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HomeMy WebLinkAboutS Vulcan Pre-Engineered Metal Building Erection Drawings SECTION 2 GENERAL NOTES 1�aM�O�lDI�COUMtf 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 EHS ACCREDITED, HOT ROLLED MILL SHAPES A GRADE 50 ROOF AND WALL SHEETS A653 653 OR OR A792 GRADE 50 or GRADE 80 Metal Building Systems MONR BOLTS A307, A325T, AND A430 A307 UNLESS NOTEDAC4I2 STEEL STRUCTURES , CTUOE[ 1NC . uErwgUILbING MANUFACTURES ASSOCIATION pT f 2. STRUCTURAL PRIMER LETTER OF CERTIFICATION IFICA�ION SHOP PRIMER PAINT IS A MINIMAL NON—UNIFORM THICKNESS COATING OF A RUST INHIBITIVE RED—OXIDE COLOR PRIMER SATISFYING THE REQUIREMENTS OF Tr—P-664, THIS PRIMER IS NOT TO BE CONSIDERED A FINISH COAT AND IS NOT INTENDED FOR LONG TERM EXPOSURE TO THE ELEMENTS. THIS PRIMER IS NOT WARRANTED OR REPRESENTED AS BEING COMPATIBLE VULCAN STEEL STRUCTURES, INC DATE: 3/31/21 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 AS PART OF THE ERECTION PROCESS. IT IS THE Job Number RESPONSIBILITY OF THE ERECTOR TO TOUCH UP ANY SUCH UNDESIRABLE CONDITIONS DURING OR AFTER THE ERECTION PROCESS. 27134-2 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 2 FRAMING INSPECTION AS DEFINED BY THE APPLICABLE BUILDING CODE OR STANDARD, IT IS THE RESPONSIBILITY OF THE LINES 18 — 35 ERECTOR TO ASSURE PROPER TIGHTNESS. NOMINAL WIDTH: 125 feet NOMINAL LENGTH: 850 feet LOADING NOTES BELOW REFER TO PHASE 2 4. BUILDER/CONTRACTOR RESPONSIBILITIES THE METAL BUILDING MANUFACTURER'S STANDARD PRODUCT SPECIFICATIONS APPLY AND UNLESS STIPULATED OTHERWISE IN SAVE HEIGHT, BACK S.W: 28 feet PHASE 3 SHEETING FOR LINES 18-35 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 fast 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 DRAWINGS 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 sNQw LOAD, ROOF: 0 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(Volt) HANGING FAN: 2200 , BAY 20-21, 18'+ — OFFSET FROM LINE G THE BUILDER / CONTRACTOR IS RESPONSIBLE TO INSURE THAT ALL OTHER PROJECT PLANS AND SPECIFICATIONS 123.94 mph(Vasil) HANGING FAN: 2200#, BAY 20-21, 38'+/— OFFSET FROM LINE G COMPLY WITH THE APPLICABLE REQUIREMENTS OF ANY GOVERNING BUILDING AUTHORITY. SUPPLYING SEALED MONORAIL, CRANES ENGINEERING DESIGN DATA AND DRAWINGS BY THE BUILDING MANUFACTURER DOES NOT IMPLY OR CONSTITUTE AN INTERNAL PRESSURE COEFF. 0.18/—D.18 6 TON,.LINE 23 32 OFFSET 12—0 FROM LINE G AGREEMENT THAT THE BUILDING MANUFACTURER OR ITS DESIGN ENGINEER IS ACTING AS THE ENGINEER OF RECORD OR DESIGN 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 6 TON, LINE 23-32, OFFSET 40'-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 2 1 D—TON BRIDGE CRANES: SEE SHEET 10 PURCHASE ORDER. DESIGNER OR THE METAL BUILDING ENGINEER.THE ENGINEER WHOSE SEAL APPEARS ON THE RISK CATEGORY Il — Normal RUNWAY LENGTH 75—0 m LINE 32 — 35- SPAN LINE G—D THE BUILDER / CONTRACTOR IS RESPONSIBLE FOR SETTING OF ANCHOR BOLTS AND ERECTION OF STEEL BUILDING METAL BUILDING PLANS IS A SPECIALTY COMPONENTS IN ACCORDANCE WITH THE METAL BUILDING MANUFACTURER'S "FOR CONSTRUCTION" DRAWINGS. TEMPORARY FUTURE MEZ7ANINE SUPPORT AT COLUMNS 19/D-31/D 100 KIPS SUPPORTS OR BRACING REQUIRED FOR THE BUILDING ERECTION WILL BE THE RESPONSIBILITY OF THE ERECTOR TO ENGINEER AND NOT THE PROJECT DESIGNER DETERMINE, FURNISH, AND INSTALL. OR THE PROJECT ENGINEER OF RECORD. THE SEISMIC PARAMETERS ENGINEER WHOSE SEAL APPEARS ON THE THE METAL BUILDING MANUFACTURER DOES NOT WARRANT STRUCTURAL INTEGRITY OF ANY COMPONENTS FIELD MODIFIED METAL BUILDING PLANS DOES NOT HAVE SEISMIC—FORCE RESISTING SYSTEM: STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE OR DESIGNED AND FABRICATED BY OTHERS. NEITHER DO WE ACCEPT DESIGN RESPONSIBILTY FOR THE EFFECTS FAMILIARITY WITH THE PHYSICAL JOBSITE ANALYSIS PROCEDURE : EQUIVALENT LATERAL FORCE PROCEDURE NON STANDARD COMPONENTS DESIGNED BY OTHERS MAY HAVE ON THE SYSTEM IN GENERAL. LOCATION AND THEREFORE CANNOT BE SITE CLASS ASSUMED D IDENTIFIED AS, SERVE AS OR QUALIFY AS (ASSUMED) AS TAKEN FROM THE FOURTEENTH EDITION OF THE AISC MANUAL PAGE 16.3-56 PARAGRAPH 7.14 — READS AS FOLLOWS THE PROJECT DESIGNER. SEISMIC IMPORTANCE: 1.00 "THE CORRECTION OF MINOR MISFITS BY MODERATE AMOUNTS OF REAMING, GRINDING, WELDING OR CUTTING, SEISMIC DESIGN CATEGORY: A 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 °SDS" — (SHORT PERIODS): 0.05 IF NDT (NON—DESTRUCTIVE WELD TESTING) IS REQUIRED, IT 1S NOT PROVIDED BY THE SELLER AND IS THE SOLE RESPONSIBILITY OF THE BUYER. FLORIDA P.E.# 53970 DESIGNED SPECTRAL ACCELERATION PARAMETER "SDI" -- (1 SEC PERIODS): 0.04 500 VULCAN PARKWAY MAPPED SPECTRAL RESPONSE ACCELERATION: "SS" — (SHORT PERIODS): 0.05 ADEL, GA 31620 MAPPED SPECTRAL RESPONSE ACCELERATION: "S1" — (1 SEC PERIOD): 0.03 l;i;rii111Yiltiiffi4f+f SEISMIC RESPONSE MODIFICATION COEFFICIENT: "R" — 3.00 SPECIAL NOTES: SEISMIC RESPONSE COEFFICIENT: "Cs" -- 0.017 BUILDING NOT STRUCTURALLY SOUND UNTIL ALL Y TOTAL LONGITUDINAL BASE SHEAR 5.13 WALL COVERING, ROOF SHEETS, AND PERMANENT TUBE ���!.•'��jC+N�' . TOTAL TRANSVERSE BASE SHEAR 10.76 BRACING IS INSTALLED. BUILDER CONTRACTOR IS SEALANT S ADDITION TO EXISTING BUILDING NOTE: RESPONSIBLE FOR SUPPORTS OR TEMPORARY BRACING DURING ERECTION, HE SHALL FURNISH, AND INSTALL THESE TEMPORARY SUPPORTS WHERE NECESSARY. Np• �� '�t w This building is an addition to an existing Kirby Building with the intention of fulfilling the Future Addition TEMPORARY SUPPORTS ARE NOT PROVIDED BY THE of o 125'-0" x 850'-0" Lean—To as referenced in the Kirby Building drawings. METAL BUILDING MANUFACTURER. GUTTER (TRIM VARIES) Of OUTSIDE BUYER SHALL BE RESPONSIBLE TO COORDINATE, s ti ASSURE AND DOVERIFY THAT THE STRUCTURE AND """" � p"s � •,,C,QR,,•'• � e NOTE: Ai 3.TRIM CONTAINED ON THIS PROJECT + �� � +• CLEARANCES PROVIDED BY BUILDING MANUFACTURER D 3•LAP AS SHOWN 1� ARE COMPATIBLE WITH THE DOOR PROVIDED BY OTHERS. ABOVE. (TRIM STYU VARIES) ,��a�' +fON ORIGINAL��9fd1 ll E�REQUIR SHEETING AND TRIM COLORS BELOW EAVE SOFFIT PANEL: ROOF PANEL: GAUGE PANEL TYPE COLOR GAUGE PANEL TYPE COLOR GA, 24 GA. DOUBLE LOK Gaivalume 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 O O R S 3070 IMPACT RATED/WIND RATED +/- 50 PSF FL22211 .5 850 SERIES MINI MAX SIZE: 8'-8" X 12' -O° NOA- 18-0118.02 3068 NON-IMPACT RATED/WIND RATED +/- 50 PSF FL22211 . 1 3400 SERIES ( MAX SIZE: 12 0" X 20'-0" NOA- 18-0123. 13 3070 IMPACT RATED/WIND RATED +/- 70 PSF FL22211 .7 6070 IMPACT RATED/WIND RATED +/- 50 PSF FL22211 .3 ROOFP A N E L S 4070 IMPACT RATED/ WIND RATED FL17900A 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 NOA- 18-0220. 11 8070 NON-IMPACT RATED/ WIND RATED FL18463, 1 SUPERLOK 24 GAGE NOA- 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 liRIDGE VENT WITH 6-3/4" THROAT FL72805.5 W A L L P A N E L S 9" THROAT IRIDGE VENT WITH 9" THROAT FL12805. 1 PER 124 GAGE NOA- 18-0312.08 L 0 U V E R S ECO-FICIENT NOA- 15- 1169 ,06 FIXED STEEL LOUVER WITH FIXED BLADES FL12256. 1 S K Y L I G H T S ADJUSTABLE STEEL LOUVER WITH ADJUSTABLE BLADES FL72256.2 PER 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'-0" FILL 2765.2 3100 SERIES MAX SIZE: 16'-0" X 20'-0" FL12765.3 THE PROJECT DESIGNER IS NOT THE METAL BUILDING MANUFACTURER, THE METAL BUILDING 3100 SERIES MAX SIZE: 20'-0" X 20'-O" FL12765.4 DESIGNER 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 SPECIALTY 750 SERIES MAX SIZE: 6' -0" X 12'-O" FL12765.6 ENGINEER AND NOT THE PROJECT DESIGNER 750 SERIES MAX SIZE: 8' -8" X 12'-0' OR THE PROJECT ENGINEER OF RECORD, THE 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 850 SERIES MINI IMAX SIZE: 8'-8" X 12'-0" FAMILIARITY WITH THE PHYSICAL JOBSITE FL72765.9 LOCATION AND THEREFORE CANNOT BE IDENTIFIED AS, SERVE AS OR QUALIFY AS THE PROJECT DESIGNER. R 0 0 F P A N E L S W A L L P A N E L S S O F F I T P A N E L S VANESSA L. BANKS P.E. FLORIDA P.E.# 83970 BATTENLOK FL11819. 1 AVP PANEL FILL 1917.3 ARTISAN L- 12 FIT 1919A 500 VULCAN PARKWAY DOUBLE-LOK FL11819.2 fW- 120 PANEL FL11917.4 SKYLIGHT S Nei 6Afdl i i°,,. LOKSEAM FL11819.3 PBR PANEL FL5335. 1 "� SP L' BqN SUPERLOK FL11819.4 REVERSE PER FL5335. 1 PER SKYLIGHT (FRP) FL13793 ` ULTRA-DEK FL11819.5 SHADOWRIB PANEL FL71917.6 W A L L L I T E S �Q� : \C' 7.2 PANEL FL1519. 1 PBR (FRP) FL13787. 1 ,c� PBR PANEL FL5346. 1 / Q g3g70 PBU PANEL FL11868.2 I/ '� i gTATE OF cc ',FSSIO (VN 3REI ORIGINAL SIGNATURE RE ANCHOR BOLTS NOTES ANCHOR BOLTS ANCHOR BOLT SUMMARY HEX NUT MANUFACTURER RECOMMENDS USE OF STRAIGHT ROD ANCHOR BOLTS W/FLAT WASHER SEE BUILDING PLANS WITH NUT AND WASHER ON BOTH ENDS AS OPPOSED TO J—BOLTS FOR PROJECTION Dia Proj OR ANCHOR BOLTS WITH HOOKS BECAUSE OF BETTER PERFORMANCE CONCRETE LINE Oty Locate (in) Type (in) RESULTS IN CONCRETE FOUNDATIONS. THE TYPE OF BOLT USED FOR 036 Jamb 5/8" F1554 3.00 THE PROJECT SHALL BE DETERMINED BY THE FOUNDATION ENGINEER 0 20 Endwall 3/4" F1554 3.00 WITH THE BOLT STRENGTH MEETING OR EXCEEDING THAT OF AN 072 Frame 3/4" F1554 3.00 •• TOTAL 2NAZO DETERMINED ASTM F1554 GRADE 36 (MIN.) BOLT. HE% NUT IT' FWNDAHON ENGINEER •• X 68 Frame 1 F1554 4.00 W/FLAT WASHER t ANCHOR BOLTS SHALL BE ASTM F1554 GRADE 36 MIN. OR GRADE 55 850'-OS7EEL LINE TO STEEL LINE 2 3 4 5 6 7 8 9 0 1 2 3 4 5 6 7 8 9 25'-0" 5'-0" 25'-0" 25'-0" 5'-0" '-0" 5-0" '-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-O" 25'-0" 5'_On 25'-0" 25'-0" 25'-0" -0" a !a 12'- " io 1 e 12'-0" G 2" ,I 2" N 2" " X-Bracin 2" 2" 2" • 2" 2" X-Dracin 2" , 2" 2" 2" 2" • 2" 2 • 2" 2" 2" X-Bracin BMAN ra 0 � N N � 0 rzN N � ra � N � N N �i: 49 � � sL H E E E E E E E E E E E E E E E E E F 1r-6" D 2'-6" H - "I D UaH nV SZN xX ttx xx xx % S ®®B = ,I +KEH 63H B OR (27134- 1 ) faA A ' 2192' VANESSA L. BANKS P.E. FLORIDA P.E.