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GENERAL NOTES:
<br />1. CONTRACTOR IS RESPONSIBLE FOR AND SHALL VERIFY AND
<br />COORDINATE ALL DIMENSIONS AND DETAILS BEFORE PROCEEDING WITH
<br />WORK. ANY DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE
<br />ATTENTION OF THE ARCHITECT AND ENGINEERS.
<br />2. DETAILS SHOWN IN ANY SECTION APPLY TO ALL SIMILAR SECTIONS AND
<br />CONDITIONS UNLESS NOTED OTHERWISE.
<br />3. CONTRACTOR SHALL FULLY BRACE AND OTHERWISE PROTECT ALL WORK
<br />IN PROGRESS UNTIL THE BUILDING IS COMPLETED.
<br />4. ALL STRUCTURAL ITEMS FOR THIS PROJECT HAVE BEEN DESIGNED IN
<br />ACCORDANCE WITH APPROPRIATE PROVISIONS OF EACH OF THE
<br />FOLLOWING:
<br />A. THE FLORIDA BUILDING CODE, 2004 EDITION WITH 2O05 AND 2006
<br />REVISIONS.
<br />B. ACI STANDARD 318-02 BUILDING CODE REQUIREMENTS FOR
<br />REINFORCED CONCRETE.
<br />C. BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES ACI
<br />530-05/ASCE 5-02).
<br />D. AISC "SPECIFICATION FOR THE DESIGN, FABRICATION AND
<br />ERECTION OF STRUCTURAL STEEL FOR BUILDINGS" NINTH EDITION.
<br />A. AMERICAN FOREST AND PAPER ASSOCIATION, NATIONAL DESIGN
<br />SPECIFICATION 2001 EDITION.
<br />5. THE STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH
<br />THE SPECIFICATIONS AND THE ARCHITECTURAL AND MECHANICAL
<br />DRAWINGS. IF THERE IS A DISCREPANCY BETWEEN DRAWINGS, IT IS THE
<br />CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE ARCHITECT PRIOR TO
<br />PERFORMING WORK. IN CASE OF CONFLICT THE MOST STRINGENT
<br />CONDITION SHALL APPLY.
<br />6. ALL DIMENSIONS MUST BE COORDINATED WITH ARCHITECTURAL
<br />DRAWINGS AND WITH EQUIPMENT MANUFACTURER (I.E. WINDOW, DOOR,
<br />AIR HANDLER, ETC.). CONTRACTOR MUST OBTAIN AN ARCHITECTURAL
<br />DIRECTIVE IN CASE OF ANY CONFLICT. REFER TO ARCHITECTURAL
<br />DRAWINGS FOR DIMENSIONS NOT SHOWN IN STRUCTURAL DRAWINGS.
<br />CONCRETE AND REINFORCING:
<br />1. ALL CONCRETE WORK SHALL CONFORM TO THE LATEST ACI "BUILDING
<br />CODE REQUIREMENTS FOR REINFORCED CONCRETE, ACI-318".
<br />2. ALL CONCRETE SHALL HAVE A MINIMUM 28-DAY COMPRESSIVE
<br />STRENGTHS AS INDICATED BELOW:
<br />CONCRETE MAX WATER �E
<br />STRENGTH CEMENT RATIO AGGREGATE LOCATION USED
<br />5000 PSI 0.42 STONE CONCRETE U.N.O.
<br />4000 PSI 0.45 STONE FOUNDATIONS
<br />3000 PSI 0.52 STONE SLAB ON GRADE
<br />3. ALL REINFORCING STEEL SHALL BE INTERMEDIATE GRADE, NEW BILLET
<br />STEEL, DEFORMED BARS, CONFORMING TO ASTM A-615, GRADE 60.
<br />ALL BARS SHALL BE SECURELY SUPPORTED AND WIRED IN PLACE.
<br />PRIOR TO POURING CONCRETE. ALL REINFORCING STEEL TO BE WELDED
<br />SHALL CONFORM TO ASTM A-706.
<br />4. ALL WELDED WIRE FABRIC (W.W.F.) IN FLAT SHEETS ONLY AND SHALL
<br />CONFORM TO ASTM A-185.
<br />5. UNLESS NOTED, ALL BARS MARKED CONTINUOUS SHALL BE SPLICED AT
<br />ALL LAP POINTS AND CORNERS AND DEVELOPED AT NON -CONTINUOUS
<br />ENDS AS PER TYPICAL DETAILS. SPLICE CONTINUOUS TOPS BARS AT
<br />CENTER BETWEEN SUPPORTS AND SPLICE CONTINUOUS BOTTOM BARS
<br />AT SUPPORTS.
<br />6. CONCRETE COVER FOR REINFORCING BARS SHOWN IN TYPICAL DETAILS.
<br />7. UNLESS NOTED, TEMPERATURE REINFORCING (ASTM A-615-60) TO BE
<br />0.0018 X CONCRETE AREA.
<br />8. PROVIDE #4 ® 12" O.C., WITH STANDARD HOOK, TOP BARS IN ALL
<br />SLABS AT DISCONTINUOUS ENDS UNLESS OTHERWISE NOTED ON PLANS.
<br />LENGTH OF BARS 1 /4 OF SPAN, MINIMUM 3'-0 UNLESS OTHERWISE
<br />NOTED PROVIDE #4 m 12" O.0 IN ALL CANTILEVERS. BAR LENGTH
<br />SHALL BE CANTILEVER SPAN PLUS 10'-0" PLUS STANDARD HOOK AT
<br />CANTILEVER ENDS.
