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<br />GENERAL NOTES CONT.
<br />MASONRY CONT.
<br />20. PLACE MASONRY IN RUNNING BOND WITH 3/8 MORTAR JOINTS. PROVIDE COMPLETE
<br />COVERAGE FACE SHELL MORTAR BEDDING, HORIZONTAL AND VERTICAL. FULLY MORTAR
<br />WEBS IN ALL COURSES OF PIERS, COLUMNS, AND PILASTERS AND ADJACENT TO
<br />GROUTED CELLS.
<br />21. SEE DRAWINGS FOR MASONRY CONTROL JOINT LOCATIONS. SPACE AT 26'-0" O.C.
<br />UNLESS NOTED OTHERWISE,
<br />22. SUBMITTALS:
<br />A) SUBMIT PROPOSED GROUT MIX DESIGN PRIOR TO CONSTRUCTION.
<br />B) SUBMIT PROPOSED MORTAR MIX DESIGN PRIOR TO CONSTRUCTION.
<br />C) SUBMIT DETAILED SHOP DRAWINGS OF REINFORCING BARS SHOWING NUMBER,
<br />SIZE, AND LOCATION. INCLUDE BAR LISTS AND BEND DIAGRAMS. INCLUDE ALL
<br />REQUIRED DIMENSIONS AND ELEVATIONS.
<br />D) SUBMIT COMPRESSIVE STRENGTH TESTS OF PROPOSED MASONRY UNITS PRIOR
<br />TO CONSTRUCTION. MASONRY UNITS ARE TO BE TESTED IN ACCORDANCE WITH
<br />ASTM Cl 40.
<br />23. A QUALIFIED TESTING LABORATORY SHALL BE RETAINED TO PERFORM THE FOLLOWING
<br />TESTS:
<br />A) SAMPLE AND TEST GROUT IN ACCORDANCE WITH ASTM C1019 FOR EACH 5000
<br />SQ. FT. OF MASONRY.
<br />B) SLUMP TESTS - ASTM C143.
<br />C) MASONRY PRISM TEST IN ACCORDANCE WITH ASTM C1314. PROVIDE ONE SET
<br />OF 3 PRISMS PRIOR TO CONSTRUCTION AND DURING CONSTRUCTION FOR EACH
<br />5000 SQ. FT. OF WALL.
<br />24. PROVIDE 8" DEEP PRECAST REINFORCED CONCRETE LINTELS OVER ALL MASONRY
<br />OPENINGS NOT SHOWN TO HAVE A STRUCTURAL BEAM. MINIMUM END BEARING = 8".
<br />LINTEL WIDTH TO MATCH MASONRY WIDTH.
<br />25. TOPS OF PARTIALLY CONSTRUCTED WALLS SHALL BE COVERED WITH VISQUEEN
<br />WHENEVER RAIN OCCURS AND AT THE END OF THE WORK DAY.
<br />DRILL -IN BOLTS, SCREWS AND DOWELS
<br />1. ADHESIVE DOWELING RODS/BOLTS SHALL BE CARBON STEEL THREADED ROD
<br />CONFORMING TO ISO 898 5.8 WITH A MINIMUM TENSILE STRENGTH OF 72.5 KSI
<br />(50OMPa) AND A MINIMUM YIELD OF 58 KSI 40OMPa). THREADED RODS WITH NUTS
<br />AND WASHERS INSTALLED IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS.
<br />PROVIDE HILTI HY 200 SAFE SET (ESR 3187) OR RE 500 SD (ESR 2322) ANCHORS
<br />BY HILTI OR EQUAL (SIMPSON SET-XP, ATC ULTRABOND 365CC).
<br />2. ANCHORING ADHESIVE SHALL BE A TWO -COMPONENT SYSTEM SUPPLIED IN
<br />MANUFACTURER'S STANDARD SIDE -BY -SIDE FOIL PACKAGE AND DISPENSED THROUGH
<br />A STATIC -MIXING NOZZLE SUPPLIED BY THE MANUFACTURER. ADHESIVE SHALL BE
<br />TESTED AND APPROVED TO MEET THE MINIMUM REQUIREMENTS OF ACI 355.4 FOR
<br />CRACKED AND UNCRACKED CONCRETE RECOGNITION.
<br />3. DRILL -IN REBAR DOWELS SHALL BE SET USING A TWO-PART ADHESIVE AS DESCRIBED
<br />ABOVE.
<br />4. EXPANSION BOLTS SHALL BE HILTI KB TZ (ESR 1917) OR EQUAL. BOLT SHALL MEET
<br />DUCTILITY REQUIREMENTS OF ACI 318 SECTION D1.
