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HomeMy WebLinkAboutConstruction Plansv MBa1 MADE COUKT11' �'A �...• -S- ACCREDITEDMBMR MSTEEL_ STRUCTURES INC. 2#el Building Systems METAL BUILDING MANUFACTURES ASSOCIATION AC 472 LETTER OF CERTIFICATION VULCAN STEEL STRUCTURES, INC DATE: 9/ 2/20 Job Number 26785R 1 DESIGNED BY: ZJM Customer Name: MOORHEAD CONSTR. DETAILED BY: KMG Job Location: FORT PIERCE FL 34982 CHECKED BY: DMC DESIGN PARAMETERS COMMENTS BUILDING DESCRIPTION: NOMINAL WIDTH: 30 feet NOMINAL LENGTH: 40 feet EAVE HEIGHT, BACK S.W: 14 feet EAVE HEIGHT, FRONT S.W: 14 feet ROOF SLOPE, LEFT: 2.002 ROOF SLOPE, RIGHT: 2.0:12 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: 0 psf GROUND SNOW LOAD Pg 0.00 psf ROOF LIVE LOAD: 20.00 psf SNOW LOAD IMP. FACTOR 1.00 FRAME LIVE„LOAD: 17.9 / 12 psf THERMAL FACTOR Ct 1.00 SNOW LOAD, ROOF: - 0 psf SNOW EXP. FACTOR Ce 1.00 WIND SPEED: (3 SEC GUST) 165 mph (Vult) - 127.81 mph (Vosd) INTERNAL PRESSURE COEFF. : 0.18/-0.18 WIND EXPOSURE: B 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): 0.05 MAPPED SPECTRAL RESPONSE ACCELERATION: "S1" - (1 SEC PERIOD): 0.03 SEISMIC RESPONSE MODIFICATION COEFFICIENT: "R" - 3.00 SEISMIC RESPONSE COEFFICIENT: "Cs" - 0.02 TOTAL LONGITUDINAL BASE SHEAR 0.23 TOTAL TRANSVERSE BASE SHEAR 0.15 SHEETING AND TRIM COLORS ROOF PANEL: GAUGE 26 GA. PANEL TYPE PBR PANEL COLOR Golvalume WALL PANEL: GAUGE 26 GA. PANEL TYPE PBR PANEL COLOR Light Stone - BUILDING TRIM COLORS SHOWN BELOW: EAVE TRIM COLOR: Polar White CORNER TRIM COLOR: Polar White RAKE TRIM COLOR: Polar White BASE, TRIM COLOR: Light Stone JAMB TRIM COLOR: Polar White DOWNSPOUT COLOR: Polar White FLORIDA PRODUCT APPROVAL NUMBERS MIAMI DADE PRODUCT APPROVAL NUMBERS W A L K D 0 0 R S 3070 IMPACT RATED/WIND RATED +/- 50 PSF FL22211.5 3068 NON -IMPACT RATED/WIND RATED +/- 50 PSF FL22211.1 3070 IMPACT 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 FL17900.2 8070 IMPACT RATED/ WIND RATED FL18463.2 8070 NON -IMPACT RATED/ WIND RATED FL18463.1 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 ILOUVER 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 R 0 0 F P A N E L S BATTENLOK FL11819.1 DOUBLE-LOK FL11819.2 LOKSEAM FL11819.3 SUPERLOK FL11819.4 ULTRA-DEK FL11819.5 7.2 PANEL FL1519.1 PBR PANEL FL5346.1 PBU PANEL FL11 668.2 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'-0" NOA-18-0118.02 3400 SERIES MAX SIZE: 12'-0" X 20'-0" NOA-18-0123.13 R 0 0 F P A N EL S PBR 22.GAGE & 24 GAGE- NOA-17-0920.04 . SUPERLOK 22 GAGE NOA-18-0220.11 SUPERLOK 24 GAGE NOA-18-0312.09 DOUBLE-LOK NOA-18-0312.07 W AL L P A N E L S PBR 24 GAGE NOA-18-0312.08 ECO-FICIENT I NOA-15-1 109.06 S K Y L I G H T S PBR NOA-18-0328.02 S O F F I T P A N E L S ARTISAN L-12 I FL11919.1 S K Y L I G H T S PBR SKYLIGHT (FRP) FL13793 W A L L L I T E S PBR (FRP) FL73787.1 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,V KWAY ectit;aim-4 Na. 61�32 STATE OF Q ORIGINAL GENERAL NOTES 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 HOT ROLLED MILL SHAPES ASTM A992 GRADE 50 ROOF AND WALL SHEETS A653 OR A792 GRADE 50 or GRADE 80 BOLTS A307, A325T, AND A490 A307 UNLESS NOTED 2. STRUCTURAL PRIMER 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 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 RESPONSIBILITY OF THE ERECTOR TO TOUCH UP ANY SUCH .UNDESIRABLE CONDITIONS DURING OR AFTER THE ERECTION PROCESS. OBJECTIONS TO PRIMER APPEARANCE SHALL NOT BE SUBJECT TO REJECTION OR BE CONSIDERED A CAUSE FOR REJECTION. 