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1000 GENERAL NOTES:
<br />1. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH PROJECT SPECIFICATIONS
<br />AND ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, AND SITE DRAWINGS.
<br />CONSULT THESE DRAWINGS FOR OPENINGS, DEPRESSIONS, EQUIPMENT WEIGHTS AND
<br />LOCATIONS, EMBEDDED ITEMS AND OTHER DETAILS NOT SHOWN ON STRUCTURAL DRAWINGS.
<br />2. DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. ANY DISCREPANCIES
<br />SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER OF RECORD BEFORE PROCEEDING
<br />WITH THE AFFECTED PART OF THE WORK.
<br />3. NO STRUCTURAL MEMBER OR COMPONENT SHALL BE CUT, NOTCHED, OR OTHERWISE ALTERED
<br />UNLESS APPROVED IN WRITING BY THE ENGINEER OF RECORD. THE CONTRACTOR SHALL
<br />BE RESPONSIBLE FOR ANY AND ALL COSTS INCURRED BY THE ENGINEER OF RECORD FOR
<br />REVIEW OF ANY SUCH DEVIATIONS.
<br />4. DO NOT SCALE DRAWINGS.
<br />5. THE STRUCTURE IS DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER THE BUILDING
<br />IS COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION
<br />PROCEDURES AND SEQUENCE TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS
<br />DURING ERECTION. THIS INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING,
<br />TEMPORARY BRACING, GUYS OR TIE -DOWNS.
<br />6. DETAILS LABELED "TYPICAL DETAILS" ON THE DRAWINGS SHALL APPLY TO ALL
<br />SITUATIONS OCCURRING ON THE PROJECT THAT ARE THE SAME OR SIMILAR TO THOSE
<br />SPECIFICALLY DETAILED. THE APPLICABILITY OF THE DETAIL TO ITS LOCATION ON
<br />THE DRAWINGS CAN BE DETERMINED BY THE TITLE OF DETAIL. SUCH DETAILS SHALL
<br />APPLY WHETHER OR NOT THEY ARE REFERENCED AT EACH LOCATION. QUESTIONS
<br />REGARDING APPLICABILITY OF TYPICAL DETAILS SHALL BE DETERMINED BY THE
<br />ENGINEER OF RECORD.
<br />7. THE GENERAL CONTRACTOR SHALL COMPARE THE ARCHITECTURAL, MECHANICAL,
<br />ELECTRICAL, PLUMBING, CIVIL AND STRUCTURAL DRAWINGS AND REPORT ANY
<br />DISCREPANCIES BETWEEN EACH SET OF DRAWINGS AND WITHIN EACH SET OF DRAWINGS TO
<br />THE ARCHITECT AND ENGINEER OF RECORD PRIOR TO THE FABRICATION AND
<br />INSTALLATION OF ANY STRUCTURAL MEMBERS.
<br />8. THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED
<br />STRUCTURE, AND DO NOT INDICATE THE METHOD OR MEANS OF CONSTRUCTION. THE
<br />CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK AND SHALL BE SOLELY
<br />RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS, PROCEDURES, TECHNIQUES,
<br />SEQUENCE AND SAFETY. THE ENGINEER DOES NOT HAVE CONTROL OR CHARGE OF, AND
<br />SHALL NOT BE RESPONSIBLE FOR, CONSTRUCTION MEANS, METHODS, TECHNIQUES,
<br />SEQUENCES, OR PROCEDURES, FOR SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION
<br />WITH THE WORK, FOR THE ACTS OR OMISSION OF THE CONTRACTOR, SUBCONTRACTOR OR
<br />ANY OTHER PERSONS PERFORMING ANY OF THE WORK, OR FOR THE FAILURE OF ANY OF
<br />THEM TO CARRY OUT THE WORK IN ACCORDANCE WITH THE CONTRACT DOCUMENTS.
<br />9. THE STRUCTURAL ENGINEER'S OBLIGATIONS TO REVIEW SHOP DRAWINGS AND OTHER
<br />SUBMITTALS AND TO RETURN THEM IN A TIMELY MANNER ARE CONDITIONED UPON THE
<br />PRIOR REVIEW AND APPROVAL OF THE SHOP DRAWINGS OR SUBMITTALS BY THE
<br />CONTRACTOR AS REQUIRED IN THE CONSTRUCTION CONTRACT AND THE CONTRACTOR'S
<br />SUBMITTAL OF THE SHOP DRAWINGS AND OTHER SUBMITTALS IN ACCORDANCE WITH A
<br />WRITTEN SCHEDULE DISTRIBUTED IN ADVANCE TO THE ENGINEER IDENTIFYING THE DATES
<br />FOR THE SUBMITTAL OF THE VARIOUS SHOP DRAWINGS AND SUBMITTALS.
