HomeMy WebLinkAboutPLANS04'1�7r� Nvrul
AC472 � STEEL STRUCTURES,
VULCAN STEEL STRUCTURES, INC
Job Number 25780-2
Customer Name: JACQUIN AND SONS, INC
Job Location: FT. PIERCE FL 34981
N C.
DATE: 12/12/18
DESIGNED BY: zim
DETAILED BY: JDH
CHECKED BY: ZJM
BUILDING DESCRIPTION:
NOMINAL WIDTH:
24
feet
NOMINAL LENGTH:
5
feet
EAVE HEIGHT, BACK S.W:
9.5
feet
EAVE HEIGHT, FRONT S.W:
9.5
feet
ROOF SLOPE, LEFT:
5.0:12
ROOF SLOPE. RIGHT:
5.0:12
DESIGN LOADS
I
BUILDING CODE:
FLORIDA BUILDING CODE 6TH EDITION (2017) -
BUILDING
FRAME SELF WEIGHT:
INCLUDED
SNOW :
ROOF DEAD LOAD:
2.500 psf
FLAT ROOF SNOW LOAD
Pf 0 psf
COLLATERAL LOAD:
3 psf
GROUND SNOW LOAD Pg
0.00 psf
ROOF LIVE LOAD:
20.00 psf
SNOW LOAD IMP. FACTOR
1.00
FRAME LIVE LOAD:
19 psf
THERMAL FACTOR Ct :
1.00
SNOW LOAD, ROOF:
0 psf
SNOW EXP. FACTOR Ce
1.00
WIND SPEED: (3 SEC GUST)
160 mph (Vult)
123.94 mph (Vosd)
INTERNAL PRESSURE COEFF.
0.55/-0.55
WIND EXPOSURE:
B
CLOSURE -C. 0, P-
Partially Enclosed
RISK CATEGORY :
11 - Normal
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
80A
SEISMIC DESIGN CATEGORY: A
-/.i/V/VE
DESIGNED SPECTRAL ACCELERATION PARAMETER "SDS" - (SHORT PERIODS):
DESIGNED SPECTRAL ACCELERATION PARAMETER "SDI" - (I SEC PERIODS);
0.06
0.05
, n
8
MAPPED SPECTRAL RESPONSE ACCELERATION: "SS" - (SHORT PERIODS):
0.06
cie
MAPPED SPECTRAL RESPONSE ACCELERATION: "Sl" - (I SEC PERIOD):
0.03
SEISMIC RESPONSE MODIFICATION COEFFICIENT: W - 3.00
SEISMIC RESPONSE COEFFICIENT: "Cs" - 0.02
TOTAL LONGITUDINAL BASE SHEAR 0.00
TOTAL TRANSVERSE BASE SHEAR 0.04
DRAWING RELEASE HISTORY Drtt LHLjWN!%4�,' j
IDATE SENTI REASON FOR RELEASE I REVISIONI DATE I BY I DESCRIPTION
COVERING AND TRIM COLOR TABLE
SHEETING
re-L
ROOF PANEL:
-ax,
GAUGE
PANEL TYPE
COLOR
24 GA_
BATTENLOK
Golvolume st
WALL PANEL:
GAUGE
PANEL TYPE
COLOR C�,
GA.
P
-C
WALL TRIM COLOR:
IF
NEED COLOR
GABLE TRIM COLOR:
NEED COLOR
op A
PRO
EVISEAN 25780-2
MI AL
5780-1
Architectonic Inc. I I I
Fort Piefce. FL 34950 -----�EY DRAWING
FLORIDA 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
FL2221 1,1
3070
IMPACT RATED/WIND RATED 70 PSF
FL22211.7
6070
IMPACT RATED/WIND RATED 50 PSF
FL22211.3
4070
IMPACT RATED/ WIND RATED
I'Ll 7900.1
4070
NON -IMPACT EkTED/ WIND RATED
FL1 7900.2
B070
IMPACT RATED/ WIND RATED
FL1 8463.2
8070
, NON -IMPACT RATED/ WIND RATED
FL18463.1
R I D G E V E N T S
12" THROAT
IRIDGE VENT WITH 12- THROAT
FL1 2805.2
6-3/4- THROAT
IRIDGE VENT WITH 6-3/4" THROAT
FL1 2805.5
9" THROAT
IRIDGE VENT WITH 9" THROAT
FL1 2805.1
L 0 U V E R S
FIXED STEEL
ILOUVER WITH FIXED BLADES
FL1 2256.1
ADJUSTABLE STEEL
I LOUVER 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"
I'Ll 2765.2
3100 SERIES
MAX SIZE: 16'-0" X 20'-0"
I'Ll 2765.3
3100 SERIES
MAX SIZE: 20'-0" X 20'-0"
FL1 2765.4
750 SERIES
MAX SIZE: 3'-0" X 12'-0'
FL1 2675.5
750 SERIES
MAX SIZE: 6'-0" X 12'-0'
I'Ll 2765.6
750 SERIES
MAX SIZE: 8'-8" X 12'-0"
FL1 2765.7
10'-0" X 12'-0"
_fFLI
FL12765.8
1856 SN22S MINI
20
MAX SIZE: 8'-B" X 12'-C'
2765 9
MIAMI DADE PRODUCT APPROVAL NUMBERS
R 0 L L U P D 0 0 R S
IZE: 8'-B" X 12'-0" 1,
Li I 4MAX SIZE: 12'-0" X 20'-0" 1,
R 0 0 F P A N E L S
PBR
22 GAGE & 24 GAGE j
NOA- 17-0920.04
SUPERLOK
22 GAGE
NOA-18-0220.11
SUPERLOK
24 GAGE
NOA-18-0312.09
DOUBLE-LOK
NOA-18-0312.07
I
W A L L P A N E L S
PEIR
GAGE
NOA-18-0312.08
ECO-FICIENT
124
NOA- 15-1109.06
S K Y L I G H T S
PEIR I I NOA-1 8-0328 02
9
THE PROJECT DESIGNER IS NOT THE MET,
BUILDING MANUFACTURER, THE METAL BUI
DESIGNER OR THE METAL BUILDING ENGIN
THE ENGINEER WHOSE SEAL APPEARS ON
METAL BUILDING PLANS IS A SPECIALTY
ENGINEER AND NOT THE PROJECT DESIGN
REVIEWED FOR OR THE PROJECT ENGINEER OF RECORD.
ENGINEER WHOSE SEAL APPEARS ON THE
I METAL BUILDING PLANS DOES NOT HAVE
CODE COMPLIANCE I FAMILIARITY WITH 1 HE PHYSICAL JOBSITE
LOCATION AND THEREFORE CANNOT BE
ST. LUCIE COUNTY I IDENTIFIED AS. SERVE AS OR QUALIFY AS
THE PROJECT DESIGNER.
WALTER E. WOOD P.E.
S 0 F F 1 7 P A N E L S
FLORIDA P.E.# 61323
500 V .4VANISWKWAY
. V I
L1 19 19.1
14
VO
S K Y L I G H T S
...........
PBR SKYUGHT (FRP) FLI 3793
W A L L L I T E S
.�441323
PEIR (FRP) FL13787.1
STATE OF
OR
�"NIIIISIQ Mom- Voo
VE TA 20
13
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. BUILIDER/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 8 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.
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.
plawleollml
KEY DRAWING
25780-2
7ER
IM VARIES)
I STANDARD TRIM :�:P =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
MErAL 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 OUALIFY AS
THE PROJECT DESIGNER.
500
61323
STATE OF
0'�' � UK N 0
V'-6' 4
------------------------
------------------------
In.ldE JF�dE jFld L JM.ld E Jr-ed L j R.ld E ]F.Id j Fi.ld L JF--- L JtleT0 L
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4'-B*
G G�
4-
A)
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m
00
61
6
OE - —flA 'B: wl
2 1 us
G�.
E E E E
M ra M FM
@L
2- V'-2-
v'-s" 27'-6- 27--e
ANCHOR BOLT PLAN
N� Al �.o P� 0 IW'-O' (U.N.)
WALTER E. WOOD P.E.
FLORIDA P.E.# 61323
500 VULCAN PARKWAY
...........
N " %
25780 2
0 s
61323
25780-1
Ao
STATE OF
op
KEY DRAWING
DEC 13 2018
ORIGINAL SIGNATURE REQUIRED
REVISIONS us VULCAN STEEL STRUCTURES,INC JACQUIN AND SONS, INC
REV. DESCRIPTION, 1 DATE DTLR DATE 1 CHKR APPD E I FINAL ERECTION
LAJ rUK UUN��F UCTION ID 125780-2 1 DESIGN, 27JM I IJWA� I � JDH �CHrCK- �DWD
C I FOR APPROVAL PROJECT IFT.PIERCE FL 349BI I DATE. 12/12/18 1 S...
OTHER, EXPLAIN AI)DRESLL_ I
Dia - 5/B" 25780-1 Dia = 5/8' 25780-1 D[/8
1 3/4" Lc�-oj 8" 1 V/4"E LLij 0 1 3
6- 1 3
7 3/4- 0 0 1 1 3/4- 1 0 0 1
in 81 1
Y4
IDETAIL C
Dic= 5/8" 25780-2
8"
0 0
0 0
—L 3"
1 3/4"[ [1 3/4-
I -j
4-
DETAIL H
S E L N
L
13UT TO EGRUAT- CONCRE E
S A
ElUT% 70LU—TN STEEL
VALL PANEL,
82 x 1 1/4' SBS INSIDE CUISME
V/VASHER
PROJECTION (6- EI
repx`l*xmct�
BASE ANGLE
1/4' It I
SOL BASE TRIN—/
NAIL -IN
CDTID R 36- UC (BY
BASE ARM WITH BASE TRIM
:DGE MD ANCHOR BOLT PROJECTION AD BASS OUDGIRES WITNOff SHEETING NDICH
25780-1 Dlo= 3/4" 25780-1 Dia= 3/4" 8.
B.
4-
L i 6] 3"
0 0 1
SIN
-0.
S.. Pi..
DErAIL D DETAIL E
SLAB 13EYON
D\ fJAMB DEPTH [FINISHED FLOOR
F['SEC*TYGA-A'
1-3/ — F.O.WIDTH J-3/4'
-A-4-
0� '4
0
TYP. OVERHEAD D12OR RECESS DETAIL
-6'�
25780-1 5/r
SW
DETAIL F
25780-1
Di
25780-1
ANCHOR BOLTS NOTES
�Ur� RE�ENM UI;E OF STRAIG*IT ROD ANCHOR BOLTS
,,, MW AND � ON BOTH � AS OPIMSED TO �BOLTS
OR ANCWR ERIS WITH � B�E OF GOTTEN P�
R�LTS IN CONCRETE MUNOATN� TIE TYPE OF OOLT USE) MR
THE P� SHALL BE DETERMINED W ME �TXNN ENGINEER
8.
