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HomeMy WebLinkAboutSTEEL STRUCTURE PLANGENERAL NOTES kCCREDITED AC472 STEEL STRUCTURES, INC. VULCAN STEEL STRUCTURES,. INC Job Number 25556 Customer Name: R.K. DAVIS CONST. Job Location: PORT ST. LUCIE FL 34987 DATE: 7/10/18 DESIGNED BY: ZJM DETAILED BY: RDP CHECKED BY: ZJM DESIGN PARAMETERS COMMENTS BUILDING DESCRIPTION: NOMINAL WIDTH: 60 feet �R. NOMINAL LENGTH: 60 feet EAVE HEIGHT, BACK S.W: 18 feet EAVE HEIGHT, FRONT S.W: 18 feet ROOF SLOPE, LEFT: 1.0:12 ROOF SLOPE, RIGHT: 1.0:12 DESIGN LOADS BUILDING CODE: FLORIDA BUILDING CODE 6TH EDITION (2017) - BUILDING FRAME'. SELF WEIGHT: INCLUDED SNOW : ROOF DEAD LOAD: 2.000 psf FLAT ROOF SNOW LOAD Pf 0 psf COLLATERAL LOAD: 1 psf GROUND SNOW LOAD Pg 0.00 psf ROOF LIVE LOAD: 20.00 psf SNOW LOAD IMP. FACTOR 1.00 FRAME LIVE LOAD: 12- psf THERMAL FACTOR Ct : 1.00 SNOW LOAD, ROOF: 0 psf SNOW EXP. FACTOR Ce 1.00 WIND SPEED: (3 SEC GUST) 155 mph (Vult) 120.06 mph (Vosd) INTERNAL PRESSURE COEFF. 0.18/-0.18 WIND EXPOSURE: C CLOSURE "C, 0, P" Closed RISK CATEGORY : II_- Normal SEISMIC PARAMETERS - SEISMIC -FORCE RESISTING SYSTEM: STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE PROCEDURE SITE CLASS (ASSUMED) D SEISMIC IMPORTANCE: 1.00 SEISMIC DESIGN CATEGORY: A DESIGNED SPECTRAL ACCELERATION PARAMETER "SDS" - (SHORT PERIODS): 0.06 DESIGNED SPECTRAL ACCELERATION PARAMETER "SD1" - (1 SEC PERIODS): 0.05 MAPPED SPECTRAL RESPONSE ACCELERATION: "SS" - (SHORT PERIODS): 0.OQ MAPPED SPECTRAL RESPONSE ACCELERATION: "S1" - (1 SEC PERIOD): 0.03 S6SMIC RESPONSE MODIFICATION COEFFICIENT: "R" - 3.00 SEISMIC RESPONSE COEFFICIENT: "Cs" - 0.02 TOTAL LONGITUDINAL BASE SHEAR 0.45 TOTAL TRANSVERSE BASE SHEAR 0.47 DRAWING RELEASE HISTORY I DRAWING REVISIONS DATE SENT I � REASON FOR RELEASE I REVISIONI DATE I BY I DESCRIPTION 1. MATERIALS A51 M UtJIUIVHI IUIN GRADE 50 or GRADE 55 SHEETING STRUCTURAL STEEL PLATE A529 OR A572 COLD FORMED LIGHT GAGE SHAPES A1011 GRADE 55 ROOF PANEL: BRACE CABLES A475 EHS 50 GAUGE PANEL TYPE HOT ROLLED MILL SHAPES ASTM A992 - - _ _GRADE ROOF AND WALL SHEETS A653 OR A792 GRADE or GRADE 80 26 GA. PBR PANEL UNLESS NOTED BOLTS A307, A325T, AND A490 A307 N WALL PANEL: 2. STRUCTURAL PRIMER GAUGE PANEL TYPE SHOP PRIMER PAINT IS A MINIMAL NON -UNIFORM THICKNESS COATING OF A RUST INHIBITIVE RED -OXIDE COLOR PRIMER F= 664TTHIS-PJttMER ISTO BE CONSIDERED A FINISH AND IS NOT INTENDED 26 GA. PBR PANEL SATISFYING--THE--REQUIREMENTS7 --P— _NOT _COAT FOR LONG TERM EXPOSURE TO THE ELEMENTS. THIS PRIMER IS NOT-WARRANTED-OR—REPRL-SENTED=ASBEING-COMPATIBt F WITH ANY TYPE OF FINISH PAINT SYSTEM., THE PRIMER COAT APPLIED AT THE FACTORY IS SUBJECT TO BLEMISHES, SCUFFS, SHIPPING AND DURING HANDLING AS PART OF THE ERECTION PROCESS. IT IS THE WALL TRIM COLOR: SCRATCHES AND THE LIKE DURING RESPONSIBILITY OF THE ERECTOR TO TOUCH UP ANY SUCH UNDESIRABLE CONDITIONS DURING OR AFTER THE ERECTION PROCESS. Polar White SHALL NOT. BE SUBJECT TO REJECTION OR BE CONSIDERED A CAUSE FOR REJECTION. OBJECTIONS TO PRIMER APPEARANCE CABLE TRIM COLOR: 3. A325_. BOLT TIGHTENING -REQUIREMENTS ALL HIGH STRENGTH BOLTS ARE A325T UNLESS SPECIFICALLY NOTED OTHERWISE. Polar White STRUCTURAL BOLTS SHALL BE. TIGHTENED B THE TURN -OF -THE -NUT METHOD IN ACCORDANCE WITH THE 14TH INTS USING 8.1, (SPEC. 16.2) TURN TURN -OF -THE METHOD. A325TNBOLTSMAYPBEINSTALLED WITHOUTCWASHERSTURAL WHEN TIGHTENED BY2THE AY REQUIRE COLOR Golvalume COLOR Polar White ALL HIGH STRENGTH BOLTS, EXCEPT AS NOTED OTHERWISE, ARE SUBJECT TO DIRECT TENSION AND�����® INSPECTION AS DEFINED BY THE APPLICABLE BUILDING CODE OR STANDARD. IT IS THE RESPONSIBILITY OF THE ERECTOR TO ASSURE PROPER TIGHTNESS. (ZVj 4. BUILDER/CONTRACTOR -RESPONSIBILITIES THE METAL BUILDING MANUFACTURER'S STANDARD PRODUCT SPECIFICATIONS APPLY AND UNLESS STIPULATED OTHERWISE IN THE CONTRACT DOCUMENTS, .THE METAL `BUILDING MANUFACTURER'S DESIGN, FABRICATION, QUALITY CRITERIA STANDARDS AND TOLERANCES WILL GOVERN THE WORK. IN CASE OF DISCREPANCIES BETWEEN METAL BUILDINGS MANUFACTURER STRUCTURAL PLANS AND PLANS FOR OTHER TRADES. THE METAL BUILDING MANUFACTURER'S PLANS SHALL GOVERN. IT IS THE RESPONSIBILITY OF :THE BUILDER / CONTRACTOR TO OBTAIN APPROPRIATE APPROVALS AND NECESSARY PERMITS FROM CITY, COUNTY, STATE, OR -'FEDERAL AGENCIES, AS REQUIRED. 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. TONCE THE HE PURCHASE BUILDER DER CBYNTHECTOR OR BUILDER ILLFIRM BE BILLED ED SIGNED TTHE BUILDER / CONTRACTTORAPPROVAL FOR MATERIAL, FROM ENGINEERING AND HANDLINGFEES. SUCH CHANGES MAY CAUSE THE PROJECT TO BE MOVED FROM THE FABRICATION 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 WITH THE PURCHASE ORDER. 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 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 ASSUMPTIONS WILL GOVERN.