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ABBREVIATIONS
<br />LB, #
<br />POUND(S)
<br />DESIGN CRITERIA
<br />AAC
<br />AUTOCLAVED AERATED
<br />CONCRETE
<br />L. F.
<br />LINEAR FEET
<br />AB
<br />ANCHOR BOLT
<br />LIS
<br />LONG
<br />1
<br />ALL WORK SHALL CONFORM TO AT THE STANDARDS OF THE FLORIDA BUILDING CODE 7TH EDITION
<br />ABV
<br />ABOVE
<br />LL
<br />LIVE LOAD
<br />2020
<br />A.C.I.
<br />AMERICAN CONCRETE
<br />LLBB
<br />LONG LEG BACK-TO-BACK
<br />INSTITUTE
<br />LLH
<br />LONG LEG HORIZONTAL
<br />2.
<br />DESIGN LOADS:
<br />ADJ
<br />ADJUSTABLE
<br />LLV
<br />LONG LEG VERTICAL
<br />A.F.F.
<br />ABOVE FINISHED FLOOR
<br />LNTL
<br />LINTEL
<br />2.1. DEAD LOADS
<br />AGGR
<br />AGGREGATE
<br />LSL
<br />LONG SLOTTED
<br />A.I.S.C.
<br />AMERICAN INSTITUTE
<br />LOC
<br />LOCATION
<br />2.1.1. ACTUAL WEIGHT OF PARTITIONS HAS BEEN APPLIED AS A UNIFORMLY DISTRIBUTED
<br />OF STEEL CONSTRUCTION
<br />LONG
<br />LONGITUDE(INAL)
<br />SUPERIMPOSED DEAD LOAD. (15 PSF)
<br />A. 1. S. 1.
<br />AMERICAN IRON AND
<br />LP
<br />LOW POINT
<br />2.1.2. AN ALLOWANCE OF 7.5 PSF HAS BEEN APPLIED AS A UNIFORMLY DISTRIBUTED
<br />STEEL INSTITUTE
<br />LW
<br />LONG WAY
<br />SUPERIMPOSED DEAD LOAD FOR HANGING CEILING AND MECHANICAL LOADS, SUCH
<br />AL
<br />ALUMINUM
<br />AS DUCTWORK, SPRINGER PIPES, AND MECHANICAL EQUIPMENT LOADS.
<br />ALT
<br />ALTERNATE
<br />MAS
<br />MASONRY
<br />2.1.3. THE ACTUAL WEIGHT OF EXTERIOR CLADDING OR CURTAIN WALL HAS BEEN APPLIED
<br />AR
<br />ANCHOR ROD
<br />MAX
<br />MAXIMUM
<br />TO THE STRUCTURE.
<br />ARCH
<br />ARCHITECT(URAL)
<br />MB
<br />MACHINE BOLT
<br />2.1.4. DEAD LOADS HAVE BEEN ASSUMED IN THE DESIGN AS FOLLOWS:
<br />ASTM
<br />AMERICAN SOCIETY OF
<br />MBM
<br />METAL BUILDING MFR
<br />UNIFORM LOADS (PSF)
<br />TESTING MATERIALS
<br />Mc
<br />MOMENT CONNECTION
<br />ROOF 20
<br />AW.S.
<br />AMERICAN WELDING
<br />Mci
<br />MASONRY CONTROL JOINT
<br />SOCIETY
<br />ME
<br />MONOLITHIC EDGE
<br />2.2. LIVE LOADS
<br />MECH
<br />MECHANICAL
<br />B/
<br />BOTTOM OF
<br />MEZZ
<br />MEZZANINE
<br />2.2.1. LIVE LOADS PRODUCED BY THE USE OR OCCUPANCY OF THE STRUCTURE HAVE
<br />BB
<br />BOND BEAM
<br />MF
<br />MONOLITHIC FOOTING
<br />BEEN INCLUDED IN THE DESIGN, BASED ON THE FOLLOWING OCCUPANCIES:
<br />BLDG
<br />BUILDING
<br />MFR
<br />MANUFACTURE(ER)
<br />UNIFORM LOADS (PSF) CONCENTRATED LOADS (LB)
<br />BLW
<br />BELOW
<br />MIN
<br />MINIMUM
<br />PITCHED ROOF 20
<br />BM
<br />BEAM
<br />MISC
<br />MISCELLANEOUS
<br />FLAT ROOF 30
<br />BOT
<br />BOTTOM
<br />M. L.
<br />MICROLAM
<br />UNIT FLOOR 40
<br />BP
<br />BASE PLATE
<br />Mo
<br />MASONRY OPENING
<br />CORRIDOR/BREEZEWAY
<br />BRDG
<br />BRIDGING
<br />MONO
<br />MONOLITHIC
<br />PUBLIC ASSEMBLY 100
<br />BRIG
<br />BEARING
<br />MS
<br />METAL STUD
<br />RETAIL(GROUND FLOOR) 100 1000
<br />BRK
<br />BRICK
<br />MTL
<br />METAL
<br />PRIVATE BALCONY
<br />BS
<br />BOTH SIDES
<br />MWF
<br />MONOLITHIC WALL FOOTING
<br />(LESS THAN 100 SQ. FT) 60 --
<br />BTJ
<br />BOLTED TIE JOIST
<br />(GREATER THAN 100 SQ FT) 100
<br />BTWN
<br />BEWEEN
<br />NIC
<br />NOT IN CONTRACT
<br />STAIR, PUBLIC AREAS 100
<br />NS
<br />NEAR SIDE
<br />STORAGE AREAS 125
<br />C/C
<br />CENTER TO CENTER
<br />NTS
<br />NOT TO SCALE
<br />MECHANICAUELECTRICAL ROOMS 100 2000
<br />CANT
<br />CANTILEVER
<br />VEHICULAR DRIVEWAYS
<br />CB
<br />CONCRETE BEAM
<br />OA
<br />OVERALL
<br />(SUBJECT TO TRUCK LOADS) 250 8000
<br />cc
<br />CONCRETE COLUMN
<br />oc
<br />ON CENTER
<br />CATWALK 40 300
<br />CFS
<br />COLD -FORMED STEEL
<br />OD
<br />OUTSIDE DIAMETER
<br />CIP
<br />CAST -IN -PLACE
<br />OF
<br />OUTSIDE FACE
<br />2-2.2. THE STRUCTURAL DESIGN IS BASED ON THE GREATER OF THE EFFECTS OF THE
<br />CIR
<br />CIRCLE
<br />OH
<br />OPPOSITE HAND
<br />UNIFORM LOADS NOTED ABOVE OR THE CONCENTRATED LOADS NOTED ABOVE
<br />Ci
<br />SAWED CONTROL JOINT
<br />OVERHEAD
<br />(ASSUMED TO BE DISTRIBUTED OVER AN AREA 2.5 SQUARE FEET UNLESS
<br />(OR CONSTRUCTION JOINT)
<br />OPNG
<br />OPENING
<br />SPECIFICALLY NOTED BELOW).