# 83970 M 500 VULCAN PARKWAY ADEL, GA 31620 (27134- 1 ) (27134-2) L RA"�) arr"'^rrrrarr r to EAB BsToo N v * NOT D s Plates (U.N.) KEY PLAN ; $ t41 epee 10 CONCRETE EDGE AND ANCHOR BOLT PROJECTED {V� SEE PLAN AT SLAB WITHOUT NOTCH OUT TO--OUT SLAB BEYOND� EEL SEE PLAN v FINISHED FLOOR �` P ' i OUT TO BUT STEEL JAMB DEPTH IN ,I,�TS o a WALL PANEL S P ` �k ? 012 x 1 I/4' SDS INSIDE IX.OSURE t-1/2' •fit OR�� •'• V` V/WASHER PROJECTION (6' MCI) BNSE AHL t/2' X� 2•xA•x16GA f[titSFEO � $StONA;;�" FLOOR SECTION 'A A. rrLrlr y�/. e� • 1-3/�' F.O,WIDTH 1-3/4' ORIGINAL SIGNATURE ,R DIV I At •A-At j REVISIONS DRAWING STATUS VULCAN STEEL STRUCTURES, INC RK DAVIS CONSTRUCTION CORP. STD. HASE TROT J V4' x ARM1' REV. DESCRIPTION; DATE DTLR DATE CHI<R APPD C ] FINAL ERECTION PROJECT MAVERICK BOATS ANCHOR BOLT PLAN (BiR) t ee336!Nat TIFFS) CX1 FOR CONSTRUCTION < BASE PN0.E WITH BASE TRIN w ID 27134-2 DESIGNS VLB DRAFTS vb CHECKi JDR CONCRETE n . C 7 FOR APPR[1VAL PROJECT DATE� 3/25/21 SHEET 1 OF 21 AND ANCHOR HDLi PROJECTION AND BASE ODSIIRES WITHOUT SHEETING NOTCH TYP OVERHEAD DOOR RECESS n TAi C I NDT CCINSTRUCTIDN ADDRESS FORT PIERCE, FL 34946 ANCHOR BOLTS NOTES ANCHOR BOLTS ANCHOR BOLT SUMMARY MANUFACTURER RECOMMENDS USE OF STRAIGHT ROD ANCHOR BOLTS W/FtATHWEX T NU SEE BUILDING PLANS WITH NUT AND WASHER ON BOTH ENDS AS OPPOSED TO J-BOLTS FOR PROJECTION Dia Proj OR ANCHOR BOLTS WITH HOOKS BECAUSE OF BETTER PERFORMANCE CONCRETE LINE Qty Locate (in) Type (in) RESULTS IN CONCRETE FOUNDATIONS. THE TYPE OF BOLT USED FOR F O 32 Jamb 5/8" F1554 3.00 THE PROJECT SHALL BE DETERMINED BY THE FOUNDATION ENGINEER G 0 20 Endwall 3/4" F1554 3.00 WITH THE BOLT STRENGTH MEETING OR EXCEEDING THAT OF AN 18 84 Frame 3/4" F1554 3.00 ASTM F1554 GRADE 36 MIN. BOLT. •• TOTAL LEN01H oENGIN ER X 68 Frame 1 • F1554 4.00 (MIN.) HE NUT BY FOUNOABON ENGINEER •• W/FLIT WASHER ANCHOR BOLTS SHALL BE ASTM F1554 GRADE 36 MIN. OR GRADE 55 t— 850'-05TEEL LINE TO STEEL LINE 5 6 9 0 1 3 4 5 6 7 8 9 0 i 3 4 (27134-3) 25'-0" 25'-0" 25'-0" 25'-0" 5'-0" '-0" 5' 0" 5'- 25'-0" 25'-0" 5'-0" 25'-0" 25'-0" 25'-0' P5'-0" 25'-0" 25'-0' 20'-0• STEEL LINE- `I HR2� STEEL LINE 2'-0" • 8' 1 '-4" Low Eave 2" 12" • 2" " 2" " 2" , 2• " 2" , 2' 2 2" " 2" 2• " 2" , 2• 2" 2G X-Bracin pBi�pBgT� glpX-Braci g� �Tg alp gT� p� �Tp gT� %-8racin �@ glg gTp VEID E EH N N BE10 oEID iEl@ a oEIID N N BE19 AE18 6EID N N ED 6EIB BET® N N iF16 GelOLo9 �• ,1 G H I H C E7 • 11-6, F .' H H Ed ==Z _g B �y pq fay 0" E A3 w [I o K K K K K K K K K K L L M M 4" XwISX " € i4 to r (27134- 2) " P9 B F�H _-lv •a �mBee3�i • 6" 1 _66, An 0 A - B A M VANESSA L. BANKS P.E. (27134- 1 ) P2/�7 334-2) 1�i FLORIDA P.E.# 83970 500 VULCAN PARKWAY a ADEL, GA 31620 v I,anafuo,aaa„ ANCHOR BOLT PLAN KEY PLAN x��' S ENSl y'f"S%, NOTE: All Bose Plates ® 100'-0' (U.N.) r /`y,�y ay. G i �` : \ CONCRETE EDGE AND ANCHOR BOLT PROJECTION SEE PLAN �' AT SLAB WITHOUT NOTCH >k = 1 - 3/4 " No. 8397 - ➢UT TO OUT CONCRETE SLAB BEYON `� SEE PLAN FINISHED FLOOR 1 1 i OUT TO OUT STEEL JAMB DEPTH = T R 0 ¢ WALL PANG—.- 1 1 112 x 1 yr SDS INSIDE allSURE L 1 s eo Sl E OF vrvarlER t-1-2r- , '',,9p '•F( 1�P.'' �`� PROJECTION (6. OC) 1 1/E• ///���BASE ANUE OR• . .• G� '° 'e`, / 2'x/'x16GA WISHED S (� • n� . I FI➢OR SECTTBN 'A-A' ',,'''%CSS�ONA4 �' J ^ ' ` • • 1-3/�' F.O,WIDTM I-3/4' ORIGINAL SIGNATURE REq"D RE OL / r " I 'A-A' w I ®-- REVISIONS DRAWING STATUS VULCAN STEEL STRUCTURES, WC RR DAVIS CONSTRUCTION CORP. • SI0. if BASE iRIH J •' • r ` • µALL-IN AWMR REV, DESCRIPTION, DATE DTLR DATE CHKR APP➢ C I FINAL ERECTION PROJECT MAVERICK HDATS ANCHOR BOLT PLAN a OUR) B Bs' D.c, GY OTHERS) CXI FOR CONSTRUCTION ID 27134- 1 DRAFTi vla I CHECKS JDR BASE AWLE WITH BASE IRIN L 1 FOR APPROVAL PROJECT FL 34946 DATES 3/25/21 1 SHEET 2 OF 21 CONCRETE EDGE AND ANCHOR BOLT PROJECTION AND BASE aOSURES WITHOUT SLEETING NITTCM TYP. OVERHEAD DDQRJjECEaLjLjAjL I NOT CONSTRUCTION FORT PIERCE,ADDRESS Dia= 3/4' Dia= 3/4' 8 Is F-� Dia= 5/8" Dia= 1 ° Diu= 3/4" 8 is {� SW 3 �--3 Is—I I-10 ps� c 1 '-0 1 4" .I _ I. F I 4 1 /4" 4� i 4 ., ,. 3— I — I o XIX —I - 2" = 4 1 /4"2,. 4.-I--12,. ]'4 ,. L- — sw — I— 2„ 2„ a' m v a SW j 3/4" 2' 2' SW w See Plan See Plan See Plan See Plan O DETAIL A DETAIL E DETAIL N DETAIL M DETAIL A3 Dia= 3/4" Dia= 3/4" 6„ Dia= 1 ' Dia = 3/4" 8.. --10ps —I ` 1 '-0 1 2" - - a ® I ® v ?O 0 4" - - 3^ 4" 4.. 3.. is ]8 is m `a a SW 2' 211 �' W w See Plan Se Pan See Plan See Plan DETAIL B DETAIL F DETAIL J DETAIL B3 Dia= 3/4" Dia= 3/4" Bit Dia= 1 " 10 1 —Olt 4P. o XIX 5 1 /8" m 4„ q„ ( X 2" W '' . I. 5 1 /B„ 2„ 8.. m v a SW LLJ 2" 2' '—4 See Plon See Plan DETAIL C DETAIL G DETAIL K Dia= 3/4" 81F Dia= 5/e'" Dia= 1 " 10 I �l j ® B., M ® I � is 0 ^ o X X (27134- 1 ) / /;27134-2) M - - q•' — — XIX 4,. / / z' z" D KEY PLAN SW 2 2 VANESSA L. BANKS P.E. '=q f ' N sit See PI Se an FLORIDA P.E.# 83970 DETAIL D DETAIL H DETAIL L 500 VULCAN PARKWAY ADEL, GA 31620 rrrrrrrurnurnrr.r gSA L . gq .`P�. ��GENS ' ' �s,, J � = " 83970 d sit sit STATE OF �cr; is =; is Is90 c( OR��Q ���klbi•'' ����SS/tJNA��� ORIGINAL SIGNATURE RED IRE9 REVISIONS DRAWING STATUS VULCAN STEEL STRUCTURES, INC RK DA MS CONSTRUCTION CORP, REV, DESCRIPTION; DATE DTLR . DATE CHKR MA APPD C ] FINAL ERECTION PROJECT VERICK BOATS ANCHOR BOLT DETAILS [X] FOR CONSTRUCTION ID 27134 DESIGPo VLH DRAFT. vb CHECK. JDR C ] FOR APPROVAL PROJECT DATE13/17/21 SHEET 3 OF 21 C ] NOT CONSTRUCTION FORT PIERCE, FL 34946 ADDRESS FRAME LINES: 1 FRAME LINES: 2 3 4 5 6 7 8 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 4 4 of 4 4 P 4 4 4).� COLUMN LINE IT IV LINE IV 'V IT H H H IT H H IV IV IV IV ►V IV ►V ENDWALL COLUMN : BASIC COLUMN REAcnONS (k ) RIGID FRAME: ANCHOR BOLTS & BASE PLATES RIGID FRAME: ANCHOR BOLTS & BASE PLATES ENDWALL COLUMN : ANCHOR BOLTS & BASE PLATES Wind Wind Foe Col Dead Press Suct E1PAT_LL1 - E1PAT_Ll_2- Et PAT_LL-3- EIPAT_LL4- E1PAT_11_5- Fmi Col Anc._Bolt Bose-Plate (in) Elev. Line Line Vert Horz Hors Harz Vert Horz Vert Horz Vert Harz Vert Horz Vert Frm Col Ane._Bolt Bose-Plate (in) �n )) Elev. Fro Col Anc._Bolt Base-Plate (in) Elev. Line Line Qly Dia Width Length Thick (in) 1 F -16.4 18.1 0.0 6.9 0.0 2.7 0.0 -0.3 0.0 0.1 0.0 3.2 Line Line Oty Dia Width Length Thick (in) Una Line Qty Did Width Length Thick (in) 1 E • -17.7 19.5 0.0 2.8 0.0 6.7 0.0 28 0.0 -0.3 0.0 2.9 - - - - - -•- - 1 F 4 0.750 8.000 12.50 0.500 0.0 1 C ` -20A 22.2 0.0 0. 1 0.0 -0. 0.0 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. 1 22.7 0.0 0. 1 0.0 0.0 0.0 2.0 0.0 0.0 0.0 3.0 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 I A 1 .0 -10.8 12.7 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 1 C 4 0.750 8.000 12.50 0.500 TO 1 B 4 0.750 B.ODD 12.50 0,500 0.0 Frm Col E1PAT-U._6- 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 Una F 0ne0 33 Horz Vert RIGID FRAME: ANCHOR BOLTS & BASE PLATES 35 A 4 0.750 8.000 12.25 0.500 0.0 1 E 0.0 2.9 35 B 4 0.750 8.000 12.50 0.500 0.0 1 C 0.0 2.8 RIGID FRAME: ANCHOR BOLTS & BASE PLATES Frm Col Anc._8alt Base_Plote (in) Elev. 35 C 4 0.750 8.00D 12.50 0,500 0.0 1 B 0.0 0.0 Una Line Q Dia Width Length Thick 1 A 0.0 3.0 b 9 (i^) 35 E 4 0.750 8.000 12.50 0.500 0.0 Frm Col Anc._Bolt Base-Plate (in Bev. 20• 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 Una Qty Dia Width Length Lk (in) 20• D 4 1 . 750 8.000 12.25 1 , 625 0.0 Frm Cal Dead Coeat ---Live--- Lefll Rights Left2 Right2 Wind-Press Wind_Sact - - - Una Une Vert Vert Harz Vert Vert Vert Vert Vert Horz Vert Harz Vert 2• G 4 0.750 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 MOO 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 APPLICATION 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 24 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 0.0 0.0 -16.3 0.0 18.0 0.0 RIGID FRAME: ANCHOR BOLTS & BASE PLATES MEAL BUILD IN MANUFACTURER.AN ECONSTRUCTION ARE NOT THE RESPONSIBILITY OF THE Wind Wind Frm Cot Longl Lnng2 (3 1 ANCHOR BOLTS SHALL BE ACCURATELY SET TO A TOLERANCE OF +/- 1/8' IN BOTH Une line Vert Vert RIGID FRAME: ANCHOR BOLTS & BASE PLATES Frm Col Anc._Boll Base_Plate ( Elev. ELEVATION AND LOCATION. 