- THE COMPLYLDER / WITH THEOAPPL APPLICABLE' REQUIREMENTS O� IS RESPONSIBLE OF ANYRE THAT ALL OTHER PROJECT PLANS,AND GOVERNING UILDI G AUTHORITY. SUPPLYING SPECIFICATIONS ENGINEERING DESIGN DATA AND DRAWINGS BY THE,BUILDING MANUFACTURER DOES NOT IMPLY OR CONSTITUTE AN AGREEMENT THAT THE BUILDING MANUFACTURER OR ITS DESIGN ENGINEER IS ACTING AS THE ENGINEER OF RECORD OR DESIGN PROFESSIONAL FOR THE CONSTRUCTION PROJECT. THESE DRAWINGS AND DESIGN DATA ARE SEALED AS TO THE STRUCTURAL SYSTEM FURNISHED BY THE METAL BUILDING MANUFACTURER IN COMPLIANCE WITH ALL REQUIREMENTS OF THE PURCHASE ORDER. THE BUILDER / CONTRACTOR; IS RESPONSIBLE FOR SETTING OF ANCHOR BOLTS AND ERECTION OF STEEL BUILDING COMPONENTS IN ACCORDANCE WITH THE -METAL BUILDING MANUFACTURER'S "FOR CONSTRUCTION" DRAWINGS. TEMPORARY SUPPORTS OR BRACING REQUIRED FOR THE BUILDING ERECTION WILL BE THE RESPONSIBILITY OF THE ERECTOR TO DETERMINE, FURNISH, AND INSTALL. THE METAL BUILDING MANUFACTURER DOES NOT WARRANT STRUCTURAL INTEGRITY OF ANY COMPONENTS FIELD MODIFIED OR DESIGNED AND, FABRICATED BY OTHERS. NEITHER DO WE ACCEPT DESIGN RESPONSIBILTY FOR THE EFFECTS NON STANDARD COMPONENTS- DESIGNED BY OTHERS MAY HAVE ON THE SYSTEM IN GENERAL AS TAKEN FROM THE FOURTEENTH EDITION OF THE AISC MANUAL PAGE 16.3-56 PARAGRAPH 7.14 - READS AS FOLLOWS THE CORRECTION OF MINOR MISFITS BY MODERATE AMOUNTS OF REAMING, GRINDING, WELDING OR CUTTING, AND THE DRAWING OF ELEMENTS INTO LINE WITH DRIFT PINS, SHALL BECONSIDERED TO BE NORMAL ERECTION OPERATIONS." SPECIAL NOTES: BUILDING IS NOT STRUCTURALLY SOUND UNTIL ALL WALL COVERING,, ROOF SHEETS, AND PERMANENT BRACING IS INSTALLED. BUILDER / CONTRACTOR IS 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 METAL BUILDING MANUFACTURER. OUTSIDE VENDOR ACCESSORY NOTE: BUYER SHALL BE RESPONSIBLE TO COORDINATE, ASSURE AND VERIFY THAT THE STRUCTURE AND CLEARANCES AS -PROVIDED BY BUILDING MANUFACTURER ARE COMPATIBLE WITH THE DOOR PROVIDED BY OTHERS. R (TRIM VARIES) NOTE: All TRIM CONTAINED ON THIS PROJECT WILL HAVE OUR STANDARD 3• LAP AS SHOWN ABOVE. (TRIM STYLE VARIES) 'MR, Ludecounb, PAUL WELCH INC. MECH-ELECT-CIVIL ENG. 1984 BILTMC)RE ST. #114 PORT SAINT LUCIE, FL 34984 PAUL WELCH R.E. FLA REG NO.29945 vtv tlzwt-p AUG 17 2010- THE PROJECT DESIGNER IS NOT THE METAL BUILDING MANUFACTURER, THE METAL BUILDING DESIGNER OR THE METAL BUILDING ENGINEER. THE ENGINEER WHOSE SEAL APPEARS ON THE METAL BUILDING PLANS IS A SPECIALTY ENGINEER AND NOT THE PROJECT DESIGNER OR THE PROJECT ENGINEER OF RECORD. THE ENGINEER WHOSE SEAL APPEARS ON THE METAL BUILDING PLANS DOES NOT HAVE FAMILIARITY WITH THE_ PHYSICAL JOBSITE LOCATION AND THEREFORE CANNOT BE IDENTIFIED AS, SERVE AS OR QUALIFY AS THE PROJECT DESIGNER. WALTER E. WOOD P.E. FLORIDA P< # 61323 - 500 VUL ARKWAY AD 1620 NSF e.°o -, o. 61323 STATE OF NAL /� i vr,f utlltfll4l4lII4ll11. MIAMI DADE PRODUCT APPROVAL NUMBERS FLORIDA PRODUCT APPROVAL NUMBERS W A L K D 0 0 R S jEMPACT RATED/WIND RATED +/- 50 PSF FL22211.5 RATED/WIND RATED +/- 50 PSF FL22211.1 RATED/WIND RATED . 70 PSF FL22211.7 6070 IMPACT RATED/WIND RATED +/- 50 PSF FL22211.3 4070 IMPACT RATED/ WIND RATED FL17900.1 4070 NON -IMPACT RATED/ WIND RATED 8070 �]JL18L17900.2 IMPACT RATED/ WIND RATED 18463.2 8070 NON -IMPACT RATED/ WIND RATED L463.1 R I D G E V E N T S 12" THROAT RIDGE VENT WITH 12" THROAT FL12805.2 6-3/4" THROAT RIDGE VENT WITH 6-3/4" THROAT FL12805.5 9" THROAT RIDGE VENT WITH 9" THROAT FL12805.1 L O U V E R S FIXED STEEL LOUVER WITH FIXED BLADES FL12256.1 ADJUSTABLE STEEL ILOUVER WITH ADJUSTABLE BLADES FL12256.2 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" FL12765.2 3100 SERIES MAX SIZE: 16'-0" X 20'-0" FL12765.3 3100 SERIES MAX SIZE: 20'-0" X 20'-0" FL12765.4 750 SERIES MAX SIZE: 3'-0". X 12'-0" FL12675.5 750 SERIES MAX SIZE: 6'-0" X 12'-0" FL12765.6 750 SERIES MAX SIZE: 8'-8" X 12'-0" FL12765.7 750 SERIES MAX SIZE: 10'-0" X 12'-0" FL12765.8 850 SERIES MINI MAX SIZE: 8'-8" X 12'-0" FL12765.9 - ROOF PANELS BQTTENLOK FL11819.1 DOUBLE-LOK FL11819.2 COKSEAM FL11819.3 SUPERLOK FL11819.4 ULTRA-DEK FL11819.5 7.2 PANEL FL1519.1 PBR PANEL FL5346.1 PBU PANEL FL11868.2 W A L L P A N E L S AVP PANEL FL11917.3 FW-120 PANEL FL11917.4 PBR PANEL FL5335.1 REVERSE PBR FL5335.1 SHADOWRIB PANEL FL11917.6 R 0 L L U P D 0 0 R S 850 SERIES MINI MAX SIZE: 8'-8" X 12'-O"�NOA-18-0123.13 0118.02 3400 SERIES MAX SIZE: 12'-0" X 20'-0" R 0 0 F P A N E L S R 22 GAGE & 24 GAGE NOA-17-0920.04 PERLOK 22 GAGE NOA-18-0220.11 PERLOK r 24 GAGE NOA-18-0312.09 UBLE-LOK NOA-18-0312.07 W A L L P A N E L S PBR 24 GAGE NOA-18-0312.08 ECO-FICIENT I I NOA-15-1109.06 S K Y L I G H T S PBR NOA-18-0328.02 THE PROJECT DESIGNER IS NOT THE METAL BUILDING MANUFACTURER, THE METAL BUILDING DESIGNER OR THE METAL BUILDING ENGINEER. THE ENGINEER WHOSE SEAL APPEARS ON THE METAL BUILDING PLANS IS A SPECIALTY ENGINEER AND NOT THE PROJECT DESIGNER OR THE PROJECT ENGINEER OF RECORD. THE ENGINEER WHOSE SEAL APPEARS ON THE METAL BUILDING PLANS DOES NOT HAVE FAMILIARITY WITH THE PHYSICAL JOBSITE LOCATION AND THEREFORE CANNOT BE IDENTIFIED AS, SERVE AS OR QUALIFY AS THE PROJECT DESIGNER. WALTER E. WOOD P.E. FLORIDA P.E.