S
<br />3 5/8"x16 GA
<br />.854g
<br />.4388
<br />3 5/8"x18 GA
<br />.6941
<br />.3652
<br />3 5/5"x20 GA
<br />.5354
<br />.2608
<br />4"x16 GA
<br />1.0152
<br />.502-t
<br />4"x18 GA
<br />3-122
<br />4"x20 GA
<br />6i22
<br />.2589
<br />6 "x16 GA
<br />2.SO33
<br />.8812
<br />6"x18 GA
<br />2.2ro-15
<br />.7328
<br />6 "x20 GA
<br />1.1421
<br />.5234
<br />8"x14 GA
<br />6.94-17
<br />1.100-1
<br />S"x16 GA
<br />5.6294
<br />1.34-10
<br />8"x18 GA
<br />4.5454
<br />1.10-18
<br />0"40 GA
<br />3.4876
<br />.6684
<br />NOTES:
<br />1. NOT ALL SIZES MAY BE USED. SEE PLANS AND SECTIONS FOR
<br />SIZES) REQUIRED. (51ZE6 AND GAGES ON STRUCTURAL DWGS
<br />SHALL GOVERN OVER ARCHITECTURAL DWGS)
<br />2. ALL SIZES SHALL HAVE 1-5/8" FLANGES,
<br />LMF4 BRACING DURING CONSTRUCTION:
<br />PROVIDE 1 1/2" GOLD -ROLLED CHANNELS OR HORIZONTAL STRAP
<br />BRACING FOR WALLS IMMEDIATELY AFTER STUDS ARE ERECTED.
<br />LMFS EXECUTION:
<br />POSITION STUDS VERTICALLY IN RUNNERS AND SPACE NO GREATER THAN
<br />16". SECURELY ANCHOR EACH STUD TO RUNNER WITH (4) *8-18
<br />LOW -PROFILE SCREWS, TWO AT TOP AND TWO AT BOTTOM, WITH ONE
<br />SCREW IN EACH FLANGE. TRACKS SHALL BE SECURELY ANCHORED TO
<br />THE SUPPORTING STRUCTURE AS SHOWN ON THE PLANS. AT TRACK BUTT
<br />JOINTS, ABUTTING PIECES OF TRACK SHALL BE SECURELY ANCHORED TO
<br />A COMMON STRUCTURAL ELEMENT, OR THEY SHALL BE BUTT -WELDED OR
<br />SPLICED TOGETHER. JACK STUDS OR CRIPPLES SHALL BE INSTALLED
<br />BELOW WINDOW SILLS, ABOVE WINDOW AND DOOR HEADS, AT FREE
<br />STANDING STAIR RAILS, AND ELSEWHERE TO FURNISH SUPPORT, AND
<br />SHALL BE SECURELY ATTACHED TO SUPPORTING MEMBERS. PROVISIONS
<br />FOR STRUCTURE VERTICAL MOVEMENT SHALL BE PROVIDED WHERE
<br />INDICATED ON THE PLANS. SPLICES IN AXIALLY LOADED STUDS SHALL
<br />NOT BE PERMITTED.
<br />LMF6 EXTERIOR SHEATHING:
<br />ATTACH GYPSUM SHEATHING TO EXTERIOR OF EACH STUD WITH I"
<br />TYPE(S) 5-12 COATED SCREWS SPACED 3/5" FROM ENDS AND EDGES
<br />AND AT APPROXIMATELY 8" OC.
<br />LMF-1 LATERAL BRACING (HORIZONTAL BRIDGING) FOR WALLS:
<br />(NOTE: IF NON -LOAD -BEARING WALLS (PARTITION WALLS OR CURTAIN
<br />WALLS) HAVE SHEATHING ON BOTH SIDES, LATERAL BRACING IS NOT
<br />REQUIRED.)
<br />ENSURE BOTH STUD FLANGES ARE ATTACHED TO TOP AND BOTTOM
<br />RUNNER FLANGES. HORIZONTAL BRIDGING MUST BE INSTALLED AT
<br />SPACING NOT TO EXCEED 48" OC FOR AXIAL LOAD BEARING WALLS
<br />AND 60" OC MEASURED VERTICALLY FOR NON -LOAD -BEARING WALLS
<br />CARRYING WIND LOAD ONLY. (TYPICAL FOR ALL OPTIONS BELOW.)
