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HomeMy WebLinkAboutS Vulcan Pre-Engineered Metal Building Erection Drawings SECTION 1 GENERAL NOTES ["IG4MRN%D6 1. MATERIALS ASTM DESIGNATION STRUCTURAL STEEL PLATE A529 OR A572 GRADE 50 or GRADE 55 COLD FORMED LIGHT GAGE SHAPES A1011 GRADE 55 BRACE CABLES A475 EMS HOT ROLLED MLLL SHAPES ASTM OR GRADE 50 ACCREDITED ROOF AND WALL SHEETS A853 OR A792 GRADE 50 or GRADE 80 Mdal Building S�LMS STEEL STRUCTURES , LTS A307, A325T, AND A490 A307 UNLESS NOTED AC 472 INC .I v METAL SUILDINO MMAJFAMRES ASSOCunON 2. STRUCTURAL PRIMER SHOP PRIMER PAINT IS A MINIMAL NON—UNIFORM THICKNESS COATING OF A RUST INHIBITIVE RED—OXIDE COLOR PRIMER LETTER OF CERTIFICATION SATISFYING THE REQUIREMENTS OF TT—P-664. THIS PRIMER IS NOT TO BE CONSIDERED A FINISH COAT AND IS NOT INTENDED VULCAN STEEL STRUCTURES INC /29�21 FOR LONG TERM EXPOSURE TO THE ELEMENTS. THIS PRIMER IS NOT WARRANTED OR REPRESENTED AS BEING COMPATIBLE DATE: 3 WITH ANY TYPE OF FINISH PAINT SYSTEM. THE PRIMER COAT APPLIED AT THE FACTORY IS SUBJECT TO BLEMISHES, SCUFFS, > SCRATCHES AND THE LIKE DURING SHIPPING AND DURING HANDLING A5 PART OF THE ERECTION PROCESS. IT I5 THE Job Number I RESPONSIBILITY OF THE ERECTOR TO TOUCH UP ANY SUCH UNDESIRABLE CONDITIONS DURING OR AFTER THE ERECTION PROCESS. 27134- I DESIGNED BY: VLB OBJECTIONS TO PRIMER APPEARANCE SHALL NOT BE SUBJECT TO REJECTION OR BE CONSIDERED A CAUSE FOR REJECTION. Customer Name: RK DAVIS CONSTRUCTION CORP. DETAILED BY: XXX 3. A325 BOLT TIGHTENING REQUIREMENTS Job Location: FORT PIERCE, FL 34946 CHECKED BY: VB ALL HIGH STRENGTH BOLTS ARE A325T UNLESS SPECIFICALLY NOTED OTHERWISE. STRUCTURAL BOLTS SHALL BE TIGHTENED BY THE TURN—OF—THE—NUT METHOD IN ACCORDANCE WITH THE 14TH EDITION AISC "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325T OR A490 BOLTS", PER SECTION 8.1, (SPEC. 16.2) DESIGN PARAMETERS COMMENTS A325T BOLTSMAY BE INSTALLED WITHOUT WASHERS WHEN TIGHTENED BY THE TURN—OF—THE NUT METHOD. ALL HIGH STRENGTH BOLTS, EXCEPT AS NOTED OTHERWISE, ARE SUBJECT TO DIRECT TENSION AND MAY REQUIRE BUILDING DESCRIPTION: THIS DRAWING PACKAGE IS PHASE 1 FRAMING INSPECTION AS DEFINED BY THE APPLICABLE BUILDING CODE OR STANDARD. IT IS THE RESPONSIBILITY OF THE LINES 1 — 18 ERECTOR TO ASSURE PROPER TIGHTNESS. NOMINAL WIDTH: 125 feet LOADING 4. BUILDER CONTRACTOR RESPONSIBILITIES NOMINAL LENGTH: 425 feet NOTES BELOW REFER TO PHASE 1 THE METAL BUILDING MANUFACTURER'S STANDARD PRODUCT SPECIFICATIONS APPLY AND UNLESS STIPULATED OTHERWISE IN EAVE HEIGHT, BACK S.W: 28 feet PHASE 3 SHEETING FOR LINES 1-18 IS ALSO THE CONTRACT DOCUMENTS, THE METAL BUILDING MANUFACTURER'S DESIGN, FABRICATION, QUALITY CRITERIA STANDARDS AND INCLUDED IN THIS DRAWING PACKAGE TOLERANCES WILL GOVERN THE WORK, EAVE HEIGHT, FRONT S.W: 38.42 feet IN CASE OF DISCREPANCIES BETWEEN METAL BUILDINGS MANUFACTURER STRUCTURAL PLANS AND PLANS FOR OTHER TRADES. ROOF SLOPE, LEFT. 1,0:12 THE METAL BUILDING MANUFACTURER'S PLANS SHALL GOVERN. ROOF SLOPE, RIGHT: IT IS THE RESPONSIBILITY OF THE BUILDER / CONTRACTOR TO OBTAIN APPROPRIATE APPROVALS AND NECESSARY PERMITS FROM CITY, COUNTY, STATE, OR FEDERAL AGENCIES, AS REQUIRED. DESIGN LOADS APPROVAL OF METAL BUILDING MANUFACTURER'S DRAW€NGS CONSTITUTES THE BUILDER / CONTRACTOR'S ACCEPTANCE OF THE METAL BUILDING MANUFACTURER'S INTERPRETATION OF THE CONTRACT PURCHASE ORDER. BUILDING CODE: FLORIDA BUILDING CODE 7TH EDITION (2020) — BUILDING ONCE THE BUILDER / CONTRACTOR OR A/E FIRM HAS SIGNED MANUFACTURER'S APPROVAL. PACKAGE, CHANGES FROM FRAME SELF WEIGHT: INCLUDED SNOW ; THE PURCHASE ORDER BY THE BUILDER WILL BE BILLED TO THE BUILDER / CONTRACTOR FOR MATERIAL, ENGINEERING AND HANDLING FEES. SUCH CHANGES MAY CAUSE THE PROJECT TO BE MOVED FROM THE FABRICATION ROOF DEAD LOAD: 2,500 psf FLAT ROOF SNOW LOAD Pf 0 psf AND / OR SHIPPING SCHEDULE. A PENALTY FEE MAY BE CHARGED IF THE PROJECT MUST BE MOVED FROM THE FABRICATION AND / OR SHIPPING SCHEDULE, AS LONG AS THE MANUFACTURER'S DESIGN AND DETAILING APPROACH COMPLIES COLLATERAL LOAD: 6 psf GROUND SNOW LOAD Pg 0.00 psf WITH THE PURCHASE ORDER. ROOF LIVE LOAD: 20.00 psf SNOW LOAD IMP, FACTOR 1.00 THE BUILDER / CONTRACTOR OR A/E FIRM ARE RESPONSIBLE FOR THE OVERALL PROJECT CONDITION. ALL INTERFACE AND COMPATIBILITY CONCERNING ANY MATERIALS NOT FURNISHED BY THE MANUFACTURER ARE TO BE CONSIDERED AND FRAME LIVE LOAD: 12 psf THERMAL FACTOR Ct 1.00 COORDINATED BY THE BUILDER / CONTRACTOR OR A/E FIRM, UNLESS SPECIFIC DESIGN CRITERIA CONCERNING THIS SNOW LOAD, ROOF: d psf SNOW EXP. FACTOR Ce 1.00 INTERFACE BETWEEN MATERIALS IS FURNISHED AS PART OF THE PURCHASE ORDER. THE METAL BUILDING MANUFACTURER'S ASSUMPTIONS WILL GOVERN. WIND SPEED: (3 SEC GUST) 160 mph(Vult) ROOF MOUNTED UNITS : SEE SHEET 19 THE BUILDER / CONTRACTOR IS RESPONSIBLE TO INSURE THAT ALL OTHER PROJECT PLANS AND SPECIFICATIONS 123.94 mph(Vasd) HANGING FAN: 1347 BAY 15-16 19'i — OFFSET FROM LINE A COMPLY WITH THE APPLICABLE REQUIREMENTS OF ANY GOVERNING BUILDING AUTHORITY. SUPPLYING SEALED ENGINEERING DESIGN DATA AND DRAWINGS BY THE BUILDING MANUFACTURER DOES NOT IMPLY OR CONSTITUTE AN : AGREEMENT THAT THE BUILDING MANUFACTURER OR ITS DESIGN ENGINEER IS ACTING AS THE ENGINEER OF RECORD OR DESIGN INTERNAL PRESSURE COEFF- 0,18/-0.18 MONORAIL CRANES PROFESSIONAL FOR THE CONSTRUCTION PROJECT. THESE DRAWINGS AND DESIGN DATA ARE SEALED AS TO THE THE PROJECT DESIGNER IS NOT THE METAL WIND EXPOSURE: C 4 TON LINE 13-19 OFFSET 12—0 FROM LINE G STRUCTURAL SYSTEM FURNISHED BY THE METAL BUILDING MANUFACTURER IN COMPLIANCE WITH ALL REQUIREMENTS OF THE BUILDING MANUFACTURER, THE METAL BUILDING CLOSURE "C, 0, P" Closed 4 TON LINE 15-19 OFFSET 24'-0" FROM LINE G PURCHASE ORDER. DESIGNER OR THE METAL BUILDING ENGINEER. 4 TON LINE 13 19 OFFSET 36—0 FROM LINE G THE ENGINEER WHOSE SEAL APPEARS ON THE THE BUILDER / CONTRACTOR IS RESPONSIBLE FOR SETTING OF ANCHOR BOLTS AND ERECTION OF STEEL BUILDING METAL BUILDING PLANS IS A SPECIALTY RISK CATEGORY II — Normal 4 TON UNDER LINE 14 GRID D TO GRID A COMPONENTS IN ACCORDANCE WITH THE METAL BUILDING MANUFACTURER'S FOR CONSTRUCTION" DRAWINGS. TEMPORARY ENGINEER AND NOT THE PROJECT DESIGNER SUPPORTS OR BRACING REQUIRED FOR THE BUILDING ERECTION WILL BE THE RESPONSIBILITY OF THE ERECTOR TO SEISMIC PARAMETERS DETERMINE, FURNISH, AND INSTALL. OR THE PROJECT ENGINEER OF RECORD. THEENGINEER WHOSE SEAL APPEARS ON THE LSMIC—FORCE RESISTING SYSTEM: STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE THE METAL BUILDING MANUFACTURER DOES NOT WARRANT STRUCTURAL INTEGRITY OF ANY COMPONENTS FIELD MODIFIED METAL BUILDING PLANS DOES NOT HAVE ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE PROCEDURE OR DESIGNED AND FABRICATED BY OTHERS, NEITHER 00 WE ACCEPT DESIGN RESPONSIBILTY FOR THE EFFECTS FAMILIARITY WITH THE PHYSICAL JOBSITE SITE CLASS (ASSUMED) p NON STANDARD COMPONENTS DESIGNED BY OTHERS MAY HAVE ON THE SYSTEM IN GENERAL. LOCATION AND THEREFORE CANNOT BE IDENTIFIED AS, SERVE AS OR QUALIFY AS SEISMIC IMPORTANCE: 1.00 AS TAKEN FROM THE FOURTEENTH EDITION OF THE AISC MANUAL PAGE 16.3-56 PARAGRAPH 7,14 — READS AS FOLLOWS THE PROJECT DESIGNER, SEISMIC DESIGN CATEGORY: A "THE CORRECTION OF MINOR MISFITS BY MODERATE AMOUNTS OF REAMING, GRINDING, WELDING OR CUTTING, DESIGNED SPECTRAL ACCELERATION PARAMETER "SOS" — (SHORT PERIODS): 0.05 AND THE DRAWING OF ELEMENTS INTO LINE WITH DRIFT PINS, SHALL RECONSIDERED TO BE NORMAL ERECTION OPERATIONS,' VANESSA L. BANKS P.E.DESIGNED SPECTRAL ACCELERATION PARAMETER "SD1" — 1 SEC PERIODS : 0.04 IF NOT (NON—DESTRUCTIVE WELD TESTING) IS REQUIRED, IT IS NOT PROVIDED BY THE SELLER AND IS THE SOLE RESPONSIBILITY OF THE BUYER. FLORIDA P.E. 83970 ( ) 50 VULCAN 31620 AY MAPPED SPECTRAL RESPONSE ACCELERATION: "SS" (SHORT PERIODS): 0.05 ADEL, GA MAPPED SPECTRAL RESPONSE ACCELERATION: "S1" — (1 SEC PERIOD): 0.03 +'yRti���µ�iili+i{iF�;LfIflif SEISMIC RESPONSE MODIFICATION COEFFICIENT: "R" — 3.00 � � `+ SEISMIC RESPONSE COEFFICIENT: "Cs" — 0,017 SPECIAL NOTES: IN TOTAL LONGITUDINAL BASE SHEAR : 5.13 BUILDING I5 NOT STRUCTURALLY ;'�y G SOUND UNTIL ALL �[ .•'4� EAIa�•�••, TOTAL TRANSVERSE BASE SHEAR 10.24 WALL COVERING, ROOF SHEETS, AND PERMANENT TusE �? BRACING IS INSTALLED. BUILDER / CONTRACTOR IS SEALAP[r RESPONSIBLE FOR SUPPORTS OR TEMPORARY BRACING ADDITION TO EXISTING BUILDING NOTE: DURING ERECTION, HE SHALL FURNISH, AND INSTALL N0. 9710) THESE TEMPORARY SUPPORTS WHERE NECESSARY. This building is an addition to on existing Kirby Building with the intention of fultilling the Future Addition TEMPORARY SUPPORTS ARE NOT PROVIDED BY THE r METAL BUILDING MANUFACTURER. GUTTER (TRIM VARIES) . STATE of a 125' 0" x 850'-0" Leon—To as referenced in the Kirby Building drawings. OUTSIDE VENDOR ACCESSORY NOTE: BUYER SHALL BE RESPONSIBLE TO COORDINATE, STANOARO TRIM LAP DETAIL I °,�/C�'n• `,Q `►✓. ''• ASSURE AND VERIFY THAT THE STRUCTURE AND NOTE: All TRIAL CONTAINED ON THIS PROJECT rr�a`� •' AREA COMPATIBLE WITH THE DOORI PROVIDED EDNBYO HERS. ABOVE(TRIM STYLE VARIES) `"P AS SHOWN '`%S,00/©rp�p`'� �t R - - - ORIGINAL SIGNATURE SIGNATURE RI»QUIR D C� SHEETING AND TRIM COLORS BELOW EAVE SOFFIT PANEL: ROOF PANEL: GAUGE PANEL TYPE COLOR GAUGE PANEL TYPE COLOR GA, 24 GA. DOUBLE LOK Galvalume WALL PANEL: AT EAVE CANOPY SOFFIT PANEL: GAUGE PANEL TYPE COLOR GAUGE PANEL TYPE COLOR 26 GA. PBR PANEL NEED COLOR GA. - BUILDING TRIM COLORS SHOWN BELOW: GABLE EXTENSION SOFFIT PANEL: EAVE TRIM COLOR: CORNER TRIM COLOR: GAUGE PANEL TYPE COLOR NEED COLOR NEED COLOR 0 GA. NONE -- GABLE TRIM COLOR: BASE TRIM COLOR: NEED COLOR JAMB TRIM COLOR: CORNER TRIM COLOR: NEED COLOR NEED COLOR FLORIDA PRODUCT APPROVAL NUMBERS MIAMI DADE PRODUCT APPROVAL NUMBERS W A L K D 0 0 R S R 0 L L U P D 0 0 R S 3070 IMPACT RATED/WINO RATED +/- 50 PSF FL22211 .5 850 SERIES MINI MAX SIZE: 8'-8" X 12'-0" NOA- 18-0118.02 3068 NON-IMPACT RATED/WIND RATED +/- 50 PSF FL22211 . 1 13400 SERIES MAX SIZE: 12 O" X 20'-0 ' I NOA- 18-0723. 13 3070 IMPACT RATED/WIND RATED +/- 70 PSF FL22211 .7 6070 IMPACT RATED/WIND RATED +/- 50 PSF FL22211 .3 ROOF PANEL S 4070 IMPACT RATED/ WIND RATED FL17900. 1 4070 NON-IMPACT RATED/ WIND RATED FL17900.2 PBR 22 GAGE & 24 GAGE NOA- 17-0920.04 8070 IMPACT RATED/ WIND RATED FL18463.2 SUPERLOK 22 GAGE A- 18-0220. 11 8070 NON-IMPACT RATED/ WIND RATED FL18463. 1 SUPERLOK 24 GAGE NNOOA- 18-0312.09 R I D G E V E N T S DOUBLE- LOK NOA- 18-0312,07 12" THROAT RIDGE VENT WITH 12" THROAT FL12805.2 6-3/4" THROAT JiRIDGE VENT WITH 6-3/4" THROAT FL12805.5 W A L L P A N E L S 9" THROAT IRIDGE VENT WITH 9" THROAT FL12805. 1 PBR 124 GAGE NOA- 18-0312.08 L O U V E R S ECO-FICIENT NOA- 15- 1109.06 FIXED STEEL LOUVER WITH FIXED BLADES FL12256. 1 S K Y L I G ITT S ADJUSTABLE STEEL LOUVER WITH ADJUSTABLE BLADES FL12256.2 PBR NOA- 18-0328.02 R 0 L L U P D 0 0 R S 1100 SERIES MAX SIZE: 8'-8" X 14'-0" FL12765. 1 1100 SERIES MAX SIZE: 10'-0" X 14'-O" FL12765.2 0 SERIES MAX SIZE: 16'-0" X 20'-0" FL12765.3 THE PROJECT DESIGNER IS NOT THE METAL 3100 SERIES MAX SIZE: 20'-0" X 20'-0" FL12765.4 BUILDING MANUFACTURER, THE METAL BUILDINGDESIGNER OR THE METAL BUILDING ENGINEER. 750 SERIES MAX SIZE: 3 -0 X 12' -0" FL12675.5 THE ENGINEER WHOSE SEAL APPEARS ON THE METAL BUILDING PLANS IS A SPECIALLY 750 SERIES MAX SIZE: 6'-0'p X 12'-0" FL72765.6 ENGINEER AND NOT THE PROJECT DESIGNER OR THE PROJECT ENGINEER OF RECORD, THE 750 SERIES MAX SIZE: 81 " '.8 X 12 -Ole FL12765.7 ENGINEER WHOSE SEAL APPEARS ON THE 750 SERIES MAX SIZE: 10'-0" X 12'-0" FL12765.8 METAL BUILDING PLANS DOES NOT HAVE FAMILIARITY WITH THE PHYSICAL JOBSITE 850 SERIES MINI MAX SIZE: B'-8" X 12'-0" FL12765.9 LOCATION AND THEREFORE CANNOT BE IDENTIFIED AS, SERVE AS OR QUALIFY AS THE PROJECT DESIGNER. ANESSA L. BANKS P.E. AN E LS WALL PAN E L S SOFFIT PANELS VFLORIDA P.E.y 83970 13ATTENLOK FL11819. 1 AVP PANEL FL11917.3 ARTISAN L- 12 FL71919. 1 500 VULCAN PARKWAY ADEL, GA 31620 DOUBLE-LOK FL11819.2 FW- 120 PANEL FLi 1917 .4 S K Y L I G H T S ��„�uuuuuHry+� LOKSEAM FL11819.3 PBR PANEL FL5335. 1 PBR SKYLIGHT (FRP) FL13793 S� �- • B ���' SUPERLOK FL' 1819.4 REVERSE PER FL5335. 1 ` �S• • • • • " ' • •. � ULTRA-DEK FLi 1819.5 SHADOWRIB PANEL FLi 1917.6 W A L L L I T E S � •y�GENSF �fS'.; 7.2 PANEL fL1519. 1 PBR (FRP) ll PBR PANEL FL5346. 