35 A -8.4 - 1 .9 Una Line Qty Did Width Length �n ick (in) 35 B -13.8 1 .9 4.) THE BUILDING REACTION DATA REPORTS THE LOADS WHICH THIS BUILDING PLACES Fro Col Anc._Bolt Rose-Plate Elev. 35 C -8.4 -1 (�^� 23• G 4 1..000 10.00 14.25 1..000 0.0 N THE FOUNDATION. THE FOUNDATION IS TO BE DESIGNED BY A LOADS IMPOSED ENGINEER 35 E 0.0 -1 .9 Une Una Qty Diu Width Length Lk (in) 23• D 4 1 .000 10.00 14.25 1 .000 0.0 TO SUPPORT THE OR BUILDING REACTIONS IN ADDITION TO OTHER LOADS IMPOSED BY THE 35 F 0.0 0.0 13 G 4 0.750 8.000 12.25 0.500 0.0 BUILDING USE OR OCCUPANCY WITH RESPECT TO JOB SITE CONDITIONS. *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.T VALUES GNEN 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 & BASE PLATES VALUES SINCE THEY ARE A FUNCTION OF CONCRETE STRENGTH AS WELL AS OTHER FACTORS. t Reactions k ) Panel-Shear (7.) WIND REACTIONS ARE BASED ON Vult. -Wall - Col -Wind - - eis i - (lb/ft) Frm Col Ana_Bolt Bose-Plate (in) Elev. Frm Col Anc._Bolt Base_Piate (in) Elev. Lee Une Une Harz Vert Hors Vert Wind See Note Line Une Qty Did Width Length Thick (in) Une Line Oty Din Width Length Thick (in) F 9W A 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 ) 14 D 4 1 .000 10.00 10.00 1 .000 0.0 32 0 4 1 .000 10.00 12.00 1 .000 0.0 R-EN 35 h) B_SW G 33,32 6.6 6.9 1 .7 1 .8 27,26 6.6 6.9 1 .7 1 .8 r'1 15,14 6.6 6.9 1 7 1 .8 RIGID FRAME: ANCHOR BOLTS & BASE PLATES RIGID FRAME: ANCHOR BOLTS & BASE PLATES 9,8 6.6 6.9 1 .7 1 .8 (27134- � � 27134-2) M 4,3 6.6 6.9 1 .7 1 .8 Frm Col Anc_Bolt Base-Plate (in) Fier. Frm Cot Anc._Bolt Base-Plate (in l Der. Une Une Oty Dia Width Length Thick (in) Une Line Qty Diu Width Length Thick (in) Rigid t ( Bracing loads applied to adjacent building v h rame at endwoll - Is* G 4 0350 8.000 12.25 0.625 0.0 33• G 4 0.750 8.000 12.50 0.625 0.0 15• D 4 1 .000 MOO 10.00 1 .000 0.0 33• D 4 1 .000 10.00 12.00 1 .000 0.0 KEY PLAN VANESSA L. BANKS P.E. 150 Frame lines: 15 16 17 18 33• Frame lines: 33 34 FLORIDA P.E.# 83970 DESIGN LOAD DEFINITIONS 50 A EL, CA 31620 RKWAY RIGID FRAME LOAD CASE DEFINITIONS RIGID FRAME: ANCHOR BOLTS & BASE PLATES r Wlnd_L1/Wind_R1 = Lateral wind toad from the left/right with a negative Internet pressure coefficient. Frm Cot Ane._Boll Base-Plate ( )) Elev. •"�"„AtL 't8grrrr Wlnd_L2/Wlnd_R2 = Lateral wind load from the left/rl ht with hive Internal Line Line Qty Did Width Length(in) (in) .`•� ' ,g a positive pressure coefficient. lS�j A . ' Wlnd Lnl = Longitudinal wind load with a negative Internal pressure coefficient. `, si 2Y n positive Internal 35 G 4 0.750 8.000 12.25 0.500 0.0 \ ENS � ,, Wind_Ln2 = Longitudinal, wind land with �` ` G � ',�' pressure coefficient. 35 D 4 1 .000 I0.00 12.50 1 .000 0.0 \ F ••. Selsmlc_L/Selsmic_R = Lateral Seismic load from left/right. LWIND#_L#E/ _WIND#_R#E = Longitudinal wind loads for edge zones, Na gigg70 . F#UNB_SL L/ F#UNB_SL_R = Unbalanced roof snow load with wind from the left/right. _ F#PAT_LL # = Pattern live toad for continuous beam systems. = 'Notes Bracing reactions are not already Included in combination with any other fond but must be added S-�A}'tr. OF to basic reactions as desired by the foundation deslgner.' Count = Collateral Load n Endwnll Lond Cnse DefinitionstOR (> ,vvv` Rafter Wlnd_L/ Rafter Wind = Lateral wind load from the left/right. ', r0�`SS►ONAL ��(((,, Brace Wlnd-L/ Brace Wlnd_R = Lateral wind load from the left/right with the bracing loads added. rrV � !/8/ Wind_P/Wlnd_S = Wind Pressure/Suction due to longitudinal wind. ,ORIGINAL SIGNATURE REQUIRED Wind_Ln# = Longitudinal wind load on the roof. REVISIONS DRAWING STATUS VULCAN STEEL STRUCTURES, INC RK DAMS CONSTRUCTION CORP, Seismic_L/Seismlc_R = Lateral Seismic load from left/right, REV. DESCRIPTIONS DATE DTLR DATE CHKR APPD E I FINAL ERECTION PROJECT MAVERICK BOATS ANCHOR BOLT DETAILS & REACTIONS E#UNB SL L/ E#UNB_SL_R = Unbalanced roof snow load with wind From the left/right. [XI FOR CONSTRUCTION ID 27134 DESIGNS VLB DRAFT. vb CHECKS JDR � E#PAT_LL # Pattern flue fond for continuous beam systems. C I FOR APPROVAL PROJECT FORT PIERCE, FL 34946 DATE. 3/17/21 SHEET 4 _LWIND#_L/LWIN➢#_R = Longitudinal wind loads for edge zones._ C 3 OTHER, EXPLAIN ADDRESS RIGID FRAME: BASIC COLUMN REACTIONS (k ) Frame Column -----Dead-­-Collateral- -----Live------Wind_Leftl - -Wind_Rightl - --Wind_Left2- RIGID FRAME: BASIC COLUMN REACTIONS (k ) Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 1 G DO 1 .0 0.0 0.8 0.0 1 .7 -4.2 -9.0 5.7 -6.0 -7.5 -6.0 Frame Column -----Dead-----Collateral- -----Uve--------Floor---- --Wind_Lefl1 - -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 Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 1 F 0.0 2,4 010 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 22 0.0 010 -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 .9 010 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 OA -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 -17A Frame Column -Wmd_Ri ht2- --Wind_Longl - --Mnd_Long2- -Seismic Left Seismic-Right F1PAT_LL-1 - Frame Column --Wind_Left2- -Wind_Right2- --Wind-Longl - --Wind_Long2- -Seismic-Left Seismic-Right Une Une Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Honz Vert Line Line Horiz rt Honz 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 -2.9 6.1 - 10. 1 6.2 -6.0 0.0 0.0 0.0 0.0 0.0 1 .6 20' A -3.5 -15.2 6. 1 -5.1 30.9 -23.2 24.8 - 14.3 -0.6 0.0 0.6 0.0 1 A 5.2 -2.1 16.1 -7.5 121 -4.0 -0.4 0,0 0.4 0.0 010 0.0 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 I F 0.0 -6.7 0,0 -24.0 0.0 -13.6 0.0 0.0 0.0 0.0 D.0 4.6 1 E 0.0 -6.2 0.0 -22.0 0.0 - 12.5 0.0 0.0 010 0.0 0.0 119 Frame Column F7PAT_LL_l - "PAT-LL_2- 1 C 0.0 -6.0 0.0 -21 .6 0.0 - 12.3 O.0 0.0 0.0 0.0 0.0 -0.2 Une Line Horiz Vert Horiz Vert 1 8 0.0 -7.0 0.0 -25.1 0.0 -14.3 O.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 FIPAT_LLrt Fi PAT_LL_3- F1PAT_LLrt Horiz LLrt Horiz LL_ rt 20' D 0.0 10.4 0.0 13.4 Line Line Horiz Vert Horiz Vart 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 France Column Horriz eert H -Collateral- Horiz Vart H0r2 Floorrt Ho Wind_lert -Wind_Righil - 1 A 0.0 1 .9 0.0 -0. 1 0.0 1 . 1 0.0 1 .8 0.0 2.2 Line Une Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Honx Vert 1 F 0.0 1 .5 0.0 -0.2 0.0 0.-0 0.0 2.0 0.0 2.2 23• G -0. 2.1 -0. 3.3.3 -1 6.5 -2. -0. 11 .6 -24.7 21 . -14.5 1 E 0.0 1..9 0,0 1 .5 0.0 -0.2 0.0 1 .9 0.0 1 .9 234 A 0.0 2,1 0.0 11 . 0.0 23. 2.0 10.2 0.0 -93.7 0.0 -58.2 1 C 0.0 -0 0.0 1..5 0.0 1 .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 1 B 0.0 -0.2 0.0 1 .9 0.0 4.7 0.0 2.2 0.0 2.2 Frame Column -----Oead-----Collateral- -----Live------Wind_Lefti - -Wind_Rightl - --Wind_ Line Line Horiz Vert Horiz Veit Horiz Left2- Frame Column --Wind-Left2- -Wind_Righl2- --Wind - --Wind_Long2- -Seismic-Left Seismic_Right Vert Honz Vert Horiz Vert Horiz Vert Une Gina Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 23• G - 11 .2 -14.6 0.7 -6.5 4.9 -30.4 6.5 -20.0 0.0 010 0.0 0.0 2• G -0. 2.0 -1 5.4 -1 6.4 13.2 -24.4 21 . -14.6 -2.2 -15.1 23• A -3.5 -15.2 6. 1 -5. 1 30.9 -23.2 24.8 -14.3 -0.6 0.0 0.6 010 2• A 0.0 8.4 - 0 18. 0.0 23. 0.0 -92.9 0.0 -57.8 0.0 - 15.1 23' 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 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 -Wind_Right2- --Wmd_Long1 - --Wind_Long2- -Seismic Left Seismic_Right F2PAT_LLt - Frame Column -F8CRANEAI - -F8CRANEA2- Fe PAT-LL_1 - F8PAT_LL-2- -F8CRANEA3- -F8CRANFA4- Une Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Une Une Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Honz Vert 2' G 0.4 -6.7 4.0 -31 .0 6. 1 -20.3 0.0 0.0 0.0 0.0 2.5 9.4 23' G 4.0 17.7 410 16.6 2.2 9.6 -1 .1 -2.4 2.0 12.5 1 .9 CIS 2' A 6.4 -5.1 31 .9 -23.3 25.2 -14.4 -0.6 0.0 0.6 0.0 -2.5 -1 .6 23' A -6.9 -2.4 -1 .2 -1 .9 -2,2 - 1 .2 1 .0 7.7 -3,4 -0.7 -0.4 -1 .3 2' D 0,0 -20.0 0.0 -91 .6 0.0 -57.5 0,0 0.0 0.0 0.0 0.0 10.9 23' D 0.0 13.0 0.0 13.7 0.0 10.4 0.0 13.4 010 2.4 0.0 10.9 Frame Column F2PAT_LL2- Frame Column -----Dead-----Collateral- -----live------Wind_Leftl - -Wnd_Ri li --Wind_Left2- Line Line Horiz Vert Line Line Horiz Vert Horiz Vert Horiz Vert Honz Vert Horiz 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 -14.6 -21 -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------Wfnd_Lefl1 - -Wind-Ri hti - --Wind_Left2- frame Column -Wind_Right2- --Wnd-Longl - --Wind_Long2- -Seismic Left Horiz Vert Horiz Vert Seismic-Right -F9CRNAM_l - 9 Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Une Line Horiz Vert Horiz Vert Horiz Vert Horiz V32 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. 2.8 -0. 3.3.4 -1 6.4 12.4 -24.5 21 . - 14.5 -2.8 -15. 1 32 A 6.3 -5. 1 31 .8 -23.3 25. 1 -14,3 -1 .0 0.0 1 .0 010 -5.5 -0.5 13 A 0.0 8.6 0.0 12. - 0 � 23. 0.0 -93.5 0.0 -58.5 0.0 -55. 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 -55.7 Frame Column -F9CRNAM_2- -F9CRNAM_3- -F9CRNAM_4- -F9CRANEI5- -FSCRANEA6- -F9CRANEA7- Frame Column -Wintl_RiVert Horiz _Vert Horiz _Vert H062-Seismic-Left Heismic_Ri Vert Horiz NVert Une Une Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Une Line 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 . -23.5 25. -14.3 -0. 0.0 0.6 0,0 -5. -1 . 32 A -0.2 -0.1 -2.2 -0.2 3. 1 0.3 -8.2 -2.3 -2.5 -4 .8 -4.0 -0.7 13 A 0.0 -20. 0.0 -92.3 0.0 -57.9 0.0 0.0 0.0 0.0 -5.1 8.4 32 0 0.2 7.6 -2. 1 24.7 -0.8 24.6 0.0 12.1 0.0 12.8 0.0 2.0 13 D 0.0 -20.2 0.0 -92.3 0.0 -57.9 0.0 0.0 0.0 0.0 0.0 8.4 Frame Column -F3CRANEA2- F3PAT_LL_t - F3PAT_LL_2- -F3CRANEA3- -F3CRANEA4- Fromm Column -F9CRANEA8- F9PAT_LL1 - F9PAT_LL-2- Une Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Une Une Horiz Vert Horiz Vert Horiz Vert 32 G 2.7 5.6 2.9 10.0 -1 .4 -2.6 13 G -1 . I1 .. -2. -1 . 