HomeMy WebLinkAboutSTEEL STRUCTURES4A��
AC472
STEEL STRUCTURES,
LETTER ❑E CERTIFICATI❑N
V ULCAN STEEL STRUCTURES, INC
Job -Number 25281
Customer Name:R,K. DAVIS C❑NSTRUCTI❑N
Job Location; PORT ST, LUCIE, FL 34987
GENERAL NOTES
R9ECOU 1, MATERIALS ASTM DESIGNATI❑N NAlrl\W'
STRUCTURAL STEEL PLATE -A529 OR A572 GRADE 50 or GRADE 55
COLD FORMED LIGHT GAGE SHAPES A1011 GRADE 55 �u�e ,
BRACE CABLES A475 EHS
61*
HOT ROLLED MILL SHAPES_ ASTM A992 GRADE 50
ROOF AND WALL SHEETS A653 OR A792 GRADE 50 or GRADE 80
I N C BOLTS A307, A325T, AND A490 A307 UNLESS NOTED
METAL BUILDING MANUFACTURES ASSOCIATION
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
DATE: 2/ 7/18 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.
DESIGNED BY: JHB OBJECTIONS TO PRIMER APPEARANCE SHALL NOT BE SUBJECT TO REJECTION OR BE CONSIDERED A CAUSE FOR REJECTION.
AILED BY: RDP
CHECKED BY: JDH
DESIGN PARAMETERS
C❑MMENTS-
BUILDING DESCRIPTION:
-
NOMINAL WIDTH:
60
feet
NOMINAL LENGTH:
60
feet
EAVE HEIGHT, BACK S.W:
18
feet
EAVE HEIGHT, FRONT S.W:,
18
feet
ROOF SLOPE, LEFT:
1,0:12
ROOF SLOPE, RIGHT:
1.0:12
DESIGN LOADS
BUILDING CODE: FLORIDA BUILDING CODE 6TH EDITION (2017) - BUILDING
FRAME SELF WEIGHT: INCLUDED SNOW
ROOF DEAD LOAD: 2.500 psf FLAT ROOF SNOW LOAD Pf
0 psf
COLLATERAL LOAD: 1 psf GROUND SNOW LOAD Pg
0.00 psf
ROOF LIVE LOAD: 20.00 psf SNOW LOAD IMP. FACTOR
1,00
FRAME -LIVE -LOAD: 12 psf THERMAL FACTOR Ct
1,00
SNOW LOAD, ROOF: 0 psf SNOW EXP. FACTOR Ce :
10
WIND SPEED: (3 SEC GUST) 155 mph (Vi(t)
120.1 Mph (Vasd)
INTERNAL PRESSURE COEFF. : 0.18 / -0,18
WIND EXPOSURE: C
CLOSURE 'C, 0, P' : Closed
RISK CATEGORY : II - Normal
SEISMIC PARAMETERS
SEISMIC -FORCE RESISTING SYSTEM: STEEL ORDINARY MOMENT FRAME
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' - (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' -3.5
SEISMIC RESPONSE COEFFICIENT: 'Cs' - 0.02
- TOTAL LONGITUDINAL BASE SHEAR : 0.49
TOTAL TRANSVERSE BASE SHEAR : 0.48
DRAWING RELEASE HIST❑RY DRAWING REVISI❑NS
DATE SENT REASON FOR RELEASE REVISI❑ DATE BY I DESCRIPTI❑N
C
D
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/C❑NTRACT❑R RESP❑NSIBILITIES
THE METAL BUILDING MANUFACTURER'S STANDARD PRODUCT SPECIFICATIONS APPLY AND UNLESS STIPULATED ❑THERWISE 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-COMPA-T-I-BIL-I-T-Y-CQNGERNING-AN.Y-MATERIALS-NIJLF_URNISHED BY THE MANUFACTURER ARE TO BE CONSIDERED AND
COORDINATED BY THE BUILDER / CONTRACTOR OR A/E FIRM. UNLESS SPECIFIC DESIGN-CRITERIA-CONCERNING-THI-S — — --
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.'
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
ME=TAL BUILDING MANUFACTURER.
OUTSIDE VENDOR ACCESSORY NOTE:
BUYER SHALL BE RESPONSIBLE TO COORDINATE,
ASSURE AND VERIFY THAT THE STRUCTURE AND
CLEARANCES AS PROVIDED BY BUILDING MANUFACTURE
ARE COMPATIBLE WITH THE DOOR PROVIDED BY OTHE
TUBE
SEALAN
GUTTER
(TRIM VARIES)
STANDARD TRIM LAP DETAI
NOTE- ALL TRIM CONTAINED ON THIS PROJECT
WILL HAVE OURSTANDARD3' LAP AS SHOWN
ABOVE. (TRIM STYLE VARIES)
PAUL WELCH INC.
