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HomeMy Public PortalAbout12-0017 City of Tybee_2of36" ?� /7 /7T/ /: 7 ,/ // // / / / ; % / / / / /// / // i ,/„//„,,/ //// ///// / / / /// / /// / / / / / /,/ / i / / / / /,' / //i /. / // / /// / / / / / //, /////// /////// /////,/,/ / / / / / //, /////// ///////, ///////, / / / / / / / , /////// /////// / / / / / //, / / / / /// //////,/ /////// / / /// // /////// /////// //////// / /// //// / //, // // /1 /, // / // / % / / / /// /////// % / / / /// ///////, //./././// /////// /////// / / / / /// // / / / /// / / / / / /// / / / / / /// ///////, /////// ////////,/ /////// / //"/"///////// ////////////////, / ////"/////////// //'1,,j////////////// / , / / /, // / / / / / / // / 1-;/////////////// _ � /- '7,//!/////////// ////////////,/,/// EXISTING BUILDING 6" 15' -0" 13' -6" 14' -0" EH sg 0 ALL STRAIGHT WALL COLUMNS & 4" INSULATION IN ROOF 0 0 0 O O O N 11 -0" 9 O TRANSITION TRIM BIGBEE II ROOF PANEL 15-0" SECTION 'C' 12 EXISTING PURLINS ARE 10" .�L co lo v. UC'�t :0` '611 1� MY- Ow BIGBEE II ROOF PANEL SYSTEM '''`'-,,_ ANGLE \._ \--BIGBEE TRIM 'BB' STD II SOFFIT PANEL (PG) ANGLE TRIM 'G' 2' -0T1 SECTION 'B' 1' -0" 15' -0" SPC'L SOFFIT SUPPORT GABLE SPC'L GUTTER ANGLE r --TRIM (BS) BIGBEE II SOFFITS (PG) 8" —.i SPC'L ANGLE BIGBEE II TRIM (BS) SOFFITS (PG) SPC'L ANGLE TRIM (BS) DOOR (BS) (BS) 2' -0" W O of NOTE: B.S.- BURNISH SLATE 1-0" 60' -0" 0/0 G I RTS SECTION 'A' MASONRY WALL BY OTHERS (EA SIDE OF DOOR) CUSTOM STEEL BUILDINGS P.O. BOX 2314 MUSCLE SHOALS. ALABAMA 36682 PHONE (256) 30.3 -1322 FAX (256)191 16E9 PRELIMINARY NOTE THESE DRAWINGS ARE PRELIMINARY TO BE USED FOR REVIEW AND COMMENT ONLY. THEY SHOW ALL PERTINENT DIMENSIONS, SETUP'S, FRAMED OPENING CONDITIONS, AND SECTIONS WITH DETAILS AS WELL AS SCOPE OF WORK ISSUES.... ALL TO BE EVALUATED AND VERIFIED TO HELP SPEED UP AHD A/O THE DESIGN PROCESS. THEY SHOULD NOT BE A REPLACEMENT OR SUBSTITUTE FOR ERECTION DRAWINGS, ANCHOR BOLT PLANS OR SPECIFIC ENGINEERED DESIGNS, ENGINEERING DESIGN SUMMARIES, 'FOR CONSTRUCTION' ANCHOR BOLT PLANS, AND ERECTION W/ SECTION H DETAIL DRAWINGS WILL BE SENT OUT LATER AS THE DESIGN PROCESS PROGRESSES AND CONTINUES. DETAILER NOTE: TRIM CONFIGURATIONS AND TRIM SET -UPS IN SECTIONS ON THIS (SD) DRAWING ARE PRELIMINARY. IT IS THE DETAILER'S RESPONSIBILITY TO MAKE MODIFICATIONS AS NECESSARY TO CREATE THE FINISHED & CORRECT SECTIONS WITH CORRECT TRIM PARTS FOR THE PROJECT. (REMOVE THIS NOTE AFTER FINAL CHECK) THE PURPOSE OF THIS DRAWING IS TO ILLUSTRATE STEEL LAYOUT PLANS AND /OR ELEVATIONS AND SHEETING AND TRIM DETAILS FOR PURPOSES OF COORDINATION BY OTHERS OF CONSTRUCTION ELEMENTS BEYOND THE METAL BUILDING DESIGNED AND FABRICATED BY BIGBEE STEEL BUILDINGS, INC. CONSTRUCTION ELEMENTS DEPICTED HEREIN (BEYOND THE METAL BUILDING STRUCTURE) ARE NOT TO BE CONSTRUED AS REPRESENTING ENGINEERING DESIGN OF THOSE ELEMENTS. SUCH ENGINEERING DESIGN MUST BE SECURED FROM OTHER DESIGN PROFESSIONALS. THE DESIGN OF MASONRY AND /OR CURTAIN WALL FACADES. ROOF SYSTEMS OTHER THAN METAL DECKING PROVIDED BY BIGBEE STEEL, OR ANY OTHER ELEMENTS ADDED TO THE METAL BUILDING STRUCTURE BY OTHERS DOES NOT FALL UNDER THE ENGINEERING SEAL AFFIXED TO THIS DRAWING EXCEPT AS SPECIFICALLY STATED IN THE DESIGN SUMMARY DRAWINGS. IN ADDITION, THE DESIGN OF THE PHYSICAL CONNECTION OF THESE SYSTEMS TO THE METAL BUILDING STRUCTURE IS BY OTHERS AND DOES NOT FALL UNDER THE ENGINEERING SEAL, All RIGHTS RESERVED. NO PART OF THIS DOCUMENT MAY BE REPRODUCED III ANY FORM OR ST ANY MEANS L'■ THOUT WRITTEN PERMISSION. © COPYRIGHT 2011 REVISIONS NO DAIE eV OESWPI.N DESIGN CERTIFICATION CERTIFICATION OF THE METAL BUILDING COMPONENTS SUPPLIED Sr f GBEE STEEL BUF_0I1135 IN ISL/D ME TO O LOADS SFELIHLD ON THE 2(1.6W STEEL BU LORtR�OS MC PURCHASE ORDER. THE BOILOITE. MU..' SE EREC TED El ACCORDANCE YAM THE ERECTION DRAWINGS AVE EXCLUDES ITEMS NOT SUPPLIED BY SIGSEE STEEL BUILDIYOS. TIIC. ME UNDERSIGNED IS NOT INN LWN.l.EEit W RLLLNU OR TIE OVERALL PROJECT, OPcikb ACCREDITED AC472 TA E I,T B BR MBMFi Column Layout CUSIOYEA Harbor Const. Brunswick, Ga. Harbor Cnst. / Tybee Island Fire Sta. Tybee Island, Ga JOB 11515 - Column Layout CFECKBO LID FS 51.1 2,7 T S 11 -28 -11 11515 CL -1 FILENAME: 11515 M EM B E R MBMR METAL BUILDING MANUFACTURERS ASSOCIATION • ,�t, ACCREDITED AC472 ROOF SHEETING" / CLADDING SEAM TYPE to Bigbee Rib II I126ga 0 24ga O Bigbee Rib II PBR ❑ 26ga 0 24ga ❑ BigbeeLok -324 0 24ga 0 22ga 0 TripleLok ❑ BigbeeVR ❑ 24ga ❑ 22ga 0 TripleLok ❑ Other: WALL SHEETING* / CL /ADDING • Bigbee Rib II ffi 26ga ❑ 24ga ❑ Bigbee Rib II PBR ❑ 26ga ❑ 24ga ❑ Bigbee Rib II RR 0 26ga 0 24ga ❑ Other: O QuadLok ❑ QuadLok ❑ See Layout O See Layout *Digital versions of all Blgbee Panel Profiles, Product Application Guides (including Technical Data), Installation & Seaming Guides are located on our website at: www.bigbee.com/products.htm MOMENT FRAME A325 BOLT INSTALLATION " ifSnug Tight Pretension (Turn -of -Nut Method) " See Drawing D -0 or DS-0, Note 1.5 DWG # CL -1 AB -1 