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<br />STRUCTURAL
<br />STEEL
<br />LRFD DESIGN: ATTENTION!
<br />ASD DESIGN: ATTENTION!
<br />7.
<br />ALL STUDS SHALL BE SECURELY SEATED FOR FULL END BEARING ON TOP AND BOTTOM TRACK. ALL STUD
<br />WIND LOADS HAVE BEEN CALCULATED USING LRFD STRENGTH DESIGN
<br />WIND LOADS HAVE BEEN CALCULATED USING ASD DESIGN WITH A LOAD FACTOR OF
<br />1.
<br />ALL STRUCTURAL STEEL WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE BUILDING CODE AND
<br />WALLS SHALL HAVE THEIR BOTTOM TRACKS ATTACHED TO FRAMING BELOW PER PLANS AND DETAILS
<br />APPLICABLE AMENDMENTS AND WITH THE "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS" (1989
<br />UNLESS OTHERWISE NOTED. INDIVIDUAL MEMBERS OF BUILT-UP POSTS SHALL BE CONNECTED TO EACH
<br />WITH A LOAD FACTOR OF 1.00. AS APPROPRIATE, APPLY LOAD FACTOR OF
<br />O.S. VERIFY WITH MFG PRODUCT APPROVAL DATA THAT ASD DESIGN HAS BEEN
<br />EDITION) OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION.
<br />OTHER IN ACCORDANCE WITH THE DETAILS OR PER MANUFACTURER'S RECOMMENDATIONS.
<br />0.8 TO COMPARE WITH PRODUCT APPROVAL DATA
<br />UTILIZED PRIOR TO COMPARISON WITH LOAD DATA SHOWN HERE
<br />2.
<br />ALL STRUCTURAL STEEL WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE BUILDING CODE AND
<br />8.
<br />PROVIDE VERTICAL SLIDE CONNECTIONS AT THE TOP OF ALL NON -LOAD BEARING COLD -FORMED STEEL
<br />APPLICABLE AMENDMENTS AND WITH THE 13TH EDITION OF THE "STEEL CONSTRUCTION MANUAL" OF THE
<br />STUD WALL FRAMING TO THE BOTTOM OF STRUCTURAL FRAMING ABOVE.
<br />AMERICAN INSTITUTE OF STEEL CONSTRUCTION.
<br />9.
<br />SEE CALCULATIONS BELOW FOR LRFD COMPONENT AND CLADDING
<br />SEE CALCULATIONS BELOW FOR ASD COMPONENT AND CLADDING
<br />10.
<br />ALL COLD -FORMED STUDS/POSTS SHALL BE CONTINUOUS FROM SOLE PLATE TO TOP PLATE AT THE CEILING
<br />PRESSURES
<br />PRESSURES
<br />3.
<br />GRADE OF STEEL
<br />OR ROOF. NO INTERMEDIATE BANDS OR PLATES SHALL CAUSE DISCONTINUITIES IN A STUD WALL EXCEPT
<br />a. WIDE FLANGE SHAPES ASTM A992 AS REQUIRED FOR DOOR OR WINDOW OPENINGS. THE KING STUDS FOR SUCH OPENINGS SHALL BE
<br />b. OTHER SHAPES, PLATE, AND BARS ASTM A36
<br />CONTINUOUS.
<br />c. STRUCTURAL TEES ASTM A992
<br />d. HOLLOW STRUCTURAL SHAPES (HSS) ASTM A500, GRADE B
<br />11.
<br />WELDING SHALL BE IN ACCORDANCE WITH AWS D1.3 "STRUCTURAL WELDING CODE -SHEET STEEL" WELDING
<br />MecaWind Pro v2.2.8.2 per ASCE 7 -16
<br />MecaWind Pro v2.2.8.2 per ASCE 7 -16
<br />e. GALVANIZED STRUCTURAL STEEL
<br />FILLER METAL SHALL BE AWS A5.1 OR A5.5 E60XX ELECTRODES. WELDERS SHALL BE AWS CERTIFIED.
<br />Developed by MECA Enterprises, Inc. Copyright www.mecaenterprises.com
<br />Developed by MECA Enterprises, Inc. Copyright www.mecaenterprises.com
<br />f. STRUCTURAL SHAPES AND RODS ASTM A123
<br />SUBMIT WELDER CERTIFICATIONS TO THE ENGINEER.