3. A325 BOLT TIGHTENING REQUIREMENTS 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) 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 INSPECTION AS DEFINED. BY THE APPLICABLE BUILDING CODE OR STANDARD. IT IS THE RESPONSIBILITY OF THE ERECTOR TO ASSURE PROPER TIGHTNESS. 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. 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, ENGINEERING AND HANDLING FEES. 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 BUILDER / CONTRACTOR IS RESPONSIBLE TO INSURE THAT ALL OTHER PROJECT PLANS AND SPECIFICATIONS COMPLY WITH THE APPLICABLE REQUIREMENTS OF ANY GOVERNING BUILDING AUTHORITY. SUPPLYING SEALED ENGINEERING DESIGN DATA AND DRAWINGS BY THE BUILDING MANUFACTURER DOES NOT IMPLY OR CONSTITUTE AN AGREEMENT THAT THE BUILDING MANUFACTURER OR ITS DESIGN ENGINEER IS ACTING AS THE ENGINEER OF RECORD OR DESIGN 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." RECOGNIZING THE FLORIDA BUILDING CODE REQUIRES EXPOSURE C AS THE DEFAULT WIND EXPOSURE. IT IS RESPONSIBILITY OF THE PROJECT DESIGNER TO DETERMINE, VERIFY AND PROVE EXPOSURE "B" IS APPLICABLE BASED ON THE BUILDING LOCATION AND THAT EXPOSURE B IS ACCEPTABLE TO LOCAL BUILDING/CODE OFFICIALS OR AUTHORITIES HAVING JURISDICTION. IT IS THE ABSOLUTE RESPONSIBILITY OF THE BUYER TO RETAIN SERVICES OF AN INDIVIDUAL OR FIRM PROPERLY QUALIFIED TO PERFORM THE DUTIES REQUIRED OF A PROJECT DESIGNER TO INCLUDE: * _A PROJECT DESIGNER IS RESPONSIBLE FOR DETERMINING THE SITING OF (DETERMINATION OF WIND EXPOSURE) AND SPECIFYING THE GEOMETRY, LOADS AND MATERIALS FOR A BUILDING PROJECT. * A PROJECT DESIGNER IS RESPONSIBLE FOR DETERMINING GEOMETRY PARAMETERS INCLUDE DEFINITION OF WIDTH, LENGTH, HEIGHT, SLOPE, BAYS, INGRESS AND EGRESS REQUIREMENTS AS APPLICABLE AND NECESSARY FOR THE DESIRED OCCUPANCY USAGE CATEGORY. * A PROJECT DESIGNER IS RESPONSIBLE FOR DETERMINING LOAD PARAMETERS INCLUDING DEFINITION OF THE BUILDING CODE AND APPLICABLE EDITION (YEAR), DETERMINATION OF IMPORTANCE FACTORS, DEFINITION OF ALL LOADS REQUIRED FOR THE DESIGN OF THE STRUCTURE INCLUDING DEAD LOADS, COLLATERAL LOADS, LIVE LOADS, WIND SPEED AND EXPOSURE CATEGORY, HVAC UNIT LOADS, FLOOR AND OTHER APPLIED LOADS (IF APPLICA— BLE). NEITHER THE METAL BUILDING MANUFACTURER OR THE METAL BUILDING ENGINEER `ARE RESPONSIBLE FOR LOAD OR EXPOSURE CATEGORY DETERMINATION. * A PROJECT DESIGNER IS RESPONSIBLE FOR DETERMINING MATERIAL PARAMETERS INCLUDE DEFINITION OF ALL EXTERIOR COVERING MATERIALS AS WELL AS ALL INTERIOR SURFACES AND FINISHES. IF NDT (NON—DESTRUCTIVE WELD TESTING) IS REQUIRED, IT IS NOT PROVIDED BY THE SELLER AND IS THE SOLE RESPONSIBILITY OF THE BUYER. 