<br />5. EXPANSION BOLTS SHALL HAVE CARBON STEEL ANCHOR BODY AND NUT AND WASHER
<br />SHALL BE ELECTROPLATED ZINC COATING CONFORMING TO ASTM B633 TO A MINIMUM
<br />OF 5pM. THE STAINLESS STEEL ANCHOR BODY, NUT AND WASHER, AND EXPANSION
<br />SLEEVE SHALL CONFORM TO TYPE 316 STAINLESS STEEL. EXPANSION ANCHORS SHALL
<br />MEET THE MINIMUM REQUIREMENTS OF ACI 355.2 FOR CRACKED AND UNCRACKED
<br />CONCRETE. INSTALL IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS.
<br />6. MASONRY SCREWS SHALL BE 1/4" DIAMETER WITH 1-5/8" MINIMUM EMBEDMENT
<br />INSTALLED IN DRILLED HOLES USING AN APPROPRIATE BIT DIAMETER.
<br />7. SCREWS SHALL HAVE A BODY MADE OF CARBON STEEL AND SHALL BE HEAT TREATED
<br />AND SHALL HAVE 8NM ZINC COATING IN ACORDANCE WITH EN ISO 4042. PROVIDE
<br />HUS EZ (ESR 3027) SCREWS BY HILTI OR EQUAL.
<br />8. HEAVY-DUTY CONCRETE AND MASONRY SCREWS SHALL BE TESTED AND APPROVED TO
<br />MEET THE MINIMUM REQUIREMENTS OF ACI 355.2. HILTI KWICK HUS EZ (ESR-3027
<br />FOR CONCRETE, ESR-3056 FOR GROUT FILLED MASONRY). HEAVY DUTY SCREWS BY
<br />HILTI OR EQUAL.
<br />9. THE CONTRACTOR SHALL ARRANGE FOR AN ANCHOR MANUFACTURER'S
<br />REPRESENTATIVE TO PROVIDE ONSITE INSTALLATION TRAINING FOR ALL OF THE
<br />ANCHORING PRODUCTS SPECIFIED. MCCARTHY AND ASSOCIATES TO RECEIVE
<br />DOCUMENTED CONFIRMATION THAT ALL OF THE CONTRACTOR'S PERSONNEL WHO ARE
<br />TO INSTALL ANCHORS ARE TRAINED PRIOR TO THE COMMENCEMENT OF INSTALLATION.
<br />STRUCTURAL STEEL
<br />1. STRUCTURAL STEEL SHALL CONFORM TO THE AISC "SPECIFICATION FOR BUILDINGS",
<br />LATEST EDITION.
<br />2. WELDED CONNECTIONS SHALL CONFORM TO THE LATEST REVISED CODE OF THE
<br />AMERICAN WELDING SOCIETY, AWS D1.1. ALL WELDING SHALL BE PERFORMED USING
<br />E70XX, LOW HYDROGEN ELECTRODES. ELECTRODES ARE TO BE PROTECTED FROM
<br />MOISTURE.
<br />3. CONNECTIONS TO SHEAR PLATE FRAMED BEAM CONNECTION PER AISC UNLESS NOTED
<br />OTHERWISE. ALL BOLTS TO BE 3/4" DIAMETER UNLESS NOTED OTHERWISE. SHOP
<br />CONNECTIONS MAY BE WELDED OR BOLTED. WELDS ARE TO BE EQUAL IN STRENGTH
<br />TO BOLTS. ALL FIELD CONNECTIONS ARE TO BE BOLTED WITH ASTM A325N OR A490
<br />BOLTS (BEARING TYPE BOLTS WITH THREADS IN THE SHEAR PLANE) INCLUDING
<br />SUITABLE NUTS AND PLAIN HARDENED WASHERS. ALL BOLTS SHALL BE TIGHTENED
<br />SNUG TIGHT UNLESS OTHERWISE NOTED. DESIGN CONNECTIONS FOR EITHER THE
<br />o ee
<br />SHEAR SHOWN ON THE DRAWINGS, A = N INDICATED S b K AT ENDS OF MEMBER OR
<br />55% OF THE MAXIMUM LOAD(IN KIP) LISTED IN THE TABLES FOR "MINIMUM TOTAL
<br />FACTORED UNIFORM LOADS IN KIPS FOR BRACED, SIMPLE SPAN BEAMS BENT ABOUT
<br />THE STRONG AXIS" OF THE LATEST EDITION OF THE AISC "MANUAL OF STEEL
<br />CONSTRUCTION".
<br />4. SIZE AND USE OF HOLES: SEE AISC TABLE J3.3.
