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HomeMy WebLinkAboutS Vulcan Pre-Engineered Metal Building Erection Drawings SECTION 3 GENERAL NOTES MU%MFEMDECOUNTY 1. MATERIALS ASTM DESIGNATION 1...N STRUCTURAL STEEL PLATE A529 OR A572 GRADE 50 or GRADE 55 COLD FORMED LIGHT GAGE SHAPES A1011 GRADE 55 BRACE CABLES A475 EHS ACCREDITEDWtL HOTANDROLLED MILL SHAPES ASTM OR GRADE 50 ROOF AND WALL SHEETS A653 OR A792 GRADE SD or GRADE 80 MCI B ilft s STEEL STRUCTURES , INC . N£fAL HUILDSNC NANi1FAC7VRE5/SSOCIA7FON BOLTS A307, A325T, AND A490 A307 UNLESS NOTED 2. STRUCTURAL PRIMER LETTER OF CERTIFICATION IF ICATION SHOP PRIMER PAINT IS A MINIMAL NON—UNIFORM THICKNESS COATING OF A RUST INHIBITIVE RED—OXIDE COLOR PRIMER SATISFYING THE REQUIREMENTS OF TT—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: 3/29/21 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 J O b Number RESPONSIBILITY OF THE ERECTOR TO TOUCH UP ANY SUCH UNDESIRABLE CONDITIONS DURING OR AFTER THE ERECTION PROCESS, 27134-3 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 ALL HIGH STRENGTH BOLTS ARE A325T UNLESS SPECIFICALLY NOTED OTHERWISE. Jab Location: FORT PIERCE, FL 34946 CHECKED 8Y: VB 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 3 FRAMING INSPECTION AS DEFINED BY THE APPLICABLE BUILDING CODE OR STANDARD. IT IS THE RESPONSIBILITY OF THE LEAN—TO OFF LINE 34 TO LOWSIDE AT 35; ERECTOR TO ASSURE PROPER TIGHTNESS. NOMINAL WIDTH: 20 feet NOMINAL LENGTH: 76 feet LOADING NOTES BELOW REFER TO PHASE 3 4. BUILDER/CONTRACTOR RESPONSIBILITIES THE METAL BUILDING MANUFACTURER'S STANDARD PRODUCT SPECIFICATIONS APPLY AND UNLESS STIPULATED OTHERWISE IN CAVE HEIGHT, BACK S.W: 13.27 feet SEE PHASE 1 & 2 DRAWINGS FOR SHEETING THE CONTRACT DOCUMENTS, THE METAL BUILDING MANUFACTURER'S DESIGN, FABRICATION, QUALITY CRITERIA STANDARDS AND AND TRIM FOR MAIN BUILDING LINES 1 — 35 TOLERANCES WILL GOVERN THE WORK. EAVE HEIGHT, FRONT S.W: #4.94 feet TO BE INCLUDED WITH DELIVERY OF PHASE 3 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 THE PURCHASE ORDER BY THE BUILDER WILL BE BILLED TO THE BUILDER / CONTRACTOR FOR MATERIAL, FRAME SELF WEIGHT: INCLUDED SNOW ENGINEERING AND HANDLING FEES. SUCH CHANGES MAY CAUSE THE PROJECT TO BE MOVED FROM THE FABRICATION ROOF DEAD LOAD: 2.000 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: 18.6 / 14 psf THERMAL FACTOR Ct 1.00 COORDINATED BY THE BUILDER / CONTRACTOR OR A/E FIRM. UNLESS SPECIFIC DESIGN CRITERIA CONCERNING THIS INTERFACE BETWEEN MATERIALS IS FURNISHED AS PART OF THE PURCHASE ORDER. THE METAL BUILDING MANUFACTURER'S SNOW LOAD, ROOF: 0 psf SNOW EXP. FACTOR Cc 1,00 ASSUMPTIONS WILL GOVERN. WIND SPEED: (3 SEC GUST) 160 mph(Volt) THE BUILDER / CONTRACTOR IS RESPONSIBLE TO INSURE THAT ALL OTHER PROJECT PLANS AND SPECIFICATIONS 123.94 mph(Vasd) 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 INTERNAL PRESSURE COEFF. 0.55/—0.55 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 STRUCTURAL SYSTEM FURNISHED BY THE METAL BUILDING MANUFACTURER IN COMPLIANCE WITH ALL REQUIREMENTS OF THE BUILDING MANUFACTURER, THE METAL BUILDING PURCHASE ORDER, DESIGNER OR THE METAL RUILOING ENGINEER. CLOSURE "C, 0, P" Partially Enclosed THE BUILDER / CONTRACTOR IS RESPONSIBLE FOR SETTING OF ANCHOR BOLTS AND ERECTION OF STEEL BUILDING THE ENGINEER WHOSE SEAL APPEARS ON THE RISK CATEGORY 1€ — Normal COMPONENTS IN ACCORDANCE WITH THE METAL BUILDING MANUFACTURER'S "FOR CONSTRUCTION" DRAWINGS. TEMPORARY METAL BUILDING PLANS IS A SPECIALTY SUPPORTS OR BRACING REQUIRED FOR THE BUILDING ERECTION WILL BE THE RESPONSIBILITY OF THE ERECTOR TO ENGINEER AND NOT THE PROJECT DESIGNER SEISMIC PARAMETERS DETERMINE, FURNISH, AND INSTALL. OR THE PROJECT ENGINEER OF RECORD. THE ENGINEER WHOSE SEAL APPEARS ON THE SEISMIC—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 DO WE ACCEPT DESIGN RESPONSIBILTY FOR THE EFFECTS FAMILIARITY WITH THE PHYSICAL JOBSITE 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 SEISMIC IMPORTANCE: 1.00 AS TAKEN FROM THE FOURTEENTH EDITION OF THE RISC MANUAL PAGE 16.3-56 PARAGRAPH 7A4 — READS AS FOLLOWS THE PROJECT DESIGNER. "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 BECONSMERED TO BE NORMAL ERECTION OPERATIONS."DESIGNED SPECTRAL ACCELERATION PARAMETER "SOS" VANESSA L. BANKS P.E.