WIN THE BOLT STRENGTH MOITNG OR ECCEECOiG T14AT OF AN
ASTM Fl� CANDE 36 (MR) BOLT.
ANCHOR BOLTS
,31
3.
L i
HEY NUT
W/FLAT WASHER SEE BUILDING PLANS
CONCRETE LINE FOR PROJECTION
DETA
2
TOTAL LENGTH DETERMINED
HEX NUT IT, MUNDAMON ENGINEER
N T
W/FLAT WASHER i4
25780-1
25780 —1
Dia P'm
Qty Locate
(in) Type Fj)
08 Jannb
5/8: F1554 3.00
0 16 End.011
5Y.8 F1554 3.00
048 Frame
3/.4- F1554 3.OD
08 Frame
5/8- Fi554 3.00
ANCHOR BOLT SUMMARY
25780-2
ERu Pro
City Locate
(in) Type R')
08 Frame
5/8" F1554 3.00
FIDE,
. ..........
25780-2 �\G E Nse
No. 61323
leffliv
OF
KEY DRAWING DEC MIT 1 it 3 -1 2018
I I FINAL ERECTION
IX3 FOR CONSTRUCTION
1 3 FOR APPROVAL
E 3 OTHER, EXPLAIN
VULCAN
FT. PIERCE FL 34981
COLUMN UNE
RlGiD FRAME: ANCHOR BOLTS & WE PLATES
Fmn Call Anc.-Bolt Base-Plote (in Elev.
Una Line Oly Dia Width Length Lick in
8 B.1 4 0.625 8.000 8.000 0.50D D.0
a C.9 4 0.625 8.000 8.000 0.500 0.0
RIGID
FRAME:
BASIC COLUMN REACTIONS (k )
Frame
Colu n
-----
U�e ------
Wind-Leftl -
-Wmd_R Intl-
Vert
--Whd_Lft2-
Use
Linem
�0n--Dead_----CoIIatercI-
z
Vert
Horiz Vert
Horiz
Vert
Hodz
Vert
Hart:
Horiz Vert
a
B.1
0.1
0.3
0.0 01
0.2
0.7
-0.3
-1.8
-0.4
-1.7
0.0 -0 5
8
C.9
-0.1
0.3
0.0 6. 1
-0.2
0.7
0.4
-1.7
0.3
-1.8
:
0.1 -03
Frame
C.I.mn
-Wnd_RVht2-
--Wind-Longl-
--Wmd_Lonq2-
-Seismic
Left
Seismic -Right
Line
line
Horiz
eft
Horiz Vert
H.riz
Vert
H.riz
Vert
Horiz
VeA
8
8.1
-0.1
-0.3
-0.3 -17
-0.6
-1.7
0.0
0.0
0.0
0.0
a
C.9
0.0
-0.5
0.6 -1:7
0.3
-1.7
0.0
0.0
0.0
0.0
± Recctkm!�k ) Panel Shear
Col _V. . eismic- (100
ine Line H.� Vert Hart Vert Wmd Sels Note
7 Bracing Not Used 0 0
C.9 Gracing Not Used 0 0
8 (h)
B.1 Bracing Not Used a 0
frame at endwall
Wind Ll/Wind R1 Lateral wind Load from the Left/rIght with a negative Internal pressure coefficlent.
WInd_L2/Wlnd_R2 Lateral. wind toad from the Left/rIght with a positive Internal pressure coefficient.
Wlnd-Lnl Longitudinal wind load with a negative internal pressure coefficient.
Wlnd-Ln2 Longitudinal wind toad with a positive Internal pressure coefficient.
Selsmlc-L/Seismlc-R = Lateral Seismic toad from left/rIght.
LWIND#_L#E/ LWIND#-RtIE = Longitudinal. wind Loads for edge zones.
r#UND-SL-L/ F#UNB-SL-R = Unboanced roof snow toad with wind from the left/rIght.
F#PAT_LL If = Pattern live toad for continuous beam systems.
'Note- Bracing reactions are not atready Included In combination with any other toad but must be added
to basic reactions as desired by the foundation designer.'
Cotat = CollaterQ1 Load IEnclwaLk Load Case
Rafter �Incl_!_/ Rafter Wind-R = Lateral wind load from the left/rIght.
Brace Wincl Brace Wind-R = Tateral wind Load from the teft/right with -the bracing loads added.
W[nd-P/Wind-S = Wind Pressure/Suction due to longitudinal wind.
Wind-Ln# = Longitudinal wind load on the roof.
Selsmlc-L/Selsnlc-R = Lateral Seismic Load from left/right.
E#UNB_SL_L/ E#UNB_SL_R = Unbalanced roof snow Load with wind from the teft/rIght.
E#PAT_LL III = Pattern Live load for continuous beam systems.
LWINI)#-L/LWIND#_R = Longitudinal wind Loads for edge zones.
GENERAL NOTES
�APPUCATION OF ENGINEERS SEAL IS FOR METAL BUILDING ONLY AND DOES NOT
dRESENT THE PROFESSIONAL OF RECORD.
(2 FOUNDATION DESIGN AND CONSTRUCTION ARE NOT THE RESPONSIBILITY OF THE
MRAL BUILDING MANUFACTURER.
E.3��ANCHOR BOLTS SHALL BE ACCURATELY SET TO A TOLERANCE OF +/- 1/8' IN BOTH
ATION AND LOCATION.
�4.) THE BUILDING REACTON DATA REPORTS THE LOADS WHICH THIS BUILDING PLACES
N THE FOUNDATION. THE FOUNDATION IS TO BE DESIGNED BY A OUAUFIED ENGINEER
TO SUPPORT THE BUILDING REACTIONS IN ADDITION TO OTHER LOADS IMPOSED 13Y 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)
�6.� VALUES GIVEN FOR BENDS AND ANCHOR BOLT TOTAL LENGTHS ARE SUGESTED LENGTHS
N 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.
500 VULCAN PARKWAY
ADEIL� GA 31620
25780-2 11 0111,
0,
25780-1 No. 61323 y
STATE OF
4 ORO
KEY DRAWING
INC
C I FINAL ERECTION PROJECT �EW H13RIZONS
EXI FOR CONSTRUCTION ID 25780-2
[ I FOR APPROVAL PROJECT FT. PIERCE FIL 34981
1 1 OTHER, EXPLAIN 1ADDRESS
2018
SPLICt BOLT TABLE
Qty
Mark �Top Bot Int Type Dic Length
SP-1 1 2 2 G A325 0.625 2.25
SP-2 2 4 0 A325 0.625 2.25
MAIN FRAME ELEVATION: FRAME LINE 8
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.
I I FINAL ERECTION
EXI FOR CONSTRUCTION
E I FOR APPROVAL
I I OTHER, EXPLAIN
VULCAN STEEL
FT. PIERCE FL 34981
MEMBER 1 LENGTH
2'-3 1
WALTER E. WOOD P.E.
FLORIDA P.E.# 61323
61323
0
ETATE OF
Dg& 'Fg
ORIGINAL TO VUED
61111-111
101
ERECTOR NOTE:
REFER TO M.B.C.l. BATTENLOK TECHNICAL MANUAL FOR FASTENING
INSTRUCTIONS. IMPROPER INSTALLATION VOIDS WARRANTY.
OW P,
wl
3
<�>2
014.
3
3
014f
3 '914t
WIND LOADING PRESSURES CHART
CAREA <- 10 W.FT. MR PANO.S)
PR�RE SUCTON
ZONE 1 (ROOF INTERIOR)
41
-57
ZONE 2 (ROOF EDGE)
41
-88
ZONE 3 (ROOF CORNER)
41
-123
ZONE 4 (WALL INTERIOR)
60
-64
ZONE 5 (WALL EDGE)
60
-76
WALL ACCESSORIES
> OFT '�O�NEE
6;0
-64
T4)
'2 - iZ6
>160 IFFr
-5!
W SOFT (ZONE 5)
60
-76
I SOFT (ZONE 5)
54
NOTE
�Rcs � ARE BASED mmm�wm
l�� M�ENTS FOR � W�RE C�M�MON
AND "POSURE ��ft SEE CMER PME MR APPU�
V&UM MR �Ma �M 0� PRESSURES, V�.
'M�Y TIE Sm� V�M BY 0.&
1� 1� I ROOF SLOPE 7. 1 - TO 27-
ROOF FASTENER DETAIL F
ENCLOSED / PARTIALLY ENCI
44'
DETAIL
'A'
�MEMBIER FAS�TENERS
PANEL FASTENER SPACING AT INTERMEDIATE GIRTS
4- 1 8' 1 4-1 S' 1 4- 8- 1 4'1
PANEL FASTENER SPACING AT EAVE STRUTS
ENDLAPS, AND BASE
#14
STITCH FASTENERS —
ZONE 5 - -20'- D/IE14A:X.
:IS
ZONE 4 - @ ALL GIRTS
KV CLC. MAX. BETWEEN GIRTS
DETAIL 'A'
*4 = ZONE 4 DIM W =-.L-0-Fr
5 = ZONE 5
-< �1�
100-
PGB7TO27
WALL FASTENER DETAIL PLAN
16' NOMINAL COVERAGE
F
IDIM A =
24 GAGE BATTENLDK ROOF PANELS
VULCAN STEEL STRUCTURES, INC
WALTER E. WOOD P.E.
FLORIDA P.E.# 61323
500 VULCAN PARKWAY
ADEL, 31620
..........
GENs 0
NO. 61323
STATE OF
ORI�)�'
DEC 13 2018
kL SIGNATURE REQU
'PBR' WALL PANEL PROFILE
'PBR' WALL PANEL ATTACHMENT DETAIL
I I FINAL ERECTION LROJECT 1 ��W HORIZONS
EXI F OR CONSTRUCTION ID 2578�-2
1 1 FOR APPROVAL P OJECT FT. PIERCE FIL 34981
1 1 OTHER, EXPLAIN IARDDRESS I
ROOF P N
MARK I QUAN TYPE DIA LENGTH
EB-101 4 A325 5/8" 2 1/4-
'-O"OM-TO-0� OF STE
EB-102 4 A325 5/8" 2 1/4-
51-0.