1 `�"o:ess70 so PBU PANEL FL11868.2 STATE OF 1sie►VAt _ } __ _ ORIGINAL SIGNATURE REQUI D ANCHOR BOLTS NOTES ANCHOR BOLTS ANCHOR BOLT SUMMARY MANUFACTURER RECOMMENDS USE OF STRAIGHT ROD ANCHOR BOLTS W/FIAT HEX WASHER SEE BUILDING PLANS WITH NUT AND WASHER ON BOTH ENDS AS OPPOSED TO J-BOLTS FOR PROJECTION (in) Proj OR ANCHOR BOLTS WITH HOOKS BECAUSE OF BETTER PERFORMANCE CONCRETE LwE Oty Locate (In) Type (fn) RESULTS IN CONCRETE FOUNDATIONS. THE TYPE OF BOLT USED FOR O 36 Jamb 5/8" F1554 3.00 THE PROJECT SHALL BE DETERMINED BY THE FOUNDATION ENGINEER 19 20 Endwall 3/4" F1554 3.00 WITH THE BOLT STRENGTH MEETING OR EXCEEDING THAT OF AN 0 72 Frame 3/4" F1554 3.00 •• TOTAL LENGTH DEIERNINED x 66 Frame 1 F1554 4.00 ASTM F1554 GRADE 36 (MIN.) BOLT. HEx NUT BY FOUNDATION ENGINEER •• W/FIAT WASHER ANCHOR BOLTS SHALL BE ASTM F1 554 GRADE 36 (MIN.) OR GRADE 55 850'-OSTEEL ONE TO STEEL LINE 2 3 4 5 fi 7 8 9 0 1 2 3 4 5 61--25 25'-0" 25'-0- 25'-0" '-0" 25'-0" 2 '-D" 25'-0" 25'- 5'-0" 25'-0" 25'-0" 25'- " 25'-0" 5'-0' 25'-0" 25' -0" 25'-0" As 23'- - I I I • • ' • `I •Iio 12'-0" �n �0 12'-0" a :0 12'-0" - w 12'-D" A02- I2" 2" " X-Bracin 2" " 2• - 2" • 2" " 2" " X-Bracin 2" • 2" " 2" • " " 2" 2" • X-Bracin 2" " • • 2" 2" " G gT� �p pIg p1g �1 ill 2@ ee11�B �Ip @I (p aT& a1 (p �p gIp 81 I8 �gry1m SS1TaBII �I (@b g� pig O el® BI9 elm 91B N N W 01e N N il➢ N N e19 elm N N W W N N gle el9 •I L-c E E E E E E E E E E E E E E E E E Tin F 1 -6. �7C 2'-6" H .I .I •I E3B `0 1 '-3• _ .I 10'-0" D baH I 4' tt xx XH xli `v+4• C 2 '6" .I •I • 63H (27134- 1 ) 6 �e I f A A I 2 2" VANESSA L. BANKS P.E. FLORIDA P.E.$ 83970 rO 500 VULCAN PARKWAY ADEL, GA 31620 At (27134- 1 ) (27134- 2) M 1%1Aft ,garum,,,,, SSA L . gq°'• ANCHOR BOLT PLANwe J NOTE: AN Base Places 0 1DO'-D" (U.N.) KEY PLAN ���r�\Ci��/$ '' •��'f- AP . SEE PLAN �. CONCRETE EDGE GSLAAD WITHOUT BOLT NOTCH Z - NO. .8397 1 OUT TO OUT CONCRETE SLAB BEYON — _ 3/� •• n R SEE PLAN FINISHED FLOOR - w OUT TO OUT STEEL JAMB DEPTHNAMPO STATE OF • AN VALL PAIR.1—� •• =moo �< DP / �``� uz x l yr sus INslcc a6suaE ><` ,ORI „ •... V/WASHER 1-t/2' ��.(n�nn .,\P\` PROJECTION 1/2' e' ,V V BASE ANGLE ONAL E .1 2'a4'zIGGA WSIED (•IH(cA(••' FLOC SECTION 'A-A* F.O.WIDTH 1-B/4• ORIGINAL SIGNATURE E0 ED r A-A' J REVISIONS DRAWING STATUS VULCAN STEEL STRUCTURES, HNC RK DAVIS CONSTRUCTION CORP, • STD. DASE BUR H/4' " 1'ANCHOR REV. DESCRIPTION, ➢ATE DTLR DATE CHICR APPD C I FINAL ERECTION PROJECT MAVERICK BOATS ANCHOR BOLT PLAN WIN) E 6'O.0 TIERS) CX7 FOR CONSTRUCTION ID 27134-1 DE$IGW VLH DRAFT vb CHECK, JDR • BASE ANGLE WITH BASE TBIN N C i FOR APPROVAL PROJECT FORT PIERCE, FL 34946 DATES 3/25/2I SHEET I OF 27 CONCH T Fp AND AN HOR BO T PRO TtON AND BASE CLOSURES WITHOUT SHEETING NOTCH TYP, OVERHEAD DOOR RECESS OPIATE C 3 NOT CONSTRUCTION ADDRESS ANCHOR BOLTS NOTES ANCHOR BOLTS ANCHOR BOLT SUMMARY MANUFACTURER RECOMMENDS USE OF STRAIGHT ROD ANCHOR BOLTS W/FLAHEX SHER SEE BUILDING PLANS WITH NUT AND WASHER ON BOTH ENDS AS OPPOSED TO J-BOLTS FOR PROJEC➢ON (in) P(in OR ANCHOR BOLTS WITH HOOKS BECAUSE OF BETTER PERFORMANCE coNCRETE LINE qty Locate (�n) Type (in) RESULTS IN CONCRETE FOUNDATIONS. THE TYPE OF BOLT USED FOR O 32 Jamb 5/8" F1554 3.00 THE PROJECT SHALL BE DETERMINED BY THE FOUNDATION ENGINEER 0 20 Endwali 3/4" F1554 3.00 WITH THE BOLT STRENGTH MEETING OR EXCEEDING THAT OF AN Al 84 Frame 3�4" F1554 3.00 •• TOTAL LENGTH DETERMINED ASTM F1554 GRADE 36 (MIN.) BOLT. HEX NUT BY FL NGTON ENGINEER •• X 68 Frame 1 ' F1554 4.00 W/FLAT WASHER ANCHOR BOLTS SHALL BE ASTM F1554 GRADE 36 (MIN.) OR GRADE 55 850'-05TEEL LINE TO STEEL LINE 5 6 9 0 1 3 4 5 6 7 8 9 0 1 3 q (27134-3) 25'-O" 25'-O" 25'-0' 25'-0" 5'-0' 25'-0" 25'-a" 25'-0" 25'-0" 25'-0' 25'-0" 25'-0" 5'-0' 25'-0" 2.9 -0" 25'-0" 25'- " 20'-0" STEEL UNE- 'I 'I 'I '1 'I 'I •j •I STEEL LINE 12 2n ' -0" is 23'-B' 1 '- " Low Ewe 2' •1 " %-Bracin 2" " 2" • 2' ' 2' 2' 2" - X-Bracin 2" ' 2" 2" " 2" " ' 2" " 2• " X-Bracin 2' " • 2" 2• " It G � � 33TTgg pp((�� �1 (8 a�@@ fYTT�� � �1 1p ppi�pp �gTgg �� a� (a pTg BEI9 E ®E19 OEIe OEIID N N 9EI8 9EIID 9E1® BEIi N N BEI/ iEIB va N N ®Elf ffs N N N ry •I G H C In ,��Ni C per . F 1 '-6" H H 1==Z. -8• _ Bc Cl 0 E 'I K K K K K K K K K L L L M N •' D f •' B • '83 3'_6• C w In r (27134-2) IT _ �q 6' B22 83 H H A3 A 2 -6" � M VANESSA L. BANKS P.E. (27134- 1 ) r/(2/�7134- 2) 141 FLORIDA P.E.q 83970 500 VULCAN PARKWAY N ADEL, GA 31620 KEY PLAN v „ALAp,°O1i�n1,�I1jFAI`' ANCHOR BOLT PLAN �gSA L . Bq NOTE: NI Base Plates ® 100'-0" (U.N.) ``, E • ,C.' 00 c'J �?G NSFtP SEE PLAN CONCRETE EDGE AND ANCHOR NBOLT OTCH PROJECTION Z NO. 81397O a. OUT T OOUITHOUT T CONCRETE SLAB BEYDN —AT SLAB — 3/ � •' SEE PLAN FINISHED FLOOR ; '2 OUT TO OUT STEEL JAMB DEPTH o •. STATE OF AAm u VALL PANEL—� 11 ' 0 . U2 s 11/4' SDDN INSIDE DLUS11RE + 1 %�.��. ��.OR ►�p'' ���� ' � I-vz C.L PROJECTION (6. OC.) L/2' . S " ` BASE xl C •• . ,'e 2•x,•x16DA I61ED � .,�D,NAL EA it FLOOR SECTION 'A-A' • • • t-3/4' F.O.WIDTH 1-3/4' ORIGINAL SIGNATURE REQUIR D • ' ' • A A o� (� REVISIONS DRAWING STATUS VULCAN STEEL STRUCTURES, INC RK DAVIS CONSTRUCTION CORP. SID. HOSE TRIM • 1/4' X P REV, DESCRIPTION: DATE DTLR DATE CHKR APPD C 7 FINAL ERECTION PROJECT MAVERICK BOATS ANCHOR BOLT PLAN (p1R) RAIL-M ARaira ° e 36' B.C. GY OTHERS) ti CXI FOR CONSTRUCTION ID 27134-1 DESIGNi VLH DRAFT: vb CHECKi JDR RASE ANGLE VON BASE THIN C I FOR APPRDVAL pRDJECT FORT P[ERCE, FL 34946 DATE: 3/25/21 SHEET 2 OF 27 CONCRETE EDGE AND ANfHOR BOLT PROJECTION AND BASE 0.0SVP.ES VITIWi SHEEHNG h9T[H TYP OVFRHEA➢ ➢DOH R cc 0 TAI C I NOT CONSTRUCTION ADDRESS Dia= 3/4" Dia= 3/4" 8„ Dia= 5/8" Dia= 1 " Dia= 3/4" - SW w Y�8„ �3" y I-10—I c — i — � � ® r - - 41 a" � aim pp 4 of is — i — o i X X —II� —� pill NJ 2 2 SW FL m a It SW SW 1 3/4" 2" . See Plan See Plan See Plan See e Plan r 1 -0 DETAIL A DETAIL E DETAIL N DETAIL M DETAIL A3 Dia= 3/4" Dia= 3/4" .." Dia= 1 ' Dia= 3/4"'10 _ 1 '-0 1 2" — i — >D ® I N 4., X X 34. " 0 4,. ELM 0® �m i ® I � 4�. " 4.. 3,. — I — o x x —19 ' 1I '— NJ o v a SW N W ' See Plan See 2 Plo n S 7 ee Plan See Plan DETAIL B DETAIL F DETAIL J DETAIL B3 Dia= 3/4" Dia= 3/4" alp Dia= 1 " 10 = 1 '-oil a I - a —� ® I 4„ m ME 2.. {�-� 21. ]JIM " a m IN a SW 2" 2" rn w '=4 See Plon See Plan DETAIL C DETAIL G DETAIL K Dia= 3/4" 8, Dio= 5/8" Dia= I " l FL® I 19 a 13 M ]84H 4.. XIX 4„ rn 27134- 2) I - i _ 4., (27134- 1 ) ( ANIN IN IN o 4" KEY PLAN 2 2 .. SW z' z' f w VANESSA L. BANKS P.E. '—4 See Plan See Plan _ DETAIL D DETAIL H DETAIL L 500 VULCAN PARKWAY ADEL, GA 31620 pippilaU1N111 ql gpgl , SSA L. B y.q Nog , 00 IN% ENS No. 8397 fl '• STATE OF •' IN �`FSSaDNAL EN , ''. ORIGINAL SIGNATURE R QUI ED REVISIONS DRAWING STATUS VULCAN STEEL STRUCTURES, INC RK DAVIS CONSTRUCTION CORP. REV. DESCRIPTION, DATE ➢TLR DATE CHKR APED C 7 FINAL ERECTION PROJECT MAVERICK BOATS ANCHOR HDLT DETAILS CX7 FOR CONSTRUCTION ID 27134 1 ➢ESIGN, VLB I DRAFT" vb CHECK" JDR C 1 FOR APPROVAL PROJECT DATE" 3/17/21 SHEET 3 OF 27 C 7 NOT CONSTRUCTION FORT PIERCE, FL 34946 ADDRESS FRAME ONES: 1 FRAME LINES: 2 3 4 5 6 7 B 9 10 11 12 13 14 15 16 17 18 19 20 21 22 -- 23 24 25 26 27 28 29 30 31 /32 33 34 35 Y Y Q Q Q Q `( Q Y COLUMN ONE COLUMN LINE H H IV Iv FN � H H H H H H IV IV IV IV IV IV IV ENDWALL COLUMN : BASIC COLUMN REAcnoes (k )Wed Wind RIGID FRAME: ANCHOR BOLTS & BASE PLATES RIGID FRAME: ANCHOR BOLTS & BASE PLATES ENDWALL COLUMN : ANCHOR BOLTS & BASE PLATES EIP ElP EIPA EIP One Cal Dead Press Harz E1PAT_L Vert Horz L Vert Horz L Vert Hour L Vert Harz L Vert Line Cal Anc.-Bolt Width Length (in) E(in) Line One Vert Horz Harz Harz Vert Horz Vert Horz Vert Hour Vert Norz Vert Frm Cal Anc._Boll Width Length (in) Elcv. From Col City Diolf Width Length (in) Elev. Line Une City Dia Width Length �nThick (in) 1 F -17.4 19.1 0.0 2.8 0.0 2.7 0.0 2.8 0.0 -0 0.0 2.2 Line Une Oty Dia Width Length Thick (in) Une Line Oty Dia Width Length �nThick (in) - 1 E • -18.9 20.8 0.0 -0. 0.0 2.8 0.0 2.7 0.0 -0.3 0.0 2.9 - - - - - 7 F 4 0,750 8.000 12.50 0.500 0.0 1 C • -10.1 22.2 0.0 0.1 0.0 -0. Go 2.7 0.0 2.0 0.0 3.3 1 G 4 0.750 8.000 12.00 0.500 0.0 19 G 4 0.750 8.000 12.25 0.500 0.0 1 E 4 0.750 8.000 12.50 0.500 0.0 1 B • -10.8 22.7 0.0 0.1 00 0.0 0.0 0.0 0.0 ].0 0.0 0.0 1 F 4 0.750 8.000 12.50 0.500 0.0 19 D 4 1 .000 10.00 14.25 1 .000 0.0 1 A 1 .0 -10.8 /2.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1 E 4 0.750 8.000 12.50 0.500 0.0 1 C 4 0.750 8.000 12.50 0.500 0.0 From Col E1PAT_LL6- 1 C 4 0,750 8.000 12.50 0.500 0.0 1 B 4 0.750 8.000 12.50 0.500 0.0 Une Use Horz Vert 1 B 4 0,750 8.000 12.50 0.500 0.0 1 A 4 0,750 8.000 12,25 0.500 0.0 1 F 0.0 3.3 RIGID FRAME: ANCHOR BOLTS & BASE PLATES 35 A 4 0,750 8.000 12.25 0.500 0.0 - 1 E 0.0 2. I C ao 2.8 Frm Col Ana-Bolt Base-Plate 35 B 4 0.750 8.000 12.50 0,500 0.0 I B 0.0 3.3 RIGID FRAME: ANCHOR BOLTS & BASE PLATES Une Line 0 Dia Width Length Thick E(in) 35 C 4 0.750 8.000 12.50 0.500 0.0 I A 0.0 0.0 City 9 Th (in) 35 E 4 0.750 8.000 12.50 0.500 0.0 From Col Anc.-Bolt Base-Plate (in) Elev. 200 G 4 0.750 8.000 12.25 0.625 0.0 35 F 4 0.750 10.00 12.00 0.500 0.0 Wind Wind Wind Wind Line Une City Dia Width Length Thick (in) 20• 0 4 1 .000 10.00 14.25 1 .000 0.0 Frm Col Dead Collat ---Uve--- Leftl Rightl Left2 Right2 Wind_Press Wind_Suct - - - Une One Vert Vert Hoa Vert Vert Vert Vert Vert Harz Vert Harz Vert 2• G 4 0350 8,000 12.25 0,625 0.0 GENERAL NOTES 35 A 1 .3 0.8 0.2 2.4 -8.3 -8.3 -8.3 -8.3 - 10.2 -8.4 13.0 -5.9 2• D 4 1 .000 10.00 10.00 1 .000 0.0 20• Frame lines: 20 21 22 35 B 1 .8 1 .4 0.4 3.3 - 13.7 -13.7 - 13.7 -13.7 -20.4 -13.8 22.5 -10.2 (1 .1 APPUCATION OF ENGINEERS SEAL IS FOR METAL BUILDING ONLY AND DOES NOT 35 C 1 .7 1 .4 0.4 3.3 -13.7 -13.7 - 13.7 -13.7 - 19.2 -13.8 21 .2 -10.2 REPRESENT THE PROFESSIONAL OF RECORD. 35 E 1 .3 0.8 0.2 2.4 -8.3 -8.3 -8.3 -8.3 -17.0 -8.4 19,6 -5.9 20 Frame lines: 2 3 4 5 6 7 8 9 10 11 12 35 F 1 . 1 0.0 0.0 0.0 0.0 0.0 010 0.0 -16.3 0.0 18.0 0.0 )) Wind Wind RIGID FRAME: ANCHOR BOLTS & BASE PLATES METAL BUILDINFOUNDATIOG MANUFACTURER.DESIGN AND ONSIRUCTION ARE NOT THE RESPONSIBILITY OF THE One Cal LongVert VertLong Frm Col Anc._Bolt Base-Plate (3. ANCHOR BOLTS SHALL BE ACCURATELY SET TO A TOLERANCE OF 1 8" IN BOTH Line Line Vert Vert RIGID FRAME: ANCHOR BOLTS & BASE PLATES (in E(in) [L ATION AND LOCATION. �/- / 35 A -8.4 - 1 .9 One Une City Dia Width Length Lk (in) 35 B - 13,8 1 .9 23• G 4 0.750 8.000 12.25 0.fi25 D.0 ((4. THE BUILDING REACTION DATA REPORTS THE LOADS WHICH THIS BUILDING PLACES From Col Anc,_Bolt Base_Plote (in) Elev. ON) THE FOUNDATION. THE FOUNDATION IS TO BE DESIGNED BY A QUALIFIED ENGINEER 35 C -8.4 -1 Une Une Qf Diu Width Length Thick I 23• 0 4 1 .000 10.00 14.25 1 .000 0.0 TO SUPPORT THE BUILDING REACTIONS IN ADDITION TO OTHER LOADS IMPOSED BY THE 35 E -8.4 -1 .9 Y g .0 BUILDING USE OR OCCUPANCY WITH RESPECT TO JOB SITE CONDITIONS. 35 F 0.0 0.0 13 C 4 0.750 8.000 1225 0.500 0.0 'See Rigid Frame Interior Column Reactions 13 D 4 1 .000 10.00 10.00 1 .000 0.0 23• Frame lines: 23 24 25 26 27 28 29 30 31 (5.) ALL ANCHOR BOLTS TO BE ASTM F1554 GRADE 36 MIN. OR GRADE 55 (UNLESS NOTED) (6.1 VALUES GIVEN FOR BENDS AND ANCHOR BOLT TOTAL LENGTHS ARE SUGESTED LENGTHS BUILDING BRACING REACTIONS ONLY. IT IS THE RESPONSIBILITY OF THE FOUNDATION ENGINEER TO DETERMINE THESE RIGID FRAME: ANCHOR BOLTS & BASE PLATES RIGID FRAME: ANCHOR BOLTS & WE PLATES VALUES SINCE THEY ARE A FUNCTION OF CONCRETE STRENGTH AS WELL AS OTHER FACTORS. t Reactions(k-SeN Pa Qb/ft) ar (7.) WIND REACTIONS ARE BASED ON Vult. -Wall - Cal -Wind - Hoe - (d Se Frm Col Anc._Bolt 8ase_Plote (in) Elev. Frm Col Anc._Boit Base-Plate (in) Elev. Loc Une Line Horz Vert Horz �sVert Wind Seis Note Une Une Qty pia Width Length Thick (in) One Une Qty Dia Width Length Thick (in) (h) 14 G 4 0.750 8,000 12.25 0.625 0.0 32 G 4 0.750 8.000 12.50 0.625 0.0 F.SW A ( ] 14 D 4 1 .000 10.00 10.00 1 .000 0.0 32 D 4 1 .000 10,00 12.00 1 .000 0.0 R_FW 35 h) B-W G 33132 6.6 6.9 1 .7 1 .8 27,26 6.6 6.9 1 .7 1 .8 M 21 ,20 6.6 6.9 1 .7 1 .8 15,14 6.6 6.9 1 .7 1 .8 RIGID FRAME: ANCHOR BOLTS & BASE PLATES RIGID FRAME: ANCHOR BOLTS & WE PLATES 9,8 6.6 6.9 1 .7 1 .8 <1' 443 6.6 6.9 1 .7 1 .8 (27134- 1 ) (27134- 2 ) tO Frm Col Anc.