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LIGHT GAGE COLD FORMED STEEL ROOF TRUSS SHOP DRAWING NOTES:
<br />"SPECIALTY" DELEGATED STRUCTURAL ENGINEER NOM
<br />PLAIN & REINFORCED MASONRY NOTES CONTINUE THIS SHEET.
<br />34. GENERALLY, REINFORCING SHALL NOT BE CUT TO ACCOMMODATE THE INSTALLATION OF
<br />EMBEDS, ANCHORS, SLEEVES ANDfOR OTI IER ITEMS. WHERE SUCI I IS UNAVOIDABLE,
<br />NOTIFY THE STRUCTURAL ENGINEER OF THE INTENTION TO DO SO, AND PROVIDE ONE
<br />ADDITIONAL BAR EACH SIDE OF THE BAR WHICH WAS CUT, SIZE OF ADD BARS SHALL
<br />MATCH SIZE OF ORIGINAL BAR AND LENGTH SHALL BE ADEQUATE TO AT LEAST PROVIDE
<br />FOR A 48 X BAR DIAMETER LAP (OR EMBEDMENT) EACH SIDE OF THE BAR WHICH WAS CUT.
<br />35. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE PROPER DESIGN AND CONSTRUCTION
<br />OF ALL NECESSARY FORMWORK, SHORING AND RESHORING. THE DESIGN SHALL BE
<br />PREPARED BY A PROFESSIONAL ENGINEER CURRENTLY REGISTERED IN THE STATE OF
<br />INTENDED CONSTRUCTION OF THE PROJECT AND ERECTION DRAWING SHALL BEAR HIS
<br />SEAL, SIGNATURE AND THE DATE. ERECTION DRAWINGS SHALL BE SUBMI I I ED TO THE
<br />RESPONSIBLE BUILDING AUTHORITY.
<br />36. THE CONTRACTOR SHALL BE RESPONSIBLE TO PROVIDE FOR PROPER STORAGE OF
<br />MASONRY MATERIALS ON THE CONSTRUCTION SITE AND TO ASSURE THAT THE MATERIALS
<br />AND CMU's REMAIN CLEAN AND DRY AT ALL TI MES PRIOR TO PLACEMENT.
<br />37. WHILE MASONRY WALLS ARE BEING CONSTRUCTED, 17 IS THE RESPONSIBIL17Y OF THE
<br />MASON TO BE SURE THAT THE WALLS ARE COVERED AT ALL TIMES (WHEN NOT BEING
<br />WORKEDON). THE COVERING CAN BE PLASI IC, CANVAS OR 01 HER SUITABLE
<br />WATERPROOF MATERIAL THAT NOT ONLY COVERS THE TOP OF THE WALL, BUT ALSO
<br />PROJECI[S DOWN AT LEAST TWO FEET ON EACH SIDE OF THE WALL. THIS IS 10 ENSURE
<br />THAT WATER DOES NOT ENTER THE OPEN CELLS AND THAT THE WALLS DO NOT BECOME
<br />SATURATED. PARTIALLY COMPLETED MASONRY WALLS THAT ARE EXPOSED TO RAIN
<br />MAY BECOME SO SATURATED WITH WATER THAT THEY TAKE MONTHS TO DRY OUT. THIS
<br />CAN ALSO CAUSE EFFLORESCENCE. IN ADDITION, SATURATION OF MASONRY WALLS WILL
<br />INCREASE THE AMOUNT OF SHRINKAGE CRACKING IN THE WALLS AND THE CONTRACTOR
<br />AND MASON WILL BE RESPONSIBLE TO REMEDIATE THE CRACKING SITUATION.
<br />STRUCTURAL STEEL -GENERAL NOTES:
<br />1. ALL STRUCTURAL STEEL WORK SHALL BE DETAILED, FABRICATED AND ERECTED IN
<br />ACCORDANCE WITH THE THIRTEENTH ED17ION OF THE A.I.S.C. STEEL CONSTRUCTION
<br />MANUAL WITH THE "SPECIFICATION FOR THE DESIGN OF STEEL BUILDINGS" AND "CODE OF
<br />STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES".
<br />2. A. ALL ROLLED WIDE FLANGE STEEL SHAPES SHALL CONFORM TO ASTM SPECIFICATION
<br />A-992 (Fy=50KSI) UNI FSS NOTED OTHERWISE
<br />B. ALL OTHER STRUCTURAL STEEL S1 TAPES &PLATE SHALL CONFORM TO ASTM
<br />SPECIFICATION A-36 (Fy--36KSI MIN.) UNLESS NOTED OTHERWISE.
<br />3. ALL ROUND HISS STEEL PIPE COLUMNS SHALL CONFORM TO ASTM SPECIFICATION A-501
<br />(Fy=36KSI) OR ASTM A-53, TYPES E OR S, GRADE B (Fy=35KSI).
<br />4. ALL FISS (T.S.) STEEL TUBE SECTIONS SHALL CONFORM TO ASTM SPECIFICATION A-50
<br />GRADE B (Fy=46 KSI).
<br />NOTE: ALL FASTENERS AND MATERIALS USED FOR WELDI NG OR OTHER
<br />CONNECTIONS CF STRUCTURAL STEEL FRAMING MEMBERS AND COMPONENTS
<br />SHALL BEOF DOMESTIC MANUFACTURE. LIKEWISE, ALL MATERIALS USED IN
<br />THE MANUFACTURING PROCESS OF CONNECTION COMPONENTS SHALL BE
<br />FROM A DOMESTIC SOURCE.
<br />5. ALL ANCHOR BOLTS SHALL CONFORM TO ASTM SPECIFICATION A-36 (Fy=36 KS1), (Fu=58 KSI),
<br />(U.N.O.).
<br />6. ALL STRUCTURAL CONNECTION BOLTS SHALL BE CONFORM TO ASTM SPECIFICATION A-325
<br />(Fu=120 KSI), (U.N.O.).
<br />7. "HSA" HEADED 51 LID ANCHORS SHALL BE MADE FROM COLD FORMED BAR SIOUK
<br />CONFORMING TO ASTM A108, GRADES 1C10 THRU 1020 INCLUSIVE AS MANUFACTURED BY
<br />NELSON STLin
<br />8. PAINT (IN FAB SHOP) ALL STRUCTURAL STEEL EXCEPT FOR SURFACES TO BE EMBEDDED IN
<br />CONCRETE, FIELD WELDED, OR COVERED WITH SPRAY ON FIRE PROOFING, APPLY PAINT IN
<br />ACCORDANCE WITH SSPCPA1, SHOP FI ELD AND MAINTENANCE PAINTING, APPLY PAINT IN
<br />SUFFICIENT COLUMN OR COATS TO PROVIDE A MINIMUM DRY FILM THICKNESS OF AT LEAST
<br />3MILSBUTNOTMORETHAN4MILS. PREPARE STEEL SURFACE IN ACCORDANCE WITH
<br />SSPC SP3 POWER TOOL CLEAN] NG. ANY METHOD IN CONFORMANCE WITH SSPC
<br />SPECIFICATION OF HIGI IER QUALITY THAN LISTED WILL BE ACCEPTABLE. AT THE
<br />ON WHEEL ABRATOR MAY BE USED FOR PREPARATION OF STEEL
<br />SURFACES, PROVIDING RESULTANT SURFACE IS EQUAL IN ALL RESPECTS TO THOSE
<br />REQUIRED. FIELD TOUCH-UP OF PAINT IS REQUIRED PRIMING AND PAINTING OF ALL FIELD
<br />WELDS IS REQUIRED AFTER COMPLETION OF INSPECTIONS.