<br />g. BOLTS, FASTENERS AND HARDWARE ASTM A153
<br />Date 4/9/2018 Project No. JobNo
<br />Date 4/9/2018 Project No. JobNo
<br />h. ANCHOR RODS ASTM F1554, GR. 36
<br />PRE-ENGINEERED METAL BUILDING
<br />Company Name True Designed By Engineer
<br />Company Name True Designed By Engineer
<br />Address Address Description Description
<br />Address Address Description Description
<br />I. THREADED ROD ASTM A36
<br />City City Customer Name Customer
<br />City City Customer Name Customer
<br />1.
<br />THE ENTIRE PRE-ENGINEERED METAL BUILDING SYSTEM (STEEL FRAMING, ANCHOR BOLTS, PURLINS, GIRTS,
<br />State State Proj Location Location
<br />State State Proj Location Location
<br />4.
<br />ALL FIELD CONNECTIONS SHALL USE BOLTS, UNLESS OTHERWISE NOTED. ALL SHOP AND FIELD INSTALLED
<br />BRACING, CONNECTIONS, ROOFING, WALL PANELS, COMPONENTS, ATTACHMENTS, ETC.) SHALL BE
<br />File Location: C:\Users\christopher\AppData\Roaming\MecaWind\Default.wnd
<br />File Location: C:\Users\christopher\AppData\Roaming\MecaWind\Default.wnd
<br />BOLTS SHALL BE 3/4" DIA ASTM A325 TYPE N BOLTS IN STANDARD HOLES, AND SNUG TIGHT, UNLESS
<br />DESIGNED BY THE METAL BUILDING MANUFACTURER AND SHALL BE PERFORMED IN ACCORDANCE WITH
<br />Input Parameters: Envelope Procedure for Diaphragm Buildings per Ch. 28 Part 2
<br />Input Parameters: Envelope Procedure for Diaphragm Buildings per Ch. 28 Part 2
<br />OTHERWISE NOTED. ALL BOLTED CONNECTIONS SHALL HAVE 2 BOLTS MINIMUM, UNLESS OTHERWISE
<br />THE BUILDING CODE AND APPLICABLE AMENDMENTS AND WITH THE "LOW-RISE BUILDING SYSTEMS MANUAL"
<br />v: Basic Wind Speed = 140.00 mph
<br />v: Basic Wind Speed = 140.00 mph
<br />NOTED.
<br />OF THE METAL BUILDING MANUFACTURER'S ASSOCIATION. WHERE THESE CRITERIA CONFLICT, THE MORE
<br />Cat: Structural Category (I, II, III, and IV)
<br />cat: Structural Category (I, II, III, and IV) = II
<br />Exp: Exposure Category(B,C, or D) - B
<br />B
<br />B
<br />Exp: Exposure Category(B,C, or D) - B
<br />STRINGENT CRITERIA SHALL APPLY.
<br />5.
<br />HARDENED WASHERS CONFORMING TO ASTM F436 SHALL BE USED AT A325 BOLTS AND A490 BOLTS USED IN
<br />RHt: Ridge Height = 30.42 ft
<br />RHt: Ridge Height = 30.42 ft
<br />CONNECTION AND OVERSIZED AND SHORT SLOTTED HOLES. 5/16" THICK PLATE WASHERS OF
<br />2.
<br />THE PRE-ENGINEERED METAL BUILDING MANUFACTURER SHALL BE CERTIFIED BY THE AMERICAN INSTITUTE
<br />Eave Height = 25. 00 ft
<br />EHtFRICTION
<br />Eave Height = 25.21 ft
<br />Ht: Mean Roof Height of Building = 25.21 ft
<br />Ht:
<br />Ht:EHt
<br />Ht: Mean Roof Height of Building = 25.21 ft
<br />STRUCTURAL GRADE MATERIAL SHALL BE USED AT LONG SLOTTED HOLES. WASHERS SHALL HAVE A SIZE
<br />OF STEEL CONSTRUCTION CATEGORY MB.
<br />Theta: Roof Angle - 22.62 Deg
<br />Theta: Roof Angle = 22.62 Deg
<br />SUFFICIENT TO COMPLETELY COVER THE SLOT AFTER INSTALLATION.
<br />L: Length of Building(If Gabled, along Ridge) = 50.00 ft
<br />L: Length of Building(If Gabled, along Ridge) = 50.00 ft
<br />3.
