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GENERAL
<br />ALL DESIGN, CONSTRUCTION, AND INSPECTION SHALL BE IN CONFORMANCE WITH THE
<br />LATEST EDITION OF THE FLORIDA BUILDING CODE (2004).
<br />THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AT THE SITE AND
<br />WIN FINAL METAL BUILDING SHOP DRAWINGS. SLIGHT ADJUSTMENTS TO PLAN
<br />DIMENSIONS AND /OR SPECIFICATIONS SHALL BE COMPATIBLE WITH METAL BUILDING ANCHOR
<br />LOCATIONS.
<br />CONTRACTOR SHALL BE RESPONSIBLE FOR SAFTEY AND PROTECTION WITHIN AND ADJACENT
<br />TO THE JOB SITE.
<br />TEMPORARY SHORING AND BRACING SHALL BE PROVIDED WHENEVER TO TAKE
<br />CARE OF ALL LOADS TQ WHICH THE STRUCTURE MAY BE SUBJECTED INCLUDING NAND,
<br />SEISMIC LOADS AND OTHER ACTS OF GOD. AFOREMENTIONED BRACING SHALL BE LEFT
<br />IN PLACE AS LONG AS NEEDED AND UNTIL ALL THE STRUCTURAL ELEMENTS ARE COMPLETE.
<br />DURING AND AFTER CONSTRUCTION THE CONTRACTOR AND /OR OWNER SHALL KEEP LOADS
<br />ON TLjE STRUCTURE WITHIN THE LIMITS OF THE DESIGN LOADS.
<br />THE GENERAL CONTRACTOR SHALL HAVE SHOP DRAWINGS REVIEWED BY THE ARCHITECT
<br />PRIOR TO THE FABRICATION OR ERECTIONS FOR THE FOLLOWING ITEMS: REINFORCING STEEL,
<br />STRUCTURAL STEEL, MISCELLANEOUS METALS AND PREFABRICATED STEEL JOIST.
<br />ALL DETAILS SECTIONS, AND NOTES ARE INTENDED TO BE TYPICAL AND SHALL APPLY
<br />TO SIMILAR SITUATIONS UNLESS NOTED OR SHOWN OTHERWISE.
<br />REFER TO THE SPECIFICATIONS FOR ADDITIONAL INFORMATION NOT COVERED ON THE
<br />DRAWINGS.
<br />OBSERVATION .VISITS TO THE JOB SITE BY FIELD REPRESENTATIVES OF THE ENGINEER
<br />SHALL NEITHER BE CONSTRUED AS INSPECTION NOR APPROVAL OF CONSTRUCTION.
<br />SIZES, LOCATIONS, AND ANCHORAGES OF EQUIPMENT SHALL BE VERIFIED IN THE FIELD
<br />WITH EQUIPMENT MANUFACTURERS (SUPPLIERS) PRIOR TO PLACING CONCRETE OR
<br />FABRICATING STEEL
<br />FOOTINGS
<br />ALL FOOTINGS SHALL BEAR 24' MINIMUM INTO ORIGINAL UNDISTURBED EARTH OR ON
<br />ENGINEERED FILL COMPACTED TO 989: OF MAXIMUM RELATIVE DENSITY BASED ON ASTM D-
<br />698. SUCH FILL SHALL BE PLACED IN LAYERS NOT TO EXCEED 6" IN DEPTH AFTER COMPACTION
<br />AND SHALL EXTEND DOWN TO IN —SITU GRANULAR SOILS.
<br />THE FOLLOWING WORK SHALL OCCUR UNDER THE BUILDING AND A MINIMUM OF 5— FEET BEYOND.
<br />TOPSOIL AND ORGANICS SHALL BE STRIPPED AND REMOVED.
