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DESIGN CRITERIA
<br />DI ALL WORK SHALL CONFORM TO AT LEAST THE MINIMUM STANDARDS OF
<br />THE FLORIDA BUILDING CODE, 2004 EDITION, WITH 2006 REVISIONS.
<br />D2 FOR DESIGN LOAD VALUES, SEE SPECIFIC PLANS.
<br />FOUNDATION SHEET 5101
<br />ROOF FRAMING SHEETS 5103 E 8104
<br />D3 TO THE BEST OF THE ENGINEER'S KNOWLEDGE, THE STRUCTURAL PLANS
<br />AND SPECIFICATIONS HAVE BEEN DESIGNED IN ACCORDANCE WITH THE
<br />BUILDING CODE.
<br />D4 EVERY REASONABLE EFFORT HAS BEEN MADE TO ENSURE
<br />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-1 ALL SECTIONS AND DETAILS SHALL BE CONSTRUED TO BE TYPICAL
<br />OR SIMILAR UNLESS ANOTHER SECTION OR DETAIL IS NOTED,
<br />GS 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 />Gg 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 />FOUNDAT I ONS
<br />F1 A CERTIFIED TESTING AGENCY SHALL BE ENGAGED t0 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 />6LA5 ON GRADE
<br />SOLI UNLESS NOTED OTHERWISE IN THE GEOTECHNICAL REPORT, COMPACT
<br />INTERIOR FILL TO 959- OF MODIFIED PROCTOR MAXIMUM DRY DENSITY
<br />(ASTM D155'1). 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 (i.e. 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 />-i
<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 />5OG3 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 />5OG4 SLAB THICKNESS SHALL BE INCREASED AS REQUIRED TO PROVIDE
<br />ADEQUATE SUPPORT FOR CRANE LOADS WITHOUT CRACKING SLAB.
<br />MECHANICAL ANICAL F,46TENERS
<br />MF1 EXPANSION ANCHORS SHALL BE "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, HILT[ 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 />MF'1 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 />CONCRETE AND REINFORCING
<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 />(IF PROVIDED). SUBMIT REPORTS TO ARCHITECT AND ENGINEER.
<br />C2 CONCRETE WORK SHALL CONFORM TO ACI 315-02 BUILDING CODE
<br />REQUIREMENTS FOR STRUCTURAL CONCRETE.
<br />C3 ALL CONCRETE SHALL HAVE THE FOLLOWING PROPERTIES:
<br />C4
<br />C5
<br />C6
<br />C�
<br />CS
<br />C9
<br />EXTEND INTE
<br />FAR FACE (T
<br />OR CORNER
<br />STD HOOK (T
<br />CORNE
<br />R
<br />BA
<br />MATCH OF H
<br />BARS (TYP)
<br />LOCATION
<br />�� DAY
<br />SLUMP
<br />COARSE
<br />STRENGTH
<br />AGGREGATE(S)
<br />FOUNDATIONS
<br />3000 PSI
<br />4" +/- 1"
<br />1"
<br />SLAB -ON -GRADE: FOOT TRAFFIC
<br />3000 PSI
<br />4" +/- 1"
<br />TIE BEAMS AND TIE COLUMNS
<br />3000 PSI
<br />4" +/- 1"
<br />3/8"
<br />(MAX 50' BETWEEN COLD JOINTS)
<br />ELEVATED SLABS (MTL DECK)
<br />3000 PSI
<br />4" +/- 1"
<br />3/8" 1"
<br />FILLED CELL, PRECAST
<br />COARSE
<br />LINTELS E BOND BEAM GROUT
<br />2500 PSI
<br />all TO 11"
<br />-
<br />GROUT: 3/8
<br />FINE GROUT:
<br />( ASTM C4"16) - 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 CORES OF CMU.
<br />CONCRETE MIX DESIGN SUBMITTALS:
<br />I. EACH MIX DESIGN SHALL BE LABELED TO INDICATE THE AREA IN WHICH
<br />THE CONCRETE IS TO BE PLACED (LE, 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 A5TM-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: -S"
<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 />°
<br />460 LAP SPLICE (TYP)
<br />RIOR BARS TO
<br />P, NO HOOKS °
<br />BARS REQ'D) j
<br />YP) I `
<br />4". L' '
<br />•I.. mll
<br />R (TYP) -
<br />ORIZONTAL a (TYP)
<br />°
<br />I;
<br />a
<br />� •�� � yam~-°��
<br />As
<br />4 .>f ,. .A
<br />Y
<br />COVER
<br />REQ'DCORNERP INTERSECTION
<br />REINF DEVELOPMENT DETAIL.
<br />COVER FOR REINFORCING SHALL BE AS FOLLOWS:
<br />CONCRETE CAST AGAINST AND
<br />PERMANENTLY EXPOSED TO EARTH:
<br />31I
<br />CONCRETE EXPOSED TO EARTH OR WEATHER:
<br />*6 THRU 016 BARS:
<br />2"
<br />05 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
<br />3641 LAP
<br />LOCATION
<br />2" CLR
<br />T/ FTG
<br />•F
<br />1.°
<br />EL SEE
<br />FDN
<br />°A
<br />44
<br />4
<br />PLAN
<br />T/ FTG
<br />3" CLR
<br />EL -BE
<br /><
<br />°. �. .\/
<br />f.7"
<br />:4 (TYP)
<br />FDN
<br />.