<br />THE PRE-ENGINEERED METAL BUILDING SYSTEM SHALL BE DESIGNED TO SUPPORT THE MINIMUM LOADS
<br />B: Width of Building(Perpendicular to Ridge) = 50.00 ft
<br />Kzt: Topographic Factor = 1.00
<br />B: Width of Building (Perpendicular to Ridge) = 50.00 ft
<br />Kzt: Topographic Factor = 1.00
<br />6.
<br />ALL MODIFICATIONS REQUIRED FOR OTHER TRADES SHALL BE SHOWN ON THE SHOP DRAWINGS, AND MADE
<br />INDICATED BELOW (PLUS SELF WEIGHT) AT THE SPAN AND SPACING INDICATED ON THE DRAWINGS:
<br />DURING SHOP FABRICATION. FIELD BURNING OF STRUCTURAL STEEL IS PROHIBITED.
<br />a. SUPERIMPOSED UNIFORM DEAD LOAD 10 PSF (ROOF)
<br />Lambda: Adjustment Factor for Building Height and Exposure 1.00
<br />Lambda: Adjustment Factor for Building Height and Exposure 1.00
<br />b. SUPERIMPOSED UNIFORM LIVE LOADS SEE DESIGN LOADS
<br />I: Importance Factor 1.00
<br />a: 10% of Least Horiz Dim. or .4h, whichever is smaller = 5.00 ft
<br />I: Importance Factor 1.00
<br />a: 10% of Least Horiz Dim. or .4h, whichever is smaller = 5.00 ft
<br />7.
<br />ALL WELDING SHALL BE IN ACCORDANCE WITH AWS D1.1 "STRUCTURAL WELDING CODE -STEEL". WELDING
<br />e. LATERAL LOADS SEE DESIGN LOADS
<br />2a: Length over which Zone A acts on Each Corner = 10.00 ft
<br />2a: Length over which Zone A acts on Each Corner = 10.00 ft
<br />FILLER METAL SHALL BE AWS A5.1 OR A5.5 E70XX LOW HYDROGEN ELECTRODES. WELDERS SHALL BE AWS
<br />d. ROOF PULINS SHALL BE DESIGNED FOR 200 LB CONCENTRATED DEAD LOAD AT CENTER OF SPAN.
<br />CERTIFIED. SUBMIT COPY OF ALL CERTIFICATIONS TO THE ENGINEER. SURFACES TO BE WELDED SHALL BE
<br />wind Pressure on Main wind Force Resisting system (MwFRS)
<br />wind Pressure on gain wind Force Resisting System (MWM)
<br />WIRE BRUSHED CLEAN BEFORE WELDING.
<br />4.
<br />COORDINATE ANY ADDITIONAL LOADS THAT MAY OCCUR FROM HANGING AND/OR WALL MOUNTED
<br />EQUIPMENT WITH THE CONSTRUCTION DOCUMENTS.
<br />Load A Is C D E F G H EOE GOB
<br />Load A B C D E F G H EOE GOB
<br />8.
<br />ALL BEAM END CONNECTIONS NOT SPECIFICALLY DETAILED OR WHERE THE REACTION VALUES ARE NOT
<br />Case psf psf psf psf psf psf psf psf psf psf
<br />-----------------------------------------------------------------------------
<br />case psf psf psf psf psf psf psf psf pef psf
<br />-----------------------------------------------------------------------------
<br />SHOWN ON THE DRAWINGS SHALL BE DESIGNED AS FOLLOWS:
<br />5.
<br />CALCULATIONS FOR FRAME DEFLECTIONS SHALL BE DONE USING ONLY THE BARE FRAME METHOD.
<br />1.00 40.90 -2.13 28.44 0.35 -26.82 -24.74 -18. 93 -19. 33 -41.82 -33.88
<br />1.00 24.54 -1.28 17.06 0.21 -16.09 -14. 85 -11.36 -11.60 -25. 09 -20. 33
<br />a. ALL BEAM END CONNECTIONS SHALL BE IN ACCORDANCE WITH AISC SPECIFICATIONS FOR THE GIVEN
<br />REDUCTIONS BASED ON ENGINEERING JUDGMENT USING THE ASSUMED COMPOSITE STIFFNESS OF THE
<br />2.00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00
<br />2.00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00
<br />MEMBER SIZE, SPAN,
<br />BUILDING ENVELOPE SHALL NOT BE PERMITTED. DRIFT SHALL FOLLOW AISC'S "SERVICEABILITY DESIGN
<br />AND YIELD STRENGTH.