<br />FOLLOWING STRIPPING OF THE TOPSOIL AND PRIOR TO FILL PLACEMENT THE SOILS IN
<br />THE UPPER 3 FEET SHALL BE UNDERCUT AND STOCKPILED TO BE USED AS STRUCTURAL
<br />FILL FOLLOWING TIE UNDERCUT, THE UPPER 12" OF EXPOSED SUBGRADE SOIL
<br />SHALL BE SCARIFIED, MOISTURE CONDITIONED AND COMPACTED TO 95% ASTM D -698
<br />STANDARD DENSITY. FOLLOWING COMPACTION OF THE EXPOSED SUBGRADE, THE
<br />EXCAVATION SHOULD BE BAOKFILLED WITH STRUCTURAL FILL COMPACTED TO 98% ASTM D-
<br />698 STANDARD DENSITY.
<br />FOOTIN f ELEVATIONS AT TOP OF FOOTINGS ARE MINIMUM DEPTH,
<br />certRENT OR UNUSUAL CONDITIONS SHALL .I E REPORTED TO THE ARCHITECT AND /OR
<br />ENGINEER.
<br />EXTERIOR WALL FOOTINGS SHALL SHALL BEAR AT A MINIMUM DEPTH OF 2' -0' BELOW FIINISHED
<br />EXTERIOR GRADE.
<br />NO FOOTINGS SHALL BE PLACE IN WATER OR ON FROZEN GROUND.
<br />ANY SOIL CONDITION ENCOUNTERED' DURING EXCAVATION THAT IS CONTRARY TO THE
<br />CONDITIONS USED FOR DESIGN OF THE FOOTINGS AS OUTLINED IN THE SOILS REPORT,
<br />OR ON THE DRAWINGS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT BEFORE PROCEEDING,
<br />IN FOOTINGS, UNLESS OTHERWISE SHOWN, PROVIDE CORNER BARS AT ALL CORNERS SAME
<br />AS HORIZONTAL REINFORCEMENT.
<br />BACK FILL BOTH SIDES OF FOUNDATION WALLS AT THE SAME TIME TO PREVENT OVERTURNING,
<br />CMU WALL FOOTINGS, WHERE NOT SHOWN OTHERWISE, SHALL BE 12' THICK WITH A 8'
<br />SPREAD EACH SIDE OF WALL AND PROVIDE 1 #5 CONTINUOUS AT BOTTOM FOR EACH 8" OF
<br />FOOTING WIDTH.
<br />WHERE 4" DIAMETER OR LARGER PIPES PASSES THROUGH AN INTERIOR OR EXTERIOR
<br />FOUNDATTION WALL, STEP THE FOOTING DOWN TO PASS BELOW PIPE AND THEN STEP BACK
<br />UP TO INDICATED ELEVATION. PROVIDE PIPE SLEEVE THROUGH FOUNDATION WALL.
<br />CONCRETE
<br />CONCRETE SHALL ATTAIN THE FOLLOWING 3,500 PSI MINIMUM COMPRESSIVE STRENGTH AT
<br />DAYS.
<br />A STATMENT OF MIX DESIGN FOR ALL CONCRETE SHALL BE SUBMITTED TO AND REVIEWED
<br />BY THE STRUCTURAL ENGINEER PRIOR TO COMMENCING WORK. CONCRETE MIX SHALL HAVE
<br />A MINIMUM OF 5% AIR ENTRAINMENT U.N.O.
<br />All CONCRETE WORK SHALL BE PLACED, CURED, STRIPPED, AND PROTECTED AS DIRECTED
<br />BY THE SPECIFICATIONS AND ACI STANDARDS AND PRACTICES.
<br />DOWEL VERTICAL BARS 36 DIAMETERS INTO STRUCTURE ABOVE AND FOOTINGS BELOW.
<br />PROVIDE 90 DEG. HOOK WHERE 36 OIA. IS NOT POSSIBLE.
<br />BEFORE CONCRETE IS CURED CHECK WITH AU. TRADES TO INSURE PROPER PLACEMENT OF
<br />ALL OPENINGS, SLEEVS, CURBS, CONDUITS, BOLTS, INSERTS, ETC. RELATIVE TO
<br />WORK.
<br />Not released for construction
<br />of this project unless
<br />this document is signed.