-Bolt Base-Plate (in) Elev. Frm �n'I Col Anc._Bolt Base-Plate ( )) Elev. If)Brocing loads a applied to adjacent building Line Une Oty Dia Width Length Thick (in) Una Line Oty Dia Width Length hick (in) ����� n h))Rigid frame at endwall - - - N 15dO 0 4 %a00 1000 loon 11..0000 00.0 33' 0 4 1 ,00000 11000 12.000 10,000 00 KEY PLAN v 15• Frame Tines: is 16 17 to 33• Frame Tines: 33 34 VANESSA L. BANKS P.E.FLORIDA P.E.# 83970 DESIGN LOAD DEFINITIONS 500 VULCAN PARKWAYADEL, GA 31620 RIGID FRAME LOAD CASE DEFINITIONS RIGID FRAME: ANCHOR BOLTS & BASE PLATES LL+NNiiFHL+1fi++IFL s+e Wind Ll/Wind Rl = Lateral wind load from the left/right with a negative Internal pressure coefficient. Frm Col Anc._Boll Bose_Piate ( )) Elev. e, `��SSA �, e0/F+s Wind_L2/Wlnd_R2 = Lateral wind load from the Left/right with a positive Internal pressure coefficient. Une Line Qty Dia Width Length �nThick (m) -` -7,4 • Wind_Lni = Longitudinal wind Load with a negative Internal pressure coefficient. �•••{�\ GE (V (•� ' V�Sy 35 G 4 0.750 8.000 72.25 0.500 0,0 ` \ S • Wind Seismic 2 = Longltudlnnl wind lSei with a positive Internal, pressure coefficlent. 35 D 4 1 .000 10.00 12.50 1 .000 0.0 Seismlc_L/Selsmic_R = Lateral Seismic fond from Left/right. LWIN NO. $397Q ➢#_L#E/ LWINB#_RitE = Longltudlnnl wind fonds for edge zones. F#UNH_SL_L/ F#UNB_SL_R = Unbalanced roof snow load with wind from the left/right. F#PAT_LL # = Pattern live load for continuous beam systems. = 'Note] Bracing reactions are not already Included In combination with any other Load but must be added -o • STATE OF ' �• . to basic reactions as desired by the Foundation designer.' ad add `,, Count = Collateral Load Endwall Load Case Definitions 'w. (�ss/nMRI •.vim Rafter Wlnd L/ Rafter Wind R = Lateral, wind load from the left/right. /e Lrir V rrALL•lG+•`••1• I {Brace Wlnd_L/ Brace Wlnd_R = Lateral wind fond from the left/rlght with the bracing loads added. Wlnd_P/Wind_S = Wind Pressure/Suction due to longltudinal wind. ORIGINAL SIGNATURE R[QUIRED Z Wlnd_Ln# = Longitudinal wind Load on the roof. REVISIONS DRAWING STATUS VULCAN STEEL STRUCTURES, INC IRK DAVIS CONSTRUCTION CORP, Seismic_L/Seismic_R = Lateral Seismic fond from left/right. REV. DESCRIPTION, DATE DTLR DATE CHKR APPD C 7 FINAL ERECTION PROJECT MAVERICK BOATS ANCHOR BOLT DETAILS & REACTIONS E#UNB_SL L/ E#UNB_SL_R = Unbalanced roof snow toad with wind from the left/right. CX7 FUR CONSTRUCTION ID 27134 DE$IGN3 VLB I DRAFTt v13 ICHECK. JDR E#PAT_LL # to Pattern live loud for continuous beam systems. C 7 FOR APPROVAL PROJECT DATEg3/17/21 SHEET 4 LWIND#_L/LWIND#_R = Longltudlnnl wind fonds for edge zones, C 7 OTHER, EXPLAIN ADDRESS FORT PIERCE, FL 34946 RIGID FRAME: BASIC COLUMN REACTIONS (k ) Frame Column -----Dead—---Collateral- -----Live------Wind_Lefti- -Wind_Rightl - --Wlnd_Left2- RIGID FRAME: BASIC COLUMN REACTIONS (k ) Line Line Horiz Vert Horiz Vert Horiz Veit Horiz Vert Horiz Vert Horiz Vert 1 G 0'0 1 .0 0.0 0.8 0.0 17 -4.2 -9.0 5.7 -6.0 -7.5 -6.0 Frame Column -----Dead-----Collateral- -----Live--------Floor---- --Wind_Leftt - -Wind_Rightl - 1 A 0.0 0.6 0.0 0.8 0.0 1 .6 4.9 -8.5 11 .6 -4. 1 - 1 ,5 -6.5 Una Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 1 F 0.0 2.4 0.0 2.2 0.0 4.3 0.0 -24.3 0.0 -13.6 0.0 -17.4 20' G 0.4 2.9 0.6 3.6 1 .1 7.2 0.0 0.0 -7.7 -27.5 4.2 -19.5 1 E 0.0 2.3 0.0 2.0 0.0 3.9 0.0 -21 .9 0.0 -12.5 0.0 -15.5 20' A -0.4 2.1 -0.6 3.3 -1 .1 6.5 -2.0 -0.2 11 .6 -24.7 21 .2 -14,6 1 C 0.0 2.5 0.0 1 .9 0.0 3.8 0.0 -21 .6 0.0 -12.3 0.0 -15.4 20' D 0.0 9.7 0.0 11 .9 0.0 23.8 2.0 100.1 0.0 -93.7 0.0 -58.2 1 B 0.0 2.8 0.0 2.2 0.0 4.5 0.0 -25. 1 0.0 -14.3 0.0 -17.9 Frame Column -Wind_Ri ht2- --Wind 1 - --Wnd_Lon 2- -Seismic-Left Seismic_Ri ht F1PAT_LLt- Frame Column --Wind_Left2- -Wind_Right2- --Wind - --Wind_Long2- -Seismic-Loft Seismic-Right 9 9 9 9 Una Una Horiz Vert Horiz Vert Horiz Vert Honz Vert Horiz Vert Horiz Vert Una Una Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 20' G -11 .2 -14.6 0.7 -6.5 4.9 -30.4 6.5 -20.0 0.0 0.0 0.0 0.0 1 G 2,3 -2.1 16. - 7 .5 12. -6,0 OA 0.0 0.4 0.0 0.0 l .0 20' A -3.5 -15.2 6. 1 -5. 1 30.9 -23.2 24.8 -14.3 -0.6 010 0,6 0.0 1 A 0.2 -6.1 0.0 -24. 0.0 -13. 0.0 0.0 0.4 0.0 0.0 4.6 20' D 0.0 -55.7 0.0 -20.2 0.0 -92.3 0.0 -57.9 0.0 0.0 0,0 0.0 1 F 0.0 -6.2 0.0 -22.0 0.0 -12.5 0.0 0.0 0.0 0.0 0.0 1..6 1 E 0.0 -6.2 0.0 -21 .6 0.0 -12.3 0.0 0,0 0.0 0.0 0.0 -0 Frame Column FIPAT_LL_ rt Horiz LL_ rt 1 C 0.0 -7.0 0.0 -21 .1 0.0 -14.3 0.0 0.0 0.0 0.0 0.0 -0.2 Una Una Horiz Vert Horiz Vert 1 B 0.0 -7.0 0.0 -25.1 0.0 -14.3 0.0 0.0 0.0 0.0 0.0 0. 1 20' G 2.2 9.6 -1 .1 -2.4 20' A -2,2 -1 ,2 1 .0 7.7 Frame Column F1PAT_LL Vert FlPAHoriz LL Vert Horiz PAT -4- FIPAHoriz LL_Vert FIPAHoriz LL Vert 20' D 0.0 10.4 0.0 13.4 Line Una Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 1 G 0.0 0.0 0.0 -0. 0.0 1 .5 0.0 1 .8 0.0 -0.2 Frame Column -----Dead-----Collateral- -----Uve--------Floor---- --Wind_Leftl - -Wind-Righlt - 1 A 0.0 1 .9 0.0 -0. 1 0.0 1 . 1 0.0 1 .8 0.0 2.2 Une Une Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 1 F 0.0 1 . 5 0.0 -0.2 0.0 -0 0.0 2.0 0.0 2.2 23' G 0A 2.9 0.6 3.6 1 .1 7.2 0.0 0.0 -7.7 -27.5 4.2 - 19.5 1 E 0.0 1..5 0.0 1 . 5 0.0 -0.2 0.0 2.9 0.0 1 .9 23' A -0.4 21 -0.6 3.3 -1 .1 6.5 -2.0 -0.2 11 .6 -24.7 21 .2 -14.6 1 C 0.0 -0 0.0 1..5 0.0 4.7 0.0 1 .2 0.0 2.2 23' D 0.0 9.7 0.0 11 .9 0.0 23.8 2.0 100. 1 0.0 -93,7 0.0 -58.2 I B 0.0 -0.2 0.0 7 .9 0.0 4.7 0.0 2.2 0.0 2.2 Frame Column -----Dead—---Collateral- -----Uve------Wind_Leftl - -Wind_Ri htl - --Wind-Left2- Frame Column --Wind_Left2- -Wnd_Right2- --Wind - --Wind_Long2- -Seismic_Left Seismic-Right 9 Vert Horiz Vert Horiz Vert Horiz Vert Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Una Line Horiz Vert Horiz Vert Horiz 23' G -11 .2 -14,6 0.7 -6.5 4.9 -30.4 6.5 -20.0 0.0 0.0 0.0 0.0 2' G -0, 2,9 -11 . 5.4 -1 6.4 13.2 -24.6 21 . -14.6 -2.2 - 15.1 23' A -3.5 -152 6.1 -5. 1 30.9 -23.2 24.8 -14.3 -0.6 0.0 0.6 0.0 2' A 0.0 8.4 - 0 18. - 0 23. 0.0 -92.9 2L7 -57.8 0.0 -15.1 23' I) 0.0 -55,7 0.0 -20.2 0.0 -92.3 0.0 -57.9 0.0 0.0 0.0 0.0 2' D 0.0 8.4 0.0 18.2 0.0 23.6 0.0 -92.9 0.0 -57.8 0.0 -55.1 Frame Column -Wmd_Righl2- --Wind-Longl - --W 9nd_Long2- -Seismic-Left Seismic_Ri ht F2PAT_LL1 - Frame Column -F8CRANFAI - -F8CRANEA2- FBPAT_LL-1 - F8PAT1L2- -FBCRANFA3- -F8CRANEA4- Line line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Honz Vert Horiz Vert 23' G 4.0 17.7 4.0 16.6 2.2 9.6 -1 . 1 -2.4 2.0 12.5 1 .9 4.6 2' G 6.4 -6.7 31 . -31 .3 25 -14A -0. 0.0 0.6 0.0 -2. -1 . 23' A -6.9 -2.4 - 1 .2 -119 -2.2 -1 .2 1 .0 7.7 -3.4 -0.7 -0.4 -1 .3 2' A 0.4 -20 0.0 -91 .6 0.0 -14.4 0,0 0.0 0.6 0,0 0.0 10.9 23' D 0.0 13.0 0.0 13,7 0.0 10.4 0.0 13.4 0.0 2.4 0.0 10.9 2' D 0.0 -20.0 0.0 -97 .6 0.0 -57.5 0.0 0.0 0.0 0.0 0.0 10.9 Frame Column F2PAT_LL-2- Frame Column -----Dead-----Collateral- -----Live------Wind_Lefl1 - -Nind_Rightl - --Wnd_Left2- Une Line Hartz Vert Line Una Horiz Vert Horiz Vert Hartz Vert Horiz Vert Harz Vert Horiz Vert 2' G - 1 .0 -2.0 32 G 0.5 3.4 0.8 3.7 1 .5 7.5 -9.3 -28.5 3.7 - 19.8 -12,5 - 15.5 2' A 1 .0 8. 1 32 A -0.5 2. 1 -0.8 3.3 -1 .5 6.5 13.2 -24.8 21 .6 - I4.6 -2.1 - 15.3 2' D 0.0 12.7 32 D 0.0 8.8 0.0 11 .8 0.0 23.5 0.0 -92.6 0.0 -57.9 0.0 -54.8 Frame Column Dead-----Collateral- -----Uve------Wind-Leftl - -Wmd_Ri9 htl - --Wind_Left2- Frame Column -Wind_Righl2- --Wind - --Wind_Long2- -Seismic-Left Seismic-Right -F9CRNAM_t - Line Una Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Una Una Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 32 G 0.5 -6.7 4.1 -30.9 6.2 -20.2 0.0 0.0 0.0 0.0 2.9 25.0 13 G 0,4 2.0 -0. 3.3.4 -1 6.4 12.4 -24.5 3.9 -14.5 -2.8 -14.1 32 A 6.3 -5. 1 31 .8 -23.3 25.1 _ - 14.3 -1 .0 0.0 1 .0 0.0 -5.5 -0.5 13 A 0.0 2.6 0.0 12. 0.0 23. 0.0 -93.7 0.0 -58.2 0.0 - 15,1 32 D 0.0 -20.0 0.0 -91 .7 0.0 -57,7 0.0 0.0 0.0 0.0 - 1 . 1 7.6 13 D 0.0 8.6 0.0 12.0 0.0 23.8 0.0 -93.7 0.0 -58.2 0.0 -55.] Frame Column -F9CRNAM 2- -F9CRNAM_3- -FSCRNAM_4- -F9CRANEA5- -F9CRANEA6- -F9CRANEA7- Frame Column -Wind-RiVert Horiz _Vert Horiz _Vert Hertz-Seismic-Left Seismic_Vert Horiz NVert Line Una Hertz Vert Horiz Vert Horiz Vert Hertz Vert Horiz Vert Horiz Vert Une Una Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 32 G 3.7 24,6 0.6 7.6 1 .4 7.2 5.3 18.6 5.3 17.4 2.6 12.9 13 G 6.2 -5.1 31 . -23.1 25. -14.3 -0, 0.0 0.6 0.0 -5. -1 . 32 A -0.2 -0.1 -22 -0.2 3. 1 0.3 -8.2 -2.3 -2.5 -1 .8 -4.0 -0.7 13 A 0.2 -20. OD -92.3 O5O -57.9 0.0 0.0 0.0 0.0 0.0 - 4 32 D 0.2 7.6 -21 24,] -0.8 24.6 0.0 12.1 0.0 12.8 0.0 2.0 13 D 0.0 -20.2 0.0 -92.J 0.0 -57.9 0.0 0.0 0.0 0.0 0.0 8.4 Frame Column -F3CRANEA2- F3PAT_L(-1 - F3PAT-LL_2- -F3CRANEA3- -F3CRANEA4- Frame Column -FSCRANEAO- F9PAT_U_l - MPAT_Lt_2- Line Una Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Una Una Horiz Veit Horiz Vert Horiz Vert 32 G 2.7 5.6 2.9 10.0 -1 .4 .2.6 13 G -1 . 11 .. -2. 91 . 1.1 . 1 7.9 -2 -0. -0 -1 . 32 A -4. 1 -1 .6 -2.9 - 1 .2 1 .4 7.7 13 A 0.0 - 0 -2.4 10.7 1 .1 7.9 0.0 -0.6 0.0 7.1 .7 32 D 0.0 10.1 0.0 9.9 0.0 13.6 13 D 0.0 9.0 0.0 10.7 0.0 13.0 0.0 1 .6 0.0 7.1 Frame Column -----Dead-----Collateral- -----Uve------Wind_Leftl - -Wind - --Wind_Laft2- Frame Column Horiz Dead-----Collateral- Hertz Uvet HarWind_Left1 - -Wind_Ri htl - Horiz left2- Una Line Horiz Vert Horiz Vert Horiz Vert Hariz Vert Horiz Vert Horiz Vert Line Line Horiz Vert Horiz Vert Horiz Vert Noriz Vert Horiz Vert Horiz Vert 33' G 0.6 3.4 0.9 3.8 118 7.6 -10.6 -29.0 3.3 -19.9 -13.6 -15.9 14 G -0. 2.2 -0. 3.3.4 -1 6.8 13.3 -26.0 22, -15.6 -2.3 - 15.8 33' A -0.6 2.0 -0.9 3.2 -1 .8 6A 14.5 -24.5 22.0 - 14.5 - 1 .0 - 15.1 14 A 0.0 2.2 0.0 11 . - 0 22. 0.0 -90.2 0.0 -55.6 0.0 -53.8 33' D 0.0 8.4 0.0 11 .8 0.0 23.5 0.0 -92.4 0.0 -57.9 0.0 -SC5 14 D 0.0 8.5 0.0 11 .5 0.0 22.9 0.0 -90.2 0.0 -55.8 0.0 -53.8 Frame Column -Wmd_Ri ht2- --Wnd_Lon 1 - --Wind_Lon 2- -Seismic-Left Seism 9 ic-Ri ht -F4CRANEA7 - Frame Column -Wind - --Wind_Longl - --Wind_Long2- -Seismic-Left Seismic_Right F10CRNAM_1 - Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Una Une Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 14 G 0.4 -7.0 3.5 -32.6 5.8 -21 .4 0.0 0.0 0.0 0.0 3.1 12.4 33' G 0.3 -6.7 3.4 -31 .1 5.9 -20.3 0.0 0.0 0.0 0.0 2.9 25.1 14 A 6.4 -5.5 32.3 -24.8 25,6 -15.4 -0,6 010 0.6 0.0 -5.0 -2.0 33' A 6.5 -5. 1 32.5 -23.1 25.4 - 14.2 -0.9 0.0 0.9 0.0 -5.5 -0.5 14 D 0.0 -19.4 0.0 -88.5 0.0 -55.5 0.0 0.0 0.0 0.0 010 8.7 33' D 0.0 -20.0 0.0 -91 .7 0.0 -57.8 0.0 0.0 0.0 0.0 - 1 . 1 7.6 Frame Column -F4CRANEA2- F4PAT_U-1- F4PAT_LL_2- -F4CRANEA3- -F4CRANEA4- -F4CRANEAS- Frame Column Fi OCRNAM2- F10CRNAM_3- F10CRNAM_4- FIOPATLL_1 - F10PATLL2- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Una Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 33' G 3.8 24.7 0.6 7.6 1 .4 7.2 3.2 9.9 - 1 .4 -2.3 14 G - 13. - 1 . -2. -1 . 0.7 - 4 -2 -0. -0 -1 . -0.9 13 33' A -0.3 -0. 1 -2. 1 -0.2 3.0 0.3 -3,2 -1 .5 1 .4 8.0 14 A - 0 - 3 0.0 11 .0 0.0 8,4 0.0 -0.6 0.0 7.3 0.0 11 . 33' 0 0.2 7.5 -2.1 24.7 -0.8 24.6 0.0 10.4 0.0 13.1 14 D 0.0 9.3 0.0 11 .0 0.0 11 .9 0.0 1 .7 0.0 7.3 0.0 11 .1 Frame Column -F4CRANEA6- -F4CRANEA7- -F4CRANEA5- Frame Column -----Dead-----Collateral- -----Live------Wind_Lefll - -Wind-Rightl - --Wind-Lefl2- Line Line Horiz Vert Horiz Vert Horiz Vert Line Una Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 14 G -0.6 -1 .2 -0.6 - 1 .2 -0.2 -0.4 35 G 0.3 2'1 0.4 2.0 0.8 3.9 -8. 1 -20.8 2.5 - 13.5 -9.8 - 13.9 14 A -0.4 3.8 -0.4 6.5 -0.8 9.9 35 A -0.3 1 .6 -0.4 2.5 -0.8 5.8 -0.5 -27.7 24. 1 - 18.4 -8.5 -22.8 14 0 0.0 10.0 0.0 7.2 0.0 3.0 35 D 0.0 5.6 0.0 6.3 0.0 12.5 0.0 -70.3 0.0 -39. 1 0.0 -50.3 Frame Column -----Dead-----Collateral- -----Uve------Wind_Leftl - -Wind_Ri9 htl - --Wind_Left2- Frame Column -Wind_Righl2- --WindLongl - --Wind-Long2- -Seismic_Left Seismic-Right F7ICRNAM_t - Une Line Horiz Vert Horiz Vert Horiz Vert Hartz Vert Horiz Vert Horiz Vert Line Una Horiz Vert Horiz Vert Horiz Vert Noriz Vert Horiz Vert Horiz Vert 35 G 0.8 -6.6 019 -23,0 2.9 -13.5 0.0 010 010 010 2.7 23.6 VANESSA L. BANKS P.E. 15' G -0. 2. 1 -0. 3.3.3 -1 6.2 11 .6 -24.7 21 . -14.5 -3.5 - 14.2 35 A 16.0 -13.5 21 .4 -26. 1 15.3 -15.7 -0,8 -0.1 018 0A -5.3 -0.5 FLORIDA P.E. / 83970 15' A 0.0 8. 1 0.0 11 . 0.0 23. 11 .6 -93.7 0.0 -58.2 0.0 -15.7 35 0 0.0 - 19. 