<br />CONSIDERATIONS FOR LOW-RISE BUILDINGS." CALCULATIONS SHALL BE SUBMITTED VERIFYING THAT THE
<br />Note (1) ps = Lambda Kzt I ps30
<br />Note (2) Directionality Factor (Kd) is not an input during a Simplified Analysis.
<br />Note (1) ps = Lambda Kzt I ps30
<br />Note (2) Directionality Factor (Kd) is not an input during a Simplified Analysis.
<br />b. ALL NON -COMPOSITE BEAM END CONNECTIONS SHALL BE DESIGNED FOR ONE HALF OF THE UNIFORM
<br />ACTUAL DRIFT UNDER CODE REQUIRED LOADING DOES NOT EXCEED ALLOWABLE.
<br />LOAD CAPACITY OF THE
<br />wind Pressure on Components and Cladding (Ch 30 Part 2)
<br />wind Pressure on Components and Cladding (Ch 30 Part 2)
<br />MEMBER.
<br />6.
<br />ALL FOOTING SIZES AT THE PRE-ENGINEERED METAL BUILDING ARE BASED ON ASSUMED REACTION
<br />All pressures shown are based upon STRENGTH Design, with a Load Factor of 1
<br />All pressures shown are based upon ASD Design, with a Load Factor of .6
<br />c. THE MINIMUM NUMBER OF BOLTS IN CONNECTIONS SHALL BE TWO (2).
<br />INFORMATION AND ARE BASED ON PINNED COLUMN BASES. NO "FIXED BASE" COLUMNS ARE PERMITTED
<br />WITHOUT THE ENGINEER'S WRITTEN APPROVAL. PRIOR TO FABRICATION AND/OR INSTALLATION OF ANY
<br />Description width Span Area zone Max P Min P
<br />Description width Span Area zone Max P Min P
<br />9.
<br />TYPICAL CONNECTION DETAILS INDICATED ON THE STRUCTURAL DESIGN DRAWINGS SHALL DICTATE THE
<br />STRUCTURAL COMPONENTS, THE CONTRACTOR SHALL PROVIDE FINAL REACTION INFORMATION SIGNED
<br />----------------------------------ft-----f t_ ---- psf psf
<br />-----------------------------
<br />----------------------------------ft-------- ----ftA2 psf psf
<br />- -----------------------------
<br />FORM AND GEOMETRY OF THE CONNECTION. THE FABRICATOR SHALL DETERMINE OR VERIFY TYPE, SIZE
<br />AND SEALED BY A QUALIFIED PROFESSIONAL ENGINEER TO VERIFY FOOTING SIZES INDICATED ON PLANS.
<br />ZONE 1 10.00 1.00 10.0 1 20.30 -32.30
<br />ZONE 1 10.00 1.00 10.0 1 12.18 -19.38
<br />AND NUMBER OF BOLTS; PLATE THICKNESSES AND SIZES; WELD SIZES AND LENGTHS; AND ALL REQUIRED
<br />ZONE 2 10.00 1.00 10.0 2 20.30 -56.20
<br />ZONE 2 10.00 1.00 10.0 2 12.18 -33.72
<br />INFORMATION NOT SPECIFIED ON THE TYPICAL CONNECTION DETAILS.
<br />7.
<br />THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF ANY REVISIONS REQUIRED AS A RESULT
<br />ZONE 3 10.00 1.00 10.0 3 20.30 -83.10
<br />ZONE 4 10.00 1.00 10.0 4 35.30 -38.20
<br />ZONE 3 10.00 1.00 10.0 3 12.18 -49.86
<br />ZONE 4 10.00 1.00 10.0 4 21.18 -22.92
<br />OF A CHANGE IN THE BUILDING MANUFACTURER, INCLUDING REDESIGN OF THE FOUNDATIONS.
<br />ZONE 5 10.00 1.00 10.0 5 35.30 -47.20
<br />ZONE 5 10.00 1.00 10.0 5 21.18 -28.32
<br />10.
<br />ALL PRIMARY STEEL MEMBERS THAT RECEIVE FIELD APPLIED SPRAY -ON FIRE PROOFING SHALL NOT BE
<br />ZONE 1 100.00 1. 00 100. 0 1 16. 00 -.30
<br />ZONE 1 100. 00 1.00 100. 0 1 9. 60 -24.72
<br />ZONE 2 100.00 1.00 100.0 2 16.00 -41 .20
<br />ZONE 2 100.00 1.00 100.0 2 9.60 -.