<br />16ga V-BAR BRIDGING
<br />ATTACHED TO BOTH
<br />FLANGES, SEE NOTES
<br />FOR SPACING.
<br />(1) *10
<br />(TYP)
<br />Qr �' MTL STUD - SEE PLAN
<br />HORIZONTAL BRIDGING - OPTION #1
<br />5/8" TYPE 5-12
<br />LOW PROFILE
<br />HEAD SCREWS
<br />ID BRIDGING
<br />RUNNER)
<br />1 1/2"-20 GAGE
<br />STRAP BRIDGING
<br />STL STUD
<br />HORIZONTAL BRIDGING CONSISTS OF GUT -TO -LENGTH RUNNER FOR
<br />SOLID BRIDGING AND STEEL STRAPS ON BOTH SIDES OF STUD,
<br />SOLID BRIDGING IS PLACED AT EA END OF WALL, ADJACENT TO
<br />WALL OPENINGS AND 8'-O" OC MAX, MEASURED VERTICALLY.
<br />RUNNER HAS WEB FLANGE BENT AT EACH END AND IS SECURED TO
<br />EACH STUD FLANGE WITH ONE 5/8" TYPE 5-12 LOW PROFILE SCREW.
<br />STRAP BRIDGING OF 1 1/2" WIDE BY 20ga STEEL IS FASTENED TO
<br />EACH STUD FLANGE WITH ONE 5/8" TYPE 5-12 SCREW AND TO EACH
<br />RUNNER FLANGE WITH FOUR SCREWS.
<br />HORIZONTAL BRIDGING - OPTION #2
<br />1 1/2" COLD ROLLED CHANNELS MAY BE USED IN LIEU OF ABOVE
<br />DETAIL TO BRACE STUDS LATERALLY. CHANNELS ARE INSERTED
<br />THROUGH STUD WEB HOLES AND SECURED WITH SCREW -ATTACHED
<br />1 1/2 "4 "x16ga CL IF ANGLES CUT TO LENGTH 1/4" LESS THAN STUD WIDTH.
<br />HORIZONTAL BRIDGING - OPTION #3
<br />LMFS METAL STUD INSTALLATION:
<br />METAL STUDS SHALL EXTEND INTO ALL TRACKS UNTIL IT IS WITHIN 1/2"
<br />OF THE TRACK WEB.
<br />NO METAL STUD TRACK SHALL EXTEND PAST THE EDGE OF THE
<br />SUPPORT MORE THAN ONE THIRD OF ITS WIDTH ( e.g. A 6" TRACK MAY
<br />EXTEND BEYOND THE EDGE OF SUPPORT A MAX OF (o/3=2").
<br />STEEL ROOF DECK
<br />RD1 SEE ROOF FRAMING PLAN(S) FOR STEEL DECK ATTACHMENT TO
<br />STRUCTURE.
<br />RD2 STEEL ROOF DECK UNITS SHALL BE FABRICATED FROM STEEL
<br />CONFORMING TO SECTION A3 OF THE LATEST EDITION OF THE AMERICAN
<br />IRON AND STEEL INSTITUTE, SPECIFICATIONS FOR THE DESIGN OF COLD -
<br />FORMED STEEL STRUCTURAL MEMBERS. THE STEEL USED SHALL HAVE A
<br />MINIMUM YIELD STRENGTH OF 33 KSI (230 MPa).
<br />RD3 ALL FIELD WELDING OF DECK SHALL BE IN STRICT CONFORMANCE WITH
<br />ANSI/AWSDI3 STRUCTURAL WELDING CODE.
<br />RD4 GALVANIZING SHALL CONFORM TO A6TM-A653, STRUCTURAL QUALITY
<br />AND FEDERAL SPEC, QQ-5-715.
<br />RD5 SEE CHART BELOW FOR MINIMUM SECTION PROPERTIES REQUIRED FOR
<br />STEEL DECK. PROPERTIES SHOWN ARE REPRODUCED FROM THE
<br />VULCRAFT MANUAL.