<br />9. ALL STRUCTURAL STEEL HAVING EXTERIOR EXPOSURE SHALL BE HOT DIP GALVANIZED
<br />UNLESS OTHERWISE INDICATED.
<br />10, ALL BOLT ED CONNEU f IONS SHALL BE A-32b IYPE N. (U.N.U.). TIGHTENING OF BOLTS I 0
<br />BE BY AISC'7URN OF THE NUT" METHOD OR APPROVED DI RECT TENSION INDICATOR.
<br />(AISC "SNUG TIGHT"TIGHTENING IS PERMISSIBLE). BOLTED CONNECTIONS SHALL
<br />CONFORM TO THE REQUIREMENTS OF THE "SPECIFICATICIN FOR STRUCTURAL JOINTS
<br />USING ASTM A-325 OR A-490 BOLTS" AS APPROVED BY THE RESEARCH COUNCIL ON
<br />STRUCTURAL CONNECTIONS.
<br />11. PROVIDE WASHERS TO MATCH BOLT STRENGTH FOR ALL STRUCTURAL BOLTS (ON THE
<br />SIDE OF THE TURNED ELEMENT). PROVIDE WASHERS BOTH NUT AND HEAD SIDE OF BOLTS
<br />FOR SLOTTED AND LONG SLOTTED HOLES.
<br />12. WELDING SHALL CON70RM TO THE LATEST EDITION OF THE CODE OF THE AMERICAN
<br />WELDING SOCIFTY, AWS D1 1
<br />13. ALLWELDING SHALL BE DONE BY CERTIFIED WELDERS WHO HAVE QUALIFIED BY TEST AS
<br />PER AWS "STANDARD QUALIFICATION PROCEDURE" AND SHALL HAVE CERTIFICATES
<br />AVAILABLE ON THE JOB SITE FOR INSPECTION.
<br />14. ALL WELDING SHALL BE DONE UTILIZING E-70 ELECTRODES AND SHALL BE DONE IN
<br />ACCORDANCE WITH AWS D1. 1, LATEST EDITION, "CODE FOR WELDING IN BUILDING
<br />CONSTRUCTION". MINIMUM WELD SIZE SHALL BE PER AISC 1.17.2. UNLESS OTHERWISE
<br />NOTED, ALL WELDS SHALL BE CONTINUOUS.
<br />15. ALL WELDS SHALL BE INSPECTED AND CERTIFIED BY AN "AWS - (CWI) CERTIFIED WELDING
<br />INSPECTOR", HOLDING CURRENT CERTIFICATION IN ACCORDANCE WITH THE AWS QCI
<br />PROGRAM WHO SHALL BE RETAINED BY THE CONTRACTOR. THE TESTING LABORATORY
<br />SHALL PROVIDE EVIDENCE OF CURRENT CERTIFICATION OF THE WELDING INSPECTOR
<br />PRIOR TO FIRST SITE VISIT. INSPEC71ON 13Y NON CERTIFIED INSPECTORS WILL NOT BE
<br />ACCEPTABLE!
<br />A. INSPECTION SHALL BE IN ACCORDANCE WITH AWS STRUCTURAL WELDING CODE.
<br />B. VISUALLY INSPECT ALL FIELD -WELDED CONNECTIONS. VISUAL INSPECTION OF WELDED
<br />JOINTS INCLUDES PERIODIC EXAMINA71ON OF FITUP.
<br />C. ULTRASONICALLY INSPECT 100% OF THE COMPLETE PENETRATION WELDS.
<br />D. REVIEW APPROVED WELDING PROCEDURES. VERIFY THAT WELDING PROCEDURES
<br />ARE BEING ADHERED TO DURING FIELD WELDING-
<br />E. VERIFYWELDER QUALIFICATIONS-
<br />16. SUBMIT SHOP DRAWINGS TO THE ARCHITECT FOR HIS REVIEW. SHOP DRAWINGS SHALL
<br />INCLUDE ALL STRUCTURAL STEEL MEMBERS, SIZES, LAYOUT, CONNECTIONS, WELDS, TYPE
<br />OF STEEL, BOLTS, ETC., REQUIRED TO FABRICATE AND ERECT THE STEEL FRAMING. SHOP
<br />DRAWINGS SUBMITTAL SHALL FOLLOW INSTRUCTIONS GIVEN IN THE SHOP DRAWING
<br />NOTES.
<br />17. PRIOR TO FABRICATION, VERIFY EXACT SIZE AND LOCATION OF ALL ROOF
<br />OPENINGS WITT I ARCHITECT, MECHANICAL ENGINEER AND MECHANICAL CONTRACTOR.
<br />18. PRIOR TO FABRICATION, GENERAL CONTRACTOR ANDIOR STEEL FABRICATOR SHALL FIELD
<br />VERIFY EXACT REQUIRED LENGTH(S) OF STRUCTURAL STEEL AND/OR BAR JOIST MEMBERS
<br />WHICH FRAME INTO AND/OR ARE SUPPORTED BY CONCRETE AND/OR MASONRY ELEMENTS.
<br />19. NO SPLICES SHALL BE PERMIT -FED IN ANY STRUCTURAL STEEL MEMBERS UNLESS SHOWN
<br />ON SHOP DRAWINGS AND APPROVED BY THE STRUCTURAL ENGINEER.
<br />20 UNLESS OTHERWISE NOTED OR DETAILED, PROVIDE CORRUGATED MASONRY WALL
<br />ANCHORS (MIN. OF 14 GAGE) AT 16" O/C WELDED TO STEEL TO CONNECT MASONRY WALLS
<br />TO ADJACENT STRUCTURAL STEEL FRAMING.
<br />21. COLUMN BASE PLATE 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 />22 STEEL ERECTION NOTES:
<br />A BEFORE ERECTION, THE CONTRACTOR IS TO REN40VE A[ L FOREIGN MATTER, WHICH
<br />ACCUMULATED ON THE STEEL DURING HANDLING AND STORAGE.
<br />B. DRIFTING TO ENLARGE UNFAIR HOLES WILL NOT BE PERMITTED. DRILL SUCH HOLES TO
<br />ACCOMMODATE THE NEXT LARGER SIZE FASTENER, WHERE POSSIBLE.
<br />C. AFTER ERECTION, CLEAN FIELD WELDS, BOLTED CONNECTIONS, AND ABRADED AREAS
<br />WHERE SHOP PAINT HAS BEEN DAMAGED. PRIME& PAINT AREAS USING PAINT TO
<br />MATCH SHOP PAINT.
<br />D. ERECTALL MEMBERS IN THEIR FINAL LOCATION SUCH THAT LEVEL, PLUMBNESS AND
<br />ALIGNMENT ARE WITHIN THE TOLERANCES PRESCRIBED BYAISC CODE.
<br />F DOURI F ANGLE CONNECTIONS ROLTED THROUGH COT UMN WEBS OR AT BEAMSTHAT
<br />FRAME OVER THE COLUMN CAP PLATES MUST HAVE AT LEAST ONE INSTALLED BOLT
<br />REMAIN IN PLACE TO SUPPORT THE FIRST BEAM WHILE THE SECOND BEAM IS BEING
<br />ERECTED, ALTERNATIVELY, THE FABRICATOR MUST SUPPLY A SEAT OR EQUIVALENT
<br />DEVICE WITH A MEANS OF POSITIVE ATTACHMENT TO SUPPORT THE FIRST BEAM WHILE
<br />THE SECOND BEAM IS BEING ERECTED.