<br />ALL SLABS ON GRADE SHALL. BE PLACED IN ALTERNATE PANELS WITH A MAXIMUM WIDTH
<br />OF 18" BETWEEN CONTROL OR CONSTRUCTION JOINTS; REFER TO TYPICAL DETAILS ON
<br />DRAWINGS. UNLESS OTHERWISE NOTED, SLABS ON GRADE SHALL BE 6' THICK AND SHALL
<br />BE REINFORCED WITH 6 X 6 / W2.1 X W2.1 WELDED WIRE FABRIC. PLACE SLABS OVER 4'
<br />THICK LAYER OF POROUS FILL
<br />PROVIDE A # 3 NOSING BAR IN ALL CONCRETE STEP TREADS (AS REQ'D)
<br />UNLESS NOTED IN DRAWINGS, ALL' REINFORCING PARS SHALL BE CONTINUOUS THRU '
<br />JOINTS AND EACH CONSTRUCTION JOINT SHALL BE KEYED.
<br />THE EXTENT OF SUSPENDED SLAB POURS SHALL BE FROM CENTERUNE TO CENTERLINE OF
<br />SPANS AND SHALL NOT EXCEED 3000 SF OR 04' IN ANY ONE DIRECTION.
<br />WHERE EXTERIOR SLABS ON GRADE ABUT WALLS OR OOLUMNS PROVIDE 3/8 " PREFORMED
<br />EXPANSION JOINT FILLER WITH SEALANT,
<br />WHERE `INTERIOR MASONRY WA LS (IF "RECTO) - by NOT BEAR ON A FOOTING PROVIDE A TYPICAL
<br />THICKENED SLAB (12" THICK X 10' WIDE) (IQEt THOLE. REINFORCE WITH 2— # 4
<br />CONTINUOUS. DOWEL WALL. REINFORCING TO $LAO.
<br />MASONRY (CMUZ
<br />ALL MASONRY SHALL BE REINFORCED WITH BOTH HORIZONTAL AND VERTICAL
<br />REINFORCEMENT AS INDICATED ON THE DRAWINGS. ALL BLOCK CELLS OR BRICK
<br />CAVITIES WITH REINFORCEMENT SHALL BE GROUTED FULL USING CONCRETE 2000 PSI
<br />GROUT. CELLS SHALL BE ALIGNED TO PRESERVE UNOBSTRUCTED VERTICAL CAVITIES OF
<br />2' X 3" MIINIMUM. MASONRY SHALL BE PLACED IN RUNNING BOND PATTERN, UNLESS(SJI).
<br />NOTED OTHERWISE. FILL ALL CELLS SOLID WITH CONCRETE BELOW SLAB.
<br />CONCRETE FOR BLOCK FILL SHALL HAVE 3 /8 INCH MAXIMUM SIZE COURSE AGGREGATE AND
<br />SUFFICIENT WATER SO THE CONCRETE WILL FLOW INTO THE BLOCK CELLS WITHOUT
<br />LEAVING VOIDS. MORTAR SHALL NOT BE USED FOR BLOCK FILL.
<br />ALL VERTICAL REINFORCING BARS SHALL BE DOWELED TO STRUCTURE BELOW WITH BARS
<br />OF SAME SIZE AND SPACING. LAP ALL SPLICES IN MASONRY 48 BAR DIAMETERS.
<br />PLACE ALL BARS SECURELY PRIOR TO GROUTING.
<br />PROVIDE HORIZONTAL LADER—TYPE REINFORCING CONSISTING OF f 9 WIRE FOR EACH
<br />FACE SHELL OF OF EACH WYTHE AT 16' O.C. IN ALL MASONRY WALLS. REINFOREMENT
<br />SHALL BE FOR TOTAL WIDTH OF CAVITY WALLS.
<br />CONCRETE MASONRY UNITS SHALL BE GRADE N UNITS CONFORMING TO ASTM
<br />DESIGNATION C90 AND SHALL HAVE A MINIMUM ULTIMATE COMPRESSIVE STRENGTH OF
<br />1900 PSI ON NET SECTION.
<br />MORTAR SHALL BE TYPE 'S'.