<br />CL,
<br />CENTERLINE
<br />OPP
<br />OPPOSITE
<br />CLG
<br />CEILING
<br />OPT
<br />OPTIONAL
<br />2.2.3. THE MINIMUM CONCENTRATED LOAD ON STAIR TREADS SHALL BE 300 POUNDS ON
<br />CLR
<br />CLEAR(ANCE)
<br />PAF
<br />POWDER -ACTUATED
<br />AN AREA OF 4 SQUARE INCHES.
<br />CM
<br />CONSTRUCTION MANAGER
<br />FASTENER(S)
<br />CMU
<br />CONCRETE MASONRY UNIT
<br />PB
<br />PRE -CAST CONCRETE BEAM
<br />2.2.4. BALCONY RAILINGS AND GUARDRAILS SHALL BE DESIGNED TO RESIST A LOAD OF 50
<br />COL
<br />COLUMN
<br />PEMB
<br />PRE-ENGINEERED METAL
<br />POUNDS PER LINEAL FLOOR (PLF) APPLIED HORIZONTALLY AT RIGHT ANGLES TO THE
<br />CONIC
<br />CONCRETE
<br />BUILDING
<br />TOP RAIL. INTERMEDIATE RAILS, PANEL FILLERS, AND OTHER CONNECTIONS SHALL
<br />CONN
<br />CONNECTION
<br />PERP
<br />PERPENDICULAR
<br />BE DESIGNED TO WITHSTAND A LOAD OF 25 POUNDS PER SQUARE FOOT APPLIED
<br />CONST
<br />CONSTRUCT(ION)
<br />PC
<br />PRECAST
<br />HORIZONTALLY OVER THE ENTIRE TRIBUTARY AREA, INCLUDING THE OPENING AND
<br />CONT
<br />CONTINUOUS
<br />PL, It
<br />P. L.
<br />PLATE
<br />PARALLAM
<br />SPACES BETWEEN RAILS.
<br />CONTR
<br />CONTRACTOR
<br />PLS
<br />PLACES
<br />COORD
<br />COORDINATE
<br />PLF
<br />POUNDS PER LINEAR FOOT
<br />2.2.5. HANDRAILS AND GUARDRAILS SHALL BE DESIGNED TO WITHSTAND A LOAD OF 200
<br />CSK
<br />COUNTER SINK (SUNK)
<br />PLYWD
<br />PLYWOOD
<br />POUNDS APPLIED IN ANY DIRECTION AT ANY POINT ON THE RAIL.
<br />CTR
<br />CENTER
<br />PNL
<br />PANEL
<br />CTRD
<br />CENTERED
<br />PSF
<br />POUNDS PER SQUARE FOOT
<br />2.2.6. VEHICLE BARRIERS SHALL BE DESIGNED TO WITHSTAND A LOAD OF 200 POUNDS
<br />CY
<br />CUBIC YARD
<br />PSI
<br />POUNDS PER SQUARE INCH
<br />APPLIED IN ANY DIRECTION AT ANY POINT ON THE RAIL.
<br />DBA
<br />DEFORMED BAR ANCHOR
<br />P.T.
<br />PTN
<br />PRESSURE TREATED
<br />PARTITION
<br />2.2.7. DESIGN LIVE LOADS HAVE BEEN REDUCED IN ACCORDANCE WITH THE GENERAL
<br />DBL
<br />DOUBLE
<br />BUILDING CODE NOTED ABOVE, SECTION 1607.91 & 1607.11.
<br />DIA, 0
<br />DIAMETER
<br />R
<br />RADIUS
<br />DIAG
<br />DIAGONAL
<br />RC
<br />REINFORCED CONCRETE
<br />2.3. WIND DESIGN CRITERIA:
<br />DIST
<br />DISTANCE
<br />REF
<br />REFERENCE
<br />BASIC WIND SPEED (ASCE 7-16) 140 MPH, EXP "C"
<br />DL
<br />DEAD LOAD
<br />REINF
<br />REINFORCE(D) (ING)
<br />RISK CATEGORY 11
<br />DN
<br />DOWN
<br />REQ
<br />REQUIRE
<br />INTERNAL PRESSURE COEFFICIENT ±0.18
<br />DTL
<br />DETAIL
<br />REQ'D
<br />REQUIRED
<br />BASE WIND PRESSURE, (qh) 21.7 PSF
<br />DWG
<br />DRAWING
<br />RF
<br />ROOF
<br />COMPONENT AND CLADDING PRESSURES SEE TABLE ON S002
<br />DWL
<br />DOWEL
<br />RM
<br />ROOM
<br />RP
<br />RADIUS POINT
<br />2.4. RAIN DESIGN CRITERIA
<br />EA
<br />EACH
<br />RTN
<br />RETURN
<br />2.4.1 RAIN LOAD: 0 PSF
<br />EE
<br />EACH END
<br />RW
<br />RETAINING WALL
<br />2.4.2 RAIN INTENSITY: 4 Y2"
<br />EF
<br />EACH FACE
<br />EJ
<br />EXPANSION JOINT
<br />SCH
<br />SCHEDULE
<br />DESIGN LOAD COMBINATIONS
<br />ENG
<br />ENGINEER
<br />S. D. 1.