<br />OPEN WES STEEL JOISTS AND JOIST GIRDERS NOTES:
<br />1. BRIDGING MEMBER SIZE AND LOCATION SHALL BE PER PLAN AND SPECIFICATIONS. THE
<br />BRIDGING SHOWN ON THE FRAMING PLANS IS THAT MINIMUM BRIDGING WHICH IS
<br />REQUIRED.
<br />NOTE� BRIDGING IS PROVIDED AS A CHORD BRACING ELEMENT IN THE DESIGN AND
<br />ERECTION OF I HE BAR JOISTS. EIRIDGING MEMBERS ARE DESIGNED AND INTENDED
<br />TO FUNCTION AS AXIALLY LOADED MEMBERS. USE Or- BRIDGING FOR SUPPORT OF
<br />SUSPENDED ITEMS INTRODUCES BENDING MOMENTS INTO THE BRIDGING, FOR
<br />WHICH IT IS NOT DESIGNED. THE G.C. SHALL INFORM ALL SUBCONTRACTORS TO
<br />PROVIDE THEIR OWN SUPPORT HEADFRS FOR HANGING THEIR EQUIPMFNTAND TO
<br />NOT USE BRIDGING FOR HANGER SUPPORT.
<br />2. PROVIDE ONE ROW UPLIFT BRIDGING ATTHE FIRST PANEL POINT FROM EACH SUPPORT.
<br />3. WELDING OF JOIST SEATS TO NEW STEEL SUPPORTING CHANNEL TOP
<br />FLANGE:
<br />A) 118" FILLETWELD X 1 1/2" LONG (MIN) EA. SIDE OF SEAT.
<br />NOTE: BAR JOIST- SUPPORT WELDING & BRIDGING SHALL BE INSPECTED BY AN AWS
<br />CERTIFIED WELDING INSPECTOR RETAINED BY THE CONTRACTOR. THE "CW11,
<br />SHALL HAVE BEEN CERTIFIED BY THE AWS QCI PROGRAM. THE "CWI" SHALL
<br />INSPECT AND PREPARE AND ISSUE REPORTS WHICH INDICATE COMPLIANCE (OR
<br />LACKTHEREOF) OF THE WELDING AND BRIDGING WITH RESPECT TO THAT
<br />SPECIFIED ON THE DESIGN DOCUMENTS AND SHOP DRAWINGS AND INDICATE ANY
<br />AREAS WHERE CORRECTIVE WORK WILL BE REQUIRED. SUCH REPORTS SHALL BE
<br />DISTRIBUTED TO THE OWNER, ARCHITECT, STRUCTURAL ENGINEER AND GENERAL
<br />CONTRACTOR.
<br />METAL ROOF DECK FASTENING REQUIREMENTS:
<br />1. SEE PLANS FOR METAL ROOF DECKTYPE(S). DECK SHALL BE MANUFACTURERS STANDARD
<br />GAGE OR GALVANIZED SHEET GAGE AND SHALL CONFORM TO THE STEEL DECK INSTITUTE
<br />SPECIFICATIONS.
<br />2. WELDING SHALL CONFORM TO LATEST A_W.S SPECIFICATIONS. ALL SHOP AND FIELD
<br />WELDS SHALL BE PERFORMED BY QUALIFIED WELDERS HOLDING VALID WELDING
<br />CERTIFICATES. CERTIFICATES SHALL BE AVAILABLE FOR INSPECTION AT JOB $11 E WHILE
<br />WELDER IS ON THE JOB.
<br />3. DECK SHALL BE FASTENED AS FOLLOWS
<br />A. ONE WELD SHALL BE PLACED AT THE CORNER OF EACH SHEET AND AT OVERLAPPING
<br />CORNERS OF SHEETS.
<br />B. EACH SHEET OF METAL ROOF DECK SHALL BE WELDED AT ITS ENDS TO EACH
<br />SUPPORTING BEAM OR JOIST AT NOT MORE THAN 6" 0 C (36/7 WELD PATTERN).
<br />C. WELD SPACING AT INTERMEDIATE BEAM OR JOIST (BETWEEN ENDS OF DECK SHEETS)
<br />SHALL NOT EXCEED 6" O.C. (36f7 WELD PATTERN).
<br />D, WELD SPACING AT PERIMETER OF DIAPHRAGM (EDGE OF DECK) B07H PARALLEL AND
<br />PERPENDICULAR TO DECK RIBS SHALL NOT EXCEED 6" O.0 (36f7 WELD PATTERN),
<br />E. WELD SPACING AT SHEARWALLS AND OTHER SUCH BRACING ELEMENTS (WALLS WHICH
<br />EXTEND TO THE ROOF AND SHOW ON THE ROOF PLAN) SHALL NOT EXCEED 6" O.C. (36f7
<br />WELD PA I -TERN).
<br />F. ROOF DECK SIDE LAPS SHALL BE FASTEN ED TOGETHER WITH EITHER 1-1/21, SEAM
<br />WELDS AT 12" O.0 OR NO, 12 HEX HEAD SELF DRILLING SF1 F TAPPING SCREWS SPACIFD
<br />AT 12"O.C.
<br />4. WELDS SHALL BE 5/8" DIAMETER FUSION PUDDLE WELDS UTILIZING WELDING WASHERS
<br />FOR DECK MATERIAL LIGHTER THAN 22 GAGE.
<br />5. END LAPS (ALL MATERIAL) SHALL BE NOT LESS THAN 2", SHALL OCCUR OVER JOIST OR
<br />BEAM AND SHALL BE WELDED THROUGH TOP SHEET.
<br />6. ALL ROOF DECK FASTENINGS (PUDDLE WELDS, SIDE LAP SCREWS, ETC.) SHALL BE
<br />INSPECTED AND CERTIFIED BY AN "AWS" (CWI) CERTIFIED WELDING INSPECTOR HOLDING
<br />CURRENT CERTIFICATION IN ACCORDANCE VV17H THE AWS QCI PROGRAM, WHO SHALL BE
<br />RETAINED BY THE CONTRACTOR. THE C.W.I. SHALL PREPARE AND DISTRIBUTE WRITTEN
<br />DOCUMENTATION OF ACCEPTABILITY (OR LACK THEREOF) OF FASTENINGS WITH
<br />RFSPECTTO THE CONTRACT DOCUMENT REQUIREMENTS. COPIFSOFTHECWI'S
<br />REPORTS SHALL BE SENT TO THE OWNER, ARCHITECT, STRUCTURAL ENGINEER AND
<br />GENERAL CONTRACTOR.
<br />7. DECK SHEET WIDTHS ARE ASSUMED TO BE 36 INCHES FOR I 'A INCH DEEP DECK. PROVIDE
<br />DECKWITH G-60 (MIN.) GALVANIZED FINISH).
<br />8. DECK SHALL BE CONTINUOUS ACROSSTHREE SPANS, EXCEPTWHERE GEOMETRY OR
<br />STEEL LAYOUT DICTATES OTHERWISE.
