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Home My WebLink About21-1134 Paul Bobo Construction eSigned (3)BUILDING LOADS / DESCRIPTION: WIDTH: (BUILDING DIMENSIONS ARE NOMINAL. REFER TO PLANS). THIS STRUCTURE IS DESIGNED UTILIZING THE LOADS INDICATED AND APPLIED AS REQUIRED BY : THE CONTRACTOR IS TO CONFIRM THAT THESE LOADS COMPLY WITH THE REQUIREMENTS OF THE LOCAL BUILDING DEPARTMENT. ROOF DEAD LOAD: COLLATERAL LOAD: ROOF LIVE LOAD: ROOF SNOW LOAD: BASIC WIND SPEED: SEISMIC ZONE: IMPORTANCE FACTORS: WIND LOAD SNOW LOAD SEISMIC LOAD PSF (ROOF PANELS & PURLINS) PSF PSF PSF MPH 2.5 0.5 20.0 0.0 161 A 1.00 1.00 LENGTH: HEIGHT:40 50 17.8 / 17.8 FBC 2020 . ROOF PANELS: WALL PANELS: TRIM COLORS: LINER PANELS: LINER TRIM: COLOR: COLOR: CABLE: CORNER: EAVE: FRAMED OPENINGS: COLOR: COLOR: N/A N/A Cool White (SMP) Cool White (SMP) Old Town Gray (SMP) Old Town Gray (SMP) Old Town Gray (SMP) Old Town Gray (SMP) PROJECT: JOB NUMBER: PAUL BOBO 21-1134 BUILDER / CONTRACTOR RESPONSIBILITIES APPROVAL NOTES IMPORTANT NOTE: FINAL DETAILING, FABRICATION, AND DELIVERY DATE OF THIS PROJECT CANNOT BE COMPLETED UNTIL THE SIGNED APPROVALS ARE RETURNED TO THE METAL BUILDING MANUFACTURER. GENERAL NOTES: 1) MATERIALS : MINIMUM YIELD: HOT ROLLED BAR STRUCTURAL STEEL SHEET STRUCTURAL STEEL PLATE COLD FORMED SHAPES WALL SHEETING ROOF SHEETING BOLTS A307 & A325 THE METAL BUILDING MANUFACTURER RESERVES THE RIGHT TO SUBSTITUTE THE ABOVE MATERIALS WITH EQUAL OR BETTER MATERIAL. 2) BOLT TIGHTENING REQUIREMENTS: ALL HIGH STRENGTH BOLTS ARE A325 UNLESS NOTED OTHERWISE. HIGH STRENGTH BOLTS SHALL BE TIGHTENED BY THE TURN OF THE NUT METHOD IN ACCORDANCE WITH THE LATEST EDITION AISC "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS". A325 BOLTS SHALL BE INSTALLED WITH OUT WASHERS WHEN TIGHTENED BY THE "TURN OF THE NUT" METHOD. ALL BOLTED CONNECTIONS, FOR SHEAR/BEARING CONNECTION TYPE WITH BOLT THREADS EXCLUDED FROM THE SHEAR PLANE SHALL BE SNUG TIGHT ONLY. 3) ALL STRUCTUAL STEEL TO RECEIVE A RUST INHIBITIVE PRIMER. THIS PAINT IS NOT INTENDED FOR LONG TERM EXPOSURE TO THE ELEMENTS. 