-MtMBER TABLE
ROOF PLAN
MARK PART LENGIH
EB-101 W8XlO 2:-1 13/16-
E-101 EBV02(�
EB-102 WBX10 2 -1 13/16"
P-10C 8X25Zl 6 4'-3 1/2"
P-101 8X25Zl 6 4'-3 1/2"
E-10C 8X25Zl 6 4'-0'
E-100
I FI-100
E-101 8X25C1 4'-4-
P-tontr.1
0
ER-100
FFI-101
ER-101
F FI-102
0
WALTER E. WOOD P.E.
FLORIDA P.E.# 61323
500 VULCAN PARKWAY
ADEL.
1-100
6132
E-lol(§ EB
�101
TATE OF
41.;
ROOF FRAMING PLAN
i13 III%-
-
D 113 2018
�T
,,, &M
ORIGINAL SIGNATURE REQUIRED
FLAT
WASHER
REVISIONS
DRAWING S S
VULCAN STEEL
STRUCTURES,INC
JACQUIN AND SONS, INC
im �V- DESCRIPTIOM
I I FINAL ERECTION
I DA
TE
1 CHKR
1 APPD
PROJECT
1 � W HORIZONS
NT80-2
ROOF FRAMING
BRACE CABLE ASSEMBLY
1XI FOR CONSTRUCTION
ID
DESIGN- ZJM I DRAFT- JDH I CHECK, ZJM
�ARE FA=RY AW�
S�� AT B� C=
L i rUK HrrKUVMU
E I OTHER, EXPLAIN
PROJECT
FT. PIERCE FL 34981
DATE. 12/12/18 ISHEET 6
iF!JM
ADDRESS
0 O� TO 0
5' 0�-TQ-OUT OF
5'-0'
� 4.
I
*-ERECTOR PLEASE READ THIS NOTE BEFORE STARTING ROOF SYSTEM INSTALLAnON"
ERECTOR NOTE. ROOF SHEETING PLAN
BEFORE STARTING OR INSTALLING THE STANDING SEAM ROOF SYSTEM. YOU MUST FIRST READ PANELS: 24 C.. BATTEN-LOK - C��.lume
& REVIEW THE ROOF MANUFACTURER'S TECHNicAL/EREcnON INFORMATION MANUAL FOR
THIS SPECIFIC ROOF SYSTEM.
IF THERE IS ANY DEVIATION BEIWEEN THE ROOF SYSTEM DETAILS SHOWN IN THESE
ERECTION DRAWINGS & THE ROOF MANUFACTURSVS ERECTION INFORMATION MANUAL -
THESE ERECTION DRAWING DEIAILS WILL GOVERN. =EVISIONS
W—O" OUT —TO —OUT OF STEEL
51-0.
E—inn
4'
. . . . . . . . I;c�"_ELteneion — — — — — —
L— — — — — — — — — — — — — — — — — ----
EC-3 (25780-1)
GENERAL NOTES:
�IF CABLE BRACING, WIND BENTS. WIND COLUMNS, OR WEAK AXIS DESIGN OF
161 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.�VADDITIONAL GIRTS MAY BE PRESENT IN THE END OR CORNER BAYS OF THIS WAH
L ATION. THESE ARE REQUIRED TO SATISFY CODE —DEFINED CORNER ZONE WIND PRESSURES
IN ORDER TO PROVIDE THE MOST ECONOMICAL BUILDING POSSIBLE. THESE GIRTS ARE NOT
INCLUDED FOR THE FULL LENGTH OF THE WALL. NON —UNIFORM GIRT SPACING OR RESULTING
SIDEWALL FRAMING: FRAME LINE C.9
RFI-100
C I FINAL EIRECTIO 1 LROJECT 1 �EV HDRIZEINS
.6ICTIO 111 257
EXI FOR CONSTR N a _2
E I FOR APPROVAL PROJECT FT. PIERCE FL 34981
1 1 OTHER, EXPLAIN IADDRESS I
500 VULCAN PARKM
ADEL. GA 31620
\> G'ENS" 1�1 ..
6 13 2 3
STATE OF
4 C
--------------
<2>
OPEN TO REMAIN
L- - - - - - - - - - - - - - - - - - - - - -
SIDEWALL SHEETING & TRIM: FRAME LINE C.9
GENERAL NOTES:
�IF CABLE BRACING. WIND BENTS. WIND COLUMNS. OR WEAK AXIS DESIGN OF
,a 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.
PADDITIONAL GIRTS MAY BE PRESENT IN THE END OR CORNER BAYS OF THIS WALL
L-UTION. THESE ARE REQUIRED TO SATISFY CODE -DEFINED CORNER ZONE WIND PRESSURES
IN ORDER TO PROMDE THE MOST ECONOMICAL BUILDING POSSIBLE, THESE GIRTS ARE NOT
INCLUDED FOR THE FULL LENGTH OF THE WALL. NON -UNIFORM GIRT SPACING OR RESULTING
E I FINAL ERECTION
EXI FOR CONSTRUCTION
I I FOR APPROVAL
I I OTHER, EXPLAIN
VULCAN STEEL STRUCTURES,INC
FT. PIERCE FL 34981
WALTER E. WOOD P.E.
FLORIDA P.E.# 61323
500 VULCAN PARKWAY
ADEL, A 31620
"J
it fit,
o.61323
STATE OF
OR VD..
% . . .........
'M//W�J`r _"1111101
Dc-c 3 2W
ORIGINAL SIGNATURE REQUIRED
GENERAL NOTES:
1.) IF CABLE BRACING, WIND BENTS, WIND COLUMNS, OR WEAK AXIS DESIGN OF
IDE WALL COLUMNS WERE NOT PROVIDED IT HAS BEEN DETERMINED THAT DIAPH
PANEL ACTION IS SUFFICIENT TO RESIST IN -PLANE WIND FORCES. TEMPORARY BR
SHOULD BE PROVIDED BY ERECTOR UNTIL ALL WALL AND ROOF PANELS ARE INSI
�.2.�VADDITIONAL GIRTS MAY BE PRESENT IN THE END OR CORNER BAYS OF THIS
L ATION. THESE ARE REQUIRED TO SATISFY CODE -DEFINED CORNER ZONE WINE
IN ORDER TO PROVIDE THE MOST ECONOMICAL BUILDING POSSIBLE. THESE GIRTS
SIDEWALL FRAMING: FRAME LINE 13.1
(25780-1)
C I FINAL ERECTION
EXI FOR CONSTRUCTION
I I FOR APPROVAL
I I OTHER, EXPLAIN
VULCAN STEEL STRUCTURES, INC
WALTER E. WOOD P.E.
FLORIDA P.E.# 61323
500 VULCAN PARKWAY
ADEL. GA 31620
o'
s
1W323*'
STATE OF I
0 R I 'D
...........
ORIGINAL XWE99111)
FT. PIERCE FIL 34981
--------------------
OPEN TO REMAIN
L- - - - - - - - - - - - - - - - - - - - -
SIDEWALL SHEETING & TRIM: FRAME LINE B.1
GENERAL NOTES:
�IF CABLE BRACING. WIND BENTS, WIND COLUMNS. OR WEAK AXIS DESIGN OF
la 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.
UADDITIONAL GIRTS MAY BE PRESENT IN THE END OR CORNER BAYS OF THIS WALL
VATION. 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
STEEL STRUCTURES.INC
1 3 FINAL ERECTION FpRoJECT JNFW HORIZONS
EXI FOR CONSTRUCrION I 111 1 25780-2
1 1 FOR APPROVAL PROJECT FT. PIERCE FIL 34981
C I OTHER, EXPLAIN 1ADDRESS I
WALTER E. WOOD P.E.
FLORIDA P.E.# 61323
500 VULCAN PARKWAY
ADEL, GA 31620
I N4p.61323
STATE OF
��ORI�D�-�
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12
tv
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1 L -- — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — -- - — — — — — — — — — — — — — — — — — — — — — — — j I
ENDWALL FRAMING: FRAME LINE 7
GENERAL NOTES:
&IF CABLE BRACING FOR END WALL IS NOT SHOWN ON ERECTION DRAWINGS IT HAS
WN 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
L ATION. THESE ARE REQUIRED TO SATISFY CODE -DEFINED CORNER ZONE WIND PRESSURES
IN ORDER TO PROVIDE THE MOST ECONOMICAL BUILDING POSSIBLE. THESE GIRTS ARE NOT
INCLUDED FOR THE FULL LENGTH OF THE WALL. NON -UNIFORM GIRT SPACING OR RESULTING
es -
Poo
STEEL
5'h�,
12
INC
C I FINAL ERECTION 1 EROJECT I t�V HOKIZONS
ID 2578�_
1XI FOR CONSTRUCTION
I I FOR APPROVAL PROJECT IFT. PIERCE FL 34981
C I OTHER, EXPLAIN IADDRESS I
WALTER E. WOOD P.E.
FLORIDA P.E.# 61323
500 VULCAN PARKWAY
...........
0',
N . 61323
S TE OF
m
45'
9
OPEN TO 25780-1
L--------------------------------------------------------
ENDWALL SHEETING & TRIM: FRAME LINE 7
GENERAL NOTES:
�IF CABLE BRACING FOR END WALL IS NOT SHOWN ON ERECTION DRAWINGS IT HAS
2N 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.�VADDITIONAL GIRTS MAY BE PRESENT IN THE END OR CORNER BAYS OF THIS WAH
L ATION. THESE ARE REQUIRED TO SATISFY CODE-DEANED 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.
C I FINAL ERECTION
EXI FOR CONSTRUCTION
I I FOR APPROVAL
I I OTHER, EXPLAIN
9
5 "lit
1NC
FT. PIFRCE FL 34981
500 VULCAN
IV,
Z
'ATE OF
0
DEC 1 12010
,d5'
12
G-101
'Flo"
ENDWALL FRAMING: FRAME LINE 8
GENERAL NOTES:
1.) IF CABLE BRACING FOR END WALL IS NOT SHOWN ON ERECTION DRAWINGS IT HAS
EEN DETERMINED THAT DIAPHRAGM PANEL ACTION OR QUARTER —PANEL BRACING IS
SUFFICIENT TO RESIST IN —PLANE WIND FORCES. TEMPORARY BRACING SHOULD BE
PROVIDED BY ERECTOR UNTIL ALL WALL AND ROOF PANELS ARE INSTALLED.