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 9.0 0.0 10.7 1 .1 13. 0.0 -0.6 0.0 7. 1 32 D 0.0 10. 1 010 9.9 0.0 13.6 13 0 0.0 9.0 0.0 10.7 0.0 13.0 0.0 1 .6 0.0 7. 1 Frame Column -----Dead-----Collateral- -----Live------Wind_Lefl1 - -Wind_RI htl - --Wind_Left2- Frame Column -----Dead-----Collateral- -----Live------Wind_Leftl - -Wind_Rightl - --Wind_Left2- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 33' Gne D.fHonz 3A Vert 0 B oriz 3.8 Vert 18 Horiz 7.6 Vast -1Hafi -2rz Va 3.J Horiz - 19 9 -1Horz -1Ve9 14 G -01 3.2 -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 6.4 14.5 -24.5 22.0 -14.5 -1 .0 -15.1 14 A 0.0 2.5 0.0 11 . 0.0 22, 0.0 -90.2 0.0 -55.8 0.0 -53.8 330 D 0.0 8.4 0.0 11 .8 0.0 23.5 0.0 -92.4 0.0 -57.9 0.0 -54.5 14 D 0.0 8.5 0.0 77 .5 0.0 22.9 0.0 -90.2 0.0 -55.8 0.0 -53.8 Frame Column -Wind_Ri ht2- --Wind 1 - --Wind 2- -Seismic Left Seismic-Right ht -F4CRANEAI - Frame Column -Wind_Right2- --Wind_Longl - --Wind_lang2- -Seismic-Left Seismic-Right F1oCRNAM_I - Line Line Horiz Vert Horiz Veit Horiz Vert Horiz Vert Horiz Vegrt Horiz Vert Une 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 6.5 -5.1 32. -31 .1 25. -14.2 -0. DO 0.9 0.0 -5. 25.1 14 A 6.4 -5.5 32,3 -24.8 25.6 -15.4 -0.6 0.0 0.6 0.0 -5.0 -2.0 33' A 0.0 -20. 0.0 -91 . 1 0.0 -57.8 0.0 0.0 0.0 0.0 - 1 . 1 7.6 14 D 0.0 -19.4 0.0 -88.5 0.0 -55.5 0.0 0.0 0.0 0.0 0.0 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 F10CRNAM_2- F10CRNAM_3- F10CRNAM_4- F10PATLL_i - F10PATLL_2- Frame Column Horiz NVert F4PAT_LL_ rt HorizF4PA LLrt Honz NVert Honz NVert Horz NVert Une Une Honz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Line Une Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 330 G 3.8 24.7 0.6 7.6 1 .4 7.2 3.2 9.9 -1 .4 -2.3 14 G 3.1 11 .6 23 -1 . 0.7 8.4 -2 -0. -0 -1 . -0.9 -0.2 330 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 11 . 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 7 .7 0.0 7.3 0.0 11 . 1 Frame Column -F4CRANEA6- -F4CRANEA7- -F4CRANEAS- Frame Column -----Dead-----Collateral- -----Live------Wind_Lefl1 - -Wind_Rightl - --Wind_Left2- Line Line Horiz Vert Horiz Vert Horiz Vert Une Une 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 OA 2.0 0.8 3.9 -8. 1 -20.6 2.5 -13,5 -9.8 -13.9 14 A -0.4 3A -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 -18A -8.5 -22.8 14 D 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- -----Live------Wmd_Leftl - -Wnd_Ri htl - --Wind - Frame Column -Wmd_Right2- --Wind_Longt - --Wind_Long2- -Seismic-Left Seismic-Right F11CRNAM_I - 9 Une Una Horiz Vert Horiz Vert Horiz Vert Honz Vert Horiz Vert Hartz Vert Line Une Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Honz Vert 35 G 018 -6,6 0.9 -23.0 2,9 -13.5 0.0 0.0 0.0 0.0 2.7 23,6 VANESSA L. BANKS P.E. 154 G 0.4 2.9 0.6 316 1 .1 7.2 -73 -27.5 4.1 - 1915 - 11 ,2 -14.6 35 A 16.0 - 13.5 21 .4 -26.1 15.3 -15.7 -0.8 -0. 1 0.8 0.1 -5.3 -0.5 FLORIDA P.E.# 83970 150 A -0A 2.1 -0.6 3.3 - 1 . 1 6.5 11 .6 -24.7 21 .2 - 14.6 -3.5 -15.2 35 D 0.0 -19.1 0.0 -69.5 0.0 -39.5 0,0 0.0 0.0 0.0 -1 .0 6.4 15• D 0.0 8.8 0.0 11 .9 0.0 23.8 0.0 -93.7 0.0 -58.2 0.0 -55.7 $00 VULCAN PARKWAY Frame Column -Wmd_Right2- --Wind_Longl - --Wnd_Long2- -Seismic-Left Seismic-Right -F5CRANEAl - Frame Column FIICRNAM_2- Ft 1CRNAM_3- FI 1 CRNAM_4- FI IPATUL-1 - FEllIPATLL_2- ADEL, GA 31620 Line Line Harix Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Une Une Horiz Vert Horiz Vert 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 •,+tt HttttHerir „ 15+ G 6.1 -5.5 30. -30.4 24. -20,0 00. 0.0 0.6 0,0 -7. -2. 35 A -0.1 -0. 1 -2.0 -0.2 3.2 0.3 -1 .4 -0.9 0.6 4.3 ^ ^ 15+ A 0.1 -20. 0.0 -92.2 0.0 - 14.9 O.D 0.0 0.0 0.0 0.0 11 .9 35 D 0.3 6.3 -2.0 23.3 -0.7 23.2 0.0 5.8 0.0 6.7 �SA � • $q + 15+ 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 rre 2' Frame lines: 2 3 4 5 6 7 8 9 10 11 12 ` Frame Column -F5CRANEA2- FSPAT_LLt - FSPAT_LL2- -FSCRANEA3- -F5CRANFA4- -F5CRANEA5- 15• Frame lines: 15 16 17 18 \ .••� 14 , Une 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 .0 -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 .`��`P\:• �� ENSF • •�� ''�' 15' A - 1 .8 -2.0 -2.2 -1 .2 1 .0 7.7 -2.3 -0.5 -0.5 -0.9 -0.9 -0.8 33• From lines: 33 J4 154 D 0.0 12,7 0.0 10.4 0.0 13.4 0.0 1 .6 0.0 6.7 0.0 4.3 Frame Column -----Dead-----Collateral- -----Live--------Floor---- --Wind_LeRt - -Wind_Rightl - O. a39 Line Line Horiz Vert Hertz Vert Hertz Vert Horiz Vert Horiz Vert Horiz Veit 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 0.0 9.1 0.0 11 . - 0 23. 2.0 1 0,2 0.0 -93.7 0.0 -14.6 I STATE OF • Q 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 Frame Column --Wind_Left2- -Wiad_Right2- --Wind_Longl - --Wind-Long2- -Seismic-Left Seismic-Right (27134- 1 ) (27134 - 2) M : .o ••, t�. 44k,Line Une Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert '- % ••. �` i 19 G - 11 ,2 -14.6 0.7 -6.5 4.9 -30.4 ss -zo.o o.o o.o o.o o.o V ';� p • 140R1P•• '��r�,.`' 19 A -3.5 -15.2 6.1 -5. 1 30.9 -23.2 24.8 -14.3 -0,6 0.0 0.6 0,0 4 ` 1s D o.o -ss.7 0.0 -20.2 0.0 -92.3 0.0 -s7s o.o o.o 0.0 o.o KEY PLAN '�'FSS�ONA� ti� Frame Column -F5CRANEAI - -F5CRANEA2- FSPAT_LL-1 - F5PAT_LL-2- -F5CRANEA3- -F5CRANEA4- ,''Nr^rfxlttzttrtl•••� I ^ Line Line Horiz Vert Honz Vert Horiz Vert Honz Vert Horiz Vert Horiz Vert 0. 19 G 4.7 18.9 4.7 17.7 2.2 9.6 -1 . 1 -24 1 .3 85 1 .5 3.8 � 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 RUIR 19 D 0.0 11 .9 0.0 12,7 0.0 10.4 010 13.4 0.0 1 .6 0.0 6.7 REVISIONS ➢RAWING STATUS VULCAN STEEL STRUCTURES, INC RK DAMS CONSTRUCTION CORP. Frame Column Horiz NVert REV, DESCRIPTIDNt DATE DTLR DATE CHKR APPD C ] FINAL ERECTION PROJECT MAVERICK BOATS ANCHOR BOLT DETAILS & REACTIONS Une Line Horiz Vert 19 G 1 .8 610 CXl FOR CONSTRUCTION ID 19 A 19 D 27134 -0.9 -0.8 OESIGN� VLB DRAFL v6 CHECKS JDR C 1 FOR APPROVAL PROJECTFORT PIERCE, FL 34946 DATEr3/17/21 SHEET 5 C 7 OTHER, EXPLAIN ADDRESS SPLICE BOLT TABLE CAP PLATE BOLTS YP, FLANGE BRACE CONNECTION TO FUR LIN / GIR MEMBER WebEDe th Web Plate Outside Flange Inside Flange ' Mark Top Dot Int T pe Dia Length Mark Qty Tye Die Length 2•-B• OFFSET rt 1/2•x1 1/4 Mark 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 RF1 - 106 4 A325 0 . 750 2 . 50 (TYP, U.N.) A307 BOLTS RF1 - 100 11 . 5 13 . 5 0. 135 64. 2 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 0 A325 0 . 875 3 , 50 ° 0 21 .0/21 .0 0. 250 27 . 2 SP - 3 4 4 2 A325 0 , 750 2 . 50 w RFt - 101 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 I ° _ ° I 0 23. 0/23.0 0 , 188 69 . 2 FLANGE BRACE TABLE PURLIN/ RFt - 102 23. 0/23 .0 0. 188 238 .0 8 x 3/8 " x 334. 5 8 x 3/8 " x 334. 5 GIRT 0 23. 0/23 . 0 0 . 188 96 . 5 FRAME LINE 19 1/2•x1 I/4• RF1 - 103 23. 1 33 .0 0 , 188 88 . 4 8 x 1 /2 " x 243 . 0 8 x 1 /2 " x 70 . 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 RF1 - 104 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 O0NNLLYY SEE FRAME CROSS 28 . ] 31 . 0 0 . 135 96 . 9 F640A 3 ' - 4" 2 ' - 8 " IF 0<2)0 IS NOTED IN HE / FB41 . 5A 3 ' - 5 1 /2 " 2 ' -8 " FLANGE BRACE TABLE. R.F. COLUMN/RAFTER RF1 - 105 31 . 0/ 19 . 2 0. 135 227 .2 6 x 5/ 16 " x 251 . 2 6 x 5/ 16 " x 250 .0 1 9 .2 1 8 .0 0 , 135 24. 0 FB43 .5A 3 ' - 7 1 /2 2 ' -8 " FOR LOCATIONS.SEE FRAME CROSS SECTION 6 BOLTS TOTAL RF1 - 106 W14X68 F848 . 5B 4' - 0 1 /2' 2 ' -8 " ADDITIONAL HOLES ARE PRESENT F844A 3' - 8 ' 2' -8 " FOR ALIGNMENT PURPOSES ONLY FB46A 3 ' - 10 " 2 ' - 8 " F847 . 5A 3 ' - 11 1 /2 " 2 '-8" 31 •_9" FB48A 4' -0 " 2 ' - 8 " FB45A 3 ' -9 " 2 ' -8 " p pp 3' - 3 pp -Wi 4•-4" 3 -6. otp Gaivnium 13 ® 4'-0" � 24 Go. DOUBLE LOK. 6 Siim 6 -� - 3 -12 RF1 -105 w 3 _ _ 3 - - - It t -104 a 3 F1 _ 103 rn07 m RFt -102 RF1 -101in a •i N a 12'-0" 12'-0" 12'-0'• BRACKET LOCATIONS D SEE DETAIL - THIS SHEET 6-TON MONORAIL RUNWAYS (BY OTHERS) u aw el � s i j n I MU elm m .I � noD ' a � o o � o .m VANESSA L. BANKS P.E. FLORIDA P.E.# 83970 500 VULCAN PARKWAY ADEL, GA 31620 8'• 1 '-9 11 16'• 60' �� ,� CLEARANCE EARAN .,"` ,� r CLEARANCE ,r w L . 8q s D 62 � �.��GENS sto 125•-O" OUT-TO-OUT OF STEEL ,. G MAIN FRAME ELEVATION : FRAME LINE 19 A No * 9 c STATE OF rc : (4) 3/4" x 2 1 /2" A325T A Q. I44; GENERAL D ERAT NOTES : FIELD WED: (BOLT BRACKET TO FRAM \� KFIELD ANGLE BRACES (A) lt is IMPORTANT that for members O RAF ERexceeding 30 ft. in length that a 3/4° x 2 t/2• A325T WELD ORIGINAL SIGNATURE REQP7IRspreader bar be used when lifting . REVISIONS ARAwING STATUS VULCAN STEELSTRUCTURES, INC RK DAVIS CONSTRUCTION CORP. FlElO DRILL AS REO'DNORAIL flan e braces and wind bracin WAYS (BY OTHERS) REV. DESCRIPTION: DATE DTLR DATE CHKR APPD C I FINAL ERECTION PROJECT MAVERICK BOATS MAIN FRAME ELEVATION ( B)ALL 9 g CXI FOR CONSTRUCTION ID 27134-2 DESIGW VLB DRAFTi XXX CHECKi VB must be installed prior t0 exterior BRACKET' DETAIL (TYPICAL) C I FOR APPROVAL PROJECT FORT PIERCE, FL 34946 DATES 3/31/21 SHEET 6 finishes being applied . I I 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 Tye Dia Length Mark Qty Type Dia Length 21-8. OFFSET L 1/2•xl 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 RF2- 106 4 A325 0 . 750 2. 50 TYP. U.N.) A307 BOLTS RF2- 100 11 . 5 13 .5 0. 135 64 . 4 6 x 5/ 16 x 327 . 8 6 x 3 8 x 302 .5 CTYP. 