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D1 ALL WORK SHALL CONFORM TO AT LEAST THE MINIMUM STANDARDS OF
<br />THE FLORIDA BUILDING CODE, 2004 EDITION, WITH 200(o REVISIONS.
<br />D2 FOR DESIGN LOAD VALUES, SEE SPECIFIC PLANS.
<br />FOUNDATION SHEET 5101
<br />ROOF FRAMING SHEETS 8102
<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 />GENEfRAL
<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 />Gro 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 />G7 ALL SECTIONS AND DETAILS SHALL BE CONSTRUED TO BE TYPICAL
<br />OR SIMILAR UNLESS ANOTHER SECTION OR DETAIL IS NOTED.
<br />G8 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 />GS 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 />FOUNDATIONS
<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 />5L,4 ON GfRADE
<br />SOG1 UNLESS NOTED OTHERWISE IN THE GEOTECHNICAL REPORT, COMPACT
<br />INTERIOR FILL TO S5i® OF MODIFIED PROCTOR MAXIMUM DRY DENSITY
<br />(ASTM D155-i). 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 />50G2 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' OIL LARGER
<br />AGGREGATE
<br />SPACING (FT)
<br />4
<br />12
<br />5
<br />13
<br />14
<br />-1
<br />16
<br />8
<br />18
<br />9
<br />1S
<br />10
<br />20
<br />* MIX DESIGNS CONTAINING
<br />AGGREGATE LESS THAN 3/411
<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 />SOG4 SLAB THICKNESS SHALL BE INCREASED AS REQUIRED TO PROVIDE
<br />ADEQUATE SUPPORT FOR CRANE LOADS WITHOUT CRACKING SLAB.
<br />ME C�4AN I CAL_ PASTENEiRS
<br />MF1 EXPANSION ANCHORS SHALL BE "POWER-5TUD11 BY RAWL OR "TRUBOLTI'
<br />BY ITW RAMSET/REDHEAD OR ENGINEER -APPROVED EQUAL.
<br />MF2 ADHESIVE ANCHORS SHALL BE 11POWER-FAST" BY RAWL OR "EPCON" BY
<br />ITW RAMSET/REDHEAD OR ENGINEER -APPROVED EQUAL.
<br />MF3 MASONRY SCREWS SHALL BE "TAPPERS" BY RAWL OR 11TAPCON" 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 />MFro 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 />MFi 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 />S i �UClUh,�L G,cNE�,�L NOTES
<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-i
<br />CS
<br />CS
<br />LOCATION
<br />23 DAY
<br />SLUMP
<br />COARSE
<br />STRENGTH
<br />AGGREGATE(S)
<br />FOUNDATIONS
<br />3000 PSI
<br />411 +/- 1"
<br />1'1
<br />SLAB -ON -GRADE: FOOT TRAFFIC
<br />3000 PSI
<br />411 +/- 111
<br />1°
<br />TIE BEAMS AND TIE COLUMNS
<br />3000 PSI
<br />4" +/- 111
<br />3/81'
<br />(MAX 50' BETWEEN COLD JOINTS)
<br />ELEVATED SLABS (MTL DECK)
<br />3000 PSI
<br />4" +/- 111
<br />3/011 4 111
<br />FILLED CELL, PRECAST
<br />COARSE
<br />GROUT: 3/8"
<br />LINTELS 4 BOND BEAM GROUT
<br />2500 PSI
<br />8" TO 11"
<br />FINE GROUT:
<br />(ASTM C416) - SEE NOTE 2
<br />NONE
<br />NOTES:
<br />1. 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 />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-ro15 GRADE 00. 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 D IA AT SPLICE UNLESS OTHERWISE NOTED. HOOK
<br />AND LAP ALL CORNER AND INTERSECTING BARS. (SEE REINF
<br />DEVELOPMENT DETAIL).
<br />48�0 LAP SPLICE (TYP)
<br />EXTEND INTERIOR BARS TO
<br />FAR FACE (TIP, NO HOOKS
<br />OR CORNER BARS REQ'D)
<br />STD HOOK (TYP)
<br />CORNER BAR (TYP) -
<br />MATCH OF HORIZONTAL
<br />BARS (TYP)
<br />SEE GEN NOTES FOR
<br />CORNER INTERSECTION
<br />REINF DEVELOPMENT DETAIL.