1.00 Fy = 57.0000 ksi MIN. Fy = 50.0000 ksi MIN. Fy = 50.0000 ksi MIN. Fy = 50.0000 ksi MIN. Fy = 60.0000 ksi MIN. Fy = 60.0000 ksi MIN. THERMAL FACTOR:1.00 DEFLECTION LIMTS: EW COL: EW RAF LIVE: EW RAF WIND: WALL GIRT: PURL LIVE: PURL WIND: WALL PANEL: ROOF PANEL LIVE: ROOF PANEL WIND: RF HORIZONTAL: RF VERTICAL: WIND BENT: RF CRANE: RF SEIS: WIND BENT SEIS: 180 180 180 90 180 150 60 60 60 60 180 60 100 50 50 IT IS THE RESPONSIBILITY OF THE BUILDER/CONTRACTOR TO INSURE THAT ALL PROJECT PLANS AND SPECIFICATIONS COMPLY WITH THE APPLICABLE REQUIREMENTS OF ANY GOVERNING BUILDING AUTHORITIES. THE SUPPLYING OF SEALED ENGINEERING DATA AND DRAWINGS FOR THE METAL BUILDING SYSTEM DOES NOT IMPLY OR CONSTITUTE AN AGREEMENT THAT THE METAL BUILDING SYSTEM MANUFACTURER OR ITS DESIGN ENGINEER IS ACTING AS THE ENGINEER OF RECORD OR DESIGN PROFESSIONAL FOR A CONSTRUCTION PROJECT. THE CONTRACTOR MUST SECURE ALL REQUIRED APPROVALS AND PERMITS FROM THE APPROPRIATE AGENCY AS REQUIRED. APPROVAL OF THE METAL BUILDING SYSTEM MANUFACTURER'S DRAWINGS AND CALCULATIONS INDICATE THAT THE METAL BUILDING SYSTEM MANUFACTURER CORRECTLY INTERPRETED AND APPLIED THE REQUIREMENTS OF THE CONTRACT DRAWINGS AND SPECIFICATIONS. (SECT. 4.2.1 AISC CODE OF STANDARD PRACTICES, 9TH ED.) WHERE DISCREPANCIES EXIST BETWEEN THE METAL BUILDING SYSTEM MANUFACTURER'S STRUCTURAL STEEL PLANS AND THE PLANS FOR OTHER TRADES, THE STRUCTURAL STEEL PLANS SHALL GOVERN. (SECT. 3.3 AISC CODE OF STANDARD PRACTICE 9TH ED.) DESIGN CONSIDERATIONS OF ANY MATERIALS IN THE STRUCTURE WHICH ARE NOT FURNISHED BY THE METAL BUILDING SYSTEM MANUFACTURER ARE THE RESPONSIBILITY OF THE CONTRACTORS AND ENGINEERS OTHER THAN THE METAL BUILDING SYSTEM MANUFACTURER'S ENGINEER UNLESS SPECIFICALLY INDICATED. THE CONTRACTOR IS RESPONSIBILE FOR ALL ERECTION OF STEEL AND ASSOCIATED WORK IN COMPLIANCE WITH THE METAL BUILDING SYSTEM MANUFACTURER "FOR CONSTRUCTION" DRAWINGS. ALL BRACING AS SHOWN AND PROVIDED BY THE METAL BUILDING SYSTEM MANUFACTURER FOR THIS BUILDING IS REQUIRED AND SHALL BE INSTALLED BY THE ERECTOR AS A PERMANENT PART OF THE STRUCTURE. TEMPORARY SUPPORTS, SUCH AS TEMPORARY GUYS, BRACES, FALSE WORK, CRIBBING OR OTHER ELEMENTS REQUIRED FOR THE ERECTION OPERATION WILL BE DETERMINED AND FURNISHED AND INSTALLED BY THE ERECTOR. THESE TEMPORARY SUPPORTS WILL SECURE THE STEEL FRAMING, OR ANY PARTLY ASSEMBLIED STEEL FRAMING, AGAINST LOADS COMPARABLE IN INTENSITY TO THOSE FOR WHICH THE STRUCTURE WAS DESIGNED, RESULTING FROM WIND, SEISMIC FORCES AND ERECTION OPERATIONS, BUT NOT THE LOADS RESULTING FROM THE PERFORMANCE OF WORK BY OR THE ACTS OF OTHERS, NOR SUCH UNPREDICTABLE LOADS AS THOSE