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 21 . 0/21 .0 0, 188 27 . 2 SP-3 4 4 2 A325 0. 750 2 . 50 RF2 - 101 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 gal � 0 _ 0 f _ 23 .0/23 .0 0 , 188 69 . 6 RF2 - 102 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 �0 / / /23.0/23 . 0 0 . 188 96 . 6 FRAME LINE 20 21 22 v2•x1 1/4N� A307 BOLTS RF2- 103 23. 1 /33 . 0 0 . 188 88 .5 8 x 1 /2 " x 243. 0 8 x 1 /2 " x 170 . 0 54.33. 0/23 . 0 0 . 188 154. 5 8 x 1 /2" x 154.8 `71D SIDES MARK LENGTH OFFSET FLANGE FLANGE BRACE RF2 - 104 23. 0/28 . 7 0, 135 238.0 6 x 5/ 16 " x 334. 9 6 x 5/ 16 " x 335.0 REQUIRE➢ �NL.� SEE FRAME CROSS f841A 3 ' -5 " 2 ' - 8 " S NOTED INN TF� 28 . 7/31 .0 0. 135 96.9 FB43 . 5A 3 ' - 7 1 /2 " 2 ' - 8 " RACE TABLE. R.F. COLUMN/RAFTER RF2 - 105 31 .0/ 19 . 2 0. 135 227 . 2 6 x 5/ 16 " x 251 . 2 6 x 5/ 16 " x 250.0 FB48 . 5B 4' - 0 1 /2 " 2 ' - 8 " E CROSS SECTION 6 BOLTS TOTAL 19 . 2/ 18 . 0 0. 135 24.0 TIONS. ADDITIONAL HOLES ARE PRESENT FB44A 3 ' - 8 " 2 ' -8 " RF2- 106 W14X68 F846A 3' - 10" 2 ' -8 " FOR ALIGNMENT PURPOSES ONLY F647 . 5A 3 ' - 11 1 /2" 2 ' - 8 " FB48A 4' -0" 2 ' - 8 " FB45A 3 ' - 9 " 2 ' - 8 " FB41 . 5A 3 ' - 5 1 /2 " 2 ' - 8 " pp 7 3'- 3 p ..11•' 4• 4.1 3•_g^ 114^ 3/4 31 24 Ga. DOUBLE LOK, Galvalum 7 13 ® 4'-0^ 4 4 _4.. 4. _0.. 4•_4" StTuC Ir RF2-105 2 _ R1 2-104 2 F2_ 103 N RF2-102 ri RF2- 101 a N I 'I M I fa D o � z I _ I6 no I � U jl VANESSA L. BANKS P.E. FLORIDA P.E.# 83970 500 VULCAN PARKWAY ADEL, GA 31620 8" 1 •-9 it 16•' 62 1.6 CLEARANCE CLEARANCE E � s 62.-6,. 627-6" s•''� SP L • Bq 125-o^ ovr-TO--OUT OF STEEL c DENS• •' �5 ��? �Q :' � c A N0. 8397 �k z MAIN FRAME ELEVATION : FRAME LINE 20 21 22 = GENERAL NOTES . SF TE �F 's ,o •. fie.,: OR. . . " NOTICE TO ERECTOR (A) lt is IMPORTANT that for members exceeding 30 ft. in length that a ORIGINAL SIGNATURE RE IR 1 spreader bar be used when lifting. REVISIONS ➢RAWING STATUS VULCAN STEEL STRUCTURES, INC RK DAVIS CONSTRUCTIBN CURP, flange REV. DESCRIPTION, DATE DTLR DATE CHKR APPD I I FINAL ERECTION PROJECT MAVERICK BOATS MAIN FRAME ELEVATION (B)ALL 9 braces and wind bracing CXI FOR CONSTRUCTION ID 27134-2 DESIGNi VLB DRAFTi XXX CHECK] VB must be installed prior t0 exterior C I FOR APPROVAL PROJECT ➢ATE3/31/21 SHEET 7 finishes being applied . 1 1 OTHER, EXPLAIN gDDRESS FORT PIERCE, FL 34946 SPLICE BOLT TABLE CAP PLATE BOLTS MEMBER TABLE YP, FLANGE BRACE CONNECTION TD PURLIN / GIR Qty Mark Web De th Web Plate Outside Flange Inside Flange Mark Top Bot Int Tye Dia Length Mark Qty Type Diu Length 2'-e' OFFSET E 1/2"xl 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 RF3 - 106 4 A325 0 , 750 2 , 50 (TYP, UN,) A307 BOLTS RF3 - 100 11 . 5 13 . 5 0 , 135 64. 6 x 5/ 16 x 327 . 8 6 x 5/ 16 x 302 . 4 (TYP. U.N.) 13 . 5/21 .0 0 . 135 238. 0 6 x 1 /4 " 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 . 625 2 , 25 RF3 - 101 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 al\ o a i / / / - - 23 . 0/23 . 0 0. 188 69 . 6 RF3- 102 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 23 24 25 26 27 28 2 30 31 \ 132•xl V4 \� A3o7 BOLTS RF3 - 103 23 . 1 /33.0 0 . 188 88 . 5 8 x 1 /2 " x 243 . 0 8 x 1 /2 " x 70.0 33 . 0/23. 0 0 , 188 154. 5 8 x 1 /2 IF x 154. 8 VID SIDES MARK LENGTH OFFSET A SECOND FLANGE FLANGE BRACE RF3 - 104 23 . 0/28 . 7 0 , 135 238. 0 6 x 5/ 16 " x 334. 9 6 x 5/ 16 " x 335. 0 BRACE IS REQUIRE➢ �NL.� FB40A 3' - 4" 2 ' - 8 " SEE FRAME CROSS IF '(2>• IS NOT IN 28. 7/31 . 0 0. 135 96 . 9 FB4L. 5A 3' - 5 1 /2 " 2 ' -8 " FLANGE BRACE TABLE. R.F. COLUMN/RAFTER RF3- 105 31 . 0/ 19 . 2 0. 135 227 . 2 6 x 5/ 16 " x 251 . 2 6 x 5/ 16 " x 250. 0 FB43. 5A 3 ' - 7 1 /2 " 2 ' - 8 " SEE FRAME CROSS SECTION 6 BOLTS TOTAL 1912/ 18 .0 0 . 135 24. 0 FB48. 5B 4' - 0 1 2 ' IT 2 ' - 8 " FOR LOCATIONS, RF3 - 106 W14X68 FB44A 3' -8 " 2 ' - 8" FORALIGNMENT PURPOSES ONLYOLES FB46A 3' - 10 " 2 ' -8" FB47 . SA 3 - 11 1 /2 " 2 -8 31 ,-9„ FB48A 4' -0" 2 ' - 8 " FB45A 3 ' -9 " 2' - 8 " pip pp 3" I� 3'- 3 p 4 -4" 3 -8. I� 24 Ga. DOUBLE LOK, Galvaium 13 ® 4'-0" 4 . .-4" 4p_0" 4'_4 4 9 _ > Stt i " 4 ® 3'-6" 7 © ip Q _ - y _ 3 _ 3 _ RF3-104 a F3- 103 I N RF3-102 a RF3-101 a `� ut al 12'-0" 28'-0" BRACKET LOCATIONS D SEE DETAIL - SHEET 6 6-TON MONORAIL RUNWAYS (BY OTHERS) s c � IF I el U D o VANESSA L. BANKS P.E. FLORIDA P.E.# 83970 500 VULCAN PARKWAY ADEL, GA 31620 8" 1 '-9 5 8" 60'-0 3 lop, 62'-6" CLEARANCE °"r" Nrrrrrrrrrrrrrrrry CLEARANCE SP L Sq 1 ' 099 * ipoop 125'-0" OUT-TO-our OF STEEL MAIN FRAME ELEVATION : FRAME LINE 23 24 25 26 27 28 29 30 31 STATE OF •' c� = GENERAL NOTES : = Oy •.�� oR�p? ��`` * NOTICE TO ERECTOR * '.�.cF160 %,,S li IMPORTANT that for members r exc51GNAT `REEQ IRE9 exceeding 30 ft, in length that a ORIGINAL URE spreader bar be used when lifting . REVISIONS DRAWING STATUS VULCAN STEEL STRUCTURES, INC RK DAVIS CONSTRUCTION CORR REV, DESCRIPTIONS DATE DTLR DATE CHKR APP➢ C I FINAL ERECTION PROJECT MAVERICK BOATS MAIN FRAME ELEVATION (B)ALL flange braces and wind bra Cinq CX7 FOR CONSTRUCTION ID 27134-2 DESIGNip ➢RAFT. X%X CHECK. VB must be installed prior to exterior C 7 FOR APPROVAL pROJECT DATES 3/31/21 SHEET H finishes being applied . C 7 OTHER, EXPLAIN FORT PIERCE, FL 34946 A➢➢RESS SPLICE BOLT TABLE CAP PLATE BOLTS MEMBER TABLE UP. FLANGE BRACE CONNECTION TO PURLIN / GIR Qty Mark Web Death Web Plate Outside Flange Inside Flange ' Mark Top Bot Int T e Dia Length Mark Qt Type Dia Length 2'-e' DFFSET rL 1/2•xt 1/4 Start End Thick Len th W x Thk x Length W x Thk x Length SP - 1 4 4 0 A325 0, 750 2 ,50 RF4- 106 4 A325 0 . 750 2 . 50 (TYP, U.N.) A307 U.N.) RF4- 100 115 13 . 5 0, 188 238 . 8 x 1 / 2 x 327 . 6 8 x 1 / 2 x 302 . 3 (TYP. U.N.) 13 . 5/21 .0 0. 188 238 . 0 8 x 3/8" x 29 . 6 SP -2 4 4 0 A325 0 . 875 3 . 50 I ° 21 . 0/21 . 0 0. 250 27 . 2 ` SP-3 4 4 2 A325 0 , 750 2 . 50 RF4- 101 23. 0/23 . 0 0. 188 238 . 0 8 x 3/8 " x 305 . 2 8 x 3/8" x 307 . 1 SP- 4 4 0 0 A325 0 . 625 2 , 25 � i ° _ 0 IVas 23. 0/23 . 0 0. 188 69 . 1 RF4- 102 23 . 0 23 . 0 0, 188 238 . 0 8 x 3/8 " x 334 . 6 8 x 3 8" x 334. E FLANGE BRACE TABLE PURLIN/ / / / GIRT 23 . 0/23 . 0 0. 188 96 . 6 FRAME LINE 32 1/2•xI 1/4 A307 BOLTS RF4- 103 23 . 1 /33 .0 0 . 188 88 . 4 8 x 1 /2 " x 243 . 0 8 x 1 /2 " x 71 . 0 33 . 0/23 . 0 0 , 188 154. 5 8 x 1 /2 " x 154. 8 V I DI SIDES -MARK LENGTH OFFSET A SECOND FLANGE FLANGE BRACE RF4- 104 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 �]NL� SEE FRAME CROSS 28 . 7 31 .0 0 . 135 96 . 9 FB43. 5A 3 ' -7 1 /2 " 2 ' - 8 ° IF 0(2)' IS NOTED INTHTH€ / FB48 . 58 . 4' - 0 1 /2 " 2• -8 " FLANGE BRACE TABLE, R.F. COLUMN/RAFTER RF4- 105 31 .0/ 19 . 2 0 . 135 227 . 2 6 x 5/ 16 " x 251 . 2 6 x 5/ 16 " x 250. 0 FB44A 3 ' - 8 ' 2 ' -8 " SEE FRAME CROSS SECTION 6 BOLTS TOTAL 19 . 2/ 18 .0 0 , 135 24 .0 FB46A 3 ' - 10 " 2 ' - 8" FOR LOCATIONS, RF4- 106 W12X40 ADDITIONAL HOLES ARE PRESENT FB47 .5A 3 - 11 1 /2 " 2 ' - $ " FOR ALIGNMENT PURPOSES ONLY FB48A 4' -0 " 2 ' - 8 " FB45A 3' - 9 " 2 ' - 8 " FB41 . 5A 3' -5 1 /2" 2' -8 " �a 31 ._7.. .lt 1 .-0„ p i� 3• _ 3 1 1� 4._4.. 34_B• ,_4.. p It It LE OKOOUB Galvalam 13 ® 4 24 Ga. 4•-4" 12 lot a 2 RF4-105 ROD BRACING BETWEEN ,_. - - - II RF4-104 a, GRIDS 32 & 33 F4_ 103 u. 4- 102 a V RF4-101 a ROD BRACING BETWEEN •i GRIDS 32 & 33 ", 57'-3" Crone S an 12' 0" 28'-0" BRACKET LOCATIONS SEE DETAIL - SHEET 6 6-TON MONORAIL (SEE SHEET 10 FOR BRIDGE CRANE NOTES) RUNWAYS (BY OTHERS) a o: Y Y z .I •n I Y .� m a N n � m 0 No o I • mo it VANESSA L. BANKS P.E. FLORIDA P.E.# 83970 500 VULCAN PARKWAY ADEL, GA 31620 8" 1 '- 10" 60'-0" 62'-6" CLEARANCE ��H�rrrrrrrry�r CLEARANCE � r� 62'_6" 62'-6" s, Sc&A L , 13, ^ ..,�. ' V taoI \ It,0 c V 125'-0" OUT-TO-OUT of STEEL ,P`` `G��S` �:• �' /�" G ^ No. 839 � r MAIN FRAME ELEVATION : FRAME LINE 32 A ' ., STATE Q� f w� , GENERAL NOTES : •.• F ypP:'�e�,,,,= NOTICE TO ERECTOR " �. ` qo • • 4QR (A)lt is IMPORTANT that for members , s I�,QNA`�w ,`�`" / exceeding 30 ft. in length that a ORIGINAL SIGN/MUAE REQUI"VIA spreader bar be used when lifting . REVISIONS DRAWING STATUS VULCAN STEEL STRUCTURES, INC RK ORIIS CUNSTRUCTIUN COR (B)ALL flange braces and wind bracing REV. DESCRIPTIONS DATE DTLR DATE CHKR APPD C I FINAL ERECTION PROJECT DIAVERICK BOATS MAIN FRAME ELEVATION CXI FOR CONSTRUCTION ID 27134-2 DESIGNj VLH DRAFT, XXX CHECK, VB must be installed prior to exterior C I FOR APPROVAL PROJECT FORT PIERCE, FL 34946 DATEt 3/31/21 SHEET 9 finishes being applied . C I OTHER, EXPLAIN ADDRESS SPLICE BOLT TABLE CAP PLATE BOLTS RACE CDNNECTIDN TO PUR MEMBER TABLE YP, FLANGE BLIN / GIR Qty Mark Web De th Web Plate Outside Flange Inside Flange ' Mark TOP Bot Int Type Dia Length Mark Qt Type Dia Length 2'-8. OFFSET rL 1/2'xl 1/4 Start /End Thick Length W x Thk x Len th W x Thk x Length SP- 1 4 4 0 A325 0. 750 2 . 50 RF5 - 106 4 A325 0 . 750 2 . 50 (TYP, U.N.) A307 BOLTS RF5- 100 11 . 5 13 .5 0, 188 64. 2 8 x 1 2 x 327 . 6 8 x 1 2 x 302 . 3 (T5HOLES 13 . 5/21 .0 0. 188 238 .0 8 x 3/8" x 29 . 6 SP - 2 4 4 0 A325 0 , 875 3 , 50 aADDITIONAL 21 ,0/21 .0 0, 250 27 . 2 SP - 3 4 4 2 A325 0 . 750 2 . 50 RF5 - 101 23 .0/23 .0 0 . 188 238. 0 8 x 3/8 " x 305 . 6 8 x 3/8 " x 307 . 5 SP - 4 4 0 0 A325 0 . 625 2 , 25 ®1\ 1 0 _ 0 23.0/23 .0 0 . 188 69 . 5 \ RF5 - 102 23 ,0 23 .0 0 . 