<br />9. WHERE PIPE SLEEVES (UP TO 2" IN DIAMETER) PASS THROUGH
<br />CONCRETE BEAMS, PROVIDE ADDITIONAL STIRRUP EACH SIDE OF
<br />SLEEVE, SLEEVES FOR PIPES 2" IN DIAMETER OR LARGER MUST BE
<br />STEEL OR CAST IRON, AND THE LOCATION MUST BE APPROVED BY THE
<br />STRUCTURAL ENGINEER.
<br />10. ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED JUST
<br />BEFORE PLACING NEW CONCRETE IN ACCORDANCE WITH THE BUILDING
<br />CODE.
<br />11. FOR CHAMFER OF EXPOSED CORNERS OF BEAMS AND/OR COLUMNS,
<br />SEE ARCHITECTURAL DRAWINGS.
<br />12. CONTRACTOR SHALL COORDINATE PLACEMENT OF, OR BOX OUT FOR,
<br />ALL PIPE SLEEVES, OPENINGS, ETC, REQUIRED FOR VARIOUS TRADES.
<br />13. CONTRACTOR SHALL COORDINATE AND NOTIFY OTHER TRADES IN
<br />SUFFICIENT TIME TO ALLOW THEM TO SET ANCHORS, INSERTS, BOLTS,
<br />HANGERS, ETC., AS REQUIRED FOR THEIR USE.
<br />14. SEE ARCHITECTURAL DRAWINGS FOR DETAILS OF FLASHING REGULATES,
<br />FASCIA DETAILS, ETC.
<br />15. UNDER NO CIRCUMSTANCES SHALL CONCRETE BE PUMPED THROUGH
<br />ALUMINUM PIPES. CONCRETE SHALL NOT BE PLACED IN CONTACT WITH
<br />ALUMINUM, ALUMINUM MIXING DRUMS, TRUCK MIXERS, BUGGIES,
<br />CHUTES, CONVEYORS, TREMIE PIPES, AND OTHER EQUIPMENT MADE OF
<br />ALUMINUM SHALL NOT BE USED ON THIS PROJECT.
<br />16. SLUMPS OF OVER 4 INCHES WILL NOT BE PERMITTED UNLESS THE
<br />HRWR ADMIXTURE (SUPER PLASTICIZER) IS USED. MAXIMUM SLUMP IS
<br />THEN 8 INCHES UNLESS OTHERWISE DIRECTED BY THE ENGINEER.
<br />17. NO ADMIXTURE SHALL BE USED IN CONCRETE EXCEPT WITH THE
<br />PERMISSION OF THE ENGINEERS AND AFTER LABORATORY DESIGN MIX
<br />APPROVAL. ALL ADMIXTURES SHALL CONTAIN NO MORE CHLORIDE IONS
<br />THAN ARE PRESENT IN MUNICIPAL DRINKING WATER.
<br />18. WATER REDUCING ADMIXTURE SHALL CONFORM TO THE ASTM C-494,
<br />TYPE A, AND SHALL BE USED IN ALL CONCRETE.
<br />19. AIR ENTRAINING ADMIXTURE SHALL CONFORM TO ASTM C260. AIR
<br />CONTENT OF CONCRETE SHALL BE USED AS FOLLOWS:
<br />A. FOR CONCRETE EXPOSED TO SOIL AND/OR WEATHER, 57.
<br />B. FOR INTERIOR WALLS, COLUMNS, AND SLABS, 3%.
<br />20. FLY ASH - ASTMC618, TYPE C OR TYPE F SHOULD BE USED BUT NOT
<br />TO EXCEED 20X
<br />21. ALL EXPOSED CONCRETE SLABS SHALL RECEIVE A CURING COMPOUND.
<br />THE CURING COMPOUND SHALL CONFORM TO ASTM C309 AND SHALL
<br />HAVE 30% SOLIDS MINIMUM. WATER/BLANKET CURING AS PER ACI
<br />RECOMMENDATION MAY BE USED AS ALTERNATE.
<br />GENERAL STRUCTURAL NOTES
<br />FOUNDATION NOTES:
<br />1. FOUNDATIONS FOR THIS PROJECT HAS BEEN DESIGNED ASSUMING THE
<br />SOIL IS SUITABLE TO SUPPORT 2000 PSF SPREAD FOOTINGS.
<br />CONTRACTOR MUST VERIFY SOIL CONDITIONS AND BEARING CAPACITY
<br />AND SHOULD CONTRACT A GEOTECHNICAL ENGINEER TO VERIFY THE
<br />ASSUMED BEARING PRESSURE. ANY DISCREPANCY MUST BE INFORMED
<br />TO ENGINEER OF RECORD WITH GEOTECHNICAL ENGINEER
<br />RECOMMENDATIONS TO OBTAIN A REVISED FOUNDATION PLAN.
<br />2. FILL AND SUBGRADE PREPARATION SHALL BE AS NEEDED TO OBTAIN
<br />THE SAFE BEARING PRESSURE INDICATED ON NOTE 1. ALL ORGANICS
<br />AND UNSUITABLE SOIL SHOULD BE REMOVED AND A MINIMUM OF 98%
<br />MUST BE OBTAIN UNLESS GEOTECHNICAL ENGINEER RECOMMENDATIONS
<br />ALLOW A LOWER PERCENT OF COMPACTION.
<br />3. ALL COLUMN FOOTINGS SHALL BE CENTERED UNDER COLUMN
<br />CENTERLINES UNLESS OTHERWISE NOTED.
<br />4. BACKFILLING AGAINST FOUNDATION WALLS SHALL BE DONE CAREFULLY
<br />WITH SMALL COMPACTION EQUIPMENT, AFTER SLABS ON GROUND ARE
<br />IN PLACE AND CONCRETE HAS SET. NO TRUCKS, BULLDOZERS, ETC.