<br />A) LARGER HOLES ARE PERMITTED IN STANDARD COLUMN BASE PLATES. MAXIMUM
<br />HOLE DIAMETER = BOLT DIAMETER + 3/8". HARDENED WASHERS, TO COVER
<br />THE LARGER HOLE, SHALL BE PROVIDED.
<br />B) LARGER HOLES ARE NOT PERMITTED IN WIND FRAME COLUMN BASE PLATES.
<br />MAXIMUM HOLE DIAMETER = BOLT DIAMETER + 1/16".
<br />C) SLOTTED HOLES: A PLATE WASHERS OR A CONTINUOUS BAR WITHSTANDARD
<br />HOLES, HAVING A SIZE SUFFICIENT TO COMPLETELY COVER THE SLOT AFTER
<br />INSTALLATION, AND A MIN. OF 5/16" THICK SHALL BE PROVIDED. TACK WELD
<br />NUT TO BOLT AFTER ERECTION.
<br />5. STEEL BEAMS SHALL BE FABRICATED WITH THE NATURAL CAMBER (WITHIN THE MILL
<br />TOLERANCE) LOCATED ABOVE THE HORIZONTAL CENTERLINE BETWEEN THE END
<br />CONNECTIONS.
<br />6. VERIFY THE EXACT SIZE AND LOCATION OF ALL FLOOR AND ROOF OPENINGS FOR
<br />MECHANICAL EQUIPMENT WITH THE MECHANICAL CONTRACTOR PRIOR TO FABRICATION
<br />OF MATERIALS.
<br />7. SHOP PRIME STEEL SURFACES EXCEPT THE FOLLOWING:
<br />A) SURFACES EMBEDDED IN CONCRETE OR MORTAR. EXTEND PRIMING OF PARTIALLY
<br />EMBEDDED MEMBERS TO A DEPTH OF 2 INCHES.
<br />B) SURFACES TO BE FIELD WELDED.
<br />C) SURFACES TO BE HIGH -STRENGTH BOLTED WITH SLIP -CRITICAL CONNECTIONS.
<br />D) SURFACES TO RECEIVE SPRAYED FIRE -RESISTIVE MATERIALS.
<br />E) GALVANIZED SURFACES.
<br />8. SURFACE PREPARATION: CLEAN SURFACES TO BE PAINTED. REMOVE LOOSE RUST
<br />AND MILL SCALE AND SPATTER, SLAG, OR FLUX DEPOSITS. PREPARE SURFACES
<br />ACCORDING TO THE FOLLOWING SPECIFICATIONS AND STANDARDS.
<br />9. PRIMING: IMMEDIATELY AFTER SURFACE PREPARATION, APPLY PRIMER ACCORDING TO
<br />MANUFACTURER'S WRITTEN INSTRUCTIONS AND AT RATE RECOMMENDED BY SSPC TO
<br />PROVIDE A DRY FILM THICKNESS OF NOT LESS THAN 1.5 MILS. USE PRIMING
<br />METHODS THAT RESULT IN FULL COVERAGE OF JOINTS, CORNERS, EDGES, AND
<br />EXPOSED SURFACES.
<br />A) STRIPE PAINT CORNERS, CREVICES, BOLTS, WELDS, AND SHARP EDGES.
<br />B) APPLY TWO COATS OF SHOP PAINT TO INACCESSIBLE SURFACES AFTER
<br />ASSEMBLY OR ERECTION. CHANGE COLOR OF SECOND COAT TO DISTINGUISH IT
<br />FROM FIRST.
<br />10. PRIME AND PAINT ALL FIELD WELDS AFTER INSPECTION.
<br />11. A QUALIFIED TESTING LABORATORY SHALL BE RETAINED TO PERFORM THE FOLLOWING
<br />TESTS.
<br />A) VISUALLY INSPECT ALL STEEL MEMBERS AND CONNECTIONS.
<br />B) TEST 50 PERCENT OF FULL PENETRATION WELDS.
<br />12. ONE COPY OF ALL TEST REPORTS SHALL BE SENT DIRECTLY TO OWNER, ARCHITECT,
<br />STRUCTURAL ENGINEER, AND GENERAL CONTRACTOR.
<br />13. STEEL SHALL CONFORM TO:
<br />WIDE FLANGE (WF)(WT) ------ ASTM A992 (50 KSI)
<br />SHAPES (L, C, MC) --------- ASTM A36
<br />HOLLOW STRUCTURAL SECTIONS (HSS)--- ASTM A500 GRADE B (RECTANGULAR 46
<br />KSI; ROUND 42 KSI)
<br />ANCHOR RODS --------------- ASTM F1554 (55 KSI W/S1 SUPPLEMENT)
<br />ANCHOR BOLTS -------------- ASTM A307
<br />FRAMING BOLTS ------------- ASTM A325N OR A490N
<br />SHEAR STUDS --------------- ASTM A108
<br />WELDING ELECTRODES -------- E70XX
<br />14, FASTENERS AND MATERIALS USED FOR WELDING OR OTHERWISE SECURING
<br />COMPONENTS ONE TO ANOTHER SHALL BE OF DOMESTIC (USA MADE) MANUFACTURE.