<br />ROOF DECK
<br />DECK
<br />TYPE
<br />DESIGN
<br />THICK
<br />I
<br />ins/ft
<br />Sp
<br />in3/ft
<br />Sn
<br />in3/ft
<br />522
<br />0.0295
<br />0.169
<br />0.186
<br />0.192
<br />B20
<br />0.0358
<br />0.212
<br />0.234
<br />0.24i
<br />B18
<br />I 0.0474
<br />0.292
<br />0.318
<br />0.32-1
<br />fi R1=-1=,45R1 CATER L IG�4T STEEL TRUSSI=S
<br />57 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 />ST2 SHOP DRAWING SUBMITTALS, INCLUDING, BUT NOT LIMITED TO, PLANS,
<br />DETAILS AND CALCULATIONS SHALL BE SUBMITTED TO ARCHITECT FOR
<br />REVIEW PRIOR TO FABRICATION. CALCULATIONS SHALL BE SIGNED AND
<br />SEALED BY AN ENGINEER REGISTERED IN THE SAME STATE AS PROJECT
<br />LOCATION. "BBM STRUCTURAL ENGINEERS" WILL REQUIRE THAT THE
<br />ENGINEERED DRAWINGS FOR THE STEEL TRUSSES BE REVIEWED FOR
<br />COMPATIBILITY WITH THE DESIGN INTENT OF THE STRUCTURE PRIOR TO
<br />FABRICATION. ANY AND ALL COSTS ASSOCIATED WITH FABRICATING
<br />TRUSSES FROM SUBMITTALS NOT BEARING OUR SHOP DRAWING STAMP
<br />AND APPROVAL WILL BE THE SOLE RESPONSIBILITY OF THE GENERAL
<br />CONTRACTOR,
<br />5T3 SEE ROOF FRAMING PLANS AND ARCHITECTURAL DRAWINGS FOR EXTENT
<br />AND SLOPES OF STEEL TRUSSES.
<br />5T4 ALL TRUSSES SHALL BE DESIGNED BY A SPECIALTY ENGINEER WITH A
<br />MINIMUM OF (5) YEARS EXPERIENCE IN SIMILAR TYPE STRUCTURES.
<br />ST5 ALL TRUSSES SHALL BE TEMPORARILY AND PERMANENTLY BRACED AS
<br />REQUIRED BY TRUSS MFR. BRACING AND BRIDGING BY TRUSS MFR.
<br />5T6 MINIMUM THICKNESS FOR TOP CHORD OF ALL TRUSSES SHALL BE 18 GA.
<br />ST7 THE ROOF FRAMING PLAN SHOWN HEREIN 16 A GRAPHICAL
<br />REPRESENTATION ONLY. REFER TO TRUSS SUBMITTALS FOR ACTUAL
<br />LAYOUT, TRUSS PROFILES AND CONNECTION REQUIREMENTS AT ALL TRUSS
<br />SUPPORTS,
<br />STS ALL TRUSS -TO -TRUSS 4 TRUSS TO STRUCTURE CONNECTIONS SHALL BE
<br />DESIGNED AND DETAILED BY TRUSS MANUFACTURER. CONNECTIONS SHALL
<br />BE DESIGNED FOR DEAD, LIVE AND WIND (BOTH UPLIFT 4 LATERAL)
<br />LOADS,
<br />ST9 TRUSSES SHALL BE SHOP FABRICATED, INCLUDING ANY FIELD SPLICE
<br />CONNECTION COMPONENTS AND SHIPPED TO SITE IN MAXIMUM LENGTHS
<br />AND HEIGHTS. FIELD FABRICATION OF TRUSSES WILL NOT BE PERMITTED.
<br />STIO ALL TRUSS MEMBERS SHALL BE GALVANIZED METAL STUD STOCK AND
<br />GALVANIZED SHEET OF SIZES AND GAGES TO BE DETERMINED BY THE
<br />MANUFACTURER'S STRUCTURAL ANALYSIS. GALVANIZED CUSTOM SHAPE
<br />AND CONNECTOR SYSTEMS SPECIFICALLY DESIGNED FOR USE IN TRUSSES
<br />WILL BE ACCEPTABLE.