<br />STEEL DECK INSTITUTE
<br />EOR
<br />ENGINEER OF RECORD
<br />SECT
<br />SECTION
<br />2.4.1. BASIC LOAD COMBINATIONS PER ASCE 7-16, SECTION 2.3.2 FOR LOAD AND
<br />EOS
<br />EDGE OF SLAB
<br />SF
<br />STEPPED FOOTING
<br />RESISTANCE FACTOR DESIGN (LRFD) ARE USED.
<br />EL(EV)
<br />ELEVATION
<br />S. F.
<br />SQUARE FEET
<br />2.4.2. BASIC LOAD COMBINATIONS PER ASCE 7-16, SECTION 2.4.1 FOR ALLOWABLE STRESS
<br />ELEC
<br />ELECTRICAL
<br />SHT
<br />SHEET
<br />DESIGN (ASD) ARE USED.
<br />EQ
<br />EQUAL
<br />Sim
<br />SIMILAR
<br />EQ SP
<br />EQUAL SPACE(S) (ING)
<br />S. J. 1.
<br />STEEL JOIST INSTITUTE
<br />3.
<br />BUILDING DEFLECTIONS AND DRIFTS ANTICIPATED DIFFERENTIAL MOVEMENTS FOR CLADDING
<br />ES
<br />EACH SIDE
<br />SL
<br />SLOPE
<br />DESIGN AND INSTALLATION.
<br />EW
<br />EACH WAY
<br />SLBB
<br />SHORT LEG BACK-TO-BACK
<br />EXP
<br />EXPANSION
<br />SOG
<br />SLAB ON GRADE
<br />4.
<br />UNDER NORMAL LOADING CONDITIONS, CONCRETE SLABS AND BEAMS WILL DEFLECT. WHETHER
<br />EXT
<br />EXTERIOR
<br />SP
<br />SPACE(S)
<br />REINFORCED OR POST -TENSIONED, WITH A PORTION OF DEFLECTION DEPENDENT ON THE LENGTH
<br />F/
<br />FACE OF
<br />SPECS
<br />SPECIFICATIONS
<br />OF THE LOAD IS APPLIED. STEEL STRUCTURES WILL ALSO DEFLECT UNDER LOAD AND
<br />FBC
<br />FLORIDA BUILDING CODE
<br />SPF
<br />SPRUCE -PINE -FIR
<br />ENVIRONMENTAL CONDITIONS.
<br />FD
<br />FLOOR DRAIN
<br />SQ
<br />SQUARE
<br />FDN
<br />FOUNDATION
<br />SS
<br />STAINLESS STEEL
<br />5.
<br />PROPER ALLOWANCE MUST BE MADE IN FINISHES AND ATTACHED ELEMENTS TO PERMIT THE
<br />FF(E)
<br />FINISHED FLOOR (EL.)
<br />SSL
<br />SHORT SLOTTED
<br />STRUCTURE TO DEFLECT WITHOUT DAMAGE TO THE ATTACHED ELEMENTS. DETAILS FOR THE
<br />FIN
<br />FINISHED
<br />STD
<br />STANDARD
<br />ATTACHMENT THESE ELEMENTS MAY BE PROVIDED BY OTHERS.
<br />FL
<br />FLOOR
<br />STIFFR
<br />STIFFENER
<br />FLG
<br />FLANGE
<br />STL
<br />STEEL
<br />6.
<br />THE FOLLOWING ANTICIPATED DIFFERENTIAL MOVEMENTS BETWEEN ANY TWO FLOORS ARE
<br />FMG
<br />FRAMING
<br />STR
<br />STRENGTH
<br />BASED ON THE ASSUMPTION THAT CLADDING AND GLAZING INSTALLATION OCCURS NO EARLIER
<br />FOM
<br />FACE OF MASONRY
<br />STRL
<br />STRUCTURAL
<br />THAN 3 MONTHS AFTER SHORING IS REMOVED AND SLABS AND BEAMS FREE TO DEFLECT. SHOULD
<br />FS
<br />FAR SIDE
<br />SW
<br />SHORT WAY / SHEAR WALL
<br />INSTALLATION OCCUR SOONER, ADDITIONAL MOVEMENT SHOULD BE ANTICIPATED
<br />FT
<br />FTG
<br />FOOT
<br />FOOTING
<br />SYMM
<br />SYMMETRICAL
<br />6.1. VERTICAL MOVEMENT ALLOWANCE W MIN.
<br />SYP
<br />SOUTHERN YELLOW PINE
<br />6.2. HORIZONTAL MOVEMENT ALLOWANCE Y4" MIN.
<br />GA
<br />GALV
<br />GAUGE
<br />GALVANIZED
<br />T&B
<br />TOP AND BOTTOM
<br />7.
<br />SEE SPECIFIC PLANS FOR DESIGN LOAD VALUES. IF DESIGN LOAD VALUES HAVE NOT BEEN
<br />GB
<br />GRADE BEAM
<br />TB
<br />TIE BEAM
<br />INCLUDED THEN REFER TO BUILDING CODE.
<br />GC
<br />GENERAL CONTRACTOR
<br />TIC
<br />TIE COLUMN
<br />GFC
<br />GROUT FILLED CELL(S)
<br />TEMP
<br />TEMPERATURE
<br />COURSE(S)
<br />THK
<br />THICK
<br />GLB
<br />GLU-LAM BEAM
<br />T.O.B.
<br />TOP OF BLOCK
<br />GR
<br />GRADE
<br />T.O.M.
<br />TOP OF MASONRY
<br />GENERALSTRUCTURALNOTES
<br />G.T.
<br />GIRDER TRUSS
<br />T.O.P.
<br />TOP OF PLATE
<br />TOPG
<br />TRANS
<br />TOPPING
<br />TRANSVERSE
<br />1.