# 61323 500 VULCAN PARKWAY ADEL, GA 31620 ,t``ptnuutt utururrnirp�// :,���@ : °�,�0 � NSF •-, :O� ,,, N1 .61323 -_ STATE OF ORMINAl SIGNATURE REQUIRED Dia= 3/4" SW W 1 1 O I I I 4- FFT 0 I w -- I= O =I - 8" 2" 4" 2 2 -DETAIL—A-- Di = 5/8" D' = 5/8 C C d � v ✓1 * I O O I cn * jo016 L 013 O O 3 8„ 2,. 4" 2" 4„ 3 Li DETAIL 8 DETAIL F Di =' 5/8" Dia= 5/8" C I I v V) * r--� I 0 2,. L 0 0 J 3 L- -i 2" 4" W See Plan DETAIL C DETAIL G Dia' 3/4" 8„ —I— o 4" —I— 37 AL Llk 8" Sew n DETAIL D SEE PLAN OUT TO OUT CONCRETE �I SEE PLAN w OUT TO OUT STEEL x W a w PROJECTION CONCRETE EDGE AND ANCHOR BOLT PROJECTION WALL PANEL Al2 x 1 1/4' SDS INSIDE CLOSURE W/WASHER (6' OU BASE ANGLE FINISHI y2'x4'x16GA. � FLCOR ' • • • 1/4' x I' STD. BASE TRIM NAIL -IN ANCHOR (DTR> Q 36, O.C. (BY OTHERS) BASE ANGLE VITH BASE TRIM AND BASE CLOSURES VITHOUT SHEETING NOTCH 0 A ANCHOR BOLTS NOTES MANUFACTURER RECOMMENDS USE OF STRAIGHT ROD ANCHOR BOLTS W/FLAT w WITH NUT AND WASHER ON BOTH ENDS AS OPPOSED TO J-BOLTS CONCRETE OR-ANGHOR-BOITS WITH HOOKS -_BECAUSE OF REITER PERFORMANCE_ RESULTS IN CONCRETE FOUNDATIONS. THE TYPE OF BOLT USED FOR THE PROJECT SHALL BE DETERMINED BY THE FOUNDATION ENGINEER WITH THE BOLT STRENGTH MEETING OR EXCEEDING THAT OF AN ASTM F1554 GRADE 36 (MIN.) BOLT. f -- - - - - --- - - - - ----- ------ - -- - --- W/FLAT o' of h J 2' - I TD a •+ n u, X-Bracing In •• ... 4.2 G Ic .1 �A G f `i D D E c P9 F G N • as ord F C 1 2B o d �1 E J 1-1 W x ,C t- Z a � i o D �B x I in 0 m, I Cora D G _ G E .I �og roaA _ .. .. ... ., ..-_-•-- n, I1 < II 111 - 1 SLAB BEYON FINISHED FLOOR JAMB DEPTH 1 1-1/_2' *Ir 1/2' SECTION 'A -A' 1-3/4� , F.D.WIDTH 1-3/4' 'A -A' w 7 a 0 C a 0 0 TYP. OVERHEAD DOOR RECESS DETAIL ANCHOR BOLT PLAN NOTE: All Base Plates 0 100'-O' (U.N.) FIELD LOCATED OPENINGS QTY: DESCRIPTION 1 3070 WIND RATED WALKDDDR 4 3'-0 1/4'x5'-2 1/4' W/ V-9 3/4' SILL REVISIONS oil ANCHOR BOLTS ANCHOR BOLT SUMMARY SEE BUILDING PLANS Dia Pcoj FOR -,-PROJECTION Qty Locate (in) Type (in) om --3:00- 0 20 Endwoll 5/8" F1554 3.00 w 0 24. Frame 3/4" F1.554 3.00 •• TOTAL LENGTH DETERMINED a BY FOUNDATION ENGINEER •• ANCHOR BOLTS SHALL BE ASTM F1554 GRADE 36 MIN. OR GRADE 55 DRAWING STATUS VULCAN STEEL E I FINAL ERECTI❑N PROJECT FERI EXD FOR C❑NSTRUCTI❑N ID 255! E I FOR APPROVAL PROJECT PORT E I OTHER, EXPLAIN nnnlar" WALTER E. WOOD P.E. FLORIDA P.E.# 61323 500 VULCAN PARKWAY ADEL, GA 31620 "`ttt„tt1{t11l II IIIIIf!!//// 4 0.61323 = r o STATE OF ?.. JnU ��1 1R j11't� -'E je I. 71/ �g�etYtx``w` ftf gN1U1)IIB111HilltPl. � ORIGINAL SIGNATURE REQUIRED STRUCTURES, INC R,K. DAVIS CONST, %NDEZ HANGAR ANCHOR BOLT PLAN & DETAILS DESIGN:ZJM I DRAFTi RDP CHECK, JDH ST. LUCIE FL 34987 DATE, 7/10/18 ISHEET 1 OF 16 RIGID FRAME: BASIC COLUMN REACTIONS (k ) AE LINES: 2 3 4 Frame Column ----- Dead -----Collateral- ----- Live ------ Wind -Leftl- -Wind-Rightl- --VYnd-Left2- F Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert -33.2 Horiz -7.5 Vert -20.9 Horiz -20.5 Vert -23.2 A COLUMN LINE 2 A 1.1 2.1 0.4 0.6 4.3 7.2 -23.4 7 5 20.9 23.4 -33.2 4.5 -11.0 3 A t1 2.1 -OAI 0.6 1.0 2.1 0.4 0.6 -43 4.2 72 7.0 _22.7 -3� 7.2 -20.3-19.9 =22 5 3 F -1.0 2.1 -0.4 0.6 0.3 -4.2 1.6 7.0 3.8 7.2 -10.0 -20.3 -17.5 22.7 -1.5 -32.2 -11.1 4.3 -9.1 -10.6 -12.3 4 4 A F 0.7 1.9 0.1 -0.7 1.9 -0.1 0.3 -1.6 3.8 1.5 -11.1 10.0 -17.5 0.7 -5.8 Frame Column-Wind_Mght2- --Wind-Longl- --Wind-Long2- -Seismic-Left Seismic -Right - - - - - - - -Line-Line-Horiz-Vert­ -Horiz Vert Horiz Vert- Horiz Vert _ 0.0 Horiz 0.1 Vert _ 0.0 ' 2 A -4.5 -11.0 -10.1 -30.5 20.5 -23.2 11.3 -23.6 -11.3 10.1 -23.6 -30.5 -0.1 -0.1 0.0 0.1 0.0 2 3 F A -4.3 -10.6 -9.8 -29.6 -11.0 -22.9 -0.1 0.0 0.0 0.1 0.1 0.0 0.0 3 F 19.9 -22.5 11.0 -22.9 9.8 -29.6 -0.1 0.0 0.0 0.0 0.0 4 A F -0.7 -5.8 -3.2 -16.1 9.1 -12.3 3.8 -12.5 -3.8 3.2 -12.5 -16A 0.0 0.0 0.0 0.0 4 _ L H - ---- -- - __ 80CT5=&` ENDWiA - _ - - : -ANCHOR-B�SI`P - - -- - -- _ v f�-- Fmn Col Anc._Bolt Base -Plate (in Elev. Line Line Qty Dio Width Length ick (in) 1 A 4 0.625 6.000 8.000 0.500 0.0 RIGID FRAME: ANCHOR BOLTS & BASE PLATES 1 C 4 0.625 6.000 8.000 0.500 0.0 1 D 4 0.625 6.000 8.000 0.500 0.0 Frm Col Anc.-Bolt Base -Plate (in) Thick Elev. 1 4 F E 4 0.625 6.000 8.ODO 0.500 2 0.625 3.000 6.00D 0.134 0.0 0.0 Line Line Qty Dia Width Length (in) 4 B 2 0.625 3.000 6.000 6:134 0.0 2 A 4 0.756 8.000 10.00 0.500 0.0 2 F 4 0.750 8.000 10.00 0.50D 0.0 RIGID FRAME: ANCHOR BOLTS & BASE PLATES Frm Col Anc.-Bolt Base -Plate (in) Elev. Line- Line Qty Dia Width Length Thick . (in) 3 , A 4 0.750 8.000 10.00 0.500 0.0 3 F 4 0.750 8.000 10.00 0.500 0.0 RIGID FRAME: ANCHOR BOLTS & BASE PLATES Frm Col Anc.