<br />SHALL BE ALLOWED CLOSER THAN 6'-0" TO ANY FOUNDATION WALL.
<br />ANY WALL 3'-0" OR HIGHER MUST BE BRACED DURING THE
<br />CONSTRUCTION PROCESS.
<br />5. NO FOUNDATIONS SHALL BE PLACED ABOVE 1 VERTICAL ON 2
<br />HORIZONTAL SLOPES EXTENDED FROM THE CLOSEST EDGE OF ANY
<br />UNDISTURBED SOIL OR OTHER FOUNDATION STRUCTURE. BOTTOM OF
<br />FOOTINGS SHALL NOT BE LESS THAN 1'-O" BELOW EXISTING GRADE
<br />(U.N.O.).
<br />6. FOR FOUNDATIONS SIZE AND REINFORCING SEE SCHEDULE.
<br />7. ELEVATOR PIT DIMENSIONS = VERIFY WITH ELEVATOR MANUFACTURERS
<br />APPROVED SHOP DRAWINGS.
<br />8. WATER PROOFING MATERIALS SHALL BE PROVIDED ON ALL SIDES AND
<br />BOTTOM OF ELEVATOR CORE AND ESCALATOR PIT.
<br />9. CONTRACTOR SHALL TREAT SOIL BENEATH BUILDING FOR TERMITES.
<br />MASONRY:
<br />1. DESIGN AND CONSTRUCTION SHALL CONFORM TO BUILDING CODE
<br />REQUIREMENTS FOR MASONRY STRUCTURES (ACI 530/02 ASCE 5-02).
<br />AND SPECIFICATIONS FOR MASONRY STRUCTURES ACI 530.1-02 /
<br />ASCE 6-02.
<br />2. MINIMUM NET COMPRESSIVE STRENGTH OF BLOCK ASSEMBLY SHALL BE
<br />1500 P.S.I. (f m) MORTAR FOR MASONRY SHALL BE TYPE "S" OR "M".
<br />3. FOR ALL EXTERIOR AND INTERIOR BEARING, BED JOINTS ARE TO COVER
<br />100% OF THE MASONRY SURFACES AND ALL HEAD JOINTS ARE TO
<br />COVER 100% OF THE PROJECTED AREA OF THE FACE SHELLS.
<br />4. FILL ALL CELLS AS REQUIRED WITH 3000 P.S.I. GROUT. SLUMP SHALL
<br />BE 8 TO 11 INCHES. SUBMIT DESIGN MIX FOR APPROVAL.
<br />5. MINIMUM HORIZONTAL REINFORCING SHALL BE 9 GAGE HOT DIP
<br />GALVANIZED TRUSS OR LADDER TYPE JOINT REINFORCING AT 16" O.C.,
<br />PROVIDE MANUFACTURE "T" AND "L" SHAPES FOR INTERSECTIONS AND
<br />CORNERS, (MINIMUM LAP 8").
<br />6. MINIMUM VERTICAL REINFORCING SHALL BE 1-#5 ® 48" OR 1-#4
<br />32" O.C., (U.N.O.).
<br />7. PROVIDE ADDITIONAL VERTICAL REINFORCING BAR AT EVERY CORNER,
<br />INTERSECTION, CONTROL JOINT, AND OPENING EDGES (U.N.O.).
<br />8. MINIMUM SPLICE FOR VERTICAL REINFORCING IS SHOWN IN DETAIL
<br />4-023, SPLICE FOR HORIZONTAL TRUSS TYPE REINFORCING = 12".
<br />9. WALLS ARE DESIGNED TO BE BRACED BY FLOOR OR ROOF MEMBERS,
<br />CONTRACTOR SHALL PROVIDE TEMPORARY BRACING DURING
<br />CONSTRUCTION.
<br />10. ALL CELLS BELOW FIRST FLOOR FINISHED ELEVATION MUST BE FULLY
<br />GROUT FILLED.
<br />11. ALL KNOCK OUT BLOCK HORIZONTAL BARS SHALL HAVE CORNER BARS
<br />AT ALL CORNERS AND WALL INTERSECTIONS. SIZE AND NUMBER OF
<br />CORNER BARS SHALL BE SAME AS HORIZONTAL BARS.
<br />12. ALL INTERSECTING WALLS AND CORNER WALLS SHALL BE LAID IN AN
<br />OVERLAPPING MASONRY BONDING PATTERN, WITH ALTERNATE UNITS
<br />HAVING A BEARING OF NOT LESS THAN 3 INCHES ON UNIT BELOW.
<br />STRUCTURAL STEEL,
<br />1. ALL STRUCTURAL STEEL WORK SHALL BE FABRICATED AND ERECTED IN
<br />ACCORDANCE WITH THE LATEST A.I.S.C. SPECIFICATIONS.
<br />2. STRUCTURAL STEEL SHALL CONFORM TO:
<br />WIDE FLANGE (WF) ASTM A992 (50 KSI)
<br />SHAPES (L,T,C,PL) ASTM A36
<br />STRUCTURAL TUBE (HSS) ASTM A500 (46 KSI)
<br />STEEL PIPE (HSS) ASTM A500 (42 KSI)
<br />ANCHOR BOLTS ASTM A36 U.N.O. IN PLANS,
<br />OR SECTIONS.
<br />FRAMING BOLTS ASTM A325 OR A490
<br />SHEAR STUDS ASTM A108
<br />WELDING ELECTRODES E70XX
<br />3. ALL HIGH STRENGTH BOLTS SHALL CONFORM TO ASTM SPECIFICATION
<br />A325 AND SHALL BE PROVIDED WITH HARDENED WASHERS UNDER THE
<br />TURNED ELEMENT (NUT OR BOLT HEAD).