<br />STII REVIEW ARCHITECTURAL FLOOR PLANS FOR OPERABLE WALLS THAT
<br />ARE SUSPENDED FROM THE TRUSSES, ANALYSIS FOR CLOSED,
<br />PARTIALLY OPEN AND OPEN POSITION LOAD CURVES IS REQUIRED,
<br />REFER TO WALL MANUFACTURER FOR SPECIAL DEFLECTION CRITERIA.
<br />6T12 REVIEW ARCHITECTURAL REFLECTED CEILING PLANS AND SECTIONS FOR
<br />SPECIAL CEILING CONDITIONS, INCLUDING CEILING SLOPES, TROFFERS,
<br />COFFERS, TRAYS, STEPS AND OTHER SPECIAL FEATURES.
<br />573 THE SUPPORTS FOR SCISSOR, ARCHED CHORDS OR ANY OTHER SIMILAR
<br />TYPE TRUSS, UNLESS NOTED OTHERWISE, SHALL BE DESIGNED WITH A
<br />PINNED CONNECTION AT ONE END AND A HORIZONTAL ROLLER AT THE
<br />OTHER END. THE SUPPORTING STRUCTURE, UNLESS NOTED OTHERWISE, HAS
<br />NOT BEEN DESIGNED FOR ANY GRAVITY LOAD HORIZONTAL FORCE DUE
<br />TO DEFLECTION. DO NOT DESIGN THESE TYPE OF TRUSSES WITH PINNED
<br />SUPPORTS EACH END.
<br />CONCRETE AND RE INI=ORC ING
<br />C1 A CERTIFIED TESTING AGENCY SHALL BE ENGAGED TO PERFORM
<br />INDUSTRY STANDARD TESTING INCLUDING SLUMP TESTS AND CYLINDER
<br />BREAKS TO ENSURE CONFORMANCE WITH PLANS AND SPECIFICATIONS
<br />CIF PROVIDED). SUBMIT REPORTS TO ARCHITECT AND ENGINEER.
<br />C2 CONCRETE WORK SHALL CONFORM TO ACI 318-02 BUILDING CODE
<br />REQUIREMENTS FOR STRUCTURAL CONCRETE.
<br />C3 ALL CONCRETE SHALL HAVE THE FOLLOWING PROPERTIES:
<br />C4
<br />C5
<br />C6
<br />C-1
<br />LOCATION
<br />DAY
<br />SLUMP
<br />COARSE
<br />STRENGTH
<br />STRENGTH
<br />AGGREGATES)
<br />FOUNDATIONS
<br />3000 PSI
<br />4" +/- 1"
<br />1"
<br />SLAB -ON -GRADE: FOOT TRAFFIC
<br />3000 PSI
<br />4" +/- 1"
<br />1"
<br />TIE BEAMS AND TIE COLUMNS
<br />3000 PSI
<br />(MAX 50' BETWEEN COLD JOINTS)
<br />BEAMS AND COLUMNS
<br />4000 PSI
<br />4" 1"
<br />1"
<br />ELEVATED SLABS (MTL DECK)
<br />3000 PSI
<br />4" +/- 1"
<br />3/8" 4111
<br />FILLED CELL, PRECAST
<br />COARSE
<br />LINTELS 4 BOND BEAM GROUT
<br />2500 PSI
<br />8" TO 11"
<br />GROUT: 3/8"
<br />FINE GROUT:
<br />(ASTM C4-1(o) - SEE NOTE 2
<br />NONE
<br />NOTES:
<br />I. SLUMP FOR RAMPS AND SLOPING SURFACES SHALL NOT EXCEED 4"
<br />2. SEE MASONRY NOTE M21 FOR TESTING REQUIREMENTS OF GROUT TO
<br />BE USED TO FILL GORES OF CMU.