AB -2 F -1 F -2 NAME COLUMN LAYOUT ANCHOR BOLT PLAN REACTIONS FOOTING PLAN FOOTING DETAILS BIGBEE STEEL BUILDINGS, INC. P.O. BOX 2314 MUSCLE SHOALS, ALABAMA 35662 PHONE: (256) 383 -7322 or (800) 633 -3378 FAX: (256) 381 -9669 JOB NUMBER: CUSTOMER NAME: CUSTOMER LOCATION: PROJECT NAME: PROJECT LOCATION: PROJECT DESCRIPTION: DWG # NAME DS -0 DS -1 DS -2 11515 HARBOR CONSTRUCTION BRUNSWICK GA TYBEE ISLAND FIRE STATION TYBEE ISLAND GA GENERAL NOTES DESIGN SUMMARY - ROOF, SIDEWALL DESIGN SUMMARY - FRAME ❑ PRELIMINARY DRAWINGS (DO NOT USE FOR CONSTRUCTION) ❑ DRAWINGS FOR APPROVAL - DATED: mm /dd /yyyy Drawings are for APPROVAL PURPOSES ONLY. After completing the section below, please return one (1) set. This project will NOT be scheduled for delivery until an Approved set of drawings are returned to Bigbee Steel Buildings, Inc. O No Exceptions Taken O Make Corrections Noted O Revise and Resubmit O Not Accepted See Comments Review is only for conformance with the design concept of the Project and compliance with the information given in the Contract documents. Reviewed By: Date: STRUCTURAL DRAWINGS Drawings represent the primary structural framing being used on this project and depict the final design. A final set of construction drawings will be supplied prior to and /or with delivery of the metal building, showing frame cross sections, piece marks and construction details. ❑ FINAL CONSTRUCTION DRAWINGS Drawings are for use in the field as construction documents. CERTIFICATION This is to certify that the metal building system components furnished by Bigbee Steel Buildings, Inc. are designed to comply with the following design criteria: Governing Buildng Code: International Building Code, 2006. Roof Live Load: Metal Building Dead Load: Occupancy Category: Snow Design Criteria: Ground Snow Load, Pg: Flat Roof Snow Load, Pf: Wind Design Criteria: Basic Wind Speed (3 -sec. Peak Gust): Earthquake Design Criteria: Seismic Importance Factor: 0.2 Second Spectral Response Acceleration, Ss: 1.0 Second Spectral Response Acceleration, S1: Spectral Response Coefficient, Sds: Spectral Response Coefficient, Sd1: Seismic Design Category: Site Class: 20 psf Bldg Materials IV 0.0 psf 0.0 psf 130 mph 1.50 0.405 0.123 0.399 0.189 D D Frame Live Load: Collateral Load: Snow Load Importance Factor, I: Snow Exposure Factor, Ce: Thermal Factor, Ct: Wind Importance Factor, I: Wind Exposure: Internal Pressure Coefficient, GCpi: Lateral Seismic Force Resisting System: Response Modification Factor, R: Deflection Amplification Factor, Cd: Longitudinal Seismic Force Resisting System: Response Modification Factor, R: Deflection Amplification Factor, Cd: Design Base Shear: Seismic Response Coefficient, Cs: Analysis Procedure: Reduced per Building Code 0 psf 1.20 1.0 1.2 1.15 C 30.18 (Enclosed) Ordinary Steel Moment Frame 3.50 3.00 Ordinary Steel Concentrically Braced Frame 3.25 3.25 1.89 kips 0.1839 Equivalent Lateral Force Procedure The building is designed In accordance with AISC 360.05 Specification for Structural Steel Buildings, AISC 341.05 Seismic Provisions for Structural Steel Buildings, including Supplement No. 1 dated 2006, AISI NAS -01 Standard North American Specification for the Design of Cold Formed Steel Structural Members, including 2004 Supplement, the AWS D1.1 -04 Structural Welding Code -Steel and the AWS 01.3 -98 Structural Welding Code -Sheet Steel. This certification is limited to the design of the structural framing and cladding components manufactured in Bigbee Steel Buildings, Inc. facility in Muscle Shoals, Alabama. This certification specifically excludes accessory Items and those items not provided by Bigbee Steel Buildings, Inc. The building should be erected on a properly designed foundation and in accordance with the metal building erection drawings. The undersigned is not the engineer of record for the overall project. EXISTING BLDG 15' -0' EXISTING BLDG 15' -0' ANCHOR BOLTS QTY SIZE LENGTH PROJECTION X 1/2'0 10' 1 1/4' 32 3/4'0 1' -0' 2' X 1's V-6' 2' X I I /B'0 1' -6' 2 1/2' X 1 4/4'0 1' -6' 3' All anchor bolts are 3/4° unless noted otherwise. Projections shown in baseplate details do not account for grout thicknesses. 000 -7.3) 000 0.00 0.6001.2!13 0.00 -056 000 A 1.44 -345 -667 040 0.00 0.600.4V4.412 002 -426 000 0.00 3.92 000 0600L•VLR 003 -7.71 000 0 TRARE LINE(S1- 1 -2 Cauca+ ROV IRAME LINE Sk 1 -2 LOAD DESCRIPTION HORS (Kps) VERT (Ups) MULE NT (K -rt) DL 004 040 0.00 10A0 DESCRIPTION 06001/211 COLON R02 MOR2 (Kos) -003 9E91 (Kips) -7.71 MOMENT (K-F)) 0.00 a- 0.00 0.99 0.00 0.6004 4144 -0.02 -608 000 DL 040 0.99 0.00 0.6004.211 -1.47 -2 -69 0.00 LL -004 040 000 0.6004.44R A 1.47 -2.69 000 LL A 020 2.)6 0.00 0.600L•2LR 002 -608 0.00 LL 0.00 389 000 000 0400L•VLR 1.96 -563 000 LL SL -0.22 2.18 0.600L•VEV A 0.70 -3.56 0.00 SL 0.00 0.00 0.00 000 0600L•VEV 0.00 -4.99 000 SL 0.00 000 0.00 0.60DL•VEV 0.00 -4.99 000 0.00 000 SL 0.00 000 0.00 0400"•VEV -0.70 -356 000 0400-•2412 A -2.39 -4.57 000 VI,L -1.98 -5.99 0.00 VLL -0.03 -830 0.00 ALL ALL -002 -647 0.00 060DL•VLL2 -0.02 -584 0.00 0.6001 'AILS -0.02 -426 000 0.6001•VLL2 -1.05 -1.59 0.00 VLR -1.44 -305 0.00 0.6001.2182 A 145 -159 0.00 VLR 0.02 218 VLA 0.03 -8.30 0.00 0.600 lAIR2 082 -584 000 0600. 