�Z�VADDITIONAL GIRTS MAY BE PRESENT IN THE END OR CORNER BAYS OF THIS WALL
L ATION. THESE ARE REQUIRED TO SATISFY CODE —DEFINED CORNER ZONE WIND PRESSURES
IN ORDER TO PROVIDE THE MOST ECONOMICAL BUILDING POSSIBLE, THESE GIRTS ARE NOT
INCLUDED FOR THE FULL LENGTH OF THE WALL. NON —UNIFORM GIRT SPACING OR RESULTING
APPEARANCE IS NOT A CAUSE FOR COMPLAINT OR REJECTION.
I I FINAL ERECTION
EXI FOR CONSTRUCTION
C 3 FOR APPROVAL
[ 3 OTHER, EXPLAIN
STEEL
-7
st�"
12
WALTER E. WOOD P.E.
FLORIDA P.E.# 61323
500 VULCAN PARKWAY
10_1�
No. 61323
E
ATE OF : 4!�7
DEC 1 2010
ORIGINAL SIGNATURE REQUIRED
INC 1 JACQUIN AND SUNS, INC
FT. PIERCE FL 34981
,Z15-
12
I
9
ENDWALL SHEETING & TRIM: FRAME LINE 8
PANELS: 26 C.. PBR - NEED COLOR
GENERAL NOTES:
�IF CABLE BRACING FOR END WALL IS NOT SHOWN ON ERECTION DRAWINGS IT HAS
RN 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�VADDITIONAL GIRTS MAY BE PRESENT IN THE END OR CORNER BAYS OF THIS WALL
L ATION. THESE ARE REQUIRED TO SATISFY CODE -DEFINED CORNER ZONE WIND PRESSURES
IN ORDER TO PROVIDE THE MOST ECONOMICAL BUILDING POSSIBLE, THESE GIRTS ARE NOT
INCLUDED FOR THE FULL LENGTH OF THE WALL. NON -UNIFORM GIRT SPACING OR RESULTING
APPEARANCE IS NOT A CAUSE FOR COMPLAINT OR REJECTION.
VULCAN STEEL
2
3
5t!,,
12
INC
I FINAL ERECTION i ROJECT HORIZONS
F __
1XI F13R CONSTRUCTION I ILD N5�4 _2
1 1 FOR APPROVAL PROJECT FT. PIERCE FL 34981
1 1 DTHER, EXPLAIN IADDRESS I
I
11
15
TRIM-1 91
500 VULCAN
NS
323
STATE OF
OR10>
DC-C 13 2018
5'-0'
OUT -TO -OUT OF STEEL
0
WALTER E. WOOD P.E.
FLORIDA P.E.# 61323
500 VULCAN PARKWAY
ADEL. GA 31620
. .......... 0
.0
N 61323
ST E OF
ROOF LINER SHEETING PLAN
PANELS, 26 Ga. PBR - NEED COLOR 1, NA
I ORIGINAL SIGNATURE REQUIRED
REVISIONS DRAWING VULCAN STEEL STRUCTLIRES,INC JACQUIN AND SONS, INC
REV. DESCRIPTION, 1 DATE DTLR 1 DATE CHKR APPD I I FINAL ERECTION PROJECT 1NEW H13RIZON ROOF LINER PANEL
EX3 FIJK LUNSIKULIIUN ID 125780-2 DESIGN, ZJM I DRAFTj JDH I CHEM
I I FOR APPROVAL PROJECT IS SHEET ZJM
I L I � I �, EXPLAIN AD13RESS FT. PIERCE FL 34981 16��
I IaEul�
f
M Cc��
"�Mw
VULC/A R
16 . I
N 10ADE
ACCIMMED
AC472
I
STEEL STRUCTURES INC.
MU& WWNG �RU MSOMATOR
MOND
LETTER OF CERTIFICATION
VULCAN STEEL STRUCTURES, INC
DATE: 12/12/18
Job Number 25780-1
DESIGNED BY: zim
Customer Name: JACQUIN AND SONS, INC
DETAILED BY: JDH
Job Location: FF. PIERCE FL 34981
CHECKED BY: zim
DESIGN PARAMETERS
COMMENTS
BUILDING DESCRIP71ON:
NOMINAL WIDTH: 65 feet
NOMINAL LENGTH: 165 feet
EAVE HEIGHT, BACK S.W: 12.83 feet
EAVE HEIGHT, FRONT S.W: 12.83 feet
ROOF SLOPE, LEFF: 5.0:12
ROOF SLOPE, RIGHT: 5.0:12
DESIGN LOADS
BUILDING CODE: FLORIDA BUILDING CODE 6TH EDITION (2017) - BUILDING
FRAME SELF WEIGHT: INCLUDED SNOW :
ROOF DEAD LOAD: 2.500 psf FLAT ROOF SNOW LOAD Pf 0 psf
COLLATERAL LOAD: 3 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) 160 mph (Vult)
123.94 mph (Vasd)
INTERNAL PRESSURE COEFF. 0.18/-0.18
WIND EXPOSURE: B SCANNED
CLOSURE "C, 0. P" Closed BY
RISK CATEGORY 11 Normal Lude County
SEISMIC PARAMETERS
SESMIC-FORCE RESISTING SYSTEM: STEEL SYSTEMS NOT SPECIFICALLY DETAJLED FOR SEISMIC RESISTANCE
ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE PROCEDURE
SITE CLASS (ASSUMED) 0
SEISMIC IMPORTANCE: 1.00
SEISMIC DESIGN CATEGORY: A
DESIGNED SPECTRAL ACCELERATION PARAMETER "SDS" - (SHORT PERIODS): 0.06
DESIGNED SPECTRAL ACCELERATION PARAMETER "SDI" - (I SEC PERIODS): 0.05
MAPPED SPECTRAL RESPONSE ACCELERATION: "SS" - (SHORT PERIODS): 0.06
MAPPED SPECTRAL RESPONSE ACCELERATION: "Sl" - (1 SEC PERIOD): 0.03
SEISMIC RESPONSE MODIFICATION COEFFICIENT: "R' - 3.00
SEISMIC RESPONSE COEFFICIENT: "Cs" - 0.02
TOTAL LONGITUDINAL BASE SHEAR 2.79
TOTAL TRANSVERSE BASE SHEAR 4.20
DRAWING RELEASE HISTORY
DRAWING REVISIONS
DATE SENT
REASON FOR RELEASE
REVISION
DATE
BY
DESCRIPTION
A
8
c
D
COVERING AND TRIM COLOR TABLE
S.- -
SHEETING
ROOF PANEL:
GAUGE
F PANEL TYPE
COLOR
24 GA.
BATTENLOK
Golvalume
WALL PANEL:
GAUGE
PANEL TYPE
COLOR
26 GA.
PEIR PANEL
NEED COLOR
WALL TRIM COLOR:
NEED COLOR
GABLE TRIM
COLOR:
INEED COLOR
FLORIDA PRODUCT APPROVAL NUMBERS
W A L K D 0 0 R S
-S-0-70
IMPACT RATED/WIND RATED +/- 50 PSF
FL2221 1.5
3068
NON -IMPACT RATED/WIND RATED +/- 50 PSF
FL2221 1.1
3070
IMPACT RATED/WIND RATED 70 PSF
FL22211.7
6070
IMPACT RATED/WND RATED 50 PSF
FL22211.3
_FL1
_Z70
IMPACT RATED/ WIND RATED
7900.1
4070
NON -'IMPACT RATED/ WIND RATED
I'Ll 7900.2
gO7O
IMPACT RATED/ MND RATED
FL1 8463.2
8070
NON -IMPACT RATED/ WIND RATED
FL18463.1
R I D G E V E N T S
12" THROAT
IRIDGE VENT WITH 12" THR:OA�TFL12805.2
6-3/4- THROAT
IRIDGE VENT WITH 6-3/4- THROAT
FL1 2805.5
9" THROAT
IRIDGE VENT WITH 9" THROAT
FL1 2805.1
L 0 U V E R S
FIXED STEEL
1LOUVER WITH FIXED BLADES
EL12256.1
ADJUSTABLE STEEL
L70UVER WITH ADJUSTABLE BLADES
FEI 2256.2
R 0 L L U P D 0 0 R S
1100 SERIES
MAX SIZE: 8'-8" X 14'-0'
1 765.1
1100 SERIES
MAX SIZE: 10'-0" X 14'-0"
FL1 2765.2
3100 SERIES
MAX SIZE: 16'-0" X 20*-0"
FL12765.3
3100 SERIES
MAX SIZE: 20'-0" X 20'-0"
I'Ll 2765.4
750 SERIES
MAX SIZE: 3'-0" T_1F-_0_-
I'Ll 2675.5
750 SERIES
MAX SIZE: 6'-0" X 12'-0"
FL1 2765.6
750 SERIES
MAX SIZE: 8'-B" X 12'-0'
I'Ll 2765.7
750 SERIES
MAX SIZE, 10'-0" X 12'-0"
ILl 2765.8
850 SERIES MINI
MAX SIZE: 8'-8" X 12P-O"
I'Ll 2765.9
25780-2
KEY DRAWING
MIAMI DADE PRODUCT APPROVAL NUMBERS
R 0 L L U P D 0 0 R S
252 SE SIZE: 8'-B" X 12 .-0.
3;0 SME� MINI MAX I NOA-1
0 E�ES MAX SIZE: 12'-D" X 20'-0" 1 NOA-1
R 0 0 F P A N E L S
PEIR
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 A L L P A N E L S
PBR
124 GAGE
NOA-18-0312.08
EC6_ FICIENT
NOA-15-1109.06
S K Y L I S
111 q
!G�Fjliffljl IAL Mr-vIF-v-I I N-8 IR m9809
AFFKUVtU Lj APPROVED A� NU - --
REVISE AND RESUBMIT 0REJEcTED_
Date. I
ALY
Architectonic InC.
Fort Pierce, FL 34950
K)JECT DESIGNER I
IG MANUFACTURER.
ER OR THE METAL
IGINEER WHOSE SE
BUILDING PLANS I!
ER AND NOT THE
7 PROJECT ENGINE
kR WHOSE SEAL A
BUILDING PLANS C
RrTY WITH THE PH
)N AND THEREFOR
TIED AS. SERVE AS
ZOJECT DESIGNER.
E METAL
AL BUILDING
ENGINEER.
IRS ON THE
LALTY
DESIGNER
.CORD. THE
)N THE
HAVE
BSITE
. BE
.IFY AS
WALTER E. WOOD P.E.