<br />NO MASONRY SHALL BE LAID WHEN THE TEMPERATURE OF THE OUTSIDE AIR IS BELOW 40
<br />DEG. F., UNLESS APPROVED METHODS ARE USED DURING CONSTRUCTION TO PREVENT
<br />DAMAGE TO THE MASONRY. SUCH METHODS SHALL INCLUDE PROTECTION OF THE MASONRY
<br />FOR A PERIOD OF AT LEAST 48 HOURS.
<br />ALL REINFORCING SHALL BE IN PLACE PRIOR TO GROUTING. VERTICAL REINFORCING
<br />BARS SHALL BE HELD IN POSITION AT THE TOP, BOTTOM AND AT INTERVALS NOT
<br />FARTHER APART THAN 200 BAR DIAMETERS. PROVIDE WIRE TIES AT LAP SPLICES.
<br />UNLESS INDICATED OTHERWISE ON THE DRAWINGS OR IN THE SPECIFICATIONS, MASONRY
<br />GROUTING SHALL COMPLY WITH THE PROVISIONS OF ACI 530.
<br />ALL MASONRY WALLS SHALL HAVE VERTICAL CONTROL JOINTS AT: MAJOR CHANGES IN
<br />WALL HEIGHT, AT CHANGES IN WALL THICKNESS, AT BUILDING CONSTRUCTION JOINTS,
<br />AND NOT FARTHER APART THAN 40 FEET ELSEWHERE. PROVIDE MATCHING CONTROL
<br />JOINTS FOR VENEER. CONSULT ARCHITECTURAL DRAWINGS FOR LOCATIONS. VERTICAL
<br />CELLS EACH SIDE OF CONTROL JOINTS SHALL BE GROUTED AND REINFORCED WITH REBARS
<br />TO MATCH VERTICAL REINFORCEMENT USED THROUGHOUT THAT WALL ONLY HORIZONTAL
<br />REBARS IN BOND BEAMS AT TOP OF WALL SHALL CONTINUE THROUGH CONTROL JOINTS.
<br />PROVIDE FULL HEIGHT HARD RUBBER KEY AT JOINT. WHERE JOINT LOCATIONS ARE NOT
<br />SHOWN ON THE DRAWINGS THE CONTRACTOR SHALL SUBMIT PROPOSED LOCATIONS TO
<br />ARCHITECT / ENGINEER FOR REVIEW
<br />REINFORCING STEEL
<br />ALL REINFORCEMENT SHALL BE DETAILED AND PLACED IN ACCORDANCE WITH ACI
<br />DETAILING MANUAL 315 -92 AND AC1 STANDARD 318 -95.
<br />REINFORCING STEEL SHALL BE ASTM A615 GRADE 60.
<br />WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. LAP ONE MESH TIE.
<br />ALL REINFORCEMENT SHALL BE SECURELY TIED AND HELD IN PLACE.
<br />REINFORCING BARS THAT ARE TO BE WELDED, INCLUDING DEFORMED BAR ANCHORS
<br />(D.B.A.) SHALL BE OF A WELDABLE GRADE AND SHALL BE WELDED IN ACCORDANCE WITH
<br />THE A.W.S. RECCOMENDATIONS.
<br />ALL CONTINUOUS REINFORCEMENT SHALL TERMINATE WITH A 90 DEG. TURN OR A
<br />SEPARATE CORNER BAR. ALL SPLICES SHALL LAP A MINIMUM OF 36 BAR DIAMETERS
<br />(12" MINIMUM) IN CONCRETE, AND 48 DIAMETERS IN MASONRY.
<br />WHERE THE LENGTH OF A BAR IS GIVEN AND IT IS TO BE HOOKED, THE HOOK SHALL BE
<br />IN ADDITION TO THE LENGTH GIVEN, UNLESS SHOWN OTHERWISE.