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. TUBE TER M VARIES) STANDARD TRIM LAP DETAIL NOTE: ALL TRIM CONTAINED ON THIS PROJECT WILL HAVE OUR STANDARD 3" LAP AS SHOWN ABOVE. (TRIM STYLE VARIES) 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. WA TER E. WOOD P.E. FLORIDA P.E.# 61323 500 VU ARICWAY .° p o No. 61323 s STATE OF • BRIO` ORIGINAL SIGNATURE REQUIRED 3 w DETAIL A Dia= 5/8" I OIO 0 I o 4., 8" 1 34�1 3/4" F4Y I' DETAIL B See Plan DETAIL C Dia= 5/8" r—T DETAIL D 4" 3" 9w Dia= 1" 8" F-7 13/16" I D_xx XII X 00 4„__14„o XII X —I_ 3„ SW 9 13/16" 4., 2 DETAIL E - SEE PLAN = OUT TO OUT CONCRETE SEE PLAN = OUT TO OUT STEEL W a W PROJECTION ° CONCRETE ED, AND ANCHOR BOLT PROJECTION WALL PANEL #12 x 1 1/4' SDS INSIDE CLOSURE W/VASHER (6' QC) r BASE ANGLE 2'x4'x16GA. FINISHI \\\Ji\\\ \ - FLOOR 114' z 1• STD. BASE TRIM NAIL -IN ANCHOR (DTR) 2 36' D.C. (BY OTHERS) BASE ANGLE WITH BASE TRIM AND BASE CLOSURES WITHOUT SHEETING NOTCH N L L 11 ANCHOR BOLTS NOTES MANUFACTURER RECOMMENDS USE OF STRAIGHT ROD ANCHOR BOLTS WITH NUT AND WASHER ON BOTH ENDS AS OPPOSED TO J-BOLTS OR ANCHOR BOLTS WITH HOOKS BECAUSE OF BETTER 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. B X X D 4 2" D D B� 0 I C 0 i r N r� o C N 82t A o A r a 0 x 0 I - r1 0 I E B D 4" D J? � X n DD a7� 6I 8419 AT SLAB WITHOUT NOTCH SLAB BEYON FINISHED FLOOR JAMB DEPTH f i 1-112' I 112- SECTION 1-'3/4�' jII F.O.WIDTH 1-3/4' I .A -A. W 0 0 O N O 0 0 TYP. OVERHEAD DOOR RECESS DETAIL P 2T2" �I ANCHOR BOLT PLAN NOTE: All Base Plates ® 100'-0" (U.N.) FIELD LOCATED ❑PENINGS QTY: DESCRIPTION: 1 3'-4'x7'-2' REV. _- 061 ANCHOR BOLTS V/FLAT WASHER SEE BUILDING PLANS CONCRETE LINE FOR PROJECTION x w •" TOTAL LENGTH DETERMINED HEX NUT < BY FOULNEIN ON ENGINEER '• W/FLAT WASHER o 0 ANCHOR BOLTS SHALL BE ASTM F1554 GRADE 36 MIN. OR GRADE 55 ANCHOR BOLT SUMMARY Dia Proj Qty Locate (in) Type (in) 012 Jamb - 5/8" F1554 3.00 0 8 Endwoll 5/8" , F1554 3.00 016 Frame 5/8" F1554 3.00 X 8 Frame 1 F1554 4.00 X 4 WindCol 1" F1554 4.00 REVIEWED FOR O'fit i; _ COUNTY O < . WALTER E. WOOD P.E. FLORIDA P.E.# 61323 500 VULCAN PARKWAY ADEL, GA 31620 • No. 61323 1 • 0 7� .e STAT9 OF LIKH WI NU J I H I UJ VULCAN STEEL STRUCTURES, INC M❑❑RH.EAD` .' [XI FINAL ERECTION PROJECT BRUCE'S MAN CAVE ANCHOR BDLT.PLAN & DETAILS C I FOR CONSTRUCTION ID 26785R1 DESIGN: ZJM I DRAFT: KMG I CHECK: DMC C I C I FOR APPROVAL OTHER, EXPLAIN PROJECT FORT PIERCE FL 34982 DATE:9/ 2/20 ISHEET 1 OF 11 ADDRESS LINES: 1 3 T T T COLUMN LINE IV IV IV ENDWALL COLUMN: ANCHOR BOLTS & BASE PLATES. Frm Col , Anc._Bolt Base -Plate (in Elev.. Line Line Qty Dia Width Length hick (in) 1 B 4 0.625 6.000 8.000 0.500 0.0 3 B 4 0.625 6.000 8.000 0.500 0.0 WIND COLUMN REACTIONS f Reactions -Wall - Col Harz Vert Moment AnC_Bolt Base-Plate(in) Loc Line Line R/L Load -ID (k ) (k ) (f-k) Qty Dia Width Length Thick M F-SW C 2 L Wind 6.6 86.1 87.7 4 1.000 8.000 8.000 0.750 Seismic 0.2 2.2 2.2 0 VfHIV FRAME LINES: 2 Y I- COLUMN LINE IV RIGID FRAME: ANCHOR 60LTS & BASE PLATES Frm Col Anc.-Bolt Bose -Plate (in) Elev. Line Line Oty Dia Width Length Thick (in) 1. A 4 0.625. 