1 0.0 -69.8 0.0 -39.5 0.0 0.0 0.0 0.0 -1 .0 6.4 500 VULCAN PARKWAY 15' 0 0.0 8.8 0.0 11 .9 0.0 23.8 0.0 -93.7 0.0 -58.2 0.0 -55.7 Frame Column -Wind_Ri ht2- --Wind 1 - --Wmd_Lrm 2- -Seismic_Left Seismic_Ri ht -F5CRANEA7 - Frame Column F1ICRNAM2- F7I CRNAM_3- FI ICRNAM_4- FI IPATLL_1 - FI IPATLL_2- ADEL, GA 31620 9 9 9 9 Una Una Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Line Line Horiz Vert Horiz Vert Horiz Vart Horiz Vert Horiz Vert Horiz Vert 35 G 3.5 23.2 0.4 6.4 1 .2 6.0 1 .4 5.0 -0.6 -1 .1 15' G 0.7 -6.5 4.9 -30.4 6.5 -20.0 0.0 0.0 0.0 0.0 4.7 18.9 35 A -0.1 -0.1 -2.0 -0.2 3.2 0.3 -1 .4 -0.9 0.6 4.3 M414114Y1I11 15' A 6. 1 -5.1 30.9 -23.3 24.8 -14.3 -0.6 0'0 0.6 0.0 -7.5 -2.5 35 D 0.3 6.3 -2.0 23.3 -0.7 23.2 0.0 5.8 0.0 6.7 ,,svl SSIillll4l`4 154 D 0.0 -20.2 0.0 -92.2 0.0 -57.9 0.0 0.0 0.0 0.0 0.0 11 .9 A C. & `J Frame Column �175CRANEA2- F5PAT_L1_1 - FSPAT_LL 2' Frame lines: 2 3 4 6 7 8 9 10 11 12 _2- -F5CRANEA3- -F5CRANEA4- -FSCRANEA5- 1 �`•`, � • • ' CEN •• 15' Frame lines: 15 16 1] 18 Una Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 20' Frame lines: 20 21 22 15' G 4.7 17.7 2.2 9.6 - 1 -2.4 1 .3 8.5 1 .5 3,8 1 .8 6,0 23' Frame lines: 23 24 25 26 27 28 29 30 31 ,�%. �••�\ SF'• .�.-^ 15' A O.D 1 20 0.0 IOA 0.0 1 .0 13. 0.0 -0.5 1 .6 0.0 6.7 0.0 4.3 33' Frame lines: 33 34 Frame Column -----Dead-----Collateral- -----Uve Floor---- --Wind_Leftl - -Wind_Rightl - NO, 839 Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Hertz Vert 19 G 0.4 2.9 0.6 3.6 1 .1 7.2 0.0 0.0 -7.7 -27.5 4.2 - 19.5 19 A -0.4 2. 1 -0.6 3,3 -1 .1 6.5 -2.0 -0.2 11 .6 -24.7 21 .2 -14.6 - 19 D 0.0 9.7 0.0 11 .9 0.0 23.8 2.0 100.1 0.0 -93.7 0.0 -58,2 A G ' (27134- 1W27 134- 2) n STATE OF ; Frame Column Horiz _Vert2- Horiz RiVert Horiz _Vert H062 _Veit Hor-Seiz ic_ert Seismic-Right ^ 0�� �OR�OA•• \�� Line Una Horiz Vert Hanz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 19 G - 11 .2 - 14.6 0.7 -6.5 4.9 -30.4 6.5 -20.0 0.0 0.0 0.0 0.0 v ' 19 A -3.5 -15.2 5. 1 -5.1 30.9 -23.2 24.8 -14.3 -0.6 0.0 0.6 0.0 rr"- 19 0 0.0 -55.7 0.0 -20.2 0.0 -92.3 0.0 -57.9 0.0 0.0 0.0 0.0 Vz lS V Frame Column -F5CRANEAI - -FSCRANEA2- F5PAT_" 1 - F5PAT_U_2- -F5CRANEA3- -F5CRANEA4- KEY PLAN Line Una Horiz Vert H06Z Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert °r4rrz��NAIiEN 19 G 4.7 18.9 4.7 17.7 2.2 9.6 -11 -2.4 1 .3 8.5 1 .5 3.8 R/ 19 A -7.5 -2.5 - 1 .8 -2. 1 -2.2 -1 .2 1 .0 7.7 -2.3 -0.5 -0.5 -0.9 ORIGINAL SIGNATURE R DUl ED Fr C 0.0 1 / .9 0.0 /2.] 0.0 10.4 0.0 13.4 O.0 1 .6 0.0 6.] REVISIONS DRAWING STATUS VULCAN STEEL STRUCTURES, INC RK DAVIS CONSTRUCTION CORP, Frame Column Horiz NVert REV, DESCRIPTIONS DATE DTLR DATE CHKR APPD C I FINAL ERECTION PROJECT MAVERICK HDATS ANCHOR HDLT DETAILS 6 REACTIONS Line Una Horiz Vert 19 G 1 .8 6.0 [XI FOR CONSTRUCTION I➢ 27134 1DESIGN, VLB I DRAFT, vb I CHECKi J➢R C FOR APPROVAL FORT PIERCE, FL 34946 DATEt 3/17/21- 19- A -09 40.8 ]C I OTHER, EXPLAIN A➢DRESS SHEET 5 SPLICE BOLT TABLE CAP PLATE BOLTS MEMBER SIZE TABLE Qty UP, FLANGE BRACE CONNECTION TO PURLIN / GIR Mark Top Bot Int Type Dia Length Mark Qty Type Dia Length 2'-8' OFFSET 1� 1/2041/40 MARK MEMBER LENGTH A307 BOLTS RF1 - 1 W12X19 27 - 4 5/831 Sp- 1 4 0 0 A325 0 . 625 2 , 25 EC - 1 4 A325 0 . 750 2 .50 TYP, U.NJ (TYP. U.N.) RF1 - 2 W16X26 37' - 10 5/ 16' SP - 2 4 4 0 A325 0 . 625 2 , 25 EC -2 4 A325 0. 750 2 , 50 1 o 0 RF1 - 3 W16X26 283 - 6 " EC -3 4 A325 0. 750 2 . 50 w I RF1 - 4 W16X26 28' - 6" FLANGE BRACE TABLE EC -4 4 A325 0 . 750 2 , 50 10 I RF1 -5 W16X26 28 - 10 t 2 " FRAME LINE 1 \ EC- 1 W12X40 28' - 1 1 /2" GIRRT[N/ \ \� 1/2'x11/40 EC- 3 W12X30 32' - 3 1 303 -2 /2 " DID SIDES MARK LENGTH OFFSET \ A307 BOLTS / FB38. 5A 3 ' - 2 t /2210 " 2 ' —$ " FLANGE BRACE EC - 4 W12X35 34' - 4 1 /2 " FB40A 3 ' - 4 ' 2' - 8" A SECOND FLANGE SEE FRAME CROSS BRACE IS REQUIRE➢IF IS NOTED IN THE FLANGE TH BRACE TABLE, R.F. COLUMN/RAFTER SEE FRAME CROSS SECTION 6 BOLTS TOTAL FOR LOCATIONS. ADDITIONAL HOLES ARE PRESENT FOR ALIGNMENT PURPOSES ONLY 311 -7" 71•� 1 '-0" p'1t 1002,-0" 2 ® 1 5 32•_3., ..�.F ._4" 2 ® 4' -0. q•-4" 3 -6 jp 1" 24 Ga. DOUBLE LOK, Galvalum 13 a 4•-0" 0"4 -4" 2 ® 2'-2" � 2 ® 2• � 2 Q7 " 12 - v2 RF1 -5 a _ -- RF1 -4 N m 2 _ RF1 -3 I RFi -2 � .I 1 n I a , D M � "� 16 M D a i VANESSA L. BANKS P.E. FLORIDA P.E.# 83970 500 VULCAN PARKWAY ADEL, GA 31620 8" 1 '-0 3 i6" 231-3 13 / 6" 25 Foo „rrr nnurnpp CLEARANCE CLEARANCE ,, ", r�• / CLEEARANCE ` ` SSA �• B �� 25._0,. 25._0.• 25•_0" 25• 0" 25._0., �.`` � 'q 0 725'-0" OUT-TO-OUT OF STEEL 04 No. 83970 MAIN FRAME ELEVATION : FRAME LINE 1 STATE OF ` GENERAL NOTES : 9�,� ' c( pRIpP. * NOTICE TO ERECTOR - - - - - S/ONAL EN „ (A) It is IMPORTANT that for members exceeding 30 ft. in length that a ORIGINAL SIGNATURE RE IR D spreader bar be used when lifting . REVISIONS DRAWING STATUS VULCAN STEEL STRUCTURES, INC RK DAVIS CONSTRUCTION CORP, (B)ALL flange braces and Wind bracing REV. ➢ESCRIPTION, ➢ATE DTLR DATE CHKR APP➢ E I FINAL ERECTION PROJECT MAVERICK BOATS MAIN FRAME ELEVATION must be installed prior to exterior EXI FOR FOR APPROVAL ION ID 27134-1 ➢ESIGNt VLB DRAFT, xxx CHECK. VB PROJECT FORT PIERCE, FL 34946 ➢ATE3/30/21 SHEET 6 finishes beingapplied. [ ] OTHER, EXPLAIN ADDRESS SPLICE BOLT TABLE CAP PLATE BOLTS MEMBER TABLE YP, FLANGE BRACE CONNECTION TO PURLIN / GIR Qt Mark Web Death Web Plate Outside Flange Inside Flange Mark Top Bot Int T pe Dia Length Mark Qty Tye Dia Len th 2'-B' OFFSET rL 1/2•xt v4• Start End Thick Length W x Thk x Len th W x Thk x Len th SP - 1 4 4 0 A325 0 . 750 2 . 50 RF2 -7 4 A325 0 . 750 2 .50 TYP. U.N.) A307 BOLTS RF2 - 1 11 . 5 13 . 5 0, 135 64. 3 6 x 5 16 x 327 . 7 6 x '5 8 x 302. 4 (TYP. U.NJ 13 . 5/21 . 0 0. 135 238. 0 6 x 5/ 16 " x 29 . 4 SP - 2 4 4 2 A325 0 . 750 2 . 50 1 0 21 . 0/21 . 0 0 . 250 27 . 2 SP - 3 4 0 0 A325 0 . 625 2 , 25 'jam 1 0 0 RF2- 2 23 . 0/23 . 0 0 . 165 238. 0 6 x 5/ 16 " x 305 . 2 6 x 5/ 16" x 307 . 2 FLANGE BRACE TABLE - - 23 . 0/23 .0 0 , 165 69 . 2 FRAME LINE 2 3 PURLIN/ \ > RF2- 3 23 .0/23 . 0 0 . 165 119 . 0 6 x 5/ 16 " x 286 . 6 6 x 5/ 16 "' x 107 . 0 GIRT \ 23.0/23 . 0 0 , 188 167 . 6 6 x 3/8" x 179 . 6 \ Lop 1/4' \� A307 BOLTS RF2 - 4 23 .0/33 . 0 0 , 188 136 . 6 8 x 1 /2 " x 291 . 1 8 x 1 /2 " x 119 . 9 DID SIDES MARK LENGTH OFFSET 33.0/23 . 0 0 . 188 154.5 8 x 1 /2 " x 154. 8 FLANGE BRACE FB42A 3 ' -4" 2 ' -8 " A SECOND FLANGE RF2 -5 23.0/26 . 5 0 . 135 238 .0 6 x 3/8 " x 334.8 6 x 3/8" x 334. 8 BRAGS IS REQUIRED SEE FRAME CROSS F842A 3 ' - 6 " 2 ' - 8 " � 26. 5/28 .0 0 . 135 96 . 8 IF '(GE R NOTED IN TH FB43 . 5A 3 ' - 7 1 /2 "' 2 ' - 8 " FLANGE BRACE TABLE. R.F. COLUMN/RAFTER RF2 - 6 28. 0/ 18. 9 0 . 135 227 . 1 6 x 3/8 " x 251 . 1 6 x 3/8" x 249 . 7 FB45B 3 ' - 9 ' 2 ' - 8 " SEE FRAME CROSS SECTION 6 BOLTS TOTAL 18 . 9/ 18 . 0 0. 135 24 . 0 FB48 . 5B 4" - 0 1 /2 2 ' -8 ' FOR LOCATIONS. RF2-7 WIOX39 / ADDITIONAL HOLES ARE PRESENT FB44A 3 ' -8 ' 2 ' -8 " FOR ALIGNMENT PURPOSES ONLY FB45A 3 ' -9 " 2 ' -8$$ FB46A 3 ' - 10 " 2 ' - 8 '" FB46 . 5B 3 ' - 10 1 /2 " 2 ' - 81" 0 F841A 3 ' -5 '" 2 ' - 813 pp 10 ® 2, _0" 2 p 4•-4" 3•-8" .-4" It 24 Go. DOUBLE LOK. GaNalum� <y/ 1�'2'-2' 4,_4"" 6" 8" ® 2' o 1 - (3 10 12 RF2-6 3 _ RF2-5 N _ - RF2-4 1 RF2-3 a �i RF2-2 � I a � D .n � .M MQ D f VANESSA L. BANKS P.E. FLORIDA P.E.# 83970 500 VULCAN PARKWAY ADEL, GA 31620 ,��17i11i11fH/I{ 8" 1 "-9 11 16" 6a'-0 5 16•• �� "� S• A L . 1f{{4jS+ri 62•-6" CLEARANCE CLEARANCE �.` %\tq �iq^ • ��0 62,_6., 62•-6,. Q. •'�\GENS '•''- Vdo ��Yo" D 2s'-o our-ro-our of s EEL E ` No. 8397 G MAIN FRAME ELEVATION : FRAME LINE 2 3 Wo '•• STATE OF :id GENERAL NOTES : �'�;`' 61dR16 • ' ' ' `,• * NOTICE TO ERECTOR dip /QNAI tiNG°%ld _ _ _ _ _ _ _ _ __ _ _ �•�ntun „a�oa (A)lt is IMPORTANT that for members exceeding 30 ft. in length that a ORIGINAL SIGNATURE REQUIRED spreader bar be used when lifting . REVISIONS DRAWING STATUS VULCAN STEEL STRUCTURES, INC RK DAVIS CONSTRUCTION CORP, B ALL flange braces and wind bracing REV. DESCRIPTION, DATE DTLR DATE CHKR APPD C 7 FINAL ERECTION PROJECT MAVERICK BOATS MAIN FRAME ELEVATION ( ) 9 9 CX7 FOR CONSTRUCTION ID 27134-1 DESIGN. VLB DRAFTS %X% CHECKS VB must be installed prior to exterior C 7 FUR APPROVAL PROJECT FORT PIERCE, FL 34946 ➢ATE1 3/30/21 SHEET 7 finishes being applied. C 7 OTHER, EXPLAIN A➢DRESS SPLICE BOLT TABLE CAP PLATE BOLTS MEMBER TABLE Qt YP, FLANGE BRACE CONNECTION TO PURLIN / GIR Web Depth Web Plate Outside Flange Inside Flange Mark Top Bot Int Type Dia Length Mark Qt Type Dia Length 1/20x1 1/4' Mark Start End Thick Len th W x Thk x Len th W x Thk x Length YP 9 YP 9 2 -e' OFFSEr I A307 BOLTS RF6 - 1 11 . 5 13 .5 0 . 135 64. 3 6 x 5 16 x 327 .7 6 X 3 8 x 302 . 4 SP - 1 4 4 0 A325 0 , 750 2 . 50 RF6-7 4 A325 0 , 750 2 .50 (TYP. U.N.) (TYP. U.N.) 13 . 5/21 .0 0 . 135 238 . 0 6 x 5/ 16 " x 29 . 4 SP - 2 4 4 2 A325 0 . 750 2 , 50 aADDI;TIDNAL ° 21 . 0/21 . 0 0 . 250 27 .2 SP-3 4 0 0 A325 0 . 625 2. 25 s RF6 - 2 23 . 0/23 . 0 0 , 165 238 . 0 6 x 5/ 16" x 305 . 2 6 x 5/ 16 " x 307 . 2 1 ° ° I 23. 0/23 .0 0 , 165 69 . 2 FLANGE BRACE TABLE \ RF6 - 3 23.0/23 . 0 0 , 165 119 .0 6 x 5/ 16" x 286 . 6 6 x 5/ 16 " x 107 . 0 FRAME LINE 4 5 \ ® 23. 0/23 .0 0 . 188 167 . 6 6 x 3/8" x 179 . 6 \ 1/2'xl 1/4'\� A307 BOLTS RF6- 4 23. 0/33 . 0 0 . 188 154. E 8 x 1 /2 " x 291 . 1 8 x 1 /2 " x 119 .8DID SIDES MARK LENGTH OFFSET 33. 0/23 .0 0 . 188 154. 5 8 x 1 /2 " x 154.8 FLANGE FLANGE BRACE RF6-5 23. 0 26 . 5 0 , 135 238 . 0 6 x 3 8" x 334. 8 6 x 3 8" x 334 . 8 FB42A 3 ' - 4" Z ' -S " SEE FRAME CROSS / / /REDUIRED nNLY 26 . 5 28 .0 0. 135 96 . 8 F642A 3' - 6 " 2 ' -8 ° S NOTED IN THEFB43 . 5A 3 ' -7 1 /2 " 2 ' -8 " RACE TABLE. R.F. COLUMN/RAFTER RF6- 6 28 . 0/ 18.9 0. 135 227 . 1 6 x 3/8" x 251 . 1 6 x 3/8 " x 249 . 7 FB45A 319 ' 2 ' -8 " E CROSS SECTION 6 BOLTS TOTAL 18 . 9/ 18 . 0 0, 135 24. 0 TIONS. RF6 - 7 W10X39 FB48 . 5B 4' -O i /2 ° 2' - 8 " ADDITIDNAL HOLES ARE PRESENT FB44A 3 ' -S' Z ' -8 " FOR ALIGNMENT PURPOSES ONLY FB46A 3 ' - 10"I 2 ' - 8 " FB46 ' - 8 ° 1A ' 0 2 ' F11 t 3 -5 2 - 8 qq H 31 ,_7 0" 311 4 -4" 3 8" .1 A.3/4„ 31 _0• ,h- H-10 1 /2" 8 ® 4•-0eleelleel • 1' LOK. Galvalume 1 -4 Sit 1 2q Ga. DOUBLE 11 5/811 1 /2•^ 44 _4^ 3 ® 4 -0" 12 4 -4 RF6-6 3 _ 3 3 _ _ RF6-4 In Li RF6-3 RF6-2 � I a •� D i i VANESSA L. BANKS P.E. FLORIDA P.E. } 83970 500 VULCAN PARKWAY ADEL, GA 31620 8•' 10-9 11 16" 600-0 5 16" 62•-6•' „`I�UIINlll it{llillliiii` r CLEARANCE CLEARANCE `^,. �c�SAe Llle & . gq� " OFF D ,� .•��GENS '' •..�� 125'-0" OUT-TO-OUT OF STEEL No. E3970 - MAIN FRAME ELEVATION : FRAME LINE 4 5 STATE OF ° GENERAL NOTES : '. r�s •<.QRtO.• •G�I , * NOTICE TO ERECTOR _ _ _ _ _ _ _ _ SIANAL �'N /l� l(A)lt is IMPORTANT that for members exceeding 30 ft. in length that a Ft IGINAL SIGNATURE R QUIRED spreader bar be used when lifting . REVISIONS DRAWING STATUS VULCAN STEEL STRUCTURES, INC RK DAVIS CONSTRUCTION CORP, REV. DESCRIPTIONt DATE DTLR DATE CHKR APPD I I FINAL ERECTION PROJECT MAVERICK BOATS MAIN FRAME ELEVATION (B)ALL flange braces and wind bracing CXI FOR CONSTRUCTION ID 27134-1 DESIGW VLB DRAFT %XX CHECKF VB must be installed prior }0 e%}erlOf C I FOR APPROVAL PROJECT FORT PIERCE, FL 34946 DATE� 3/30/21 SHEET 8 finishes being applied . C I OTHER, EXPLAIN gDDRESS SPLICE BOLT TABLE CAP PLATE BOLTS MEMBER TABLE YP, FLANGE BRACE CONNECTION TO PURLIN Qty Mark Web Depth Web Plate Outside Flange Inside Flange Mark Top Bot Int Tye Dia Length Mark Qty Tye Dia Length 2'-e gffSEr E 1/20xt 1/4' Start End Thick Len th W x Thk x Len th W x Thk x Length SP - 1 4 4 0 A325 0, 750 2 . 50 RF7- 7 4 A325 0 ,750 2 , 50 (TYp, U,N,) A307 BOLTS RF7 - 1 11 .5 13.5 0. 135 64.3 6 x 5 16 x 327J 6 x 3 8 x 302 . 4 (TYP, U.N.) 13 . 5/21 ,0 0. 135 238 .0 6 x 5/ 16" x 29 . 4 SP - 2 4 4 2 A325 0. 750 2 , 50 0 21 .0/21 . 0 0 , 250 27 . 2 SP-3 4 0 0 A325 0 . 625 2 . 25 410 RF7 -2 23. 0/23.0 0 , 165 238 .0 6 x 5/ 16" x 305 . 2 6 x 5/ 16 " x 307 . 2 4 1 ° 23. 0/23 .0 0 . 165 69 . 2FLANGE BRACE TABLE \ RF7 - 3 23. 0/23.0 0 . 165 119 . 0 6 x 5/ 16" x 286 . 6 6 x 5/ 16 " x 107 . 0 FRAME LINE 6 \ \ 23 . 0/23.0 0 . 188 167 . E 6 x 3/8 " x 179 . 6 \ 1/2'xl 1/4'� A307 BOLTS RF7 - 4 23 .0/33. 0 0 , 188 136 . 6 8 x 1 /2 " x 291 . 1 8 x 1 /2" x 119 . 9 VID SIDES MARK LENGTH OFFSET 33 .0/23, 0 0 , 188 154. 5 8 x 1 /2" x 154. 8 FLANGE BRACEFLANGE RF7 - 5 23 .0 26 . 5 0 . 135 238 .0 6 x 3 8 " x 334. 8 6 x 3 8 " x 334. 8 FB42A 3 ' - 4 " 2 ' - 8 ° REQUIRED SEE FRAME CROSS / /FB42A 3 ' - 6" 2 ' -8 " � � 26.5/28 . 