-Bolt Base -Plate (in Elev. Line Line Qty Diu Width Length hick (in) 4 A 4 0.750 8.000 10.00 0.500 0.0 4 F 4 0.750 8.000 10.00 0.500 0.0 BUILDING BRACING REACTIONS t Reactions k) Panel Shear -Wall - Col -Wind - - eismic- (Ib ft Loc Line Line Harz Vert Harz Vert Wind Seis Note LEW 1 D,F 3.7 3.5 0.1 0.1 F-SVP- F 2.3 12.0 9.9 0.2 0.2 R_EW 4 (h) B_SW A 3.2 12.0 9.9 0.2 0.2 j(h)Rigid frame of endwall DESIGN LOAD DEFINITIONS RIGID FRAME LOAD CASE DEFINITIONS Wind_LI/Wind_Rl = Lateral wind load from the left/right with a negative Internal pressure coefficient. Wind_L2/Wind_R2 = Lateral wind load from the left/right with a positive Internal pressure coefficient. Wind-Lnl = Longitudinal wind load with a negative Internal pressure coefficient. Wind Ln2 = Longitudinal wind load with a positive Internal pressure coefficient, Seismic_L/Seismic_R = Lateral Seismic load from left/right. LWIND#_L#E/ LWIND#_R#E = Longitudinal wind loads for edge zones. F#UNB_SL_L/ F#UNB_SL_R = Unbalanced roof snow load with wind from the-left/right, F#PAT tL # = Pattern live load for continuous beam systems. 'Notes Bracing reactions are not already Included in combination with any other load but must be added to basic reactions as desired by the foundation designer.' Collat = Collateral Load Endwall Load Case Definitions Rafter Wind_L/ Rafter Wind_R = Lateral wind load from the left/right. Brace Wind_L/ Brace Wind_R = Lateral. wind load from the left/right with the bracing loads added. Wind_P/Wlnd_S = Wind Pressure/Suction due to longitudinal wind. Wind-Ln# = Longitudinal wind load on the roof. Seismic_L/Seismic_R = Lateral Seismic load from left/right. E#UNB_SL_L/ E#UNB_SL_R = Unbalanced roof snow load with wind from the left/right. IE#PAT_LL # = Pattern live load for continuous beam systems. LWIND#_L/LWIND#_R = Longitudinal wind loads for edge zones. [INS ENDWALL COLUMN: BASIC COLUMN REACTIONS (k ) Frm Col Dead Collat Live Wind Leftl Wind Rightl Wind Left2 Wind Right2 Wind Press Wind Suct Line Line Vert 0.5 Vert 0.1 Vert 1.7 Vert -4.7 Vert -3.0 Vert -3.1 Vert -1.4 Harz 0.0 Harz 0.0 1 IC A 0_9 0.2 4.6 -12.4 -7.1 -8.8 �8 -3.5 --7 -7.2 -72 8.0 An 1 1 D F 0. 0.5 0.1 1.7 - -2.6 -4.7 -1.0 -3.1 0.0 0.0 4 B 0.1 0.0 0.0 0.0 0.0 0.0 0.0 -1.1 1.3 Seis Frm- -Col --Right- Line Line Vert 1 A 0.0 1 C 0.0 1 D 0.0 1 F 0.0 4 E 0.0 4 B 0.0 (1.) APPLICATION OF ENGINEERS SEAL IS FOR METAL BUILDING ONLY AND DOES NOT REPRESENT THE PROFESSIONAL OF RECORD. (2.) FOUNDATION DESIGN AND CONSTRUCTION ARE NOT THE RESPONSIBILITY OF THE METAL BUILDING MANUFACTURER. (3.) ANCHOR BOLTS SHALL BE ACCURATELY SET TO A TOLERANCE OF +/- 1/8" IN BOTH ELEVATION AND LOCATION. �4.) THE BUILDING REACTION DATA REPORTS THE LOADS WHICH THIS BUILDING PLACES N THE FOUNDATION. THE FOUNDATION IS TO BE DESIGNED BY A QUALIFIED ENGINEER To O USE OR OCCUIMPOSED BY THE PANCY WITHRESPECT TO JOB SITE COND ONS BUILDING (5.) ALL ANCHOR BOLTS TO BE ASTM F1554 GRADE 36 MIN. OR GRADE 55 (UNLESS NOTED) (6.) VALUES GIVEN FOR BENDS AND ANCHOR BOLT TOTAL LENGTHS ARE SUGESTED LENGTHS ONLY. IT IS THE RESPONSIBILITY OF THE FOUNDATION ENGINEER TO DETERMINE THESE VALUES SINCE THEY ARE A FUNCTION OF CONCRETE STRENGTH AS WELL AS OTHER FACTORS. (7.) WIND REACTIONS ARE BASED ON Vult. E I FINAL ERECTION EXI FOR CONSTRUCTION E I FOR APPROVAL E I OTHER, EXPLAIN VULCAN STEEL STRUCTURES, INC PROJECT FERNANDEZ HANGAR ID 25556 PROJECT PORT ST. LUCIE FL 3, ADDRESS Wind Wind Longs Lon92 Vert Vert -4.9 -2.7 _17 7 -7.3 WALTER E. WOOD P.E. FLORIDA P.E.# 61323 500 VULCAN PARKWAY ADEL, GA 31620 9f�{{qUl!! II111tF�1111��• ORIGINAL SIGNATURE REQUIRED R,K, DAVIS C❑NST. ANCHOR BOLT DETAILS & REACTIONS DESIGNS ZJM DRAFT, RDP CHECK: DATE, 7/10/18 1 SHEET 2 SPLICE BOLT TABLE TYP. FLANGE BRACE / GIRT CONNECTION MEMBER WBbEDepth Web Plate Outside Flange Inside Flange . Mark Top Bot Int Type Dia Length OFFSET 2 811/2'xl 1/4' Mark W x Thk x Length W x Thk x Length Start End Thick Length RF1-1 9.5 29.0 0.165 131.7 6 x 1 4 x 237.4 6 x 1 4 x 179.7 - SP. I 4— O—A- 25�-750-2.5 GYP-u,N:> (TYP: U.N.) 29.0/29.0 0.250 31.7 6 x 3 16 x 37.4 SP 2 4 4 0 A325 0.625 2.25 o I o jy I, I RF1-2 27.5/1 1.5 1 1.5 1 1.5 0.188 0.188 144.4 180.0 6 6 x 1 /4" x 1 4" x 240.0 x 82.1 6 6 x 1 /4" x 145.3 x 1 4" x 179.0 FLANGE BRACE TABLE --FRAME -LINE - 2- -- - - -- -- -- - - -- - --- - - PURLIN/ GIRTT ®� 1BOLTS -- - - V ID SIDES MARK LENGTH OFFSET A307 A SECOND FLANGE FLANGE BRACE SEE FRAME CROSS 1 2 . 1 1 FB44.5A FB45.5A 3:-8 1 /2" 3'-9 1 2" / 2'-8" 2'8:: - 3 1 F838.5A 3� -2 1 2� BRACE IS REQUIRED ONLY ----_ _ -- - --- -- - - - -_ - -- -- - - —_-- - _ -- - - -. FLANGE -BRACE -TA -BEE �2:CDLrt1MN7RAFTER _ SEE FRAME CROSS SECTION 6 BOLTS TOTAL FOR LOCATIONS. ADDITIONAL HOLES ARE PRESENT FOR ALIGNMENT PURPOSES ONLY RC-R26 29'-9-I, 29'-9" p r 26 Go. PR, Galvalurne 7®4'-178"- -- - --- 7:-- —. T —`I— [� 12'-5 1 /2" 53'-9" ;LEARANCE -v vul-iv-t/ui yr «� MAIN FRAME ELEVATION: FRAME LINE 2 GENERAL NOTES: * NOTICE TO ERECTOR -------------------------- (A)lt is IMPORTANT that for members exceeding 30 ft. in length that a spreader bar be used, when lifting. REVISI❑NS (B)ALL flange braces and wind bracing REV, DESCRI_ must be installed prior to exterior finishes being applied. I WALTER E. WOOD P.E. FLORID ' 'jlujl- FLORIDA P.E.# 61323 500 VULCAN PARKWAY ADEL, GA 31620 Ill,lltnlllllllff!