(SHORT PERIODS): 0.05 IF NDT (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 DESIGNED SPECTRAL ACCELERATION PARAMETER "SD1" — (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 SEISMIC RESPONSE MODIFICATION COEFFICIENT: "R" — 3.00 T1�Tg iffy SEISMIC RESPONSE COEFFICIENT: "Cs" — 0.017 SPECIAL NOTES: TOTAL LONGITUDINAL BASE SHEAR 0.00 BUILOING IS NOT STRUCTURALLY SOUND UNTIL ALL WALL COVERING, ROOF SHEETS, AND PERMANENT TUBE 11 TOTAL TRANSVERSE BASE SHEAR 0.32 BRACING IS INSTALLED. BUILDER / CONTRACTOR IS sEA^NT RESPONSIBLE FOR SUPPORTS OR TEMPORARY BRACING DURING ERECTION, HE SHALL FURNISH, AND INSTALL THESE TEMPORARY SUPPORTS WHERE NECESSARY. TEMPORARY SUPPORTS ARE NOT PROVIDED BY THE NQ'��� "9C METAL BUILDING MANUFACTURER. ctrtiER (TRIM VARIES) �� O OUTSIDE VENDOR ACCESSORY NOTE: a BUYER SHALL BE RESPONSIBLE TO COORDINATE, �':',�y, P �•� sTANDAftD TRIM LAP oEral. c�� ASSURE AND VERIFY THAT THE STRUCTURE AND ryp Alf Tr+lf1_r.OHTAiNED ON THIS PROJLc7 ~�,r�Qi(�R��•' +�,\, ` •`� CLEARANCES AS PROVIDED BY BUILDING MANUFACTURER WILL HAVE Dux STANDARD 3" LAP AS SHOWN '® � ARE COMPATIBLE -WITH THE DOOR PROVIDED BY OTHERS. ABOVE. (TFRIM STYLE VARIES) 'Y/ON��� � L ORIGINAL i�it%A-1k)fiEl%I,'�bUIRED SHEETING AND TRIM COLORS ROOF PANEL: GAUGE PANEL NPE COLOR 26 GA, PBR PANEL Galvalume WALL PANEL: GAUGE PANEL TYPE COLOR GA. BUILDING TRIM COLORS SHOWN BELOW: EAVE TRIM COLOR: CORNER TRIM COLOR: NEED COLOR NEED COLOR GABLE TRIM COLOR: BASE TRIM COLOR: NEED COLOR JAMB TRIM 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/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 13400 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 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 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 IRIDGE VENT WITH 12" THROAT FL12805.2 6-3/4" THROAT RIDGE 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 0 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 H T S ADJUSTABLE STEEL ILOUVER 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 143-0" FL12765. 1 1100 SERIES MAX SIZE: 10'-0" X 14'-0" FL12765.2 3100 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" BUILDING MANUFACTURER, THE METAL BUILDING 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 750 SERIES MAX SIZE: 6'-0" X 12'-O" METAL BUILDING PLANS IS A SPECIALTY FL12765.6 ENGINEER AND NOT THE PROJECT DESIGNER 750 SERIES MAX SIZE: 8 -8 X 12 -0" FL12765.7 OR THE PROJECT ENGINEER OF RECORD. THE ENGINEER WHOSE SEAL APPEARS ON THE 750 SERIES IMAX SIZE: 10'-0" X 12' -0" FL12765.8 METAL BUILDING PLANS DOES NOT HAVE FAMILIARITY WITH THE PHYSICAL JOBSITE 850 SERIES MINI MAX SIZE: 8'-8" X 12'-0" FL12765.9 LOCATION AND THEREFORE CANNOT BE IDENTIFIED AS, SERVE AS OR QUALIFY AS THE PROJECT DESIGNER. R 0 0 F PAN E L S WALL PAN E L S SOFFIT PAN E L S VANESSA L. BANKS P.E. FLORIDA P.E. / 83970 BATTENLOK FL11819, 1 AVP PANEL FL71917.3 ARTISAN L- 12 FLI 1919. 1 500 VULCAN PARKWAY DOUBLE-LOK FL11819.2 F'N- 120 PANEL Fi ADEL, GA 3162011977.4 S K Y L I G H T S 11`i`111111f1yLL,Ly;; LOKSEAM FL11819.3 PBR PANEL FL5335. 1 pBR SKYLIGHT (FRP) FL13793 SUPERLOK FL11819.4 REVERSE PBR FL5335. 