8.000 10.00 0.500 0.0 1. C 4 0.625 8.000 10.00 0.500 0.0 1. B 4 0.625 6.000 8.000 0.500 0.0 1* Frame lines: 1 3 RIGID FRAME: ANCHOR BOLTS & BASE PLATES Frm Col Anc._Solt Base -Plate (in) Elev. Line Line Qty Dic Width Length Thick (in) 2 A 4 1.000 8.000 10.00 0.750 0.0 2 C 4 1.000 8.000 10.00 0.750 0.0 GENERAL NOTES (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. J3.) ANCHOR BOLTS SHALL BE ACCURATELY SET TO A TOLERANCE OF +/- 1/8" IN BOTH L ATION 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 SUPPORT THE BUILDING REACTIONS IN ADDITION TO OTHER LOADS IMPOSED BY THE BUILDING USE OR OCCUPANCY WITH RESPECT TO JOB SITE CONDITIONS. (5.) ALL ANCHOR BOLTS TO BE ASTM F1554 GRADE 36 MIN. OR GRADE 55 (UNLESS NOTED) MVALUES GIVEN FOR BENDS AND ANCHOR BOLT TOTAL LENGTHS ARE SUGESTED LENGTHS Y. 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. DESIGN LOAD DEFINITIONS RIGID FRAME LOAD CASE DEFINITIONS Wind-Ll/Wind_RI = 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_LL # = Pattern live load for continuous beam systems. 'Note: Bracing reactions are not already included in combination with any other load but must be added 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/Wind_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 = Unbatanced roof snow load with wind from the left/right. E#PAT_LL # = Pattern live load for continuous beam systems. LWIND#-L/LWIND#_R = Longitudinal wind Loads for edge zones. ;EVISI❑NS REV. I DESCR. RIGID FRAME: BASIC COLUMN REACTIONS (k ) Frame Column ----- Dead -------- Live ------ Wind_Leftl- -Wind _Rightl- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert 1A 0.0 0.4 0.1 1.3 -3.1 -5.1 2.0 -1.7 1* C 0.0 0.7 0.0 3.6 -3.4 -6.5 1.6 -12.6 1` B 0.0 0.6 0.0 2.9 0.0 -5.1 0.0 -4.9 Frame Column--Wind_Longl---Wind_Long2--Seismic_Left Seismic -Right Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert 1` A 0.9 -4.6 0.4 -3.6 0.0 0.0 0.0 0.0 1` C -2.1 -10.8 -2.6 -11.8 0.0 0.0 0.0 0.0 1` B 0.0 -3.5 0.0 -3.5 0.0 0.0 0.0 0.0 Frame Column ----- Dead -------- Live ------ Wind_Leftt- -Wind _Rightt- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert 2 A 0.2 1.1 1.2 4.3 -8.2 -15.4 1.8 -8.6 2 C -0.2 1.9 -1.0 8.5 -4.8 -19.5 4.8 -30.9 Frame Column--Wind_Longl---Wind_Long2- -Seismic-Left Seismic -Right Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert 2 A 0.6 -12.8 -0.2 -11.1 -0.1 -0.1 0.1 0.1 2 C -3.4 -26.2 -4.2 -28.0 -0.1 0.1 0.1 -0.1 1` Frame lines: 1 3 ENDWALL COLUMN: BASIC COLUMN REACTIONS (k ) Wind Wind Frm Col Press Suct ` Line Line Harz Harz 1 B -2.7 2.9 3 B -2.7 2.9 BUILDING BRACING REACTIONS t Reactions(k ) Panel -Shear -Wall - Col -Wind - -Seismic- (lb/ft) Loc Line Line Hbrz Vert Harz Vert Wind Seis Note L_EW 1 - - - lh� F_SW C 2 h (( R_EW 3 B_SW A 2,1 3.6 2.3 0.1 0.0 g Wind column at column line h Rigid frome at endwall [XI FINAL ERECTION E ] FOR CONSTRUCTION C I FOR APPROVAL C I OTHER, EXPLAIN --Wind_Left2- -Wind-Right2- Horiz Vert Horiz Vert -3.3 -3.0 1.8 0.5 -1.9 1.2 3.1 -4.9 0.0 -4.0 0.0 -3.8 F1PAT_LL_1- F1PAT_LL-2- Horiz Vert Horiz Vert 0.0 1.3 0.0 ' -0.1 0.0 -0.1 0.0 1.3 0.0 1.5 0.0 1.5 --Wind_Left2--Wind_Right2- Horiz Vert Horiz Vert -8.1 -9.0 1.9 -2.1 -1.6 0.4 8.0 -10.9 COUNTY B 011 WALTER E. WOOD P.E. FLORIDA P.E.