188 238 . 0 8 x 3 8" x 334. 8 8 x 3 8 " x 334.8 FLANGE BRACE TABLE � / / /\ 0 23.0/23 .0 0 , 188 96 .8 FRAME LINE 33 34 \ \ 'x11/4' RF5 - 103 23. 1 33 . 0 0 . 188 88 .4 8 x 1 2" x 243 .0 8 x 1 2" x 71 .0 \ 07 BOLTS / / /33. 0/23. 0 0 , 188 154. 5 8 x 1 /2 " x 154 .8 DID SIDES MARK LENGTH OFFSET FLANGE ACE RF5 - 104 23 . 0/28. 7 0. 135 238 .0 6 x 5/ 16 " x 334. 9 6 x 5/ 16 " x 335 .0 FB43. 5A 3 ' - 7 1 2 " 2 ' - 8 " REQUIRED CROSSnNl v 28 . 7/31 . 0 0. 135 96 . 9 / S NOTED IN THEFB48. SB 4' - 0 1 /2 " 2 ' - 8 " RACE TABLE. R.F. COL RF5 - 105 31 .0/ 19 . 2 0. 135 227 . 2 6 X 5/ 16 " x 251 . 2 6 X 5/ 16" x 250.0 FB44A 3 ' - 8 ' 2 ' - 8 " E CROSS SECTION 19 . 2/ 18 .0 0. 135 24. 0 TIONS. 6 B FB46A 3' - 10 " 2 ' -8 " RF5 - 106 W12X40 ADDITIONAL ESENT FB47 . 5A 3 - 11 1 /2 " 2 ' -8" FOR ALIGNMENT PURPOSES ONLY FB48A 4' - 0" -2 ' 8" FB45A 3 ' - 9 " 2' - 8" 31 '11 9" F841 . 5A 3 ' - 5 1 /2 " 2' - 8 " 2 6 5 p 32'-3" ,,.I 10 ® 2•_0" ® i • -'.II_' 7,}- 4 -4" 31 -8 " 3 _4. 2 ® 4•_0" "tW/4F 31 ,_O,. �.h 24 Gn. DOUBLE LOK, Galvalume 13 ® 4'-0" 4 12 4 _ _ 2 -" RF5-105 N ROD BRACING BETWEEN -- - � II RF5- 104 a GRIDS 32 & 33 '-' F5_103 h �' RF5-1o2 N II `I RF5-101 1 ' SV-3" Crane S nn NOTES: .I 1 . (2) 10-TON BRIDGE CRANES RUNWAY BEAMS (BY OTHERS) FROM GRID LINES 32 TO 35 W 2, MAXIMUM ONE CRANE PER BAY < � 3. SHOP WELDED SUPPORT BRACKETS '-0" s ! � BY VULCAN STEEL .I ` m .I 4. FIELD WORK RUNWAY BEAM CONNECTION .I m TO SUPPORT BRACKETS 'n 5. CRANE RUNWAY LATERAL TIE BACKS mo TO RIGID FRAME BY OTHERS 6. MINIMUM PROVIDED HORIZONTAL CLEARANCE OF CENTER m OF RUNWAY BEAM TO FRAME COLUMN IS 1 '-0" VANESSA L. BANKS P.E. FLORIDA P.E.# 83970 500 VULCAN PARKWAY ADEL, GA 31620 6" 1J10" 60$,on �HHrrrrrlrrr� CLEARANCE CLEARANCE OFF SSA L . gq�., 62'-6" o D 62 6" `` r� . •�GENS •.. 'fps,. �Q 125'-0" OUT-TO-OUT OF STEEL G A = i No. 970 yi MAIN FRAME ELEVATION : FRAME LINE 33 34 = * ': GENERAL NOTES : _;OFF :, STATE OF wc� * NOTICE TO ERECTOR * .,0,�e ' • * * ?••' �o`'` ON (A) It is IMPORTANT that for members s'e'S',�QNAt ,,�" �1a ' exceeding 30 ft. in length that a ORIGINAL SIGNATURE REQUIREQ spreader bar be used when lifting . REVISIONS DRAWING STATUS VULCAN STEEL STRUCTURES, INC RK DAMS CONSTRUCTION CORP, flange braces and wind bracing REV, DESCRIPTIONW DATE ➢TLR DATE CHKR APPD C 1 FINAL ERECTION PROJECT MAVERICK BOATS MAIN IT ELEVATION (B)ALL 9 9 EXI FOR CONSTRUCTION ID 27134-2 1 DRAFT, XXX I CHECK, VH must be installed prior t0 exterior C I FOR APPROVAL PROJECT DATEi 3/31/2l SHEET 10 finishes beingapplied. C I OTHER, EXPLAIN ADDRESS FORT PIERCE, FL 34946 SPLICE BOLT TABLE CAP PLATE BOLTS MEMBER TABLE YP, FLANGE BRACE CONNECTION TO PURLIN / GIR IllyMark Web Death Web Plate Outside Flange Inside Flange ' Mark Top Bot Int Tye Dia Length Mark Qt Type Dia Len th 2'-BoOFFSET E /24x1 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 RF6 - 106 4 A325 0 . 750 2 , 50 CTYP, U,N.) A307 BOLTS RF6- 100 11 . 5 14. 4 0. 188 91 . 7 6 x 1 /4 x 328 . 0 6 x 1 2 x 304. 7 SP- 2 4 4 2 A325 0. 625 2 . 25 (TYP. U.N.) 14. 4/21 , 0 0, 188 238 .0 6 x 3/ 16" x 29 . 3 SP - 3 4 0 0 A325 0 , 625 2 . 25 w t o RF6 - 101 21 . 0/21 .0 0 . 165 238 ,0 8 x 5/ 16 " x 305 . 8 8 x 5/ 16 " x 307 . 6 21 . 0/21 , 0 0 . 165 69 . 6 RF6 - 102 21 . 0 21 . 0 0 . 165 238.0 8 x 5 16 " x 334 . 9 8 x 5 16 " x 334. 9 to _ of _ FLANGE BRACE TABLE / / / FRAME LINE 35 PURLIN/ \ \� 21 . 0/21 . 0 0 , 165 96 , 9 GIRT '� RF6 - 103 21 . 1 /33 . 0 0 . 188 88 . 6 8 x 3/8 " x 243, 1 8 x 3/8 " x 71 . 1 \ 1/2'xl 1/4' \� A307 BOLTS 33 .0/21 .0 01 . 5 x 3/8 " x 154 . VID SIDES MARK LENGTH OFFSET RF6 - 104 21 .0/28 . 1 0., 16565 238 238 . 0 6 x 1 /4" 6 x 334. 9 6 x 1 /4" x 335 . 0 A SECOND FLANGE F840 . 5A 3 ' - 4 1 /2 " 2 ' - 8" FLANGE BRACE SEE FRAME CROSS 28. 1 /31 .0 0 . 165 96 . 9 FB42 . 5A 3' - 6 1 2 " 2 ' -8 " BRACE IS REQUIRED ONLY RF6 - 105 31 . 0/ 19 . 2 0. 165 227 . 2 6 x 1 /4 " x 251 . 2 6 x 1 /4" x 250 . 0 / IF FLANGE IS NOTED IN THE FB48. 5A 4' - 0 1 /2 ' 2 ' -8 " FLANGE BRACE TABLE. R.F, COLUMN/RAFTER 19 . 2/ 18 . 0 0 . 165 24.0 FB43A 3 ' - 7' 2 ' -8 " SEE FRAME CROSS SECTION 6BOLTS TOTAL RF6- 106 W12X35 FOR LOCATIONS. F845 . 5A 3 ' - 9 1 /2 " 2 ' - 8 " AD➢ITIONAL HOLES ARE PRESENT FB47A 3' - 11 " 2 ' - 8" FOR ALIGNMENT PURPOSES ONLY FB48A 4' - 0 " 2 ' -8 " FB45A 3 ' - 9 " 2 ' -81P 31 '-9" 11 FB41A 3 ' - 5" 2 ' -8 " 1 pp 1� -70 10 ® 2'-0•• 2 ® 1 • 5 I" 24 Ga. DOUBLE LOK, Golvalume 13 ® 4'-0" " 4,_4" ® 2 O' 3 Q7 " �� _� 7 a RF6-105 N � _ _ � - rrII RF6- 104 N a r�1l _ F6-103 l a I I 'n RF6-102 II a � � •� I n RF6-101 a ( I ( II 3' 157'-3" Crone S an I 1' 9• (SEE SHEEP 10 FOR BRIDGE CRANE NOTES) MoK II ` -1 � i p � � M o _Im m I mo VANESSA L. BANKS P.E. FLORIDA P.E.# 83970 U U U 500 VULCAN PARKWAY ADEL, GA 31620 8" 1 '-9 3 4" CAP-0 1 4" 6236" CLEARANCE CLEARANCE rrrr�rrrrrrrrrrrrrrrr 62$-6" 62'-6" ` . •''�CjA L Soq P, E,NS ^ , D ��• ' If G ' V 125'- " OUT-TO-OU OF STEEL ' G ^ No. 83970tok MAIN FRAME ELEVATION : FRAME LINE 35 = is tto o it OF ' GENERAL NOTES : A `.• STATE Cc * NOTICE TO ERECTOR * - - ''.9C1 'F- - - -- - -- - - - - - - - - - - - � OR,� �\�4.�� (A) lt is IMPORTANT that for members lotSSIQ (VA exceeding 30 ft. in length that a ORIGINAL SI��YAURE REQu�kE[/ spreader bar be used When lifting . REVISIONS ➢RAWING STATUS VULCAN STEEL STRUCTURES, INC RK DAVIS CONSTRUCTION CORP. (B)ALL flange braces and Wind bracing REV. DESCRIPTION, DATE DTLR DATE CHKR I APPD C I FINAL ERECTION PROJECT MAVERICK BOATS MAIN FRAME ELEVATION CXI FOR CONSTRUCTION ID 27134-2 DESIGNi VLH DRAFT, XXX CHECK, VB must be installed prior t0 exterior C 1 FOR APPROVAL pROJECT DATES 3/31/21 SHEET It finishes being applied . C 1 OTHER, EXPLAIN FORT PIERCE, FL 34946 ADDRESS ERECTOR NOTE: REFER TO I . DOUBLE TECHNICAL MANUAL FOR FASTENING 24' NOMINAL COVERAGE °\M INSTRUCTIONS .NS . IMPROPER INSTALLATION VOIDS WARRANTY. 0 6 -1 /2 ' Q WIND LOADING PRESSURES CHART / � M (MEA <— 10 SOFT. FOR PMELS) _`y/ PRESSURE SUCTION h 19 0-3 /8' ZONE t (ROOF INTERIOR) 26 —69 \ZONE 2 (ROOF EDGE) 26 —79 3 8� ZONE 2' (ROOF EDGE) 26 —96 DIM A = 11 .2 FT OZONE 3 (ROOF CORNER) 26 —106 DIM B = 22 .4 ___�f %1/ ZONE 4 (WALL INTERIOR) 58 -63 DIM 8 = 22 .8 ___ FT 0 ZONE 5 (WALL EDGE) 58 -77 WALL ACCESSORIES 24 GAGE DOUBLE LOK ROOF PANELS > 10 SOFT (ZONE 4) 58 -63 > 100 SOFT (ZONE 4) 49 -54 p\M g > 10 SOFT (ZONE 5) 1 58 -77 > fO0 SOFT (ZONE 5) 49 —60 O NOTE \ PRESSURES SHOWN ME RASED ON VNt AND MPUCABLE NUEUNIIL\ / AND UPO UPE GIECARY. SEE COVER PENTS MR THE SMEEMR MIPNCABLE \ VALUES. FOR NLOWADLE SIAENOM DESIGN PRESSURES. VaeJ, MULTIPLY THE UOWN VALUES BY 0.6. \ \ \ SIQ°F NOTE: WIND ZONES DIAGRAM FROM PHASE i AND PHASE 2 COMBINED \ I / ROOF SLOPE 3 . 16 TO 10° \ / \ I / \ I / \ I / \ I / ROOF FASTENER DETAIL PLAN ENCLOSED / PARTIALLY ENCLOSED 0 VANESSA L. BANKS P.E. 1L 1^-D' —•� FLORIDA P.E.# 83970 DEigtL ( ( I O SO 500 VULCAN PARKWAY "A" ADEL, GA 37620 /- q12 MEMBER FASTENERS ttttlllllrrrrlrlrl/I& soII PANEL FASTENER SPACING AT I.N9.TJIE.RM—ED—IA.T(E GIRTS �/M .A'°SSA �... Bq ' ° � r ENS . �'. :S % � q12 MEMBER FASTENERS O O �Q. • ,•�LG PANEL FASTENER SPACING AT EAVE STRUTS 36' NOMINAL COVERAGET` Na 83D70 ENDLAPS. AND BASE 12' 12 12' Y * l�. STITCH NFASTENERS a ' ON 4' V Y .h OF ZONE 5 — — 20__ 0/C MAX, — T ZONE 4 — Q ALL GIRTS JOIN o/ ON 00 ON ON STATE OP• 6 _ 20'_ D.C. MAX. BETWEEN GIRTS 1' A ➢ETAIL 'A' MINOR RIB MAJOR RIB Q\�. M '•,IQI�, • . , ( QR, • • .• �\'a<•^� 1-t/4' 3/16' I1111lIi1i1111171tttV FS E� 04 = ZONE 4 DIM W = 11 .2 Fr WALL FASTENER DETAIL PLAN StONA�L SIGNATURE �./ / = ZONE 5 REVISIONS DRAWING STATUS VULCAN STEEL STRUCTURES, INC RK DAVIS ORIGINACONSTRUCTION OCORP, 'PBR' WALL PANEL PROFILE REV. DESCRIPTIONS DATE DTLR DATE CHKR APPD C 3 FINAL ERECTION PROJECT MAVERICK BOATS FASTENER DETAILS CX] FOR CONSTRUCTION 111 127134 DESIGW VLB I DRAFT, XX% I CHECKi VB 'PBR' WALL PANEL ATTACHMENT DETAIL C ] FOR APPROVAL PROJECT DATE� 3/25/21 SHEET 12 C ] OTHER, EXPLAIN ADDRESS FORT PIERCE, FL 34946 SPECIAL BOLTS 5 ROOF PLAN 850'-U' OUT-TO-OLTT OF STEEL O D UAN TYPE DIA LENGTH WASH 18 19 0 21 4 5 6 8 9 0 31 1 4 A307 1 /2 1 1 4 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' 25'4��rtp 2 2 A325T 5 8" 2 1 4" 0 MEMBER TABLE S IMF S S S S S S S ROOF PLAN nn MARK PART LENGTH G E-101 rc E-101 t E-101 rc E-101 If E-101 E-101 If -101 3 E- 02 -101 - E-101 E-fOJ -101 rc -101 E- d _ _ _ 2 E-101 E-101 E-100 — — - O2 - 1 - 1 - i - i i - 1 - - I am ani - In — — — y P- 102 8X35Z16 31 '-3 1 /2" — — — - P- 103 8X35Z14 31 '-3 1 /2 C P- 104 8X35Z12 31 '-3 1 /2 P- 105 8X35Z12 28'- 1 1 /2 IF l07 P- 106 8X35Z14 31 -3 1 /2 We-1o4 P- 107 SX35Z13 31 ' -3 1 /2" —_ —_ _ Ff 102 F2 102 102 F3 102 F3 102 F3 102 F3 102 INFS-10 E- 100 8E275D16 24 - 11 1 /2 E- 101 8E275D16 24'- 11 1 /2 Ec-1o3 E- 102 8E275D16 24 - 11 1 /2" - - - FrE FI 10J F210J 10] F310J F310] F310J FJ 103 gqp _ E- 103 8E275D16 24 - 11 1 /2" 13 '^ — — — - - - - - F6-106 1101 0.250CBL 34' - 10" 13/ 16" CB- — — — n:C-102 CB- 102 0.25OCBL 35' -5" _ _ CB- 103 0. 