<br />4. INSTALLATION AND TIGHTENING OF ALL HIGH STRENGTH BOLTS SHALL
<br />CONFORM TO THE "SPECIFICATION FOR STRUCTURAL JOINTS USING
<br />ASTM A325 OR A490 BOLTS".
<br />5. SHOP CONNECTIONS MAY BE WELDED OR HIGH STRENGTH BOLTED. ALL
<br />BOLTS SHALL BE 3/4" DIAMETER MINIMUM. ALL CONNECTIONS SHALL
<br />CONFORM TO THE TYPICAL CONNECTION DETAILS SHOWN ON THE
<br />PLANS UNLESS SPECIFICALLY APPROVED BY THE ENGINEER.
<br />6. ALL FIELD CONNECTIONS SHALL BE BOLTED WITH HIGH STRENGTH
<br />BOLTS, SLIP -CRITICAL (FRICTION) TYPE.
<br />7. ALL WELDING SHALL CONFORM TO THE AMERICAN WELDING SOCIETY
<br />CODE, ANS01.1, ALL WELDING SHALL BE PERFORMED USING E70XX
<br />U.N.O.
<br />8. CUTS, HOLES, COPINGS, ETC. REQUIRED IN STRUCTURAL STEEL
<br />MEMBERS FOR THE WORK OF OTHER TRADES SHALL BE SHOWN IN THE
<br />STRUCTURAL STEEL SHOP DRAWINGS AND SHALL BE MADE IN THE
<br />SHOP. HOLES SHALL BE REINFORCED AS REQUIRED BY THE ENGINEER.
<br />9. BURNING OF HOLES, CUTS, ETC. IN STRUCTURAL STEEL MEMBERS IN
<br />THE FIELD WILL NOT BE PERMITTED, EXCEPT WITH THE SPECIFIC
<br />APPROVAL OF THE ENGINEER.
<br />10. ALL STEEL MEMBERS EXPOSED TO WEATHER (SUCH AS LINTELS, DOOR
<br />JAMBS, ETC.) SHALL BE GALVANIZED.
<br />11. FOR MISCELLANEOUS STEEL, SEE ARCHITECTURAL DRAWINGS.
<br />12. ANY STEEL MEMBERS REQUIRED BY THE ELECTRICAL OR MECHANICAL
<br />TRADES FOR THE SUPPORT OF THEIR EQUIPMENT, WHICH ARE NOT
<br />SHOWN ON ARCHITECTURAL OR STRUCTURAL DRAWINGS, SHALL BE
<br />PROVIDED BY THE TRADE REQUIRING SUCH SUPPORT.
<br />13. SEE SPECIFICATIONS FOR PAINTING OF STRUCTURAL STEEL. ALL
<br />FABRICATION AND ERECTION MARKS SHALL BE COVERED DURING FIELD
<br />TOUCH-UP PAINTING.
<br />14. ALL CONNECTIONS TO BE DOUBLE ANGLE FRAMED BEAM CONNECTION
<br />PER AISC UNLESS NOTED OTHERWISE. ALL BOLTS TO BE 3/4" MINIMUM
<br />DIAMETER UNLESS NOTED OTHERWISE. SHOP CONNECTIONS MAY BE
<br />WELDED OR BOLTED. WELDS ARE TO BE EQUAL IN STRENGTH TO
<br />BOLTS.
<br />15. DESIGN CONNECTIONS FOR THE MAXIMUM SHEAR (V IN KIPS) LISTED IN
<br />THE TABLES FOR "ALLOWABLE UNIFORM LOADS IN KIPS FOR BEAMS
<br />LATERALLY SUPPORTED" AT THE BOTTOM OF EACH PAGE IN THE
<br />"PROPERTIES AND REACTION VALUES", PART 2 OF THE LATEST EDITION
<br />OF THE AISC "MANUAL OF STEEL CONSTRUCTION".
<br />16. WHEN STEEL MEMBERS ARE WELDED TO EMBED PLATES IN CONCRETE,
<br />WELDING PROCESS SHOULD BE PERFORMED IN SUCH WAY THAT EMBED
<br />PLATE DOES NOT OVERHEAT AND EXPAND. SUCH EXPANSION WILL
<br />CRACK THE CONCRETE SURROUNDING THE EMBED PLATE AND MAY
<br />WEAKEN THE STRUCTURAL CAPACITY OF THE CONNECTION. WE
<br />RECOMMEND TO PROVIDE SEVERAL SINGLE PASSES TO BUILT UP THE
<br />WELD SIZE REQUIRE WITH COOLING OFF PERIODS TO AVOID THE EMBED
<br />PLATE EXPANSION. UNDER NO CIRCUMSTANCES PROVIDE MORE THAN 6"
<br />OF 1 /4" WELD WITHOUT ALLOWING A COOLING OFF PERIOD.
<br />STEEL JOIST,
<br />1. STEEL JOIST CONSTRUCTION SHALL CONFORM TO THE LATEST
<br />SPECIFICATIONS OF, AND THE JOISTS SHALL BE APPROVED BY, THE
<br />STEEL JOIST INSTITUTE.
<br />2. UNLESS OTHERWISE NOTED, BEAR SHORT SPAN JOISTS MINIMUM OF
<br />2-1/2" ON STEEL BEAMS AND BEAR LONG SPAN JOIST MINIMUM OF 4"
<br />ON STEEL SUPPORTS. IN CASES WHERE JOISTS BEAR ON BEAMS FROM
<br />ONE SIDE ONLY, JOIST SEATS SHALL EXTEND A MINIMUM OF 1" PAST
<br />THE CENTERLINE OF SUPPORTING BEAM.