421142 2.39 -4.57 000 4144.1 1.98 -5.99 0.00 0.00 0.6001.21.13 A 0.52 -527 0.00 ' LL) 0.47 -4.55 0600-•2113 8 0.00 -8.56 000 VLLI W4L1 0 -00 -731 06001.9113 -052 -527 000 -0.07 -4.55 0.00 VLRI A 031 -2.77 040 VLRI 0.00 VLR1 VLSI C 0 0.00 -031 -3.55 -2.77 000 0.00 VIND @ INTERIOR COLUMNS LOAD DESCRIPTION VI' COIURN ROW 8 NOR2 (Kips) -4.51 VERT (MVO 040 MOMENT (K -Ft) 0.00 VEV A 0.67 -3.92 0.00 WEV 8 0.00 -559 0.00 VEV C 0.00 -559 000 VL• O -4.51 000 0.00 WEV 0 -067 -3.92 0.00 VL- 8 4.98 040 0.00 SEIL " -020 -019 000 VL- C 4.98 000, 000 5E11 0-00 -028 000 SEIL -020 019 000 5E18 A 020 0.19 0.00 SEIR 040 -028 000 SEIR 000 028 0.00 SEIR 020 -0.19 0.00 2112 A -2.41 -4.93 040 141.2 -0.02 -6.44 0.00 2112 -0.02 -4.85 040 2112 -1.03 -195 000 VIRE A 103 -1 -95 000 WLR2 0.02 -4.04 0.00 AIRS 042 0.00 VLR2 2.41 -4.93 0.00 9113 A 049 -563 000 14.13 0.00 -9.15 000 WLL3 040 -9.15 000 VLL3 -0.49 -543 0.00 VLR3 A 0.73 -3.84 040 2103 000 -5.39 0.00 AIRS 000 -5.39 0.00 VLR3 -0.73 -384 000 0.444 A 0.24 2.76 000 DL 444 040 4.92 0.00 DILL 000 4.89 040 0.•!L -0.26 2.78 000 0.60014211 A -1.96 -563 000 SIOCVALL 0 -0RACC )1002 VERT LOAD DESCRIPTION (Kps) (Kqs) VL84 6.15 5.74 SEH 0.95 008 _ w m � m 0 o J ® Our Or CONCRETE 2' • 4" 2• N n, N _ ♦ • m ♦ • pi • 4 ♦ • "4,-, .. 4 aI r 2, • • • ♦ FL 4 4" 2" iV iv 2" 14" I S• N 2' 4' S• 75 8' 8' OUT Of CONCRETE • AANCHOR ANCHOR ROD DIAI•IETER. Y4" B B ANCHOR ROD DIAMETER: 3/4" C ANCHOR ROD DIAMETER: lAN." ANCHOR ROD DIAMETER: T /4" ROD PROJECTION: Z" ANCHOR ROD PROJECTION 2" ANCHOR ROO PROJECTION: 2" ANCHOR ROD PROJECTION: 2" BASE PLATE DETAIL BASE PLATE DETAIL BASE PLATE DETAIL BASE PLATE DETAIL CUSTOM STEEL BUILDINGS P.O. BOX 2314 MUSCLE SHOALS, ALABAMA 30802 14.4 (25€) 33 91/002 FAX (22) 301.9665 ALL OOM6 RESERVED. 1:0 PMT OF RIG DOCUMENT MAYBE REPROCO.0 MANY FORM OR BY ANY MEANS WITY.OUTWORTEf1 PERMISSION. © COPYRIGHT 2011 REVISIONS IJO 114TE DESCRIPTION DESIGN CERT1PLCAT ON LEAIWICAMY OF TYE META 13040:10 COUPOI.F1rtS SUPPL£0 BY COPE STEEL U IO NOS WC. IS LI IITEE TO THE LOA006PEOEIED ONIHEB BEE STEEL BUI ONOS INC. PURCHASE ORDER THE 0€101:0 416-1 BE ERECTED M ACCOHOAACE,7TH RE ERECTXI! OFAWNOS AND EXCLLNIES ITEMS NOT SUM: B BY R. PE STEP BUID NOS,R:G THE 01mERSIONE0 LS 1:01 THE ENOB:EFH OF RECORD FOR THE OVERALL PROJECT. ,A, ACCREDITED AC472 0 E LI O E R MEMO BRAVING NN6• ANCHOR PLAN COS TO(4 HARBOR CONSTRUCTION BRUNSWICK CA PROxt, TYBEE ISLAND FIRE STATION TYBEE ISLAND GA 7110NN0 11515 AF I 11515 0AVN E"D SP 0.6060) PS APPROVED SCALE BATE 75_7 -11 4444 20 • AB -1 1' WIDE SAV CUT TO 25% or SLAB THICKNESS 1' MINIMUM I / 11' CLEAR DO N SEVER REINFORCING STEEL EL WITIT H SAWCUT M SLAB REINFORCING SEE GENERAL NOTES FUR SUBGRADE REQUIREMENTS CONTRACTION JOINT DETAIL 14' LONG SMOOTH DOWEL VITH BOND BREAKER AT ONE CND <I' -0• O /c) DOWEL DIAMETER =j'RSLAB THICKNESS CONS /RUCTION JOINT SLAT REINFORCING 11" CLEAR SEE GENERAL NOTES FOR SUBGRADE REQUIREMENTS CONSTRUCTION JOINT DETAIL (3) .A CONTINUGUS (SEE TURNDOWN) )01C14 AS REQUIRED PER PLAN FINISH WASH—\ 4 { ) SLAB RCIKORCIW HAIRPINS 42 KR PIMA SEE GETRAL TOTES TOR SUIGRAGE REOUIREMCNIS TAR NAILS) PER SCHEORG FOOTER @ SLAB SECTION @ LINE 1, B & C VERTICAL TRACL 1AR SIZE - -- WO SPACING Br OTHERS J2 SLAB REINFORCING SCE GENERA- TORTS FOR SUIGRAOC RCOUIRENENIS 13) 44 CDITHLOUS 43 TIES R 24' CTRL TURNDOWN @ SLAB SECTION with BLOCK FOOTER EXISTING BLDG 15' -0" SLAB CONTRACTION JOINTS ARE REQUIRED. SEE NOTES FOR GUIDANCE ON JOINT SPACING AND CUTTING. TOUCH AS REOVIRCO PER PLAN FINISH Wµ1 'SLAB RCIKORCIK, 0 SCE GER NAL NOTES FOR SU/CRADC REWINENENTS 3) .4 CO TIMAUS TURNDOWN @ SLAB SECTION @ LINE 1 VERTICAL BOWEL BAR SIZE --- M)D SPKIMO IT OTTERS (31 .A CDITNMVS FINISH OHASE / HAIRPINS PEN PLAT I 132 224 coNTIMAUS 13 TICS 124- GIRL 4. -0- . 4. -02 SLAB REINFORCING SEE GENERAL NOTES TOT SUBCAADC RCOUIROENTS REM NATI(I PER SORE DALE FOOTER @ SLAB SECTION with BLOCK FOOTER 6" 13' -6" 1' -0" 6" L -1 ::J L r —' I l3' -6" 0R 11 -0" EXISTING BLDG I5' -0 GENERAL NOTES CONTRACTOR RESPONSIBILITIES: THE CONTRACTOR IS RESPONSIBLE FOR THE SAFETY OF ALL CONSTRUCTION. ADEQUATE SHORING, BRACING, TIES, AND SUPPORTS SHALL BE USED TO INSURE PROPER TEMPORARY STRUCTURAL INTEGRITY DURING ALL PHASES OF CONSTRUCTION. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF WORK SHOWN ON THE DRAWINGS AND VERIFICATION OF EXISTNIG CONDITIONS AT THE ORE. ANY DISCREPANCIES SHALL BE IMMEDIATELY REPORTED TO THE OWNER FOR RESOLUTION BEFORE PROCEEDING. ALL ANCHOR DOLT SIZE, PATTERNS, AND LOCATIONS SHALL BE ACCORDING TO DRAWINGS PROVIDED BY THE BUILDING MANUFACTURER ANCHOR BOLTS SHOULD BE ASTM F1554 GRADE 36. DESIGN ASSUMPTIONS: DUE TO LACK OF SPECIFIC GEOTECHNICAL INFORMATION, AN ALLOWABLE SOIL CAPACITY OF ROOD PSF HAS BEEN ASSUMED. THIS ASSUMPTION MUST BE VERIFIED BY THE OWNER. SITE CONDITIONS FAILING TO ACHIEVE THIS SOIL CAPACITY INVALIDATE THE FOOTING DESIGN. PERII4ITER TURNDOWNS AND FOOTINGS ARE REQUIRED BY BUILDING CODES TO EXTEND BELOW THE LOCAL FROST DEPTH. SHOULD THE DEPTHS SHOWN Ill THE DESIGN BE DEEMED TO BE TOO SHALLOW TO COMPLY IVITH LOCAL FROST DEPTH DATA THEN THE DESIGNER FAUST BE NOTIFIED ARID THE DESIGN MUST BE MODIFIED PRIOR TO CONSTRUCTION. THE FOOTING SIZES HAVE BEEN CALCULATED BASED UPON REACTIONS PROVIDED BE RITE BUILDING MANUFACTURER. THE SLAB THICKNESS SHOWN HEREIN IS ILLUSTRATIVE ONLY. THE OWNER MUST OETERFIINE SLAB THICKNESS BASED UPON ACTUAL LOADING AND USAGE. EXCAVATION, BACKFILE B BASE: THE SLAB AREA SHALL BE OVER EXCAVATED, REMOVING PLASTIC (IXPANSIVE) SOILS, ORGANICS, AND OTHER DELETERIOUS MATERIAL. IF FILL MATERIAL IS REQUIRED TO BRING THE SLAB AREA TO PROPER GRADE, IT SHALL BE COMPACTED TO NOT LESS THAN 95% OF ITS MODIFIED PROCTOR MAXIMUM DRY DENSITY (ASTM DESIGNATION: D- 1557 -70, METHOD CORD). THE THICKNESS OF STRUCTURAL FILL LAYERS BEFORE COMPACTION SHOULD NOT EXCEED B INCHES WHEN HEAVY COMPACTION EQUIPMENT IS USED AND 4 INCHES FOR HAND OPERATED MECHANICAL COMPACTORS. THE FILL MATERIAL SHALL BE A SELECT SANDY GRADE, FREE FROM ALL ORGANICS OR OTHER DELETERIOUS MATERIAL, WITH NOT MORE TRAM 2% BY WEIGHT PASSING A N0. ZOO SIEVE ACHIEVING UNIFORM SOIL CAPACITY OVER THE AREA OF THE SLAB IS ESSENTIAL. GRADING OF THE SLAB SITE SHOULD PROVIDE FOR PROPER DRAINAGE AWAY FROM THE SUB AREA. THE DESIGNER IS NOT RESPONSIBLE FOR DIFFERENTIAL SETTLEMENT OR OTHER FUTURE DEFECTS OF THE SLAB SYSTEM. GROUND SCARS OS GRADE SHOULD BE PLACED ON A UNIFORM BLANKET (MINIMUM 0F4') OF CLEAN, CRUSHER STONE TO PROVIDE DRAINAGE AND STABILITY. THE MAXIMUM PARTICLE SIZE SHOULD BE 11 }', AND NOT MORE THAN 5 %, BY WEIGHT, SHOULD PASS THE (10. 8 SIEVE. A 6 -mil POLYETHYLENE VAPOR RETARDER WITH JOINTS UPPED NOT LESS THAN 6 INCHES SHALL BE PLACED BETWEEN THE BASE COURSE AND THE CONCRETE FLOOR SLAB. FOOTING STRUCTURAL REINFORCEFIEIIT: FOOTING REBAR MAT PLACEMENT: CONCRETE CAST AGAINST EARTH 3' CLEAR OTHERWISE 115•-2' CLEAR PERIMETER REBUTS (REBAR IN SLAB TURNDOWNS) ARE TO BE CONTINUOUS THROUGH FOOTERS. SPLICING IS TO BE PERACI -3111. MINIMUM SPLICE LENGTHS ARE TO BE AS FOLLOWS: 17' FOR H3 BARS, 22' FOR A4 BARS, 28' FOR IS BARS, 33' FOR P6 EARS. TEMPERATURE & SHRINKAGE REINFORCEMENT: TEMPERATURE ARID SHRINKAGE REINFORCEMENT IS REQUIRED AND THE FOLLOWING OPTIONS ARE LISTED IN ORDER OF CONSIDERED EFFECTIVENESS: QEFORNEO BARS: SLAB REINFORCING UTILIZING DEFORMED BARS SHOULD BE AS FOLLOWS (ASTM A 615 GRADE 60): 4' SLAB - -A3 REINFORCING BARS AT 24' CENTERS EACH WAY 6' SLAB - -223 REINFORCING BARS AT 18' CENTERS EACH WAY 8' SLAB - -2:3 REINFORCING BARS AT 12' CENTERS EACH WAY (YETOEO WIRE REINFORCING (ASTM A IBS): 4' SLAB -- 6x6- W1.4R091.4 6' SLAB -- 6x6- 1,91.4xIV1.4 8' SLAB -- 696- W2.O,W2.0 POLYPROP(LENE OR NYLON FIBERS ADDED TO CONCRETE AT A RATE OF 3S TO 135 lb per cu yd SERVE TO CONTROL SHRINKAGE DURING CURING BUT ARE NOT ACCEPTABLE AS SUBSTITUTES FOR THE TEMPERATURE AND SHRINKAGE REINFORCEMENT OPTIONS LISTED ABOVE. SYNTHETIC FIBER HAS LITTLE IMPACT ON THE BEHAVIOR OF CONCRETE AFTER IT HARDENS. SLAB PENETRATION POINTS (SUCH AS INTERIOR COLUMN LOCATIONS AND PIPE PERIETRATIOIIS) SHOULD BE ISOLATED FROM THE SLAB. ADDITIONAL SLAB REINFORCING SHOULD BE PROVIDED AROUND SUCH LOCATIONS AS WELL AS PERIMETER REENTRANT POINTS TO INHIBIT CRACKING. SHRINKAGE AND TEMPERATURE REINFORCEMENT SHOULD BEAT OR ABOVE MIEDEPTH OF THE SLAB ON GRADE. PLACEMENT 135' TO 2' BELOW THE TOP SURFACE OF THE CONCRETE IS COMMON. CONTRACTION JOINTS: SUB CONTRACTION JOINTS ARE REQUIRED, SPACE CONTRACTION JOINTS (IN FEET) NO MORE THAN 2 -3 TIMES THE SLAB THICKNESS (IN INCHES) (IS MAXIMUM JOINT SPACING). JOINTS MUST BE CUT TO 25% OF THE DEPTH OF THE SLAB WITHIN 4 -12 HOURS AFTER FINISHING THE CONCRETE. CUTS ARE NOT TO SEVER THE SLAB REINFORCING STEEL CUTS SHOULD OCCUR AT ALL COLUMN CENTERLINES III BOTH DIRECTIONS. CUTS SHOULD BE STRAIGHT LILIES, INCORPORATE REENTRANT POINTS, AND NOT FORM Ts. THE DESIGNER IS RIOT RESPONSIBLE FOR SUB CRACKING. DOWEL JOINTS: DOWEL JOINTS ARE REQUIRED AT ALL CONSTRUCTION JOINTS AND AT CONTRACTION JOINTS IN SUBS SUBJECT TO MOVING LOADS. DOWELS SHOULD BE SAWCUT (NOT SHEARED) AND MUST BE INSTALLED STRAIGHT ARID ALIGNED. THE DOWELS SHOULD BE GREASED OR CASED AT ONE END TO ENABLE SLIPPAGE. FORMED KEYWAYS AT CONSTRUCTION JOINTS IS NOT RECOMMENDED. CONCRETE: CEMENT: ASTI-I C ISO TYPE I OR II A57/2 C33 AGGREGATE: SIZE 57 AIR ENTRAINMENT: 0.00 WATER/CEMENT RATIO (BY WEIGHT): 0.50 MAX. COMPRESSIVE STRENGTH AT 28 DAYS: 3000 PSI MAXIMUM SLUMP: 3' +- (' CUSTOM STEEL BUILDINGS P.O. BOX 2314 NUDGES SHOALS, ALABAMA 86002 PHONE (2551 3834322 FAT (2501381.9E69 All RANTS RESERVED. No MIT OE LIPSDOCUVDNT MAY BE REPRODU CEO !N ANY FORM OR BY ANY \'SAES INITHOITWANIEl1 PER'AISSION © COPYRIGHT 2011 REVISIONS NC DAVE Or IC(WIP TON S DESIGN CERTIFICAT ON CERITICATAII OF THE META BO LONG COVPONE TS SUPPLED BY BLADES STEEL BU.l0.I:05 NIC.IS LLII(ED i01FE PURCHASE E OE:ER.NH EM'AUEESTE TEE ER550 .:C ORDER THE BRC