///fff",/' 2'-5 lz2:1. _ 8"GEN ,, • . OD', _ljo.61323 -_ F = �= fTtTrE OF 711.1'.11111d ORIGINAL SIGNATURE REQUIRED DRAWING STATUS VULCAN STEEL STRUCTURES, INC R,K. DAVIS C❑NST, C I FINAL ERECTION PROJECT FERNANDEZ HANGAR MAIN FRAME ELEVATION (XI FOR CONSTRUCTION ID 25556 DESIGN:ZJM I DRAFT: RDP I CHECK: ZJM C I FOR APPROVAL PROJECT DATE: 7/10/18 ISHEET 3 C I OTHER, EXPLAIN ADDRESS PORT ST. LUCIE FL 3498 SPLICE BOLT TABLE Mark Qty Top Bot Int Type Dia Length SP"-1 SP-2 4 4 4 4 0 A325 0 A325 0.750 2.50 0.625 2.25 FLANGE BRACE TABLE ----FRAM. E—LINE" - 3- D IDF1s MARK LENGTH OFFSET 1FB44.5A 2F645A 3-81/2" 3'-9" 2'-8" 2'-8" 9 I 4 " A GENERAL NOTES: * —NOTICE TO ERECTOR — (A)lt is IMPORTANT that for members exceeding 30 ft. in length that a spreader bar be used when lifting.. (B)ALL flange braces and wind bracing must be installed prior to exterior finishes being applied. TYP. FLANGE BRACE / GIRT C❑NNECTI❑N MEMBER TABLE Web Depth Web Plate Outside Flange Inside Flange OFFSET Ct Mark W x Thk x Len th W x Thk x Length Start End Thick Length 1/2•xl 1/a• (TYP. U.N.) (aFLANGE 28.5/28.5 0.250 31.7 6 x 3/16" x 36.9 i RF2-2 27.5/11.5 0.188 144.9 6 x 1/4" x 240.0 6 x 1/4" x 145.8 ` I 11.5 0188 1800 6 x 1 4" x 82.6 6 x 1 4" x 179.0 o11.5 PURLIN/GIRTx1BOLTS A SECOND FLANGE O CE SEE FRAME CROSS BRACE IS REQUIRED ONLY �E - - --- - -- FLANGE BRACE TABLE. R.F. COLUMN/RAFTER - - -- - - - -- - - --- -- - - - -- -- - SEE FRAME CROSS SECTION 6 BOLTS TOTAL FOR L❑CATIONS. ADDITIONAL HOLES ARE PRESENT FOR ALIGNMENT PURPOSES ONLY RC-R26 29 9• 4� �w 29'-9" vu:—w—v— yr ai— MAIN FRAME ELEVATION: FRAME LINE 3 REVIS 1 12 a C' n i� WALTER E. WOOD P.E. FLORID • 'I I FLORIDA P.E.# 61323 { 500 VULCAN PARKWAY ADEL, GA 31620 rtrrur���' 2'-5""�- E. ,''' �i ♦ .61323 STATE O F 4,: '� /Pijlfi 11 t:11 H i 1l! 1trtLlrF ... sf/4! 5 ORIGINAL SIGNATURE REQUIRED DRAWING STATUS VULCAN STEEL STRUCTURES, INC R.K. DAVIS C❑NST. I I FINAL ERECTION PROJECT FERNANDEZ HANGAR MAIN FRAME ELEVATION IXI FOR CONSTRUCTI❑N ID 25556 DESIGN:ZJM I DRAFT: RDP CHECK, I I FOR APPROVAL PROJECT PORT ST, LUCIE FL 3498 DATE: 7/10/18 1 SHEET 4 1 1 OTHER, EXPLAIN ADDRESS SP_LhCE BOLT TABLE Qty Mark Top Bot Int Type Dia Length SP.-1 4 4 0 A325 0.625 2.25 FLANGE BRACE TABLE FRAME LINE 4 V ID SIDES MARK LENGTH OFFSET 1 1 F843.5A 3'-7 1 /2" 2'-8" —19 'Zi. ,2 * NOTICE TO ERECTOR —— (A)lt is IMPORTANT that for members exceeding 30 ft. in length that a spreader bar be used when lifting. (B)ALL flange braces and wind bracing must be installed prior to exterior finishes being applied. TYP, FLANGE BRACE / GIRT C❑NNECTI❑N MEMBER TABLE Web Depth Web Plate OFFSET8. li2•xl 1/4• Mark Start End Thick Len tl (TYP U.N.) A3e7 B[ — 9. 19:4— - - . --IZ3:0 (TFA 19.4/19.4 0.165 26.6 G RF3-2 22.4/22.4 0.165 93.8 I 22.4 22.4 0.135 240.0 PURLINGIRT IBpLTS A SECOND FLANGE-J Lr LMIVUL DRMLL BRACE IS REQUIRED SEE FRAME CROS: - - - - _ FLANGE BRACE TABLE, R.V COLUMN/RAFTER SEE FRAME CROSS SECTION 6 BOLTS TOTAL FOR LOCATIONS. ADDITIONAL HOLES ARE PRESENT FOR ALIGNMENT PURPOSES ONLY RC-R26 _-A 11�7 ' MAIN FRAME ELEVATION: FRAME LINE 4 DE )utside Flange Inside Flange V x Thk x Length W x Thk x Length x-183-3- 6 x 3/16" x 27.8 6 x 5/16" x 240.0 6 x 5/16" x 240.0 6 x 5/16" x 91.9 6 x 5/16" x 91.9 ! E. WOOD P.E. FLORID 1 FLORIDA P.E.# 61323 500 VULCAN PARKWAY ADEL, GA 31620 ° \G E N,� No.61323 TE OF R1, NAI ' 1••at 11 p r 14 i l l 111! 1!!! ORIGINAL SIGNATURE REQUIRED DRAWING STATUS VULCAN STEEL STRUCTURES, INC R.K. DAVIS C❑NST. C I FINAL ERECTION PROJECT FERNANDEZ HANGAR MAIN FRAME_ ELEVATION CXI FOR CONSTRUCTION ID 25556 DESIGN:ZJM DRAFTS RDP I CHECK: ZJM C I FOR APPROVAL PROJECT DATE, 7/10/18 SHEET 5 C I OTHER, EXPLAIN PORT ST, LUCIE FL 3498 ADDRESS O ERECTOR NOTE: THIS BUILDING HAS SPECIFIC ROOF AND/OR WALL FASTENER _w.RF__ MF_NTS PLEASE REVIEW THIS DETAIL PRIOR TO ERECTING THE ROOF & WALL PANELS. FAILURE TO FOLLOW THESE SPECIFIC REQUIREMENTS COULD RESULT IN LOSS OF ROOF OR WALL PANEL(S) O O WIND LOADING PRESSURES CHART --- (AREA <— 10 SOFT. FOR PANELS) PRESSURE SUCTION ZONE 1 (ROOF INTERIOR) 22 —54 ZONE 2 (ROOF EDGE) 22 —91 ZONE 3 (ROOF CORNER) 22 —137 —ZONE-4—(WALL INTERIOR)— —54— ZONE 5 (WALL EDGE) 50 —66 WALL ACCESSORIES > 10 SOFT (ZONE 4) 50 —54 >160 SOFT (ZONE 4) 42 —47 > 10 SQFT (ZONE 5) 50 —66 >100 SQFT (ZONE 5) 42 —50 NOTE PRESSURES SHOWN ARE BASED ON Vutt AND APPLICABLE INTERNAL COEFFICIENTS FOR THE ENCLOSURE CLASSIFICATION AND EXPOSURE CATEGORY. SEE COVER PAGE FOR APPLICABLE VALUES. FOR ALLOWABLE STRENGTH DESIGN PRESSURES, Vosd. MULTIPLY THE SHOWN VALUES BY 0.6. ROOF SLOPE 0 TO 7° O / 2 / ROOF FASTENER DETAIL P \ / ENCLOSED / PARTIALLY ENCL, P 1•-0• 1•-0• i'-o, DETAIL .A' �#12 MEMBER FASTENERS PANEL FASTENER SPACING AT INTERME➢IATE GIRTS . � B. /--#12#12 MEMBER FASTENERS PANEL FASTENER SPACING AT EAVE STRUTS ENDLAPS, AND BASE 014 STITCH FASTENERS ZONE 5 — —20'— O/C MAX. ZONE 4 — 2 ALL GIRTS 4 _ 20'_ D.C. MAX. BETWEEN GIRTS DETAIL 4 = ZONE 4 DIM W = 6 FT 5 = ZONE 5 'PBR' WALL PANEL PR❑FILE 'PBR' WALL PANEL ATTACHMENT DETAIL WALL FASTENER DETAIL PLAN PGBLESS7 1 —0' 1'—D' II 1'-0. DETAIL �I #12 MEMBER FASTENERS PANEL FASTENER SPACING AT INTERMEDIATE PURLINS r #12 MEMBER FASTENERS PANEL FASTENER SPACING AT EAVE STRUTS ENDLAPS, AND RIDGE. #14 STITCH FASTENERS TAPE MASTIC ZONE 3 — _20__ 0/C MAX. ZONE 2 — _Q'_ 0/C MAX. ZONE 1 — 2 ALL PURLINS ➢ETAIL 'A' 1 = ZONE 1 DIM A = 6 FT 2 = ZONE 2 3 = ZONE 3 'PBR' ROOF PANEL ATTACHMENT DETAIL 36' NOMINAL COVERAGE 12' 12' 12' 4' 4' 4' J3 4' 1�74L1, MAJOR RIB A MINOR RIB 3/16' 'PBR' ROOF PANEL PR❑FILE >01'tt it, EVISI❑NS 11KHW11VU 3IAiIU3 VULCAN STEEL STRUCTURES, INC REV. DESCRIPTION; DATE I DTLR I DATE I CHKR I APPD C I FINAL ERECTION PROJECT FERNANDEZ HANGAR [XI FOR CONSTRUCTION ID 25556 C I FOR APPROVAL PROJECT C ] OTHER, EXPLAIN PORT ST. LUCIE FL 34 ADDRESS WALTER E. WOOD P.E. FLORIDA P.E.