<br />SIMILARLY, ALL MATERIALS USED IN THE MANUFACTURING PROCESS SHALL BE FROM A
<br />DOMESTIC SOURCE.
<br />15. OPENINGS THROUGH STEEL BEAMS SHALL BE PROVIDED AS DETAILED ON THE
<br />DRAWINGS. ALL SUCH OPENINGS SHALL BE MACHINE CUT IN THE SHOP. ALL
<br />RECTANGULAR OPENINGS SHALL HAVE A CORNER RADIUS OF 2 TIMES THE WEB
<br />THICKNESS, 1 /2" MINIMUM.
<br />16. SHOP AND FIELD WELDS SHALL BE DONE BY A.W.S. CERTIFIED WELDERS. PROVIDE
<br />CURRENT CERTIFICATES UPON REQUEST.
<br />17. NO SPLICES SHALL BE PERMITTED IN ANY STRUCTURAL STEEL MEMBER UNLESS
<br />SHOWN ON APPROVED SHOP DRAWINGS.
<br />18. STEEL STAIRS AND/OR LADDERS SHALL BE DESIGNED FOR 100 PSF LIVE LOAD BY A
<br />LICENSED DELEGATED ENGINEER, WHO SHALL SUBMIT SIGNED AND SEALED SHOP
<br />DRAWINGS. SHOP DRAWINGS SHALL SPECIFY ALL DESIGN LOADS.
<br />1 1 2 1 3 4 5
<br />THE DESIGN AND CONCEPTS DEPICTED HEREWITH ARE THE SOLE PROPERTY OF ROBERT REID WEDDING ARCHITECTS & PLANNERS, AIA, INC.
<br />NO REPRODUCTION, REVISIONS OR REUSE OF THIS DRAWING IS AUTHORIZED WITHOUT SPECIFIC WRITTEN PERMISSION. ALL RIGHTS RESERVED.
<br />19. SUBMITTALS: CONTRACTOR SHALL SUBMIT DETAILED SHOP DRAWINGS SHOWING ALL
<br />STRUCTURAL STEEL LAYOUTS AND DETAILS, SIZES OF MEMBERS, TYPE OF STEEL,
<br />CONNECTION DETAILS, WELDS, BOLTS, ETC., AS REQUIRED TO FABRICATE AND ERECT
<br />ALL STRUCTURAL STEEL FRAMING. ALL CONNECTIONS NOT SHOWN ON THE
<br />STRUCTURAL DRAWINGS SHALL BE DESIGNED BY THE DETAILER AND SUBMITTED ON
<br />SHOP DRAWINGS, SIGNED AND SEALED BY A REGISTERED FLORIDA DELEGATED
<br />ENGINEER.
<br />20. NON -SHRINK GROUT SHALL BE: NONMETALLIC SHRINKAGE -RESISTANT GROUT,
<br />PREMIXED, NON -CORROSIVE, NON -STAINING PRODUCT CONTAINING SELECTED SILICA
<br />SANDS, PORTLAND CEMENT, SHRINKAGE COMPENSATING AGENTS, PLASTICIZING AND
<br />WATER -REDUCING AGENTS, COMPLYING WITH CRD-C621, CORPS OF ENGINEERS.
<br />21. IF NOT SPECIFIED ON THE DRAWINGS, THE THROAT SIZE OF ANY FILLET WELD SHALL
<br />BE EQUAL TO 1/16" LESS THAN THE THINNEST CONNECTION COMPONENT.
<br />22. NO FIELD WELDING OF GALVANIZED MEMBERS IS PERMITTED.
<br />23. MINIMUM EMBEDMENT DEPTH OF ANCHOR BOLTS 3" FROM BOTTOM OF FOOTING.
<br />24. ERECTION
<br />A) BEFORE ERECTION, THE CONTRACTOR IS TO REMOVE ALL MUD, DIRT OR OTHER
<br />FOREIGN MATTER, WHICH ACCUMULATES DURING HANDLING AND STORAGE.
<br />B) DRIFTING TO ENLARGE UNFAIR HOLES WILL NOT BE PERMITTED. DRILL SUCH
<br />HOLES TO ACCOMMODATE THE NEXT LARGER SIZE FASTENER, WHERE POSSIBLE.