<br />9. EACH SHEET OF ROOF DECK SHALL BE SUPPORTED AT ALL EDGES. IFSTRUCTURAL
<br />SUPPORT IS NOT SPECIFICALLY INDICATED ON THE PLANS, PROVIDE (AS A MINIMUM) AN
<br />L 3 X 3 X 114" (SPANNING BETWEEN CLOSEST ADJACENT MEMBERS) AT ALL UNSUPPORTED
<br />EDGESOFDECK. (MINIMUM BEARING OF ROOF DECK ON SUPPORTS SHALL BE 2 INCHES).
<br />10. PROVIDE "Z" MEMBER AT SIDES OF DECK (PARALLEL TO DECK SPAN) FOR CLOSURE AND
<br />DECK SUPPORT ABOVE SPANDREL MEMBER. MIN. WELD TO MATCH DECK FASTENING
<br />REQUIREMENTS. MIN. GAGE OF"Z" MEMBER SHALL BE 18 GAGE.
<br />11, MATERIALS AND FASTENINGS SHALL CONFORM TO THE MORE STRINGENT
<br />REQUIREMENT
<br />OF THE FOLLOWING CRITERIA:
<br />A. THE CONTRACT DOCUMENTS
<br />B. THE DECK MANUFACTURER'S REQUIREMENTS
<br />C THE STEEL DECK INSTITUTE "DESIGN MANUAI FOR COMPOSITE DECKS, FORM DECKS
<br />AND ROOF DECKS".
<br />12. SHOULD THE FABRICATOR CHOOSE TO SUBMIT AN ALTERNATE DECK MANUFACTURER'S
<br />PRODUCT FOR APPROVAL, LITERATURE SHALL BE SUBMITTED FROM THE PRO POSED
<br />SUBSTITUTE MANUFACTURER INDICATING SECTION PROPERTIES, RIB PROFILE, THICKNESS
<br />OF DECK MATERIAL (IN INCHES) AND LOAD TABLES.
<br />13. ALL ROOF DECK AND SHEET METAL ACCESSORIES SHALL BE GALVANIZED (G-90 MIN.).
<br />NOTE: PROVIDE G-90 GALVANIZED FINISH WHERE DECK IS SUPPORTING POURED IN
<br />PLACE LIGHTWEIGHT INSULATING CONCRETE.
<br />LIGHT GAGE STEEL ROOF TRUSS FABRICATION, BRACING AND ERECTION NOTES:
<br />1, ALL LIGHT GAGE TRUSSES SHALL BE PREFABRICATED IN THE SHOP AND SHIPPED TO THE
<br />JOBSITE. JOBSITE FABRICATION OF TRUSSES WILL NOT BE PERMITTED, SHOULDFIELD
<br />SPLICING OF TRUSSES BE REQUIRED, THE SPLICE HARDWARE AND FASTENERS SHALL BE
<br />SHOP FABRICATED AND SHIPPED TO THE SITE AND THE TRUSS MANUFACTURER SHALL
<br />SUPERVISE; THE ASSEMBLY OF THE JOBSITE SPLICES.
<br />2, TRUSSES REQUIRF EXTREME CARE IN FABRICATING, HANDLING. SHIPPING, INSTALLATION
<br />ANDBRACING REFER TO HIB-91 "HANDLING, INSTALLATION AND BRACING", PUBLISHED BY
<br />THE TRUSS PLATE INSTITUTE, FOR GENERAL GUIDANCE IN SAFETY PRACTICES PRIOR TO
<br />PERFORMING THESE FUNCTIONS. ADDITIONALLY, REFER TO THE "DESIGN GUIDE FOR
<br />CONSTRUCTION BRACING OF COLD FORMED STEEL TRUSSES"TECHNICAL NOTE
<br />PUBLISHED BY THE LIGHT GAUGE STEEL ENGINEERS ASSOCIATION, FOR ADDITIONAL
<br />GUIDANCE IN THE DESIGN OF THE BRACING SYSTEM.
<br />3. ALL BRACING SHOWN OR DESCRIBED SHALL BE, (AS A MINIMUM), A 15OF125-43 FURRING
<br />CHANNEL PURLIN MEMBER CONTINUOUS) HAVING A MINIMUM CONNECTION OF (2) NO. 12
<br />SELF DRILLING SELFTAPPING SCREWS THROUGH EACH TRUSS WITH WHICH IT MAKES
<br />CONTACT.
<br />4. ALL LATERAL BRACING, AS MAY BE REQUIRED BY DESIGN TO REDUCE BUCKLING LENGTH
<br />OF INDIVIDUAL TRUSS MEMBERS, SHALL BE A PART OF THE LIGHT GAUGE STEEL ROOF
<br />TRUSS DESIGN PACKAGE. ALL REQUIRED TRUSS MEMBER BRACING, INCLUDING' BRACING
<br />MEMBER SIZE, EXACT LOCATION, AND CONNECTION REQUIREMENTS, SHALL BE 6LEARLY
<br />INDICATED ON THE SHOP FABRICATION AND ERECTION DRAWINGS PREPARED BY THE
<br />�-ABRICATOR*S ENGINEERING DEPARTMENT.
<br />5 ALL HOR17ONTAL BRACING SHAI. L BE STIFFENED AT EACH END OF THE BUT[ DING AND AT
<br />20'-O" O.C. IN BETWEEN WITH DIAGONAL "CROSS"BRACING EXTENDED TO A DIAPHRAGM
<br />PARALLEL TO THE HORIZONTAL BRACING.
<br />6. ALL TRUSS TOP CHORDS SHALL BE CONTINUOUSLY BRACED BY THE ROOF DECKING.
<br />7. ROOF TRUSSES SHALL BE DESIGNED FOR ALL UPLIFT FORCES REQUIRED BY
<br />A. ASCE 7-10
<br />B. BASE WIND VELOCITY V(uft) = 148 mph, V(asd) = I 15 mph
<br />C. EXPOSURE CATEGORY "B"
<br />D. BUILDING RISK CATEGORY � CATEGORY IV (FIRE STATION)
<br />E. INTERNAL PRESSURE COEFFICIENT = +/-.1 8
<br />DUE CONSIDERATION SHALL BE GIVEN TO THE POSSIBILITY OF BECOMING COMPRESSION
<br />MEMBERS UNDER MAXIMUM DESIGN WIND VELOCITY CONDITIONS. ALL TRUSS BOTTOM
<br />CHORDS SHALL BE BRACED AT INTERVALS NOT EXCEEDING 4'-O" O.C., UNLESS
<br />CALCULATIONS PERFORMED BY THE TRUSS FABRICATORS STRUCTURAL ENGINEER
<br />INDICATE OTHERWISE. ALL REQUIRED BOTTOM CHORD MEMBER BRACING REQUIREMENTS
<br />SHALL BE CLEARLY INDICATED ON THE SHOP FABRICATION AND ERECTION DRAWINGS
<br />PREPARED UNDER THE RESPONSIBLE CHARGE OF THE FABRICATOR'S DELEGATED
<br />"SPECIALTY'STRUCTURAL ENGINEER.