<br />THE GENERAL STRUCTURAL NOTES ARE INTENDED TO AUGMENT THE DRAWINGS AND
<br />HC
<br />HOLLOW -CORE
<br />TYP
<br />TYPICAL
<br />SPECIFICATIONS. THE ARCH ITECT/ENGI NEER SHALL BE IMMEDIATELY NOTIFIED OF ANY CONFLICTS
<br />HDR
<br />HEADER
<br />T/
<br />TOP OF
<br />BETWEEN THE SPECIFICATIONS AND DESIGN DRAWINGS. THE MORE STRINGENT REQUIREMENTS
<br />HT
<br />HEIGHT
<br />SHALL GOVERN UNLESS DETERMINED OTHERWISE BY THE ARCHITECT/ENGI NEER.
<br />HK
<br />HOOK
<br />LINO
<br />UNLESS NOTED OTHERWISE
<br />HORIZ
<br />HORIZONTAL
<br />8.
<br />TO THE BEST OF THE ENGINEER'S KNOWLEDGE, THE STRUCTURAL CONSTRUCTION DOCUMENTS
<br />HP
<br />HIGH POINT
<br />VIF
<br />VERIFY IN FIELD
<br />HAVE BEEN DESIGNED IN ACCORDANCE WITH THE BUILDING CODE.
<br />HS
<br />HEADED STUD
<br />VERT
<br />VERTICAL
<br />HSS
<br />HOLLOW STRUCTURAL
<br />V1.
<br />VERSALAM
<br />9.
<br />EVERY REASONABLE EFFORT HAS BEEN MADE TO ENSURE COORDINATION BETWEEN THESE
<br />SECTION (STEEL TUBE)
<br />DRAWINGS AND THE ARCHITECTURAL & M.E.P. DRAWINGS. SHOULD THERE BE ANY
<br />W.A.
<br />WEDGEANCHOR
<br />DISCREPANCIES, THE CONTRACTOR SHALL REQUEST CLARIFICATION IN WRITING.
<br />ID
<br />INSIDE DIAMETER
<br />WD
<br />WOOD
<br />IF
<br />INSIDE FACE
<br />WF
<br />WALL FOOTING
<br />10.
<br />NO STRUCTURAL MEMBER SHALL BE CUT, NOTCHED OR OTHERWISE REDUCED IN STRENGTH.
<br />INT
<br />INTERIOR
<br />WO
<br />WINDOW OPENING
<br />NOTIFY THE E.O.R. IMMEDIATELY OF ANY CONFLICTS THAT COULD REQUIRE STRUCTURAL MEMBER
<br />JST
<br />JOIST
<br />WP
<br />WORKING POINT
<br />MODIFICATION.
<br />JT
<br />JOINT
<br />WS
<br />WATERSTOP
<br />WWF
<br />WELDED WIRE FABRIC
<br />11.
<br />THE GENERAL CONTRACTOR SHALL REVIEW AND DETERMINE THAT DIMENSIONS ARE
<br />K
<br />KIP (1,000 LB)
<br />W/
<br />WITH
<br />COORDINATED BETWEEN ARCHITECTURAL AND STRUCTURAL DRAWINGS PRIOR TO FABRICATION
<br />KMALL
<br />KNEEWALL
<br />OR START OF CONSTRUCTION. THE GENERAL CONTRACTOR SHALL REVIEW AND COORDINATE
<br />KO
<br />KNOCK -OUT
<br />ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR ANCHORED, EMBEDDED AND
<br />SUPPORTED ITEMS WHICH AFFECT THE STRUCTURAL DRAWINGS PRIOR TO CONSTRUCTION
<br />AND/OR FABRICATIONS. THE ARCHITECT/ENGINEER SHALL BE NOTIFIED IMMEDIATELY OF ANY
<br />DISCREPANCIES OR CONFLICTS.
<br />12.
<br />THE STRUCTURE IS DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER THE BUILDING IS
<br />FULLY COMPLETED. IT IS SOLELY THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION
<br />PROCEDURE AND SEQUENCE, AND TO INSURE THE SAFETY OF THE BUILDING AND IT'S COMPONENT
<br />PARTS DURING ERECTION. THIS INCLUDES THE ADDITION OF WHATEVER TEMPORARY BRACING,
<br />GUYS, OR TIE -DOWNS WHICH MIGHT BE NECESSARY.
<br />13. THE GENERAL CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE
<br />STRUCTURE, THE WORK PERSONS AND OTHER PEOPLE DURING CONSTRUCTION. HE SHALL
<br />SUPERVISE AND DIRECT THE WORK AND BE RESPONSIBLE FOR ALL CONSTRUCTION. ITISSOLELY
<br />THE CONTRACTOR'S RESPONSIBILITY TO FOLLOW ALL APPLICABLE SAFETY CODES AND
<br />REGULATIONS DURING ALL PHASES OF CONSTRUCTION.
<br />14. THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING ALL DIMENSIONS AND CONDITIONS RELATING
<br />TO EXISTING CONSTRUCTION AND EXISTING SERVICE ON THE SITE.
<br />15. ALL SUBMITTAL SETS SHALL CONSIST OF A MAXIMUM OF 5 COPIES. ANY ADDITIONAL COPIES WILL
<br />BE DISCARDED. ANY SUBMITTALS RECEIVED BY ARCH/ENG THAT HAVE NOT BEEN CHECKED BY
<br />THE GC AND HIS SUBCONTRACTOR SHALL BE RETURNED WITHOUT REVIEW. THE ENGINEER'S
<br />APPROVAL OF SHOP DRAWINGS AND/OR SUBMITTALS SHALL NOT RELIEVE THE CONTRACTOR OF
<br />THE RESPONSIBILITY FOR DEVIATIONS, ERRORS, OR OMISSIONS FROM THE REQUIREMENTS OF
<br />THE CONTRACT DOCUMENTS.
<br />16. NO CONSTRUCTION LOADS THAT EXCEED THE SAFE LOAD CARRYING CAPACITY OF THE
<br />STRUCTURAL MEMBERS SHALL BE APPLIED TO THE STRUCTURE. NOTIFY STRUCTURAL ENGINEER
<br />AND ARCHITECT OF ANY UNUSUAL OR EXCESSIVE LOADS OCCURRING DURING CONSTRUCTION.