<br />PAINTED. REFER TO ARCHITECTURAL DRAWINGS FOR FIRE PROOFING REQUIREMENTS FOR PRIMARY
<br />8.
<br />THE METAL BUILDING ERECTOR SHALL PROVIDE ALL TEMPORARY GUYING AND BRACING.
<br />ZONE 3 100.00 1.00 100.0 3 16.00 -65.10
<br />ZONE 3 100.00 1.00 100.0 3 9.60 -39.06
<br />MEMBERS.
<br />ZONE 4 100.00 1.00 100.0 4 30.00 -33.00
<br />ZONE 4 100.00 1.00 100.0 4 18.00 -19.80
<br />9.
<br />UNLESS NOTED OTHERWISE OR SPECIFIED, ALL STEEL MEMBERS SHALL BE CLEANED AND PAINTED IN
<br />ZONE 5 100.00 1.00 100.0 5 30.00 -36.70
<br />ZONE 5 100.00 1.00 100.0 5 18.00 -22.02
<br />11.
<br />ALL EXTERIOR METAL FABRICATIONS EXPOSED TO WEATHER SHALL BE GALVANIZED, UNLESS OTHERWISE
<br />ACCORDANCE WITH MANUFACTURER'S STANDARD PROCEDURES.
<br />Note (1) If Zone = "2H" or "3H" then MaxP will be zero per Figure 6-3.
<br />Note (1) If Zone = "2H" or "3H" then MaxP will be zero per Figure 6-3.
<br />NOTED.
<br />Note (2) Max P & Min P = pnet30(from Fig.30.5-1) Lambda Importance Factor Kzt.
<br />Note (2) Max P & Min P = pnet30(from Fig.30.5-1) Lambda Importance Factor Kzt.
<br />SPECIAL
<br />STRUCTURAL INSPECTIONS
<br />Note (3) If Area<10 then Area=10 or Area>100 then Area=100 for Zones 1, 2, 3, 2H & 3H.
<br />Note (3) If Area<10 then Area=10 or Area>100 then Area=100 for Zones 1, 2, 3, 2H & 3H.
<br />Note (4) If Area<10 then Area=10 or Area>500 then Area=500 for Zones 4 & 5.
<br />Note (4) If Area<10 then Area=10 or Area>500 then Area=500 for Zones 4 & 5.
<br />12.
<br />ALL SECONDARY MEMBERS SUCH AS ANGLES, PLATES ETC, SHALL BE PRIME PAINTED WITH A MINIMUM DRY
<br />FILM THICKNESS OF 2.5 MILS, SURFACES IN CONTACT WITH CONCRETE OR GROUT. SURFACES TO BE 1. THE OWNER WILL HIRE AN INSPECTION AGENCY OR RETAIN THE ENGINEER OF RECORD TO PERFORM ALL
<br />WELDED, GALVANIZED OR RECEIVE SPRAY ON FIREPROOFING AND FAYING SURFACES OF SLIP CRITICAL
<br />REQUIRED SPECIAL INSPECTIONS AND TEST.
<br />CONNECTIONS, SHALL NOT BE PRIME PAINTED.
<br />2.
<br />SPECIAL STRUCTURAL INSPECTIONS SHALL BE CONDUCTED AND DOCUMENTED AS PER CHAPTER 17 OF THE
<br />STEEL DECKING
<br />IBC AND ALL APPLICABLE AMENDMENTS FOR THE FOLLOWING ITEMS OR AS REQUIRED BY THE BUILDING
<br />OFFICIAL:
<br />1.
<br />ALL STEEL ROOF AND FLOOR DECK SHALL BE IN ACCORDANCE WITH THE BUILDING CODE AND APPLICABLE
<br />AMENDMENTS AND CONFORM TO THE TO THE "STEEL DECK SPECIFICATIONS AND LOAD TABLES" OF THE
<br />a. STEEL CONSTRUCTION
<br />STEEL DECK INSTITUTE AND FACTORY MUTUAL.
<br />b. CONCRETE CONSTRUCTION
<br />c. MASONRY CONSTRUCTION
<br />2.