0 0. 135 96.8 NOTED IN THER.F. COLUMN/RAFTER RF7 - 6 28. 0 18 . 9 0. 135 227 . 1 6 x 3 8 " x 251 . 1 6 x 3 8 " x 249 . 7 F843 . 5A 3 ' - 7 1 /2 " 2 ' -8" ACE TABLE. / / /FB45A 3 ' -9 ' 2 ' - 8 " E CROSS SECTION 6 BOLTS TOTAL 18 . 9/ 18 .0 0, 135 24. 0 TIONS. RF7 -7 W10X39 FB48 . 5B 4' - O 1 /2" 2' - 8 " ADDITIONAL HOLES ARE PRESENT FB44A 3 ' - 8' 2' -8 " FOR ALIGNMENT PURPOSES ONLY FB46A 3' - 10" 2 ' -8 " FB46 . 5B 3' - 10 1 /2 " 2 ' -8" 31 , 9„ FB41A 3' -5 " 2 ' - 8 " ' 1 •-7 13AIEo 111 16 Fk 2•-4 4 1 " 3 _ 3 1 '14 3/4 ' 31 '-0, 1 •-4 SJI�10 1 /2" 8 C 4'-0" t� 24 Go. DOUBLE LOK, 001valume _ 1 3 ® 4•-0" - 11 5/87 1 11 66 ._4• 4'-4" 4''O. 4 -4 6 _ _ 8 12 3 _ 3 _ _ -- RF7-5 N 3 _ RF7-3 a .1 I RF7-2 � a =; D -9,. I.I M w qa 2 _a" D T " ¢q _1 1 � [I .1 VANESSA L. BANKS P.E. FLORIDA P.E.# 83970 500 VULCAN PARKWAY ADEL, GA 31620 8" 1 '-9 11 16" - 60'-0 5 16" 62*-6" CLEARANCE ..aau"rrnan.. CLEARANCE EARANCE ,�.__\\! 62._6,. 62,_6,p d`, \ as 125'-0" OUT-TO-OUT OF STEEL G = ; N0, 83970 _ MAIN FRAME ELEVATION : FRAME LINE 6 STATE OF 4 = GENERAL NOTES : ' FC OP' ` NOTICE TO ERECTOR * ��,FS "pR, G, �,,,`, 'r%S�ONAIE� � I (A)It is IMPORTANT that for members exceeding 30 ft. in length that a ORIGINAL 51GNATURE REQUI D spreader bar be used when lifting . REVISIONS DRAWING STATUS VULCAN STEEL STRUCTURES, INC RK DAVIS CONSTRUCTION CORP. REV. DESCRIPTION, DATE DTLR DATE CHKR APPD C 7 FINAL ERECTION PROJECT MAVERICK BOATS MAIN FRAME ELEVATION (B)ALL flange braces and wind bracing Cx7 FOR CONSTRUCTION ID 27134-1 DESIGNi VLB DRAFTS %%X CHECK, VB mUS{ be installed prior to exterior C 7 FOR APPROVAL PROJECT FORT PIERaE, FL 34946 ➢ATEt3/36/21 SHEET 9 finishes beingapplied . C 7 OTHER, EXPLAIN ADDRESS SPLICE BOLT TABLE CAP PLATE BOLTS MEMBER TABLE YP, FLANGE BRACE CONNECTION TO PURLIN / GIR Qty Mark Web Death Web_ Plate Outside Flange Inside Flange • Mark Top Bot Int Type Dia Length Mark Qty Type Dia Length 2'-8' OFFSET E 1/2k 1/4 Start End Thick Length W x Thk x Length W x Thk x Length SP- 1 4 4 0 A325 0 .750 2 . 50 RF8- 7 4 A325 0 . 750 2 . 50 -BOO, FSE A307 BOLTS RF8 - 1 11 ,51 0 . 135 64. 3 6 x 5 16 x 327 . 7 6 x 3 8 x 302 . 4 (TYP. U.N.) 13 . 5/21 .0 0 . 135 238 .0 6 x 5/ 16 " x 29 . 4 SP- 2 4 4 2 A325 0 . 625 2 . 50 25 1 21 .0/21 . 0 0 .250 27 .2 SP - 3 4 0 0 A325 0 . 625 2 . 25 i o o RF8- 2 23.0/23 . 0 0, 165 238 .0 6 x 5/ 16 " x 305 . 2 6 x 5/ 16 " x 307 . 2 23 . 0 23 . 0 0. 165 69 . 2 FLANGE BRACE TABLE \ RF8 - 3 23 . 0 23 . 0 0 , 165 119 . 0 6 x 5 16 " x 286 . 6 6 x 5/ 16 " x 107 . 0 FRAME LINE 7 8 PURLIN/ \� / / GIRT �. 23 . 0/23.0 0 , 188 167 . 6 6 x 3 8 " \ 1/2'xl 1/4' / x 119 . 9 \� A307 BOLTS RF8 - 4 23 . 0/33.0 0 . 188 136. 6 8 x 1 /2 " x 291 . 1 8 x 1 /2 " x 119 . 9 DID SIDES MARK LENGTH OFFSET 33 .0/23 . 0 0 , 188 154. 5 8 x 1 2" x 154. 8 FLANGE BRACE / FB41 . 3 ' - 4" 2' - 8 " A SECOND FLANGE RF8 -5 23. 0/26 . 5 0 . 135 238 . 0 6 x 3/8 " x 334. 8 6 x 3/8 " x 334. 8 BRACE IS REOUIRED �NLy_ SEE FRAME CROSS F641 . 5A 3 ' - 5 1 /2 " 2 ' - 8 ° IF •(2)' is NOTED tNi 26 .5/28 . 0 0. 135 96.8 FB43. 5A 3 ' - 7 1 /2" 2 ' -8 " FLANGE BRACE TABLE, R.F. COLUMN/RAFTER Isk 28 .0/ 18 . 9 0. 135 227. 1 6 x 3/8 " x 251 . 1 6 x 3/8 " x 249 . 7 F845B 3 ' - 9 ' 2 ' -8 " SEE FRAME CROSS SECTION 6 BOLTS TOTAL 18 . 9/ 18 . 0 0 , 135 24. 0 FB48. 5B 4' -0 1 2 ' 2 ' -8" FUR LOCATIONS, RF8 - 7 W10X39 FB44A 3 ' -8 " / 2 ' - 8" FOR ADDt ALIGNMENT PUR HOLES POSES ONLYT FB45A 3 ' - 9 " 2 ' 8 " FB46A 3 ' - 10 " 2 ' - 8 " F846 . 5B 3 ' - 10 1 /2 " 2 ' -8 " 1� 0 FB41A 3 ' - 5 " pp 31 '-7" '•irk 1 '-7 13;b69 11 /16" 2.-4 4 5 1 3' - 3 i 3'-5 SIi 6" 2 -3 1 /2.0 g ® 4'-0 . W 10 it 1 3'_g' 0 1 24 Go. DOUBLE LOK, G(31v ^ 13 ® 4 -O" " S-1 13/ 16" 1 4,-o" 3 10 3._4.. . - Qi " 4 03'-6" 4 RF8-3 a •� I RF8-2 rn N f .n D w CC -Oki D Wz T _ p VANESSA L. BANKS P.E. FLORIDA P.E.# 83970 500 VULCAN PARKWAY AD EL VIA 31620 8" 1 '-9 11 16 kink 6 62'-6' CLEARANCE ,0��`! CjSA �• Q ��•�•�. CLEARANCE Aft D /� ' . ouT-ro-our of STEEL N0. 83970 MAIN FRAME ELEVATION : FRAME LINE 7 8 - -0 If STATE OF if GENERAL NOTES : N * NOTICE TO ERECTOR * �0;0Ss110NAI E •Gr�� (A) lt is IMPORTANT that for members exceeding 30 ft . in length that a ORIGINAL SIGNATURE REQUIRED spreader bar be used when lifting . REVISIONS DRAWING STATUS VULCAN STEEL STRUCTURES, INC RK DAVIS CONSTRUCTION CORP, REV, DESCRIPTIONS DATE DTLR DATE CHKR FlPP➢ C ) FINAL ERECTION PROJECT MAVERICK BOATS MAIN FRAME ELEVATION must flange braces and wend bracing CXI FOR CONSTRUCTION ID P7134-1 DESIGNi VLB ➢RAFT. %XX CHECKi VB must be installed prior t0 exterior C ] FOR APPROVAL PROJECT DATEi 3/30/2t SHEET 10 finishes being applied . C 7 OTHER, EXPLAIN ADDRESS FORT PIERCE, FL 34946 SPLICE BOLT TABLE CAP PLATE BOLTS MEMBER TABLE QtY YP, FLANGE BRACE CONNECTION TO PURLIN / GIR Web De th Web Plate Outside Flange Inside Flange Mark To Bot Int T e Dia Len th Mark Qt T e Dia Len th 1/2'xl 1/4' Mark Start End Thick Len th W x Thk x Length W x Thk x Len th P YP Y YP g 2'-8' OFFSE) A307 BOLTS RF9 - 1 11 . 5 13 . 5 0, 135 64. 3 6 x 5 16 x 327 . 7 6 x 3 8 x 302 . 4 SP - 1 4 4 0 A325 0 . 750 2 . 50 RF9 -7 4 A325 0 . 750 2 . 50 TVP, U.N.) TYP. U.N.) 13 . 5/21 . 0 0 . 135 238. 0 6 x 5/ 16 " x 29 . 4 SP - 2 4 4 2 A325 0 . 625 2 , 25 aADDITIONAL 21 . 0/21 .0 0. 250 27 . 2 SP - 3 4 0 0 A325 0 . 625 2 . 25 a� i o o RF9 -2 23 . 0/23. 0 0 , 165 238. 0 6 x 5/ 16 " x 305 . 2 6 x 5/ 16 " x 307 . 2 23 .0 23 . 0 0 . 165 69 . 2 FLANGE BRACE TABLE \ RF9 - 3 23 .023 . 0 0 , 165 119 .0 6 x 5 16 " x 286 . 6 6 x 5 16 " x 107 . 0 FRAME LINE 9 10 \� / / /� 23.0/23 . 0 0 . 188 167 . 6 6 x 3/8 " x 179 . 6 \ 1/2'xl 1/4'\� A307 BOLTSRF9 - 4 23. 0/33 . 0 0. 188 136 . 6 8 x 1 /2 " x 291 . 1 8 x 1 /2 " x 119 . 9 VID SIDES MARK LENGTH OFFSET 33. 0/23 . 0 0 . 188 154.5 8 x 1 /2 " x 154, 8 FLANGE BRACEFB42A 3 ' - 4" 2 ' - 8 " FLANGE RF9 -5 23 . 0/26 . 5 0. 135 238 .0 6 x 3/8 " x 334. 8 6 x 3/8 " x 334. 8 REQUIRED .�NLy_ SEE FRAME CROSSFB42A 3 ' - 6 " 2 ' - 8 ° S NOTED INS 26 . 5/28.0 0. 135 96. 8 FB43. 5A 3 ' - 71 /2 " 2 ' - 8 " RACE TABLE. R,F. COLUMN/RAFTER RF9 - 6 28 . 0/ 18. 9 0. 135 227A 6 x 3/8 " x 251 . 1 6 x 3/8 " x 249 . 7 FB45B 3 ' - 9 ' 2 ' - 8 " E CROSS SECTION 6 BOLTS TDTAL 18. 9/ 18 .0 0 , 135 24 .0 FB48 . 5B 4' -0 1 2 ' 2 ' -8" TIONS. RF9 - 7 W10X39 FB44A 3 ' -8 " / 2 ' - 8" FOR ALIGNMENT PURPOSES ONLRE Y FB45A 3' - 9 " 2 ' - 8 " FB46A 3 ' - 10 " 2118 " 37 , 9., FB46 . 513 3 ' - 10 1 /2 " 2 ' - 8 " 0 11 IF841A 3 ' -5 " 1 2 ' -8 " p 311-7 .,.I 1 • _g SAI 690 3/16" 3 .�Ft. 32 -3 7� 1 •-1 15/16 13-2 7/8" 4 04'-o" 2•-3 31, l �W140. DOUBLE LOK. G01v 24 G 01ume 31 7'~ 2' - 1 1 /4'„ 10 -4 , 3 3'-3 4a 3 -6 6 12 - ,� _ 5 -. © N 4 RF9-6 3 3 -5 N _ - RF9-4 N RF9-3 u .I I RF9-2 T m � I a � D D0) NU A 16 .i VANESSA L. BANKS P.E. FLORIDA P.E.# 83970 500 VULCAN PARKWAY ADEL, GA 31620 B" v-9 11 16" 60'-0 5 146'• 'f+ff11/ff lililill�lly/I CLEARANCE CLEARANCE d �' I SSA L ' c- ll�f4�y 62'-6„ 62•-6,. jP�V:��GENS 'l I 1zs'-a° our-ro-our of srEEL No. 83970 MAIN FRAME ELEVATION : FRAME LINE 9 10 = ', STATE OF GENERAL NOTES : 9po `1�ORk P'' �c,��o �'fiSSlpNAI N1 \ NOTICE TO ERECTOR * - " AL � „ (A) lt is IMPORTANT that for members exceeding 30 ft. in length that a ORIGINAL SIGNATURE REQUIRED spreader bar be used when lifting . REVISIONS DRAWING STATUS VULCAN STEEL STRUCTURES, INC RK DAVIS CONSTRUCTION CORP, flange bracing REV. DESCRIPTION: ➢ATE DTLR DATE CHKR APP➢ I I FINAL ERECTION PROJECT MAVERICK BOATS MAW FRAME ELEVATION (B)ALL 9 braces and wind 9 IXI FOR CONSTRUCTION ID 27134-1 DESIGNr VLB DRAFT XXX CHECK-' VB must be installed prior to exterior I I FOR APPROVAL PROJECT DATE3/30/21 SHEET 11 finishes being applied. I I OTHER, EXPLAIN q➢DRESS FORT PIERCE, FL 34946 SPLICE BOLT TABLE CAP PLATE BOLTS MEMBER TABLE YP, FLANGE BRACE CONNECTION TO PURLIN / GIR Qty Mark Web De th Web Plate Outside Flange Inside Flange Mark Top Bot Int Tye Din Length Mark Qty Type Din Length 2'-B' OFFSET rL Lip 1/4 Start End Thick Len th W x Thk x Len th W x Thk x Len th SP - 1 4 4 0 A325 0 .750 2 . 50 RF10-7 4 A325 0 . 750 2 . 50 Typ, U,N,) A307 BOLTS RF10 - 1 11 . 5 13 . 5 0, 135 64. 3 6 x 5 16 x 327 . 7 6 x 3 8 x 3a (TYP. U.N.) 13 . 5/21 . 0 0. 135 238 . 0 6 x 5/ 16 " x 29 . 4 24 SP- 2 4 4 2 A325 0 . 750 2 , 50 i a 21 .0/21 . 0 0 , 250 27 . 2 SP- 3 4 0 0 A325 0 . 625 2 . 25 RFIO- 2 23. 0/23. 0 0 . 165 238 . 0 6 x 5/ 16 " x 305 .2 6 x 5/ 16" x 307 . 2 23. 0 23 . 0 0 , 165 69 . 2 FLANGE BRACE TABLE \ a _ a I _ RF10 - 3 23 . 0 23 . 0 0 . 165 119 .0 6 x 5 16 " x 286 . 6 6 x 5 16" x 107 . 0 FRAME LINE 11 PURLIN/ �� / / / GIRT � 23 . 0/23. 0 0 . 188 167 . E 6 x 3/8" x 179 . 6 1/2'xl I/a' �� A307 BOLTS RF10- 4 23 . 0/33 .0 0188 1 . 6 8 x 1 /2 " x 291 . 1 8 x 1 /2 " x 1 . DID SIDES MARK LENGTH OFFSET 33. 0/23 . 0 0 , 188 15454.5 8 x 1 /2 " x 15454.8 A SECOND FLANGE FLANGE BRACE RF10- 5 23.0 26 . 5 0 , 135 238 .0 6 x 3/8" x 334. 8 6 x 3/8 " x 334 .8 FB40A 3 ' - 4" 2 ' - 8 " SEE FRAME CROSS / / / BRACE IS REOU[RED �NL.� FB43 . 5A 3 ' -7 1 /2 " 2' - 8" IF 0<2)1 IS NOTED INN-1Tf EE 26. 5/28 .0 0. 135 96 . 8 FB45B 3 ' -9 ' 2 ' - 8 " FLANGE BRACE TABLE, R.F. COLUMN/RAFTER RF10 - 6 28.0/ 18.9 0, 135 227 . 1 6 x 3/8 " x 251 . 1 6 x 3/8 " x 249 . 7 FB48. 58 4' -0 1 /2 " 2 ' - 8 " SEE FRAME CROSS SECTION 6 BOLTS TOTAL 18 . 9/ 18 . 0 0. 135 24. 0 FB44A 3 ' - 8" 2 ' - 8 " FOR LOCATIONS. RF10 - 7 W10X39 F845A 3 ' - 9 " 2 ' -8 " FOR AIONAL HOLES LIGNMENT PURPOSES ONLY FB46A 3 ' - 10 " 2 ' -8" FB46 . 513 3 - 10 1 /2 " 2' -8a FB41A 3 ' -5 " 2' - 8 " -rip yla 31 .-711 1 .-O" pp 32 -3" Ji_ 3'- 3 1 7h 1 '-1 15/16" 1 ' 2 7/8" 1 8 , 6 ® 4'-0" p 3 - i 3 IF -8" -'IQ 3/4,� 31 •-" .•..1 ,1.. I'' 7 13 0 4'-0" 24 Ga. DOUBLE LOK. Galvalum 12 12 2 - ' 3 - -� - IFRF10-6 2 2 _ RF10-5 N 2 _ RF10-4 N RF10-3 a t IN n -9„ o ' o M Nz _a • D VANESSA L. BANKS P.E. FLORIDA P.E.# 83970 500 VULCAN PARKWAY ADEL, GA 31620 8" 1 ,-9 1111 60'-0 5 i6" CLEARANCE CL62'EARANCC E ` SSA L . �f iPs-- . `=\ � .. 62'-6" D S 125'-0" OUT-TO-OUT OF STEEL in, IF 0, 83970 MAIN FRAME ELEVATION : FRAME LINE 11 0 .• STATE OF GENERAL NOTES : * NOTICE TO ERECTOR * -----%•,siSIONaI. ENG\ / au„,d„o (A) It is IMPORTANT that for members � />$J exceeding 30 ft. in length that a ORIGINAL SIGNATURE R, UIRED spreader bar be used when lifting . REVISIONS DRAWING STATUS VULCAN STEEL STRUCTURES, INC WRK DAVIS CONSTRUCTION CORP. ALL flange braces and wind brocin REV. ➢ESCRIPTIONi DATE ➢TLR DATE CHKR APP➢ C I FINAL ERECTION PROJECT MAVERICK BOATS MAIN FRAME ELEVATION g CXI FOR CONSTRUCTION I➢ 27134-I DESIGW VLH ➢RAPE XXX1 CHECKi VB must be installed prior to exterior C I rUMOTH APPROVAL PROJECT DATES 3/30/21 SHEET 12 finishes being applied . I ] ❑THER, EXPLAIN FORT PIERCE, FL 34946 ADDRESS SPLICE BOLT TABLE CAP PLATE BOLTS MEMBER TABLE Qt YP. FLANGE BRACE CONNECTION TO PURLIN / GIR Web De th Web Plate Outside Flange Inside Flange Mark Top Bot Int Type Dia Length Mark Qt Type Dia Length 1/2•xI 1/42 Mark Start End Thick Length W x Thk x Len th W x Thk x Len th P YP 9 Y YP 9 z -a OFFSET A307 BOLTS RF11 - 1 11 . 5 13 . 5 0 . 135 64. 3 6 x 5 16 x 327 . 7 6 x 3 8 x 302 . 4 SP - 1 4 4 0 A325 0. 750 2 . 50 RF11 -7 4 A325 0 . 750 2. 50 (TYP. U.N.) (TYP. U.N.) 13 .5/21 . 0 0 , 135 238 . 0 6 x 5/ 16 " x 29 . 4 SP - 2 4 4 2 A325 0, 750 2 . 50 0 21 .0/21 .0 0 .250 27 . 2 SP - 3 4 0 0 A325 0. 625 2 . 25 RF11 - 2 23 .0/23 . 0 0, 165 238 . 0 6 x 5/ 16 " x 305 .2 6 x 5/ 16 " x 307 . 2 FLANGE BRACE TABLE - - 23 .0/23 . 0 0, 165 69 . 2 RFI1 - 3 23 .0 23 . 0 0 , 165 119 .0 6 x 5 16 " x 286 . 6 6 x 5 16 " x 107 . 0 FRAME LINE 12 PURLIN/ �� / / / GIRT ® 23.0/23 . 0 0. 188 167 . 6 6 x 3/8 " x 179 . 6 � vz•x1 v4• ��DID SIDES MARK LENGTH OFFSET A307 BOLTS RF1 1 - 4 23 .0/33 . 0 0, 188 136 . 6 8 x 1 /2 " x 291 . 1 8 x 1 /2 " x 119 .9 33.0/23 . 0 0. 188 154 .5 8 x 1 /2 " x 154.8 A SECOND FLANGE FLANGE BRACE RF11 - 5 23.0 26 . 5 0 , 135 238 . 0 6 x 3/8 " x 334. 8 6 x 3/8 " x 334. 8 FB40A 3 ' - 4" 2 ' - 8 " SEE FRAME CROSS / / / BRACE IS REQUIRED 26.5 28 . 0 0 . 135 96 . 8 F842A 3 ' - 6 " 2 ' - 8 ° IF •(2r IS NOTED Ir T�r / FB43 . 5A 3 ' - 7 1 /2 " 2 ' -8 " FLANGE BRACE TABLE, R.F. COLUMN/RAFTER RF11 - 6 28. 0/ 18 . 9 0 . 135 227 . 1 6 x 3/8 " x 251 . 1 6 x 3/8 " x 249 . 7 SEE FRANC CROSS SECTION 6 BOLTS TOTAL 18. 9 18 . 0 0 , 135 24. 0 FB48 . 3 ' - 9 ' 2 ' -8 " FOR LOCATIONS. RF11 - 7 WIOX39 FB48 . 