DUE TO TORNADO, EXPLOSION, OR COLLISION. (SECT. 7.9.1 AISC CODE OF STANDARD PRACTICE, 9TH ED.) WARNING: IN NO CASE SHOULD GALVALUME STEEL PANELS BE USED IN CONJUNCTION WITH LEAD OR COPPER. BOTH LEAD AND COPPER HAVE HARMFUL CORROSION EFFECTS ON THE ALUMINUM ZINC ALLOY COATING WHEN THEY ARE USED IN CONTACT WITH GALVALUME STEEL PANELS. EVEN RUN-OFF FROM COPPER FLASHING, WIRING, OR TUBING ONTO GALVALUME SHOULD BE AVOIDED. THE FOLLOWING CONDITIONS APPLY IN THE EVENT THAT THESE DRAWINGS ARE USED AS APPROVAL DRAWINGS: IT IS IMPERATIVE THAT ANY CHANGES TO THESE DRAWINGS BE MADE IN CONTRASTING INK (PREFERABLY RED INK), HAVE ALL INSTANCES OF CHANGE CLEARLY INDICATED, AND BE LEGIBLE AND UNAMBIGUOUS. A SIGNATURE AND DATE IS REQUIRED ON ALL PAGES. MANUFACTURER RESERVES THE RIGHT TO RE-SUBMIT DRAWINGS WITH EXTENSIVE OR COMPLEX CHANGES REQUIRED TO AVOID MISFABRICATION. THIS MAY IMPACT THE DELIVERY SCHEDULE. APPROVAL OF THESE DRAWINGS INDICATES CONCLUSIVELY THAT THE METAL BUILDING SYSTEM MANUFAACTURER HAS CORRECTLY INTERPRETED THE CONTRACT REQUIREMENTS, AND FURTHER CONSTITUTES AGREEMENT THAT THE BUILDING AS DRAWN WITH INDICATED CHANGES REPRESENTS THE TOTAL OF THE MATERIALS TO BE SUPPLIED BY MANUFACTURER. ANY CHANGES NOTED ON THHE DRAWINGS NOT IN COMFORMANCE WITH THE TERMS AND REQUIREMENTS OF THE CONTRACT BETWEEN MANUFACTURER AND ITS CUSTOMER ARE NOT BINDING ON MANUFACTURER UNLESS SUBSEQUENTLY SPECIFICALLY ACKNOWLEDGED AND AGREED TO IN WRITING BY CHANGE ORDER OR SEPARATE DOCUMENTATION. MANUFACTURER RECONGNIZES THAT RUBBER STAMPS ARE ROUTINELY USED FOR INDICATING APPROVAL, DISAPPROVAL, REJECTION, OR MERE REVIEW OF THE DRAWINGS SUBMITTED. HOWEVER, MANUFACTURER DOES NOT ACCEPT CHANGES OR ADDITIONS TO CONTRACTURAL TERMS AND CONDITIONS THAT MAY APPEAR WITH USE OF A STAMP OR SIMILIAR INDICATIOIN OF APPROVAL, DISAPPROVAL, ETC. SUCH LANGUAGE APPLIED TO MANUFACTURER'S DRAWINGS BY THE CUSTOMER, ARCHITECT, ENGINEER, OR ANY OTHER PARTY WILL BE CONSIDERED AS UNACCEPTABLE ALTERNATIONS TO THESE DRAWING NOTES, AND WILL NOT ALTER THE CONTRACTUAL RIGHTS AND OBLIGATIONS EXISTING BETWEEN MANUFACTURER AND ITS CUSTOMER. GROUND SNOW LOAD:PSF0.0 SNOW EXPOSURE: WIND EXPOSURE: 1.00 B DESIGN BASE SHEAR, V: EXPANDED FORMULA LONGITUDINAL TRANSVERSE 0.667*Ie*Fa*Ss*W/R 0.28 0.24 Sds 0.05 Sd1 0.04 SITE CLASS:D OCCUPANCY CATEGORY:II - Normal SEISMIC DESIGN CATEGORY:A SPECTRAL