1 ss'p: �:. �q `. ULTRA-DEK FL71819.5 SHADOWRIB PANEL FLi 1917.E WALL L T E S ���,`��'.• • '�,ENS �'� too 7,2 PANEL FL1519. 1 PBR (FRP) FL13787. 1 ,,P : V\ • to: i PBR PANEL FL5346. 1 at o PBU PANEL Fu tesa.z c No• 53970 A ' •, STATE �F :;yob.F4 0R*qo ,%O SSll %il �{ I Jam ' -- _ ORIGINAL SIGUAfU�i�1REQUIRED ANCHOR BOLTS NOTES ANCHOR BOLTS ANCHOR BOLT SUMMARY MANUFACTURER RECOMMENDS USE OF STRAIGHT ROD ANCHOR BOLTS W/F1ATH ASHLER SEE PROJECTION PLANS WITH NUT AND WASHER ON BOTH ENDS AS OPPOSED TO J-BOLTS FOR PROJECTION (in) P(in OR ANCHOR BOLTS WITH HOOKS BECAUSE OF BETTER PERFORMANCE CONCRETE LINE qty Locate (i ) Type (in) RESULTS IN CONCRETE FOUNDATIONS. THE TYPE OF BOLT USED FOR O 48 Jamb 5/8" F1554 3.00 THE PROJECT SHALL BE DETERMINED BY THE FOUNDATION ENGINEER 0 40 Endwall 3/4" F1554 3.00 WITH THE BOLT STRENGTH MEETING OR EXCEEDING THAT OF AN •• TOT& LENGTH DETERMNED X 156 Frame I F1554 3.00 ASTM F1554 GRADE 36 (MIN.) BOLT. HE NUT BY FOUNDATION ENGINEER •• X 136 Frame 1 F1554 4.00 W/FLAT WASHER ANCHOR BOLTS SHALLN.) BE ASTM F1554 GRADE 36 (MI OR GRADE 55 Low Eave 850'-O'8TEEL LINE TO STEEL LINE 5 6 9 0 1 3 4 5 6 7 8 9 0 1 3 4 (27134-3) 25'-0" 25'-0" 5'-0" 25'-0 25'-0" 25'-0" 25'-0" 5'-0" 25'-0" 5'-0" 25tom 25'-0' 25'-0' 25'.0" 25'-0" 25'-o" 20'-0" STEEL LINE- � � � ' � � � STEEL LINE 1 '-0" a :n 12'-0" a 12'-0" is 23'-8" t '-4" 2" !2" 2 " 2• " 2' • • • 2• ' 2" . 2" 20 • ` • 2• " 2" . 2• " • • 2• " 2" • 2• " • • 2• " 2• " G � �fl X-Bracin 1 f X-Bracin ��TTpp ggll�� aglryp ��pp X-Bracin ��TTbb pp11�� �Tg G Bli f W 61@ W I !Ie !IH I eIB ®IH 819 I U0 •I E E E E E E E E E E E E E E E F G �E9 � 'I EH zn H _ C -6" F -6 6 H c o H �. .i •I g • B3 0 sl N •I (27134-2) ""ice, pq _6. - B E3 , YeI I .-6. B r83 .I .I H _ A 2 -6 A —0• r A iz M VANESSA L. BANKS P.E. (27134- 1 ) 27134- 2) n FLORIDA P.E.# 83970 500 VULCAN PARKWAY umADEL, GA 31620 KEY PLAN v , `,,LttpNNunitNq°h4yy,s ANCHOR BOLT PLAN ea NOTE: Al Base Plates 0 100'-0" (U.N.) .` EN • • SEE PLAN 1 — 3/4 '• `1 No. 8*39 BUT TO BUT CONCRETE 7'` SEE PLAN BUT TB BUT STEEL o '• STATE OF ' ¢ 'PROJECTION e gooc'SS ONA 0�G\ �```• l��ellll rl r11111111•L��J, ' / 41Y4 ORIGINAL SIGNATURE REQUI D ! REVISIONS DRAWING STATUS VULCAN STEEL STRUCTURES, INC RK DAVIS CONSTRUCTION CORP. O Dia=5/L44 . iDTLR DATE CHKR APPD C I FINAL ERECTION PRBJECT MAVERICK BOATS ANCHOR HDLT PLAN EXI FOR CONSTRUCTION ID 27134-3 DESIGN, VLH DRAFT. vb C E I FOR APPROVAL PROJECT DATE: 3/25/21 SHEET I OF 12 rt3fldkefE' EpGE AND ANCHOR pOLi PROJECTION C ] NOT CONSTRUCTION FORT PIERCE, FL 34946 ADDRESS Dia= 3/4" Dia= 3/4" 8„ Diu= 5/8" Dia= 1 " Dia= 3/4" 8 ANCHOR BOLT SUMMARY Sw 1 '-0 1 4" < ' 3 10wDiu Oty Locate (n) TYPe p(n1) r - ® Jamb 114 ® 40 Endwall 3%4' N554 3.00 o I 4 f O 4 N 156 Frame 3/4" F1554 3.00 ® 0 Z ® X 136 Frame 1 F1554 4.00 it _ 4„ 4 4' 3 „ v 2111-N 2.. 9Is L _ 2„ — SW f 4 1 /4" 2„IJU2„ 8' m a Sw SW 1 3/4" 2" iqqw2" � ^l See Plan See Plan 1 _U DETAIL A DETAIL E DETAIL I DETAIL M DETAIL A3 Dia= 3/4° Dia= 3/4" 8„ Dia= 1 ' Dia= 3/4" { 8 10, c — I — °' 0 I H a_ 0 I 0 m 4.. X X ]'4 4„if_- IM 4„ I , � ® 3„ RE _ I - 2.. N--12" e.. ' I ' is m a a Sw 2 1—N 2.f SW w See Plan .. See Plan DETAIL B DETAIL F DETAIL J DETAIL B3 Dia= 3/4" Dia= 3/4" Dia= 1 " FLZ ]S 1 /84� 0 ' .. � 2" L-I--12,. m a a Sw 2" �2" w f 1—4 l DETAIL C DETAIL G DETAIL K Dia= 3/4" it Dia= 5/8" Dia= 1 " _„ FL® ® a e„ I, iu "I � 4., w — I — ® „ i q (27134- 1 ) (27134- 2)2wJ 184 .. � M O X x q,. KEY PLAN v I I Sw 2., 2., VANESSA L. BANKS P.E. w FLORIDA P.E.# 83970 DETAIL D DETAIL H DETAIL L 500 VULCAN PARKWAY ADEL, GA 31620 ,,,,,1tINU/Iif1/1f11/�f/6I6j``a GEN��.