5B 4' -O 1 /2 " 2' -8 " ADDITIONAL HOLES ARE PRESENT FB44A 3 ' -8 " 2 ' - 8 " FOR ALIGNMENT PURPOSES ONLY FB45A 3' - 9 ° "2' -8 FB46A 3' - 1DIN 2 ' - 8 " 31 '-9" FB46.5B 3' - 10 1 /2 " 2 ' - 8 " t� 0 11 IFB41A 3 ' - 5 " 2 ' - 8 " 4:pp 31 '-7" A- f6%0 3�16" : -O,. 1 '-e 5/� _ 3 1 2,_3 3 �rq 4._4., 3•_8" 3•_4" 13 ® 4' 24 Ga. DOUBLE LOK, GOIVOIUMe 7 -0" 4 _O" 4._4,. 10 4 ® 3'-6" 3._4.. 4._4. _ - 6 12 5 a RF11 -6 � 3 3 _ _ RF11 -4 I RF11 -3 a RF11 -2 a N •� D Mw -°" D I At AC X VANESSA L. BANKS P.E. FLORIDA P.E.# 83970 500 VULCAN PARKWAY ADEL, GA 31620 8" V-9 11 16" 60'-O 5 16" CLEARANCE CLEARANCE ," r r rrr , CLEARANCE •`\! SSA � r A� oo 62._6„ 62,_6" JP'•.• %\CE/*% • V � •"'. p �C'•. ¢ NO 125'-0" OUT-TO-OUT OF STEEL � � G A E �4 N0. 83970 do MAIN FRAME ELEVATION : FRAME LINE 12 ., STATE OF :' a T GENERAL NOTES : �`sc3, �.ORi0 � '. . \��k`.,,;' * IJ NOTICE TO ERECTOR * ,, Otto `sfaNAt tiNG rrrprfenrurlu�rVo` (A)It is IMPORTANT that for members t(/d exceeding 30 ft. in length that a ORIGINAL SIGNATURE RE IRED spreader bar be used when lifting . REVISIONS DRAWING STATUS VULCAN STEEL STRUCTURES, INC RK DAVIS CONSTRUCTION CORP, REV. ➢ESCRIPTION, DATE ➢TLR DATE CHKR APPD C ) FINAL ERECTION PROJECT MAVERICK BOATS MAIN FRAME ELEVATION (B)ALL flange braces and wind bracing CXI FOR CONSTRUCTION ID 27134-1 DEStGNivLH DRAFT, x B must be installed prior to exterior C I FOR APPROVAL PROJECT DATE13/30/21 SHEET FORT PIERCE, FL 34946 13 finishes being applied . I I OTHER, EXPLAIN ADDRESS SPLICE BOLT TABLE CAP PLATE BOLTS MEMBER TABLE Qt YP. FLANGE BRACE CONNECTION TO PURLIN / GIR Web Death Web Plate Outside Flange Inside Flange Mark Toy Bot Int Type Dia Length Mark Ot Type Dia Length 1/20x11/4' Mark Start End Thick Len th W x Thk x Length W x Thk x Length P YP 9 Y Y 9 2'-H' OFFSET A307 BOLTS RF3 - 1 11 . 5 13.5 0, 135 64A 6 x 5 16 x 327 . 8 6 x 5/ 16 x 302 . 5 SP - 1 4 4 0 A325 0 . 750 2 . 50 RF3- 7 4 A325 0 .750 2 , 50 (TYP. U.N.) TYP, U.N.) 13 . 5/21 .0 0. 135 238 .0 6 x 3/ 16 " x 29 . 4 SP- 2 4 4 0 A325 0 , 875 3 . 50 10 0 21 . 0/21 .0 0. 188 27 . 2 SP-3 4 4 2 A325 0 . 750 2 , 50 w 1 RF3- 2 23 . 0/23.0 0. 188 238 .0 8 x 3/8 " x 305. 6 8 x 3/8 " x 307 . 6 SP - 4 4 0 0 A325 0 , 625 2 . 25 1 ° _ I 23 . 0/23.0 0 . 188 69 . 6 \ RF3- 3 23 .0/23.0 0 , 188 238 .0 8 x 3/8 " x 334. 6 8 x 3/8 " x 334. 6 FLANGE BRACE TABLE PURLIN/ \� GIRT 23 . 0/23.0 0 , 188 96. 6 FRAME LINE 73 \ A307 LT RF3- 4 23 . 1 33.0 0 . 188 88 . 5 8 x 1 /2" x 243. 0 8 x 1 2 " x 72 .0 \ A307 BOLTS / / / � 33 . 0/23.0 0 . 188 154. 5 8 x 1 /2 x 154.8 VID SIDES MARK LENGTH OFFSET A SECOND FLANGE FLANGE BRACE RF3 - 5 23 . 0/28.7 0 . 135 238 . 0 6 x 5/ 16 " x 334. 9 6 x 5/ 16 " x 335.0 BRACE IS REgUIRED SEE FRAME CROSS 28 , 7 31 . 0 0 , 135 96.9 F840A 3 ' - 4" 2 ' -8 " IF '(2)' IS NOTED IN HE / F842A 3 ' - 6 " 2 ' - 8 " FLANGE BRACE TABLE, R.F. COLUMN/RAFTER RF3 - 6 31 .0/ 19 . 2 0 . 135 227. 2 6 x 5/ 16 " x 251 . 2 6 x 5/ 16 " x 250. 0 19 .2 18 .0 0 , 135 24. 0 FB43. 5A 3 ' - 7 1 /2 " 2 ' - 8 " FOR LOCATIONS.SEE FRAME CROSS SECTION 6 BOLTS TOTAL RF3 -7 WlOX39 F648 . 5B 4' -0 1 /2 " 2 ' - 8" ADDITIONAL HOLES ARE PRESENT FB44A 3' - 8' 2' -8 " FOR ALIGNMENT PURPOSES ONLY FB46A 3 ' - 10" 2' -8 " FB47 . 5A 3 ' - 11 1 /2 " 2 ' - 8 ° 311-9' FB48A 4' -0" 2 ' - 8 " FB45A 3 ' - 9 " 2 ' -8 Is 0 JFB41 , 5A 3' -5 1 /2" 2 ' -8 " 3137TI 3/16" -O . _ 3 " 4 321-3" �.h 5 ® 41-0•. p'-3 QQ 4'-41' 24 Go. DOUBLE LOK, GaWalume 7 13 ® 4'-0" 4 4 -4" 4 -0 4 -4I x Stt 12 7 " 6 4 a - -� - -� _ RF3-6 ut _ RF3-5 a 3 _ RF3-4 N N RF3-3 a -- RF3-2 a ur `I N J 1 D 12'-0" 24'-01I BRACKET LOCATIONS - SEE DETAIL - THIS SHEEF 4-TON MONORAIL RUNWAYS (BY OTHERS) mU Z `I -g rc m i tt D � m z 0 m VANESSA L. BANKS P.E. FLORIDA P.E.# 83970 500 VULCAN PARKWAY ADEL, GA 31620 81I 11-9 5 8" ,, ,IH1111111iI1H{i{{I{{{, CLEARANCE 62 -6 .• SSA C • s.y CLEARANCE � 9 62,_611 62•-6" JP .• �\CENs ' .'�'� .; 125'-0" OUT-TO-OUT OF STEEL NO, $39 G MAIN FRAME ELEVATION : FRAME LINE 13 A = �t * TF o ' STATE OF . ,c OR10, . • (4) 3/4" x 2 1 /2" A325T 't9�T • � P•'• �(,�'; GENERAL NOTES : (BOLT BRACKET TO FRAME o.,`�s ` 'P * NOTICE TO ERECTOR * FIELD WELD '''�:r��NAI EN ,o°' G� ANGLE BRACES "�xllll11111 ` � (A) It is IMPORTANT that for members x lE�� TO RAFTER exceeding 30 ft. in length that a 3/4' x 2 1/2• A325T 3 " `� FIELO WELD VULCAN STEEL STRUCTURES, INC RK DAVIS CONSTRUCTION CORP,ORIGINAL spreader bar be used when lifting . FIELD DRILL AS REDID MONORAIL REVISIONS DRAWING STATUS flange braces and wind bracing RUNWAYS (BY OTHERS) REV. DESCRIPTION, DATE DTLR DATE CHKR APPD C I FINAL ERECTION PROJECT MAVERICK HDATS MAIN FRAME ELEVATION ( B)ALL 9 9 CXI FOR CONSTRUCTION ID 27I34-1 DESIGNsVLH DRAFTS XXX CHECKI VH mU5} be installed prior t0 exterior BRACKET DETAIL TYPICAL C I FOR APPROVAL PROJECT DATES 3/30/2t SHEET 14 finishes beingapplied . (TYPICAL) C ] OTHER, EXPLAIN ADDRESS FORT PIERCE, FL 34946 SPLICE BOLT TABLE CAP PLATE BOLTS MEMBER TABLE Qt YP, FLANGE BRACE CONNECTION TO PURLIN / GIR Web Death Web Plate Outside Flange Inside Flange Mark Top Bot Int Type DID Length Mark Qt Type Dia Length I/2•xI 1/40 Mark Start End Thick Len th W x Thk x Len th W x Thk x Length P YP 9 YP 9 2'-B' OFFSET A307 BOLTS RF4- 1 11 .5 13 .5 0 , 135 64. 4 6 x 5 16 x 327 . 8 6 x 5/ 16 x 302 . 5 SP - 1 4 4 0 A325 0 .750 2 ,50 RF4- 7 4 A325 0 , 750 2. 50 <TYP. U.N.) (TYP. U.N.) 13 . 5/21 .0 0 , 135 238 .0 6 x 3/ 16" x 29 . 4 SP - 2 4 4 0 A325 0 , 875 3 . 50 1 0 -- 21 .0/21 . 0 0 , 188 27 . 2 SP - 3 4 4 2 A325 0 . 750 2 , 50 s RF4- 2 23 . 0/23 . 0 0 . 188 238 .0 8 x 3/8 " x 305. 6 8 x 3/8 " x 307 . 6 SP - 4 4 0 0 A325 0 , 750 2 . 50 1 0 _ 0 10 23 .0/23 . 0 0 , 188 69 . 6 FLANGE BRACE TABLE PURLIN/ RF4- 3 23 .0/23 . 0 0 , 188 238 . 0 8 x 3/8 " x 334. 6 8 x 3/8 " x 334. 6 i/2 FRAME LINE 14 •xl GIRT 23 .0/23 . 0 0 , 188 96 . 6 LT A307 BOLTS RF4- 4 23.0/28 . 0 0 . 188 88 . 9 8 x 1 /2 " x 243.0 8 x 1 /2 " x 72 .0 # 28.0/28 . 0 0 , 188 154. 1 8 x 1 /2 3P x 154. 1 17ID SIDES MARK LENGTH OFFSET A SECOND FLANGE FLANGE BRACE RF4-5 28.0/28 . 0 0 . 165 238 . 0 8 x 5/ 16 " x 334. 9 8 x 5/ 16 " x 334. 9 BRACE IS REQUIRED SEE FRAME CROSS 28,0 28. 0 0 , 165 96 . 9 FB40A 3 ' - 4" 2 ' -8 ° IF •(2)• IS NOTED I / FB42A 3J - 61% 21 -8" FLANGE BRACE TABLE, R.F, COLUMN/RAFTER RF4- 6 28.0/28 .0 0 . 165 227 . 2 8 x 5/ 16 " x 251 . 2 8 x 5/ 16 " x 248 . 8 FB43 . 5A 3: -7 1 2 2y -8 " SEE FRAME CROSS SECTION 28 .0/28 .0 0 , 165 24. 0 � / FOR LOCATIONS. 6 BOLTS TOTAL RF4- 7 W10X39 FB47B 3 - 11 2 -8 ADDITIONAL HOLES ARE PRESENT FB46 . 5A 33 - 10 1 /2 2 � -811 FOR ALIGNMENT PURPOSES ONLY F846 . 58 3 ' - 10 1 /2" 2 ' - 8 " pa 313-7" it 32 -3 ...I,j•. 7 ® 4'-0•P 3 -e" -4" it GuIvalume 13 ® 4'-0" 24 Ga. DOUBLE LOK. 4 0" 4•_4" Strut 4._4" 4 ® 3'-6" ,_4" � ©Strut (NS) - _ .- 12 �strut N5� ^9L 4 3 _ _ Strut�S _ - RF4-6 II RF4-5 m A RF4-4 CL RF4-3 u N •i RF4-2 I 18'-6 i 2" 23'-0" 18'-6 i 2" I BRACKET LOCATIONS in a SEE DETAIL - THIS SHEET DI f 4-TON MONORAIL RUNWAY -I 12'-0" 24' 0" BRACKET LOCATIONS (BY OTHERS) UNDER FRAME SEE DETAIL - SHEET 14 (4) 3/4• x 2 1/20 A325T 4-TON MONORAIL RUNWAYS (BY OTHERS) BOLT BRACKET TO TRADE n I-T x w .yTRuT RIGID FRAME RAP ER •_g^ a f 1 Y mL7L3XG3LXE I/4 •j _ mp �¢ O 1'-O• BACK BRACE N. s � _0�. D i 't j m x /2• A325T m FIELD WELD I G r m � MONORAIL p - K RUNWAYS (BY OTHERS) 1m O 03 •I N $ FINISHED FLOOR r I VANESSA L. BANKS P.E. FLORIDA P.E.# 83970 SECTION AT MONORAIL ND R FRAM I 500 VULCAN PARKWAY ADEL, GA 31620 8" V-9 5 8" 62' 6" CLEARANCE xxt111111f1i11{/H{i!li ly A / , CLEARANCE ix CJ� . $�i! o ,P: �� S '' of '•- 125'-0" OUT-TO-OUT OF STEEL S A tit- No. 83970 Ma MAIN FRAME ELEVATION : FRAME LINE 14 P _ GENERAL NOTES : `,�o: STATE OF NOTICE TO ERECTOR - * - - - - - - - - 000, ,' �.OR1 4 ��`o`N ,' � , t (A) It is IMPORTANT that for members s/©NA `I " exceeding 30 ft, in length that a ORIGINAL SIGNATURE REQU E spreader bar be used when lifting . REVISIONS DRAWING STATUS VULCAN STEEL STRUCTURES, INC RK DAVIS CONSTRUCTION CORP. B ALL flange braces and wind bracing REV. ➢ESCRIPTION� DATE DTLR DATE CHKR APPD I 1 FINAL ERECTION PROJECT MAVERICK BOATS MAIN FRAME ELEVATION ( ) 9 9 CXI FOR CONSTRUCTION I➢ 27134-1 DESIGN. VLB1 DRAFTz XXX CHECKS VB must be installed prior to exterior L I FOR APPROVAL PROJECT DATES 3/30/ 11 SHEET 15 finishes being applied . I I OTHER, EXPLAIN FORT PIERCE, FL 34946 ADDRESS SPLICE BOLT TABLE CAP PLATE BOLTS MEMBER TABLE Qt M. FLANGE BRACE CONNECTION TB PURLIN / GIR Web De th Web Plate Outside Flange Inside Flange Mark TOP Bot Int T e Dia Len th Mark Qt Type Dia Length /2 xl I/a Mark Start End Thick Length W x Thk x Length W x Thk x Length P YP 9 Y YP 9 2'-O' OFFSET A307 BOLTS RF5 - 1 11 . 5 13, 5 0 , 135 64. 2 6 x 5 16 x 327 . 7 fi x 3 8 x 302 . 4 SP - 1 4 4 0 A325 0 . 750 2 , 50 RF5 - 7 4 A325 0 . 750 2 . 50 TYP. U.N.) Typ, U,N,) 13 . 5/21 . 0 0 . 135 238 . 0 6 x 5/ 16 " x 29 . 4 SP - 2 4 4 0 A325 0 ,875 3 . 50 1 0 21 ,0/21 . 0 0 , 250 27 . 2 SP - 3 4 4 2 A325 0. 750 2 , 50 o I RF5 - 2 23.0/23. 0 0 . 188 238 . 0 8 x 3/8 " x 305 . 2 8 x 3/8 " x 307 .2 SP- 4 4 0 0 A325 0, 625 2 . 25 li 1 0 _ 0 I 23.0/23. 0 0 , 188 69 . 2 FLANGE BRACE TABLE PURLIN/ \ RF5-3 23. 0/23 , 0 0. 188 238 . 0 8 x 3/8 " x 334. 5 8 x 3/8 " x 334.5 GIRT \ \ 23. 0/23 . 0 0. 188 96 . 5 FRAME LINE 15 16 17 18 \ 1/2•xl 1/4 \0 A3a7 BOLTS RF5-4 23. 1 /33 . 0 0, 188 88 . 4 8 x 1 /2 " x 243 . 0 8 x 1 /2 " x 72 .0 33 . 0/23 . 0 0. 188 154. 5 8 x 1 /2" x 154. 8 DID SIDES MARK LENGTH OFFSET A SECOND FLANGE FLANGE BRACE RF5- 5 23 . 0/28 . 7 0, 135 238 . 0 6 x 5/ 16" x 334. 9 6 x 5/ 16 " x 335 .0 BRACE IS REQUIRED SEE FRAME CROSS FB40A 3 ' - 4 " 2 ' -8 " '�� 28 . 7/31 . 0 0. 135 96 . 9 IF '(GE IS NOTED IN THE R.F. COLUMN/RAFTER RF5 - 6 31 . Q 19 . 2 0. 135 227 . 2 6 x 5/ 16 " x 251 . 2 6 x 5 16" x 250 .0 FB41 . 5A 3 ' - 5 1 /2 " 2 ' - 8 " FLANGE BRACE TABLE. / / / SEE FRAME CROSS SECTION 19 . 2 18. 0 0 , 135 24. 0 FB43 . 5A 3 ' - 7 1 /2" 2 ' - 8 " FOR LDCATIONS, 6 BOLTS TOTAL RF5 -7 WlOX39 FB44A 4' -0 1 /Z" 2 ' - 8 " ADDITIONAL HOLES ARE PRESENT F844A 3 ' -8 ' 2' -8 " FOR ALIGNMENT PURPOSES ONLY FB46A 3 ' - 10 " 2' - 8" FB47 .5A 3 ' - 11 1 /2 " 2' -8" 9„ FB48A 4' - 0 " 2 ' -8 "FB45A 3 ' - 9 " 2 ' 8 " p 3•_ 3 1 -1 �3/4 31 '-0" ..�.h Galvalume 13 ® 4' -0" 24 Ga. DOUBLE LOK. 9 StTu`C 40,47 4 Q1 " 4 ® 3'-6" 6 _ < 4 n RF5-6 _ RF5-5 a 3 _ a RF5-4 N m RF5-3Us a RF5-2 a .I m a 12'-Ott 12'-n" 12'-0" BRACKET LOCATIONS SEE DETAIL - SHEET 14 4-TON MONORAIL RUNWAYS (BY OTHERS) AID .I n ._9,• It Y N p a < a a I-OnD ; m m m it � o Nit o k • a .1 VANESSA L. BANKS P.E. FLORIDA P.E. / 83970 500 VULCAN PARKWAY ADEL, GA 31620 B" 1 '-9 11 16" fins-0 nil 62•_6"CLEARANCE ,�„N,Nfltllliliili,is ,. ` CLEARANCE � 'A its C, $A a, s2 _6., fir-s" t jQ�•.V\GEN$ ' 125'-0" OUT-TO-OUT OE STEEL �►s;+'` No. 83970 MAIN FRAME ELEVATION : FRAME LINE 15 16 17 18 STATE OF sA � ; GENERAL NOTES : =90 ' �( P• ' c' * NOTICE TO ERECTOR - - - - - - - - S,/ '�R ��• T (A) It is IMPORTANT that for members exceeding 30 ft. in length that a ORIGINAL SIGNATURE REQ IRE66 spreader bar be used when lifting . REVISIONS DRAWING STATUS VULCAN STEEL STRUCTURES, INC RK DAVIS CONSTRUCTION CORP, B ALL flan e bfaces and Wind bracin REV. DESCR[PTIONi DATE DTLR DATE CHKR APPD I 1 FINAL ERECTION PROJECT MAVERICK BOATS MAIN FRAME ELEVATION ( ) 9 g [XI FOR CONSTRUCTION ID 27134-I DESIGNi VLB DRAFTS XXX CHECKS VH must be installed prior to exterior I 1 FOR APPROVAL PROJECT FDRT PIERCE, FL 34946 DATES 3/30/2L SHEET I6 finishes being applied . I 1 OTHER, EXPLAIN ADDRESS ERECTOR NOTE: D\M e REFER TO M . B . C . I , DOUBLE LOK TECHNICAL MANUAL FOR FASTENING 24' NOMINAL COVERAGE O INSTRUCTIONS . IMPROPER INSTALLATION VOIDS WARRANTY, 6-1/2' WIND LOADING PRESSURES CHART Q (AREA <- 10 SO.R. FOR PRESSURE / / B 1L� 0-3/8' 0 PRESURE SUCTION ZONE 1 (ROOF INTERIOR) 26 -69 7 ZONE 2 (ROOF EDGE) 26 -79 ZONE 2' (ROOF EDGE) 26 -96 OZONE 3 (ROOF CORNER) 26 -106 DIM A = 1-2_ FT DIM B = 22 . 4 ___ FT ZONE 4 (WALL INTERIOR) 58 -63 DIM C = 44.8 FT 1 ZONE 5 (WALL EDGE) 58 —77 WALL ACCESSORIES 24 GAGE DOUBLE LOK ROOF PANELS > 10 SQFT (ZONE 4) 58 —63 > 100 SOFT (ZONE 4) 49 —54 > 10 SQFT (ZONE 5) 58 —77 > 100 SOFT (ZONE 5) 49 —60 \ O NOTE : \ PRESSURES SHOWN ME BASED ON Vult AND MPUGBLE INTERN& COAGMS MR ME\ / RMON AND EXPOSURE�GIEGORY. SEE COVER PAGEEFOR MIPUI BIE VALUES. MR A OWABU: STRENGTH\ DESIGN PRMURES, Vosd,MULTIPLY ME SHOWN ES EY 0.6. 