RESPONSE COEFF. Ss 0.05 S1 0.03 MAPPED SPECTRAL RESPONSE ACC. INTERNAL PRESSURE COEFF.: 0.18 -0.18/ 52 Apex Dr. Jefferson, GA 30549 Ph. 888-346-2426 mavericksteelbuildings.com Page 1 of 14 859 Legg Road Jefferson, GA 30549 Ph. (706) 367-1412 allsteelconstruction.net Page 2 of 14 859 Legg Road Jefferson, GA 30549 Ph. (706) 367-1412 allsteelconstruction.net Page 3 of 14 859 Legg Road Jefferson, GA 30549 Ph. (706) 367-1412 allsteelconstruction.net Page 4 of 14 859 Legg Road Jefferson, GA 30549 Ph. (706) 367-1412 allsteelconstruction.net Page 5 of 14 859 Legg Road Jefferson, GA 30549 Ph. (706) 367-1412 allsteelconstruction.net Page 6 of 14 859 Legg Road Jefferson, GA 30549 Ph. (706) 367-1412 allsteelconstruction.net Page 7 of 14 859 Legg Road Jefferson, GA 30549 Ph. (706) 367-1412 allsteelconstruction.net Page 8 of 14 859 Legg Road Jefferson, GA 30549 Ph. (706) 367-1412 allsteelconstruction.net Page 9 of 14 859 Legg Road Jefferson, GA 30549 Ph. (706) 367-1412 allsteelconstruction.net Page 10 of 14 859 Legg Road Jefferson, GA 30549 Ph. (706) 367-1412 allsteelconstruction.net Page 11 of 14 SECTION THRU ENDWALL RAFTER END OF BUILDING GABLE RAKE ANGLE ROOF PURLIN ENDWALL RAFTER #12 S. D. SCREW BOLT, 0.5" BY 1"(TYP) WELDED PLATE A7 ENDWALL RAFTER ENDWALL COLUMN BOLTS, 0.50" BY 1.50" ENDWALL RAFTER TO COLUMNB4 (ONE SHOWN, TWO MAY BE USED) ENDWALL RAFTER CORNER COLUMN TO ENDWALL RAFTER ENDWALL COLUMN B16 GIRT TO COLUMNC6 COLUMN GIRT WELDED PLATE PLATE CORNER COLUMN ENDWALL GIRT SIDEWALL GIRT CORNER COLUMN TO WALL GIRT BOLT, .5"x1.0" WELDED D4 W R COLUMN CORNER COLUMN TO WALL GIRTD17 PLATE WELDED GIRT SIDEWALL ENDWALL ANGLE WELDED GIRT BASE PLATE FOR ENDWALL COLUMN ENDWALL COLUMN BASE PLATE E3 PLAN ELEVATION COLUMN OR DOOR JAMB BASE PLATE TO ENDWALLE5 ELEVATIONPLAN BASE PLATE COLUMN ENDWALL ENDWALL COLUMN BASE PLATE PLAN ELEVATION E8 BASE PLATE FOR ENDWALL COLUMN OR DOOR JAMB ENDWALL RAFTER RAFTER SPLICE AT SURFACE CHANGEF20 ENDWALL COLUMN ROOF PURLIN TO INTERIOR FRAME RAFTER RAFTER FRAME RIGID BRACE FLANGE RAFTER PURLIN ROOFBOLTS, 0.5" x 1.0" (TYP) G2 PLATE WELDED WALL GIRT TO FRAME COLUMN WALL GIRT H2 FLANGE BRACE COLUMN BOLTS, 0.5" x 1.0" (TYP) FRAME COLUMN I8 0.5" x 1.0" BOLT, TYP. ENDWALL RAFTER #12 S. D. SCREW ANGLE RAKE GABLE EAVE STRUT EAVE STRUT TO ENDWALL RAFTER EAVE STRUT TO RIGID FRAME SECTION ELEVATION EAVE STRUT FRAME COLUMN BOLTS, J2 