OR V.0 TEE FAEE1 EbRI ACCORDANCE WITH THE ERECTONEE AYIOOS LOU, NC MUMS ITEMS NRP SUPPUEO BY EMBER STEEL BO LOGS5,, PIE. THE ONEERSIGNED N NOI THE EI:o -LSER OF RECORD FOR THE OVERALL PHU,TEE • ,4J ACCREDITED AC472 F LI E K I H E R MaMR ORAWJNO MME. FOOTING PLAN GUILDER: HARBOR CONSTRUCTION BRUNSWICK GA PSO-ECT. TYBEE ISLAND FIRE STATION TYBEE ISLAND GA B. (YAK, 11515 AI I 11515 OARS (CAB SF 0(1001 FS SCALE A•PROVEI BALE ,S ORA00 •0 • F-1 GENERAL NOTES 1.1 Fabrication shall be in accordance with Bigbee Steel Buildings, Inc. standard practices in compliance with the applicable sections relating to design requirements and allowable stresses of the latest edition of the "AWS Structural Welding Codes - D1.1 and 01.3 ". MATERIALS Hot rolled mill shapes Structural steel plate Cold formed light gauge shapes Cable tracing Roof and wall sheets Machine bolts High strength bolls (X" 0 63 1' 0) High strength bolls ( .X" 010 r)4" 0) Anchor bolts (6 supplied) Pipe ASTM DESIGNATION * MINIMUM YIELD A992 A529/A572/A1011/A1018 A1011 A475 A792 A307,grA A325, type 1 A325, type 1 A307, gr C, F1554 A500, gr B * LATEST ISSUE FY = 50 KSI FY = 55KS1 FY = 55 551 Extra High Strength FY = 50, 80. KSI FY = 36 KSI FY= 120 KSI FY = 105 KSI FY =36KSI FY = 42 KSI 1.3 PRIMER Framing members shall be cleaned and prepared In accordance with SSPC -SP2 as a minimum, and primer coated with Blgbee Steel Buildings, Inc.'s standard Red Oxide color meeting SSPC No.15. The shop coat of paint is the prime coat of the protective system. It Is intended as protection for only a short period of exposure in ordinary atmospheric conditions and is considered a temporary and provisional coating. Bigbee Steel Buildings, Inc. is not responsible for any deterioration of the shop primer paint as a result of improper handling and / or storage. Bigbee Steel Buildings, Inc. shall not be responsible for any field applied paint and / or coatings. (Section 6.5 AISC Code of Standard Practice, 13th Edition). 1.4 GALVANIZED OR SPECIAL COATINGS See Contract Documents. 1.5 A325 BOLT TIGHTENING REQUIREMENTS Snug Tight condition is defined as the tightness that exists when all plies in a joint are in firm contact. This may be attained by a few impacts of an impact wrench or the full effort of a person using an ordinary spud wrench. Hardened washers are not required except when bolts are installed in oversized or slotted holes. Turn -of -Nut is the method to be used for connections requiring full pre - tensioning. There shall first be enough bolts brought to a snug tight condition to insure that the plies of the joint are in firm contact. Bolts shall then be placed in remaining holes and the connection shall be tightened additionally by the applicable amount of nut rotation specified below, with tightening progressing systematically from the most rigid part of the joint to its free edges. During this operation there shall be no rotation of the part not turned by the wrench. A325 BOLTS BOLT SIZE IN INCHES WIDTH IN INCHES SPECIFIED MINIMUM FASTENER TENSION KIPS (1000 Lbs) SPECIFIED NUT ROTATION o%T E o sg o "i ,�pnns 1 /2" 7/8' 12 3/4" 1 1(4" 28 1/3 TURN 1/2 TURN 7/8" 1 7/16' 39 1" 1 5 /8" 51 1.6 CLOSURE STRIPS ARE FURNISHED FOR APPLICATION INSIDE - Under roof panels at eave. OUTSIDE - Under continuous ridge vent skirts. NOTE: Conditions vary at hips, valleys, fascias, mansards and canopies refer to Erection Drawings for closure applications. 1.7 ERECTION NOTE All bracing strapping and bridging shown and provided by Blgbee Steel Buildings, Inc. for this building is required and shall be installed by the erector as a permanent part of the structure unless noted otherwise on the erection drawing. If additional bracing is required for stability during erection, it shall be the erector's responsibility to determine the amount of such bracing and to procure and install as needed. 1.8 UNLOADING AND ERECTION NOT BY BIGBEE STEEL BLDG., INC. Due to Bigbee Steel Buildings, Inc.'s insurance policy, Blgbee Steel Buildings, Inc. drivers MAY NOT ASSIST in the unloading of structure. 1.9 CORRECTIONS OF ERRORS AND REPAIRS (MBMA 6.10) Claims for correction of alleged misfits will be disallowed unless Bigbee Steel Buildings, Inc. has received prior notice thereof and allowed reasonable inspection of such misfits. The correction of minor misfits by the use of drift pins to draw the components into line, shimming, moderate amounts of reaming, chipping and cutting, and the replacement of minor shortages of material are a normal part of erection and are not subject to claim. No part of the building may be returned for alleged misfits without the prior approval of Bigbee Steel Buildings, Inc.. BUYER / END USE CUSTOMER RESPONSIBILITIES 2.1 It is the responsibility of the BUYER I USE CUSTOMER to obtain appropriate approvals and secure necessary permits from City, County, Slate or Federal Agencies as required, and to advise / release Bigbee Steel Buildings, Inc. to fabricate upon receiving such. 2.2 Bigbee Steel Buildings, Inc. standard specifications apply unless stipulated otherwise in the Contract Documents. Bigbee Steel Buildings, Inc.'s design, fabrication, quality criteria, standards, practice, methods and tolerances shall govern the work with any other interpretations to the contrary not withstanding. It is understood by both Parties that the BUYER / END USE CUSTOMER is responsible for clarification of inclusions or exclusions from the architectural plans and / or specifications. 