`i`��5;% SY go _ N04 83970 * �` = ss a STATE OF sts is ''�SS�ONAIE � I 4[/I{/a ORIGINAL SIGNATUREI REQUIRED REVISIONS DRAWING STATUS VULCAN STEEL STRUCTURES, INC RK DAVIS CONSTRUCTION CORP, REV. ➢ESCRIPTION DATE DTLR DATE CHKR APPD C 1 FINAL ERECTION PROJECT MAVERICK BOATS ANCHOR BOLT ➢ETAILS [XI FOR CONSTRUCTION ID I DESIGN� VLB DRAFTi vW CHECKS JDR C 1 FOR APPROVAL PROJECT DATE, 3/17/21 SHEET 2 OF 12 C 1 NOT CONSTRUCTION q➢➢RESS FORT PIERCE, FL 34946 FRAME LINES: 1 2 3 4 RIGID FRAME: BASIC COLUMN REACTIONS (k ) Y Q Frame Column -----Dead----Collateral- -----Five------Wind_Len1 - -Wmd_R9tt - --wmd_Lert2- GENERAL NOTES COLUMN LINE Line Line Hertz Vert Hertz Vert Horiz Vert Hartz Vert Hertz V art Hertz Vert E' 36 0.0 0.7 0.0 0.9 -0.3 4.0 1 .2 -14.4 0.3 -8. 1A -6V (1 .) APPLICATION OF ENGINEERS SEAL IS FOR METAL BUILDING ONLY AND DOES NOT C' 36 -0. 1 1 .1 0.0 1 .6 -0.7 6.2 2.1 -23.9 0.4 -13.6 2.4 - 10.0 REPRESENT THE PROFESSIONAL OF RECORD. Frame Column -Wind_Right2- --Wnd_Leng1 - --Wind-Lo g2- (2.) FOUNDATION DESIGN AND CONSTRUCTION ARE NOT THE RESPONSIBILITY OF THE Line Line Horiz Vert Hertz Vert Fore Vert MEl11AL BUILDING MANUFACTURER. E' 36 0.4 0. 1 -0.4 - 15. -0.3 -6.8 11 . (3.1 ANCHOR BOLTS SHALL BE ACCURATELY SET TO A TOLERANCE OF + 1 8' IN BOTH C' 36 0.7 0. 1 -0.4 - 15.6 -0.3 - 11 .7 ELEVAHON AND LOCATION. / E' Frame lines: E A C' Frame lines: C B 4.) THE BUILDING REACTION DATA REPORTS THE LOADS WHICH THIS BUILDING PLACES N THE FOUNDATION. THE FOUNDATION IS TO BE DESIGNED BY A OUAUFlED ENGINEER TO SUPPORT THE BUILDING REACTIONS IN ADDITION TO OTHER LOADS IMPOSED BY THE BUILDING BRACING REACTIONS BUILDING USE OR OCCUPANCY WITH RESPECT TO JOB SITE CONDITIONS, t Reactant ) Panel Shear (5.) ALL ANCHOR BOLTS TO BE ASTM F1554 GRADE 36 MIN. OR GRADE 55 (UNLESS NOTED) -Wall - Col -Wind - - ei - (Ib/tt) (6.1 VALUES GNEN FOR BENDS AND ANCHOR BOLT TOTAL LENGTHS ARE SUGESTED LENGTHS H Lee Line Line Horz Vert Horz Vert Wind Sets Note ONLY. IT IS THE RESPONSIBILITY OF THE FOUNDATION ENGINEER TO DETERMINE THESE IIIIIIIVIII Iv LEW E VALUES SINCE THEY ARE A FUNCTION OF CONCRETE STRENGTH AS WELL AS OTHER FACTORS. h) F_SW 35 (}) (7.) WIND REACTIONS ARE BASED ON Vult. R_EW A h B_SW 36 Torsional Bracing Used RIGID FRAME: ANCHOR BOLTS })8racingg loads are applied to adjacent building h BASE PLATES h)Rigid frame at endwall Tun Col Anc._Bolt Base-Plate (in) Elev. Line Line City On Width Length Thick (in) Co 36 4 0.750 8.000 tODO 0.500 0.0 E' Frame lines: E A RIGID FRAME: ANCHOR BOLTS & BASE PLATES Fnn Col Anc._Bolt Rose-Plate (in) Elev. line Une City Do Width Length Thick (in) C' 36 4 0.750 8.000 10.00 0.500 0.0 C' Frame lines: C B VANESSA L. BANKS P.E. FLORIDA P.E.# 83970 ➢ESIGN LOAD DEFINITIONS 500 VULCAN PARKWAYADEL, GA 31620 RIGID FRAME LOAD CASE DERNITIONS Wlnd_Ll/Wlnd_R1 = LateraL wind load from the left/right with a negative Internal pressure coefficient. ,`zltl`1N1111f114{fiftt `,Rr Wlncl L2/Wlnd_R2 = Lateral wind Load from the left/rlght with a positive Internal pressure coefficient. ` `l�c�SP` L . Qq,y •� Wind Lnl = Longitudinal wind toad with a negative Internal pressure coefficient. Wind_Ln2 = Longitudinal wind fond with a positive Internal pressure coefficient. Seismic L/Selsmic_R = Lateral Seismic load from left/right. LWIND#_L#E/ LWIND#_R#E = Longitudinal wind toads for edge zones F#UNB SL No ,, 83970 . 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 load but must be added - * STATE OF 4 to basic reactions as desired by the foundation designer.' FC0f2� .. \\\ Endwall Lond Cnse Deflnitlons 000 O• ' Count = Collateral Land , r/TF.s ( ��`�,.` Rafter Wind_L/ Rafter Wlnd_R = Lateral wind Load from the left/right. 'Yr Brace Wlnd_L/ Brace Wlnd_R = LateraL wind load from the left/rlght with the bracing loads added, rr�S�QNA`t Wind P/Wlnd_S = Wind Pressure/Suction due to Longitudinal wind. ORIGINAL SIGNATURE R IRL � W lsmic.