<br />C) AFTER ERECTION, CLEAN FIELD WELDS, BOLTED CONNECTIONS, AND ABRADED
<br />AREAS WHERE SHOP COAT HAS BEEN DAMAGED. SPOT AND PRIME AREAS USING
<br />SAME MATERIAL AS SHOP COAT.
<br />D) SET ALL MEMBERS SO THAT, IN THEIR FINAL LOCATION, LEVEL, PLUMBNESS AND
<br />ALIGNMENT ARE WITHIN THE TOLERANCES PRESCRIBED BY AISC CODE.
<br />E) DOUBLE CONNECTIONS THROUGH COLUMN WEBS OR AT BEAMS THAT FRAME
<br />OVER THE TOPS OF COLUMNS MUST BE DESIGNED TO HAVE AT LEAST ONE
<br />INSTALLED BOLT REMAIN IN PLACE TO SUPPORT THE FIRST BEAM WHILE THE
<br />SECOND BEAM IS BEING ERECTED. ALTERNATIVELY, THE FABRICATOR MUST
<br />SUPPLY A SEAT OR EQUIVALENT DEVICE WITH A MEANS OF POSITIVE
<br />ATTACHMENT TO SUPPORT THE FIRST BEAM WHILE THE SECOND BEAM IS BEING
<br />ERECTED.
<br />OPEN WEB STEEL JOISTS
<br />1. STEEL JOIST MANUFACTURER SHALL BE A MEMBER OF THE STEEL JOIST INSTITUTE.
<br />2. STEEL JOISTS SHALL CONFORM TO THE REQUIREMENTS OF THE LATEST EDITION OF
<br />THE AISC STANDARD SPECIFICATIONS FOR OPEN WEB STEEL JOISTS K SERIES AND
<br />OSHA STEEL ERECTION STANDARD.
<br />3. JOISTS AND ALL ACCESSORIES SHALL BE DESIGNED BY A LICENSED DELEGATED
<br />ENGINEER WHO SHALL PREPARE DESIGN CALCULATIONS AND SUPERVISE THE
<br />PREPARATION OF SHOP DRAWINGS.
<br />4. C D WE U VERIFY THE EXACT LOCATION AN WEIGHT OF ALL MECHANICAL EQUIPMENT WITH THE
<br />Q
<br />MECHANICAL CONTRACTOR PRIOR TO FABRICATION OF JOISTS.
<br />5. ALL HANGERS TO SUPPORT MECHANICAL EQUIPMENT, ETC., TO BE SUPPORTED BY
<br />THE TOP OR BOTTOM CHORD OF JOISTS SHALL BE LOCATED AT THE PANEL POINT OF
<br />THE JOIST. IF HANGERS MUST BE LOCATED IN BETWEEN PANEL POINTS, PROVIDE
<br />JOIST STIFFENER AS INDICATED IN DETAILS, ALL HANGERS TO BE LOCATED AT THE
<br />CENTERLINE OF THE BOTTOM CHORD MEMBER.
<br />6. NO MODIFICATION THAT AFFECTS THE STRENGTH OF A STEEL JOIST SHALL BE MADE
<br />WITHOUT THE APPROVAL OF THE DELEGATED ENGINEER.
<br />7. DELEGATED ENGINEER SHALL DESIGN JOISTS AND BRIDGING FOR GRAVITY LOADS AND
<br />WIND LOAD UPLIFT PRESSURES INDICATED ON THE DRAWINGS.
<br />8. JOIST BRIDGING SHALL BE FURNISHED AND INSTALLED TO MEET THE DESIGN AND
<br />SPACING REQUIREMENTS OF THE SJI STANDARD SPECIFICATIONS. ALL BRIDGING AND
<br />BRIDGING ANCHORS SHALL BE COMPLETELY INSTALLED BEFORE CONSTRUCTION LOADS
<br />ARE PLACED ON THE JOISTS.
<br />9. WHERE COLUMNS ARE NOT FRAMED IN AT LEAST TWO DIRECTIONS WITH SOLID WEB
<br />BEAMS, A STEEL JOIST SHALL BE FIELD -BOLTED AT THE COLUMN TO PROVIDE
<br />LATERAL STABILITY DURING ERECTION.
<br />10. A 6"X6" MINIMUM VERTICAL STABILIZER PLATE TO RECEIVE THE JOIST BOTTOM CHORD
<br />MUST BE PROVIDED AT COLUMNS. THE STABILIZER PLATE MUST HAVE A 13/16 INCH
<br />HOLE FOR THE ATTACHMENT OF GUYING OR PLUMBING CABLES.