<br />DO NOT APPLY CONSTRUCTION LOADS UNTIL STRUCTURAL COMPONENTS ARE PROPERLY
<br />CONNECTED AND ALL NECESSARY TEMPORARY BRACING IS IN PLACE.
<br />17. WORK NOT INDICATED ON THE DRAWINGS BUT REASONABLY IMPLIED TO BE SIMILAR TO THAT AT
<br />SIMILAR LOCATIONS SHALL BE REPEATED. UNLESS OTHERWISE NOTED, ALL SECTIONS AND
<br />DETAILS SHOWN ON THESE DRAWINGS ARE TYPICAL AT SIMILAR LOCATIONS AND CONDITIONS.
<br />FOUNDATIONS
<br />1 A GEOTECHNICAL ENGINEERING REPORT HAS NOT BEEN PROVIDED FOR THIS PROJECT. WE
<br />STRONGLY RECOMMEND A GEOTECHNICAL EXPLORATION BE PERFORMED BY A GEOTECHNICAL
<br />ENGINEER LICENSED WITH THE STATE OF FLORIDA TO VERIFY THE EXISTING SUBGRADE PROFILE,
<br />RECOMMEND SUBGRADE PREPARATION, AND RECOMMEND AN ALLOWABLE SOIL BEARING
<br />PRESSURE.
<br />2. THE FOUNDATION HAS BEEN DESIGNED BASED ON AN ALLOWABLE SOIL BEARING PRESSURE OF
<br />2,000 PSF. A GEOTECHNICAL ENGINEER SHALL PROVIDE A SUBGRADE VERIFICATION FOR THE
<br />SOILS UNDER FOUNDATIONS AND SLABS ON GRADE TO VERIFY THIS ALLOWABLE SOIL BEARING
<br />PRESSURE AND TO VERIFY PROPER COMPACTION OF SUBGRADE SOILS PRIOR TO POURING
<br />FOUNDATION.
<br />3. A SOILS TESTING AND VERIFICATION SCHEDULE SHALL BE ESTABLISHED BY THE G.C. BASED ON
<br />THE GEOTECHNICAL REPORT AS WELL AS COORDINATION WITH THE GEOTECHNICAL ENGINEER.
<br />THE SOILS TESTING AND VERIFICATION SCHEDULE SHALL BE STRICTLY FOLLOWED BY THE
<br />CONTRACTOR TO ENSURE PROPER AND ADEQUATE SUPPORT OF THE STRUCTURE. IF THE
<br />CONTRACTOR OR GEOTECHNICAL ENGINEER FINDS LOCALIZED AREAS OF POOR SOILS DURING
<br />SOILS TESTING AND VERIFICATION THE E.O.R. SHALL BE IMMEDIATELY CONTACTED TO EVALUATE
<br />THE FOUNDATION SUPPORT-
<br />4. FOOTINGS SHALL BE POURED INTO AN EARTH -FORMED TRENCH IF SOIL CONDITIONS PERMIT.
<br />5. BOTTOM OF ALL EXTERIOR FOOTINGS SHALL BEAR A MINIMUM OF 2'-0" BELOW FINAL GRADE
<br />UNLESS NOTED OTHERWISE IN THESE DRAWINGS.
<br />6. PERFORM DENSITY AND MOISTURE CONTENT TESTS OF COMPACTED FILL MATERIALS IN
<br />ACCORDANCE WITH ASTM D2216 AND ASTM D6938 OR AS REQUIRED BY GEOTECHNICAL ENGINEER.
<br />7. G.C. SHALL COORDINATE AND NOTIFY E.O.R. OF ANY CONDITIONS THAT WILL REQUIRE FOOTING
<br />STEPS OR LOWER FOOTINGS THAN INDICATED ON FOUNDATION PLAN. THESE CONDITIONS
<br />INCLUDE, BUT ARE NOT LIMITED TO, CONFLICTS WITH FINAL GRADING AROUND BUILDING
<br />PERIMETER, CONFLICTS WITH BELOW GRADE UTILITIES & PLUMBING, AND UNSUITABLE BEARING
<br />MATERIAL.
<br />8. SLOPE SIDES OF EXCAVATIONS, OR SHORE, SHEET, AND BRACE SIDE SLOPES TO ENSURE SLOPE
<br />STABILITY AND SAFETY. ADEQUATELY PROTECT ALL EXCAVATION SLOPES.
<br />9. REMOVE ALL MATERIAL CONTAINING ROOTS, DEBRIS OR OTHER DELETERIOUS MATERIAL FROM
<br />THE SITE.
<br />10. PROVIDE ADEQUATE DRAINAGE OR DEWATERING TO ALLOW PROPER FINISHING OF EXCAVATIONS
<br />AND TO KEEP WATER FROM COLLECTING IN THE BOTTOM OF EXCAVATIONS. FOUNDATIONS SHALL
<br />BE PLACED IN THE DRY. DO NOT PLACE FOOTINGS IN WATER.
<br />SLAB ON GRADE
<br />1
<br />2
<br />4.
<br />5.
<br />UNLESS NOTED OTHERWISE IN THE GEOTECHNICAL REPORT, COMPACT INTERIOR FILL TO 95% OF
<br />MODIFIED PROCTOR MAXIMUM DRY DENSITY (ASTM D1557). SOIL COMPACTION SHALL BE
<br />FIELD -CONTROLLED BY A REPRESENTATIVE TECHNICIAN OF A QUALIFIED LABORATORY, EACH LIFT
<br />OF FILL SHALL NOT EXCEED 8" THICK AND SHALL BE COMPACTED PRIOR TO PLACEMENT OF NEXT
<br />LIFT.