20 \ / NOTE: WIND ZONES DIAGRAM FROM PHASE 1 AND PHASE 2 COMBINED \ I / \ I / ROOF SLOPE 3 , 1 • TO 10° \ / \ I / \ I / \ I / \ I / \ I / ROOF FASTENER DETAIL PLAN \ / ENCLOSED / PARTIALLY ENCLOSED ff VANESSA L. BANKS P.E. •� FLORIDA P.E.# 83970 DETAIL I O O 500 VULCAN PARKWAY 'A' � I ADEL, GA 31620 /- q12 MEMBER FASTENERS `,,1�11111/Iil{Illlilf/lll PANEL.FSA--STNERSPC.INGBOf 49 'AT. INTERMEDIATE GIRTS �rr O SA L . g r I I I I lor I I�� oM � �6 A�, /- M12 MEMBER FASTENERS y�GEN$• •;'1Sr'• PANEL FASTENER SPACING AT EAVE STRUTS 360 NOMINAL COVERAGE No• -8`99 ; 4 EN➢LAPS. AND BASE 12' 12 ' 12' n STATE OF Cr STITCH FASTENERS 4' 4' 4' � ,.• � , ZDNE 5 - _ 20' _ D/C MAX. - ZONE 4 - E ALL GIRTS 3 4' � /� F lftOWOQ`.' ,�/-� & _ 20 D.C. MAX. BETWEEN GIRTS )-{ ,- 11 ➢ETAIL 'A' M[NDR RIH MAJOR RIB O\�,. M /� GCS *44 toilooOSIONAL = ZONE 4 DIM W = 11 .2 Fr \9„6. WALL FASTENER DETAIL PLAN t.�I/ q 5 = ZONE 5 ORIGINAL SIGNATURE REQUIRED REVISIONS DRAWING STATUS VULCAN STEEL STRUCTURES, INC IRK DAVIS CONSTRUCTION CORP, 'PBR ' WALL PANEL PROFILE REV, DESCRIPTIONI DATE DTLR DATE CHKR APPD C 7 FINAL ERECTION PROJECT MAVERICK BOATS FASTENER DETAILS CX1 FOR CONSTRUCTION ID 27134 DESIGNI VLB I DRAFT, X%% CHECKS VH 'PBR' WALL PANEL ATTACHMENT DETAIL I C I FOR APPROVAL PROJECT DATE13/25/21 ISHEET 17 C A OTHER, EXPLAIN ADDRESS FORT PIERCE, FL 34946 SPECIAL BOLTS ROOF PLAN i o ID UAN TYPE DIA LENGTH WASH 850'-0"OUT-TO-OUT OF STEEL t 4 A307 1 2 1 1 4 0 2 3 4 5 6 7 8 1 fi 19 2 2 A325T 5 8" 2 1 4" 0 9 221 2z5'-a' 25'-0' 25'-0' ss'-o^ z5'-0' 25'-0' zs'-o• z5'-o' zs'-o• 2s'-o' z5'-o' z5'-o^ 25'-0' 22xs'-o' 25'-0' 2s'-a' 218 zs'-o' 2s'-o• MEMBER TABLE T, {, ROOF PLAN r n i 7 i 1 1 m T m i i 7 7 1 MARK PART LENGTH � E-5 F-z � E-z E-4 P-2 8X35Z72 311 —3 1 /2" Q E-2 E-2 E-3 E-2 E-4 -z E-z E-2 ¢ E-2 R' E-2 E-2 rc E-2 E-2 _ _ _ P-3 8X35Z12 16'- 10" -2T -5 T LL P-5 _ �P-5 P �P-5 LL _ST LLP-5 �P-5 rc -]1 11 P- P B - FA-2 - F9-2 - - F5-2 - F5-2 F6-2 — P- 6 8X35Z12 28'-1111/2" r _ F6-2 — — — _3 P- -14 P_ q Tz � _ P-8 8X35Z16 21 '- t " -3 LO p_ _21 P-9 8X35276 11 '- t " — — P- 10 8X35Z16 16'- 1 "F2-3 F6-3 Fb- F9-3 - F10- _ — P- 11 8X35Z 12 28'-411 -9 FJ-J F5-J - FS-3 F$ — - - — P- 72 8X35Z12 20'-3 5/ 1611 P- 13 8X35Z 12 7' -6 11 / 16 P- 0 P J _ P- 14 8X35Z 12 21 '- 1 5/ 16" w — P- 17 8X35Z12 20'-7 1 /2" •� F24 �? F)-{ f9- - F5-4= -- P- 18 8X35Z72 15'-9 5/ 16" Fi Ft -- F4-J P- 19 8X35Z12 12'-0 11 16" P-20 8X35Z12 26'-7 3/16" - "— P-21 8X35Z12 14'- 11 1 /2 — P-22 8X35Z 12 9'-8 9 //16" FtG- — P-23 8X35Z 12 17'- 1 7/ 16" F6-5 P_ 6 — P-24 8X35Z 12 14'-2 3/ 16" P-11 _ 7 P- p_ -24 P_ 6 FII- - F5-5 - FS-5 - F5-5 _ --tT-- _5 P- 26 8X35Z16 29'- 1 5/ 16" P-27 BX35Z 12 28'-2 3/4" e-s ' — — P-29 8X35Z12 23'-7 1 /4" F6-b - _ A p_ ] F9F10- - - F4-6 F55_b p-30 8X35Z14 31 '-3 1 /2P P P- — P- - - P-31 8X35276 31 '-3 1 /2" P_ — — — 8 P-34 -2 _2 _2 -2 _2 (zn34-2) — P-33 8X35Z14 31 '-3 1 /2" MT STRAPPING (TM.) P-34 8X35Z13 31 '-3 1 /2" PURLILINN 3'-I JH - S-1 3/40 )'-1 3/4* 31-1 a/ s-I 3/4' r-1 3/4' r-1 3/4 a'-1 3/4 _ r-I a/4 r-1 3/y_' S-1 a/4y- s-1 3/4L _t T-1 314L} s-i 3/4�- a-11/4� Y-I 3/4' 1- E-2 8E275D16 24'- 11 1 /2" S-1 3/4 3 -1 3/4' Y-I 3/4' -I 3/4' -i 3/4• 3-I 3/4' -I 3/4• 3 -1 3/4' a'-I 3/4• -1 3/4' 3 -1 Ve 3'-I VAIN 3-I 3/4' S-1 3/4' -1 3/4' Y-1 3/C 3-I 3/4• E-3 8E275D16 24'- 1 1 1 /2" ® E-4 8E275D16 24'- 11 1 /2"INDICATES ROOF FRAMED OPENING - SEE SHEEP 19 ROOF FRAMING PLAN E-5 8E275D16 24'- 11 1 /2 ST- 1 P6x. 188 24'- 10 13/ 16" CB-2 0.250CBL 33'- 11 " CB-3 0.250CBL 34'-5" O O 4 ® `�+/ 10 11 12 13 14 15 16 1 18 19 CB-4 0.250CBL 34'-4" L 25'-0' I 25'-0' 1 25'-0" 25'-0' 25'-0' '7 25'-0' 25'-0' 'tl 25'-0' `If' 2s'-0' 25'-0" 25'-0' 25'-0' 25'-0' 25'-0' 25'-0' 25-0" 25'-0' 25'-0' CB-5 0. 250CBL 34'- 10" CB- 0.250CBL 35J -5'j 21 5'-0' 1 '-4',j r - CB-7 0. 250CBL 35-4" _ � yI cR_k ce-X o I �J� CB X 0.50 ROD TBD i i i i 1 i 12 N - n w ,o I — _ - - - - - - - - 1 - - 2 - - rc - - - - t2 LL m ° 4 g Y — RF5-2 R k CB X >-2 RFS-2 3-2 RF4-2 RF5-2RF2-2 RF2- 1-i0M 4NNORM.BRFB-2 RFD- RF9-2 RF9-2' hRF6-2 RF6-2 RF7-2 RF10-2 RFI1 -2 yrflUMYAY R! 0 CB_k CB %4-TOH Rg10PNC — _ 4 TIUIM'AY R H I RF2-3 R 3 RF6-3 RF6-3 RF2-3 RFB-3 qF 3 RF9-3 RR-3 RF10-3 RF It 3 4-TON MiDRAL CD-x C6-X MONORAIL BRACKET BRACING 03 Rf3- MNNAY Rf0 RF5-3 RF5-3 Xv RF5-3 ttP. (3) PLACES - THIS PAGE I 0' es qF4-3 VANESSA L.UNDER RIAME FLORIDA P.E.# NKS 83970E ^ m a¢�AT 144 500 VULCAN PARKWAY RF2-4 RF2 4 flF6-4 Rfb-4 RF/-4 qFB-4 RED 4 RF9-4 RF9-4 RF10-4 RFI1 -4 XF4-7 RF -4 flF5-4 RF5-4 RF5 qF5-4 I ADEL, GA 31620 RF2-J RF2- RF6-7 RF6-7 RR-7 RFB-7 RFB- RF9-7 ftF9-7 RF10-7 RFI I-) RFS-7 RF5-7 ftF5- RF5-7 0 J I UI01 0 All wI T RF10-5 (SWt) 4A54111I{/`1`1)IFI{ 1{4Narri �� GENS A�� '% 4 bJ RF2-5 Rfz- RF6-5 RF6-S ' NEI1 -5 RFJ- RM-5 RF5-5 RF5-5 RF5- RF5-5 ds RF)-5 c . F� 00 T, r `P �� ` "•• �1 " uI NRn�� F RF8-5 P 5 ` RF9-5 RF9-5 n61 ) `P '•5 ' W Io I 839 nI 4 RF2-6 F6-fi RFb-6 RF9-6 gF10-6RFS- RF4-6 RF5-6 RF5-6 RF5- RF5-6 PFB-6 FB-6 RF9_ RF11 -6 Or9 �R1P — - - - - - - - - - - - - - - - - - - — — — - - — - - A STATE ,' �� e n-1 sr-1 n-I n-I n-1 '' A (�) (66 2) (s,M) (S,MA) Mt P '•:F� ,OQ ` �`�,, CABLE ROOF BRACING AND MONORAIL BRACING PLAN -.,NA 4R • •'•* EYEBOLT HSIM ��� ILLSIDASHE m1T ORIGINAL SIGNATURE REQU E REVISIONS DRAWING STATUS VULCAN STEEL STRUCTURES, INC RK DAVIS CONSTRUCTION CORP, BRACE CABLE ASSEMBLY REV. ➢ESCRIPTION, I DATE I DTLR DATE CHKR APP➢ C I FINAL ERECTION PROJECT MAVERICK BOATS ROOF FRAMING CABLE HARDWARE FACTORY ATTACHED CX7 FOR CONSTRUCTION ID 27134-1 DESIGN, VLB DRAFTi XXX CHECK, V8 SYMMETRICAL AT BATH ENDS C 7 FOR A PROJECT DATEi3/29/21 SHEET 18 _ — C 7 OTHER, EXPLAIN ADDRESS FORT PIERCE, FL 34946 MEMBER TABLE ROOF PLAN MARK PART LENGTH RO- 1 C8X13.75 15 -9 1 /8pp RO-2 C8X11 .5 15'-9 1 /8" RO-3 CBX11 .5 9 ' - 10' RO-4 8X35c12 3' -5 5/8" RO-5 BX35c12 3' -5 5/8" RO-6 8X35c12 2"-9 5/8" RO-7 8X35c12 8' -8 1 / 16" RO-8 BX35c12 6' -8'" RO-9 8X35c12 6' -0 3/ 16" RO- 10 8X35c12 4' - 11 1 /2 RO- 11 C8X11 .5 8' - 8 13/ 16" RO- 12 C8Xi 1 .5 12'-4" 1 RO- 13 8X35c 12 3' -9 11 / 16" es0'-oroDr-ro-our or STEELRO- 14 C8X11 .5 8' -8 13/ 16" 2 3 4 5 6 7 �� 10 11 73 104 P-38 W8x18 25' 4" 25'-0' 25'-0" 25'-0' 25'-0" 25'-01 25'-0" 25'-0• 25'-0" 25'-0" 25'-0" 25'-0" 25'-0• 25'-0• P-38 CBxt 1 .5 25'-3 1 /2" 'Ir P-39 C8x11 .5 25"-3 1 /2" t -a P-40 C8x11 .5 25' -3 1 /2" is i i P-42 C8x11 .5 25' -3 1 /2" c -4 x W 15 25 -4 ., O P-38 4OP-39 P-44 W8xt5 25'-4" m P-45 C8x11 .5 25' -3 1 /2" — — _P-38 - — n P-37 o I RO { 0 4 P-39 9 " P-46 W8x75 25'-4' 0 0 P-47 C8x17 .5 25'-3 1 2"' FRO-3 — — — P-43 RO-10 P-44 RO-12_ = RO-12P-57 - — — — P-43 RO-10 .N 4 i • -44 14'-0" pffFlo 7 18'-3 5 i6" N n O P-38 SOP-39 n N — — — —P__m RO-5 5 P-39 .I a ,i •; ra RO-8 0 F IF I P-41 P-46 - - - - - - if s — - - ' P — P-41 — --46— & RO-12 � — - - �_6 O '-41Ic 1 f I n I -40 RO-6 O RO-61 0-42 <1 >P-45 <q> P-47 — — - — 2'-10" P-45 — - RO-13 -40 I P-42 A -13 4 3 4' 3'-10• — — — — — — — — — — — — — — — — — n=5 5T6� tP-11 5 6 — — — — — e o — — SA L BANKS P.E. — — — — — — — — — — — • h- — — — FLORIDA P.E.# 83970 500 VULCAN PARKWAY ADEL, GA 31620 i e +aunuunq° ROOF FRAMED OPENING ( RFO ) - FRAMING PLAN SSA L . 89 '•., RFD CLEAR OPENING DIMS. RFD CLEAR OPENING DIMS. ' ''\LENS ''•;� °��% MARK WIDTH LENGTH WEIGHT MARK WIDTH LENGTH WEIGHT F • � so 1 9'-10 1 /2" 14'-8 1 /2" 7700 # 0 12'-4 1 /2" 7'-8 1 /2" 5300 # _ No. 8397 - 3'-6" 3'-6" 2000 # 1 3'- 10" 3'-10" 2000 # - * 1 p 3 TIN 3'-6" 2000 # 2 12'-4 1 /2" T-8 1/2" 5300 # STATE OF O 4 3'-6" 3'-6" 2000 # 3 3'-10" 3'-10" 2000 # 5 3'-6" 3'-6" 2000 # ' �SSIQNA� �a�°10 6 2'-10" 2'- 10" 2000 # NOTE: OUTSIDE DIMENSIONS OF CURBS ARE 3" LARGER ' °° °°° '++++++116'+'++ (/ � ow`�l 6'-8 1 /2" 7'-8 1 /2" 3700 # THAN CLEAR DIMENSIONS LISTED ABOVE ORIGINAL SIGNATURE `RE !( IREU REVISIONS DRAWING STATUS VULCAN STEEL STRUCTURES, INC RK DAMS CONSTRUCTION CORP. 8 23- 10" 2'- 10" 2000 # NOTE: DIMENSIONS FOR LOCATING RFD ARE REV. ➢ESCRIPTION: DATE DTLR DATE CHKR APPD C 7 FINAL ERECTION PROJECT MAVERICK BOATS ROOF OPENING FRAMING PLAN 1X7 FOR CONSTRUCTION I➢ 27134-1 DES[GN� VLH ➢RAFTi XXX CHECKi VB 9 5'-0" 5'-0" 3200 # HORIZONTAL FROM OUTSIDE STEEL LINE (NOT ON SLOPE) C ] FDR APPROVAL PROJECT FORT PIERCE, FL 34946 DATEt 3/29/21 SHEET 19 C ] LITHER, EXPLAIN ADDRESS 850'—O'OUT—TO—OUT OF STEEL 2 3 4 5 6 7 8 9 10 11 1 13 14 15 16 , 7 18 25'-0'• 25•-0" 25•-0" 25•-0" 25•-0" 25. 0" 25•—O" 25•-0" 25'-0" 25. 0" 25•—V 25'—W 25•—O" 25•—O" 25•-0" 25•—O" 25. 0" G 4 I 9 mini, 11 0 Zn I i I 3 5 ( is I I I I 2 I I l 1 3 I s 8 I A ® INDICATES ROOF FRAMED OPENING — SEE SHEET 19 FIELD CUT PANEL AS REQUIRED AT ROOF CURB PER CURB SUPPLIER'S INSTALLATION REQUIREMENTS VANESSA L. BANKS P.E. R FLORIDA P.E.# 83970 ROOF SHEETING PLAN 500 VULCAN PARKWAY PANELS: 24 Go. DOUBLE LOK — Galvalume AOEL, GA 31620 ,�1111t 11111111 No. 83970 ORIGINAL SIGNATURE REQUIRED' REVISIONS DRAWING STATUS VULCAN STEEL STRUCTURES, INC RK DAVIS CONSTRUCTION CORP, REV, DESCRIPTION, DATE DTLR DATE CHKR APPD C I FINAL ERECTION PROJECT MAVERICK BOATS ROOF SHEETING [XI FOR CONSTRUCTION ID 27134-1 DESIGN, VLB DRAFT XXX CHECK, VB C I FOR APPROVAL PROJECT DATE� 3/29121 SHEET 20 C 7 OTHER, EXPLAIN FORT PIERCE, FL 34946 ADDRESS TRIM TABLE FRAME LINE A OID PART LENGTH DETAIL 1 JTR 20 -3 TM30 2 JTR 9' - 11 " TM30 3 BLTT 20'-3 " TM9 4 BLTT 7'-5" TM9 5 XFL-272 10' -3" 6 XFL-272 7'-5" 7 FIT.- 134 6" 8 GS03 1 '-3" 9 XFL-272 1 '-3" 10 VHSCB 6" 650'-O'OUT-TO-OUT OF STEEL 2 3 4 5 6 7 6 9 10 11 1 13 74 15 i6 17 i6 25'-0' 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0' 25'-0' 25'-0" 25'-0" 25'-0' 25'-0' 25'-0" 25'-0' 25'-0' 25'-0" 4" �HW426 — — — — — — — — — — — — — — — — — — SIDEWALL FRAMING : FRAME LINE A i6 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - OPEN TO EXISTNG VANESSA L. BANKS P.E. FLORIDA P.E.# 83970 — — 500 VULCAN PARKWAY - - - - - - - - - - - - - - - - - - - - - - - - - - - - - _ — - - - - - J ADEL, GA 31620 SIDEWALL SHEETING & TRIM : FRAME LINE A 7,71,tlfl�t�tt/7`tyrti . �SgA L• $ 00 jQ�.��GEIVs' spew, NO. 83970 STATE OF :' C .c .' GENERAL NOTES : ° SS�QNA4E� '' �IDIF CABLE BRACING, WIND BENTS, WIND COLUMNS, OR WEAK AXIS DESIGN OF „71111L � � ����' IDE WALL COLUMNS WERE NOT PROVIDED IT HAS BEEN DETERMINED THAT DIAPHRAGM PANEL ACTION IS SUFFICIENT TO RESIST IN-PLANE WIND FORCES, TEMPORARY BRACING ORIGINAL SIGNATURE REq IRE SHOULD BE PROVIDED BY ERECTOR UNTIL ALL WALL AND ROOF PANELS ARE INSTALLED. �2 ADDITIONAL GIRTS MAY BE PRESENT IN THE END OR CORNER BAYS OF THIS WALL REVISIONS DRAWING STATUS VULCAN STEEL STRUCTURES, INC RK DAVIS CONSTRUCTION CORP. .) L ATION, THESE ARE REQUIRED TO SATISFY CODE-DEFINED CORNER ZONE WIND PRESSURES REV. DESCRIPTION, DATE DTLR DATE CHKR APPD C 7 FINAL ERECTION PROJECT MAVERICK H sI GATS DE WALL FRAMING IN ORDER TO PROVIDE THE MOST ECONOMICAL BUILDING POSSIBLE, THESE GIRTS ARE NOT [x7 FOR CONSTRUCTION P 87t34-1 DESIGN� vLH DRAFTS xXx CHECKS VH INCLUDED FOR THE FULL LENGTH OF THE WALL, NON—UNIFORM GIRT SPACING OR RESULTING C 7 FDR APPROVAL PROJECT DATE, 3/29/21 SHEET 2t APPEARANCE IS NOT A CAUSE FOR COMPLAINT OR REJECTION , C 7 ❑THEM, EXPLAIN ADDRESS FORT PIERCE, FL 34946 SPECIAL BOLTS o ID IgUAN TYPE DIA LENGTH WASH 1 1 4 A307 1 2 1 1 4 0 MEMBER TABLE FRAME LINE G MARK PART LENGTH DJ-2 C8X11 .5 13 —8 DH-3 SX35c16 12'-0" E-2 SE275D16 24'- 11 1 /2" E-3 8E275D16 24'- 11 1 /211 E-4 8E275D16 24'- 11 1 /2 E-5 8E275D16 24'- 11 1 /2" G-30 C8x11 .5 24'- 11 1 2' G-31 8X25Z12 29' -3 i2" G-32 8X25213 29' -3 1 /2" G-33 C8x11 .5 24'- 11 1 2" G-34 8X25LI3 291 ) 1 2" 0-35 8X25Z14 29 '-3 1 /2" G-36 C8x11 .5 6'-2" G-37 8X25Z13 8'-4" G-38 W8x18 24'- 11 1/2" G-39 8X25Z16 29' -3 i 2" G-40 8X25214 8' - 4" G-41 C8x11 .5 5'- 11 " G-42 8X25Z13 8'- 1 " G-43 W8x18 24'- 11 1 /2" G-44 C8x11 .5 6'-5" G-45 8X25Z13 8' -7" G-46 8X25Z13 8' -4" G-47 8X25Z14 8'- 1 " G-48 C8xi 1 .5 24 - 11 1 2' G-49 8X25Z14 27'- 1 1 / ' 1 esG'—orour—TG—ou G-50 SX25Z13 27 - 1 r of STEEL 1 CB- 1 0.375CBL 36'- 11 " /2' 18 17 16 15 14 13 1 11 10 9 8 7 6 5 4 3 2 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0' 25'-0" 25'-0' 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" pp - " W426 _ _ E- - - E- E- E-2 E- E-2 E-3 -2 E-4 -2 - E- E- E- E-5 W 1 G-35 G-39 -39 G-39 G-39 G-39 G-39 G-39 G-39 -39 C-39 G-39- G-39 -iG-31 _34 -35 _ - 5 -35 -3 G-39 -3 - G- G-39 3 -35G-311-30 G-33 H+ _3 _ _ _4 _ 3 3 H+ _ G_ H: G 4 G-34 G-34 G-39 G-35 -4 -33 - T -4 G-3 G-33 - -33; I (27134-2) RF5-1 RF5-1 RF5 e1 .RF5- 1 RF4r1 ,RF3-1 RF1 t = r1 .