FLORIDA P.E.# 61323
'5
"0 .;1
............
0
\%GENs
o.61323
STATE OF
GENERAL NOTES
1. MATERIALS ASTIM 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 ORDE
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 CHANCES 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.
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.
KEY DRAWING
25780-2
TER
IM VARIES)
1 STANDARD TRIM LAP �DETAiL�
NOTE: ALL_J_RL�LCONTAINED ON THIS PROJECT
WILL HAVE OUR STANDARD 3 .. LAP AS SHOWN
ABOVE. (TRIM STYLE VARIES)
mr-vlr-vvr-u FOR
CODE COMPLIANI
ST. LUCIE COUNI
BOCC
THE PROJECT DES
BUILDING MANUFA(
DESIGNER OR THE
THE ENGINEER WH
METAL BUILDING F
ENGINEER AND NC
OR THE PROJECT
ENGINEER WHOSE
METAL BUILDING P
FAMILIARITY WITH '
LOCATION AND THI
IDENTIFIED AS. SE
THE PROJECT DES
AS
WALTER E. WOOD P.E.
Rio
323
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16
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GEN*"- 0
0.61323
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ANCHOR BOLT PLAN
N� AN �e Pla�s 0 IW'-O- (U.N.)
WALTER E. WOOD P.E.
FLORIDA P.E�# 61323
500 VULCAN,,PARKWAY
25780-2
8
25780
32
STATE OF
ME
R 1
KEY DRAWING
I till o'�
alooll
ORIGINARSINNAMPIRED
REVI IONS
DRAWING STATUS
VULCAN STEEL STRUCTURES, INC
JACQUIN AND SONS, INC
iANCHOR
DESCRIPTION,
!DATE DTLR DATE
CHKRIAPPll
I I FINAL ERECTION
PROJECT
INEW HORIZONS
BOLT PLAN
[X3 FOR CONSTRUCTION
11)
25
DESIGNL ZJM , DRAFTj JOH Cff�L DWD
L FOR APPROVAL
EXPLAIN
PROJECT�F
T. PIERCE FIL 34981
THEETI
18 1 0
ADDR
25780-1
0 0
0 0
� 1 8- 2' 4-
DETAIL A DETAIL B
Diu= 5/8" L5780-L
st E-0 1-0 131,
0 0 3.
11 3/4'[ 1 3/4'
�4 J'
DETAIL H
SEE A
OUT T-0 EELI—UTN C13NCRE E
M L N
T BUT T-13 LCUAT- STEEL
w
PROJECTIEN
ICHOR BOLT PROJECTION
25780-1
Di
5/8-
25780-1
9.
8'
11
0 0 6.
1 3/4"E
0 0
0 0
61
N 4"
2" 4"
DETAIL C
VAIJ- PANEL-
112 x 1 1/4' SDS
VNASHOR
(6- OUC)
[BE QMUZE
LASE ARGUE
E'x4'xl6G&
SM BASE TRIM Nw-i �NCMD
(DTR) 0 3v (IC (BY
RAW ANGLE VIM TASE TRIM
W BASE CLOSURES WORM SHIETING WU
14-
a.
0 1111-0
2"�H 2"
DETAIL D
SLAB BEYON
JAMB DEPTH FIN�ISHED FLOOR
1/2'
SECTION -A-A'
1-3/ F.O.WIDTH ;-3/4-
F-A"
3VERHEAD DOOR RECESS DETAIL
25780-1
Dia= 3/4- 8. 25780-1
Diu= 5/8"
010 —
4-
010 —
2'JL�2' 8"
See Plan
'AJL E DETAJL F
CATFn nPFNTNGS 25780-1
25780-1
Diu 5/8-
25780-1
ANCHOR BOLTS NOTES
WNUFA�RZR WOMMINDS � OF STRAGHT ROD AN� BOL�S
VnM NUT AND WASHM ON BOTH ENDS M OPPOSUD TO J—SOLTS
OR ARONOR �M WTM NOO� BEWSE OF BETTER PMFORIbWE
RESUITS N CONCAM �� ME TORE OF BOLT L'SED FOR
0
ME P� S� BE DEDER�D BY ME FOUNDATON 04MM
8-
WOM ME BOLT` �m NMNG OR DCOUGUIS THAT OF AN
A� Fl� GRADE 36 (UN.) WLT.
ANCHOR BOLTS
M
F
L i
HEX NLFT
W/FLAT WASHER SEE BULDING PLANS
' '-' �'\ P "
FOR ROJECTION
CONCRETE LINE
—SW
�2
jFMR
HEY NUTT
W/FlAT WIJASHER
ANCHOR BOLT SUMMARY
25780-1
Di. Pr
Ofty Lo�.t.
(in) Type
0 8 J..b
5/8' F1554 3.00
0 16 Erd�.Il
5Z8- F1554 3.00
11 48 Fra.�
3/,4- F1554 3.00
0 8 Frame
5-/8- F1554 3.00
ANCHOR BOLT SUMMARY
25780-2
Diu Pro
ClIty Locate
(in) Type (i-j)
0 a Frame
5/8' F1554 3.00
25780-2
KEY DRAWING
I I FINAL ERECTION
EX3 FOR CONSTRUCTION
[ I FOR APPROVAL
I I OTHER, EXPLAIN
VULCAN
PROJECT FT. PIERCE FL 34981
ADDRE:SS I
WALTER E. WOOD P.E.
FLORIDA P.E.# 61323
500 VULCAN PARKWAY
ADEL, GA 31620
I filly;
G�N
No. 6132
STATE OF
1`1
TT T-COLUMN LINE
RIGID FRAME: ANCHOR BOLTS & BASE PLATES
Frm
Col
Anc. 'Bolt Birim-ptite (in
Lick
Elev.
Line
Line
City Di. Width Length
(in)
I
A
4 0.750 8.000 10.00
0.500
0.0
I
F
4 0.750 8.000 10.00
0.500
0.0
I
C
4 0.625 8.000 8.000
0.500
0�0
I
E
4 0-625 8.000 8.000
0.500
0.0
BASIC COLUMN REACTIONS (k
Wind Wind
Fnni Cot Press Suct
Line Une Hom Harz
1 C -B.0 8.8
1 E -8.0 8.8
Wind Wind
Firm Call Press Suct
Une Une Hom Herz
7 D -8.7 9.6
7 8 -7.3 8.1
GENERAL NOTES
�APPLICATION OF ENGINEERS SEAL IS FOR MEFAL BUILDING ONLY AND DOES NOT
9USENT THE PROFESSIONAL OF RECORD.
(2 FOUNDATION DESIGN AND CONSTRUCTION ARE NOT THE RESPONSIBILITY OF THE
MRAL BUILDING MANUFACTURER.
a3. ANCHOR BOLTS SHALL BE ACCURATELY SET TO A TOLERANCE OF +/- 1/8- IN BOTH
mlOol 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 WOH RESPECT TO JOB SITE CONDRIONS.
(5.) ALL ANCHOR BOLTS TO BE ASTM F1554 GRADE 36 MIN. OR GRADE 55 (UNLESS NOTED)
96.� VALUES GIVEN FOR BENDS AND ANCHOR BOLT TOTAL LENGTHS ME SUGESTED LENGTHS
N 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 ME BASED ON Vult.
LOAD
UNE I I T T T COLUMN LINE
RIGID FRAME: ANCHOR BOLTS & WE PLATES
Firm Col Anc.-Bolt B.se-Pl.t. (I.) Ekv.
Line Une Oty Do Width Length TWick (in)
2 A 4 0.750 8.000 10.00 0.500 0.0
2: F 4 0.750 8.000 10.00 0.500 0.0
2- Frourn. lines: 2 3 4 5 6
RIGID
FRAME:
BASIC COLUMN REACIIONS (k )
Frame
Column
-----
Dead--Collaberal
-
-----
U%vI-----Wmd_Lsftl-
-tilmd-Rightl
-
--Wird_LcfL2-
Line
Une
H.Hz
Veit
H.Hz
Vert
Horiz
Vert,
H.6z
V.d
Horiz
Vert
Horiz
Vert
I
A
0.1
0.7
0.1
0.5
0.4
1.9
-5.6
_91
3.5
-5.3
-6.1
-5.4
1
F
-0.1
0.7
-0.1
0' 5
-0.4
1.9
-3.5
-5.3
5.6
-9.1
-3.0
-1.6
1
C
0.0
1.9
0.0
1.1
0.0
4.4
0.0
-8.9
0.0
-12.9
0.0
-4.7
1
E
0.0
1.9
0.0
1.1
0.0
3.5
0.0
-15.3
0.0
-8.9
0.0
-8.7
From.
Column
-Wnd-Right2-
--Mnd-Longl-
--wrind-Long2-
-Seismic-Uft
Seismic
Right
FIPAT_"
I -
Una
Une
Hertz
Vert
Hertz
Vert
H.fl.
Veit
Hertz
Vert
Hmriz
Vert
Hertz
Vert
I
A
3.0
-1.6
2.5
-8.5
-1.6
-10.1
-0.4
-0.3
0.4
0.3
0.2
1.6
1
F
6.1
-5.4
1.6
-10.1
-2.5
-8.5
-0.4
0.3
0.4
-0.3
-0.2
0.0
I
C
0.0
-8.7
0.0
-14.5
0.0
-2.4
0.0
0.5
0.0
-0.5
0.0
4.2
1
E
0.0
-4.7
0.0
-2.4
0.0
-14.5
0.0
-0.5
0.0
0.5
0.0
1.5
Fmme
Column
F1 PAT-JI-2-
FI PAT_U_�
F1 PAT_.U__4-
Lin.
Line
Harz
Vert
Hertz
Veit
Hertz
Veit
I
A
0.2
0.0
0.4
2.2
-0.1
-0.3
1
F
-0.2
1.6
-0.4
2.2
0.1
-0.3
1
C
0.0
1.5
0.0
1.5
0.0
2.1
1
E
0.0
4.2
0.0
1.5
0.0
2.1
Fmme
Column
-----
Dead-----Coltateml -
-----
Uve-----Wnvd_Leftl-
-Wind-Rightl
-
--Wind_Left2-
Une
Line
Hertz
Vert
Hertz
Vert
Hertz
Vert
Hertz
Vert
Hertz
Vert
Hertz
Vert
2-
A
1.9
3.2
1.8
2.9
6.7
10.7
-18.1
-24.0
-4.9
-21.3
-14.5
-11.5
2-
F
-1.9
3.2
-1.8
2.9
-6.7
10.7
4.9
-21.3
18.1
-24.0
1.3
-8.8
Fmm a
C.lurn.