<br />8. SUCH TEMPORARY ERECTION BRACING, AS IS REQUIRED TO MAINTAIN LATERAL STABILITY
<br />& STRUCTURAL INTEGRITY OF THE ROOF TRUSS SYSTEM AND SITE SAFETY DURING
<br />ERECTION 15 THE SOLE RESPONSIBILITY OF THE GENERAL CONTRACTOR AND HIS
<br />LIGHT GAUGE COLD FORMED STEEL FRAMING DESIGN AND SHOP DRAWINGS:
<br />THE STRUCTURAL ANALYSIS, STRUCTURAL DESIGN, DETAILING AND CONNECTIONS OF ALL
<br />LIGHT GAUGE COLD FORMED STEEL FRAMING SHALL BE THE RESPONSIBILITY OF THE
<br />FABRICATOR/EREC70R. THE INFORMATION CONTAINED IN THE STRUCTURAL CONTRACT
<br />DOCUMENTS, WHICH COVERS STRUCTURAL LIGHT GAUGE COLD FORMED MEMBERS IS
<br />TO BE CONSIDERED AS A PERFORMANCE SPECIFICATION.
<br />1- THE DESIGN SHALL BE PERFORMED BY A DELEGATED "SPECIALTY'STRUC I URAL ENGINEER
<br />HOLDING VALID CURRENT REGISTRATION IN THE STATE Or- FLORIDA, WHO SHALL BE
<br />RETAINED BY THE CONTRACTOR AND WHO SHALL BE THE ENGINEER OF RECORD FOR
<br />THOSE PORTIONS OF THE STRUCTURE (THOSE STRUCTURAL ELEMENTS) WHICH HE/SHE
<br />DESIGNED, NOTE THAT A "SPECIALTY ENGINEERING" DESIGN/CONSTRUCTION DOCUMENT
<br />PACKAGE IS REQUIRED, NOT A "TECHNICAL INFORMATION" PACKAGE.
<br />2. SUCH ELEMENTS SHALL BE DESIGNED PURSUANT TO THE "COMPONENTS AND CLADDING"
<br />PROVISIONS OF ASCE 7-05,
<br />A. BASE WIND SPEED� V(ult) = 148 mph, V(asd) = 11 5 mph
<br />B. EXPOSURE CATEGORY "B"
<br />C. BUILDING RISK CATEGORY = CATEGORY IV (FIRE STATION)
<br />0. INTERNAL PRESSURE COEFFICIENT = +/-.18
<br />E. ENCLOSED BUILDING
<br />3. THE DELEGATED SPECIALTY STRUCTURAL ENGINEER SHALL PREPARE CALCULATIONS WITH
<br />RFFFRENCETOTHE 2010 FOITION OFTHF FLORIDA BUILDING CODEAND ALL APPROPRIATE
<br />DEFLECTION AND SERVICEABILITY CRITERIA. CALCULATIONS SHALL CLEARLY STATE ALL
<br />ASSUMED DESIGN LOADING. DEFLECTION SHALL NOT EXCEED THE SPAN DIVIDED BY 360,
<br />4. DESIGN/SHOP DRAWINGS FOR SUCH ELEMENTS SHALL BE SUBMITTED TO THE ARCHITECT
<br />FOR REVIEW AND SHALL INCLUDE ALL DESIGN CRITERIA, COMPLETE CALCULATIONS,
<br />REACTIONS AND TYPICAL CONNECTIONS AT ALL CONNECTION POINTS, ETC. DESIGNISHor
<br />DRAWINGS SHALL PROVIDE COMPLETE INFORMATION ON SWDS, TRACK, JOISTS,
<br />BRIDGING, BRACING: STRAPS, CONNECTIONS, ETC., NECESSARY TO ASSEMBLE THE
<br />COMPONENTS INTO ASYSTEM HAVING APPROPIRIATFSTRUCTURAL INTEGRITY. ALL
<br />MEMBERS SHALL BE SPECIFIED IN THE SUBMITTAL. WHICH SHALL INCLUDE,
<br />MANUFACTURER AND REQUIRED STRUCTURAL SECTION PROPERTIES. DETAILS OF ALL
<br />CONNECTIONS SHAI I BE INCLUDED. ALL C ,ONNECTIONS BETWEEN LIGHT GAUGE COLD
<br />FORMED STRUCTURAL MEMBERS SHALL BE MADE BY WELDING, UNLESS OTHERWISE
<br />NOTED.
<br />5. DESIGN/SHOP DRAWINGS AND CALCULATIONS SHALL BE SIGNED SEALED AND DATED BY
<br />THE DELEGATED "SPECIALTY" STRUCTURAL ENGINEER WHO WAS IN RESPONSIBLE CHARGE
<br />OF THE DESIGN.
<br />(NOTE: THE SPECIALTY ENGINEER MAY, AFTER RECEIVING APPROVAL FROM THE
<br />ARCHITECT AND STRUCTURAL ENGINEER OF RECORD, MODIFY ANY DETAIL THAT HE
<br />DEEMS APPROPRIATE DURING HIS DESIGN AND DETAILING PROCESS.)
<br />6. ALL LIGHT GAGE STEEL STRUCTURAL MEMBERS SHALL BE GALVANIZED AND SHALL BE
<br />FORMED FROM STEEL MEETING THE REQUIREMENTS OF A.S.T.M. A-653, GRADE I'D" (16 GAGE
<br />AND THICKER MATERIAL WITH A MINIMUM'YIELD STRENGTH OF 50 KSI), AND A.S.T.M. A-653.
<br />GRADE "B" (18 GAGE AND THINNER MATERIAL WITH A MINIMUM YIELD STRENGTH OF 33 KSI).
<br />THE GENERAL CONTRACTOR SHALL REVIEW ANDAPPROVE ROOF TRUSS SHOP DRAWINGS FOR
<br />SIZE SHAPE, DIMENSIONING . AND LAYOUT PRIOR TO SUBMITTAL TO THE ENGINEERS OF
<br />RECORD FOR REVIEW!
<br />PREENGINEERED PREFABRICATED LIGHT GAGE S I EEL ROOF TRUSSES ("TRUSSTEEL" BY ALPINE
<br />ENGINEERED PRODUCTS INC. OR ULTRASPAN BY AEGIS METAL FRAMING) SHALL BE DESIGNED
<br />IN ACCORDANCE WITH THE LATEST EDITION(S', OF THE FOLLOWING PUBLICATIONS BY THE
<br />AMERICAN IRON 8 STEEL INSTITUTE
<br />A. "NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD FORMED STEEL
<br />STRUCTURAL MEMBERS" - ANSI/AISI/COSIS1 00-07/S2-10,2007 EDITION W/ 2010
<br />SUPPLEMENT.
<br />B. "NORTH AMERICAN STANDARD FOR COLD FORMED STEEL FRAMING - GENERAL
<br />PROVISIONS" - ANSI/AISI/COFS/S200-07.2007 EDITION.
<br />C NORTH AMERICAN STANDARD FOR COLD -FORMED STEEL FRAMING - TRUSS DESIGN:
<br />ANSI/AISI/COFS/S214-07/S2-08,2007 EDITION INCLUDING THE 2008 SUPPLEMENT.
<br />D AISI/COFS - PRACTICE GUIDE - CF06-1. CODE OF STANDARD PRACTICE FOR COLD -
<br />FORMED STEEL STRUCTURAL FRAMING, 2006.
<br />E. ASTM A 370-09 -STANDARD TEST METHODS AND DEFINITIONS FOR MECHANICAL
<br />TESTING OF STEEL PRODUCTS; 2009.