<br />CONCRETE MIX DESIGN SUBMITTALS:
<br />1- EACH MIX DESIGN SHALL BE LABELED TO INDICATE THE AREA IN WHICH
<br />THE CONCRETE IS TO BE PLACED (I.E. FOUNDATIONS, SLAB- ON -GRADE,
<br />COLUMNS, ETC.). FAILURE TO DO SO WILL CAUSE DELAY AND/OR
<br />REJECTION OF SUBMITTALS.
<br />2. PROPOSED MIX DESIGN SHALL BE IN ACCORDANCE WITH METHOD
<br />1 OR METHOD 2 OF ACI 301. PROVIDE SUPPORTING DATA IN
<br />TABULAR FORM FOR EACH SEPARATE PROPOSED MIX.
<br />3. SUBMIT CONCRETE MIX DESIGN FOR EACH PROPOSED CLASS
<br />OF CONCRETE,
<br />REBAR SHALL CONFORM TO ASTM-615 GRADE 60. WELDED WIRE
<br />FABRIC SHALL CONFORM TO ASTM A-185 AND SHALL BE LAPPED
<br />MINIMUM ONE MESH + 2" WHERE SPLICED. ALL REINFORCING SHALL BE
<br />DOMESTICALLY PRODUCED.
<br />SPLICES AND ANCHORAGE OF REINFORCING SHALL BE AS FOLLOWS
<br />(UNLESS OTHERWISE NOTED):
<br />WELDED WIRE FABRIC: 8"
<br />ALL OTHER: 48 DIA (12'' MIN)
<br />REINFORCEMENT IN WALLS, FOOTINGS AND BEAMS SHALL BE CONTINUOUS
<br />AND LAPPED 48 BAR DIA AT SPLICE UNLESS OTHERWISE NOTED. HOOK
<br />AND LAP ALL CORNER AND INTERSECTING BARS. (SEE REINF
<br />DEVELOPMENT DETAIL).
<br />484> LAP SPLICE (TYP)
<br />eda Id•
<br />EXTEND INTERIOR BARS TO 1; a•°
<br />FAR FACE (TYP, NO NOOKS °
<br />OR CORNER BARS REQ'D)
<br />I,d.
<br />STD HOOK (TYP) I `
<br />I.•d a 1.`d.
<br />CORNER BAR (TYP) - I `` Oil
<br />MATCH OF HORIZONTAL 8 (TYP)
<br />BARS (TYP)
<br />e d
<br />L
<br />a
<br />SEE GEN NOTES FOR
<br />REQ'D COVER (TYP)
<br />CORNER INTERSECTION
<br />REINF DEVELOPMENT DETAIL
<br />CONCRETE AND REINFORCING CONT'D
<br />C8 COVER FOR REINFORCING SHALL BE AS FOLLOWS:
<br />C9
<br />CONCRETE CAST AGAINST AND
<br />PERMANENTLY EXPOSED TO EARTH:
<br />311
<br />CONCRETE EXPOSED TO EARTH OR WEATHER:
<br />*6 THRU *18 BARS:
<br />2"
<br />*5 BAR, W31 OR D31 WIRE AND SMALLER;
<br />1 1/2"
<br />CONCRETE NOT EXPOSED TO EARTH OR WEATHER:
<br />SLABS, WALLS, JOISTS:
<br />*14 AND *18 BARS:
<br />1 1/2"
<br />*11 BAR AND SMALLER:
<br />3/4"
<br />BEAMS, COLUMNS:
<br />PRIMARY REINF, TIES, STIRRUPS, SPIRALS:
<br />1 1/2"
<br />SHELLS, FOLDED PLATE MEMBERS:
<br />*6 BAR AND LARGER:
<br />3/4"
<br />*5 BAR, W31, OR D31 WIRE AND SMALLER:
<br />1/2"
<br />STEPPED FOOTING DETAIL (IF REQUIRED):
<br />SEE PLAN FOR 36 O LAP
<br />LOCATION 2" CLR T/ FTG
<br />dk EL SEE
<br />FDN
<br />d ` PLAN
<br />T/ FTG
<br />S , dCLR
<br />EL EE (TYP)
<br />FDN
<br />PLAN
<br />FTG REINF (SEE SCH)
<br />QI
<br />REINF SAME AS
<br />THAT IN FDN SCH
<br />MATCH
<br />FTG
<br />THICKNESS FTG REINF (SEE SCH)
<br />DETAIL - STEPPED FOOTING