<br />COVER TO MAIN REINFORCEMENT FROM ADJACENT SURFACES SHALL BE AS FOLLOWS UNLESS
<br />SHOWN OTHERWISE:
<br />KSI
<br />A. UNIFORMED SURFACES IN CONTACT WITH GROUND OR
<br />TO BE EXPOSED TO THE WEATHER (BOTTOM OF FOOTINGS) 3"
<br />B. SLABS ON GRADE 3'
<br />C. FORMED SURFACES IN CONTACT WITH THE GROUND
<br />OR EXPOSED TO THE WEATHER... 3'
<br />28 STRUCTURAL STEEL
<br />ALL STRUCTURAL STEEL AND STRUCTURAL STEEL WORK SHALL COMPLY WITH BOTH THE
<br />AISC "MANUAL OF STEEL CONSTRUCTION" CONTAINING THE SPECIFICATIONS FOR THE
<br />DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL BUILDINGS, INCLUDING THE
<br />'CODE OF 'STANDARD PRACTICES" (FBC 2004). AND WITH THE STANDARD
<br />CODE
<br />ALL WIDE FLANGE SECTIONS SHALL CONFORM TO ASTM A992, W/ YIELD STRENGTH OF 50
<br />KSI
<br />STRUCTURAL STEEL TUBING SHALL CONFORM TO ASTM 500 GRADE B; YIELD STRESS= 46
<br />STRUCTURAL STEEL PIPE COLUMNS SHALL CONFORM TO ASTM A501, GRADE B; YIELD
<br />STRESS = 35 KSI
<br />ALL OTHER STRUCTURAL STEEL SHALL BE ASTM A36, UNO
<br />USE A325 BOLTS FOR STEEL TO STEEL CONNECTIONS AND A307 BOLTS FOR ALL OTHER
<br />CONNECTIONS. USE 3/4 " DIAMETER MINIMUM.
<br />PRIOR TO FABRICATION AND ERECTION, SHOP DRAWINGS FOR ALL STEEL ITEMS SHALL BE
<br />REVIEWED BY THE STRUCTURAL ENGINEER. THE CONTRACTOR SHALL VERIFY ALL SHOP
<br />DRAWING DIMENSIONS WITH ARCHITECTURAL PLANS AND DIMENSIONS.
<br />�GPNh:RAL NOTES
<br />ALL WELDS SHALL BE MADE WITH E70XX ELECTRODES WITH A CVN OF 20 FOOT— POUNDS AT
<br />—20 DEGREES F., AND BY WELDERS CERTIFIED BY AWS STANDARDS WITHIN THE PAST 12
<br />MONTHS; PROVIDE WRITTEN CERTIFICATION IF REQUESTED.
<br />ALL HIGH — STRENGTH BOLTS SHALL BE TIGHTENED TO THE MINIMUM BOLT
<br />TENSION IN ACCORDANCE WITH " AISC SPECIFICATIONS FOR STRUCTURAL JOINTS
<br />USING ASTM A325 OR A409 BOLTS'. THE PREFERRED METHOD OF TIGHTENING IS
<br />BY USE OF A 'DIRECT TENSION INDICATOR ". THE TURN —OF NUT METHOD OR SNUG
<br />TIGHT CONDITION MAY BE ALSO USED. PROVIDE CARBONIZED WASHERS UNDER
<br />THE TURNED ELEMENT.
<br />ALL STEEL JOIST AND ASSOCIATED WORK SHALL COMPLY WITH THE LATEST > EDITION OF
<br />THE "STANDARD SPECIFICATION OF THE STEEL JOIST INSTITUTE.' UNLESS SHOWN
<br />OTHERWISE, PROVIDE BRIDGING IN ACCORDANCE WITH THIS SPECIFICATION AS A
<br />MINIMUM. JOIST FABRICATOR SHALL BE A MEMBER OF THE STEEL JOIST INSTITUTE
<br />ALL BRIDGING SHALL BE SECURELY ANCHORED AT EACH END RUN. WELD TO STEEL
<br />BEAM OR,ANCHOR TO MASONRY WALL WITH 3/8 ' ANCHOR BOLTS.