<br />°I
<br />PLAN
<br />:
<br />+� °'.
<br />FTG REINF (SEE SCH)
<br />RE INF SAME AS
<br />THAT IN FDN SCH
<br />MATCH
<br />FTG
<br />THICKNESS FTG REINF (SEE SCH)
<br />DETAIL — STEPPED FOOTING
<br />C10 FOOTING PENETRATION DETAILS:
<br />TYP FTG RE INF NOTE:
<br />MATCH TYP PIPE MUST BE 90°
<br />FTG REINF (t10°) TO WALL FTG
<br />WRAP PIPE WITH A MINIMUM P THICK
<br />MIN 18" COMPRESSIBLE PIPE INSULATION FOR
<br />10 ENTIRE WIDTH OF FTG + 4" MIN EACH SIDE
<br />T/ FTG EL
<br />a _ Z • SEE FDN
<br />e
<br />:4 PLAN
<br />A. C • " .
<br />E .. ;:.
<br />Z 61I
<br />MIN
<br />'OPTION 2A (FTG AFTER PIPE)
<br />/7
<br />TYP FTG RE INF NOTE:
<br />MATCH TYP PIPE MUST BE g0°
<br />FTG REINF (t 10') TO WALL FTG
<br />SLEEVE (2 SIZES LARGER
<br />MIN 18" THAN PIPE) FOR ENTIRE WIDTH
<br />1I Ir OF FTG + 4" MIN EACH SIDE
<br />SEE FDN
<br />PLAN
<br />OPTION 2B (FTG BEFORE PIPE
<br />WALL FOOTING, SEE
<br />WALL- SEE FOUNDATION PLAN
<br />FOUNDATION AND SCHEDULE FOR
<br />PLAN SIZE AND, RE INF.
<br />vp
<br />HOOK 2II / 2II
<br />EDGE / ADD'L BAR 05x5'-O"
<br />BAR P LAN VI EW
<br />FTG E WALL
<br />DOWNSPOUT,
<br />COORDINATE WALL -SEE
<br />WITH ARCH'L ,----FOUNDATION PLAN
<br />AND CIVIL DWGS
<br />NOTE:
<br />CONFIGURATION OF
<br />PIPE MAY VARY.
<br />COORD W/ CIVIL
<br />DWGS.
<br />ADD'L BAR,
<br />SEE ABOVE
<br />T/ FTG EL
<br />- SEE FDN PLAN
<br />wIT
<br />3" CLR
<br />SEE FDN SCH
<br />(TYP)
<br />OPTION 3 (NOTCH IN FTG
<br />DETAIL — FOOTING
<br />PENETRATIONS
<br />HANDRAIL
<br />HP11 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 />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 K51 (230 MPa).
<br />RD3 ALL FIELD WELDING OF DECK SHALL BE IN STRICT CONFORMANCE WITH
<br />AN5I/AW51:;)1.3 STRUCTURAL WELDING CODE.
<br />RD4 GALVANIZING SHALL CONFORM TO A5TM-A653, STRUCTURAL QUALITY
<br />AND FEDERAL SPEC, QQ-5-115.
<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 />in /ft
<br />Sp
<br />in3/ft
<br />Sn
<br />in /ft
<br />522
<br />0.0295
<br />0.169
<br />0.186
<br />0.I92
<br />520
<br />0.0358
<br />0.212
<br />10.2e2
<br />0234
<br />0.241
<br />518
<br />0.04-14
<br />0.318
<br />0.32-1
<br />FRE-FA51IRIC>'ATED LIGHT STEEL TRUS5I=6
<br />STI 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 />6T2 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 />ST3 SEE ROOF FRAMING PLANS AND ARCHITECTURAL DRAWINGS FOR EXTENT
<br />AND SLOPES OF STEEL TRUSSES.
<br />ST4 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 />ST6 MINIMUM THICKNESS FOR TOP CHORD OF ALL TRUSSES SHALL BE 18 GA.
<br />ST7 THE ROOF FRAMING PLAN SHOWN HEREIN IS A GRAPHICAL
<br />REPRESENTATION ONLY. REFER TO TRUSS SUBMITTALS FOR ACTUAL
<br />LAYOUT, TRUSS PROFILES AND CONNECTION REQUIREMENTS AT ALL TRUSS
<br />SUPPORTS,
<br />ST8 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 />STg 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 />ST10 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 />6T11 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 />ST12 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 />ST13 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 />B-B-M
<br />B-&M
<br />STRUCTURAL ENGINEERS
<br />Orlando Boca Raton
<br />r:407.645.3423
<br />F.407.645.3790
<br />1912 Boothe Circle - Suite 100
<br />Longwood, FL 32750
<br />bbma.aom
<br />E85343
<br />Bora Erbilen P.E. #55"6
<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 WRITTEN
<br />PERMISSION AND CONSENT OF "BURTON BRASWELL
<br />MIDDLEBROOKS ASSOCIATES", NOR ARE THEY TO BE
<br />ASSIGNED TO ANY PARTY WITHOUT FIRST OBTAINING
<br />SAID WRITTEN PERMISSION AND CONSENT.
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