<br />F. ASTM A 500-03A - STANDARD SPECIFICATION FOR COLD -FORMED WELDED AND
<br />SEAMLESS CARBON STEEL STRUCTURAL TUBING IN ROUNDS AND SHAPES; 2003.
<br />G. ASTM A 653-09 - STANDARD SPECIFICATION FOR STEEL SHEET, ZINC -COATED
<br />(GALVANIZED) OR ZINC -IRON ALLOY -COATED (GALVANNEALED) BY THE HOT -DIP
<br />PROCESS; 2009.
<br />H. CFSBCSI - COLD -FORMED STEEL BUILDING COMPONENTS SAFETY INFORMATION; COLD -
<br />FORMED STEEL COUNCIL (CFSC); 2008 EDITION WITH CFSB3 SUMMARY SHEET INSERT
<br />1. CFSEI TECHNICAL NOTE 551 D - DESIGN GUICE FOR CONSTRUCTION BRACING OF COLD -
<br />FORMED STEEL TRUSSES', COLD -FORMED S-EEL ENGINEERS INSTITUTE,- FEBRUARY
<br />1997.
<br />J. CFSEI TECHNICAL NOTE 551 E - DESIGN GUIDE FOR PERMANENT BRACING OF COLD -
<br />FORMED STEEL TRUSSES' COLD -FORMED STEEL ENGINEERS INSTITUTE- FFBRUARY
<br />1998.
<br />1. SHOP DRAWINGS SHALL BEAR THE SEAL AND SIGNATURE OF THE REGISTERED
<br />PROFESSIONAL (STRUCTURAL) ENGINEER RESPONSIBLE FOR THE STRUCTURAL
<br />ANALYSIS AND DESIGN OF THE INDIVIDUAL ROOF TRUSSES AND THE ROOF TRUSS
<br />SYSTEM. THIS ENGI NEER SHALL HOLD CURRENT VALID REGISTRATION ASA
<br />PROFESSIONAL ENGINEER IN THE STATE OF FLORIDA. INDIVIDUAL TRUSS DESIGN
<br />SHEETS SHALL BE FULLY COORDINATED WITH AND KEYED TO THF ROOF TRUSS
<br />FRAMING PLAN, WHICH SHALL LIKEWISE BE SIGNED AND SEALED. IF THIS
<br />REQUIREMENT IS NOT FULFILLED IN DETAIL. THE SUBMITTAL WILL BE REJECTED AND
<br />RETURNED AS INADEQUATEI.
<br />2. REQUIRED GENERAL INFORMATION:
<br />A. ERECTION PLAN: SHOWING DIMENSIONED LOCATION AND TRUSS
<br />IDENTIFICATION.
<br />B. BEARING DETAILS: SHOWING BEARING LENGTH, WIDTH AND DEPTH (INDICATING
<br />CONFORMANCE TO DESIGN CALCULATIONS).
<br />C. DESIGN LOADS: ALL DEAD, LIVE & WIND LOADS SHALL BE SHOWN ON THE
<br />ERECTION PLAN OR TRUSS ELEVATION INDICATING CONFORMANCE TO TRUSS
<br />CALCULATIONS AND ORIGINAL DESIGN CRITERIA. TRUSS SYSTEM DESIGNER
<br />SHALL GIVE FULL CONSIDERATION TO THE FOLLOWING:
<br />1. TRUSS DESIGN ENGINEER SHALL BE PROVIDED WITH A COMPLETE SET
<br />OF BOTH ARCHITECTURAL AND STRUCTURAL CONTRACT DOCUMENTS
<br />PRIOR TO BEGINNING DESIGN OF THE ROOF TRUSS SYSTEM.
<br />2. TRUSS SYSTEM SHALL BE DESIGNED AS "COMPONENTS AND CLADDING"
<br />AS DEFINED BY THE APPLICABLE BUILDING CODE WITH DUE
<br />CONSIDERATION OF, "ENCLOSED", "PARTIALLY ENCLOSED" AND
<br />"COMPLETELY OPEN" PORTIONS OF THE STRUCTURE AND USE OF
<br />APPROPRIATE GUST RESPONSE & SHAPE FACTORS.
<br />D, ALL PERMANENT BRACING AND BRIDGING: SHOW TOP CHORD, BOTTOM CHORD,
<br />AND WEB MEMBER BRACING ON ERECTION LAYOUT PLAN AND TRUSS
<br />ELEVATIONS. SUPPLIER AND INSTALLER OF THIS BRACING SHALL ALSO BE
<br />INDICATED.
<br />E. TRUSS DIMENSION: SHOW DEPTH, SPAN, BEARING, HEIGHT AND SLOPES AT ALL
<br />CRITICAL POINTS.
<br />3. INFORMATION THAT SHALL BE THE RESPONSIBILITY OF THE FABRICATOR AND TRUSS
<br />DESIGNER AND SHALL BE COMPLETELY DETAILED WITHIN THE SHOP DRAWING
<br />SUBMITTAL.
<br />NOTE ALL LIGHT GAGETRUSSES SHALL BE PREFABRICATED IN THE SHOPAND
<br />SHIPPED TO THE JOBSITE. JOBSITE FABRICATION OF TRUSSES WILL NOT BE
<br />PERMITTED. SHOULD FIELD SPLICING OF TRUSSES BE REQUIRED, THE SPLICE
<br />HARDWARE AND FASTENERS SHALL BE SHOP FABRICATED AND SHIPPED TO
<br />THE JOBSITE AND THE TRUSS MANUFACTURER SHALL SUPERVISE THE
<br />ASSEMBLY OF THE JOBSITE SPLICES.
<br />A. MEMBER DESIGN: INCLUDING WEB CONFIGURATION, MEMBER SIZE, GRADE,
<br />GAGE AND FINISH (G-60 GALVANIZATION MINIMUM) OF LIGHT GAGE COLD
<br />FORMED FRAMING MEMBERS, FABRICATED SPLICES AND MEMBER BRACING
<br />REQUIRED BYTRUSS DESIGN.
<br />B. INTERIOR CONNECTION: DESIGN AND SHOW DETAIL OF WEB AND CHORD
<br />CONNECTIONS, CONNECTION PLATES AND PLATE CAPACITIES.
<br />C. ERECTION PLANi SHOW SPACING AND LAYOUT OF ANY TEMPORARY BRACING
<br />REQUIRED FOR ERECTION.
<br />D. STRUCTURAL DESIGN OF TRUSSES: SUBMIT COMPLETE TRUSS CALCULATIONS
<br />AND OBTAIN ALL APPROVALS NECESSARY FOR CONFORMANCE TO BUILDING
<br />CODE. VERIFY SUBMITTAL AND APPROVAL BY SENDING A COPY TO THE
<br />ENGINEER OF RECORD.
<br />E. ERECTION. FURNISH TRUSS ERECTOR WITH ALL DATA NECESSARY FOR
<br />PROPER INSTALLATION.
<br />F. INDICATE GRAVITY LOAD REACTIONS AND UPLIFT REACTIONS AT ALL SUPPORT
<br />POINTS FOR EACH SPECIFIC TRUSS TYPE.
<br />G. CONNECTION HARDWARE: SUBMIT REQUIRED CAPACITY AND SUGGESTED
<br />MANUFACTURER AND MODEL OF ANY REQUIRED PRE-ENGINEERED
<br />PREFABRICATED HARDWARE. (SPECIFY NUMBER OF SCREWS OR BOLTS AND
<br />SPLICE PLATES REQUIRED TO MAKE PROPER CONNECTION).