25OCBL 35' -4" —_ - - - 104 - - CB- 104 0.250CBL 33'- 11 " — — _ CB- 105 0.250CBL 33'- 10" P-16 m4 1m CB- 106 0.25000L 34'-5" — — — CB- 107 0.250CBL 34'-4" — — — c-mf CB-X 0.50 ROD TIED — — F -105 - F2-105 - J-I05 - F3-105 - FJ-105 - F3-105 - F3-105 Fs-10 - CB-Y 0.50 ROD I TOO (27134-1) — — EC-100 PURUN 3 Y_I 3 _I 3[y� Y-, 3[y'� Y_, U RAT STRAPPING (M.) GAP -, , 3/0 '_" ' -" G yr '-G 3 , 3a• Wr-, yr ' r-, 3/0 _, 3/4' 3-� 3 1 yr '-13 , 3/r 3-, 3 , 314. 3-, 3 - 1 3/4 Ai I va '-" 13/a '-i '[4'*' I 37r '-I 'I''-_ I ea• -I att~ i TA• o-i eA�, vc Q Q ® ROOF ©FRAMING ©PLAN 18 79 25'-0' 25'-0' 2t 25'-0' 25'-0' 25'-0' 2_ 5' 0' _ 25'-0' _I_ 25' 0' _I_ 25 0' _1_ 25 0' _J_ 25 0' D 25 0 31 25 0 25 0 F 25 0, 4 25 0 1 25'-0' RF 101 co-X GB-% RF3-10I RFJ-101 q -101 RF3-101 @J-101 RFS-101 B_ RF4-101 _ OI (ems£ tleWE N I�U Y RFI- RF2-I01 RF2-101 RFR-IOI — — — 6-TON YONO¢VL — — c X CB-X (5 n It~ BY R 101 IL RFJ-101 RUNMAY HY 0 — — — — — — RFJ-101 qF5-101 A „ 1-1-ION MON(WAL II RIINNAY IN I! MINIMAL XRFI- flF -102 ft -102 RF -102 « fl - GB-N CB-X R J-102 R 3-102 NRF 3-102 R 3-102 RF3-102 7 II R"AY Bf 0 — — — — — — — — — K GB-% XRF4- qF5-102 flF5 06-3- MOIIQTIlLWF RFJ-102 RUMIAY BY OtxflF.i-102 �' ��fi ( (I RFf OS ftF2-103 RF2-103 RF2-1W RF3 O3 RF3-103 RFJ-103 RF3-fO3 J-103 RF3-103 qF3-103 RFJ-10J c Y c (2 10-tON R 1 NOTE II RFI- RF2-106 FRP-106 RN-106 Rfl-1 flF3-106 RFJ-106 RFJ-106 F3-106 RFJ-106 RFJ-106 RFJ-106 Rf - RKKY CRWE 11 Ffi-106 MIDGE: MES MUST MUNN AU1NUY IN 0 � �'` 25'-O. OF SERMON, R, ONLY ME ME MAY OCCUPY ENN MY II o, VANESSA L. BANKS P.E. II FLORIDA P.E.( 83970 500 VULCAN PARKWAY II RFI f RF2-104 RF2-f04 flf2-104 RFJ-1 flF3-I04 RF3-104 RFJ-10{ ]-104 qF3-104 RFJ-104 qFJ-104 XRF4-IRF5-104 RF5- ADEL, GA 31620 II ' �, Ip q II to ��SAENS8q��ifl'''s >RF15 ftF2-105 flF2-105 RF2-I05 ftF3- RF3-105 RFJ-105 RFJ-105 3-105 RF3-105 RFJ-105 RF3-105 RF4- 5 RFS-105 RF3 0 ° L a O I ,:�`�� sr-m1 n-10 1 9-101 n-mG 9-101 n-m1 - - - - - - - - - - - - - - - - - - - - -- NO . 83970 .. � N ) (strut) (RIVA) (strut) (Srv1) (" ^)^ ROOF BRACING , BRIDGE CRANE AND MONORAIL BRACING PLAN 2' 21 �I `•. St MfltW GRIP °B-* GB-% H;8 - ;-�� '� speFA 'IF _ SION4EYEBMT xILLSIOE ORIGINAL SIGNATURE REQUIRE VAT $ � _ REVISIONS DRAWING STATUS VULCAN STEEL STRUCTURES, INC RK DAVIS CONSTRUCTION CORP, ASx R LT Irl o H p REV, DESCRIPTIONi DATE DTLR DATE CHKR APP➢ E I FINAL ERECTION PROJECT MAVERICK BOATS ROOF FRAMING BHRACE CABLE ASSEMBLY ' EX] FOR CONSTRUCTION ID 27134-2 DESIGN, VLH DRAFT, XXX CHECK, VH CABLE xgROvgRE FAciOTv gTiAG,EO MONORAL BRACKET BRACING BRIDGE CRANE BRACING SYMMETRICAL AT BBTN Eve TlP. (4) PLACES - THIS PAGE TYP. (2) PLACE5 - THIS PAGE C I FOR APPROVAL PROJECT DATE, 3/31/21 SHEET 13 _ C 7 OTHER, EXPLAIN ADDRESS FORT PIERCE, FL 34946 850'-O'OUT-TO-OUT OF STEEL 5 18 19 0 21 4 5 6 9 0 31 3 q 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. f � G Ann - a I _L— Panel Start VANESSA L. BANKS P.E. FLORIDA P.E.# 83970 ROOF SHEETING PLAN PANELS: 24 Co. DOUBLE LOK - Galvalume 500 VULCAN PARKWAYADEL, GA 31620 ,,,,Illllll No. 83970 STATE OF C L I���IS�MII REVISIONS ARAWING STATUS VULCAN STEEL STRUCTURES, INC RE REOUIR D RK DAVIS ORIGINA CONSTRUCTION CORP. REV, DESCRIPTIONS DATE DTLR DATE CHKR APP➢ 17 FINAL ERECTION PROJECT MAVERICK HOATS RDOF SHEETING 1X7 FOR CONSTRUCTION ID 27i34-2 DESIGN. VLH DRAFT XXX CHECW VB C 7 FAR APPROVAL PROJECT FORT PIERCE, FL 34946 DATES 3/31/2t SHEET I4 —. __ C I OTHER, EXPLAIN ADDRESS TRIM TABLE FRAME LINE A OID PART LENGTH DETAIL 1 JTR 6 -7 TM30 2 JTR 20'-3" TM30 3 JTR 3'-8" TM30 4 BLTT 20' -3" TM9 5 8LTT 5' -3" TM9 6 XFL-272 10'-3" 7 XFL-272 5'-3" 8 FL- 134 6" 9 GS03 3'-5" 10 XFL-272 3'-5" t VHSCB 16" 859'-O'OUT-TO-OUT OF STEEL 35 18 19 0 21 4 5 e 9 D 31 q 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25a-0" 251-0" 25'-D" 25'-0" 25'-0" 25'-0• 25'-0• 1p HW426 'q•7II I I I SIDEWALL FRAMING: FRAME LINE A 18 19 20 21 � I I i I 1 I 1 I 3t I I 1 1 - - - - - - - - - - - - - - - - - - - - - - - - I I I OPEN TO EXISTING 2> VANESSA L. BANKS P.E. 0 FLORIDA P.E.i/ 83970 — — 500 VULCAN PARKWAY — — — — ADEL, GA 31620 - - - - - - - - - - - - - - SIDEWALL SHEETING & TRIM : FRAME LINE A scamp. L . $,q poll !b"ICE 3970 oBN , STATE �F ;• 4 GENERAL NOTES : ' �1 .) IF CABLE BRACING, WIND BENTS, WIND COLUMNS, OR WEAK AXIS DESIGN OF SION AVlot a ! IDE WALL COLUMNS WERE NOT PROVIDED IT HAS BEEN DETERMINED THAT DIAPHRAGM PANEL ACTION IS SUFFICIENT TO RESIST IN-PLANE WIND FORCES, TEMPORARY BRACING SHOULD BE PROVIDED BY ERECTOR UNTIL ALL THE END OR CORNER BAYS OF THIS WALL ORIGINAL SIGNATURE REQUI D 2 ADDITIONAL GIRTS MAY BE PRESENT IN T WALL AND ROOF PANELS ARE INSTALLED. REVISIONS DRAWING STATUS VULCAN STEEL STRUCTURES, INC RK DAVIS CONSTRUCTION CORP. ( .) ELEVATION. THESE ARE REQUIRED TO SATISFY CODE-DEFINED CORNER ZONE WIND PRESSURES REV, DESCRIPTIBM DATE DTLR DATE CHKR APPD C I FINAL ERECTION PROJECT MAVERICK BOATS SIDEWALL FRAMING IN ORDER TO PROVIDE THE MOST ECONOMICAL BUILDING POSSIBLE, THESE GIRTS ARE NOT CXI FOR CONSTRUCTION ID 27134-2 DESIOW VLB DRAFTS xxx CHECW VB INCLUDED FOR THE FULL LENGTH OF THE WALL. NON -UNIFORM GIRT SPACING OR RESULTING C I FOR APPROVAL PROJECT SHEET 15 APPEARANCE IS NOT A CAUSE FOR COMPLAINT OR REJECTION, C 7 OTHER, EXPLAIN ADDRESS FDRT PIERCE, FL 34946 DATEi 3/31/21 SPECIAL BOLTS O ID IQUAN TYPE DIA LENGTH WASH 2 4 A307 1 2 1 1 4 0 MEMBER TABLE FRAME LINE G MARK PART I LENGTH DJ- 100 C8X11 .5 13 -8 IF DH- 101 8X35c16 12'-0" E- 100 8E275D16 241 1 1 /277 E- 101 8E275D16 24'- 11 1 /2 IF E- 102 8E275D16 24'- 11 1 /2" E- 103 8E275D16 24'- 11 1 /2" E- 104 8E275D16 28'- 1 1 /2" G- 125 C8x11 .5 24'- 11 1/2" G- 126 8X25Z12 27' - 1 1 2" G- 127 8X25Z14 27' - 1 1 /2" G- 128 8X25Z13 27' - 1 1 /2" G- 129 C8x11 .5 5' — it " G- 130 8X25Z12 8' - 1 " G- 131 W8x18 24'- 11 1/2" G- 132 8X25Z14 29 '-3 1 2" G- 133 8X25Z16 29'-3 1 /2" G- 134 C8x11 .5 6' -5" G- 135 8X35Z14 8' -7" G- 136 C8x11 .5 24'- 11 1/2" G- 137 8X35Z14 29'-3 1 2" G- 138 C8x11 .5 6' -2" G- 139 8X35Z13 8' - 4" G- 140 W8x18 24'- 11 1 /2" G- 141 8X25Z13 8'-4" G- 142 8X25Z13 29'-3 1 /2" G- 143 8X25Z13 8' -4" G- 144 C8x11 .5 24'- 11 1/ eso'—obur—To—Our OF STEEL G- 145 8X25Z13 29 '—3 12" G- 146 $X25Z12 29' -3 1 /2" s 4 z1 0 1s 1e CB- 10 0.375CBL 36' 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 V 1Epp 426 -100 a E-101 E- 0 E- 2 E-101 E- 101 E- 103 E-10 - 01 -102 E- 101 E- 101 E- 101 E-101 E-/01 - 01 E-lOi G-132 G-13 G-133 C-i33 — — — _ -t33 C- 133 -13 G-133 _ C-133 G- 133 - 32 _g _ _ G-133 G-133 G-133 G- 133 G-133 G- - C-133 - G- - _ G-146 — — — — '� =g" G- 6 1 -i3 - 132 _ G- 3 -1 3 -_ 3 13 G-133 G- 33 3 - 133 G_ 3 G- - G- — — — 3 3 G-I G- 1 G-1 G- 4 _ 2 G-133 G-i4 - 3 G- 132 G- i45 — — - - -4" G- 125 2 b 13 -136 C-13 G-1 13 b 1 1 - 136 G- 13 A . b C-i36 G- 13 1 G-136 G-144 i -I ; — — I - - � 3a x - - _ - - - I - - - i 1 I — _ - - T - - - I - - I- - - � — — RF6-100 RF5r 100 .RF5-100 RF4-100 RF3. I00 RF3- 100 RF3-100 RF3.100 RF3- 100 RF3- 100 RF3- 100 RF3.100 RF3-100 Rf2-100 RF2-100 RF2- 100 RF7 -100 (27134-i ) .0 12'-0" '�lo n 12'-0" .� .n 12'-0" '° n n 2'-0" GIRT 2 -1 3/ V ' 3/a. 1 3/a�2 -t 3/a' 2 -i 3/ate i s/ate - a/ • z - L s 2 - z i 3/a' 2 x i s/a' x t 1 3/a• z -I 3/at2 -i 3/a' t I/4t-' 3/a. i 3/a�2'-t a/4• 2 -t a/ i s/4• 2 -i a/ t 3/a• x -t a/atz -1 3/s• -1 J/1tz -i l/i 1 3/adz t 3/a -t 3/a, z -i a/a• t 3/ate'-t a/a• x -i a/adz t o/a-tz i 3/4• 2 i 3/4 • SIDEWALL FRAMING: FRAME LINE G VANESSA L. BANKS P.E. FLORIDA P.E,# 83970 500 VULCAN PARKWAY ADEL, GA 31620 No. 839 �c ' ft STATE OF w� GENERAL NOTES : %;9�.r :fi� O ��pP, .•'��`4 ( 1 ) IF CABLE BRACING, WIND BENTS, WIND COLUMNS, OR WEAK AXIS DESIGN OF orS�ONA� �����``,` SIDE WALL COLUMNS WERE NOT PROVIDED IT HAS BEEN DETERMINED THAT DIAPHRAGM asa 3alaatftitl1„ORIGINAL SIGNATURE REQUIf((Eg'�/ 1 //� ' PANEL ACTION IS SUFFICIENT TO RESIST IN —PLANE WIND FORCES. TEMPORARY BRACING 06/ SHOULD BE PROVIDED BY ERECTOR UNTIL ALL WALL AND ROOF PANELS ARE INSTALLED. REVISIONS DRAWING STATUS(.2 ADDITIONAL GIRTS MAY BE PRESENT IN THE END OR CORNER BAYS OF THIS WALL VULCAN STEEL STRUCTURES, INC RK DAMS CONSTRUCTION CORP, ELEVATION. THESE ARE REQUIRED TO SATISFY CODE- DEFINED CORNER ZONE WIND PRESSURES REV* DESCRIPTION] DATE DTLR DATE CHKR APPD C I FINAL ERECTION PROJECT MAVERICK BRATS SIDEWALL FRAMING IN ORDER TO PROVIDE THE MOST ECONOMICAL BUILDING POSSIBLE, THESE GIRTS ARE NOT 1x7 FOR CONSTRUCTIDN ID M27134-2 e 1 DRAPT xxx cHECK� vB INCLUDED FOR THE FULL LENGTH OF THE WALL. NON —UNIFORM GIRT SPACING OR RESULTING C 7 FOR APPROVAL PROJECT SHEET 16 APPEARANCE IS NOT A CAUSE FOR COMPLAINT OR REJECTION. _ _ C 1 OTHER, EXPLAIN ADDRESS FORT PIERCE, FL 34946 DA7E� 3/31/21 TRIM TABLE FRAME TINE OID PART LENGTH DETA1 1 CTR 19 :7 TM29 2 JTR 19' -7" TM30 3 DTR 3'-3" 4 DTR 20$ -3" 5 DTR 11 ' -6" 6 DTR 3'-6" 7 DTR 8'-3" 8 DTR 11 ' -9" 9 XFL-241A 20'-3" TRIM-150 10 XFL-241A 8'-5" TRIM-150 11 XFL-272 10' -3" 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 " TM33 y �3 30 4 I (Gutter with 23 downspouts)ci I 2t Q i9 t8 3 4 OPEN FOR MATERIALS BY OIFIERS _11 -- — — J SIDEWALL SHEETING & TRIM : FRAME LINE G PANELS: 26 Go. PRR — NEED COLOR VANESSA L. BANKS P.E. FLORIDA P.E.