<br />10. PERIODIC SITE OBSERVATION BY FIELD REPRESENTATIVES OF TLC ENGINEERING FOR
<br />ARCHITECTURE IS SOLELY FOR THE PURPOSE OF DETERMINING IF THE WORK OF THE
<br />CONTRACTOR IS PROCEEDING IN GENERAL ACCORDANCE WITH THE STRUCTURAL CONTRACT
<br />DOCUMENTS. THIS LIMITED SITE OBSERVATION SHALL NOT BE CONSTRUED AS
<br />EXHAUSTIVE OR CONTINUOUS TO CHECK THE QUALITY OR QUANTITY OF THE WORK.
<br />11. ALL STRUCTURES REQUIRE PERIODIC MAINTENANCE TO EXCEED LIFESPAN AND TO ENSURE
<br />STRUCTURAL INTEGRITY FROM EXPOSURE TO THE ENVIRONMENT. A PLANNED PROGRAM OF
<br />MAINTENANCE SHALL BE ESTABLISHED BY THE OWNER. THIS PROGRAM SHALL INCLUDE
<br />ITEMS SUCH AS, BUT NOT LIMITED TO, PAINTING OF STRUCTURAL STEEL, PROTECTIVE
<br />COATINGS FOR CONCRETE, SEALANTS, CAULKED JOINTS, EXPANSION JOINTS, CONTROL
<br />JOINTS, SPALLS AND CRACKS IN CONCRETE, AND PRESSURE WASHING OF EXPOSED
<br />STRUCTURAL ELEMENTS EXPOSED TO SALT ENVIRONMENT OR OTHER HARSH CHEMICALS.
<br />12. STRUCTURAL ENGINEER OF RECORD IS NOT RESPONSIBLE FOR THE DESIGN OF STEEL
<br />STAIRS, HANDRAILS, CURTAIN WALLIWINDOW WALL SYSTEMS, COLD -FORMED FRAMING, OR
<br />OTHER SYSTEMS NOT SHOWN IN THE STRUCTURAL DOCUMENTS. SUCH SYSTEMS SHALL BE
<br />DESIGNED, FURNISHED, AND INSTALLED AS REQUIRED BY OTHER PORTIONS OF THE
<br />CONTRACT DOCUMENTS.
<br />13. IN THE PROFESSIONAL OPINION OF TLC ENGINEERING FOR ARCHITECTURE, INC. THE
<br />STRUCTURAL CONTRACT DOCUMENTS FOR THIS PROJECT HAVE BEEN PREPARED IN
<br />ACCORDANCE WITH THE DESIGN CRITERIA AS SET FORTH IN THE FLORIDA BUILDING
<br />CODE.
<br />14. NO PROVISIONS HAVE BEEN MADE FOR VERTICAL OR HORIZONTAL EXPANSION.
<br />15. FINISH FIRST FLOOR ELEVATION OF 0"-0" IS USED AS A REFERENCE ELEVATION.
<br />SEE CIVIL DRAWINGS FOR ACTUAL ELEVATION.
<br />16. THE USE OF REPRODUCTIONS OF THESE CONTRACT DOCUMENTS AND USE OF CAD FILES BY
<br />ANY CONTRACTOR, SUBCONTRACTOR, ERECTOR, FABRICATOR OR MATERIAL SUPPLIER IN
<br />LIEU OF PREPARATION OF SHOP DRAWINGS SIGNIFY HIS ACCEPTANCE OF ALL
<br />INFORMATION SHOWN HEREON AS CORRECT, AND OBLIGATES HIMSELF TO ANY JOB
<br />EXPENSE, REAL OR IMPLIED, ARISING DUE TO ANY ERRORS THAT MAY OCCUR HEREON.
<br />1060 DESIGN LOADS:
<br />1. THE STRUCTURAL SYSTEM FOR THIS BUILDING HAS BEEN DESIGNED IN ACCORDANCE WITH
<br />THE FLORIDA BUILDING CODE, 2014 EDITION.