<br />MAXIMUM SPACING OF CONTROL JOINTS (SAWED CONTROL JOINT OR CONSTRUCTION JOINT)
<br />SHALL BE AS SET IN THE TABLE BELOW, OR AS NOTED IN CONSTRUCTION DOCUMENTS. THE MORE
<br />STRINGENT REQUIREMENT SHALL APPLY. PATTERNS SHALL BE APPROXIMATELY SQUARE WITH A
<br />RATIO OF LONG SIDE TO SHORT SIDE NOT EXCEEDING 1.5 TO 1.
<br />SLAB
<br />3/4" OR LARGER
<br />THICKNESS
<br />AGGREGATE
<br />(IN)
<br />SPACING (FT)
<br />4
<br />12
<br />5
<br />13
<br />6
<br />14
<br />MIX DESIGNS CONTAINING
<br />AGGREGATE LESS THAN 3/4" ARE
<br />NOT ACCEPTABLE.
<br />SAWCUT SLAB AS SOON AS AGGREGATE
<br />DOES NOT DISLODGE (MUST BE WITHIN
<br />12 HOURS OF CONCRETE PLACEMENT).
<br />GENERAL CONTRACTOR SHALL COORDINATE EXACT LOCATIONS OF SCJ'S AND CSS WITH
<br />ARCHITECTURAL FLOOR FINISHES TO ENSURE SLAB JOINTS DO NOT TRANSLATE THROUGH TO THE
<br />FINISHES. FLOOR FINISHES SHALL BE ISOLATED TO THE BEST EXTENT POSSIBLE FROM THE
<br />CONCRETE SLAB.
<br />SLAB THICKNESS SHALL BE INCREASED AS REQUIRED TO PROVIDE ADEQUATE SUPPORT FOR
<br />CRANE LOADS WITHOUT CRACKING THE SLAB.
<br />PLACE CONCRETE TO ACHIEVE AS TRUE AND SMOOTH A TOP SURFACE AS POSSIBLE. MOUNDS OR
<br />DIPS ARE NOT ACCEPTABLE. GC SHALL CONTROL OVERALL FLATNESS AND LEVELNESS, INCLUDING
<br />ON SLOPING AREAS TO WITHIN TOLERANCES PERMITTED BY SPECIFICATION - ASTM El 155.
<br />.CONCRETE AND REINFORCING
<br />1 . A CERTIFIED TESTING AGENCY SHALL BE ENGAGED TO PERFORM INDUSTRY STANDARD TESTING
<br />INCLUDING SLUMP TESTS AND CYLINDER BREAKS TO ENSURE CONFORMANCE WITH
<br />CONSTRUCTION DOCUMENTS. G.C. OR TESTING AGENCY SHALL SUBMIT REPORTS TO ARCHITECT
<br />AND ENGINEER FOR REVIEW.
<br />2. CONCRETE WORK SHALL CONFORM TO ACI (LATEST EDITION) AND BUILDING CODE REQUIREMENTS
<br />FOR STRUCTURAL CONCRETE.
<br />3. ALL CONCRETE SHALL HAVE THE FOLLOWING PROPERTIES:
<br />CONCRETE CAST AGAINST AND
<br />PERMANENTLY EXPOSED TO EARTH:
<br />3"
<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 REINFORCING, 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 />4. CONCRETE MIX DESIGN SUBMITTALS
<br />3.1. EACH MIX DESIGN SHALL BE LABELED TO INDICATE THE AREA IN WHICH THE CONCRETE
<br />IS TO BE PLACED (I.E. FOUNDATIONS, SLAB -ON -GRADE, COLUMNS, ETC.). FAILURE TO DO
<br />SO WILL CAUSE DELAY AND/OR REJECTION OF SUBMITTALS.
<br />3.2. PROPOSED MIX DESIGN SHALL BE IN ACCORDANCE WITH METHOD 1 OR METHOD 2 OF ACI
<br />301. PROVIDE SUPPORTING DATA IN TABULAR FORM FOR EACH SEPARATE PROPOSED
<br />MIX.
<br />3.3. SUBMIT CONCRETE MIX DESIGN FOR EACH PROPOSED CLASS OF CONCRETE.
<br />5. REBAR SHALL CONFORM TO ASTM A615 (GRADE 60). WELDED WIRE FABRIC SHALL CONFORM TO
<br />ASTM A1064 AND SHALL BE LAPPED MINIMUM OF ONE MESH + 2" WHERE SPLICED. ALL
<br />REINFORCING SHALL BE DOMESTICALLY PRODUCED.
<br />6. SEE THE'REBAR BEND & SPLICE DETAIL'IN THESE DRAWINGS FOR STANDARD LAP SPLICE
<br />LENGTHS AND BENDING REQUIREMENTS FOR REINFORCING BARS.
<br />7. SEE THE'TYPICAL CORNER REINFORCING DETAIL'FOR REINFORCING DEVELOPMENT IN
<br />CONCRETE.
<br />8. MINIMUM COVER FOR REINFORCING BARS SHALL BE AS LISTED BELOW, UNLESS NOTED
<br />OTHERWISE:
<br />CONCRETE CAST AGAINST AND 3"
<br />PERMANENTLY EXPOSED TO EARTH:
<br />CONCRETE EXPOSED TO EARTH OR WEATHER:
<br />#6 TH RU #18 BARS: 2"
<br />#5 BAR, W31 OR D31 WIRE AND SMALLER: 1 1/2"
<br />CONCRETE NOT EXPOSED TO EARTH OR WEATHER:
<br />SLABS, WALLS, JOISTS:
<br />#14 AND #18 BARS: 1 1/2"
<br />#11 BAR AND SMALLER: 3/4"
<br />BEAMS, COLUMNS:
<br />PRIMARY REINFORCING, TIES, STIRRUPS, SPIRALS: 1 1/2"
<br />SHELLS, FOLDED PLATE MEMBERS:
<br />#6 BAR AND LARGER: 3/4"
<br />#5 BAR, W31, OR D31 WIRE AND SMALLER: 1/2"
<br />L
<br />4. TERMINATE ALL DISCONTINUED ELEVATED SLAB TOP BARS WITH A 180 DEGREE STANDARD HOOK
<br />UNLESS NOTED OTHERWISE.