<br />11. JOISTS AND ACCESSORIES SHALL HAVE ONE SHOP COAT OF PAINT MEETING THE
<br />MINIMUM PERFORMANCE REQUIREMENTS OF THE LATEST SJI SPECIFICATIONS. SEE
<br />ARCHITECT FOR PREFERRED COLOR.
<br />12. SEE PLAN FOR ANY CONCENTRATED LOADS OR UNUSUAL CONDITIONS. ALL JOISTS
<br />SUBJECT TO SPECIAL LOADS OR CONDITIONS SHALL BE CONSIDERED "SPECIAL
<br />JOISTS", (SP).
<br />13. CONTRACTOR SHALL SUBMIT DETAILED SHOP DRAWINGS SHOWING JOISTS, BRIDGING,
<br />AND ALL CONNECTIONS. SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY THE
<br />DELEGATED ENGINEER.
<br />14. THE DELEGATED ENGINEER MUST BE PROVIDED WITH A COPY OF THESE DRAWINGS
<br />AND SPECIFICATIONS.
<br />15. PROVIDE ONE ROW UPLIFT BRIDGING AT THE FIRST PANEL POINT FROM EACH
<br />SUPPORT.
<br />16. DURING THE CONSTRUCTION PERIOD, THE CONTRACTOR SHALL PROVIDE MEANS FOR
<br />ADEQUATE DISTRIBUTION OF CONCENTRATED LOADS SO THAT THE CARRYING CAPACITY
<br />OF ANY JOIST IS NOT EXCEEDED.
<br />17. ONE END OF ALL JOISTS SHALL BE ATTACHED TO ITS SUPPORT IN ACCORDANCE WITH
<br />SJI SPECIFICATIONS BEFORE ALLOWING THE WEIGHT OF AN ERECTOR ON THE JOISTS.
<br />18. SEE STANDARD JOIST SPECIFICATIONS FOR CAMBER REQUIREMENTS.
<br />19. SUBMIT COMPLETE SHOP DRAWINGS FOR ALL JOISTS AND ACCESSORIES, AND A
<br />LETTER, SIGNED AND SEALED BY THE DELEGATED ENGINEER, CONFIRMING COMPLIANCE
<br />WITH THE DESIGN CRITERIA AND ALL APPLICABLE CODES.
<br />METAL DECKING
<br />1. METAL DECK WORK SHALL CONFORM TO THE REQUIREMENTS OF THE STEEL DECK
<br />INSTITUTE.
<br />2. METAL ROOF DECK SHALL BE 1 1 /2" DEEP, 22 GA., WIDE RIB TYPE B AND
<br />GALVANIZED. (VULCRAFT 1.51322 OR EQUIVALENT.)
<br />3. FASTEN ROOF DECK WITH #12 TEK SCREWS AT EACH SUPPORT PER 36" WIDTH AND
<br />#12 TEK SCREWS AT MIDSPAN OF SIDELAPS AS INDICATED ON PLANS.
<br />4. MINIMUM FASTENING AT BUILDING PERIMETER OF DECK SHALL BE 5/8" DIAMETER
<br />PUDDLE WELDS AT 6" O.C.
<br />5. METAL DECK AND SHEET METAL COATING DESIGNATION G60.
<br />6. INSTALL ALL DECKING 3 SPAN CONTINUOUS.
<br />7. USE WELD WASHERS FOR ALL DECKING 24 GA. AND THINNER.
<br />8. DO NOT HANG OR ATTACH DUCTWORK, CONDUIT, PIPING, EQUIPMENT, CEILINGS, ETC.
<br />FROM METAL DECKING.
<br />9. ROOF DECK OPENINGS 12" DIAMETER OR LARGER ARE TO HAVE SUPPORT ANGLES
<br />PER TYPICAL DECK OPENING DETAIL, INCLUDING OPENINGS FOR ROOF SUMP PANS.
<br />10. PRIME AND PAINT ALL FIELD WELDS AFTER INSPECTION WITH A GALVANIZED
<br />TOUCH-UP PAINT. (SEE NOTE BELOW)
<br />11. SUBMITTALS: CONTRACTOR SHALL SUBMIT DETAILED SHOP DRAWINGS SHOWING LAYOUT
<br />OF DECK, TYPE OF DECK, ALL CONNECTIONS INCLUDING END WELDS, SEAM WELDS,
<br />INTERMEDIATE WELDS, AND ALL ACCESSORY MATERIAL SUCH AS CLOSURES, SUMPS
<br />FOR DRAINS, ETC.
<br />12. A QUALIFIED TESTING LABORATORY SHALL BE RETAINED TO VISUALLY INSPECT ALL
<br />DECK WELDS AND FASTENERS.