MECH-ELECT-CIVIL ENG.
1984 BILTMORE ST. #114
PORT SAINT LUCIE, FL 34984>"
PAUL WE H R.E.
FLA REG N .29945 ;
C>
tkrjt(on�)
THE PROJECT DESIGNER IS NOT THE METAL
BUILDING MANUFACTURER, THE METAL BUILDIN
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 . \4UUGANuP.ARK W AY
,;' ��, • �GENse ..0
.' •�
o. 6132/3��
STATE OF : Q
P,• ° �k'
;cC OR........
R
0 N AX_'r'-lC``'��,.
REQUIRED
IT12W
R
= 5/8'
c
CL 1I 8 _ 1I
v
a,
O o 1ZD
d
8' 2' 41 2'
-L
DETAIL A
DiQ= 5/8'
c
d
a -
a,
a,
rn
2' 4' 2'
3
w
DETAIL B
Dia= 5/8' 6'
3 'I`—
w
2°
O O
po 4'
o O
I I I 2'
LPL 8'
I,_0°
DETAIL C
Dia= 3/4' 8
0 4'
3'
k -k -k 8'
2'2'
See Plan
DETAIL D
en
M
Dia= 3/4' 8
Ld
w 3'
0 4'
I� f81 —
3'
2 8'
1'-2'
DETAIL E
Dia= 5/8'
See Plan
DETAIL F
SEE PLANT ' UUT TO 0UCONCRETE
L3 SEE PLAN
W UUT TO OUT STEEL
x -
w
W
PROJECTION
• a.
• c
CONCRETE EDGE AND ANCHOR BOLT PROJECTION
WALL PANEL
#I2 x 1 1/4' SUS
W/WASHER
(6' aCJ
BASE ANGLE
2'x4'x16GA B Other!
WI
By Others
STD. BASE TRIM NAIL -IN ANCHOR
(DTR) a 36' O.C. (BY OTHERS)
BASE ANGLE WITH BASE TRIM
AND WITHOUT SHEETING NOTCH
L
L
L
C
L
O
ANCHOR BOLTS NOTES
ANCHOR
BOLTS
ANCHOR
BOLT SUMMARY
HEX NUT
MANUFACTURER RECOMMENDS USE OF STRAIGHT ROD ANCHOR BOLTS
WITH NUT AND WASHER ON BOTH ENDS AS OPPOSED TO J-BOLTS
W/FLAT WASHE
SEE
FOR
BUILDING PLANS
PROJECTION
Dia
Pin)
CONCRETE LINE
Qty
Locate
(in)
Type
(in)
OR ANCHOR BOLTS WITH HOOKS BECAUSE OF BETTER PERFORMANCE
x
--
—
RESULTS IN CONCRETE FOUNDATIONS. THE TYPE OF BOLT USED FOR
1
O 4
Jamb
5/8'
F1554
3.00
THE PROJECT SHALL BE DETERMINED BY THE FOUNDATION ENGINEER
w
o 20
Endwall
5/8'
F1554
3.00
WITH THE BOLT STRENGTH MEETING OR EXCEEDING THAT OF AN
J
0 24
Frame
3/4'
F1554
3.00
ASTM F1554 GRADE 36 (MIN.) BOLT.
HEX NUT
W/FLAT WASHE
¢
o
r
■
x
■■ TOTAL LENGTH DETERMINED
BY FDUNDATICN ENGINEER ■
ANCHOR BOLTS SHALL BE ASTM
F1554 GRADE 36 (MIN.) OR GRADE 55
m
p� 3• �g X-Bracing io
r
C F F D
D E
22
e
B
C
°9 A
CD
6 zC
C
O
N
E
O
O
M n
C]
W
Cu
I In
X
N
S
R
D
a@ A
O
2
I
civ
B pn0
x
D
D E
o
m
X-Bracing
AT SLAB WITHOUT NOTCH
SLAB BEYON
FINISHED FLOOR
JAMB DEPTH
• . 1/2'
SECTION 'A -A'
1-3/4' F.O.WIDTH
'A -A'
O 3/4'
w
a
0
J O
o o
TYP. OVERHEAD DOOR, RECESS DETAIL
ANCHOR BOLT PLAN
NOTE: All Base Plates @ 100'-0' (U.N.)
= 1-3/4'
FIELD LOCATED ❑PENINGS
QTY: DESCRIPTION:
1 3070 WALKDOOR IN BACK SIDEWALL
REVISI❑NS
REV. I DESCRIPTION: I
lJ
iO
WALTER E. WOOD P.E.