<br />NOTE: ALL CONNECTIONS BETWEEN PRE-ENGINEERED PREFABRICATED
<br />TRUSSES SHALL BE THE RESPONSIBILITY OF THE TRUSS
<br />DESIGNER/FABRICATOR (BECAUSE OF THE EFFECT OF THE
<br />CONNECTION FASTENINGS ON THE TRUSS DESIGN).
<br />4. MINIMUM ROOF TRUSS DESIGN LOADS:
<br />A. ROOF LIVE: 20 PSF.
<br />B. TOP CHORD DEAD LOAD: 15 PSF.
<br />C. BOTTOM CHORD DEAD LOAD: 10 PSF.
<br />D. WIND FORCES: DESIGN FOR THE MAXIMUM FORCES.
<br />(INCLUDING UPLIFT), REQUIRED BY THE 2010 EDITION
<br />OF THE FLORIDA BUILDING CODE.
<br />1 . DESIGN WIND SPEEC. V(Ult) = 148 mph, V(asd) = 1 15 mph
<br />2. EXPOSURE CATEGORY = EXPOSURE "B"
<br />3. INTERNAL PRESSURE COEFFICIENT= (+/-).18
<br />4. ENCLOSED BUILDING
<br />5. BUILDING RISK CATEGORY = CATEGORY IV (FIRE STATION)
<br />NOTE: NET UPLIFT SHALL BE CALCULATED USING A DEAD LOAD OF NOT TO
<br />EXCEED 7 PSF TOTAL FOR COMBINED TOP AND BOTTOM CHORD.
<br />E. ADDITIONAL FORCES: AS INDICATED BY THE DRAWINGS.
<br />WLEDGEABLIF PROFESSIONAL
<br />SPECIALTY ENGINEERING WORK SHALL BE PERFORMED BY KNCHALL HOLD CURRENT VALID
<br />ENGINEERS WHO'S DISCIPLINE SHALL BE STRUCTURAL. THEYENGINEERS, THEGENERAL
<br />REGISTRATION IN THE STATE OF FLORIDA AS PROFESSIONAL ESED THAT THE ARCHITECT AND
<br />CONTRACTOR AND STRUCTURAL SUBCONTRACTORS ARE ADVi 0 APPROVE OR DISAPPROVE
<br />STRUCTURAL ENGINEER OF RECORD SHALL HAVE THE RIGHT T
<br />ANY INDIVIDUAL SPECIALTY ENGINEER, WITHOUT INCURRING 0YADDIT IONAL COSTS OR
<br />LIABILITY TO THE OWNER, THE ARCHITECT OF RECORD OR THF ENGINEER OF RECORD. IT
<br />WOULD BE PRUDENT FOR THE G.C. TO SUBMIT THE QUALIFICATIONS OF THE PROPOSED
<br />"SPECIALTY" STRUCTURAL ENGINEER(S) TO THE STRUCTURAL ENGINEER OF RECORD, PRIOR
<br />TO FORMALLY CONTRACTING FOR SUCH SERVICES. THE"SPECIALTY'STRUCTURAL ENGINEER
<br />IS CAUTIONED THAT ALL SUBMITTALS MUST BE PREPARED AND SUBMITTED IN ACCORDANCE
<br />WITH THE GUIDELINES PUBLISHED BY THE FLORIDA DEPARTMENT OF PROFESSIONAL
<br />REGULATION, BOARD OF PROFESSIONAL ENGINEERS IN RULE NUMBER 211-1-19.001, "RULE AND
<br />STATEMENTS ON RESPONSIBILITY OF PROFESSIONAL ENGINEERS".
<br />1. IT 13 THE DELEGATED SPECIALTY ENGINEERS RESPONSIBILITY TO REVIEW THE ENGINEER
<br />OF RECORD'S WRITTEN ENGINEERING CRITERIA REGARDING THE SPECIALTY ENGINEERING
<br />REQUIREMENTS IN ORDER TO DETERMINE THE SCOPE OF WORK OF THE SPECIALTY
<br />ENGINEERING.
<br />2. THE DELEGATED ENGINEERING DOCUMENT SUBMITTALS SHALL COMPLYWITH THE
<br />WRITTEN ENGINEERING REQUIREMENTS RECEIVED FROM THE ENGINEER OF RECORD. THE
<br />DELEGATED ENGINEERING SUBMITTAL SHALL INCLUDE THE PROJECT NAME AND THE
<br />DESIGN CRITERIA USED IN PREPARING THE SUBMITTAL.
<br />3, IF THE DELEGATED ENGINEER DETERMINES THERE ARE DETAILS, FEATURES OR
<br />UNANTICIPATED PROJECT LIMITS WHICH CONFLICT WITH THE WRITTEN ENGINEERING
<br />REQUIREMENTS PROVIDED BY THE ENGINEER OF RECORD, THE DELEGATED ENGINEER
<br />SHALL IMMEDIATELY CONTACT THE ENGINEER OF RECORD TO RESOLVE THE CONFLICT.
<br />4 THE DELEGATFD ENGINEER SHALL FORWARD THE DFLEGATED ENGINEERING DOCUMENTS
<br />TO THE ENGINEER OF RECORD FOR REVIEW. ALL DELEGATED ENGINEERING DOCUMENTS
<br />SHALL BE SIGNED AND SEALED BYTHE DELEGATED ENGINEER AND SHALL INCLUDE THE
<br />FOLLOWING:
<br />A. FRAMING PLANS, DETAILS. CONNECTIONS, ETC. AS REQUIRED TO DEFINING THE
<br />CONFIGURATION AND STRUCTURAL CAPACITY OF STRUCTURAL COMPONENTS AND/OR
<br />THEIR ASSEMBLY INTO STRUCTURAL SYSTEM.
<br />B COMPUTATIONS HAVING ADEQUATE DETAIL FOR THE ENGINFER OF RECORD TO
<br />DETERMINE THAT THE SUBMITTAL WAS FULLY ENGINEERED AND DOCUMENTED. NO
<br />DETAILED REVIEW OF THE DELEGATED SPECIALTY ENGINEERING CALCULATIONS WILL
<br />BE PROVIDED BY THE E.O.R.
<br />.
<br />INSTRUCTIONS FOR INSTALLATION OF DRILLED IN DOWELS AND ANCHORS:
<br />1 . SEE DRAWINGS FOR SIZE, LENGTH TYPE AND SPACING OF ANCHORS REQUIRED.
<br />NOTE: DRILLED IN ANCHORS WILL NOT BE AN ACCEPTABLE ALTERNATIVE TO
<br />SPECIFIED EMBEDDED ANCHORS (ANCHOR BOLTS, HEADED STUDS, ETC.)
<br />2. CLOSELY FOLLOW ANCHOR INSTALLATION INSTRUCTIONS PROVIDED WITH TI IE PRODUCT,
<br />BY THE MANUFACTURER. THIS INFORMATION INCLUDES DRILL TYPE AND DIAMETER FOR A
<br />GIVEN ANCHOR OR DOWEL SIZE, CLEANING INSTRUCTIONS FOR THE HOLE (REMOVAL OF
<br />DRILL DUST OR SLURRY BY COMPRESSED AIR AND WATER), AND MATERIAL INSTALLATION
<br />AND QUANTITY FOR A GIVEN APPLICATION.