<br />COLD -FORM STEEL FRAMING
<br />1. STEEL FRAMING SHALL CONFORM TO THE A.I.S.I. "SPECIFICATION FOR THE DESIGN OF
<br />COLD -FORMED STEEL STRUCTURAL MEMBERS".
<br />2. COLD -FORMED STEEL FRAMING SYSTEM, INCLUDING STUDS, TRUSSES, CONNECTIONS,
<br />AND ALL ACCESSORIES, SHALL BE DESIGNED BY A DELEGATED ENGINEER WHO SHALL
<br />PREPARE CALCULATIONS AND SUPERVISE THE PREPARATION OF SHOP DRAWINGS.
<br />3. WELDED CONNECTIONS SHALL CONFORM TO "CODE FOR WELDING IN BUILDING
<br />CONSTRUCTION, AWS D1.3".
<br />4. ASTM A_568 STANDARD SPECIFICATION FOR GENERAL REQUIREMENTS FOR STEEL,
<br />CARBON AND HIGH STRENGTH LOW -ALLOY HOT ROLLED SHEET AND COLD ROLLED
<br />SHEET.
<br />5. ALL STEEL FRAMING SHALL BE INSTALLED BY PERSONNEL EXPERIENCED IN LIGHT
<br />GAUGE STEEL FRAMING INSTALLATION.
<br />6. WHERE STEEL FRAMING MEMBERS ARE COMPONENTS OF ASSEMBLIES INDICATED FOR
<br />A FIRE -RESISTANCE RATING, INCLUDING THOSE REQUIRED FOR COMPLIANCE WITH
<br />GOVERNING REGULATIONS, PROVIDE MEMBERS WHICH HAVE BEEN APPROVED BY
<br />GOVERNING AUTHORITIES HAVING JURISDICTION.
<br />7. PROTECT LIGHT GAUGE STEEL FRAMING MEMBERS FROM RUSTING AND DAMAGE.
<br />DELIVER TO PROJECT SITE IN BUNDLES, FULLY IDENTIFIED WITH NAME, BRAND, TYPE
<br />AND GRADE. STORE OFF GROUND IN A DRY VENTILATED SPACE OR PROTECT WITH
<br />SUITABLE WATERPROOF COVERINGS.
<br />8. WITH EACH TYPE OF STEEL FRAMING REQUIRED, PROVIDE MANUFACTURER'S STANDARD
<br />STEEL RUNNERS (TRACKS), BLOCKING, LINTELS, CLIP ANGLES, BRACING,
<br />REINFORCEMENTS, FASTENERS, AND ACCESSORIES AS RECOMMENDED BY
<br />MANUFACTURER FOR APPLICATIONS INDICATED, AS NEEDED TO PROVIDE A COMPLETE
<br />STEEL FRAMING SYSTEM.
<br />9. FABRICATE METAL FRAMING COMPONENTS OF STRUCTURAL QUALITY SHEET STEEL
<br />WITH A MINIMUM YIELD POINT OF 50,000 PSI FOR STUDS, AND 33,000 PSI FOR
<br />RUNNERS; ASTM A653.
<br />10. PROVIDE GALVANIZED FINISH TO METAL FRAMING COMPONENTS COMPLYING WITH ASTM
<br />A525 WITH A G60 COATING.
<br />11. PROVIDE MANUFACTURER'S STANDARD STRUCTURAL "CEE" SHAPED STEEL STUDS OF
<br />SIZE, SHAPE, AND GAUGE INDICATED, WITH A NOMINAL 1-5/8" FLANGE AND MINIMUM
<br />1/2" FLANGE RETURN LIP BY DIETRICH INDUSTRIES, INC. OR PRIOR APPROVED
<br />EQUAL.
<br />12. THE EXTERIOR WALL SYSTEM SHALL BE DESIGNED TO WITHSTAND BOTH POSITIVE AND
<br />NEGATIVE WIND PRESSURE WITH A MAXIMUM DEFLECTION BASED UPON THE
<br />APPLICABLE CODE AND MATERIAL REQUIREMENTS OF THE VENEER, BUT SHALL NOT
<br />EXCEED L/360.
<br />13. FRAMING COMPONENTS MAY BE PREFABRICATED INTO PANELS PRIOR TO ERECTION.
<br />FABRICATE PANELS PLUMB, SQUARE, TRUE TO LINE AND BRACED AGAINST RACKING
<br />WITH JOINTS WELDED. PERFORM LIFTING OF PREFABRICATED PANELS IN A MANNER TO
<br />PREVENT DAMAGE OR DISTORTION.
<br />I
<br />14. INSTALL METAL FRAMING SYSTEMS IN ACCORDANCE WITH REVIEWED SHOP DRAWINGS.