<br />5. BEAM AND SLAB REINFORCING: CONTINUOUS TOP BARS SHALL BE SPLICED AT MID -SPAN AND
<br />CONTINUOUS BOTTOM BARS SHALL BE SPLICED AT CENTERLINE OF SUPPORTS OR AS SHOWN ON
<br />TYPICAL DETAILS.
<br />SPECIALTY ENGINEERING REQUIREMENTS
<br />1 . ALL STAIRS, HANDRAILS, POSTS, AND SUPPORT CONNECTIONS SHALL BE DESIGNED BY THE
<br />FABRICATOR'S SPECIALTY ENGINEER. SHOP DRAWINGS SHALL BE SUBMITTED TO THE E.O.R. FOR
<br />REVIEW AND MUST BE SIGNED AND SEALED BY AN ENGINEER LICENSED IN THE SAME STATE AS
<br />THE PROJECT LOCATION. DESIGN LOADING(S) SHALL CONFORM TO ALL REQUIREMENTS OF THE
<br />BUILDING CODE (SEE DESIGN CRITERIA FOR THE APPLICABLE BUILDING CODE) AS WELL AS ANY
<br />REQUIREMENTS LISTED IN THE STRUCTURAL CONSTRUCTION DOCUMENTS.
<br />2. FLAGPOLES AND/OR SITE LIGHTING POLES SHALL BE DESIGNED BY THE POLE VENDOR'S
<br />SPECIALTY ENGINEER AND SHALL INCLUDE POLES, FOUNDATIONS, AND CONNECTIONS. SHOP
<br />DRAWINGS SHALL BE SUBMITTED TO E.O.R. FOR REVIEW AND MUST BE SIGNED AND SEALED BY AN
<br />ENGINEER LICENSED IN THE SAME STATE AS THE PROJECT LOCATION. MINIMUM DESIGN LOADS
<br />SHALL CONFORM TO ANSUNAAM FP1001 "SPECIFICATIONS FOR DESIGN OF METAL FLAGPOLES".
<br />3. AWNINGS AND WALKWAY CANOPIES SHALL BE DESIGNED BY THE FABRICATOR'S SPECIALTY
<br />ENGINEER AND SHALL INCLUDE FRAME, COVERING, AND CONNECTIONS. SHOP DRAWINGS SHALL
<br />BE SUBMITTED TO E.O.R. FOR REVIEW AND MUST BE SIGNED AND SEALED BY AN ENGINEER
<br />LICENSED IN THE SAME STATE OF THE PROJECT LOCATION. DESIGN LOADING(S) SHALL CONFORM
<br />TO ALL REQUIREMENTS OF THE BUILDING CODE (SEE DESIGN CRITERIA FOR THE APPLICABLE
<br />BUILDING CODE) AS WELL AS ANY REQUIREMENTS LISTED IN THE STRUCTURAL CONSTRUCTION
<br />DOCUMENTS.
<br />4. EXTERIOR LIGHT GAUGE STEEL FRAMING, INCLUDING BUT NOT LIMITED TO WALLS, EXTERIOR
<br />CEILINGS, FASCIAS, SOFFITS, ETC. SHALL BE DESIGNED BY A SPECIALTY ENGINEER. STRUCTURAL
<br />ELEMENTS HAVE BEEN PROVIDED FOR THE ATTACHMENT OF LIGHT GAUGE FRAMING. THE SYSTEM
<br />SUPPLIER SHALL DESIGN AND DETAIL ALL CONNECTIONS TO THESE ELEMENTS. ANY FURTHER
<br />ELEMENTS REQUIRED FOR SUPPORT SHALL BE DESIGNED AND SUPPLIED AS PART OF THE LIGHT
<br />GAUGE SYSTEM. SHOP DRAWINGS SHALL BE SUBMITTED TO E.O.R. FOR REVIEWAND MUST BE
<br />SIGNED AND SEALED BY AN ENGINEER LICENSED IN THE SAME STATE AS THE PROJECT LOCATION.
<br />DESIGN LOADING(S) SHALL CONFORM TO ALL REQUIREMENTS OF THE BUILDING CODE (SEE DESIGN
<br />CRITERIA FOR THE APPLICABLE BUILDING CODE) AS WELL AS ANY REQUIREMENTS LISTED IN THE
<br />STRUCTURAL CONSTRUCTION DOCUMENTS. A CERTIFIED TESTING AGENCY SHALL BE ENGAGED
<br />TO PERFORM INDUSTRY STANDARD INSPECTIONS TO ENSURE CONFORMANCE WITH THE
<br />CONSTRUCTION DOCUMENTS. SUBMIT REPORTS TO ARCH ITECTIENGI NEER.
<br />FASTENERS
<br />1 EXPANSION ANCHORS SHALL BE "POWER -STUD" BY POWERS FASTENERS OR E.O.R. APPROVED
<br />EQUAL.
<br />2. ADHESIVE ANCHORS SHALL BE "POWER -FAST" BY POWERS FASTENERS OR E.O.R. APPROVED
<br />EQUAL.
<br />3. MASONRY SCREWS SHALL BE "TAPCON" BY ITW RAMSET/REDHEAD OR E.O.R. APPROVED EQUAL.
<br />4. POWDER -ACTUATED FASTENERS (P.A.F.) SHALL BE "X-U P8" BY HILTI OR E.O.R. APPROVED EQUAL.
<br />5. REFER TO LIGHT GAUGE FRAMING NOTES (IF APPLICABLE) FOR ADDITIONAL INFORMATION.
<br />6. CARBON STEEL EXPANSION ANCHORS SHALL HAVE A ONE-PIECE ANCHOR BODY WITH A LENGTH
<br />IDENTIFICATION CODE. THE ANCHORS SHALL HAVE AN EXPANSION MECHANISM WHICH CONSISTS
<br />OF A PAIR OF INTERLOCKING INDEPENDENT WEDGES. CARBON STEEL COMPONENTS SHALL BE
<br />PLATED ACCORDING TO ASTM SPECIFICATION B6.33. EXPANSION ANCHORS SHALL MEET THE
<br />DESCRIPTION IN FEDERAL SPECIFICATION FF-8-325 FOR CONCRETE EXPANSION ANCHORS.