<br />2. THE FOLLOWING SUPERIMPOSED LOADINGS HAVE BEEN UTILIZED:
<br />2.1 DEAD LOADS
<br />ROOF 20 PSF
<br />CEILING 5 PSF
<br />MECHANICAL 5 PSF
<br />FINISHES 5 PSF
<br />2.2 LIVE LOADS
<br />ROOF
<br />FLOOR
<br />20 PSF
<br />100 PSF
<br />2.3 WIND: PER 2014 BUILDING CODE, SECTION 16 and ASCE 7-10
<br />Vult = 146 MPH (3 SEC. GUST) REGION
<br />Vasd = 113 MPH
<br />RISK CATEGORY IV
<br />EXPOSURE = B
<br />1330 SHOP DRAWING REVIEW:
<br />1. SHOP DRAWINGS SHALL ADEQUATELY DEPICT THE STRUCTURAL ELEMENTS AND CONNECTIONS
<br />SHOWN ON THE CONTRACT DOCUMENTS. SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL
<br />COMPLIANCE WITH THE DESIGN INTENT OF THE CONTRACT DOCUMENTS ONLY. IT SHALL
<br />BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY COMPLIANCE WITH THE
<br />CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, ELEVATIONS, DIMENSIONS, ETC.
<br />REVIEW OF SUBMITTALS AND SHOP DRAWINGS DOES NOT RELIEVE THE CONTRACTOR OF
<br />FULL RESPONSIBILITY FOR ERRORS AND OMISSIONS ASSOCIATED WITH THE PREPARATION
<br />OF THE SHOP DRAWINGS.
<br />2. SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTOR AND MARKED "APPROVED" PRIOR
<br />TO SUBMITTAL TO THE ARCHITECT/ENGINEER. NON -CONFORMING DRAWINGS SUBMITTALS
<br />WILL BE RETURNED WITHOUT REVIEW.
<br />3. SHOP DRAWING SUBMITTALS SHALL INCLUDE ONE GOOD QUALITY REPRODUCIBLE AND THREE
<br />SETS OF BLUEPRINTS. ONE SET OF PRINTS WILL BE RETAINED BY THE ENGINEER OF
<br />RECORD, ONE BY THE ARCHITECT, ONE BY THE LOCAL BUILDING DEPARTMENT (WHERE
<br />REQUIRED) AND THE CONTRACTOR SHALL MAKE PRINTS FROM THE REPRODUCIBLE AS
<br />REQUIRED FOR DISTRIBUTION.
<br />4. THE CONTRACT DOCUMENTS WILL GOVERN OVER THE SHOP DRAWINGS UNLESS OTHERWISE
<br />SPECIFIED IN WRITING BY THE ENGINEER OF RECORD.
<br />5. CHANGES AND ADDITIONS MADE ON RE -SUBMITTALS SHALL BE CLEARLY FLAGGED AND
<br />NOTED. THE PURPOSE OF THE RE -SUBMITTALS SHALL BE CLEARLY NOTED ON THE LETTER
<br />OF TRANSMITTAL. ARCHITECT/ENGINEER OF RECORD REVIEW WILL BE LIMITED TO THOSE
<br />ITEMS CAUSING THE RE -SUBMITTAL. CONTRACTOR IS RESPONSIBLE FOR COSTS CAUSED
<br />BY MULTIPLE RE -SUBMITTALS (MORE THAN ONE) AT ARCHITECT/ENGINEERS' CURRENT
<br />3302 CONCRETE:
<br />1. SHALL BE PER AN APPROVED MIX DESIGN PROPORTIONED TO ACHIEVE A STRENGTH AT 28
<br />DAYS AS LISTED BELOW WITH A PLASTIC AND WORKABLE MIX:
<br />LOCATION STRENGTH SLUMP MAX AGGREGATE WCM RATIO (MAX)
<br />FOUNDATIONS 4000 PSI 4-6" 3/4" 0.48
<br />SLABS ON GRADE 4000 PSI 4-6" 3/4" 0.48
<br />2. CONCRETE SHALL BE PLACED AND CURED ACCORDING TO ACI STANDARDS AND
<br />SPECIFICATIONS.
<br />3. WHERE SPECIFIED CONCRETE STRENGTH OF COLUMN IS GREATER THAN THE SPECIFIED
<br />SLAB CONCRETE STRENGTH, HIGHER STRENGTH CONCRETE SHALL BE PUDDLED AT THE
<br />COLUMN. THE STRENGTH OF PUDDLED CONCRETE SHALL BE AT LEAST 0.72 TIMES THE
<br />STRENGTH OF COLUMN CONCRETE PER ACI 318, 10.15.