2.3 In case of discrepancies between Bigbee Steel Buildings, Inc.'s structural steel plans or other trades, Bigbee Steel Buildings, Inc.'s plans govern. (Section 3 AISC Code of Standard Practices, 13th Edition). 2.4 Approval of Bigbee Steel Buildings, Inc. drawings and calculations indicates that Bigbee Steel Buildings, Inc. has correctly Interpreted and applied the Contract Documents. The approval constitutes the contractor / owners acceptance of Bigbee Steel Buildings, Inc.'s design concepts, assumptions, and loading. (Section 4.4 AISC Code of standard practices 13th edition, and section 3.3.3 MBMA 2006 Metal Building Systems Manual). 2.5 Once the BUYER! END USE CUSTOMER has signed Bigbee Steel Buildings, Inc.'s Approval Package and the project Is released for fabrication, changes shall be billed to the BUYER / END USE CUSTOMER including material, engineering, and other costs. An additional fee may be charged if the project must be moved from the fabrication and shipping schedule. 2.6 The BUYER / END USE CUSTOMER is responsible for overall project coordination. All interface, compatibility, and design considerations concerning any materials not furnished by Blgbee Steel Buildings, Inc. are to be considered and coordinated by the BUYER / END USE CUSTOMER. Specific design criteria concerning this interface between materials must be furnished before release for fabrication or Blgbee Steel Buildings, Inc.'s assumptions will govern (Section 4 and Commentary AISC Code of Standard Practice, 13th Edition). 2.7 It Is the responsibility of the BUYER / END USE CUSTOMER to insure that Bigbee Steel Buildings, Inc.'s plans comply with 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 Bigbee Steel Buildings, Inc. or its design engineers are acting as the engineer of record or design professional for a construction project. These drawings are sealed only to certify the design of the structural components furnished by Blgbee Steel Buildings, Inc. 2.8 The BUYER / END USE CUSTOMER is responsible for setting anchor bolts and erection of steel in accordance with Bigbee Steel Buildings, Inc.'s "For Construction" drawing only. Temporary supports such as guys, braces, falsework, cribbing or other elements required for erection operation shall be determined and furnished and installed by the erector. No items should be purchased from a preliminary set of drawings, including anchor bolts. Use only final "FOR CONSTRUCTION DRAWINGS" for this use. (Section 7 AISC Code of Standard Practices, 13th Edition). 2.9 Bigbee Steel Buildings, Inc. is responsible for the design of the anchor bolts to permit the transfer of force between the base plate and anchor bolts In shear, bearing and tension, but is not responsible for the transfer of anchor bolts forces to concrete or the adequacy of the anchor bolts in relation to the concrete. Unless otherwise provided in the Order Documents, Bigbee Steel Buildings, Inc. does not design and is not responsible for the design, material, and construction of the foundation or foundation embedments. The BUYER / END USE CUSTOMER should assure himself that adequate provisions are made in the foundation design for loads imposed by column reactions of the building, other imposed loads, and bearing capacity of the soil and other conditions of the building site. It is recommended that the anchorage and foundation of the building be designed by a Registered Professional Engineer experienced in the design of such structures (Section A3 MBMA 2006 Metal Building Systems Manual). 2.10 Normal erection operations include the corrections of minor misfits by moderate amounts of reaming, chipping, welding or cutting, and the drawing of elements into line through the use of drift pins. Errors which cannot be corrected by the foregoing means or which require major changes in member configuration are to be reported immediately to Bigbee Steel Buildings, Inc. by the BUYER / END USE CUSTOMER to enable whoever is responsible either to correct the error or to approve the most efficient and economical method of correction to be used by others. (Section 7.12 AISC Code of Standard Practices, 13th Edition). 2.11 It is not permissible to cut, drill or alter the metal building components supplied by Bigbee Steel Buildings, Inc. unless such work is clearly specified in the contract documents or verified in writing by Bigbee Steel Buildings, Inc. Whenever such work is specified, the BUYER I END USE CUSTOMER is responsible for furnishing complete information as to materials, size, location and number of alterations prior to preparation of shop drawings. (Section 7 AISC Code of Standard Practice, 13th Edition). 