<br />ALL DECK PROPERTIES ARE BASED ON DECKING MANUFACTURERED BY VULCRAFT UNLESS OTHERWISE
<br />d. ANCHOR BOLTS IN PRE -DRILLED HOLES IN CONCRETE OR IN MASONRY
<br />NOTED.
<br />e. SITE SOIL CONDITIONS (AS REQUIRED; SEE FOUNDATION DESIGN NOTES)
<br />3.
<br />ALL STEEL ROOF DECK SHALL BE "MR-24" MANUFACTURERED BY BUTLER MANUFACTURING AND
<br />3.
<br />ALL SPECIAL INSPECTIONS SHALL BE CONDUCTED BY A QUALIFIED SPECIAL INSPECTOR AS DETERMINED BY
<br />CONFORMING TO ASTM A446 AND HAVE A PROTECTIVE COATING CONFORMING TO ASTM A525.
<br />THE BUILDING OFFICIAL AND/OR PERFORMED UNDER THE SUPERVISION OF THE ENGINEER OF RECORD.
<br />4.
<br />ALL WELDING SHALL BE IN ACCORDANCE WITH AWS D1.3 "STRUCTURAL WELDED CODE -SHEET STEEL".
<br />4.
<br />A STATEMENT OF SPECIAL STRUCTURAL INSPECTION IN ACCORDANCE WITH SECTION 1705 OF THE IBC
<br />WELDING FILLER METAL SHALL BE AWS A5.1 OR A5.5 E60XX ELECTRODES. WELDERS SHALL BE AWS
<br />SHALL BE SUBMITTED TO THE BUILDING OFFICIAL PRIOR TO BEGINNING OF ANY SPECIAL STRUCTURAL
<br />CERTIFIED. SUBMIT WELDER CERTIFICATIONS AND WELDING PROCEDURE QUALIFICATION TO THE
<br />INSPECTIONS BY THE SPECIAL INSPECTOR.
<br />ENGINEER. USE WELDING WASHERS WHEN REQUIRED BY THE DECK MANUFACTURER.
<br />5.
<br />SPECIAL STRUCTURAL INSPECTION REPORTS SHALL BE FURNISHED TO THE BUILDING OFFICIAL AND THE
<br />5.
<br />THE DECK CONTRACTOR AND/OR MANUFACTURER SHALL PROVIDE ALL END CLOSURES, CONCRETE POUR
<br />ENGINEER OF RECORD IN ACCORDANCE WITH SECTION 1704 OF THE IBC.
<br />STOPS, AND MISCELLANEOUS TRANSITION PIECES AS REQUIRED AT ALL EDGES AND CHANGES IN RIB
<br />DIRECTION, UNLESS OTHERWISE NOTED.
<br />1816.1
<br />TERMITE PROTECTION.
<br />TERMITE PROTECTION SHALL BE PROVIDED BY REGISTERED TERMITICIDES, INCLUDING SOIL APPLIED
<br />6.
<br />THE CONTRACTOR SHALL COORDINATE ALL DECK OPENINGS REQUIRED FOR OTHER TRADES AND SUPPLY
<br />PESTICIDES, BAITING SYSTEMS, AND PESTICIDES APPLIED TO WOOD, OR OTHER APPROVED METHODS OF
<br />FRAMING MEMBERS AS INDICATED ON THE DRAWINGS AND/OR DETAILS
<br />TERMITE PROTECTION LABELED FOR USE AS A PREVENTATIVE TREATMENT TO NEW CONSTRUCTION. SEE
<br />SECTION 202, "REGISTERED TERMITICIDE." UPON COMPLETION OF THE APPLICATION OF THE TERMITE
<br />COLD
<br />-FORMED STEEL STRUCTURAL FRAMING
<br />PROTECTIVE TREATMENT, A CERTIFICATE OF COMPLIANCE SHALL BE ISSUED TO THE BUILDING
<br />DEPARTMENT BY THE LICENSED PEST CONTROL COMPANY THAT CONTAINS THE FOLLOWING STATEMENT:
<br />1.
<br />ALL COLD -FORMED STEEL STRUCTURAL FRAMING SHALL BE FABRICATED AND ERECTED AND MEET THE
<br />"THE BUILDING HAS RECEIVED A COMPLETE TREATMENT FOR THE PREVENTION OF SUBTERRANEAN
<br />REQUIREMENTS OF THE "SPECIFICATIONS FOR THE DESIGN OF COLD FORMED STRUCTURAL STEEL
<br />TERMITES. TREATMENT IS IN ACCORDANCE WITH RULES AND LAWS ESTABLISHED BY THE FLORIDA
<br />MEMBERS" OF THE AMERICAN IRON AND STEEL INSTITUTE (AISI), LATEST EDITION.