<br />4. SUBMIT PROPOSED MIX DESIGN WITH RECENT FIELD CYLINDER OR LAB TESTS FOR REVIEW
<br />PRIOR TO USE. MIX SHALL BE UNIQUELY IDENTIFIED BY MIX NUMBER OR OTHER
<br />POSITIVE IDENTIFICATION. MIX SHALL MEET THE REQUIREMENTS OF ASTM C33 FOR
<br />COARSE AGGREGATE.
<br />5. CONCRETE SHALL COMPLY WITH THE REQUIREMENTS OF ASTM STANDARD C94 FOR
<br />MEASURING, MIXING, TRANSPORTING, ETC. CONCRETE TICKETS SHALL BE TIME STAMPED
<br />WHEN CONCRETE IS BATCHED.
<br />6. THE MAXIMUM TIME ALLOWED FROM THE TIME THE MIXING WATER IS ADDED UNTIL IT IS
<br />DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED ONE AND ONE HALF (1-1/2)
<br />HOURS. IF FOR ANY REASON THERE IS A LONGER DELAY THAN THAT STATED ABOVE, THE
<br />CONCRETE SHALL BE DISCARDED. IT SHALL BE THE RESPONSIBILITY OF THE TESTING
<br />LAB TO NOTIFY THE OWNER'S REPRESENTATIVE AND THE CONTRACTOR OF ANY
<br />NONCOMPLIANCE WITH THE ABOVE.
<br />7. SLABS SHALL BE CURED USING A DISSIPATING CURING COMPOUND MEETING ASTM
<br />STANDARD C309 TYPE 1-CLASS D AND SHALL HAVE A FUGITIVE DYE. THE COMPOUND
<br />SHALL BE PLACED AS SOON AS THE FINISHING IS COMPLETED OR AS SOON AS THE WATER
<br />HAS LEFT THE UNFINISHED CONCRETE. SCUFFED OR BROKEN AREAS IN THE CURING
<br />MEMBRANE SHALL BE RECOATED DAILY.
<br />8. CALCIUM CHLORIDES SHALL NOT BE UTILIZED; OTHER ADMIXTURES MAY BE USED ONLY
<br />WITH THE APPROVAL OF THE ENGINEER.
<br />9. CONCRETE MIX DESIGNS SHALL INCLUDE A WRITTEN DESCRIPTION INDICATING WHERE
<br />EACH PARTICULAR MIX IS TO BE PLACED WITHIN THE STRUCTURE.
<br />10. PEA ROCK PUMP MIX USE IS LIMITED TO VERTICAL ELEMENT POURS AND BEAM POURS
<br />LESS THAN 60 LINEAR FEET PER POUR.
<br />11. CONCRETE DESIGN MIX SUBMITTALS SHALL INCLUDE TESTED, STATISTICAL BACK-UP DATA
<br />AS PER CHAPTER 5 OF ACI 318.
<br />12. WATER/CEMENT RATIO FOR CONCRETE AT EXTERIOR BALCONIES SHALL NOT EXCEED 0.40
<br />BY WEIGHT.
<br />13. WHEN WATER -BASED ADHESIVE ARE BEING USED ON CONCRETE SURFACES THE CONTRACTOR
<br />SHALL VERIFY THAT THE WATER CONTENT OF THE CONCRETE IS WITHIN THE ALLOWABLE
<br />RANGE BEFORE INSTALLATION
<br />5120 STRUCTURAL STEEL:
<br />1. STEEL WORK SHALL BE NEW AND CONFORM TO THE AISC SPECIFICATION FOR STRUCTURAL
<br />STEEL BUILDINGS. - ALLOWABLE STRESS DESIGN AND LOAD AND RESISTANCE FACTOR
<br />DESIGN.
<br />2. MATERIAL SHALL CONFORM TO THE FOLLOWING, EXCEPT AS NOTED:
<br />WIDE FLANGE SHAPES ASTM A992 (Fy=50 KSI)
<br />ANGLES, CHANNELS AND PLATES ASTM A36 (Fy=36 KSI)
<br />RECTANGULAR HSS ASTM A500, GRADE B (Fy=46 KSI)
<br />HIGH STRENGTH BOLTS ASTM A325
<br />THREADED RODS ASTM A36 (Fy=36 KSI)
<br />HEAVY HEX NUTS ASTM A563
<br />HARDENED STEEL WASHERS ASTM F436
<br />DIRECT TENSION INDICATORS ASTM F959, TYPE 325
<br />ANCHOR RODS ASTM F1554 GR. 36 (Fy=36 KSI)
<br />HEADED STUD ANCHORS ASTM A108 (Fy=50 KSI)
<br />TWIST -OFF TENSION CONTROL BOLTS ASTM F1852
<br />3. CONNECTIONS:
<br />A. BOLTS SHALL BE HIGH -STRENGTH, BEARING TYPE. TIGHTEN BY AN AISC APPROVED
<br />METHOD.