EXTENSION OF TOP FLANGE 0.75"x1.25" WALL GIRT TO DOOR JAMB WALL GIRT WELDED PLATE K3 DOOR JAMB 859 Legg Road Jefferson, GA 30549 Ph. (706) 367-1412 allsteelconstruction.net Page 12 of 14 SECTION ELEVATION DOOR JAMB TO WALL GIRT DOOR JAMB WALL GIRT BOLT, 0.5" x 1.5" L8 L108 JAMB TO ENDWALL RAFTER FLANGE JAMB CONNECTION PLATES ENDWALL RAFTER M4 HEADER TO C JAMB WELDED PLATE JAMB HEADER SECTION ELEVATION COLUMN OR RAFTER WEB SHOP CLAMP ON CABLE CABLE EYEBOLT SLOT IN WEB TO INSERT HILLSIDE WASHER AND EYEBOLT HILLSIDE WASHER FLAT WASHER NUT DIAGONAL CABLE, EYEBOLT ENDQ2 R2 ANCHOR BOLTS AT SIDEWALL COLUMN ELEVATIONPLAN SIDEWALL COLUMN BASE PLATE BOLTS ANCHOR (AS NOTED) MEMBER SCREW SPACING MEMBER SCREW SPACING (AS NOTED) T1 BASE TRIM BASE ANGLE IN THE REACTION REPORT. TO SAFELY RESIST THE LOADS BY OTHERS, MUST BE ADEQUATE AND CONCRETE FOUNDATION SECTION THRU WALL PANEL FOUNDATION CONCRETE WALL PANEL WALL PANEL BASE ANGLE FASTENER FASTENER BASE TRIM CLOSURE ANCHOR SEALANT BASE SEAL TRIM_74 GABLE FASTENER PURLIN ROOF PANEL SEALANT FASTENER WALL PANEL FASTENER TRIM CLOSURE FASTENER FASTENER ANGLE SHEETING SEALANT TRIM_229 WALL PANEL SEALANT TRIM CLOSURE FASTENER FASTENER HEADER HEADER TRIM_232 HEADER COVER FASTENER HEADER COVER HEADER WALL PANEL TRIM_235 WALL GIRT TRIM FASTENER JAMB JAMB WALL PANEL FASTENER TRIM_239 WALL GIRT JAMB JAMB COVER JAMB WALL PANEL COVER TRIM_242 RIBBED ROOF PANEL EAVE STRUT WALL PANEL EAVE TRIM TRIM_316 EAVE TRIM 859 Legg Road Jefferson, GA 30549 Ph. (706) 367-1412 allsteelconstruction.net Page 13 of 14 PURLIN FASTENERS (3 PER FOOT) 3/16"X3/4" MASTIC RIDGE PANEL RIDGE PANEL TRIM_320 EAVE STRUT FASTENERS (2 PER FLAT) FASTENERS (ONE PER FLAT) GABLE ANGLE GIRT CORNER TRIM BASE ANGLE FASTENERS (2 PER FLAT) CLOSURE FURNISHED ONLY WITH SEALED WALL OPTION. 1/2" CORNER FLASHINGTRIM_323 TOP BOLTS, SEE DRAWING FOR SIZE BOTTOM BOLTS, SEE DRAWING FOR SIZE INTERMEDIATE BOLTS, WHEN REQUIRED. AND QUANTITY. AND QUANTITY. U2 BOLTED END PLATE CONNECTION AT BUILDING PEAK EXTENSION BEYOND FLANGE IS OPTIONAL, AT TOP & BOTTOM. U3 TOP BOLTS, SEE DRAWING FOR SIZE. BOTTOM BOLTS, SEE DRAWING FOR SIZE. INTERMEDIATE BOLTS, WHEN REQUIRED. AND QUANTITY. AND QUANTITY. TOP FLANGE WEB BOLTS FOR RAFTER TO COLUMN CONNECTION BOLTED END PLATE BOTTOM FLANGE 859 Legg Road Jefferson, GA 30549 Ph. (706) 367-1412 allsteelconstruction.net Page 14 of 14