# = Longittsmlc- udlnL wend toed an the roof, REVISIONS DRAWING STATUS VULCAN STEEL STRUCTURES, INC RK DAVIS CONSTRUCTION CORP, E#UNB _L/Seismic_R Lateral Seismic toad from left/right. REV. DESCRIPTIONi DATE DTLR DATE CHKR APPD I I FINAL ERECTION PROJECT MVAERICK BOATS ANCHOR BOLT DETAILS & REACTIONS E#DNB SL L/ E#BNB_SL_R = Unbalanced roof snow load with wind from the left/right. [XI FOR CONSTRUCTION ID 27134-3 DESIGN, VLB DRAFT vb CHECK, ./DR EIIPAT_LL it = Pattern live toad for continuous beam systems. C I FOR APPROVAL LWIND#_L/LWIN➢# R = Longitudinal wind loads for edge zones. E I OTHER,, EXPLAIN PROJECT] FORT PIERCE, FL 34946 ➢ATE. 3/27/21 SHEET 3 - - _ ADDRESS SPLICE BOLT TABLE MEMBER SIZE TABLE YP, FLANGE BRACE CONNECTION TO PURLIN / GIR Oty MARK MEMBER LENGTH Mark Top Bot Int Type Dia Len th 2'-80 OFFSET rL 1/2•x11/4• SP - 1 4 0 0 A325 0 . 625 2 , 25 (TYP. U.N,) A307 BOLTS RFt - 300 W10X12 12 -5 7 8 (TYP, U,N.) RFi - 301 W12X14 18' - 6 5 8" FLANGE BRACE TABLE I � FRAME LINE E A 'jam o o V ID SIDES MARK GIRIN/ \ �®\ 071LTFB39A 3 - 3 2' -8 ° A3BOS A SECOND FLANGE FLANGE BRACE BRACE IS REQUIRED SEE FRAME CROSS IF 0(2)0 IS NOTED INNS R.F. COLUMN/RAFTER FLANGE BRACE TABLE, SEE FRAME CROSS SECTION 6 BOLTS TOTAL FOR LOCATIONS. AD➢ITIONAL HOLES ARE PRESENT FOR ALIGNMENT PURPOSES ONLY 25'-5" .i 3'-3 13 16" 6" 26 G.. PBR. GaWOIUMe 4 ® 3.-6" Q1 " 2•-3. 12 1 .-o . EB-301 EB-303 RF1 -301 8 n� a z 00 � ar p VANESSA L. BANKS P.E. FLORIDA P.E.# 83970 500 VULCAN PARKWAY ADEL, GA 31620 8" 9 7 8" 18'-6 1 8" CLEARANCE SSA Z'III�i�'+sf�s C INS 54-0., 20'-0" OUT-TO-OUT OF STEEL • • - 36 35 I(J No. 839 _ MAIN FRAME ELEVATION : FRAME LINE E A - * a '• STATE OF GENERAL NOTES : 009p .AUP. :' c OR ID, * NOTICE TO ERECTOR * -.�Fs�,'ON �V� ,.�`� (A) lt is IMPORTANT that for members ' ,,,��NQ "� j p ` exceeding 30 ft. In length that a ORIGINAL SIGNATURE RED -d/RE spreader bar be used when lifting . REVISIONS DRAWING STATUS VULCAN STEEL STRUCTURES, INC RK DAMS CONSTRUCTION CORP. (B)ALL flange braces and wind bracing REV. TDESCRIPTION, DATE DTLR DATE CHKR APPD I I FINAL ERECTION PROJECT MVAERICK BOATS MAIN FRAME ELEVATION (XI FOR CONSTRUCTION ID 27134-3 DESIGN, VLB I DRAFT, XXX CHECK, VB must be installed prior to exterior I I FOR APPROVAL PROJECT DATE13/29/21 ISHEET 4 finishes being applied . I 7 OTHER, EXPLAIN FORT PIERCE, FL 34946 ADDRESS SPLICE BOLT TABLE MEMBER SIZE TABLE YP, FLANGE BRACE CONNECTION TO PURLIN Mark Top B Qty ot Int Type Dia Length 2'-80OFFSET x MARK LENGTH MEMBER BOLTS RF2 - 300 W10X12 12 —5 7 8 SP- 1 0 4 0 0 A325 . 625 2 . 25 TYP. U,N.) A307(TYP. U.N.) RF2 -301 W12X14 183 - 6 5 8 " FLANGE BRACE TABLE toot1 ° FRAME LINE C B j\ 10 o f DID SIDES MARK LENGTH OFFSET PURLIN/ \ \0 1/40 FB39A 3 ' - 3 " 2 ' - 8" GIRT \� � A3071BOLTS A SECOND FLANGE FLANGE BRACE BRACE IS REQUIRED ��NN11YY SEE FRAME CROSS IF •(2)' IS NOTED IN H FLANGE BRACE TABLE, R,F, COLUMN/RAFTER SEE FRAME CROSS SECTION 6 BOLTS TOTAL FOR LOCATIONS, ADDITIONAL HOLES ARE PRESENT FOR ALIGNMENT PURPOSES ONLY I I I 26 G0. PBR, G0N01ume 4 0 3'-6" 2'-312 0 ^ z ® z'-o t a" —�r 1 - - - - - - .1 `� al EB-302 RF2-301 ul I a ( w ( I a ko I I .' I = i i I I I I I I I I VANESSA L. BANKS P.E. FLORIDA P.E.