# 61323 500 VULCAN PARKWAY ADEL, GA 31620 O IN �vTti.�'�GEjVs� r o rr i No. 61323 ORIGINAL SIGNATURE REQUIRED VULCAN STEEL STRUCTURES, INC M❑❑RHEAD C❑NSTR, PROJECT BRUCE'S MAN CAVE ANCHOR BOLT DETAILS & REACTIONS ID I 26785R1 DESIGN: ZJM I DRAFT: KMG TCHECK: ECT DATE:9/ 2/20 FORT PIERCE FL 34982 ESS SPLICE BOLT TABLE CAP PLATE BOLTS -Mark Qty Top Bot Int Type Dio Length Mark Qty Type Dia Length SP-1 2 2 0 A325T 0.625 2.25 EC-1 4 A325T 0.625 2.25 FLANGE BRACE TABLE FRAME LINE 1 3 DID SIDES MARK LENGTH OFFSET FB39.5A 3'-3 1 /2" 2'-8" Q2" 12 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 beina aDDlied. TYP, FLANGE BRACE / GIRT C❑NNECTI❑N OFFSET rL 1/2'xl 1/4' 2 —8' A307 BOLTS (TYP. U.N.) (TYP. U.N.) I O O o of o \ \ GIRT IN/�' \ MEMBER TABLE Mork Web Depth Web Plate Outside Flange W x Thk x Length Inside Flange W x Thk x Length Start End Thick Len t h RF1-1 W10X12 RF1-2 W10X12 RF1-4 W10X12 EC-1 W8X10 A307 BOLTS A SECOND FLANGE FLANGE BRACE BRACE IS REQUIRED n� SEE FRAME CROSS IF '(2)' IS NOTED IN THE FLANGE BRACE TABLE. R.F. COLUMN/RAFTER SEE FRAME CROSS SECTION 6 BOLTS TOTAL FOR LOCATIONS. ADDITIONAL HOLES ARE PRESENT FOR ALIGNMENT PURPOSES ONLY RC—R26 14'-10 4r 4„f 4" Galvolume 26 Go. PBR. 13 16 3 —6 1 /8" I 13'-6 1 /8" 9 7/8"_ I L' ARANCF rI FAPAMrF I MAIN FRAME ELEVATION: FRAME LINE 1 3 REVISI❑N 2 "T�_,, 12 C I FINAL ERECTION CXI FOR CONSTRUCTION C I FOR APPROVAL C I OTHER, EXPLAIN REVIEWED FOR CODE COMPLIANCE ie LUCIE COUNTY RCCC VULCAN STEEL STRUCTURES, INC PROJECT BRUCE'S MAN CAVE ID 26785R1 PROJECT FORT PIERCE FL 34982 ADDRESS WALTER E. WOOD P.E. FLORIDA P.E.# 61323 500 VULCAN PARKWAY ADEL, GA 31620 0 No. 61323 STATE OF e .� ORIGINAL SIGNATURE REQUIRED M❑❑RHEAD C❑NSTR, MAIN FRAME ELEVATION DESIGN:ZJM I DRAFT: KMG I CHECK: ZJM 3 DATE:9/ 2/20 SPLICE BOLT TABLE Oty Mark Top Bot Int Type Dia Leng SP-1 4 4 0 A325T 0.625 2.25 FLANGE BRACE TABLE FRAME LINE 2 DID SIDES I MARK LENGTH OFFSET FB38.5A 3'-2 1 /2" 2'-8" Q2" 12 GENERAL NOTES: * NOTICE TO ERECTOR -------------------------- (A)lt is IMPORTANT that for members exceeding 30 ft. in length that o spreader bar be used when lifting. (B)ALL flange braces and wind bracing must be installed prior to exterior finishes beina applied. TYP, FLANGE BRACE / GIRT C❑NNECTI❑N MLMbLt< IAtJLL Mark Web De th Web Plate OFFSET 2,_8' A307 1/a• A307 DOLTS Start End Thick Len th RF2-1 9.5 14.0 0.135 146.4 (TYP. U.N.) (TYP. U.N.) RF2-2 14.0/14.0 12.0/12.0 0.165 0.135 16.2 160.4 o o o I o RF2-3 12.0/12.0 0.135 160.4 RF2-4 14.0/ 9.5 0.135 162.6 GIRT IN/� WADDITIONAL � 1/2'xl 1/4A307 BDLTS o 0A SEE FLANGE BRACE BRACED Qn� SEE FRAME CROSS IF '( IN THEFLANABLE. R.F. COLUMN/RAFTER SEE S SECTION 6 BOLTS TOTALFOR ADDITIONAL HOLES ARE -PRESENT FOR ALIGNMENT PURPOSES ONLY RC-R26 14 —10 4!" —0 1 —0' 4" --A v— Go. P8R• Galvalume 4" MAIN FRAME ELEVATION: FRAME LINE 2 REVISI❑NS REV. DESCRI 2"1�:-,, 12 I I FINAL ERECTION 1XI FOR CONSTRUCTION I I FOR APPROVAL I I OTHER, EXPLAIN Outside Flange W x Thk x Length 6 x 1 4 x 160.2 6 x 1 /4" x 22.5 5 x 1 /4" x 158.4 5 x 1 /4" x 158.4 6 x 1 /4" x 22.5^ Inside Flange W x Thk x Length 6 x 1 4 x 146.5 5 x 3/ 16" x 158.4 5 x 3/16" x 158.4 6 x 1 /4' x 146.5 REVIEWED D. COMPLIANCE COUNTY B • w VULCAN STEEL STRUCTURES, INC PROJECT BRUCE'S MAN CAVE ID 26785R1 PROJECT FORT PIERCE FL 34982 ADDRESS WALTER E. WOOD P.E. FLORIDA P.E.