<br />3. ALL JOISTS BEARING ON BEAMS SHALL BE WELDED OR BOLTED TO
<br />THOSE BEAMS.
<br />4. PROVIDE BRIDGING FOR ALL JOISTS AS SHOWN ON PLAN BUT NOT LESS
<br />THAN WHAT IS REQUIRED BY THE STEEL JOIST INSTITUTE OR THE
<br />STEEL JOIST DESIGNER. BRIDGING SHALL CONSIST OF MINIMUM 1-1/4"
<br />X 1-1/4" X 1/8" ANGLES, (U.N.O.).
<br />5. ALL BRIDGING SHALL BE PROVIDED AND INSTALLED BY JOIST SUPPLIER.
<br />6. ALL CLIPS AND CONNECTIONS SHALL BE SHOP WELDED.
<br />7. NO FIELD WELDING TO BAR JOISTS EXCEPT ITEMS SPECIFICALLY SHOWN
<br />ON STRUCTURAL DRAWINGS SHALL BE ALLOWED WITHOUT SPECIFIC
<br />PERMISSION FROM THE ENGINEER.
<br />8. NO JOIST SHALL BE FIELD SPLICED.
<br />9. MAXIMUM DEFLECTION OF STEEL JOISTS = L/240.
<br />10. FOR PAINTING OF STEEL JOIST, SEE SPECIFICATIONS.
<br />11. JOIST MANUFACTURER SHALL SUBMIT WITH THE SHOP DRAWINGS HIS
<br />CATALOG USED FOR THE MANUFACTURE OF JOISTS, INDICATING THE
<br />LOAD TABLES AND SIZES OF ALL MEMBERS USED.
<br />12. NO LOADS EXCEEDING 40 POUNDS MAY BE HUNG FROM JOISTS
<br />WITHOUT SPECIFIC PERMISSION FROM THE STRUCTURAL ENGINEER.
<br />LOADS LESS THAN 40 POUNDS MAY BE HUNG AT PANEL POINTS ONLY.
<br />ANY COST INVOLVED IN REINFORCING OF JOISTS SHALL BE BORNE BY
<br />THE PRIME CONTRACTOR REQUIRING ADDED LOADS.
<br />13. ALL SHORT SPAN JOISTS, AND DEEP LONG SPAN JOISTS SHALL HAVE
<br />UNIFORM CROSS SECTION, WITH STANDARD DEAD LOAD CAMBER. ROOF
<br />PITCH IS ACCOMPLISHED BY SLOPED JOISTS AND SUPPORT BEAMS.
<br />ADJUST JOIST SEATS AS SHOWN ON DRAWINGS.
<br />14. FOR SPECIFIC JOIST ENDS, SEE ROOF SECTIONS.
<br />15. RIGID CONNECTIONS OF BOTTOM CHORDS OF JOISTS TO COLUMNS
<br />SHALL BE MADE ONLY AFTER THE APPLICATION OF ALL THE DEAD
<br />LOADS. PROVIDE LOOSE BOLTED CONNECTION OF THESE BOTTOM
<br />CHORDS DURING ERECTION.
<br />STEEL ROOF DECK:
<br />1. STEEL ROOF DECK SHALL BE A MINIMUM OF 1-1/2" - 20 GAGE WIDE
<br />RIB FOR SPANS UP TO 6'-0" OR 3" TYPE N - 20 GAGE FOR SPANS
<br />UP TO 12'-0" . THE SIZE, TYPE AND GAGE INDICATED ABOVE SHOULD
<br />BE USED UNLESS A DIFFERENT ONE IS INDICATED IN THE ROOF
<br />FRAMING NOTES OF THE ROOF PLAN DRAWING.
<br />2. ALL STEEL ROOF DECK SHALL BE HOT -DIPPED GALVANIZED G90 AS
<br />PER ASTM SPECIFICATIONS.
<br />3. ALL STEEL ROOF DECK SHALL BE CAPABLE OF SUPPORTING ALL
<br />CONSTRUCTION LOADS.
<br />4. ALL STEEL ROOF DECK SHALL BE CONTINUOUS OVER FOUR OR MORE
<br />STRUCTURAL SUPPORTS (I.E. DECK SHOULD BE DETAILED FOR A THREE
<br />SPAN CONDITION.)
<br />5. STEEL ROOF DECK SHALL HAVE NESTING SIDE LAPS (ATTACHED BY
<br />MECHANICAL MEANS) AT THE CENTER OF EACH SPAN 30" O.C..,
<br />WHICHEVER IS LEAST DIMENSION.
<br />6. IF DECK IS CUT IN SINGLE SPAN CONDITION, EACH END OF SUCH
<br />SECTIONS SHALL BE WELDED TO ITS SUPPORT THROUGH WELDING
<br />WASHERS IN THE BOTTOM OF EACH RIB.
<br />7. IN AREAS WHERE THE DECK IS CUT AS PER NOTE 5, THE GAGE OF
<br />THE SINGLE SPAN DECK SHALL BE ADJUSTED UPWARDS AS REQUIRED
<br />BY THE ENGINEER TO SUPPORT THE LOADS.
<br />8. ANY ELECTRICAL WORK WEIGHING MORE THAN 5 PSF SHALL BE HUNG
<br />FROM STEEL BEAMS ONLY. FOR HANGERS, SEE SPECIFICATIONS. ALL
<br />MECHANICAL WORK AND PIPING SHALL BE HUNG FROM STEEL BEAMS.