-Wmd_R hU-
Vert
--Wind-Longl-
--Wmd_I_ong2-
-Seismic-Left
Seismic -Right
Une
Une
H.riz
Vert
H.nz
Veit
Horiz
Vert
Horiz
Vert
2-
A
-1.3
-8.8
-5.6
-26.2
-10.3
-23.3
-0.3
-0.1
0.3
0.1
2-
F
145
-11.5
10.3
-23.3
5.6
-26.2
-0.3
0.1
0.3
-0.1
Frome
Column
-----
Dead-----Callateml-
-----
Live ------ Wind-Leftl-
-Vind-R
htl-
%rt
--Vrd_Left2-
Line
Une
H.riz
Veit
Hicnor
Vert
Horiz
Vert
Norte,
Vert
Herb,
Vert
7
A
0.1
0.6
0.1
0.4
0.3
1.5
-5.4
-8.1
3.8
-3.6
-6.0
-5.0
7
F
-0.1
0.7
-0.1
0.5
-0.3
1.8
-3.6
-5.0
5A
-8.4
-3.0
-1.5
7
8
0.0
1.3
0.0
1.0
0.0
3.6
0.0
-6.5
0.0
-11.0
0.0
-3.5
7
D
0.0
1.5
0.0
1.1
0.0
4.1
0.0
-11.2
0.0
-7.8
0.0
-8.0
Friume
Column
-Wmd_RVhL2-
--Wmd_Longl-
--Wind-Long2-
-Seismic-Left
S.i.rnic�Right
F3PAT_H
1-
Une
Line
Horiz
ert
Hertz
Vert
Honiz
Vert
Hertz
Veit
Harz
Vert
Horiz,
Veit
7
A
3.2
-0.4
3.0
-6.0
-1.5
-9.5
-0.2
-0.1
0.2
0.1
Oj
1.1
7
F
5.7
-4.9
1.0
-9.1
-2.5
-8.3
-0.1
0.1
0.1
-0.1
-0.1
-0.1
7
B
0.0
-8.0
0.0
-15.1
0.0
-2.4
0.0
0.2
0.0
-0.2
0.0
4.1
7
D
0.0
-4.7
0.0
-4.3
0.0
-14.4
0.0
-0.1
0.0
0.1
0.0
2.1
Frame Column F3PAT_II 2-
F3PAT-LL-3-
F3PAT-LL-4-
Line
Une Horbr
Vert
Horiz
Vert
Hertz
Veit
7
A 0.2
-0.1
0.3
1.9
0.0
-0.4
7
F -0.2
1.6
-0.3
2.1
0.0
-0.3
7
8 0.0
1.9
0.0
1.0
0.0
2.5
7
D 0.0
4.4
0.0
1.7
0.0
2.4
2-
Fr.. lines:
2 3 4
5 6
Wind LI/Wmcl RI Lateral wind load from the Left/right with D negative Internal pressure coefficient.
Wlnd-L2/Wtnd-R2 Late,.[ wind Load from the left/rIght with a positive Internet pressure coefficient.
Wlnd-Lnl = Longitudinal wind toad with a negative Internet pressure coefficient.
Wind-Ln2 = Longitudinal wind load with a positive Internet pressure coefficient.
Seismic-L/Selsmic-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 food with wind from the left/right.
F#PAT_LL It = Pattern Live load for continuous bean systems.
allotei Bracing reactions are not atready Included In combination with any other toad but must be added
to basic reactions as desired by the foundation deslgner�
ColLat = Collateral, Load Endwitt Load Case Defirdti.n.1
Rafts, Idird-IL/ Rafter Wind-R = Lateral wind toad from the left/rIght.
Brace Wind-L/ Brace VInd_R = Lateral wind load from the Left/rIght with the bracing toads added
Wind-P/Mmo-S = Wind Pressure/Suction due to longitudinal wind.
Wind_Ln# = LongitudInal. wind load on the roof.
Selsric-L/S.Ismlc-R = Lateral Seismic load from left/rIght.
E#UNB-SL-L/ E#UNB_SL-R = Unbalanced roof snow load with wind from the teft/rIght.
E#PAT-LL # = Pattern [We load for continuous beam systems.
LWIND# L/LWIND# R = L.naltudinal wind toads for edge zones.
RIGID FRAME: ANCHOR BOLTS & BASE PLATES
Firm
Call
Anc.-Bolit Bmi.-Plet. (I- L
Ocv.
Line
Une
Oty Dia Width Length
ick
(in)
7
A
4 0.625 8.000 10.00
0.500
0.0
7
F
4 0.625 8.000 10.00
0.500
0.0
7
B
4 0.625 6.000 8.000
OLOO
0.0
7
D
4 0.625 6.000 9.000
0.500
0.0
DING BRACING REACTIONS
* Reincti ... (k ) P.m*,She.,
It - Cot -Wind - -Seismic- 0 ft)
Line Line Hou Vert Han Veft Wind S.i._ Net.
h
F 3.4 4.6 3-8 0.7 0.6 b
7 h
A 2.3 4.6 3.8 0.7 0.6
d bent in bay, base above finish floor
d fame at im,hroll
KEY DRAWING
C I FINAL ERECTION
EXI FOR CONSTRUCTION
E I FOR APPROVAL
I I EITHER, EXPLAIN
25780-2
VULCAN STEEL
FT. PIERCE FL 34981
WALTER E. WOOD P.E.
FLORIDA P.E.# 61323
500 VULCAN PARKWAY
ADEL, GA 31620
. ...........
Ns,6� 0
c �-61 323
STATE OF
oty
Top Bot Int Type Dia Length Mark Qty Type Dia Length
Mark
Fr/ End
Thick
Length
W x Thk x enath
W Lengt
�
TF 1 --1
9.5/ 9.5
0.120
134.7
5 x 1/4" x 145.8
5 x 4 1 .7
1 1 4 4 0 A325 0.625 2.25 EC-1 4 A325 0.750 2.50
9.5/ 9.5
0.165
15.2
5 x 3/16" x 19.2
r'_—z 4 A325 0.750 2.50
RF1 —2
10.0/10.0
0.120
240.0
5 x 3 16" x 223.8
5 x 3/16" x 228.0
10.0/10.0
0.120
165.13
5 x 3/�l 6" x 177.8
5 x 3/16" x 28.9
5 x 3/16" x 127.2
RF1 —3
9.5/ 9.5
0.165
15.2
5 x 3/16" x 19.2
5 x 1/4" x 134.7
9.5/ 9.5
0.120
134.7
5 x 1/4" x 145.8
EC-1
W8X24
,.Z5'
12
2'-9 1/2"
MAIN FRAME ELEVATION: FRAME LINE 1
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.
I I FINAL ERECTION
[XI FOR CONSTRUCTION
[ I FOR APPROVAL
I I OTHER, EXPLAIN
5*h�,
12
VULCAN STEEL STRUCTURES, INC
FT. PIERCE FIL 34981
WALTER E. WOOD P.E.
FLORIDA P.E.# 61323
500 VULCAN PARKWAY
...........
C'E'V
No. 61323 1
STATE OF
k
-XORIV��'
�-* .......... *"I
0
Qty
Mark
Pop Bot
Int Type
Dia L2n th
SP-1
4 4
0 A325
0.750 .50
SP_2
4 4
0 A325
0.625 2225
FLANGE
BRACE TABLE
FRAME
LINE 2 3
4 5 6
K
I LENGTH
0 FSP
1
1
FB42.5A
13:-6,,1/2"
2 —8
21
1
1 FB39A
13-3
2'-8"
LZI
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.
ITYP, FLANGE BRACE / GIRT CO MI
OFFSET
ep. U.N.)
24.0/24.0
0. 18§ 1
4
RF2-2 24.0/12.0
0. 165
13'
21:7
12.OZ12.0
0.165
240.0
0 0-
12.0/12.0
0.165
33.7
RF2-3 24.0/24.0
0.188
30.4
24.0/ 9.5
0.165
125.5
I 1/2'xl 1/4'
/ 32
A E7. BOLTS
E. �R.F. COLUMN/RAFTER
ECTION 16 BOLTS TOTALI
1� ADDITIONAL HOLES ARE PRESENT
FOR ALIGNMENT PURPOSES ONLY
MAIN FRAME ELEVATION: FRAME LINE 2 3 4 5 6
I I FINAL ERECTION
1XI FOR CONSTRUCTION
I I FOR APPROVAL
I I EITHER, EXPLAIN
b X
1/4 X
143.6
6 x
3/16" x
34.9
6 x
3/16" x
240.0
6 x
3/16" x
145.3
6 x
'161, x
3/
11
34.9
4 A= �
12
INC
FT. PIERCE FL 34981
b x 1/4
x I;lb.,)
6 x 1/4"
x 122.3
6 x 1/4"
x 240.0
6 x 1/4"
x 28.6
6 x 1/4"
x 126.3
500 VULCAN PARKWAY
ADEL. GA 31620
SPLICE BOLT TAB
Mark I TQ01Py Bo
SP-1 1 4 4
Dia Leng
0.625 2.25
'-Z5.
12
2'-9 1/2-
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.
(B)ALL flonge braces and wind bracing
must be installed prior to exterior
finishes being applied.
Mark Qty Type Dia Leng
EC-4 4 A325 0.625 2.25
EC-3 4 A325 0.625 2.25
MAIN FRAME ELEVATION: FRAME LINE 7
Mark
rt8
Thick
Lenatf
RF3-1
9.5/ 9.5
0 120
134.7
9.5/ 9.5
0.165
15.2
RF3--2
10.0/10.0
0.120
240.0
10.0/10.0
0.120
165.8
RF3-3
10.0/10.0
0.120
165.8
10.0/10.0
0.120
240.0
RF3-4
9.5/ 9.5
0.165
15.2
9.5/ 9.5
0.120
134.7
EC-4
W8X13
I I FINAL ERECTION
EXI FOR CONSTRUCTION
E I FOR APPROVAL
[ I OTHER, EXPLAIN
n x
5 x
1/4 x
3/16" x
140.6
19.2
5 x
3/16" x
223.8
5 x
3/16" x
177.8
5 x
3/16" x
177.8
5 x
3/16" x
223.8
5 x
3/16" x
19.2
5 x
1/4" x
145.8
5"t�t,
12
INC
FT. PIERCE FL 34981
0 x
1/'+ x
1,3'+./
5 x
3/16" x
210.4
5 x
3/16" x
174.9
5 x
3/16" x
122.9
5 x
3/16" x
34.4
5 x
3/16" x
228.0
5 X
1/4" x
134.7
WALTER E. WOOD P.E.