# 61323 500 VULCAN PARKWAY �tf-a� ' o No 61323 ' o STATE OF �. f13 ORIGINAL. SIGNATURE REQUIRED M❑❑RHEAD-C❑NSTR. MAIN FRAME ELEVATION DESIGN: ZJM j DRAFT: KMG I CHECK: ZJM DATE: 9/ 2/20 I SHEET 4 O O O O 3O ERECTOR NOTE: THIS BUILDING HAS SPECIFIC ROOF AND/OR WALL FASTENER REQUIREMENTS. 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). m O i I / 2 O3 Rpp1' <1 WIND LOADING PRESSURES CHART (AREA <= 10 SOFT. FOR PANELS) PRESSURE SUCTION ZONE 1 (ROOF INTERIOR) 28 -45 ZONE 2 (ROOF EDGE) 28 -78 ZONE 3 (ROOF CORNER) 28 ,-115 ZONE 4 (WALL INTERIOR) 45 -49 ZONE 5 (WALL EDGE) 45 -60 ' WALL ACCESSORIES > 10 SQFT (ZONE 4) - 45 -49 >100 SOFT (ZONE 4) 38 -42 > 10 SOFT (ZONE 5) 45 -60 >100 SOFT (ZONE 5) 38 -45 NOTE PRESSURES SHOWN ARE BASED ON Vult AND APPLICABLE INTERNAL COEFFICIENTS FOR THE ENCLOSURE CLASSIFICATION AND EXPOSURE CATEGORY. SEE COVER PAGE FOR APPLICABLE VALUES. FOR ALLOWABLE STRENGTH DESIGN PRESSURES. V-d, MULTIPLY THE SHOWN VALUES BY 0.6. •q / I / ROOF SLOPE 7.1" TO 27' 2' OR / Sip z'I \ 3 / / / / ROOF FASTENER DETAIL F ENCLOSED / PARTIALLY ENCL P DETAIL 'A' #12 MEMBER FASTENERS - PANEL FASTENER SPACING AT INTERMEDIATE GIRTS S' S' 8' r #12 MEMBER FASTENERS PANEL FASTENER SPACING AT EAVE STRUTS 36' NOMINAL COVERAGE #14 ENDLAPS. AND. BASE 12' 12' 12' . STITCH FASTENERS 4' 4' 4' ZONE 5 -- ZONE 4 - @ ALL GIRTS 3/4' & _ 20'_ D.C. MAX. BETWEEN GIRTS H 1• DETAIL 'A' I MIN❑R RIB MAJOR RIB 4= ZONE 4 DIM W= 3 FT t 1-1/4' \3/16' 5 =ZONE 5 REVISI❑NS "PBR" WALL PANEL PR❑FILE REV. DESCRIPTION: 'PBR' WALL PANEL ATTACHMENT DETAIL WALL FASTENER DETAIL PLAN PGB7T❑27 11-0' I 1'-0' 1'-0' DETAIL 11 'A' r #12 MEMBER FASTENERS PANEL FAA--S}TENER SPACING AT INTERMEDIATE PURLINS I I 7 7 17 #12 MEMBER FASTENERS PANEL FASTENER SPACING AT EAVE STRUTS ENDLAPS, AND RIDGE. #14 STITCH FASTENERS ZONE 3 - 20' O/C MAX. TAPE MASTIC ZONE 2 - 20'_ O/C MAX. ZONE I - @ ALL PURLINS & _ 20_- D.C. MAX. BETWEEN PURLINS DETAIL 'A' 1 = ZONE 1 DIM A = 3 FT 2 = ZONE 2 3 = ZONE 3 'PBR' ROOF PANEL ATTACHMENT DETAIL 36' NOMINAL COVERAGE 'PBR' ROOF PANEL PR❑FILE REVIEWED 4F 1 CODE COMPLIANCE- ST. F WALTER E. WOOD P.E. FLORIDA P.E.# 61323 500 VULCAN PARKWAY ADEL, GA 31620 �P�o•��r,ENs�. •�O • No. 61323 *ii 601 ;o :• STATE OF ✓ AL . ORIGINAL SIGNATURE REQUIRED DRAWING STATUS VULCAN STEEL STRUCTURES, INC M❑❑RHEAD CONSTR. E I FINAL ERECTION PROJECT BRUCE'S MAN CAVE FASTENER DETAILS EX] FOR CONSTRUCTION ID 26785R1 DESIGN:ZJM I DRAFT: KMG CHECK: E I E I FOR APPROVAL OTHER, EXPLAIN PROJECT FORT PIERCE FL 34982 DATE:9/ 2/20 SHEET 5 ADDRESS 4� rl RF1-1 N W _ a O in V- Of N w. O O K n w 0 O O I LL -TO-OUT OF Iof I RF1-2 P-1 T - P-1 T I I� I I RF1-3 RF2-2 I _ r 02 P-1 TYP I P-1 TYP RF7-2 I I RF2-3 I I A 1-A I PURLIN LAP �FLO-LOC GRIP WASHER Nl BRACE CABLE ASSEMBLY CABLE HARDWARE FACTORY ATTACHED SYMMETRICAL AT BOTH ENDS 2'-1 3/4 2--1 ]/4' ROOF FRAMING PLAN REVISIONS REV. I DESCRIPTION: 4" RF1-1 RF1-2 RF 1-3 MEMBER TABLE ROOF PLAN QUAN MARK PART LENGTH 12 P-1 8X25Z16 22 —1 1 2 2 E-1 8E275D16 19'-11 1/2" 1 E-2 8E275D16 19-11 1/2" 1 E-3 SE275D16 19'-11 1/2" 2 CB-3 0.250CBL 24'-6" 2 CB-4 I 0.250CBL 24'-1" WALTER E. WOOD P.E. FLORIDA P.E.