<br />SEE STRUCTURAL STEEL NOTE 12 (OF STRUCTURAL STEEL NOTES) FOR
<br />ADDITIONAL STEEL REQUIRED BY MECHANICAL/ELECTRICAL TRADES TO
<br />SUPPORT THEIR EQUIPMENT.
<br />9. METAL DECK CONTRACTOR TO PROVIDE 18 GAGE RIDGE PLATE, VALLEY
<br />PLATE, EDGE STRIP, ETC., AS REQUIRED.
<br />10. STEEL ROOF DECK SHALL BE WELDED AT ENDS AND ALL INTERMEDIATE
<br />SUPPORTING MEMBERS WITH 5/8" DIAMETER PUDDLE WELDS OR
<br />ELONGATED WELDS OF EQUAL STRENGTH SPACED PER SPECIFICATIONS
<br />IN THE BOTTOM OF THE RIB ACROSS THE WIDTH OF THE DECK UNIT.
<br />11. CUT OUT METAL DECK WHERE BOLT PROJECTIONS INTERFERE WITH
<br />METAL DECK.
<br />12. DIRECTION OF METAL DECK SHOWN THUS ON PLAN.
<br />SHOP DRAWINGS:
<br />1. NO STRUCTURAL DRAWINGS SHALL BE REPRODUCED FOR USE AS SHOP
<br />DRAWINGS.
<br />2. ALL DIMENSIONAL COORDINATION SHALL BE DONE BY THE CONTRACTOR
<br />AND/OR HIS DETAILER.
<br />3. DETAILER SHALL CHECK ALL ARCHITECTURAL AND MECHANICAL
<br />DRAWINGS FOR ALL ATTACHMENTS, CLIPS, OPENINGS, OR DUCT WORK
<br />AFFECTING STRUCTURAL MEMBERS. ALL ITEMS SHALL BE SHOWN ON
<br />SHOP DRAWINGS.
<br />4. ALL SHOP DRAWINGS SHALL BE SUBMITTED ON TRANSPARENCIES FOR
<br />DIRECT REPRODUCTION WITH THREE PRINTS ONLY. DISTRIBUTION AS PER
<br />ARCHITECT INSTRUCTIONS.
<br />5. PROVIDE SUFFICIENT SPACE ON SHOP DRAWINGS NEAR TITLE BOX
<br />(ABOUT 40 SQUARE INCHES) FOR STAMPS AND ENGINEERS COMMENTS.
<br />6. THE SHOP DRAWINGS SHALL BEAR INITIALS OF DETAILER'S CHECKER
<br />AND CONTRACTOR PRIOR TO SUBMISSION.
<br />7. COMPLETED ERECTION PLANS SHALL BE SUBMITTED PRIOR TO OR IN
<br />CONJUNCTION WITH DETAIL DRAWINGS. BUT IN NO CASE SHALL DETAIL
<br />DRAWINGS BE SUBMITTED PRIOR TO ERECTION PLANS.
<br />8. DETAILER SHALL SUBMIT AN INDEX OF THE DETAIL DRAWINGS WITH
<br />EACH SHOP DRAWING SUBMITTAL.
<br />9. SHOP DRAWINGS NOT COMPLYING WITH ALL THE ABOVE ITEMS SHALL
<br />BE RETURNED FOR CORRECTIONS WITHOUT PROCESSING.
<br />10. RESUBMITTED SHOP DRAWINGS SHALL HAVE THE FOLLOWING CHANGES
<br />INCORPORATED: FIRST RESUBMISSION TO HAVE LETTER "A" ADDED TO
<br />DRAWING
<br />A. NUMBER AND ANY CHANGES MARKED ON THE DRAWING
<br />MARKED 1 AT EACH ITEM CHANGED. ALL ITEMS TO BE NOTED IN
<br />REVISION BOX.
<br />B. SUBSEQUENT RESUBMISSION SHALL BEAR CHANGES "B" AND 2
<br />AND 3 ETC. AS IN 11 A.
<br />11. CONTRACTOR SHALL HAVE SHOP DRAWINGS WHICH HAVE BEEN
<br />SATISFACTORILY REVIEWED BY THE ARCHITECT AND/OR ENGINEER AND
<br />CONFIRMED BY THE CONTRACTOR BEFORE PROCEEDING WITH ANY
<br />WORK.
<br />12. DETAILER SHALL USE THE SAME COLUMN NUMBERS IN HIS DETAILS AS
<br />THOSE SHOWN ON CONTRACT DRAWINGS.
<br />13. SHOP DRAWINGS FOR ALL STRUCTURAL ELEMENTS SHOULD BE
<br />SUBMITTED TO MCE WITH A MINIMUM TIME TO BE REVIEWED OF 10
<br />WORKING DAYS, IN CASE OF A LARGE SUBMITTAL OR MORE THAN ONE
<br />SUBMITTAL FOR THE SAME PROJECT. AN ADDITIONAL WORKING DAY IS
<br />REQUIRED FOR EVERY 5 DRAWINGS/SHEETS OVER 30
<br />UGHTGAGE METAL FRAMING:
<br />1. ALL STRUCTURAL MEMBERS SHALL BE DESIGNED IN ACCORDANCE WITH
<br />AMERICAN IRON AND STEEL INSTITUTE, "SPECIFICATION FOR THE DESIGN
<br />OF COLD FORMED STRUCTURAL MEMBERS", 1996 EDITION. PROVIDE SIGN
<br />AND SEALED CALCULATIONS AND DRAWINGS FOR ALL LIGHT GAGE
<br />STRUCTURAL ELEMENTS OF THE BUILDING, INCLUDING THE EXTERIOR
<br />METAL STUDS (CURTAIN WALL), AND ALL EXTERIOR CEILINGS.