<br />3. REGARDING "EPDXY" ANCHORS. PROVIDE ADHESIVES WHICH ARE MANUFACTURED AND
<br />DISTRIBUTED AS TWO PART (BASEMARDENER) CARTRIDGE INSTALLED WITH DOUBLE
<br />PLUNGER CAULKING GUN WITH AUTOMATIC MIXING NOZZLE SUPPLIED BYTHE
<br />HALL MEET THE MINIMUM REQUIREMENTS OF ASTM C 881
<br />SPECIFICATION FOR TYPE 1, 11: IV, V, GRADE 3, CLASS B, C AND D AND MUST DEVELOP A
<br />MINIMUM 12,650 PSI COMPRESSIVE YIELD STRENGTH AFTER 7 DAY CURE.
<br />PREFERABLE MANUFACTURERS AREAS FOLLOW
<br />A. SIMPSON STRONG TIE "SE-P'EPDXY
<br />B. HILTI "HY-150"
<br />OTHER MANUFACTURER'S PRODUCTS WILL NOT BE CONSIDERED UNLESS ALLOWABLE
<br />LOAD DATA, BASED UPON TESTING LABORATCRY RESULTS, ARE SUBMITTED FOR REVIEW
<br />AND CONSIDERATION. OUR PREFERENCE FOR I HESE PRODUCT 8 IS BASEL) UPON'THE
<br />AUTOMATIC MIXING OF THE TWO PARTS PRIOR TO DISCHARGE FROM THE GUN AND THEIR
<br />L ITERATURE WHICH REPRESENTS A CONSIDERABLE AMOUNT OF RACK UP TESTING
<br />4. GENERALLY, ANCHOR DRILLED IN DEPTHS SHOULD NOT BE LESS THAN 8 INCHES
<br />WHENEVER POSSIBLE. WHEN ANCHORS ARE INSTALLED THROUGH BRICK AND/OR VENEER,
<br />THE ANCHOR SHALL PENETRATE INTO THE BACK UP STRUCTURAL MASONRY OR CONCRETE
<br />AT LEAST 6 INCHES.
<br />6. WHERE DRILLED IN EXPANSION ANCHORS ARE REQUESTED IN I IEU OF CAST IN PLACE
<br />ANCHORS, THEY MUST BE REQUESTED IN WRITING BEFORE INSTALLATION AND ADEQUATE
<br />MANUFACTURER'S LITERATURE MUST BE SUBMITTED AS DOCUMENTATION. THE
<br />SUBSTITUTION OF EXPANSION ANCHORS MAY OR MAY NOT BE ACCEPTED DEPENDING
<br />UPON THE LOADING AND SPECIFIC APPLICATION, DO NOT SUBMIT SLEEVE ANCHORS. ALL
<br />EXPANSION ANCHORS MUST BE WEDGE ANCHORS. GENERALLY, IF EXPANSION ANCHORS
<br />ARE PERMITTED THEY WILL BE REQUIRED TO BE AT LEAST ONE SIZE LARGER AND MORE
<br />CLOSELY SPACED THAN THE SPECIFIED EMBEDDED ANCHORS.
<br />6. MASONRY SCREWS SHALL BE 1/4" DIAMETER 1 1/2" MINIMUM EMBEDMENT INSTALLED I N
<br />DRILLED HOLES USING AN APPROPRIATE BIT DIAMETER. SCREWS SHALL BE MADE FROM
<br />TEN HUNDRED SERIFS COLE) ROLLED STEEL AND SHALL BE FLUOROCARBON COATED
<br />PROVIDE "TITAN" SCREWS BY SIMPSON STRONG TIE OR EQUAL,
<br />7. ALL BOLTS AND SCREWS TO BE HOT -DIPPED, GALVANIZED OR STAINLESS STEEL.
<br />TYPICAL FOUNDATION PLAN NOTES & LEGEND:
<br />1. (C.J.) INDICATES 318 INCH WIDE MASONRY WALL CRACK CONTROL JOINT. EXTENDC.J.
<br />FROM TOP OF FOUNDATION TO TOP OF MASONRYWALL. ALL TIE BEAM
<br />LONGITUDINAL REINFORCING SHALL RUN CONTINUOUS THROUGH (ACROSS)
<br />JOINT. SEE DETAILS ON SHEETS SD1 PROVIDE C.J.'s WHERE INDICATED AND IN
<br />ADDITION, WHERE NOT SPECIFICALLY INDICATED ON PLANS, PROVIDE
<br />CONTROL JOINTS IN INTERIOR WALLS AT SPACINGS NOT TO EXCEED 26 FT. O.C.
<br />2. (e) INDICATES SINGLE VERTICAL REINFORCING BAR IN A SINGLE SOLID GROUTED
<br />MASONRY WALL CELL (SEE PLANS FOR SPECIFIC BAR SIZE & LOCATION)
<br />REINFORCING SHALL ORIGINATE IN THE FOUNDATION WITH A STANDARD ACT 90
<br />DEGREE HOOK HAVING ADEQUATE LENGTH ABOVE THE TOP OF THE FOOTING TO
<br />PROVIDE FOR A FULL TENSION LAP. THE CONTRACTOR IS CAUTIONED TO COORDINATE
<br />POUR LENGTH AND SCHEDULE WITH THE REBAR DETAILER SUCH THAT FULL TENSION
<br />LAPS ARE PROVIDED AT ALL VERTICAL WALL REINFORCING LAP SPLICES. VERTICAL
<br />WALL REINFORCING SHALL EXTEND TO AND TERMINATE IN THE TIE BEAM AT THE TOP
<br />OF THE MASONRY WALL WITH A STANDARD ACT 90 DEGREE HOOK BAR. SEEPLAN
<br />DETAILS AND SHEET SID 1 FOR LOCATION OF BAR PLACEMENT WITHIN THE CELL(S).
<br />NOTE.' UNLESS OTHERWISE NOTED OR DETAILED, VERTICAL WALL REINFORCING IN
<br />WALLS BETWEEN LINTEL BEAMS AND TIE BEAMS SHALL NOT BE LESS THAN
<br />THAI SHOWN TYPICALLY IN SOLI D WALL BEYOND MO.
<br />3. (m) INDICATES DOUBLE VERTICAL REINFORCING BARS INA SINGLE SOLID GROUTED
<br />MASONRY WALL CELL (SEE PLANS FOR SPECIFIC BAR SIZE& LOCATION) ALL
<br />PROVISIONS OF NOTE (2.), ABOVE, SHALL APPLY.
<br />4. (o) INDICATES VERTICAL MASONRYWALL REINFORCING INTERRUPTED BY MASONRY
<br />OPENING. PROVIDE REINFORCING BOTH ABOVE AND BELOW M.O.
<br />5. (VVFXX) INDICATES WALL (OR CONTINUOUS STRIP TYPE) FOOTING. "XX"INDICATES
<br />FOOTING SIZE IN INCHES.
<br />6. (C FXX) INDICATES COLUMN (OR RECTANGULAR PAD TYPE) FOOTING. "XX"INDICATES
<br />FOOTING SIZE IN INCHES
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<br />CITY OF ZEPHYRHILLS
<br />RENOVATION
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<br />ARCHITECTS
<br />800 SECOND AVENUE SOUTH
<br />ST. PETERSBURG, FL 33701
<br />(727) 823-0675
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<br />NOTES & SPECIFICATIONS
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