<br />15. INSTALL CONTINUOUS TRACKS SIZED TO MATCH STUD DEPTH. ALIGN TRACKS
<br />ACCURATELY TO LAYOUT AT BASE AND TOPS OF STUDS. SECURE TRACKS AS
<br />RECOMMENDED BY STUD MANUFACTURER FOR TYPE OF CONSTRUCTION INVOLVED,
<br />EXCEPT DO NOT EXCEED 24" O.C. SPACING FOR NAIL OR POWDER -DRIVEN
<br />FASTENERS, OR 16" O.C., FOR OTHER TYPES OF ATTACHMENT. PROVIDE FASTENERS
<br />AT CORNERS AND ENDS OF TRACKS.
<br />16. WHERE REQUIRED, TEMPORARY BRACING SHALL BE PROVIDED UNTIL ERECTION IS
<br />COMPLETED.
<br />17. RESISTANCE TO BENDING AND ROTATION ABOUT THE MINOR AXIS SHALL BE PROVIDED
<br />BY MECHANICAL LATERAL BRACING WHERE REQUIRED.
<br />18. ATTACHMENTS OF SIMILAR COMPONENTS SHALL BE DONE BY WELDING, SCREW
<br />ATTACHMENT, OR BOLTING. WIRE TYING OF FRAMING COMPONENTS SHALL NOT BE
<br />PERMITTED.
<br />19. WELDING OF MEMBERS LIGHTER THAN 18 GAUGE SHALL NOT BE PERMITTED.
<br />20. SPLICES SHALL NOT BE PERMITTED.
<br />21. PROVIDE HORIZONTAL BLOCKING BETWEEN EACH STUD AT 4'-0" ON CENTER MAXIMUM
<br />OR AT EACH SHEATHING JOINT.
<br />22. FULLY INSTALL ALL BRIDGING BEFORE APPLYING LOADS.
<br />23. STEEL TRUSSES:
<br />A) TRUSS ERECTOR IS RESPONSIBLE FOR ALL TEMPORARY BRIDGING OF THE TRUSS
<br />SYSTEM DURING CONSTRUCTION.
<br />B) TRUSSES SHALL BE DESIGNED SO THAT NO HORIZONTAL REACTIONS ARE
<br />IMPOSED ON THE SUPPORTING STRUCTURE UNDER VERTICAL LOAD.
<br />C) PREFABRICATED TRUSSES AND PANELS SHALL BE SQUARE AND BRACED AGAINST
<br />RACKING.
<br />D) TRUSS MANUFACTURER SHALL PROVIDE A BENT PLATE 3" X 3" X 14 GAUGE
<br />TYPICAL AT ALL RIDGE AND VALLEY LINES. PROVIDE CONTINUOUS DECK SUPPORT
<br />BETWEEN TRUSSES AT ALL HIPS, RIDGES, VALLEYS, AND CHANGES IN ROOF
<br />SLOPE.
<br />24. CONTRACTOR TO SUBMIT THE FOLLOWING:
<br />A) SUBMIT COMPLETE STRUCTURAL CALCULATIONS FOR THE STEEL FRAMING SYSTEM.
<br />CALCULATIONS SHALL COVER ALL STUDS, JAMB STUDS, RUNNER TRACK, BRACING,
<br />ATTACHMENT OF LIGHT GAUGE FRAMING TO LIGHT GAUGE FRAMING, AND
<br />ATTACHMENT OF LIGHT GAUGE FRAMING TO CONCRETE OR STRUCTURAL STEEL.
<br />B) SUBMIT DETAILED SHOP DRAWINGS FOR STEEL FRAMING SHOWING THE TYPE AND
<br />SPACING OF ALL MEMBERS. ALL ATTACHMENTS SHALL BE CLEARLY DETAILED ON
<br />THE DRAWINGS. INDICATED SUPPLEMENTAL STRAPPING, BRACING, CLIPS, AND
<br />OTHER ACCESSORIES REQUIRED FOR PROPER INSTALLATION.
<br />C) SUBMIT CERTIFICATION OF MATERIALS FROM THE MANUFACTURER TO SHOW
<br />COMPLIANCE WITH THESE SPECIFICATIONS AND RELATED DRAWINGS.
<br />25. SUBMITTALS SHALL BEAR THE SEAL OF THE DELEGATED ENGINEER.
<br />26. SUBMITTED SHOP DRAWINGS MUST BE CHECKED AND SIGNED BY THE GENERAL
<br />CONTRACTOR.
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<br />12 1 sheet no.
<br />GENERAL NOTES
<br />SCALE: AS NOTED S01.01
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