- I aF10-1 RF9r1 .Rf9- 1 RF8-1 RFBRF7-1 RF6- 1 RF6- i RF2-1 RF2- 1 RF1 -1 mI2'-0" iw m 12'-0" 'm ZI 12'-0" 1n' wj m 12'-0` 'm 1 ,u 12'-0" ilo GIRT a/s z -I 3/atez d a/a' z -i 3/ad-' 3/a z I ]/�z -I ]/az -I 3/SF 13/a' z -I ]/az z -1 ]/a's ]/t' -13/a' _13/a 3/1;_ z -I a/4,tz -1 ]/a' 2 -1 3/1�4 -I ]/a -I a/a _I a/a� -1 ]/4' z z -I ]/4' z z -t 3/a' 2 z -1 J/t' z l 3/atez I ]/a' SIDEWALL FRAMING : FRAME LINE G VANESSA L. BANKS P.E. FLORIDA P.E.# 83970 500 VULCAN PARKWAY ADEL, GA 31620 aaanuwunpa GEN Atifr�,' l. i J -No. 8397 STATE OF ,'�c� GENERAL NOTES : %9','0( ' ctOR1�P )�k ,;= ( I ) IF CABLE BRACING, WIND BENTS, WIND COLUMNS, OR WEAK AXIS DESIGN OF '� �FSS�O �� l�g r $BE WALL COLUMNS WERE NOT PROVIDED IT HAS BEEN DETERMINED THAT DIAPHRAGM NA4 ''�•'aaaa 11I1 11�Itaa+a W PANEL ACTION IS SUFFICIENT TO RESIST IN—PLANE WIND FORCES. TEMPORARY BRACING ORIGINAL SIGN SHOULD BE PROVIDED BY ERECTOR UNTIL ALL WALL AND ROOF PANELS ARE INSTALLED. ATURE REgUI ED � REVISIONS DRAWING STATUS 2.) ADDITIONAL GIRTS MAY BE PRESENT IN THE END OR CORNER BAYS OF THIS WALL VULCAN STEEL STRUCTURES, INC RK DAVIS CONSTRUCTION CORP. L ATION, THESE ARE REQUIRED TO SATISFY CODE—DEFINED CORNER ZONE WIND PRESSURES REV. DESCRIPTION, DATE DTLR DATE CHKR APPD I I FINAL ERECTION PROJECT IMAVERICK BOATS SIDEWALL FRAMING IN ORDER TO PROVIDE THE MOST ECONOMICAL BUILDING POSSIBLE, THESE GIRTS ARE NOT CX] FUR CONSTRUCTION in Z7134-1 DEstGNIVLH DRAFTS xxX CHECK. vB INCLUDED FOR THE FULL LENGTH OF THE WALL, NON—UNIFORM GIRT SPACING OR RESULTING 17 FDR APPROVAL PROJECT DESIGN 29/21 SHEET 22 APPEARANCE IS NOT A CAUSE FOR COMPLAINT OR REJECTION , I I UTHER, EXPLAIN ADOJECT FORT PIERCE, FL 34946 TRIM TABLE FRAME LINE G OID PART LENGTH DETAIL 1 JTR 19 —7 TM30 2 CTR 19' - 7" TM29 3 DTR 20'-3" 4 DTR 18' - 11 " 5 DTR 18' -0" 6 DTR 18' - 6" 7 DTR 3' -3" 8 DTR 12' -0" 9 XFL-241A 20' -3" TRIM_ 150 10 XFL-241A 8'-5" TRIM_ 150 11 XFL-272 10' —Y 12 XFL-272 8'-5" 13 SSCB 6" 14 FL-245 6" 15 FL-246 10" 16 JCT8 12' - 4" 17 JTR 3' -7" TM31 18 HT 12' - 6" ITM33 IB (1�1 16 15 14 13 11 11 10 n T T T T T T (Gutter with 224^4 ��downspouts) diumpp `I' To ZZ71311'T4 OPEN FOR MATERAS W OTHERS aRD Panel StartI.- Panel Start SIDEWALL SHEETING & TRIM : FRAME LINE G PANELS: 26 Ga. PBR — NEED COLOR VANESSA L. BANKS P.E. FLORIDA P.E.# 83970 500 VULCAN PARKWAY ADEL, GA 31620 ,�\\\1\91{N19NIf{1V/y,� lot °gSA L• BA ��.•�GE ft NSF ��S " No . 8397 : k STATE OF � . "GENERAL NOTES : 'lee F< OR��P,.•�`�a`�° ( 1 .) IF CABLE BRACING, WIND BENTS, WIND COLUMNS, OR WEAK AXIS DESIGN OF ,"'l'FSSIQNA4, $IOF WALL COLUMNS WERE NOT PROVIDED IT HAS BEEN DETERMINED THAT DIAPHRAGM / PANEL ACTION IS SUFFICIENT TO RESIST IN WIND FORCES, TEMPORARY BRACING ORIGINAL SIG 2. 1 NATURE REQU>IREDI 2 ADDITIONAL GIRTS MAY BE PRESENT IN THE END OR CORNER BAYS OF THIS WALL BE PROVIDED BY ERECTOR UNTIL ALL WALL AND ROOF PANELS ARE INSTALLED. REVISIONS DRAWING STATUS VULCAN STEEL STRUCTURES, RK DAVIS CONSTRUCTION CORP. ( AD ELEVATION. THESE ARE REQUIRED TO SATISFY CODE—DEFINED CORNER ZONE WIND PRESSURES REV, DESCRIPTION DATE nTLR ➢ATE CHKR APPD I I FINAL ERECTION PROJECT MAVERICK BOATS SIDEWALL FRAMING IN ORDER TO PROVIDE THE MOST ECONOMICAL BUILDING POSSIBLE, THESE GIRTS ARE NOT EX] FOR CONSTRUCTION In 27t34-1 DESIGNtVLH I DRAFT( XXX I CHECK] vH INCLUDED FOR THE FULL LENGTH OF THE WALL. NON—UNIFORM GIRT SPACING OR RESULTING I I FOR APPROVAL PROJECT DATEs3/29/21 SHEET 23 APPEARANCE IS NOT A CAUSE FOR COMPLAINT OR REJECTION. 17 OTHER, EXPLAIN gnnREss FORT PIERCE, FL 34946 BOLT TABLE FRAME LINE 1 LOCATION UAN TYPE DIA LENGTH Int_Column Raf 4 A325T 3 4 2 1 2 Cor Column Raf 4 A325T3 4" 2 1 2" FLANGE BRACE TABLE FRAMELINE 1 V ID SID#ES MARK LENGTH OFFSET F1339 .5 3'-3 1 /2" 2'-8" MEMBER TABLE FRAME LINE i MARK PART LENGTH EC- i Wl 2T4­O 28 - 1 1 /2:: EC-2 W12X30 30'-2 1 /2' EC-3 W12X35 32'-3 1 /2 G EC- 4 W12X35 34 - 4 1 /2 1251-000T-TO-OUT OF STEEL A EC-5 W12X26 37'-4 15 16" DJ- 7 C8X11 .5 21 '- 71 " F E c e DJ-2 C8X11 .5 13'-8" 25'-0" 25'-0" 25'-0" 25'-0• 25'-0' DH- 1 8X35c16 20'-0" Q1 " DH-2 8X35c16 10'-0" DH-3 8X35c16 12'-O" G- 1 C8x11 .5 2' -6" G-2 8X25Z16 2' -6" `i G-4 8X35Z13 28'-1 1/2" �_ —. L _.7-� '_' — --I- _ — .— — — — — < G- 5 C8x17 .5 1 •- 2„ �_ G-6 C8x1 1 .5 2'-2" _ _ -L -- Z = Z — � — — _. — — — '— — — — — — — i G-7 8X25Z16 3'-4 1 /2" Hµ972o G-8 W8x21 24' - 11 1 2" G-2 G-27 G-9 8X35Z14 31 ' -3 t �" I 0 )Z4 G- 1 8X252 6 3 - 7 1 /2r „ G- 12 W8x15 24'- 11 1 /2" G- 13 8X25Z14 30'-4" 'T � I G- 14 8X35712 28'- 1 1 /2" I G- 15 BX35Z 16 31 '-3 1 /201 I N 0_3 -e _ -15 I G- 17 C8x57 5 13'-5" 3/4pj •i _ G- 18 8X25Z 16 15'-7 1 /2" DH-1 7 DH-t c- 3 c-21 G- 19 W8x15 24'- 11 1 2" c- a i G-20 8X25Z74 31 '-3 1 /2" `� II G-21 8X25Z16 31 ' -3 1 /2" 'I G-22 8X35Z16 22' - 1 7/ 16" -7 G- _ G-23 C8x 11 .5 10'-2' 1 '-9^ n G-24 BX35Z14 13' -4" `I 11 1 - - I I _y G-25 C8x11 .5 247-3 1 /2" G-26 8X35Z 13 27' -5 1 /2" G-27 8X252 12 27'-5 1 /2" �- --� DH-2 DN-3 G-28 BX25Z13 27'-5 1 /2" I o 0 o G-29 8X35Z 12 27'-5 1 2" I - - - - - 1 — — — — — C I ] — — c — — — — I JL — — — — — — — — — — — — I €C- I EC,2 EC-3 EC-4 EC-5 20'-0• I� 2'-6"I 20 0 �2' 6•I-I 10 0" 13 9" 2 6"1 12 -onf0 6 VANESSA L. BANKS P.E. 83970 TAPS ° -"1s'n -� ���'� 3 - 314'3 -i 3/4• -1 3uiFLO3 -i 3R• 500RIDA VULCAN PARKWAY -I 3/s' -1 3p• ENDWALL FRAMING: FRAME LINE 1 ADEL, GA 31620 ,,,N1\\1511fiigf54ay ? �CSSA L . B A No. 83970 � '•. STATE OF r �c GENERAL NOTES : 9p 6699FCpR1�Q ( 1 .) IF CABLE BRACING FOR END WALL IS NOT SHOWN ON ERECTION DRAWINGS IT HAS --''•.�tCs'C (C �.`�� BEEN DETERMINED THAT DIAPHRAGM PANEL ACTION OR QUARTER-PANEL BRACING IS •1•„,� 10NAG „ SUFFICIENT TO RESIST IN-PLANE WIND FORCES. TEMPORARY BRACING SHOULD BE 111411141`11� PROVIDED BY ERECTOR UNTIL ALL WALL AND ROOF PANELS ARE INSTALLED. ORIGINAL SIGNATURE REQUI E 2. ADDITIONAL GIRTS MAY BE PRESENT IN THE END OR CORNER BAYS OF THIS WALL REVISIONS DRAWING STATUS VULCAN STEEL STRUCTURES, INC RK DAVIS CONSTRUCTION CORP. L ATION. THESE ARE REQUIRED TO SATISFY CODE-DEFINED CORNER ZONE WIND PRESSURES IN ORDER TO PROVIDE THE MOST ECONOMICAL BUILDING POSSIBLE, THESE GIRTS ARE NOT REV. DESCRIPTION: DATE DTLR DATE CHKR APPD C I FINAL ERECTION PROJECT MAVERICK HOATs EN➢WALL FRAMING INCLUDED FOR THE FULL LENGTH OF THE WALL. NON-UNIFORM GIRT SPACING OR RESULTING EX7 FOR CONSTRUCTION ID 27134-1 DESIGNi VLB DRAFTr xXX CHECKS VH APPEARANCE IS NOT A CAUSE FOR COMPLAINT OR REJECTION. I I FOR APPROVAL PROJECT FORT PIERCE, FL 34946 DATEi 3/29/21 SHEET 24 I I OTHER, EXPLAIN ADDRESS TRIM TABLE FRAME LINE i O{D PART LENGTH DETAIL 1 CTR 19 —7 TM29 2 JTR 20'-3" TM30 3 JTR 9' - 11 " TM30 4 DTR 3' -9" 5 DTR 4' -3" 6 DTR 4' -0" 7 DTR 16'- 6" 8 DTR 20'- 3" 9 DTR 15' -9" 10 XFL- 111 20'-3" TRIM_190 11 XFL- 111 5' -9" TRIM-190 12 XFL- 115 20'-3" 13 XFL- 115 5'-9"' 14 JCT8 20' - 1 " 15 JCTB 5" 16 JTR 11 ' -7" TM31 17 HT 20' -3" TM33 18 HT 6" TM33 19 JCT8 12•-4" 20 JTR 3' -7" TM31 (� 21 JCT8 10'-4" 23 HT 12'- 6" TM33 fit. 7 Iz •p . 0 i e e e /OPENNF FOR RMMAAI=ERIALSY ENDWALL SHEETING & TRIM : FRAME LINE 1 PANELS: 26 Ga. POR — NEED COLOR VANESSA L. BANKS P.E. FLORIDA P.E.}/ 83970 500 VULCAN PARKWAY ADEL, GA 31620 ,J111UIItfl/lllip�� , ,, SSPL. Spy % I `��� GtiNS 1Sor � ;'' 1> 8397 jot No �C sic '•. S �Azeofto OF. � ,�f", ram` GENERAL NOTES : tot �1 .� IF CABLE BRACING FOR END WALL IS NOT SHOWN ON ERECTION DRAWINGS IT HAS E N DETERMINED THAT DIAPHRAGM PANEL ACTION OR QUARTER—PANEL BRACING IS , ALSS��NA UI � SUFFICIENT TO RESIST IN—PLANE WINO FORCES . TEMPORARY BRACING SHOULD BE ORIGINAL SIGNATURE REQUI D PROVIDED BY ERECTOR UNTIL ALL WALL AND ROOF PANELS ARE INSTALLED. ARCING STATUS VULCAN STEEL STRUCTURES, INC RK DAVIS CONSTRUCTION CORP, 2.) ADDITIONAL GIRTS MAY BE PRESENT IN THE END OR CORNER BAYS OF THIS WALL REVISIONS L ATION, THESE ARE REQUIRED TO SATISFY CODE—DEFINED CORNER ZONE WIND PRESSURES REV. DESCRIPTIDW DATE ➢TLR DATE CHKR APPD C I FINAL ERECTION PROJECT MAVERICK BOATS ENDWALL FRAMING IN ORDER TO PROVIDE THE MOST ECONOMICAL BUILDING POSSIBLE, THESE GIRTS ARE NOT CXI FOR CONSTRUCTION Ip 27134-1 DESiGW VLE DRAFT1 XXX CHECK) VT INCLUDED FOR THE FULL LENGTH OF THE WALL, NON—UNIFORM GIRT SPACING OR RESULTING C I FOR APPROVAL PROJECT FORT PIERCE, FL 34946 DATE� 3/29l2L SHEET 25 APPEARANCE IS NOT A CAUSE FOR COMPLAINT OR REJECTION, C I OTHER, EXPLAIN ADDRESS A G i 25'-GOUT-TG-OUi OF STEEL 1 � 12 I I •� i i N I III IN OPEN TO 27134- 2 I II m IN I II In IN I II I II - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - III VANESSA L. BANKS P.E. FLORIDA P.E.# 83970 ENDWALL FRAMING : FRAME LINE 18 500 VULCAN PARKWAY ADEL, GA 31620 i\\j1N1Yi1111111illiiiiii o' �PC� ccyr0*0" , Ida . 83970 A ' . STATE OF ;' fin ; GENERAL NOTES : ''a�0� 'FCORIOP ( 1 ) IF CABLE BRACING FOR END WALL IS NOT SHOWN ON ERECTION DRAWINGS IT HAS BEEN DETERMINED THAT DIAPHRAGM PANEL ACTION OR QUARTER—PANEL BRACING IS - 00 ,� ' p, SUFFICIENT TO RESIST IN—PLANE WIND FORCES. TEMPORARY BRACING SHOULD BE ORIGINAL SIGNATURE REQU PROVIDED BY ERECTOR UNTIL ALL WALL AND ROOF PANELS ARE INSTALLED, E 2, ADDITIONAL GIRTS MAY BE PRESENT IN THE END OR CORNER BAYS OF THIS WALL REVISIONS DRAWING STATUS VULCAN STEEL STRUCTURES, INC RK DAVIS CONSTRUCTION CORP, L ATION. THESE ARE REQUIRED TO SATISFY CODE—DEFINED CORNER ZONE WIND PRESSURES IN ORDER TO PROVIDE THE MOST ECONOMICAL BUILDING POSSIBLE, THESE GIRTS ARE NOT REV. ➢EsCRIPTIONf IDATE DTLR ➢ATE CHKR APPD E l FINAL ERECTION PROJECT MAVERICK BOATS ENDWALL FRAMING INCLUDED FOR THE FULL LENGTH OF THE WALL. NON —UNIFORM GIRT SPACING OR RESULTING Exl FOR CONSTRUCTION m 27134-1 DESIGNi VILE I DRAFT] xxx I CHECKi VB APPEARANCE IS NOT A CAUSE FOR COMPLAINT OR REJECTION. E ] FOR APPROVAL PROJECT FORT PIERCE, FL 34946 ➢ATE, 3/29/21 SHEET 26 XPLAIN E l OTHER, E AD➢RESS STANDING SEAM RDF-� PANELS ANGLES QTY.--Z- MARK RAT-X LENGTH OW00-00' TDP & BDTTOM FLANGE STRAPPING QTY-X_ MARK BRA-X LENGTH 00100-00' QTY-,� MARK PA-000000 LENGTH OW00-00' QTY,--X- MARK P6-000000 LENGTH OW00-00' REFER TO ROOF FRAMING PLAN FOR QUANTITY AND LOCATION OF STRAPPING, NOTE TU ERECTOR, QTY_� MARK PA-000000 LENGTH OWOO-OW USE FLAT STRAP WITH ANGLE AT 1st EAVE SPACE AND RIDGE, FDR ALL 2 °x26GA , STRAPPING PA-XXXXXX INTERMEDIATE ANGLES TO BE ADDED AS NECESSARY PER SECTION 'A ' ANGLE LTH. = PURLIN SPACE WASH COAT TU INSIDE OF BUILDING ES, TDPLEG L2x2xl4GA I ( PA-XXXXXX ANGLE LTH. = PURLIN SPACE - RISE ON PURLIN DEPTH - 5 1/4' + 4' SINGLE SLOPE DNLY I I I I ROOF PURLIN PEAK I I I I ADD INTERMEDIATE SUPPORT ANGLES TOP AND BOTTOM SPACED I EQUAL DISTANCES ALONG SLOPE NOT TO EXCEED 5W 2'X2'X14GA. PURLIN ANGLE I I L2x2xl4GA (O #12 x 1' (PaLAR WHITE) PMY.'AKE HEAD SCREW (TYPJ PA-XXXXXX L2xPKl4GA ANGLE LTH. = PURLIN SPACE L2x2xl4GA - E.S. TOP LEG + q• STANDING SEAM ROOF SHEET ANGLEXLTH, = PURLIN SPACE TOP, RATS- OR VRATS- I I I I I i RFX2'X146A. I _ PURLIN ANGLE '— II L2x2xl4GA L2x2xl4GA BOT; BRAS- OR VBRAS- II II II I PA-XXXXXX FLAT STRAPPING ANGLE LTH. = PURLIN SPACE I I I I i 2'X26GA. II L2x2xl4GA (1) #12 x P (PDLAR WHITE) PANCAKE HEAD SCREW (TIP.) PA-XXXXXX ANGLE LTH. = PURLIN SPACE + RISE ON PURLIN DEPTH - 5 1/4' I I I I I I MAINFRAME I I 2'X2'X14GA. I I O PURLIN STRAPPING DETAIL CTYP, @ LINE AD RAFTER PURLIN ANGLE I ( I VANESSA L. BANKS P.E. SEE ROOF PLAN FOR QUANTITY AND LOCATION FLORIDA P.E.# 83970 I I I I ( BUILDER NOTE: KEEP ANGLES BELOW ROOF LINE. 50 ADEL, GA PARKWAY FIELD BEND TABS & ATTACH WITH #12 SCREWS I I I I I I II II it I S AIL Ila jlVA �, �� I II it II I =` � :•�GENS ••.'�s . I II II II I � � 83970 CAVE STRUT ° NOTE: THIS DRAWING IS FOR EXAMPLE O STATE NLY, * ' GF �;' A EQUAL SP. OR PER DESIGN SEE ROOF FRAMING PLAN FOR ACTUAL STRAP LOCATION p•.' BAY SPACINGpA�••' . • ,LQ :• .l • P � X �E'FSSION A� �i�'�1 X ORIGINAL SIGNATURE REQUI E REVISIONS DRAWING STATUS VULCAN STEEL STRUCTURES, INC RK DAVIS CONSTRUCTION CORP. RLIREV, DESCRIPTION; DATE DTLR DATE CHKR APPD C I FINAL ERECTION PROJECT MAVERICK BOATS FASTENER DETAILS // // CXI FOR CONSTRUCTION ID 27134-1 DESIGN, VLH DRAFT; XXX CHECK; VD DE STRAPPING A C I FOR APPROVAL PROJ C ] OTHER, EXPLAIN ECT FLIRT PIERCE, FL 34946 DATE 3/29/2l SHEET 27 _. ADDRESS