# 61323 500 VULCAN PARKWAY ADEL, GA 31620 ENS®•°�0 • E-2 RF1-4 : e No.61323 STATE. OF �•' ORIGINAL SIG1 XTURE REQUIRED DRAWING STATUS E I FINAL ERECTION EXI FOR CONSTRUCTION E I FOR APPROVAL E I OTHER, EXPLAIN VULCAN STEEL STRUCTURES, INC MOORHEAD CONSTR. DATE DTLR DATE CHKR I APPD PROJECT BRUCE'S MAN CAVE I ROOF FRAMING ID 26785RI DESIGN:ZJM DRAFT: KMG CHECK: ZJM PROJECT ADDRESS FORT PIERCE FL 34982 DATE:9/ 2/20 SHEET 6 n ROOF SHEETING PLAN PANELS: 26 Go. PBR — Golvolume REVISI❑NS E-IE ED FOR �CDE COMPLIANCE Tt LUCIE COUNTY Rocc WALTER E. WOOD P.E. FLORIDA P.E.# 61323 500.VULCAN PARKWAY ADEL, GA 31620 o. 61323 • STATE OF R_ INAL:' SIGNATURE REQUIRED DRAWING STATUS VULCAN STEEL STRUCTURES, INC M❑❑RHEAD C❑NSTR, E I FINAL ERECTION PROJECT BRUCE'S MAN CAVE ROOF SHEETING [XI FOR CONSTRUCTION ID 26785R1 DESIGN:ZJM I DRAFT: KMG I CHECK: E I FOR APPROVAL PROJECT DATE:9/ 2/20 ISHEET 7 E I OTHER, EXPLAIN ADDRESS FORT PIERCE FL 34982 ME M Kht-4 _ RF2-4 RF1-4 I— 5'-0" 10'-0" 5'-0' 5'—D" 1 D'-0" 5'-0" SIDEWALL FRAMING: FRAME LINE C O O I �I I io in io I in io m ^I I I I I I I I I I I I I I I I I I� h M I I I I 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 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. SIDEWALL SHEETING & TRIM: FRAME LINE C PANELS: 26 Go. PBR — Light Stone REVISI❑NS REV. I DESCRI m C I FINAL ERECTION [XI FOR CONSTRUCTION C I FOR APPROVAL C D OTHER, EXPLAIN I 2 I,1r% CTR IJ —7 9" Im/2j TM29 3 SET 10'-9" TM12 4 RVRE 6" TM40 5 JTR 12'-3" TM31 F HT 1 n'—F," TAA�-� vvr — I vv ILAZO IJ—V DJ-1 8X35c16 13'-4" DH-1 8X35c16 10'-0" E-1 8E275D16 19'-11 1/2" E-2 8E275D16 19'-11 1/2" G-3 8X25Z16 4'-8" r_4 RY91,71 F Q'_a 1 EViE ED FOR CODE COMPLIANCE. ST. LUCIE COUNTY socc VULCAN STEEL STRUCTURES, INC ID 126785RI PROJECT FORT PIERCE FL 34982 ADDRESS WALTER E. WOOD P.E. FLORIDA P.E.# 61323 500 VULCAN PARKWAY ADEL s No. 61323 8TATE OF ORIGINAL SIGNATURE REQUIRED M❑ORHEAD C❑NSTR; SIDEWALL FRAMING DESIGN: ZJM I DRAFT: KMG CHECK: DATE:9/ 2/20 1 SHEET 8 Rr I- I RF2-1 RF7-1 _ 5'-0" 10'-0` 5'-0" SIDEWALL FRAMING: FRAME LINE A 7 Q Y (Gutter with 2 downspouts) 5 6❑ O 5 6 - - - - - - - - O I f - - - O I - - - O I - - - - - - - - - - - - - - - - - - - - - - - - - I - I I I O 1 O I I O I O I o 1 O I O O O O O a a I I I a a a a 1 v I a I v I I 1 v v I I I I 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. (21)'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. SIDEWALL SHEETING & TRIM: FRAME LINE A PANELS: 26 Go. PBR — Light Stone REVISI❑N REV. I DESC E I FINAL ERECTION EXI FOR CONSTRUCTION E I FOR APPROVAL E I OTHER, EXPLAIN TRIM TABLE FRAME LINE A OID PART I LENGTH DETAIL 1 DTR 5 —3 TRIM-114 2 DTR 20'-3" TRIM-114 3 CTR 14'-3" TM29 4 RVEG 20'-3" TM50 5 RVCB 6" TM52 6 RVGE 6" 7 JTR 12'-3" TM31 8 HT 10'-6" TM33 MEMBER TABLE FRAME LINE A MARK PART LENGTH DJ-1 . 