# 61323 500 VULCAN PARKWAY ADEL, GA 31620 .` \ �Q.e�\0ENS�, p o. 61323 s �f STATE OF e 40 R ORIGINAL SIGNATURE REQUIRED RX DAVIS C❑NST, EASTERNER DETAILS DESIGN, ZJM I DRAFTi RDP CHECK: DATE 7/10/18 SHEET 6 GRIP BRACE CABLE ASSEMBLY CABLE HARDWARE FACTORY ATTACHED SYMMETRICAL AT BOTH ENDS i� wl N W Q �_ y rL• � 1 ER-1 o NI U W l WI n ER-2 0 0 alI W PURUN LAP RF1-2 _o I-vA II RF2-2 -2 \ / 11 RF2-2 _— 1•-1 3/4' 1•-1 3 /4' ROOF FRAMING PLAN REVISI❑NS 1 F RF3-1 r— I P-2 __ O/1LJL 1 J _BX25Z 15 _ _ _ L I — I I L L _2 __3. 1 /2;; - - P-3 8X25Z15 21'-1 1/2 P-4 8X25Z15 21-1 1/2" E-1 8E275D16 19'-11 1/2 E-2 8E275D16 19'-11 1/2„ E-3 8E275D16 19'-11 1/2 CB-4 0.375CBL 21'-2, CB-5 0-319CRI 94'-7" WALTER E. WOOD P.E. FLORIDA P.E.# 61323 500 VULCAN PARKWAY i ADEL, GA 31620 111111r4rrUrgrr o I i - N ?F3-1 .61323 —_ e - STATE OF ° ORIGINAL SIGNATURE REQUIRED DRAWING STATUS VULCAN STEEL STRUCTURES, INC R,K, DAVIS C❑NST. 'D E I FINAL ERECTION PROJECT FERNANDEZ HANGAR ROOF FRAMING EXI-FOR CONSTRUCTION E I FOR APPROVAL ID 25556 DESIGNIZJM IDRAFT, RDP CHECK: ZJM PROJECT ADDRESS PORT ST. LUCIE FL 3498 DATE, 7/10/18 SHEET 7 E I OTHER, EXPLAIN TRIM TABLE ROOF PLAN OID MARK LENGTH DETAIL 1 RC-R26 3 -0 I TM19 1 4 " 60'-0" OUT —TO —OUT OF STEEL 2 - 3 20'-0' 20'-0" 20'-0- of N I-0- --I--1-------I--f--I--I-4-+-�--I---�-4-+-�--I--I--I Of N WALTER E. WOOD P.E. FLORIDA P.E.# 61323 500 VULCAN PARKWAY ADEL, GA 31620 ````tpppplliltid!!p�4ry//rrr . a V ae a _ '0.61323 F =1 44 e — ROOF SHEETING PLAN r STATE OF JJ'' �. • PANELS: 26 Ga. PSR — Galvalume t E N4 P��yt+w ����• f7 {t1! �'A 1. r ' ///�O'�t!!!!I!U IlktSitt1tt45it / ORIGINAL SIGNATURE REQUIRED REVISIONS DRAWING STATUS VULCAN STEEL STRUCTURES, INC R,K, DAVIS C❑NST. REV. DESCRIPTION1 DATE DTLR DATE CHKR APPD C I FINAL ERECTION PROJECT FERNANDEZ HANGAR ROOF SHEETING CXI FOR CONSTRUCTION ID 25556 DESIGNlZJM I DRAFT:.RDP I CHECK, ZJM C 3 FOR APPROVAL C I OTHER, EXPLAIN PROJECT PORT ST. LUCIE FL 349E I DATE+ 7/10/18 ISHEET 8 ADDRESS VV—T DS-1 UAJ I V 8x35C16 V— I I I L 3'-0 1 4" --- - -- -- - - -E--1---8E275D1-6--.. 1-9 =11- 1/2" - E-2 8E275D16 19'-11 1, 2" G-9 8X25Z16 8'-1 7/8' G-10 8X25Z14 21'-1 1/2" G-11 8X25Z15 21--1 1/2" G-12 8X25Z16 21'-1 1 Y. G-13 8X25Z16 9'-3 7/" - - - - — =1A-- X257+6— , 2 9 2' W -3 7 8' G-15 BX25Z16 G-16 8X25Z15 21'-1 1/2" G-17 8X25Z16 21'-1 1 2" G-18 8X25Z16 8--1 7 8" 4 CB-3 0.5000BL 26'-6" 1 60'-0" OUT —TO —OUT OF STEEL 2 3 20'-0" 20'-0" 20'-0" s E-1 as E— E— ------------- N - G-1 G-14 G-17 a I - —11 G-14 G-17 _ N a a L6 XG-1 Ll _ 16 I iO I i C K G— G-1 H _ G-14 G-1 G-18 Lli 0015 h L es BA + O — _ — — — — — — — — — — — — — — — — — — — — — ----- — — — — — — — — _ _ — — EC-4 RF1-1 I_ 8'-5 7/8" 3'-0 1 /4" I 8'-5 7/8" GIRT LAPS t'-1 3/�' 1'-1 3/4' GENERAL NOTES: (1.) IF CABLE BRACING, WIND BENTS, WIND COLUMNS, OR WEAK AXIS DESIGN OF SIDE 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 WALL AND ROOF PANELS ARE INSTALLED. (2.) ADDITIONAL GIRTS MAY BE PRESENT INTHE END OR CORNER BAYS OF THIS WALL ELEVATION. THESE ARE REQUIRED TO SATISFY CODE -DEFINED CORNER ZONE WIND PRESSURES IN ORDER TO PROVIDE THE MOST ECONOMICAL BUILDING POSSIBLE, THESE GIRTS ARE NOT INCLUDED FOR THE FULL LENGTH OF THE WALL. NON -UNIFORM GIRT SPACING OR RESULTING APPEARANCE IS NOT A CAUSE FOR COMPLAINT OR REJECTION. 2 C70 3 j1 4 C-5 a RF2-1 WJ �W RF3-1 - 8'-5 7/8" 3'-0 1/4" 8'-5 7/8" WALTER E. WOOD P.E. FLORIDA P.E.# 61323 500 VULCAN PARKWAY SIDEWALL FRAMING: FRAME LINE F ADEL, GA 31620 . as o ae 0 No.61323 -_ PTA 0F `- v0 < <� J ORIGINAL SIGNATURE REQUIRED — REVISIONS DRAWING STATUS VULCAN STEEL STRUCTURES, INC R.K, DAVIS C❑NST, REV, DESCRIPTION- DATE DTLR DATE CHKR APPD C I FINAL ERECTION PROJECT IFERNANDEZ HANGAR SIDEWALL FRAMING 1XI FOR CONSTRUCTION ID 125556 DESIGN:ZJM I DRAFT- RDP I CHECK: ZJN C I FOR APPROVAL PROJECT PORT ST, LUCIE FL 3498 DATE' 7/10/18 SHEET 9 I I OTHER, EXPLAIN Annoccc 2 DTR 19'-6" TRIM_114 3 CTR 18'-3" TM29 4 RVEG 20'-3" TM50 5 RVCB .6" TM52 6 RVGE 6" - 7 JCT _ - - 5'13,.