FLORIDA P.E.# 61323
500 VULCAN PARKWAY
A I
10
............
*- C)"
.61323
,0... STATE OF
4
OR N
C6
(DEC 13 2018
61111all
L 11-0. -L 11-0. J- 1 1-0' 1
DETAI�
'A'
rs
1 8' 1 4' 1 8' 1 4' 1 8' 1 4-1
PANEL FASTENER SPACING AT EAVE STRUTS
ENDLAPS, AND BASE
#14
STITCH FASTENERS —
ZONE 5 - -jZ- DAEMA�X
:IS
ZONE 4 - @ ALL GIRTS
L 2W _ O.C. MAX. BETWEEN GIRTS
DETAIL 'A'
5 *4 = ZONE 4 DIM W =--L.-5—FT
= ZONE 5
101
ERECTOR NOTE:
REFER TO M.B.C.I. BATTENLOK TECHNICAL MANUAL FOR FASTENING
INSTRUCTIONS. IMPROPER INSTALLATION VOIDS WARRANTY.
2
3
3
00- P,
WIND LOADING PRESSURES CHART
(ARM �- 10 M". FOR PANELS)
PRESSURE SUCTION
ZONE I (ROOF INTERIOR)
27
-42
ZONE 2 (ROOF EDGE)
27
-73
ZONE 3 (ROOF CORNER)
27
-108
ZONE 4 (WALL INTERIOR)
46
-50
ZONE 5 (WALL EDGE)
46
-61
WALL ACCESSORIES
> 10 SOFT (ZONE 4)
1 46
-50
>100 SOFT (ZONE 4)
39
> 10 SOFT (ZONE 5)
46
-61
>100 SOFT (ZONE 5)
39
-46
NOTE
MESWRES �M ARE EASED ON �ft AND ��BLE
� WEERCENTS MR WE EtC=URE CUSSI�nON
AND �E M�W. SEE C� P� MR �
V"M MR �� SMENGTH DES4N PRESSURES. Vo3d.
UULT�y THE "� V�um BY O.L
ROOF SLOPE 7. 1 - TO 27-
jsl�
ROOF FASTENER DETAIL F
ENCLOSED / PARTIALLY ENCI
ID0.
PGB7TO27
WALL FASTENER DETAIL PLAN
F16' NOMINAL COVERAGE
�-EF i� ___p
DIM A = -L5 ---- U
24 GAGE BATTENLOK ROOF PANELS
WALTER E. WOOD P.E.
FLORIDA P.E.# 61323
500 VULCAN PARKWAY
ADEL. GA 31620
",00'"I., ... , ...
11
1p 11%10
X. 61323
STATE OF
"N9NA
"4, -
I rf, cl �l 4 11.
ORIGINAL SIGNATURE REQUIRED
'PBR' WALL PANEL PROFILE
'PBR' WALL PANEL ATTACHMENT DETAIL
I I FINAL ERECTION
1XI FOR CONSTRUCTION
C I FOR APPROVAL
I I EITHER, EXPLAIN
FT. PIERCE FL 34981
0.
P-6
P-2LI
P-3L
RF2-
,L
RF2-2
-7
7
p-j VD)
4-7
RFI-2
RF2 2
RF2-2
RF2-2 RF3-2
't6
7
P-�'yp)
FLF2-2
iqp
F2-2
P-im-P)
1 6-7 1
I
1 P-4w I
1 pts i
RFI -2
RF2-2
RF7-2
Pt -I —
I I
1 !-7
1-7
I pte 1
-1- 1-1 -1-1 — --:;��T STwPIl-
PURUN 3- NG (ryP.)
LAP �31 �jl SEE SHEET 18.
3-j-�
ROOF FRAMING PLAN
E15
BRACE CABLE ASSENBLY
� �V� M� ATT�
S�� AT � �
-2 1 OX25Z 15 33'-9 1
P-3 10X25Z16 33'-9 1
P-4 1 OX25Z 13 30'-7 1
P-5 1OX25Z14 30'-7 1
P-6 1OX25Z15 27'-9 1
P-7 1 OX25Z 14 27'-9 1
P-8 1OX25Z15 27'-9 1
E-1 1075E300D 27'-5 1
E-2 1075E300D Q7'-5 1
E-3 1075E300D IV7'-5 1
E-4 1075E300D V7'-5 1
E-8 1075E30ODi,27'-5 1
RF3-1
RF3-3
A ER W ODD P.E.
RF3-4 W L LT E�.E.
F ORIDA # 61323
500 VULCAN PARKWAY
ADEL. CA 31620
o�. 61 23
STATE OF
4.
p
2 1 blo
ORIGINAL SIGNATURE REQUIRED
11RAWINO S I A I US
VULCAN
STEEL STRUCTURES, IN
E 3
FINAL ERECTION
PROJECT
NEW HORIZONS
EXI
FOR CONSTRUCTION
111
I 125780-1
1 3
FOR APPROVAL
PROJECT
FT. PIERCE FL 34981
C I
OTHER, EXPLAIN
1ADDRESS
I
t�17 0.
cu
111111111 H 11111111 111 111111 111111111111 1111 11111111111111111 11111111111 111111111111 1111111111 --CID
00
r�
Lr)
cu
ROOF SHEETING PLAN
PANELS: 24 Go. B&TTEN—LOK — Gcl�lume
"ERECTOR PLEASE READ THIS NOTE BEFORE STARTING ROOF SYSTEM INSrALLA'nON--
ERECTOR NOTE -
BEFORE STARTING OR INSTALLING THE STANDING SIFAM ROOF SYSTEM. YOU MUST FIRST READ
& REVIEW THE ROOF MANUFACTURER'S TECHNicAL/EREcnoN INFORMATION MANUAL FOR
THIS SPECIFIC ROOF SYSTEM.
IF THERE IS ANY DEVIATION BETWEEN THE ROOF SYSTEM DETAILS SHOWN IN THESE
ERECTION DRAWINGS & THE ROOF' MANUFACTURER'S ERECTION INFORMATION MANUAL,
THESE ERECnON DRAWING DETAJLS WILl_ GOVERN.
I
T
I�
(Cutter wiffi
T
;I- ;a
am
— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — —
- — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — —
OPEN FOR MATERIAL BY OTHERS
----------------------------------------------------------------
SIDEWALL SHEETING & TRIM: FRAME LINE F
GENERAL NOTES:
(i IF CABLE BRACING, WIND BENTS. WIND COLUMNS, OR WEAK AXIS DESIGN OF
Sla 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�VADDITIONAL GIRTS MAY BE PRESENT IN THE END OR CORNER BAYS OF THIS WALL
L AT10N. 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
I I FINAL ERECTION
[XI FOR CONSTRUCTION
I I FOR APPROVAL
E I OTHER, EXPLAIN
VULCAN
2 JTR
3 DTR
4 DTR
5 XFL-248B
6 XFL-248B
7 GS03
8 GS03
INC
FT. PIERCE FL 34981
TM30
TRIM-166
TRIM-1 66
FLORIDA P.E.# 613:
500 VULCAN PARKVi
ADEL, GA 31620
C)
0
0.61323
STATE OF
(2)
rol
27'-6.
27'-6'
27'-6'
27'-6'
27'-6'
27'-6"
F-4
F-1
E-2
E-2
E-2
G-33
WF-,2,
0-39
2'-9 1/.'
G-32
0-35
G-36
C-35
G-38
1
S-7 I/:::
G -31
G_m
G-m
112+
0-37
S-1
S-1 -1
s
T
-1
-1 S-1
�bs-lr
2
RF3-1 Irld
2 (E 2 2
RF2
Red RF2-1 �.pjld L.1dj -1 Uld
2
kldj
RF2 I Field.
2
',�Id
2 2 2
v r-ff- -3 m_1
Id -1 JR, Ujid
RR2 RF2
W2%-
U_
U�jd
2
_M — EM —1
UpId RF1
6'-4-
__jw
W-4
GIRT
UPS
2�1 ll�
1/1
26'-1 13/16'
31e _' 3/..
SIDEWALL
FRAMING: FRAME
LINE A
GENERAL NOTES:
(1.) IF CABLE BRACING. WIND
WIND COLUMNS, OR WEAK AXIS DESIGN OF
DED IT HAS BEEN DETERMINED THAT DIAPHRAGm
;T IN —PLANE WIND FORCES. TEMPORARY BRACING
VULCAN STEEL
PIAL 'OLTS
T'=QUWN
OSPFC
TYPE DIA LENGTH WASH
1 2
1 2 A62,')l I1Z 1 11Z 0
WF-2 W8841 26'— 1 5/16-
DJ-2 SX35cl 6 6'-11 1/2"
DJ-3 8X35cl 6 6'-11 1/2-
DS— 1 BX35cl 6 3'-0'
E-2 1075E300D 127'-5 /2-
E-4 1075E300D 27'-5 /2-
E-5 1075E300D 127'-5 /2"
G-31 8X25Z16 29'-7 1/2-
G-32 l3X25Z12 29'-7 1/2-
G-33 8X35Z13 27'-9 1/2"
G-34 8X25Z16 31'-9 1/2-
G-35 8X25Z13 31'-9 1/.2"
G-36 8X25Z14 31'-9 1/.2"
G-37 8X25Z16 29'-7 1/,2-
G-38 8X25Z12 29'-7 1/2"
WALTER E. WOOD P.E.
FLORIDA P.E.# 61323
500 VULCAN PARKWAY
ADEL, GA 31620
�0.613�
1 .
STArE OF
IN ORDER TO F
INCLUDED FOR
APPEARANCE IS
C 3 FINAL ERECTION
IX3 FOR CONSTRUCTION
C I FOR APPROVAL
I I OTHER, EXPLAIN
FT. PIERCE FL 34982
TRIM TABLE
FRAME LINE A
010 PART E GT DETAIL
O�� TRIM-1 14
1 DTR 2 3
2 DTR 5'-3" TRIM-1 14
3 CTR 13--l" TM29
4 JTR 12*-3" TM30
5 JTR V-1.1 TM30
6 XFL-248B 20'-3" TRIM-166
7 XFL-248B 5'-3" TRIM-166
8 XFL-272 10'-3"
9 XFL-272 5 _3"
1 C SSCB 6"
1 —
12 FL-246 10"
13 JTR 5 1-31. TM31
14 HT 3 _6.. TM33
15 HT 3 61,
16 JTR 7'-5- TM31
__L7 HT '-10" 1 TM33
(G�er with 7 do�spou�)
— — — — — — — — — — — — — — — — — — — ----
11
PIP
SIDEWALL SHEETING & TRIM: FRAME LINE A
PANELS: 26 G.. PBR NEED COLOR
WALTER E. WOOD P.E.