<br />B. WELDING ELECTRODES SHALL BE PER AWS D1.1. RETURN FILLET WELDS FOR
<br />FRAMED CONNECTIONS 1/2" AT EACH END.
<br />C. FIELD CONNECTIONS SHALL BE MADE WITH 3/4" BOLTS, EXCEPT AS NOTED
<br />OTHERWISE.
<br />D. DESIGN BEAM CONNECTIONS TO DEVELOP THE REACTIONS SHOWN. IF NOT SHOWN,
<br />DESIGN CONNECTIONS TO DEVELOP THE REACTIONS DUE TO THE MAXIMUM ALLOWABLE
<br />UNIFORM LOAD FOR THE BEAM SIZE AND SPAN SHOWN, ASSUMING FULL LATERAL
<br />SUPPORT PER AISC BEAM (ALLOWABLE UNIFORM LOAD) TABLE VALUE FOR THE
<br />CORRESPONDING SPAN, U.N.O.
<br />E. DESIGN DIAGONAL BRACING CONNECTIONS TO DEVELOP THE REACTIONS SHOWN. IF
<br />REACTIONS ARE NOT SHOWN, DESIGN CONNECTIONS TO DEVELOP FULL TENSION
<br />CAPACITY OF THE DIAGONAL BRACING MEMBER.
<br />F. CALCULATIONS AND SHOP DRAWINGS FOR STRUCTURAL STEEL CONNECTIONS SHALL BE
<br />SUBMITTED FOR APPROVAL PRIOR TO FABRICATION AND SHALL BE SIGNED AND
<br />SEALED BY AN ENGINEER REGISTERED IN THE STATE IN WHICH THE PROJECT
<br />RESIDES.
<br />4. ALL STRUCTURAL STEEL EXPOSED TO EXTERIOR CONDITIONS SHALL BE HOT DIPPED
<br />GALVANIZED PER ASTM A123 AND ALL FASTENERS AND HARDWARE SHALL BE HOT DIPPED
<br />GALVANIZED PER ASTM A153.
<br />5. GROUT UNDER BEARING. PLATES SHALL BE NON-METALLIC, NON -SHRINK TYPE WITH A
<br />COMPRESSIVE STRENGTH OF AT LEAST 5,000 PSI IN 28 DAYS.
<br />6. COMPOSITE FLOOR MEMBERS ARE DESIGNED TO BE UNSHORED UNLESS OTHERWISE NOTED.
<br />THE WEIGHT OF THE WET CONCRETE WILL RESULT IN DEFLECTIONS OF THE SUPPORTING
<br />STEEL DECK, BEAMS, AND GIRDERS. ALL OVERRUNS OF CONCRETE QUANTITIES ARE TO
<br />BE ANTICIPATED AND INCLUDED IN THE CONTRACTOR'S BID. THE CONTRACTOR SHALL
<br />COORDINATE EMBEDDED ITEMS REQUIRED FOR ARCHITECTURAL, STRUCTURAL, AND
<br />MECHANICAL ELEMENTS. CONCRETE FLOORS UTILIZING UNSHORED CONSTRUCTION SHALL
<br />BE SCREEDED LEVEL.
<br />7. SIZE AND SPACING OF CONDUITS IN COMPOSITE SLABS SHALL COMPLY WITH THE
<br />REQUIREMENTS OF ASCE 3-91 UNLESS NOTED OTHERWISE ON DRAWINGS.
<br />8. LENGTH OF SHEAR STUD CONNECTIONS IN COMPOSITE SLABS SHALL EQUAL THE DEPTH
<br />OF THE COMPOSITE DECK PLUS 1-1/2" (U.N.O.).