- - - - - - __ - - - 8 JTR 5'-6" TM31 9 JCT. 3'-1" 1 ni HT ';'-7" Tu'iz I 4 Q s s (Gutter with 4 downspouts) 10 ❑ 0 5 6 O I ca O I io O I m O I no O I m O co O uo O m O co O m O m O 1 eo O 1 m O I O 1 O 1 O 1 O I O I O I O m co m m O no m m 7 6 O 1 7 e B O a O GENERAL NOTES: (1.) IF CABLE BRACING, WIND BENTS, WIND COLUMNS, OR WEAK AXIS DESIGN OF SIDE 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 WALL AND ROOF PANELS ARE INSTALLED. ELEVATION.ONAL IRE IT THESE ARE REQUIRED SATISFY CODEDOCORNER DEFIINEDCORNEYS OF THIS W CORNER ZONE WIND IN ORDER TO PROVIDE THE MOST ECONOMICAL BUILDING POSSIBLE, THESE GIRTS ARE NOT INCLUDED FOR THE FULL LENGTH OF THE WALL. NON -UNIFORM GIRT SPACING OR RESULTING APPEARANCE IS NOT A CAUSE FOR COMPLAINT OR REJECTION. SIDEWALL SHEETING & TRIM: FRAME LINE F PANELS: 26 Ga. PBR — Polar White REVISI❑NS ( 3 FINAL ERECTION 1X3 FOR CONSTRUCTION 13 FOR APPROVAL 1 3 OTHER, EXPLAIN VULCAN STEEL STRUCTURES, INC PROJECT I PORT ST. LUCIE FL J WALTER E. WOOD P.E. FLORIDA P.E.# 61323 500 VULCAN PARKWAY ADEL, GA 31620 \\\\\\\\1:I111I111111111fflpfl/ p a ° o. 61323 a° STATE OF o ORIGINAL SIGNATURE REQUIRED RX DAVIS C❑NST, SIDEWALL FRAMING DESIGN, ZJM I DRAFT, RDP T CHECK, 2 DATE, 7/10/18 1 SHEET 10 r 4 60'-0" OUT -TO -OUT OF STEEL 3 2 20'-0" 20'-0" 20•-0" E-2 Ll J4 E- Is G-17 G-14 G-12 G-17 -14 G-11 -1XG-1 -1 G-1 o G-13 H G-14 I I G-15 G-20 n -DSS-1 -1 A n RF�_, 0 — — — — — — — — — — — — — — — — — — — — — — — — — — — I o1 I — — — — — — — — — 3 —c — — — — 4-I _ 8'-5 7/8' 3'-0 1/4"_ 8'-5 7/8" GIRT LAPS GENERAL NOTES: (1.) IF CABLE BRACING, WIND BENTS, WIND COLUMNS, OR WEAK AXIS DESIGN OF SIDE 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 WALL AND ROOF PANELS ARE INSTALLED. ALL ELEVATION. 1THESE NAL I ARE REQUIRED T ORTS MAY BE ESATISFY CODENT IN THE —DEFINED RCORNERNER YZONE WIND S OF THIS WPRESSURES IN ORDER TO PROVIDE THE MOST ECONOMICAL BUILDING POSSIBLE, THESE GIRTS ARE NOT INCLUDED FOR THE FULL LENGTH OF THE WALL. NON —UNIFORM GIRT SPACING OR RESULTING APPEARANCE IS NOT A CAUSE FOR COMPLAINT OR REJECTION. SIDEWALL FRAMING: FRAME LINE A EVISI❑NS ZFV. I DESCRIPTION, rcr I — I EC-1 8'-5 7/8" I 3'-0 1/4" I 8'-5 7/8" r-i sµ' I I FINAL ERECTION IXI FOR CONSTRUCTION I I FOR APPROVAL I I OTHER, EXPLAIN VULCAN STEEL STRUCTURES, INC PROJECT FERNANDEZ HANGAR ID 125556 PORT ST. LUCIE FL DS-1 1.,n8x35JJC16V I v 3V'--0 I 11 4I L " E=2----8E275D1-6- 19'=11 1/2" - E-3 8E275D16 19'-11 1/2" G-10 8X25Z14 21'-1 1/2" G-11 8X25Z15 21'-1 1/2" G-12 8X25Z16 21'-1 1 2' G-13 8X25Z16 9'-3 7/ G-14 8X25Z16 22'-3 1/2" G-16 8X25Z15 21--1 1/2" G-17 8X25Z16 21'-1 1/ 7 G-19 8X25Z16 8'-1 8" G-20 8X25Z16 8'-1 7/8'. CB-3 0.5000BL 26'-6.. CONNECTION PLATES FRAME LINE A ❑ ID MARK PART 1 PC1 2 C7a 3 j1 4 C-5 5 C-6 WALTER E. WOOD P.E. FLORIDA P.E.# 61323 500 VULCAN PARKWAY ADEL, GA 31620 ``,`„„unnuul `uur,rrrrrrrr,''''', ��R..E 4° 61323 - STATE OFiv A r. ilIllJRgiluuul?..., ORIGINAL SIGNATURE REQUIRED 2,K. DAVIS C❑NST, SIDEWALL FRAMING DESIGNIZJM I DRAFT, RDP CHECK, ZJM DATE, 7/10/18 1 SHEET 11 2 3 DIR CTR 19'-6" 18'-3" TRIM-114 TM29 — — — — — - - 4 5 6 RVEG RVCB RVGE 20'-3" 6" 6" TM50 TM52 JCT 5 —3" _ -7— 8 JTR 5'-6" TM31 9 JCT 3'-1" 10 HT 3'-7" TKA4i Q (Gutter with 4 downspouts) 5 6 ❑ O S 6 - _ - _ - O O O O I 1 1 O O O O O O . 1 1 1 O O O O O O OD I I I I I I I m m m OD m co m 00 m m m m O m m O O ® 0 7 e 6O <9 7 O e O O O 7 y SIDEWALL SHEETING & TRIM: FRAME LINE A PANELS: 26 Go. PSR — Polar White GENERAL NOTES: SIDE IF- WALLCABLE COLUMNSBRACING, WEREWIND NOTT PROVIDED WIND ITCOLUMNS, BEEN DETERMINED TDESIN OF HATGDIAPHRAGM 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 ELEVATION. THESE ARE REQUIRED TO SATISFY CODE —DEFINED CORNER ZONE WIND PRESSURES IN ORDER TO PROVIDE THE MOST ECONOMICAL BUILDING POSSIBLE, THESE GIRTS ARE NOT INCLUDED FOR THE FULL LENGTH OF THE WALL. NON —UNIFORM GIRT SPACING OR RESULTING APPEARANCE IS NOT A CAUSE FOR COMPLAINT OR REJECTION. ISI❑NS E I FINAL ERECTION EX] FOR C❑NSTRUCTI❑N E I FOR APPROVAL E I OTHER, EXPLAIN VULCAN STEEL STRUCTURES, INC PROJECT FERNANDEZ HANGAR ID 1 25556 PORT ST, LUCIE FL WALTER E. WOOD P.E. FLORIDA P.E.# 61323 500 VULCAN PARKWAY ADEL, GA 31620 E Ns No.61323 STATE 0 44/ ORIGINALSIGNATUREREQUIRED RX DAVIS C❑NST, IDEWALL FRAMING iESIGN: ZJM DRAFT+ RDP I CHECK- ZJM iATE, 7/10/18 1 SHEET 12 o -O -1- - t Z —a -.4.. 4'-6" ..1 GIRT LAPS GENERAL NOTES: (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 SUFFICIENT TO RESIST IN —PLANE WIND FORCES. TEMPORARY BRACING SHOULD BE PROVIDED BY ERECTOR UNTIL ALL WALL AND ROOF PANELS ARE INSTALLED. (2.) ADDITIONAL ELEVATION. IRTS MAY BE PRESENT E ATIION T THESE ARE REQUIREDTOSATISFY CODEDDEEFINEDRCORNEYW CORNER ZONE WIND PRESSURES IN ORDER TO PROVIDE THE MOST ECONOMICAL BUILDING POSSIBLE, THESE GIRTS ARE NOT INCLUDED FOR THE FULL LENGTH OF THE WALL. NON —UNIFORM GIRT SPACING OR RESULTING APPEARANCE IS NOT A CAUSE FOR COMPLAINT OR REJECTION. ENDWALL FRAMING: FRAME LINE 1 REV. Columns/Rof 4 A325T 1/2" 1 1/2" Jamb 1 2 A325T 1/2" 1 1 /2" FLANGE BRACE TABLE FRAME LINE 1- SID— V ID ES MARK LENGTH OFFSET 1 11 1 FB38.5 3'-2 1/2" 2'-8" EC-2 W8541 18'-4 1/4" EC-3 W8541 18'-4 1/4 EC-4 W8541 16'-9 1/4, ER-1 W8X10 30'-1 1/4, 12 ER-2 W8X 10 30'-1 1 /4" DJ-1 8x35C12 17'-6 5/16" DJ-2 8x35C12 18'-6 5/8 DJ-3 8x35C16 6'-11 1/2" DH-1 8x35C16 12'-0" G-1 8X25Z16 2'-6" G-2 8X25Z16 25'-4" G-3 8X25Z16 20-5 1/2" CB-1 0.25OCBL 24'-8' CB-2 0.25OCBL 25'-9" 2 C7a 3 C-5 4 C-6 WALTER E. WOOD P.E. X4" '(ODNOT CUT FLORIDA P.E SIZE 2".# 500 VULCAN PARKWAY FLANGES) ADEL, GA 31620 1 -1 3/4',```tit111t11I1i111(Illlf!