FLORIDA PJE.# 61323
500 vyy KWAY
,
0""
'_N 0
z o 61323
STATE OF
0
GENERAL NOTES:
(1.) IF CABLE BRACING, WIND BENTS, WIND COLUMNS, OR WEAK AXIS DESIGN OF TEC 13 2010
SIDE 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 REQUIRED
SHOULD BE PROVIDED BY ERECTOR UNTIL ALL WALL AND ROOF PANELS ARE INSTALLED. IONS DRAWING STATUS
(2.) ADDITIONAL GIRTS MAY BE PRESENT IN THE END OR CORNER BAYS OF THIS WALL REVIS VULCAN STEEL STRUCTURES,INC JACQUIN AND SONS, INC
ELEVATION. THESE ARE REQUIRED TO SATISFY CODE —DEFINED CORNER ZONE WIND PRESSURES REV. DESCRIPTIO I)AT TEICHKRIAPPI) I I FINAL ERECTION ROJEMT4`NHlljRIZONS SIDEWALL FRAMING
E
IN ORDER TO PROVIDE THE MOST ECONOMICAL BUILDING POSSIBLE, THESE GIRTS ARE NOT EXI FOR CONSTRUCTION =ID 25'78E_ DESIEG H I CHECK- 7JM
INCLUDED FOR THE FULL LENGTH OF THE WALL. NON —UNIFORM GIRT SPACING OR RESULTING ZJM"18 Tl� JI1
I DRAF_
L J VUK AVFKUVAL PROJECT FT. PIERCE FL 34981 DAY .12"12 SHEET 13
APPEARANCE IS NOT A CAUSE FOR COMPLAINT OR REJECTION. [ I OTHER, EXPLAIN ADDRESS I
'e!15-
12
CIA
GIRT
LAPS
GENERAL NOTES:
IF CABLE BRACING FOR END WALL IS
DETERMINED THAT DIAPHRAGM PANF1
bUIIIL;IENI 10 RE51ST IN —PLANE WIND FORGL5. TEMPORARY BRACING SHOULD BE
PROVIDED BY ERECTOR UN11L ALL WALL AND ROOF PANELS ARE INSTALLED.
(2 ADDITIONAL GIRTS MAY BE PRESENT IN THE END OR CORNER BAYS OF THIS WALL
EL.�ATION. THESE ARE REQUIRED TO SATISFY CODE —DEFINED CORNER ZONE WIND PRESSURES
IN ORDER TO PROVIDE THE MOST ECONOMICAL BUILDING POSSIBLE, THESE GIRTS ARE NOT
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
I I FINAL ERECTION
1XI FOR CONSTRUCTION
C I FOR APPROVAL
I I OTHER, EXPLAIN
t�_ I WOAZ� zu — I
EC-2 WBX24 2 1 —1
G-1 C8xlB.75 21'-7
G-2 SX25Z 16 17'— 10
G-3 8X25Z 16 13'-0
G-4 8X25Z16 8'-2 1
G-5 C808.75 21'-7
G-6 8X25Z16 23'-11
G-7 8X25Z16 22'-3
G-8 8X25Z16 16'-8"
G-9 8X25Zl6 7*—D 1
5'b�, G-10 8X25Zl6 17'— 10
12 G-11 8X25Zl6 13'-0
VULCAN STEEL STRUCTURES,INC
FT. PIERCE FL 349Bl
500 VULCAN PARKWAY
ADEL, GA 31620
... .......
EN O'�
.613
STATE OF
R
)RIGINAL SIGNATURE REQUIRED
QUIN AND SONS. INC
,,�S5"
12
T
K,
T
3 DTR
4 DTR
5 XFL-1 11
6 XFL-1 11
7 XFL-1 15
8 XFL-1 15
9
5'h,,
12
4�------------------------------- ----------------- ---
OPEN FOR MATERIAL BY OTHERS
L----------------------------------------------------------------- I
ENDWALL SHEETING & TRIM: FRAME LINE 1
GENERAL NOTES:
PIF CABLE BRACING FOR END WALL IS NOT SHOWN ON ERECTION DRAWINGS IT HAS
2N 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.
EADDITIONAL GIRTS MAY BE PRESENT IN THE END OR CORNER SAYS OF THIS WALL
ATION. THESE ARE REQUIRED TO SATISFY CODE -DEFINED CORNER ZONE WIND PRESSURES
IN ORDER TO PROVIDE THE MOST ECONOMICAL BUILDING POSSIBLE. THESE GIRTS ARE NOT
INCLUDED FOR THE FULL LENGTH OF THE WALL. NON -UNIFORM GIRT SPACING OR RESULTING
APPEARANCE IS NOT A CAUSE FOR COMPLAINT OR REJECTION.
VULCAN
I I FINAL ERECTION rEO� A+NEHORIZONS
ID_ 0_1
(XI FOR CONSTRUCTION 2578
1 1 FOR AFFRUVAL PROJECT FT. PIERCE FL 34981
1 3 OTHER, EXPLAIN AnnRF-" I
TRIM-191
TRIM-191
FLORIDA P.E.# 61323
500 VULCAN PARKWAY
ADEL, GA 31620
o"
ff",
o� 13 2 a3l.
09
STATE OF
0
T2018
ORIGINAL SIGNATURE REQUIRED
>22m-,3moc3-- C) I
�o = wc . rri
�0�2-031m-
3. 4'-3-
M -8.
Tmmoomm . 3'-7 1/2" V-10' 4'-0- 1
zoxzqoQ07a
0
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> 0-
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zilcm)mom`mom�? 0
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mm c t I I
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GENERAL NOTES:
&IF CABLE BRACING FOR END WALL IS NOT Sl
UN DETERMINED THAT DIAPHRAGM PANEL ACTIOt,
SUFFICIENT TO RESIST IN —PLANE WIND FORCES. TI
PROV`IDED BY ERECTOR UNTIL ALL WALL AND ROOI
R2.) ADDITIONAL GIRTS MAY BE PRESENT IN THE E
EVATION. THESE ARE REQUIRED TO SATISFY COD
IN ORDER TO PROVIDE THE MOST ECONOMICAL BU
INCLUDED FOR THE FULL LENGTH OF THE WALL. �
APPEARANCE IS NOT A CAUSE FOR COMPLAINT OR
ON ERECTION DRAWINGS IT HAS
QUARTER —PANEL BRACING IS
ZARY BRACING SHOULD BE
ELS ARE INSTAI I ED.
R CORNER BAYS OF THIS WALL
-INED CORNER ZONE WIND PRESSURES
ENDWALL SHEETING & TRIM: FRAME LINE 7
PANELS. 26 G.. PBR - NEED COLOR
1 3 FINAL ERECTION
EXI FOR CONSTRUCTION
I I FOR APPROVAL
I I OTHER, EXPLAIN
2
OTR
20'-3"
TRIM-114
3
DTR
13'-3"
TRIM-1 14
4
DTR
3*-3"
TRIM-1 14
5
JTR
1 l'-3"
TM30
6
JTR
2'-1'
TM30
7
CTR
13,—l"
TM29
8
XFL-1 11
20'-3"
TRIM-191
9
XFL-1 11
15'-6"
TRIM-191
10
XFL-1 15
20'-3"
11
XFL-1 15
15'-6"
12
FL— 120
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13
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TM31
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TM33
STRUCTURES,INC
500 VULCAN PARKWAY
ADEL, GA 31620
0""
\GENS
No. 61323
TE OF
R I
ORIGINAL SIGNATURE REQUIRED
FT. PIERCE FL 34981
A N G L E S
PEAt
STANDING SEAM RDDF PANELS
TDP & BDTTDM FLANGE STRAPPING
• REFER TD RD11F FRAMING PLAN FOR QUANTITY AND LDCATIDN OF STRAPPING.
• USE FLAT STRAP WITH ANGLE AT Ist EAVE SPACE AND RIDGE.
• INTERMEDIATE ANGLES TD BE ADDED AS NECESSARY PER SECTIDN 'A'
OR
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- RDOF PURLIN
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EQUAL DISTANCES ALDNG SLOPE NEIT TO EXCEED 50'
ANGLE LTH. - PURLZN SPACE STANDING SEAM RLIZIr SHEET
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PA-XX
ANGLE
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ANGLE LTH. = PURLIN SPACE
RISE DO PURLIN DEPTH
5 114'
QTY.-2L-- MARK RAT-X LENGTH 0000-00'
OTY.—)L-- MARK BRA-X LENGTH 0020-00'
QTY--X-- MARK PA-000000 LENGTH 00'00-00'
QTY.-2L--- MARK PA-000000 LENGTH 00'00-00'
QTY.--X— MARK PA-000000 LENGTH 00'00-00'
= PURLIN SPACE
= PURLIN SPACE
912 x Y (PaAR VHM PANCAKE " SCREV (TYPJ
PLWLIN SPACE
E.S. TaP LEG
= PURLIN SPACE
- RISE VN PURLIN DEPTH
- 51141. 41
SINGLE SLOPE ONLY
412 x I' WaAR UNITE) PANCAKE WAD SCREV (TYP.)
PURLIN STRAPPING DETAIL (TYP, 2 LINE Al)
SEE RDDF PLAN FOR QUANTITY AND LDCATIDN
BUILDER NDTE; KEEP ANGLES BELOW RDDF LINE.
FIELD BEND TABS & ATTACH WITH #12 SCREWS
x NDTE; THIS DRAWING IS FOR EXAMPLE ONLY,
SEE RDDF FRAMING PLAN FDR ACTUAL STRAP LDCATION
VULCAN STEEL STRUCTURES.INC
711P, RATS- OR VRATS-
OR VBRAS-
500 VULCAN PARKV
ADEL. GA 31620
N
-Np. 61
ORIGINAL SIGNATURE REQUIRED
RDDF STRAPPING "All
I I FINAL ERECTION
EXI FOR CONSTRUCTION
I I FOR APPROVAL
I I OTHER, EXPLAIN
FT. PIERCE FL 349B1
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