<br />9. IT IS THE INTENTION OF THESE DESIGN DOCUMENTS TO DELEGATE THE DESIGN OF ALL
<br />STRUCTURAL STEEL CONNECTIONS TO A QUALIFIED SPECIALTY PROFESSIONAL
<br />ENGINEER, REGISTERED IN THE STATE OF FLORIDA. THIS REQUIREMENT EXTENDS TO
<br />ALL CONNECTIONS, WITH THE EXCEPTION OF THOSE SPECIFICALLY FULLY DESIGNED IN
<br />THE DESIGN DOCUMENTS. IT IS ANTICIPATED THAT PROSPECTIVE STRUCTURAL STEEL
<br />FABRICATORS WILL PERFORM NECESSARY INVESTIGATION TO DETERMINE THE FULL
<br />IMPACT OF CONNECTION CLEARANCE REQUIREMENTS, AS WELL AS THE POTENTIAL
<br />NECESSARY INTRODUCTION OF DOUBLER PLATES, CONTINUITY PLATES, AND/OR WEB
<br />FLANGE OR OTHER STIFFENERS PRIOR TO SUBMITTING ANY BID FOR THIS WORK.
<br />10. PROVIDE SIGNED AND SEALED CALCULATIONS FOR ALL STRUCTURAL STEEL CONNECTION
<br />DESIGN PREPARED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF FLORIDA.
<br />CALCULATIONS ARE TO BE SUBMITTED SIMULTANEOUSLY WITH CORRESPONDING SUBMITTAL.
<br />11. HIGH STRENGTH BOLTS IN BEARING CONDITION SUPPORTING SIMPLE SPAN BEAMS NOT
<br />SUBJECT TO AXIAL LOADS MAY BE INSTALLED TO "SNUG TIGHT" CONDITION IF
<br />NORMAL, SHORT SLOTTED OR OVERSIZED HOLES ARE USED. THE ENGINEER OF RECORD
<br />WILL BE THE ULTIMATE AUTHORITY IN THE USE OF "SNUG TIGHT" BOLTS.
<br />12. APPLY FIREPROOFING TO STEEL STRUCTURE CALCULATING THE THICKNESS OF
<br />FIREPROOFING BY COMPARING THE ACTUAL MEMBER SIZE TO THE MEMBER SIZE USED IN
<br />THE DESIGNATED UL RATING AND ADJUSTING APPROPRIATELY.
<br />STRUCTURAL ABBREVIATIONS
<br />ABBREV
<br />ABBREVIATION
<br />ACI
<br />AMERICAN CONCRETE INSTITUTE
<br />ADD
<br />ADDITIVE
<br />ADDL
<br />ADDITIONAL
<br />AFF
<br />ABOVE FINISHED FLOOR
<br />AISC
<br />AMERICAN INSTITUTE OF STEEL CONSTRUCTION
<br />AISI
<br />AMERICAN IRON AND STEEL INSTITUTE
<br />ALT
<br />ALTERNATE/ALTERNATIVE
<br />ALUM
<br />ALUMINUM
<br />ARCH
<br />ARCHITECTURE/ARCHITECTURAL
<br />ASTM
<br />AMERICAN SOCIETY OF TESTING MATERIALS
<br />AWS
<br />AMERICAN WELDING SOCIETY
<br />B/
<br />BOTTOM OF
<br />BCX
<br />BOTTOM CHORD EXTENSION
<br />BLDG
<br />BUILDING
<br />BLK
<br />BLOCK
<br />BM
<br />BEAM
<br />BOT
<br />BOTTOM
<br />BP
<br />BASE PLATE/BEARING PLATE
<br />BRG
<br />BEARING
<br />BTWN
<br />BETWEEN
<br />C
<br />CHANNEL
<br />CB
<br />CONCRETE BEAM
<br />CC
<br />CONCRETE COLUMN
<br />CF
<br />CUBIC FEET (FOOT)
<br />CIP
<br />CAST IN PLACE
<br />CJ
<br />CONTRACTION JOINT
<br />CL
<br />CENTERLINE
<br />CLR
<br />CLEAR/CLEARANCE
<br />CM
<br />CONCRETE MASONRY
<br />CMU
<br />CONCRETE MASONRY UNIT
<br />CO
<br />COMPANY
<br />COL
<br />COLUMN
<br />CONC
<br />CONCRETE
<br />CONT
<br />CONTINUOUS
<br />CONN
<br />CONNECTION
<br />CONST
<br />CONSTRUCTION
<br />COORD
<br />COORDINATE
<br />CSJ
<br />CONSTRUCTION JOINT
<br />CTR
<br />CENTER
<br />CTRD
<br />CENTERED
<br />CY
<br />CUBIC YARD
<br />DEPT
<br />DEPARTMENT