<br />2. ALL STRUCTURAL STUDS AND JOISTS 22, 20, AND 18 GAUGES SHALL
<br />BE FORMED FROM GALVANIZED STEEL PER ASTM A653, G60 COATING
<br />MEETING THE REQUIREMENTS OF ASTM C955 WITH A YIELD STRENGTH
<br />OF 33,000 PSI.
<br />3. ALL STRUCTURAL STUDS AND JOISTS 16, 14, AND 12 GAUGES SHALL
<br />BE FORMED FROM GALVANIZED STEEL PER ASTM A653, G60 COATING
<br />MEETING ASTM C955, WITH YIELD STRENGTH OF 50,000 PSI.
<br />4. ALL STRUCTURAL TRACK AND BRIDGING SHALL BE FORMED FROM
<br />GALVANIZED STEEL PER ASTM A653, G60 COATING MEETING THE
<br />REQUIREMENTS OF ASTM C595, WITH YIELD STRENGTH OF 33,000 PSI.
<br />5. WITH EACH TYPE OF METAL FRAMING REQUIRED, PROVIDE
<br />MANUFACTURER'S STANDARD STEEL RUNNERS (TRACKS), BLOCKING,
<br />LINTELS, CLIP ANGELS, SHOES, REINFORCEMENTS, FASTENERS, AND
<br />ACCESSORIES AS RECOMMENDED BY MANUFACTURER FOR APPLICATIONS
<br />INDICATED, AS NEEDED TO PROVIDE A COMPLETE METAL FRAMING
<br />SYSTEM.
<br />6. PROVIDE GALVANIZED FINISH TO METAL FRAMING COMPONENTS
<br />COMPLYING WITH ASTM A653 FOR MINIMUM G 60 COATING. ATTACH
<br />SIMILAR COMPONENTS BY WELDING. ATTACH DISSIMILAR COMPONENTS
<br />BY WELDING, BOLTING OR SCREW FASTENERS, AS STANDARD WITH
<br />MANUFACTURER. ALL WELDING SHALL BE PERFORMED BY WELDERS
<br />CERTIFIED AND EXPERIENCED IN LIGHT GAGE STRUCTURAL STEEL
<br />FRAMING WORK.
<br />7. INSTALL METAL FRAMING SYSTEMS IN ACCORDANCE WITH
<br />MANUFACTURER'S PRINTED OR WRITTEN INSTRUCTIONS AND
<br />RECOMMENDATIONS, UNLESS OTHERWISE INDICATED.
<br />8. INSTALL CONTINUOUS TRACKS SIZED TO MATCH STUDS.
<br />9. SET STUDS PLUMB, EXCEPT AS NEEDED FOR DIAGONAL BRACING OR
<br />REQUIRED FOR NON -PLUMB WALLS OR WARPED SURFACED AND
<br />SIMILAR REQUIREMENTS.
<br />10. WHERE STUD SYSTEM ABUTS STRUCTURAL COLUMN OR WALLS,
<br />INCLUDING MASONRY WALL, ANCHOR ENDS OF STIFFENERS TO
<br />SUPPORTING STRUCTURE.
<br />11. SECURE STUDS TO TOP AND BOTTOM RUNNER TRACKS BY EITHER
<br />WELDING OR SCREW FASTENERS AT BOTH INSIDE AND OUTSIDE
<br />FLANGES.
<br />WOOD FRAMING NOTES:
<br />1. ALL WOOD FRAMING SHALL BE IN COMPLIANCE WITH THE LATEST NDS
<br />EDITION FOR WOOD CONSTRUCTION. DIMENSIONED LUMBER SHALL BE
<br />DRESSED S4S, AND SHALL BEAR THE GRADE STAMP OF THE
<br />MANUFACTURER'S ASSOCIATION.
<br />2. ALL LUMBER SHALL BE SOUND, SEASONED, AND FREE FROM WRAP.
<br />3. ALL FRAMING LUMBER SHALL BE SOUTHERN YELLOW PINE #2 OR
<br />BETTER.
<br />4. INTERIOR NON -LOAD BEARING WALLS SHALL BE UTILITY GRADE OR
<br />BETTER.
<br />5. MINIMUM OF 3-PLY STUD COLUMNS TO BE INSTALLED AT BEAM OR
<br />GIRDER TRUSS BEARING LOCATIONS UNLESS NOTED OTHERWISE.
<br />6. INSTALL BLOCKING IN ALL WALL STUDS OVER 8'-0" AT MID -HEIGHT,
<br />AND SHEATHING JOINT. BRACE GABLE END AT 4'-0" O.C. AS SHOWN
<br />IN THE DRAWINGS.
<br />7. ALL LUMBER IN CONTACT WITH MASONRY OR CONCRETE SHALL BE
<br />PRESSURE TREATED OR OF NATURAL DURABLE WOOD.
<br />8. PRESSURE TREATED LUMBER SHALL BE IMPREGNATED WITH AN
<br />APPROVED TREATMENT IN ACCORDANCE WITH F.S. 11-W-571 AND
<br />BARE THE AMERICAN WOOD PRESERVES INSTITUTE EQUALITY MARK
<br />LP-2.
<br />9. SHEATHING SHALL BE APA EXTERIOR GRADE RATED, AND INSTALLED
<br />WITH PLY -CLIPS AT 24" O.C. SEE NAILING SCHEDULE FOR SHEATHING
<br />CONNECTION.
<br />10. FLOOR SHEATHING SHALL BE A MINIMUM OF 5/8" TONGUE AND
<br />GROOVE TYPE SUPPORTED AT 24" O.C. MAX, UNLESS NOTED
<br />OTHERWISE IN PLAN.