# 83970 500 VULCAN PARKWAY ADEL, GA 31620 8" 9 7 e" 18'-6 IL " ,,pN1111111111,//l I1j,,, CLEARANCE �CJA ' Q� 1 ��ENS ' 'to to to 5 Fort 20'-0" OUT-TO-OUT OF STEEL It IN ' 839 MAIN FRAME ELEVATION : FRAME LINE C B ' * -' o •• STATE :' c GENERAL NOTES : * NOTICE TO ERECTOR * e..Of (A) lt is IMPORTANT that for members ° as'�QNA1101 exceeding 30 ft. in length that a ORIGINAL SIGNATURE REEQ IREdj 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. OESCRIPTION� DATE DTLR DATE CHKR APP❑ C I FINAL ERECTION PROJECT MVAERICK BOATS MAIN FRAME ELEVATION CXI FOR CONSTRUCTION ID 27134-3 ➢ESIGW VIED I DRAFTi XXX CHECKi VB must be installed prior to exterior C I FOR APPROVAL PROJECT DATE1 3/29/21 SHEET 5 finishes being applied . C 7 OTHER, EXPLAIN FORT PIERCE, FL 34946 ADDRESS ERECTOR NOTE : r—0 j It-as It-Off j DETAIL ee THIS BUILDING HAS SPECIFIC ROOF AND/OR WALL FASTENER ^' o�M� REQUIREMENTS . PLEASE REVIEW THIS DETAIL PRIOR TO ERECTING alz MEMBER FASTENERS O THE ROOF & WALL PANELS , FAILURE TO FOLLOW THESE SPECIFIC PANEL FASTENER SPACING AT INTERMEDIATE PURLINS REQUIREMENTS COULD RESULT IN LOSS OF ROOF OR WALL PANEL(S ) . 7' 71 WIND LOADING PRESSURES CHART /' 4112 MEMBER FASTENERS O (MEA <- 10 so.". FOR PME&S) PRESSURE SUMON PANEL FASTENER SPACING AT EAVE STRUTS ZONE 1 (ROOF INTERIOR) 40 -78 STITCH FASTENERS a14 AND ENDLAPS. ZONE 2 (ROOF EDGE) 40 -88 ZONE 3' - _90 __ O/C MAX. TAPE MASTIC ZONE 2' (ROOF EDGE) 40 -102 ZONE 3 - _ P0__ O/C MAX. ZONE 2' - 20 0/ I 2 ZONE 3 (ROOF CORNER) 40 - 111 ZONE 2 - 21T _ O/C MAX. ZONE 1 - PALL PURLINS OTE 6 _ __20 p.G, HAX. BETWBETWEEN PURLINS /4J PRESSURE SHOWN MENBASED ON Vuif MO MPUCMIE DETAIL 'A' O ,9 INTERN& COEFFICIENTS FOR THE ENCLOSURE CI SS ICATIOH MO EXPOSURE C MGORI. SEE COVER PAGE MR MPUMLE 1 VM,UES. FOR M&OWMB SIRS4GTH DESIGN PRESSURES. VQ,4, 1 = ZONE 1 DIM A = 3_0 FT MULTPLY THE SHOWN Ve&UES BY 0.6. 2 = ZONE 2 = ZONE 2' DIM B = 6 FT I NOTE: WIND PRESSURES BASED ON PARTIALLY 3 = ZONE 3 3' = ZONE 3' DIM C = 12 F! ENCLOSED DUE TO LEAN-TO AT CLOSED BUILDING 27134-2 'PBR' ROOF PANEL ATTACHMENT DETAIL O \ / 36' NOMINAL COVERAGE \ / ( 12' 12' 12' / 4 ' 4' 4' 3 40 MINOR RIB MAJOR RIB \ I / \ \ROOF SLOPE 3 , 10 TO 10° \ I / 'PBR ' ROOF PANEL PROFILE I \ I / \ I / \ I / \ I / \ I / ROOF FASTENER DETAIL PLAN \ / ENCLOSED / PARTIALLY ENCLOSED VANESSA L. BANKS P.E. FLORIDA P.E.# 83970 500 VULCAN PARKWAY ADEL, GA 31620 SSA epBNL1UTNU4gp L . Bq otto C EivSF •'�'� No. 83970 , ,a STATE OF '9�FF'<.OR1PO'% Lk �c�,c ••,s�ar� a4,EN�'�e''Ae� ORIGINAL SIGNATURE REQUI D REVISIONS DRAWING STATUS VULCAN STEEL STRUCTURES, INC RK DAVIS CONSTRUCTION CORP. REV, DESCRIPTION, DATE DTLR DATE CHKR APPD I I FINAL ERECTION PROJECT MVAERICK BOATS FASTENER DETAILS [XI FOR CONSTRUCTION ID 27134-3 1 DESIGNIVLH I DRAFT I XXX CHECKI VB I I FOR APPROVAL PROJECT ➢ATEi 4/ 1/21 SHEET 6 I I OTHER, EXPLAIN gDDRESS FORT PIERCE, FL 3494E EXTENSION CANOPY BOLTS ROOF PLAN MARK IOUAN TYPE DIA LENGTH EB-301 4 A325 5 81, 2 1 /4pp EB-302 8 A325 3/4" 2 1 /2" EB-303 4 A325 5 /8 It 2 1 /4 It MEMBER TABLE ROOF PLAN MARK PART LENGTH EB-300 1OX4CH16 7 -2 11 16 EB-301 WlOX12 6' - 10 1 /4It EB-302 WIOX12 6' - 10 /411 EB-303 WIOX12 6' - 10 /411 P-300 IOX25Zi2 28' - 1 1 /2 It P-301 IOX25Z14 29' -3 1 /2 P-302 IOX25Z13 27' - 1 1 /211 P-303 1OX35Z12 23'-4 /2jp P-304 1OX35Z12 24' -4 1 /2 E E-300 10E375D12 23'-4 1 /2" 76'-ODUT-T0-OITT OF STEEL A E-301 10E375D12 2414 1 /2" E-302 1OX25CI3 24'- 11 1 /2 C B E-303 IOX25C12 24'- 11 1 /2 26'-0' 25 -o• 26'-o• E-304 IOX25C12 25'- 11 1 /2" It 1 '- CB-30 0.312CIlL 31 ' -3" r '-o• CB-301 0.250CBL 25' - 11 " EBE90303 E-304 ER T302 E-303 EB=02 Y - O EBE7 I(p T J J �b 2 P-304 P-304 T z •� P-3 T CB�301 O91J01 36 RFI - 00 E-30 E- 01 RF2-300 E-300 1 71 -300 -300 T P-301 P ( ' RFI -301 RF2-301 RF2-301 R� 1 -301 PURUN VP 3/4 12 3/4 ,/•I' -"/' VANESSA L. BANKS P.E. FLORIDA P.E.