<br />DET
<br />DETAIL
<br />DIA
<br />DIAMETER
<br />DIAG
<br />DIAGONAL
<br />DIM
<br />DIMENSION
<br />DIST
<br />DISTANCE
<br />DL
<br />DEAD LOAD
<br />DN
<br />DOWN
<br />DWG
<br />DRAWING
<br />EA
<br />EACH
<br />EE
<br />EACH END
<br />EF
<br />EACH FACE
<br />EHPA
<br />EMERGENCY HURRICANE PROTECTION AREA
<br />EJ
<br />EXPANSION JOINT
<br />ELEC
<br />ELECTRIC/ELECTRICAL
<br />EL, ELEV
<br />ELEVATION
<br />ENGR
<br />ENGINEER
<br />EOD
<br />EDGE OF DECK
<br />FOR
<br />ENGINEER OF RECORD
<br />EQ SP
<br />EQUAL SPACED
<br />ES
<br />EACH SIDE
<br />EW
<br />EACH WAY
<br />EXIST
<br />EXISTING
<br />EXP
<br />EXPANSION
<br />EXT
<br />EXTERIOR
<br />F
<br />FOUNDATION
<br />FD
<br />FLOOR DRAIN
<br />FDN
<br />FOUNDATION
<br />FF
<br />FINISHED FLOOR
<br />FIN
<br />FINISH
<br />FIN GR
<br />FINISH GRADE
<br />FLR
<br />FLOOR
<br />FS
<br />FAR SIDE
<br />FT
<br />FEET/FOOT
<br />FTG
<br />FOOTING
<br />GA
<br />GAGE/GAUGE
<br />GALV
<br />GALVANIZED
<br />GB
<br />GRADE BEAM
<br />GC
<br />GENERAL CONTRACTOR
<br />GEN
<br />GENERAL
<br />GL
<br />GRID LINE
<br />GS
<br />GALVANIZED STEEL
<br />HD
<br />HOT DIPPED
<br />HDG
<br />HOT DIPPED GALVANIZED
<br />HORIZ
<br />HORIZONTAL
<br />HSA
<br />HEADED STUD ANCHOR
<br />HSS
<br />HOLLOW STRUCTURAL SECTION
<br />HT
<br />HEIGHT
<br />I MOMENT OF INERTIA
<br />ID INSIDE DIAMETER
<br />I.F. INSIDE FACE
<br />IN. INCH
<br />INT INTERIOR
<br />JST
<br />JOIST
<br />JT
<br />JOINT
<br />K
<br />KIP (1000 LB)
<br />KLF
<br />KIPS PER LINEAL FOOT
<br />KSI
<br />KIPS PER SQUARE INCH
<br />KWY
<br />KEYWAY
<br />LB
<br />POUND
<br />LGTH
<br />LENGTH
<br />LL
<br />LIVE LOAD
<br />LLH
<br />LONG LEG HORIZONTAL
<br />LLV
<br />LONG LEG VERTICAL
<br />LONG.
<br />LONGITUDINAL
<br />LSL
<br />LAMINATED STRAND LUMBER
<br />LT WT
<br />LIGHT WEIGHT
<br />LVL
<br />LAMINATED VENEER LUMBER
<br />MATL
<br />MATERIAL
<br />MAX
<br />MAXIMUM
<br />MB
<br />MASONRY BEAM
<br />MC
<br />MISCELLANEOUS CHANNEUMASONRY COLUMN
<br />MECH
<br />MECHANICAL
<br />MET
<br />METAL
<br />MFR
<br />MANUFACTURE/MANUFACTURER
<br />MID
<br />MIDDLE
<br />MIN
<br />MINIMUM
<br />MISC
<br />MISCELLANEOUS
<br />MO
<br />MASONRY OPENING
<br />MPH
<br />MILES PER HOUR
<br />NGVD
<br />NATIONAL GEODETIC VERTICAL DATUM
<br />NIC
<br />NOT IN CONTRACT
<br />NO.
<br />NUMBER
<br />NS
<br />NEAR SIDE
<br />NTS
<br />NOT TO SCALE
<br />OC
<br />ON CENTERS
<br />OD
<br />OUTSIDE DIAMETER
<br />O.F.
<br />OUTSIDE FACE
<br />OPNG
<br />OPENING
<br />OPP
<br />OPPOSITE
<br />OSB
<br />ORIENTED STRAND BOARD
<br />P/C
<br />PRECAST CONCRETE/PILE CAP
<br />P/T
<br />POST TENSIONED
<br />PAR
<br />PARALLEL
<br />PCB
<br />PRECAST CONCRETE BEAM
<br />PCC
<br />PRECAST CONCRETE COLUMN
<br />PCF
<br />POUNDS PER CUBIC FEET
<br />PEMB
<br />PRE-ENGINEERED METAL BUILDING
<br />PEN
<br />PENETRATION
<br />P.J.