2.12 WARNING In no case should Aluminized Zinc steel panels be used in conjunction with lead or copper. Both lead and copper have harmful corrosive effects on the Aluminized Zinc alloy coating when they are in contact with Aluminized Zinc steel panels. Even run -off from copper flashing, wiring or tubing onto Aluminized Zinc should be avoided. 2.13 SAFETY COMMITMENT Bigbee Steel Buildings, Inc. has a commitment to manufacture quality building components that can be safely erected. However, the safety commitment and job site practices of the erector are beyond the control of Blgbee Steel Buildings, Inc. It is strongly recommended that safe working conditions and accident prevention practices be the top priority of any job site. Local, State and Federal safety and health standards should always be followed to help insure worker safety. Make certain all employees know the safest and most productive way of erecting a building. Emergency procedures should be known to all employees. Daily meetings highlighting safety procedures are also recommended. The use of hard hats, rubber sole shoes for roof work, proper equipment for handling material, and safety nets where applicable, are recommended. SERVICEABILITY CONSIDERATIONS 3.1 Deflections of buildings and building components are part of the overall serviceability criteria that must be carefully considered by the BUYER ! END CUSTOMER for a building project. The AISC Code of Standard Practice stipulates that when a fabricator has both design and fabrication responsibility, the owner must provide the "performance criteria of the structural steel frame ". Absent of this criteria it is the design practice of Blgbee Steel Buildings, Inc. to use the' Serviceability Design Considerations for Steel Buildings ", AISC Design Guide #3, as a reference for minimum standards. ATTACHING BUILDING MATERIALS AND COMPONENTS TO THE METAL BUILDING SYSTEM 4.1 Special care and detailing should be considered when attaching building materials and components not designed and supplied by Bigbee Steel Buildings, Inc. to the metal building system. In areas where snow and ice accumulations can occur vertical deflections of the structural steel frames and purlins can be an issue when: 4.1a Attaching stud walls directly to the metal building framing without allowing for connection slip at the wall / building interface. Even a minimal amount of vertical deflection ( +/- % ") of the structural steel framing can cause a metal stud to deflect laterally 5" to 6" when no allowance for building deflection has been made. 4.1b Suspending ceilings from the structural frames or puffins. In hallways or small rooms the ceiling should be supported from permanent walls or partitions. In larger rooms where the ceilings must be suspended from the metal building system it is important to allow the ceiling to deflect at the outside walls at the same rate it deflects in the center of the room. If the ceiling Is supported continuously along any non - yielding wall while the rest of the ceiling is deflecting, obvious problems occurs. BUILDING POROSITY 5.1 Bigbee Steel Buildings, Inc. assumes that all overhead doors and all windows and walk doors which are not furnished by Bigbee Steel Buildings, Inc., have been designed to resist the required wind load of your building. In many cases, openings which have not been designed for full wind load will reclassify the building as partially open; thereby increasing wind coefficients. Increased wind coefficients may require additional girls and purlins, as well as increased wind reactions of the rigid frames. If you are using overhead doors, or any other material to enclose your building which has not been designed for full wind load, notify Bigbee Steel Buildings, Inc. in advance so that your building can be properly designed for partially open conditions. e CUSTOM STEEL BUILDINGS P.O. BOX 2314 MUSCLE SHOALS, ALABAMA 35882 PHONE:(256) 303 -7322 FAX:(256) 381 -9669 NOTE TO ERECTOR: THE ERECTION INFORMATION PRESENTED ON THIS DETAIL SHEET IS PROVIDED AS A BUILDING SUPPLEMENT TO THE ERECTIONS DRAWINGS SUPPLIED WITH YOUR BIGBEE METAL BUILDING. ILLUSTRATIONS AND TEXT ARE TYPICAL FOR MOST STANDARD BIGBEE BUILDINGS, ALTHOUGH VARIATIONS MAY OCCUR DUE TO SPECIFIC CUSTOMER REQUIREMENTS OR SUBSEQUENT ENGINEERING CHANGES. FOR THESE REASONS, ALWAYS REFER TO THE ERECTION DRAWINGS SUPPLIED WITH THE BUILDING SHIPMENT BEFORE BEGINNING THE ERECTION PROCESS. IF PROPER DETAILS ARE NOT SHOWN OR A QUESTION ARISES, IT IS RECOMMENDED THAT YOU CONTACT BIGBEE STEEL BUILDINGS, INC. FOR FURTHER INFORMATION. (WATTS: 1- 800.833 -3378) (WEB: wvw+.bigbee.com) SAFETY BIGBEE STEEL BUILDINGS, INC IS COMMITTED TO THE MANUFACTURE OF QUALITY BUILDING COMPONENTS THAT CAN BE SAFELY ERECTED. HOWEVER, THE SAFETY COMMITMENT AND JOB SITE PRACTICES OF THE ERECTOR ARE BEYOND THE CONTROL OF BIGBEE STEEL BUILDINGS, INC. BIGBEE STEEL BUILDINGS, INC. INTENDS THAT THIS DETAIL SHEET BE