# 83970 500 VULCAN PARKWAY ROOF FRAMING PLAN (27134- 3) ADEL, GA 31620 rHaerrroarurpgr` ` IN No N NO. 83970 s NO ••• STATE OF r � Z R-LB GRIP : . cL 0 No O R iQp ': CABLE ,;°SS/ONA� ti��°`'' EYEBp.r KEY PLAN f' a,,, N ORIGINAL' SIGNATURE 'TRE 'UIREl RLV SHER NeT REVISIONS DRAWING STATUS VULCAN STEEL STRUCTURES, INC RK DAVIS CONSTRUCTION CORP, BRACE CABLE ASSEMBLY REV. DESCRIPTION: DATE DTIR DA7E CHKRIAPPDil C I FINAL ERECTION PROJECT I MVAERICK HOATS ROOF FRAMING CABLE HARDWARE FACTORY ATTACHED CX] FOR CONSTRUCTION ID 27134-3 DESIGN, VLH DRAFT: XXX CHECKS VB SYMMETRICAL AT BON ENDS E I FOR APPRDVAL PRDJECT DATEi 4/ 1/21 SHEET 7 E I OTHER, EXPLAIN ADDRESS FORT PIERCE, FL 34946 TRIM TABLE ROOF PLAN OID MARK LENGTH DETAIL 1 RVCB 6 TRIM_52 2 VGE 6" 3 RVCB 6a TRIM_38 4 RVGE 6" 5 RVEG 20' -3" TRIM-50 6 RVEG 16' -3" TRIM-50 7 SET 10' -9 " E 76'-000T—TO—OUT OF STEEL A C B — r (Gutter with 4 downspouts) 0• •I i3 Cal of •I al VANESSA L. BANKS P.E. FLORIDA P,E.# 83970 500 VULCAN PARKWAY ROOF SHEETING PLAN (27134- 3) ADEL, GA 31620 PANELS: 26 Ga. PBR — Galvalume 1111111i f 1/111111/// Q :• �xcEN stf� N c No. 83970 to ? * = N STATE OF =9�F •�< O R1�P ' �� s3 '%csSfONAt KEY PLAN d'1111 itilo" " [1(/ ORIGINAL SIGNATURE RtlIRE�� REVISIONS DRAWING STATUS VULCAN STEEL STRUCTURES, INC RK DAVIS CONSTRUCTION CORP. REV. DESCRIPTION] DATE DTLR ➢ATE CHKR APPD C I FINAL ERECTION PROJECT NVAERICK BOATS ROOF SHEETING CXI FOR CONSTRUCTION I➢ 27t34-3 DESIGW VLB DRAFTS XXX CHECKi VB C ] FOR APPROVAL PROJECT OATE� 4/ i/21 SHEET 8 __ C ] OTHER, EXPLAIN ADDRESS FORT PIERCE, FL 34946 TRIM TABLE FRAME LINE 35 OID PART LENGTH DETAIL 1 BLTT 20 -3 TM9 2 BLTT 16' -3" TM9 3 RVRE 6" TM40 E 76'-ODUT-TO-OUT OF STEEL A C g 25'-01 25'-0" ij 0" HW426 - - - - - - - - - - - - I I I I I I ( I.It ' I I I I I I I I I I i I I L - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - J SIDEWALL FRAMING: FRAME LINE 35 4 4 4 4 g e?>n2 g - - - - - - - - - - — — — — — — — — I I I I I i I I I I OPEN TO 27134-2 I VANESSA L. BANKS P.E. FLOI I 500RVUL AN PARKWAY ADEL, GA 31620 I c�SA1L „Sq 4� Fee IIV I, :FFV I GEMS ' •. TIP - - - - - - - - - - - - - - - - — J = SIDEWALL SHEETING & TRIM : FRAME LINE 35 , No . 83970 ? 3 is STATE OF c GENERAL NOTES : '' SSIpNA� 1 / ( ID IF CABLE BRACING, WIND BENTS, WINO COLUMNS, OR WEAK AXIS DESIGN OFjy``�+��� /q $PINE WALL COLUMNS WERE NOT PROVIDED IT HAS BEEN DETERMINED THAT DIAPHRAGM ORIGINAL SIGNATURE REQt41REtl 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. 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, ( ) ELEVATION. THESE ARE REQUIRED TO SATISFY CODE-DEFINED CORNER ZONE WIND PRESSURES REV. ➢ESCRIPTION, DATE DTLR DATE CHKR APPD C 3 FINAL ERECTIBN PROJECT MVAERICK HOATS SIDEWALL FRAMING IN ORDER TO PROVIDE THE MOST ECONOMICAL BUILDING POSSIBLE, THESE GIRTS ARE NOT CX3 FOR CONSTRUCTION In 27134-3 DESIGN� VLH DRAFTS xxx CHECK. VH INCLUDED FOR THE FULL LENGTH OF THE WALL, NON -UNIFORM GIRT SPACING OR RESULTING C ] FOR APPROVAL PROJECT DATEj3/29/21 I SHEET 9 FORT PIERCE, FL 34946 APPEARANCE IS NOT A CAUSE FOR COMPLAINT OR REJECTION. _ _ 13 OTHER, EXPLAIN ADDRESS TRIM TABLE FRAME LINE 36 OID PART LENGTH IDETAIL i SET 10 -9 TM12 2 SE 11 -6" TM12 MEMBER TABLE FRAME LINE 36 MARK PART LENGTH E-300 JOE375D14 23 -4 1 2 A E-3O 1Or'3 ", 24'-4 1 2" 76'—ODUT—TO—OUT OF STEEL E B 0 25'—O' 25•-0" 26'-0• 0° © _ E— 00 +s 1 E-301 E-301 — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — i RF1 -300 RF2-300 RF2-300 RF1 -300 SIDEWALL FRAMING : FRAME LINE 36 Q Q Q (cauor with < downspouts) F_ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - — — — — — — — — — — — — — — — — _ Eave Extension VANESSA L. BANKS P.E. OPEN TO REMAIN OPEN FLORIDA 500VULCAN PARKWAY ADEL, GA 31620 rgrrronrrnrhp a��CEN SA �� - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - — SIDEWALL SHEETING & TRIM : FRAME LINE 36 T _ N®. 