<br />7. ALL FASTENERS SHALL BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS.
<br />WIND LOADING CRITERIA
<br />WIND SPEED (ULTIMATE)
<br />140.0 MPH
<br />WIND SPEED (ALLOWABLE)
<br />108.0 MPH
<br />EXPOSURE CATEGORY
<br />C
<br />BUILDING CATEGORY
<br />11
<br />BUILDING TYPE
<br />V
<br />ENCLOSURE CLASSIFICATION
<br />ENCLOSED
<br />INTERNAL PRESSURE COEFFICIENT
<br />+/-0.18
<br />NOTE: MEAN ROOF HEIGHT FOR TYPICAL SINGLE STORY HOME IS 15FT, AND FOR
<br />2 STORY HOME IS 30FT
<br />ASCE 7-16 WALL DESIGN ALLOWABLE COMPONENTS
<br />AND CLADDING WIND PRESSURES AND SUCTIONS
<br />FOR MEAN ROOF HEIGHT 5 60 ft
<br />EFFECTIVE
<br />WIND PRESSURE AND SUCTION (PSF)
<br />WIND PRESSURE AND
<br />WIND AREA
<br />(+) VALUE DENOTES PRESSURE
<br />SUCTION DIAGRAM
<br />(SQ FEET)
<br />VALUE DENOTES SUCTION
<br />AREA
<br />e
<br />10-19.99
<br />(Z) (+)29.7
<br />(a) (+)29.7
<br />(-)30.8
<br />(-)39.2
<br />20-49.99
<br />(+) 28*3
<br />(+)28.3
<br />(-)30.8
<br />(-)36.4
<br />5
<br />ov
<br />50-99.99
<br />0 (+)26.6
<br />(-)28.0
<br />T) (+)26.6
<br />(-)32.2
<br />> 100
<br />(+)25.2
<br />(+)25.2
<br />(-)26.6
<br />(-)30.8
<br />5 5
<br />DIAGRAM
<br />GARAGE DOORS*
<br />SOFFIT
<br />9'-0" x 7-0"
<br />16-0" x 7-0"
<br />(+)29.7
<br />(+)25.9
<br />Q
<br />(+)24.8
<br />0
<br />(-)29.2
<br />(-)27.6
<br />(-)39.2
<br />GENERAL PRESSURE NOTES
<br />NOTES:
<br />1. MULTIPLY THE ABOVE PRESSURES BY 1.67 TO GET ULTIMATE WIND
<br />PRESSURES.
<br />2. "a" = END ZONE IS ONLY WITHIN 4'-0" OF ALL EXTERIOR BUILDING CORNERS.
<br />INDICATED PRESSURES CAN BE INTERPOLATED FOR OTHER DOOR SIZES,
<br />OTHERWISE USE LOAD ASSOCIATED WITH THE LOWER EFFECTIVE AREAS.
<br />3. DESIGNATED AREAS WHERE THE ULTIMATE WIND SPEED IS 140 MPH OR
<br />GREATER AND IS CONSIDER TO BE IN THE WIND -BOURNE DEBRIS AREA.
<br />CONTRACTOR TO PROVIDED ADDITIONAL INFO AS REQUIRED FOR
<br />PERMITTING.
<br />STRUCTURAL SHEET INDEX
<br />S001 GENERAL STRUCTURAL NOTES & ABBREVIATIONS
<br />S002 GENERAL STRUCTURAL NOTES & ABBREVIATIONS
<br />S100 FOUNDATION PLAN, NOTES & SCHEDULES
<br />S200 ROOF FRAMING PLAN, NOTES & SCHEDULE
<br />S300 FOUNDATION DETAILS
<br />S400 MASONRY DETAILS
<br />S500 ROOF FRAMING DETAILS
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<br />THIS DOCUMENT AND/OR THE DESIGN CONCEPTS
<br />EXPRESSED HEREIN ARE THE PROPERTY OF
<br />KEESEE ASSOCIATES AND ALL RIGHTS OF
<br />OWNERSHIP, INCLUDING COPYRIGHT OF
<br />INTELLECTUAL PROPERTY, ARE RESERVED. THE
<br />REPRODUCTIONS, COPYING, OR USE OF THIS
<br />DOCUMENT AND/OR THE DESIGN CONCEPT
<br />WITHOUT THE WRITTEN CONSENT OF KEESEE
<br />ASSOCIATES IS STRICTLY PROHIBITED AND
<br />PROTECTED BY UNITED STATES AND
<br />INTERNATIONAL LAW.
<br />L) FDB,.
<br />1)
<br />0 ElYMIr-JEWRIIINICI Al rne
<br />2: 258 Southhall Lane, Suite 200
<br />Maitland, FL 32751
<br />0: 321-972-0491 F: 407-880-2304
<br />Certificate Of Authorization No. 9161
<br />El CARL A. BROWN, PE - FL # 56126
<br />El LUIS PABLO TORRES, PE - FL #87864
<br />El SCOTT A LEWKOWSKI, PE - FIL #78750
<br />TO rHE BEST OF THE ENGINEERS KNOWLEDGE, INFORMATION.
<br />AND BELIEF, THE STRUCTURAL PLANS AND SPECIF ICATIONS
<br />V=jW_,2020
<br />CONTAINED WITHIN THESE DRAWINGS QjAr
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<br />FLORIDA BUILDING CODE. RE%J0j V tit.l,
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<br />DATE: JanuatV271200PI
<br />IF SEAL AND SIGNATURE ARE NOT BLUE OR CAN NOT BE
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<br />REVISIONS
<br />Project Number: 21-7431
<br />Date:
<br />Issue Date: 01/26/22
<br />Reviewed By: SL
<br />Drawn By.-- - CM
<br />Scale: As indicated
<br />Sheet Name:
<br />GENERAL
<br />STRUCTURAL NOTES
<br />& ABBREVIATIONS
<br />Sheet No.
<br />S001
<br />
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