INTERPRETED AND ADMINISTERED WITH SOUND JUDGMENT CONSISTENT WITH GOOD SAFETY PRACTICES. ALL RIGHTS RESERVED. NO PART OF THIS DOCUMENT MAY BE REPRODUCED IN ANY FORM OR BY ANY MEANS WITHOUT WRITTEN PERMISSION. © COPYRIGHT 2011 REVISIONS DATE BY DESCRIPTION DESIGN CERTIFICATION CERTIFICATION OF THE METAL BUILDING COMPONENTS SUPPLIED BY BIGBEE STEEL BUILDINGS INC. IS LIMITED TO THE LOADS SPECIFIED ON THE BIGBEE STEEL BUILDINGS, INC. PURCHASE ORDER. THE BUILDING MUST BE ERECTED IN ACCORDANCE WITH THE ERECTION DRAWINGS AND EXCLUDES ITEMS NOT SUPPUED BY BIGBEE STEEL BUILDINGS, INC. THE UNDERSIGNED IS NOT THE ENGINEER OF RECORD FOR THE OVERALL PROJECT. • ACCREDITED AC472 BRAVING NAME. GENERAL NOTES CUSTOMER. HARBOR CONSTRUCTION BRUNSWICK GA PROJECT, TYBEE ISLAND FIRE STATION TYBEE ISLAND GA FILENAME. 11515 JOB 11 11515 DRAVING DS -0 S. 6' DETAILING NOTE: 10" 14 ga. EAVE STRUTS (U.N.O.) WITH 1/2" A325 CONNECTION BOLTS. STRAP ALL EAVE STRUTS AT OPEN WALLS AT ENDS AND THIRD POINTS. DETAILING NOTE: USE STANDARD ENDWALL RAFTER FLANGE BRACES AND STANDARD ANTI -ROLL CLIPS AS NEEDED. 10ES14 8Z12 / / \ \ / CABLES MY BE REMO x ARE DESIGNED TO RESU / \ AND SEISMIC LOADS / \ INDEPENDENTLY OF NC, VED IF MASONRY WALLS LVE LONGITUDIANL WIND INTO THE FOUNDATION THE STEEL BUILDING. i i 13' -6" 15' -0' i TYPICAL SIDEWALL 1' 0' EXISTING BUILDING THIS END 5' -0" 8C12 14' -0' 15' -0' ROOF PLAN 0 N 1' 0' C) CUSTOM STEEL BUILDINGS P.O. BOX 2314 MUSCLE SHOALS, ALABAMA 35682 PHONE(256) 383 -7322 FAX:(256) 381 -9669 ALL IGHTS RESERVED. NO PART OF THIS DOCUMENT MAY BE REPRODUCED IN ANY FORM OR BY ANY MEANS WITHOUT WRITTEN PERMISSION. © COPYRIGHT 2011 REVISIONS NO DATE BY DESCRIPTION A DESIGN CERTIFICATION CERTIFICATION OF THE METAL BUILDING COMPONENTS SUPPLIED BY BIGBEE STEEL BUILDINGS, INC. IS LIMITED TO THE LOADS SPECIFIED ON THE BIGBEE STEEL BUILDINGS, INC. PURCHASE ORDER. THE BUILDING MUST BE ERECTED IN ACCORDANCE WITH THE ERECTION DRAWINGS AND EXCLUDES ITEMS NOT SUPPLIED BY BIGBEE STEEL BUILDINGS, INC. THE UNDERSIGNED IS NOT THE ENGINEER OF RECORD FOR THE OVERALL PROJECT. • ,� w ACCREDITED AC472 M E M B ER M EFM A DRAWING NAME. DESIGN SUMMARY CUSTOMER= HARBOR CONSTRUCTION BRUNSWICK GA PROJECT: TYBEE ISLAND FIRE STATION TYBEE ISLAND GA FILENAME. 11515 JOB I DRAWN CAD SF CHECKED SCALE APPROVEB BATE 12-7-11 11515 DRAWING II DS -1 10ES14 \ /' 10Z16 \ / \ 10Z14 / \ / \ / \ / \ / \ / \ / x / \ / \ / \ / \ /.St' \ /(; \, / / \ / I \ ( i N I / N / N / S / \ / X / N / N /gip \N / C: S / 1\ N . /' N N / N / N / N / X / N / N /Q N 7,\1 \ / <, / :\ i / \ I / \\ j/ /1 \\ / / I \ / 1 \ / 1 \ / x / \ / \ / \ 2 \ \\ /� �. 10Z14 / I 1\ / 10Z16 / I\ / 10ES14 I \ 8C12 14' -0' 15' -0' ROOF PLAN 0 N 1' 0' C) CUSTOM STEEL BUILDINGS P.O. BOX 2314 MUSCLE SHOALS, ALABAMA 35682 PHONE(256) 383 -7322 FAX:(256) 381 -9669 ALL IGHTS RESERVED. NO PART OF THIS DOCUMENT MAY BE REPRODUCED IN ANY FORM OR BY ANY MEANS WITHOUT WRITTEN PERMISSION. © COPYRIGHT 2011 REVISIONS NO DATE BY DESCRIPTION A DESIGN CERTIFICATION CERTIFICATION OF THE METAL BUILDING COMPONENTS SUPPLIED BY BIGBEE STEEL BUILDINGS, INC. IS LIMITED TO THE LOADS SPECIFIED ON THE BIGBEE STEEL BUILDINGS, INC. PURCHASE ORDER. THE BUILDING MUST BE ERECTED IN ACCORDANCE WITH THE ERECTION DRAWINGS AND EXCLUDES ITEMS NOT SUPPLIED BY BIGBEE STEEL BUILDINGS, INC. THE UNDERSIGNED IS NOT THE ENGINEER OF RECORD FOR THE OVERALL PROJECT. • ,� w ACCREDITED AC472 M E M B ER M EFM A DRAWING NAME. DESIGN SUMMARY CUSTOMER= HARBOR CONSTRUCTION BRUNSWICK GA PROJECT: TYBEE ISLAND FIRE STATION TYBEE ISLAND GA FILENAME. 11515 JOB I DRAWN CAD SF CHECKED SCALE APPROVEB BATE 12-7-11 11515 DRAWING II DS -1 PLATE 8" x 1/2" BOLTS (4) 3/4' PLATE 5' x 3/8" BOLTS (4) 5/8' (1) SETS OUT (1) SETS IN PLATE BOLTS (4) 5/8' (1) SETS OUT (1) SETS IN 1 12 MEMBER LENGTH PURLIN SPACING DEPTH = 10' 30'-1 1/4' W 10x12 28' -D 7/B' 60' PURLIN SPACES PLATE 5' x 1/2" BOLTS (4) 5/8' (1) SETS OUT (1) SETS IN TOP FLG 1/4" PLATE 5' x 3/8" BOLTS (4) 5/8" (1) SETS OUT (1) SETS IN STIFF 1/4" BEARING LIGHT FLANGE BRACES ONE SIDE EAVE HEIGHT FRAME CROSS SECTION AT FRAME LINES, 1 -2 ana CUSTOM STEEL BUILDINGS P.O. BOX 2314 MUSCLE SHOALS, ALABAMA 35682 PHONE:(256) 383 -7322 FAX:(256) 381 -9669 ED. NO PART OF THIS DOCUMENT MAY BE REPRODUCED OR BY ANY MEANS WITHOUT WRITTEN PERMISSION. © COPYRIGHT 2011 REVISIONS NO DATE BY DESCRIPTION 3 5 DESIGN CERTIFICATION CERTIFICATION OF THE METAL BUILDING COMPONENTS SUPPLIED BY BIGBEE STEEL BUILDINGS, INC. IS LIMITED TO THE LOADS SPECIFIED ON THE BIGBEE STEEL BUILDINGS, INC. PURCHASE ORDER. THE BUILDING MUST BE ERECTED IN ACCORDANCE WITH THE ERECTION DRAWINGS AND EXCLUDES ITEMS NOT SUPPLIED BY BIGBEE STEEL BUILDINGS, INC. THE UNDERSIGNED IS NOT THE ENGINEER OF RECORD FOR THE OVERALL PROJECT, ACCREDITED AC472 M E M B E R MAMA METAL BUM,. VINUfACIYA.5 4550.11011 BRAVING NAME: DESIGN SUMMARY CUSTOMER: HARBOR CONSTRUCTION BRUNSWICK GA PROJECT: TYBEE ISLAND FIRE STATION TYBEE ISLAND GA F IL EN AN 0 11515 JOB I DRAWN CAD SF CHECKED SCALE APPROVED DATE 12 -7 -11 11515 BRAVING DS -2