<br />PENETRATION DETAILS:
<br />TYP FTG REINF NOTE:
<br />PIPE MUST BE 90'
<br />TY (±10°) TO WALL FTG
<br />FTGTCH REINFP
<br />WRAP PIPE WITH A MINIMUM 1" THICK
<br />MIN 18"
<br />COMPRESSIBLE PIPE INSULATION FOR
<br />ENTIRE WIDTH OF FTG + 4" MIN EACH SIDE
<br />T/ FTG EL
<br />SEE FDN
<br />e
<br />PLAN
<br />d°
<br />MIN
<br />OPTION
<br />1 A( FTG AFTER P I P E�
<br />TYP FTG REINF NOTE:
<br />PIPE MUST BE 90'
<br />MATCH TYP (±10') TO WALL FTG
<br />FTG RE INF
<br />SLEEVE (2 SIZES LARGER
<br />MIN 18"
<br />THAN PIPE) FOR ENTIRE WIDTH
<br />OF FTG + 4" MIN EACH SIDE
<br />T/ FTG EL
<br />"
<br />d
<br />SEE FDN
<br />d d
<br />d e
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<br />PLAN
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<br />MIN
<br />OPTION
<br />1 B (FTG BEFORE PIPE
<br />WALL FOOTING, SEE
<br />WALL - SEE
<br />FOUNDATION PLAN
<br />FOUNDATION
<br />AND SCHEDULE FOR
<br />PLAN
<br />SIZE AND
<br />REINF.
<br />_
<br />(k
<br />0
<br />HOOK
<br />EDGE / ADD'L BAR *5x5'-O"
<br />BAR P LAN V1 EW
<br />/ DOWNSPOUT, FTG 4 WALL
<br />COORD INATE WALL - SEE
<br />WITH ARGH'L FOUNDATION PLAN
<br />AND CIVIL DWGS
<br />I
<br />NOTE: 41DD'L BAR,
<br />CONFIGURATION OF SEE ABOVE
<br />PIPE MAY VARY. _ T/ FTG EL
<br />COORD W/ CIVIL
<br />DWGS.
<br />z SEE FDN PLAN
<br />' ' Q
<br />L
<br />W
<br />' W U
<br />3" CLR
<br />SEE FDN SCH
<br />(TYP)
<br />OPTION 2 (NOTCH IN FTG)
<br />DETAIL - FOOTING
<br />PENETRATIONS
<br />�4ANDRA I L
<br />HRl HANDRAILS SHALL BE DESIGNED PER APPLICABLE BUILDING CODE
<br />(SEE D1). FABRICATOR SHALL SUBMIT SHOP DRAWINGS SIGNED AND
<br />SEALED BY A REGISTERED FLORIDA ENGINEER TO THE ENGINEER OF
<br />RECORD FOR APPROVAL.
<br />B • B • M
<br />m
<br />0
<br />B•B•M
<br />STRUCTURAL ENGINEERS $
<br />Orlando Boca Raton
<br />Q
<br />P:407.645.3423 0
<br />F:407.645 3790 =
<br />1912 Boothe Circle • Suite 100 Of
<br />Longwood, FL 32750 0
<br />bbma.com
<br />EB5343
<br />Bora Erbilen P.E. #55996
<br />ENGINEER HEREBY EXPRESSLY RESERVES HIS
<br />COMMON LAW COPYRIGHT AND OTHER PROPERTY
<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 WRTTEN
<br />PERMISSION AND CONSENT OF "BURTON BRASWELL
<br />MI DDLEBROOKS ASSOCIATES", NOR ARE THEY TO BE
<br />ASSIGNED TO ANY PARTY WITHOUT FIRST OBTAINING
<br />SAID WRITTEN PERMISSION AND CONSENT.
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<br />File=C: \Users\JBROWE-1.BBM\AppData\Local\Temp\AcPublish_2756\07122_PCS001.dwg Tab=PCS001 Date/Time= Apr 17, 2008 - 10: 43am Plot by jbrower
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