<br />COVER FOR REINFORCING SHALL BE AS FOLLOWS:
<br />CONCRETE CAST AGAINST AND
<br />PERMANENTLY EXPOSED TO EARTH:
<br />311
<br />CONCRETE EXPOSED TO EARTH OR WEATHER:
<br />*ro THRU *18 BARS:
<br />211
<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 />3/411
<br />BEAMS, COLUMNS:
<br />PRIMARY REINF, TIES, STIRRUPS, SPIRALS:
<br />1 1/2"
<br />SHELLS, FOLDED PLATE MEMBERS:
<br />*ro BAR AND LARGER:
<br />3/411
<br />*5 BAR, W31, OR D31 WIRE AND SMALLER:
<br />1/211
<br />STEPPED FOOTING DETAIL (IF REQUIRED):
<br />SEE PLAN FOR
<br />3roo LAP
<br />LOCATION
<br />211 CLR
<br />T/ FTG
<br />EL SEE
<br />d
<br />FIDN
<br />4°
<br />PLAN
<br />T/ FTG
<br />d
<br />d
<br />3" CLR
<br />EL SE
<br />FDN
<br />d °
<br />d a d
<br />°
<br />(TYP)
<br />I PLAN
<br />°
<br />d
<br />84 d
<br />FTG REINF (SEE
<br />SCH)
<br />RE INF SAME AS
<br />THAT IN FDN SCH
<br />MATCH
<br />FTG
<br />Tkr_KNFSS FTG RE INF (SEE SCH)
<br />DETAIL STEPPED FuuTING
<br />O FOOTING PENETRATION
<br />TYP FTG REINF NOTE:
<br />PIPE MUST BE S0®
<br />MATCH TYP (±10') TO WALL FTG
<br />FTG RE INF
<br />WRAP PIPE WITH A MINIMUM 111 THICK
<br />MIN 18" COMPRESSIBLE PIPE INSULATION FOR
<br />10 ENTIRE WIDTH OF FTG + 4" MIN EACH SIDE
<br />T/ FTG EL
<br />Z . a d SEE FDN
<br />4 so
<br />PLAN
<br />°d
<br />16
<br />= Z / 11
<br />-MI -N
<br />/7
<br />OPTION 2A (FTG AFTER PIPE)
<br />TYP FTG RE INF NOTE:
<br />PIPE MUST BE S0'
<br />FTG �REINF CH P (+-10') TO WALL FTG
<br />SLEEVE (2 SIZES LARGER
<br />MIN 1011 THAN PIPE) FOR ENTIRE WIDTH
<br />OF FTG + 4" MIN EACH SIDE
<br />T/ FTG EL
<br />SEE FDN
<br />PLAN
<br />MIN
<br />OPTION 213
<br />(FTG
<br />BEFORE PIPE)
<br />WALL - SEE
<br />WALL FOOTING, SEE
<br />FOUNDATION PLAN
<br />FOUNDATION
<br />AND SCHEDULE FOR
<br />PLAN
<br />SIZE ANDIREINF.
<br />HOOK 211
<br />EDGE / ADD'L BAR *5x5'-011
<br />BAR PLAN VIEW K/
<br />L � t FTG 4 WALL
<br />DOWNSPOUT,
<br />COORD INATE WALL - SEE
<br />WITH ARCH'L FOUNDATION PLAN
<br />AND CIVIL DWGS
<br />NOTE: ADD'L BAR,
<br />CONFIGURATION OF SEE ABOVE
<br />PIPE MAY VARY. _ T/ FTG EL
<br />COORD W/ CIVIL
<br />SEE FDN PLAN
<br />u_. t-
<br />W U
<br />3" CLR
<br />SEE FDN SCH
<br />(TYP)
<br />OPTION 3 (NOTCH IN FTG)
<br />DETAIL - FOOTING
<br />PENETRATIONS-
<br />HANDfRAIL
<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 />STEEL_ RQQ0= 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 K8I (230 MPa).
<br />RD3 ALL FIELD WELDING OF DECK SHALL BE IN STRICT CONFORMANCE WITH
<br />ANSI/AWSD1.3 STRUCTURAL WELDING CODE.
<br />RD 4 GAL VAN I Z ING SHALL CONFORM TO ASTM - A6 53, STRUCTURAL QUALITY
<br />AND FEDERAL SPEC. QQ-S--iiS.
<br />RD5 SEE CHART BELOW FOR MINIMUM SECTION PROPERTIES REQUIRED FOR
<br />STEEL DECK. PROPERTIES SHOWN ARE REPRODUCED FROM THE
<br />VULCRAFT MANUAL.
<br />—�•
<br />ST1 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. 1155M 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 1" IFR.
<br />ST6 MINIMUM THICKNESS FOR TOP CHORD OF ALL TRUSSES SHALL BE 18 GA.
<br />ST-t 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 />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 />STS 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 />5T10 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 />ST11 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 />8T13 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'
<br />STRUCTURAL ENGINEERS
<br />Orlando Boca Raton
<br />P:407.645.3423
<br />F:407.645.3790
<br />191 Z Boothe Circe Suite 100
<br />Longwood, FL 32750
<br />bbmsttuctural.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 WRITTEN
<br />PERMISSION AND CONSENT OF "BURTON BRASWELL
<br />MIDDLEBRO0KS 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 />0
<br />0
<br />E
<br />m
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<br />c�
<br />0 0
<br />ST1 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. 1155M 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 1" IFR.
<br />ST6 MINIMUM THICKNESS FOR TOP CHORD OF ALL TRUSSES SHALL BE 18 GA.
<br />ST-t 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 />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 />STS 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 />5T10 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 />ST11 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 />8T13 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'
<br />STRUCTURAL ENGINEERS
<br />Orlando Boca Raton
<br />P:407.645.3423
<br />F:407.645.3790
<br />191 Z Boothe Circe Suite 100
<br />Longwood, FL 32750
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<br />File=F: \2007\07146\07146—TECH\07146—SDWGS\07146—Sdwgs\RETAIL 3\07146_S001.dwg Tab=S001 Date/Time= Apr 07, 2008 — 1: 30pm Plot by feid
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