8397 o • STATE OF GENERAL NOTES : J}�,,( 1 . ) IF CABLE BRACING, WIND BENTS, WIND COLUMNS, OR WEAK AXIS DESIGN OF r rr rrru�'i ' � � $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 REQIARE SHOULD BE PROVIDED BY ERECTOR UNTIL ALL WALL AND ROOF PANELS ARE INSTALLED, REVISIONS DRAWING STATUS VULCAN STEEL STRUCTURES, INC RK DAVIS CONSTRUCTION CORP,�2. ) ADDITIONAL GIRTS MAY BE PRESENT IN THE END OR CORNER BAYS OF THIS WALL EVATION. THESE ARE REQUIRED TO SATISFY CODE-DEFINED CORNER ZONE WIND PRESSURES REV, DESCRIPTION, DATE DTLR DATE CHKR APPD I I FINAL ERECTION PROJECT MVAERICK BOATS SIDEWALL FRAMING IN ORDER TO PROVIDE THE MOST ECONOMICAL BUILDING POSSIBLE, THESE GIRTS ARE NOT D(I FOR CONSTRUCTION ID 27134-3 ➢ESIGN� VLB I DRAFTS xxx CHECKS VD INCLUDED FOR THE FULL LENGTH OF THE WALL. NON—UNIFORM GIRT SPACING OR RESULTING C I FOR APPROVAL pROJEci FORT PIERCE, FL 34946 ➢ATE3/29/21 SHEET la APPEARANCE IS NOT A CAUSE FOR COMPLAINT OR REJECTION. I ] OTHER, EXPLAIN ADDRESS _ -- TRIM TABLE FRAME LINE E OID IFANI LENGTH DETAIL 1 RVRT 20 -3 TM1I 2 RVRT 4" TM11 MEMBER T BLE FRAME LINE E MARK ART LENG P TH EB-303 W10X12 1 6 - 10 1 4 20'-07)UT—TO—OUT OF STEEL Q Q Qi HW7710 12 ` — EB—I3T— - - - � - - _T— f i OPEN TO REMAIN OPEN ENDWALL SHEETING & TRIM : FRAME LINE E ENDWALL FRAMING : FRAME LINE E VANESSA L. BANKS P.E. FLORIDA P.E.# 83970 500 VULCAN PARKWAY ADEL, GA 31620 `tttit19t1{Ii1H{1444"1 po SSP L • Bq� ",,, 4?161 Ole o to to 5 No . *97Q01 ; n3r to to OF :- � STATEto OR�Q4 to ��°' GENERAL NOTES : /ONAL �� �, �1 .) IF CABLE BRACING FOR END WALL IS NOT SHOWN ON ERECTION DRAWINGS IT HAS 44+t'innuuu+t" ;L EEN DETERMINED THAT DIAPHRAGM PANEL ACTION OR QUARTER-PANEL BRACING IS (1 SUFFICIENT TO RESIST IN-PLANE WIND FORCES. TEMPORARY BRACING SHOULD BE ORIGINAL SIGNATURE RE IR2D PROVIDED BY ERECTOR UNTIL ALL WALL AND ROOF PANELS ARE INSTALLED. DRAWING STATUS VULCAN STEEL STRUCTURES, INC RK DAVIS CONSTRUCTION CORP. (2.1 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 DESCRIFT10w DATE DTLR DATE CHKR APPD E I FINAL ERECTION PROJECT MVAERICK BOATS ENDWALL FRAMING REV. IN ORDER TO PROVIDE THE MOST ECONOMICAL BUILDING POSSIBLE, THESE GIRTS ARE NOT (XI FOR CONSTRUCTION ID 27134-3 DESIGNjVLB DRAFTi XXX CHECKt VB INCLUDED FOR THE FULL LENGTH OF THE WALL. NON—UNIFORM GIRT SPACING OR RESULTING C 3 FOR APPROVAL PROJECT DATEi3/29/21 SHEET 11 ADDRESS APPEARANCE IS NOT A CAUSE FOR COMPLAINT OR REJECTION , C I OTHER, EXPLAIN FLIRT PIERCE, FL 34946 Y.. TRIM TABLE FRAME LNE A OID PART LENGTH DETAIL 1 RVRT 20 G3 TM11 2 RVRT 4" TM11 MEMBER TABLE FRAME LINE A MARK PART LENGTH 8-301 W10X12 6 — 10 1 4 s 5 20'-O'OUT-TO-OUT OF STEEL 35 2 T HW]]10 12 - _ - - - —Ll_ T I I I I I I I I I I I I I 1 1 4 I I I I I I I I I I I I n I OPEN TO REMAIN OPEN I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ENDWALL SHEETING & TRIM : FRAME LINE A ENDWALL FRAMING : FRAME LINE A VANESSA L. BANKS P.E. FLORIDA P.E.# 83970 500 VULCAN PARKWAY ADEL, GA 31620 S ���5,`' ? k : VV . mome moop... RLOR��e E Of `` GENERAL NOTES : . " wAmp ( 1 .) IF CABLE BRACING FOR END WALL IS NOT SHOWN ON ERECTION DRAWINGS IT HAS '+]i'rS�Or�r� BEEN DETERMINED THAT DIAPHRAGM PANEL ACTION OR QUARTER—PANEL BRACING IS ,, 11 � T SUFFICIENT TO RESIST IN—PLANE WIND FORCES, TEMPORARY BRACING SHOULD BE ORIGINAL SIGNATURE REQ ED PROVIDED BY ERECTOR UNTIL ALL WALL AND ROOF PANELS ARE INSTALLED. pRAWING 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 ELEVATION. THESE ARE REQUIRED TO SATISFY CODE—DEFINED CORNER ZONE WIND PRESSURES REV, DESCRIPTIOM DATE DTLR DATE CHKR APPD C I FINAL ERECTION PROJECT MVAERICK DDATS EN➢WALL FRAMING IN ORDER TO PROVIDE THE MOST ECONOMICAL BUILDING POSSIBLE, THESE GIRTS ARE NOT CXI FOR CONSTRUCTION ID 27134-3 DESi6N, VL➢ DRAFTS xxx CHECK, v➢ INCLUDED FOR THE FULL LENGTH OF THE WALL. NON —UNIFORM GIRT SPACING OR RESULTING C I FOR APPROVAL PROJECT FORT PIERCE, FL 34946 DATE% 3f29121 SHEET 12 APPEARANCE IS NOT A CAUSE FOR COMPLAINT OR REJECTION, C I OTHER, EXPLAIN ADDRESS