<br />CONCENTRATED LOADS SHALL NOT BE PLACED NOR HUNG FROM JOIST UNLESS THEY
<br />ARE PLACED AT PANEL POINTS OR A BRACE (Li -1 / 2X1-1 1/8) IS INSTALLED BETWEEN
<br />THE LOAD AND PANEL POINT. CONCENTRATED LOADS NOT SHOWN ON THE DRAWINGS SHALL
<br />BE BROUGHT TO THE ATTENTION OF THE ARCHITECT/ENGINEER FOR REVIEW.
<br />ALL BEAM CONNECTIONS, NOT DETAILED OTHERWISE, SHALL SHALL NBE MADE USING RISC 7TH
<br />EDITION TABLE I "FRAMED BEAM CONNECTIONS" WITH THE MAXIMUM NUMBER OF ROWS
<br />SHOWN FOR THAT BEAM.
<br />LIGHT CAGE METAL FRAMING
<br />DESIGN FABRICATION AND ERECTION OF LIGHT —GAGE METAL FRAMING SHALL COMPLY
<br />WITH REQUIREMENTS OF': AISC "MANUAL OF STEEL CONSTRUCTION', AWS "STRUCTURAL
<br />WELDING CODE', AISC 'SPECIFICATION FOR THE DESIGN OF COLD FORMED STEEL
<br />STRUCTURAL MEMBERS ", AND 2003 IBC.
<br />FRAMING SHOWN ON PLANS ARE MINIMUM SIZES AND CONDITIONS. SUBSTITUTION OF
<br />FRAMING MEMBERS SHALL BE APPROVED BY ARCHITECT AND ENGINEERS. THEY SHALL HAVE
<br />CAPACITY FOR GRAVITY LOADS AND LATERAL LOADS EQUAL TO OR BETTER THAN
<br />SPECIFIED FRAMING MEMBERS.
<br />ALL COMPONENTS SHALL BE GALVANIZED ACCORDING TO REQUIREMENTS OF ASTM A -525
<br />FOR MINIMUM G -60 COATING.
<br />ALL 16 AND 18 GAGE STUDS, AND ALL TRACK, BRIDGING, END CLOSURES AND
<br />ACCESSORIES SHALL BE FORMED FROM STEEL THAT CORRESPONDS TO THE
<br />MINIMUM REQUIREMENTS OF ASTM A -446, WITH A MINIMUM YIELD OF 33 KSI FOR
<br />18 GAGE AND 50 KSI FOR 16 GAGE, FOR STUDS AND 33 KSI FOR RUNNERS,
<br />BRIDGING END CLOSURES AND ACCESSORIES.
<br />ALL WELDS SHALL BE ACCOMPLISHED USING 1/8 ' AWS TYPE 6013 OR 7014 ROD WITH
<br />A WELDING HEAT OF CO TO 110 AMPERES DEPENDING ON THE GAGE OF MATERIAL AND THE
<br />FIT OF THE PARTS. WIRE TYING OF FRAMING COMPONENTS IS NOT PERMITTED.
<br />ADEQUATE LATERAL BRACING MUST BE PROVIDED DURING CONSTRUCTION.
<br />UNLESS NOTED OTHERWISE, METAL FRAMING MEMBERS 0 LOAD BEARING. SHEAR WALLS AND
<br />EXTERIOR. WALLS SHALL BE 18 CAGE FOR STUDS AND 16 GAGE FOR TOP AND BOTTOM RUNNER.
<br />RUNNIER TRACKS:
<br />INSTALL SIZED TO MATCH STUDS. ALIGN TRACKS ACCURATELLY TO LAYOUT AT BASE AND TOPS
<br />OF SITUDS. UNLESS INDICATED OTHERWISE, SECURE TRACKS AS RECOMMENDED BY BY STUD
<br />MANUIFACTURER FOR THE TYPE OF CONSTRUCTION INVOLVED, EXCEPT DO NOT EXCEED 24" O.C.
<br />FOR INAll OR POWER DRIVEN FASTNERS PROVIDE FASTNERS AT CORNERS AND ENDS OF TRACK.