8X35c16 13 —4 DH-1 8X35c16 10'-0" E-1 8E2751D16 19'-11 1/2" E-3 8E275D16 19'-11 1/2" G-3 8X25Z16 4'-8" G-5 8X25Z16 24'-8" G-6 8X25Z14 24'-8" CB-1 0.250CBL 23'-10" ('R—'J n ),,nr Pi ') V_ i 1 " REVIEWED FO . 11.00 E COMPLIANCE ST. LUCIE COUNT ■ OCC VULCAN STEEL STRUCTURES, INC PROJECT BRUCE'S MAN CAVE ID 26785RI PROJECT FORT PIERCE FL 34982 ADDRESS WALTER E. WOOD P.E. FLORIDA P.E.# 61323 500 VULCAN PARKWAY ADEL, GA 31620 or�•.••, Na. 61323 �rrA ORIGINAL SIGNATURE REQUIRED M❑❑RHEAD CONSTR. SIDEWALL FRAMING DESIGN:ZJM DRAFT: KMG I CHECK: ZJM DATE:9/ 2/20 1 SHEET 9 Q2• 12 1 1c: G-, G-1 I I III I � 1I I I I H � I I I I I, I EC-1 ENDWALL FRAMING: FRAME LINE 1 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. 2"h-,,, 12 Q2" 12 ENDWALL SHEETING & TRIM: FRAME LINE 1 PANELS: 26 Go. PBR — Light Stone NOTE : FIELD SLOT GIRTS AS REQUIRED FOR CABLES. SLOT SIZE NOT TO EXCEED 2"X4". FLANGES MUST NOT BE CUT. REVISI❑NS E I FINAL ERECTION [XI FOR CONSTRUCTION E I FOR APPROVAL E I OTHER, EXPLAIN TRIM TABLE FRAME LINE 1 OID QUAN PART LENGTH DETAIL 1 1 DTR 20 -3 TRIM-1 14 2 1 DTR 10'-3" TRIM_114 3 1 CTR 14,-3" TM29 4 1 CTR 13-9" TM29 5 1 CTR 9" TM29 6 2 RVRT 15'-6" TM11 7 1 RVPB 1' -4" ITM39 BOLT TABLE FRAME LINE 1 LOCATION QUAN TYPE DIA LENGTH Columns Raf 4 A325T 5 8 2 1 4 I L1--I I YYOAIV IY-V I/O 2"h�n, 12 REVIEWED FOR CODE COMPLIANCE S'T. LUCIE COUNTY WALTER E. WOOD P.E. FLORIDA P.E.# 61323 500 VULCAN PARKWAY ADEL, GA 31620 S1eP,'•���EN40F.-f&__, No. 6 STTA 0 f/13/2 �_* ORIGINAL SIGNATURE REQUIRED VULCAN STEEL STRUCTURES, INC M❑❑RHEAD CONSTR. PROJECT BRUCE'S MAN CAVE ENDWALL FRAMING ID 26785R1 DESIGN.-ZJM DRAFT: KMG I CHECK: ZJM PROJECT FORT PIERCE FL 34982 DATE:9/ 2/20 ISHEET 10 ADDRESS Q2 12 I (FIELD LOCATED) ENDWALL FRAMING: FRAME LINE 3 G-1 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. 2"� 12 Q2.. 12 I I T '0 L7 n n ENDWALL SHEETING & TRIM: FRAME LINE 3 PANELS: 26 Go. PBR — Light Stone NOTE : FIELD SLOT GIRTS AS REQUIRED FOR CABLES. SLOT SIZE NOT TO EXCEED 2"X4". FLANGES MUST NOT BE CUT. REVISI❑NS I I FINAL ERECTION [XI FOR CONSTRUCTION C I FOR APPROVAL E I OTHER, EXPLAIN 7 TRIM TABLE FRAME LINE 3 OID QUAN PART LENGTH DETAIL 1 1 DTR 20 -3 TRIM-1 14 2 1 DTR 10'-3" TRIM-114 3 1 CTR 13'-9" TM29 4 1 CTR 9" TM29 5 1 CTR 14'-3" TM29 6 2 RVRT 15'-6" TM11 7 1 RVPB 1'-4" TM39 8 2 JTR 7'-5" TM31 9 1 IHT 3'-10" TM33 2"h�, 12 BOLT TABLE FRAME LINE 3 LOCATION QUAN TYPE )IA LENGTH Columns Rof 1 4 A325T 5 8 2 1 4 MFMRFR TARIF I�.—_i rruA' u Y o 2 DJ-2 BX35c16 6'-11 1/2" 5 G-1 8X25Z16 13;-2 1/8;; REVIEWED FOR """ODE COMPLIANCE STc LUCIE COUNTY Rocc VULCAN STEEL STRUCTURES, INC PROJECT BRUCE'S MAN CAVE ID 26785RI PROJECT FORT PIERCE FL 34982 ADDRESS WALTER E. WOOD P.E. FLORIDA P.E.# 61323 500 VULCAN PARKWAY ADEL, GA 3162�� K G. �Q�; •��GENSF'••..O Na. 61323 ka er�-Tr IF-" OF - ORIGINAL SIGNATURE M❑❑RHEAD CONSTI ENDWALL FRAMING DESIGN: ZJM I DRAFT: KMG DATE:9/ 2/20 1 SHEI REQUIRED I CHECK: ZJM 11