/ffff'',' E Al a / 61323 l E 3 FINAL ERECTION [XI FOR CONSTRUCTION C I FOR APPROVAL E I OTHER, EXPLAIN VULCAN STEEL STRUCTURES, INC PROJECT FERNANDEZ HANGAR ID 25556 PROJECT PORT ST. LUCIE FL 3, ADDRESS STATE O r. tlwugUuutuei.. ORIGINAL SIGNATURE REQUIRED R,K, DAVIS C❑NST, ENDWALL FRAMING DESIGN, ZJM -DRAFT, RDP I CHECK- ZJM DATE, 7/10/18 1 SHEET 13 - TRIM TABLE FRAME LINE 1 OID PART LENGTH DETAIL 1 DTR 3 -6 TRIM_1 14 • -T 3 DTR 4'-0" _ TRIM_114 4 CTR 18'-3" TM29 5 RVRT 20'-3" TM11 6 RVRT 10'-5" TM11 - - - - -- -- - - - - - - - - - - - --- - - - - - - - 7--RVPB -1 =4 `- - - - TM39- - - 8 JCT 14'-0" 9 JTR 14'-3" TM31 10 JCT 12'-0" 11 HT. 12'-6" TM33 12 JCT 7'-2" 13 JTR 7'-5" TM31 JCT 15 HT 3'-7" TM33 12 �' t =1 12 a � I u' I �©0 GENERAL NOTES: (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 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 ELEVATION. THESE ARE REQUIRED TO SATISFY CODE -DEFINED CORNER ZONE WIND PRESSURES IN ORDER TO PROVIDE THE MOST ECONOMICAL BUILDING POSSIBLE, THESE GIRTS ARE NOT INCLUDED FOR THE FULL LENGTH OF THE WALL. NON -UNIFORM GIRT SPACING OR RESULTING APPEARANCE IS NOT A CAUSE FOR COMPLAINT OR REJECTION. WALTER E. WOOD P.E. FLORIDA P.E.# 61323 ENDWALL SHEETING &TRIM: FRAME LINE 1 500 VULCAN PARKWAYADEL, GA 31620 PANELS: 26 Go. PBR — Polar White I/rr SSSSSSSiSi1111111111l E NS ` `•, O C) .61323 STATE OF e w r N4rlrrl/ILDIttlljiw 1111t ORIGINAL SIGNATURE REQUIRED REVISIONS DRAWING STATUS VULCAN STEEL STRUCTURES, INC RX DAVIS C❑NST, C 3 FINAL ERECTION REV, DESCRIPTION, DATE DTLR DATE CHKR APPD PROJECT FERNANDEZ HANGAR ENDWALL FRAMING CX3 FOR CONSTRUCTION ID 2555 1 DESIGN, ZJM I DRAFTI RDP I CHECKI ZJM C 3 FOR APPROVAL C 3 OTHER, EXPLAIN PROJECT PORT ST. LUCIE FL 3498 DATE 7/10/18 SHEET 14 ADDRESS I •,Q1" 12 m BA ------------- EC-5 EC-6 EC-7 EC-7 EC-6 I_ 48'-0" - HANGAR DOOR BY OTHERS TO BE INSTALLED IS A "HIGHER POWER HYDRAULIC DOOR" OR EQUIVALENT. THIS DOOR IS EXPECTED TO BE SELF SUPPORTING AND THE WEIGHT OF THE DOOR IS NOT CARRIED BY THE BUILDING FRAMING. GENERAL NOTES: (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 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 ELEVATION. THESE ARE REQUIRED TO SATISFY CODE -DEFINED CORNER ZONE WIND PRESSURES IN ORDER TO PROVIDE THE MOST ECONOMICAL BUILDING POSSIBLE, THESE GIRTS ARE NOT INCLUDED FOR THE FULL LENGTH OF THE WALL. NON -UNIFORM GIRT SPACING OR RESULTING APPEARANCE IS NOT A CAUSE FOR COMPLAINT OR REJECTION. ENDWALL FRAMING: FRAME LINE 4 NOTE: 1. C-7E CLIP IS PRE —BOLTED TO STUB COLUMN IN SHOP. 2. ADJUST CLIP LOCATION AS REQUIRED IN FIELD TO LEVEL HEADER GIRT FOR CORRECT CLEARANCES. 3. MULTIPLE ROWS OF VERTICAL SLOTS HAVE BEEN PROVIDED IN THE C-7E CLIP FOR AJUSTABILITY. _1_PURUN f, �t A PURUN ,l �t Z RIGID FRAME RAFTER RIGID FRAME RIGID FRAME RAFTER RIGID FRA RAFTER RAFTER' o L) PIPE BACK BRACE CONNECTION BY OTHERS m° W _WALL GIRT. ENDWALL GIRT LOl TED HEADER GIRT HEADER GIRT W W = m m= Z I �W z a. a. ^ = 0 U 0 FINISHED FLOOR ELEVATION = 100'-0" iii i . J N FINISHED FLOOR ELEVATION = 100'-0' i i i i ii SECTION AT HANGAR STUBS SECTION AT HANGAR STUBS -1 Lj -HB�2 -8x35C-16 --9'-4 1/2 12 HB-3 8x35C16 7'-4 1/2 BB-1 P6x.125 19'-4 5/8" BB-2 P6x.125 19'-6 9/16 EC-5 8x35C15 17'-7 15/16„ EC-6 W8X10 3'-9 7/16 EC-7 W8X10 4'-7 7/16" —4-- SX25Z�. — 9 G-5 8X25Z16 W-8" G-6 8X25Z16 9'-4 1/2" G-7 8X25Z16 7,-4„1/2 LICH W 11VU J I H 1 UJ E I FINAL ERECTION [XI FOR CONSTRUCTION E I FOR APPROVAL E I OTHER, EXPLAIN VULCAN STEEL STRUCTURES, INC PROJECT FERNANDEZ HANGAR ID 25556 PROJECT ADDRESS PORT ST. LUCIE FL 34 2 1 EX3-6 3 C-5 4 CG2 WALTER E. WOOD P.E. FLORIDA P.E.# 61323 500 VULCAN PARKWAY ADEL, GA 31620 ``\````,``11111111111illlllftft///�tt',''` �" O /Nno.61323. STATI�_OF = 7111A ORIGINAL SIGNATURE REQUIRED R,K, DAVIS CONST, ENDWALL FRAMING DESIGNi ZJM I DRAFTS RDP TCHECK, ZJM DATE, 7/10/18 1 SHEET 15 J r , ■ IN O I _ ; I I � in in in t` I a `_ � 10 I iri I I � I � o I N in I I1 N � .- m r °D I m GENERAL NOTES: (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 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 ELEVATION. THESE ARE REQUIRED TO SATISFY CODE -DEFINED CORNER ZONE WIND PRESSURES IN ORDER TO PROVIDE THE MOST ECONOMICAL BUILDING POSSIBLE, THESE GIRTS ARE NOT INCLUDED FOR THE FULL LENGTH OF THE WALL. NON -UNIFORM GIRT SPACING OR RESULTING APPEARANCE IS NOT A CAUSE FOR COMPLAINT OR REJECTION. 3 1 RVRT 4 RVRT En �20'-Y TM29 TM11 5" TM11 " TM WALTER E. WOOD P.E. FLORIDA P.E.# 61323 ENDWALL SHEETING & TRIM: FRAME LINE 4 500 VULCAN PARKWAY ADEL, GA 31620 PANELS: 26 Go. PBR — Polar White tttttttttl I I'I If f1(!h(4!! Ns° p No.61323 >a STATE OF } Ql(I111167i}il}I}tl1P //�///� ORIGINAL SIGNATURE REQUIRED REVISIONS DRAWING STATUS AN STEEL STRUCTURES, INC RX DAVIS C❑NST, C I FINAL ERECTION REV. DESCRIPTIONi DATE DTLR DATE CHKR APPD ECT FERNANDEZ HANGAR ENDWALL FRAMING CX] FUR CONSTRUCTION PID 25556 DESIGN,ZJM DRAFT: RDP CHECK: ZJM C I FDR APPROVAL C I OTHER, EXPLAIN ECT PORT ST. LUCIE FL 3498 DATE: 7/10/18 ISHEET 16 ADDRESS