<br />FASTENINGS:
<br />FASTENINGS OF COMPONENTS SHALL BE WITH SELF- -DRIWNO SCREWS • OR BY WELDING. SCREWS
<br />SHAUL BE OF SUFFICIENT SIZE TO TO ENSURE THE STRENGTH OF THE CONNECTION. WIRE TYING OF
<br />COMPONENTS SHALL NOT BE PERMITTED. ALL WELDS SHALL BE TOUCHED UP WITH A ZINC— RICH PAINT.
<br />FASTENING OF PLYWOOD DIAPHRAMS AND SILL PLATES SHALL BE AS INDICATED IN STRUCTURAL,
<br />NOTES AND DETAILED.
<br />EXTERIOR STUDS AND STRUCTURAL FRAMING MEMBERS SHALL HAVE 1 5/8 — INCH
<br />MINIMIUM FLANGE WITH A RETURN UP. GAGE SHALL BE AS INDICATED ON THE DRAWINGS
<br />USE 18 GAGE MINIMUM FOR EXTERIOR WALL STUDS.
<br />STRUCTURAL DESIGN LOADS.
<br />BUILDING CODE: FOC 2004 w /2000 REVISIONS
<br />WIND: BASIC WIND SPEED = 110 MPH (3 SEC. GUST) PER THE FBC 2004 w/2006 REVISIONS
<br />WIND IMPORTANCE FACTOR (1w): 1.00
<br />WIND EXPOSURE: C
<br />ENCLOSURE CONDITION: ENCLOSED
<br />GCp: 0.18
<br />FLOOR LIVE LOAD: 125 PSF
<br />ROOF: DEAD LOAD = ACTUAL WEIGHT OF' STRUCTURE LIVE LOAD = 20 PSF (REDUCIBLE PER CODE)
<br />SOILS: NET ALLOWABLE SOIL BEARING PRESSURE F 1500 PSF
<br />PRE ENGINEERED METAL BUILDING FRAME
<br />THE COMPLETE DESIGN OF METAL BUILDING INCLUDING ALL COMPONENTS SHOWN OR NOT
<br />SHOWN ON THE DRAWINGS SHALL BE ACCOMPLISHED BY THE BUILDING MANUFACTURER.
<br />THE DESIGN SHALL BE MADE BY A PROFESSIIONAL ENGINEER REGISTERED IN THE STATE
<br />WHERE PROJECT IS CONSTRUCTED AND HE SHALL AFFIX HIS REGISTRATON NUMBER AND •
<br />SEAL TO ALL SHOP DRAWINGS AND CALCULATIONS. HE SHALL SUBMIT SHOP DRAWINGS
<br />AND CALCULATIONS TO ARCHITECT / ENGINEER FOR REVIEW. THESE REACTIONS SHALL BE
<br />REVIEWED FOR COMPLIANCE WITH THE FOUNDATION DESIGN.
<br />SEE 'PLAN FOR ADDITIONAL DESIGN NOTES i.e. FUTURE EXPANSION LOADS, SUSPENDED
<br />PROVIDE BRACED BAYS ONLY WHERE APPROVED BY ARCHITECT. SUBMIT PROPOSED
<br />LOCATIONS TO ARCHITECT FOR APPROVAL BEFORE FABRICATIONS. RIGID FRAME
<br />COLUMN BASES SHALL BE DESIGNED FOR A PINNED CONDITION. PROVIDE PORTAL
<br />FRAMES AS REQUIRED. PROVIDE TURNBUCKLES ON ALL ROD "X" BRACING.
<br />(IAN STUART ASHLEY, RE.
<br />R1DA P.E. NO. 62216
<br />2 TOP FARMS RD.
<br />! ,At 36067
<br />* *t *4 * *NdTE **** * * **
<br />CONTRACTOR IS RESPONSIBLE FOR SUBSURFACE
<br />SOIL INVESTIGATION TO VERIFY SOIL BEARING
<br />CAPACITIES. ARE THE SAME AS WAS ASSUMED.
<br />PLEASE ADVISE STRUCTURAL ENGINEER IF
<br />VARIATIONS EXIST.
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