<br />DEPARTMENT OF AGRICULTURE AND CONSUMER SERVICES."
<br />2.
<br />ALL COLD -FORMED FRAMING SHALL BE ASTM A653. ALL 12, 14, AND 16 GAGE SSMA STEEL STUDS SHALL
<br />HAVE A MINIMUM YIELD STRENGTH OF 50,000 PSI AND ALL 18 AND 20 GAGE SSMA STEEL STUDS SHALL HAVE
<br />A MINIMUM YIELD STRENGTH OF 33,000 PSI. ALL C-SECTIONS WITH LIPS (CS) STEEL STUDS SHALL HAVE A
<br />MINIMUM YIELD STRENGTH OF 55,000 PSI. ALL GAGES OF PLATES, TRACKS, STRAPS, ACCESSORIES, AND
<br />BRIDGING SHALL HAVE A MINIMUM YIELD STRENGTH OF 33,000 PSI. ALL COLD -FORMED STEEL FRAMING
<br />EXPOSED TO WEATHER OR IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE GALVANIZED
<br />WITH G90 GALVANIZING MINIMUM.
<br />3.
<br />ALL COLD -FORMED STEEL FRAMING AND RELATED ITEMS SHALL BE THE SHAPE, SIZE, AND GAGE SHOWN ON
<br />THE PLANS AND BE SOLID (UNPUNCHED). MEMBER PROPERTIES ARE BASED ON DIMENSIONAL PROPERTIES
<br />PROVIDED IN THE AISI "COLD -FORMED STEEL DESIGN MANUAL", LATEST EDITION. OTHER PRODUCTS MAY BE
<br />SUBSTITUTED BUT REQUIRE THE WRITTEN APPROVAL OF THE ENGINEER AND/OR ARCHITECT.
<br />UNAUTHORIZED DEVIATIONS ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR.
<br />4.
<br />REFER TO THE ARCHITECTURAL DRAWINGS FOR ALL COLD -FORMED STEEL FRAMING NOT SHOWN. AS A
<br />MINIMUM PROVIDE DOUBLE STUDS AT EACH SIDE OF ALL OPENINGS, CORNERS, INTERSECTIONS, END OF
<br />ALL WALLS, AND AT BEAM AND JOIST BEARING. PROVIDE TWO 16WC800 HEADERS OVER ALL OPENINGS
<br />UNLESS OTHERWISE NOTED. PROVIDE SOLID BLOCKING FOR MULTI -STUD POST OR STEEL COLUMNS
<br />THROUGH FLOORS TO SUPPORT FRAMING BELOW.
<br />5.
<br />WALLS WHICH HAVE SHEATHING CONNECTED ON ONE SIDE ONLY SHALL HAVE UNSHEATHED FLANGES
<br />LATERALLY SUPPORTED IN ACCORDANCE WITH THE DETAILS OR PER MANUFACTURER'S
<br />RECOMMENDATIONS.
<br />6.
<br />REFER TO THE PLANS AND SHEAR WALL SCHEDULE FOR REQUIRED SHEATHING AND STRAP BRACING.
<br />NOTE: CONTRACTOR AND ALL SUB -TRADES (WITHOUT EXCEPTION) SHALL FIELD VERIFY ALL
<br />DIMENSIONS AND EXISTING CONDITIONS PRIOR TO ORDERING AND INSTALLATION OF ANY
<br />MATERIALS. NOTIFY EOR, IN WRITING, OF ANY DISCREPANCIES PRIOR TO PROCEEDING
<br />1
<br />STRUCTURAL NOTES
<br />n
<br />WIND LOADS
<br />SCALE NTS
<br />SCALE:NTS
<br />c
<br />LIGHTNING STEEL
<br />CG19-014
<br />ICIGCONNELLY GROUP
<br />'. C O N S U L T I N G E N G I N E E R S
<br />Q200
<br />CU
<br />2nd Ave South - #465 - St Petersburg, FL 33701
<br />infooconnellyengineering.com
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<br />M813. 232. 8448 (F)800.698. 1945
<br />www.connellyengineering.com
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