# 83970 500 VULCAN PARKWAY ADEL, GA 31620 OFF 5sat�„ A OFF No, *9 :• � z n •t4 •. pf ct A '•. STATE cc GENERAL NOTES : (r OAF ( 1 .) IF CABLE BRACING, WIND BENTS, WIND COLUMNS, OR WEAK AXIS DESIGN OF °"'SS10NA�„`„�;�1 I� g SIDE WALL COLUMNS WERE NOT PROVIDED IT HAS BEEN DETERMINED THAT DIAPHRAGM ORIGINAL SIGNATURE REWIRf?D PANEL ACTION IS SUFFICIENT TO RESIST IN—PLANE WIND FORCES, TEMPORARY BRACING SHOULD BE PROVIDED BY ERECTOR UNTIL ALL WALL AND ROOF PANELS ARE INSTALLED. REVISIONS QRA ING STATUS VULCAN STEEL STRUCTURES, trvc RK DAVIS CONSTRUCTION CORP. (2.1 AOOlT10NAL GIRTS MAY 8E PRESENT IN THE END OR CORNER BAYS OF THIS WAIL REV, DESCRIPTION: DATE DTLR DATE cHKR aPPD C I FINAL ERECTION PRBJECT MAVERICK BOATS SIDEWALL FRAMING ELEVATION. THESE ARE REQUIRED TO SATISFY CODE—DEFINED CORNER ZONE WIND PRESSURES [x3 FOR CONSTRUCTION in 2n34-2 DESiGNi VLD nRAFn xxx CHECK] VB IN ORDER TO PROVIDE THE MOST ECONOMICAL BUILDING POSSIBLE, THESE GIRTS ARE NOT C I FOR APPROVAL PRIIJECT DAIEi 3/31/21 SHEET 17 INCLUDED FOR THE FULL LENGTH Of THE WALL. NON —UNIFORM GIRT SPACING OR RESULTING C 3 OTHER, EXPLAIN FORT PIERCE, FL 34946 APPEARANCE IS NOT A CAUSE FOR COMPLAINT OR REJECTION. __ _ AnnRESS . A 1251-OOUT-TO-OUT OF STEEL 12 r — T — �T —'� —rYr — r — T I I I I � I _ � I I I � I I I � I I 1 r I I I I I VANESSA L. BANKS P.E. FLORIDA P.E.# 83970 ENDWALL FRAMING: FRAME LINE IS 500 VULCAN PARKWAY o` c,SA L . a -, t IV No. 8397 ? a ' ., STATE Of Ss/ GENERAL NOTES : ••.,, •ANAL �1 .) IF CABLE BRACING FOR END WALL IS NOT SHOWN ON ERECTION DRAWINGS IT HAS EEN DETERMINED THAT DIAPHRAGM PANEL ACTION OR QUARTER—PANEL BRACING IS SUFFICIENT TO RESIST IN— PLANE WIND FORCES. TEMPORARY BRACING SHOULD BE ORIGINAL SIGNATURE REQUIRED PROVIDED BY ERECTOR UNTIL ALL WALL AND ROOF PANELS ARE INSTALLED. RAwll4u [ " luo I VULCAN STEEL STRUCTURES, INC RK DAVIS CONSTRUCTION CORP. (2, ADDITIONAL GIRTS MAY BE PRESENT IN THE END OR CORNER BAYS OF THIS WALL REVISIONS ELEVATION . THESE ARE REQUIRED TO SATISFY CODE—DEFINED CORNER ZONE WIND PRESSURES REV. BEscRIPTION� nnrE DTLR DATE CHKR APPD C 3 FINAL ERECTION PROJECT MAVERICK BOATS ENDWALL FRAMING IN ORDER TO PROVIDE THE MOST ECONOMICAL BUILDING POSSIBLE, THESE GIRTS ARE NOT CX3 FOR CONSTRUCTION In 27134-2 DESIGN VLD DRAFTS xXx CHECKS vH INCLUDED FOR THE FULL LENGTH OF THE WALL, NON—UNIFORM GIRT SPACING OR RESULTING C 7 FOR APPROVAL PROJECT FORT PIERCE, FL 34946 6ATE� 3/31J21 SHEET 18 APPEARANCE IS NOT A CAUSE FOR COMPLAINT OR REJECTION . C ] OTHER, EXPLAIN ADDRESS BOLT TABLE FRAME LINE 35 LOCATION I QUAN TYPE DIA LENGTH Columns Raf 1 4 A325T1 2 1 1 2 FLANGE BRACE TABLE FRAMELINE 35 VID SIES MARK LENGTH OFFSET FB39.5 3'-3 Ills 12'-8" MEMBER TABLE FRAME LINE 35 MARK I PART I LENGTH EC- 100 W12X26 35 - 11 13 16 EC- 101 W12X35 33' -0 15 16" EC- 102 W12X35 31 ' -7 1 8" EC- 103 W12X30 29' - 7 3/8" A EC- 104 W12X40 27'- 6 3/8" 125'—GO1jT—TO-00T OF STEEL G DJ - 100 C8X11 .5 13'-8' DJ - 101 C8X 11 ,5 21 '- 11 " H C E E DJ- 102 C8X11 .5 17'- 11 "z5'-0" 25'-0" 25'-0" 25'-0' 25'-0' DH - IOC8X35c 16 20'-0" 1 -%L, G- 100 C8x11 .5 2' - 6" 12 G- 101 8X25Z16 2' - 6" G- 102 W8x18 243-3 1 /2 G- 104 8X35Z12 27'-5 1 /2 G- 106 C 3 3/4 8x17 5 1 '4'2 ' G- 103C-109 _ — _ � — � — G_ 11fi -- S — _ � _ _ Hw2no G- 108 8X25Z16 31 ' Is 431117 pt o G- 111 8X35Z14 31 '-3 1 /2" c-1oa c- 1 c- o c-1�o -' — S �� SSS � �L—'t�Z_ "' G- 113 C8x11 .5 24'211 1 2" G- 114 8X25Z 14 31 '-4 1X2" G- 116 8X25Z14 31 '-4" _ G_ G- 123 G- 117 8X35Z12 28'- 1 1 /2 °- ;- rez 1 '-0 G- 118 8X25Z13 28'- 1 3/411 G- 119 W8x21 24'- 11 1 /2" - 11 1 /2 ' " c-103 c- 09 c- 1s OH-100 c- L1 m G- 120 W8x18 24G- 121 8X35Z14 25'-6" G- 122 8X25Z13 243 -3 1 /2" c- 12o 1 '-3 G- 123 8X35Z12 24'- 11 1 2" G- 124 8X35Z13 28'- 1 1 2" - - - - - - - - - - I I � OH-100 DH—tao C— p m 9 _ •m f m - I m II EC-too FC-101 I EC I0z EC I103 EF,c=104 I 3'-s" I zo'-°^ 1 -1 -i I 20' a' ,a 3' s' 18-s'GIRT 20'-0" IJ I1I zo'-o' 3'-s"I VANESSA L. BANKS P.E. w i3 LAPS -i 3/4 vy3,-i /.• -� ass—T3 -1 3/.• a•- nn�s -1 �/4• FLORIDA P.E.// 83970 500 VULCAN PARKWAY ENDWALL FRAMING : FRAME LINE 35 ADEL, GA 31620 `ppulur =' �G' E N F tii� so JP V 's NO, 83970 it k A '. STAT[ OF ss `' GENERAL NOTES : ss�04 '06 0% ( 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 3 TT] 313 1133tj ' � � SUFFICIENT TO RESIST IN-PLANE WIND FORCES. TEMPORARY BRACING SHOULD BE 1j �•i1• � (P( ROO) 14DED BY ERECTOR UNTIL ALL WALL AND ROOF PANELS ARE INSTALLED.ADDITIONAL GIRTS MAY BE PRESENT ORIGINAL SIGNATURE R2CIUIREO ELEVATION. THESE ARE REQ IRED TO SATISFY CODE-DDEFINED RCORNER YZONE WIND WALLWPRESSURES REVISIONS DRAWING STATUS VULCAN STEEL STRUCTURES, INC RK DAMS CONSTRUCTION CORP. IN ORDER TO PROVIDE THE MOST ECONOMICAL BUILDING POSSIBLE, THESE GIRTS ARE NOT REV. DESCRIPTION DATE ➢rLR HATE cHKR APPD I I FINAL ERECTION PROJECT MAVERICK BOATS WALL FRAMING INCLUDED FOR THE FULL LENGTH OF THE WALL. NON- UNIFORM GIRT SPACING OR RESULTING [XI FOR CONSTRUCTION ID MAV3K L DESIGN L F DRAFT. xxx CHECKS VB APPEARANCE IS NOT A CAUSE FOR COMPLAINT OR REJECTION, I I FOR APPROVAL PROJECT DATE, 3/31/21 ISHEET 19 I I OTHER, EXPLAIN - ADDRESS FORT PIERCE, FL 34946 TRIM TABLE FRAME LINE 35 OID PART LENGTH DETAIL 1 JTR 6 —7 TM30 2 JTR 20'-3" TM30 3 JTR 3'-8" TM30 4 CTR 19' -7" TM29 5 DTR 3' -9" 6 DTR 3' -3" 7 DTR 20'-3" 8 DTR 12' -3" 9 XFL- 111 20•-3" TRIM_l 90 10 XFL- 111 5'-9" TRIM-190 11 XFL- 115 20' -3 " 12 XFL- 115 5' -9'• 13 JCT8 12' - 4" 14 JTR 3'-7" TM31 15 JCT8 20' - 1 " 16 JCT8 5" 17 HT 20' -3"' TM33 18 HT 6'• TM33 (� Q 19 JTR 111-71" TM31 QQ Q 7 A 27 JTRS 171 —7" TM31 12 I �® BEE HHHE HEMEHEMEE e m Q /OPEN FOR MATERIALSBY OTHERS — — — — — — — — — — — — — — — — — — — L �L / / — — — — — — — — — — — — — — — — — — — (27134-3) ENDWALL SHEETING & TRIM : FRAME LINE 35 VANESSA L. BANKS P.E. FLORIDA P.E.# 83970 PANELS: 26 Ga, PBR — NEED COLOR 500 VULCAN PARKWAY (27134-3) PANELS: 26 Go. PBR — NEED COLOR ADEL, GA 31620 i1111ii1tiltl/l f if // �G volNS� ttgo4 ink , No. 839do = 61OF '• STATE • �v = GENERAL NOTES : IF CABLE BRACING FOR END WALL IS NOT SHOWN ON ERECTION DRAWINGS IT HAS EEN DETERMINED THAT DIAPHRAGM PANEL ACTION OR QUARTER—PANEL BRACING IS SUFFICIENT TO RESIST IN—PLANE WIND FORCES. TEMPORARY BRACING SHOULD BE ORIGINAL SIGNATURE REQUI D PROVIDED BY ERECTOR UNTIL ALL WALL AND ROOF PANELS ARE INSTALLED. (2.1 ADDITIONAL GIRTS MAY BE PRESENT IN THE END OR CORNER BAYS OF THIS WALL REVISIONS NO vulcnry STEEL STRUCTURES, INC RK DAMS C�NSTRUCTI�N CORP. ELEVATION . THESE ARE REQUIRED TO SATISFY CODE—DERNED CORNER ZONE WIND PRESSURES REV, ➢ESCRIPTtDN� DATE DTLR DATE CHKR APPD C 7 FINAL ERECTION PROJECT MAVERICK BOATS ENDWALL FRAMING IN ORDER TO PROVIDE THE MOST ECONOMICAL BUILDING POSSIBLE, THESE GIRTS ARE NOT EX] FOR CONSTRUCTION In 27134-2 DESIGN, VLB DRAFTS xXX CHECKS vB INCLUDED FOR THE FULL LENGTH OF THE WALL. NON—UNIFORM GIRT SPACING OR RESULTING E 3 FOR APPROVAL PROJECT ➢ATD 3/31/21 SHEET 20 APPEARANCE IS NOT A CAUSE FOR COMPLAINT OR REJECTION. C 1 OTHER, EXPLAIN FORT PIERCE, FL 34946 ADDRESS A N 6 L E S STANDING SEAM ROOF PANELS QTY._L_ MARK RAT-X LENGTH 00100-00' TOP & BOTTOM FLANGE STRAPPING QTY_X_ MARK BRA-X LENGTH OWOO-00' QTY._X_ MARK PA-000000 LENGTH 00'00-00' QTY._X_ MARK PA-000000 LENGTH 00'00-00' REFER TO ROOF FRAMING PLAN FOR QUANTITY AND LOCATION OF STRAPPING, NOTE TO ERECTOR% QTY._� MARK PA-000000 LENGTH 0WOO-000 USE FLAT STRAP WITH ANGLE AT 1st EAVE SPACE AND RIDGE, FOR ALL 21'x26 GA . STRAPPING LPx2x14GA PA-XXXXXX INTERMEDIATE ANGLES TO BE ADDED AS NECESSARY PER SECTION ' ANGLE LTH. = PURLIN SPACE WASH COAT TO INSIDE OF BUILDING E.S. TOP LEG L2x2xl4GA PA-XXXXXX I I ANGLE LTH. = PURLIN SPACE I I - RISE ON PURLIN DEPTH I - 5 1/4' + 4' i I I I I SINGLE SLOPE ONLY I I ROOF PURLIN PEAK I I I ADD INTERMEDIATE SUPPORT ANGLES TOP AND BOTTOM SPACED I I I I El1UAL DISTANCES ALONG SLOPE NOT TO EXCEED 50' 2'XP'X14GA. I I PURLIN ANGLE I L2x2xl4GA (1) #12 x 1' (POLAR WHITE) PANCAKE WAD SCREW (TYP.) PA-XXXXXX L2x2xl4GA ANGLE LTH = PURLIN SPACE STANDING SEAM ROOF SHEET PA-XXXXXX L2x2x14GA - E.S. TOP LEG + 4• ANGLE LTH. = PURLIN SPACE TOP, RATS- OR VRATS- I I I I I 2'X2'X14GA. PURLIN ANGLE — "— II p II I L2x2xl4GA L2x2xl4GA BOT, BRAS- OR VBRAS- II II ii PA-XXXXXX ANGLE LTH. = PURLIN SPACE I m 2'X26GA. FLAT STRAPPING I) II II I LEXPX14GA (1) 112 x 1' (POLAR WHITE) PANCAKE HEAD SCREW (TYP.) PA-XXXXXX i I ANGLE LTH. = PURLIN SPACE + RISE ON PURLIN DEPTH 5 1/4' I I I I I MAINFRAME I 2'X2'X14GA. I I O PURLIN STRAPPING DETAIL ( TYP, @ LINE Al ) RAFTER I PURLIN ANGLE VANESSA L. BANKS P.E. SEE ROOF PLAN FOR QUANTITY AND LOCATION FLORIDA P.E.$ 83970 BUILDER NOTE; KEEP ANGLES BELOW ROOF LINE, 50n EMI,CA 31620AY FIELD BEND TABS & ATTACH WITH #12 SCREWS I I I I ',el+f/l\ff1111ff/11//,IH el% SSA L , I it II II I `,,�Qe?��GEN 8A I II II II I No. 839LI CAVE STRUT 3} - 3K NOTE% THIS DRAWING IS FUR EXAMPLE ONLY, ` STATE OF j q EQUAL SP. OR PER DESIGN SEE ROOF FRAMING PLAN FOR ACTUAL STRAP LOCATION "=�00 n' F,CORt�P• �`��`;= BAY SPACING .r�t'S • • ` \�+% X ''�o `SJONAL � �� I 1 x �kpnuaunN"'� ORIGINAL SIGNATURE REQ IRE6O REVISIONS DRAWING STATUS VULCAN STEEL STRUCTURES, INC RK DAVIS CONSTRUCTION CORR /� DESCRIPTIONi DATE DTLR DATE CHKR APPD C I FINAL ERECTION PROJECT MAVERICK BOATS FASTENER DETAILS ROOF- STRAPPING //A [XI FOR CONSTRUCTION ID 27134-2 DESIGN, VLB ➢RAFT, XXX CHECK, VB C I FOR APPROVAL PROJECT DATE, 3/31/21 SHEET 2I C I OTHER, EXPLAIN ADDRESS FORT PIERCE, FL 34946