<br />11. ALL NAILING AND BOLTING SHALL COMPLY WITH AMERICAN INSTITUTE
<br />OF TIMBER CONSTRUCTION REQUIREMENTS. ALL NAILS EXPOSED TO THE
<br />EXTERIOR SHALL BE GALVANIZED.
<br />12. ALL CONNECTION HARDWARE SHALL BE GALVANIZED AND SUPPLIED BY
<br />SIMPSON STRONG TIE OR APPROVED EQUAL. SUBMIT CUT SHEETS FOR
<br />ALL CONNECTION HARDWARE TO ENGINEER FOR APPROVAL. ALL NAIL
<br />HOLES SHALL BE FILLED OR AS REQUIRED BY THE MANUFACTURER TO
<br />ACHIEVE LOAD CAPACITY.
<br />13. BRACING: TEMPORARY BRACING OF THE ROOF SYSTEM SHALL BE
<br />INSTALLED PER HIB-91 RECOMMENDATIONS AND SHALL BE UTILIZED AS
<br />THE PERMANENT BRACING FOR THE ROOF SYSTEM, UNLESS NOTED
<br />OTHERWISE.
<br />14. ALL WOOD FRAMING SHALL BE IN COMPLIANCE WITH THE LATEST NDS
<br />EDITION FOR WOOD CONSTRUCTION.
<br />PRE-ENGINEERED WOOD PRODUCTS:
<br />1. ALL PRE-ENGINEERED WOOD PRODUCTS SHALL BE VERIFIED BY TRUSS
<br />MANUFACTURER. TRUSS MANUFACTURER SHALL HAVE THE AUTHORITY
<br />TO MAKE SUBSTITUTIONS FOR PRODUCTS SPECIFIED ON THE PLANS
<br />DUE TO AVAILABILITY OR ECONOMICS. CHANGES SPECIFIED BY THE
<br />TRUSS MANUFACTURER SHALL CONTROL CHANGES MADE AFTER TRUSS
<br />ENGINEERING HAS BEEN PROVIDED TO ENGINEER OF RECORD, MUST BE
<br />APPROVED BY THE ENGINEER OF RECORD.
<br />2. FRAMING PLAN IS DIAGRAMMATIC IN NATURE AND IS PROVIDED FOR
<br />ILLUSTRATION PURPOSES ONLY. TRUSS MANUFACTURER TO PROVIDE
<br />SEPARATE LAYOUT AND TRUSS COMPONENT DESIGN SIGNED AND
<br />SEALED BY A FLORIDA REGISTERED PROFESSIONAL ENGINEER.
<br />3. ALL PRE-ENGINEERED WOOD PRODUCTS ARE THE RESPONSIBILITY OF
<br />THE TRUSS MANUFACTURER. THE TRUSS ENGINEER IS A DELEGATED
<br />ENGINEER FOR THIS PROJECT, AND AS SUCH, IS RESPONSIBLE FOR THE
<br />VALIDITY OF THE COMPONENTS PROVIDED. FRAMING LAYOUTS SHOWN
<br />MAY BE CHANGED BY THE TRUSS MANUFACTURER. THE DELEGATE
<br />ENGINEER IS RESPONSIBLE FOR PROVIDING A FINAL SEALED SET OF
<br />ALL CALCULATIONS AND LAYOUTS FOR THIS PROJECT TO THE ENGINEER
<br />OF RECORD FOR REVIEW PRIOR TO MANUFACTURE OF SAID
<br />COMPONENTS. ENGINEER OF RECORD HAS NOT REVIEWED THE
<br />PRE-ENGINEERED TRUSS MANUFACTURER'S COMPONENTS AT THIS TIME
<br />AND RESERVES THE RIGHT TO MAKE ANY CHANGES AFTER SUCH
<br />INFORMATION HAS BEEN PROVIDED FOR REVIEW. CONTRACTOR, AS
<br />PROJECT COORDINATOR, SHALL BE RESPONSIBLE FOR INSURING
<br />INFORMATION REQUESTED ABOVE HAS BEEN SUBMITTED TO ENGINEER
<br />OF RECORD IN A TIMELY MANNER WHEN AVAILABLE.
<br />4. ALL PRE-ENGINEERED TRUSSES TO BE DESIGNED USING THE MOST
<br />RECENT TPI CRITERIA. TRUSSES TO BE HANDLED AND INSTALLED USING
<br />MOST RECENT HIB RECOMMENDATIONS. TEMPORARY AND PERMANENT
<br />BRACING SHALL BE PER MOST RECENT HIB RECOMMENDATIONS UNLESS
<br />NOTED OTHERWISE, OR MORE STRINGENT CODE REQUIREMENTS APPLY.
<br />TRUSS ENGINEER IS RESPONSIBLE FOR INDICATING ALL TRUSS TO
<br />TRUSS CONNECTORS, ALL COMPONENTS TO BE DESIGNED FOR BOTH
<br />GRAVITY AND UPLIFT LOAD CASES, INCLUDING BEAM COMPONENTS.
<br />5. UPON REVIEW, ENGINEER OF RECORD WILL PROVIDE A REVIEW LETTER
<br />INDICATING ANY CHANGE IN STRAPPING OR SUPPORT BASED ON THAT
<br />REVIEW. CONSTRUCTION COMMENCING PRIOR TO ENGINEER'S REVIEW IS
<br />SUBJECT TO MODIFICATION BASED ON REVIEW LETTER.
<br />ARMANDO A. CASTELLON, P.E.
<br />FL. LI C. No. 43453
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