<br />PANEL JOINT CENTERLINE
<br />PL
<br />PLATE
<br />PLF
<br />POUNDS PER LINEAR FOOT
<br />PLMG
<br />PLUMBING
<br />PLY.
<br />PLYWOOD
<br />PREFAB
<br />PREFABRICATED
<br />PSF
<br />POUNDS PER SQUARE FOOT
<br />PSI
<br />POUNDS PER SQUARE INCH
<br />PSL
<br />PARALLEL STRAND LUMBER
<br />PT
<br />PRESSURE TREATED
<br />R/W
<br />REINFORCED WITH
<br />RD
<br />ROOF DRAIN
<br />REF
<br />REFERENCE
<br />REINF
<br />REINFORCING
<br />REQD
<br />REQUIRED
<br />REV
<br />REVISION
<br />RTU
<br />ROOF TOP UNIT
<br />SB
<br />SOFFIT BEAM
<br />SCHED
<br />SCHEDULE
<br />S.F.
<br />SQUARE FEET
<br />SF
<br />STRIP FOUNDATION
<br />SIM
<br />SIMILAR
<br />SPC
<br />SPACE/SPACES
<br />SPECS
<br />SPECIFICATIONS
<br />SQ
<br />SQUARE
<br />SS
<br />STAINLESS STEEL
<br />STD
<br />STANDARD
<br />STIFF
<br />STIFFENER
<br />STL
<br />STEEL
<br />STRUCT
<br />STRUCTURAL
<br />SYM
<br />SYMMETRICAL
<br />T/
<br />TOP OF
<br />TB
<br />TIE BEAM
<br />T&B
<br />TOP AND BOTTOM
<br />TCX
<br />TOP CHORD EXTENSION
<br />TDS
<br />TURN DOWN SLAB
<br />TE
<br />THICKENED EDGE
<br />TEMP
<br />TEMPERATURE
<br />TENS
<br />TENSION
<br />THD
<br />THREAD/THREADED
<br />THK
<br />THICK
<br />TOL
<br />TOLERANCE
<br />TRANS
<br />TRANSVERSE
<br />TS
<br />TUBE STEEL
<br />T.S.
<br />THICKENED SLAB
<br />TWF
<br />THICKENED WALL FOUNDATION
<br />TYP
<br />TYPICAL
<br />UNO UNLESS NOTED OTHERWISE
<br />VERT
<br />VERTICAL
<br />VOL
<br />VOLUME
<br />W
<br />WIDE FLANGE SECTION
<br />W/
<br />WITH
<br />W/O
<br />WITHOUT
<br />WD
<br />WOOD
<br />WF
<br />WALL FOOTING
<br />WP
<br />WATERPROOF
<br />W.P.
<br />WORKING POINT
<br />WS
<br />WELDED STUD
<br />WT
<br />WEIGHT/STRUCTURAL TEE SECTION
<br />WWF
<br />WELDED WIRE FABRIC
<br />AT DESIGNATION
<br />#
<br />POUNDS / REBAR SIZE NUMBER
<br />+/-
<br />PLUS OR MINUS
<br />L
<br />ANGLE
<br />C.L.
<br />CENTER LINE
<br />&
<br />AND
<br />Sx
<br />SECTION MODULUS
<br />Ix
<br />MOMENT OF INERTIA
<br />ENGINEERING
<br />FOR ARCHITECTURE
<br />500 N. Westshore Blvd., Ste. 435
<br />Tampa, Florida 33609
<br />PH: 813.281.8435
<br />Fax: 813.637.0013
<br />www.tic-engineers.com
<br />COA 15
<br />© Copyright 2013 TLC Engineering for Architecture, Inc.
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<br />Revisions:
<br />No. Date Description
<br />Seal
<br />David Fusco, P.E.
<br />Florida License #74504
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<br />STAT OF
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<br />Project No.:
<br />715128
<br />Issue Date:
<br />12/10/2015
<br />Drawn By:
<br />RSZ
<br />Approved By:
<br />DAF
<br />Scale:
<br />3/32" = V-0"
<br />Drawing Title:
<br />STRUCTURAL
<br />NOTES
<br />AND ABBREVIATIONS
<br />Drawing No.:
<br />S 1.0
<br />THIS DRAWING IS BEING RELEASED FOR PERMIT
<br />
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