FLORIDA P.E.# 61323
500 VULCAN PARKWAY
ADEL, GA 31620
`',,,�t����tUuwuwnrffnyp/f f/
Wo. 61323
-e STATE OF a Q
��.�'•�4OR1�?P••`
ORI�GIf/�NAL��/ISIGNATURE REQUIRED
DRAWING STATUS VULCAN STEEL STRUCTURES, INC R.K. DAVIS C❑NSTRUCTION
C I FINAL ERECTION PROJECT HAMMER HANGAR ANCHOR BOLT PLAN & DETAILS
[XI FOR CONSTRUCTION ID 25281 DESIGN:JHB DRAFT: RDP CHECK: BCP-
C I FOR APPROVAL PROJECT. DATE: 2/ 7/18 SHEET 1 OF 16
[,I OTHER, EXPLAIN ADDRESS PORT ST. LUCIE, FL 34987
i
a
T
A COLUMN LINE
• r
IV IV
RIGID FRAME: ANCHOR BOLTS & BASE PLATES
Frm Col Anc.-Bolt Base_Plate (in) Elev.
Line Line Qty Din Width Length Thick (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
RIGID FRAME: ANCHOR BOLTS & BASE PLATES
Frm Col Anc.-Bolt Base -Plate (in) Elev.
Line Line Qty Din Width Length Thick (in)
3 A 4 0.750 8.000 10.00 0.500 0.0
3 F 4 0.750 8.000 10.00 0.500 0.0
RIGID FRAME: ANCHOR BOLTS & BASE PLATES
Frm Col Anc._Bolt Base -Plate (in) Elev.
Line Line Qty Dia Width Length Thick (in)
4 A 4 0.750 8.000 10.00 0.500 0.0
4 F 4 0.750 8.000 10.00 0.500 0.0
BUILDING BRACING REACTI❑NS
t Reactions(k ) Panel -Shear
-Wall - Col -Wind - -Seismic- (lb/ft)
Loc Line Line Horz Vert Horz Vert Wind Seis Note
L EW 1 C,D 3.7 3.4 0.1 0.1
F_SW F 2,3 12.0 9.9 0.2 0.2
R EW 4 (h)
B SW A 3,2 12.0 9.9 0.2 0.2
[hlRinid-frnme-nt endwnll
RIGID FRAME:
BASIC -COLUMN REACTIONS (k )
Frame Column
-----Dead----
--Collateral-
-----Live----
--Wind-Leftl-
-Wind_Rightl-
Line
Line
Horiz
Vert
Horiz
Vert
Horiz
Vert
Horiz
Vert
Horiz
Vert
2
A
1.2
2.4
0.4
0.6
4.3
7.2
-23.4
-33.2
-7.4
-20.9
2
F
-1.2
2.4
-0.4
0.6
-4.3
7.2
7.4
-20.9
23.4
-33.2
3.
A
1.2
2.4
0.4
0.6
4.2
7.0
-22.7
-32.2
-7.2
-20.3
3
F
-1.2
2.4
-0.4
0.6
-4.2
7.0
7.2
-20.3
22.7
-32.2
4
A
•0.8
2.0
0.1
0.3
1.6
3.8
-10.0
-17.5
-1.5
-11.1
4
F
-0.8
2.0
-0.1
0.3
-1.6
3.8
1.5
-11.1
10.0
-17.5
Frame Column
-Wind-Right2-
--Wind-Longl-
--Wind_Long2-
-Se.smic_Left
Seismtc_Right
Line
Line
Horiz
Vert
Horiz
Vert
Horiz
Vert
Horiz
Vert
Horiz
Vert
2
A
-4.5
-11.0
-6.1
-21.6
-6.9
-17.6
-0.1
. 0.0
0.1
0.0
2
F
20.5
-23.2
6.9
-17.6
6.1
-21.6
-0.1
0.0
0.1
0.0
3
A
-4.3
-10.6
-5.9
-21.0
-6.7
-17.0
-0.1
0.0
0.1
0.0
3
F
19.9
-22.5
6.7
-17.0
5.9
-21.0
-0.1
0.0
0.1
0.0
4
A
-0.7
-5.8
-3.2
-16.1
-3.8
-12.5
0.0
0.0
0.0
0.0
4
F
9.1
-12.3
3.8
-12.5
3.2
-16.1
0.0
0.0
0.0
0.0
ENDWALL
COLUMN:
ANCHOR BOLTS & BASE PLATES
Frm
Col
Anc._Bolt
Base -Plate (in)
Elev.
Line
Line
Qty Dia
Width Length'Thick
(in)
1
A
4 0.625
6.000' 8.000 0.500
0.0
1
C
4 0.625
6.000 8.000 0.500
0.0
1
D
4 0.625
6.000 8.000 0.500
0.0
1
F
4 0.625
6.000 8.000 0.500
0.0
4
E
2 0.625
3.000 6.000 0.134
0.0
4
B
2 ,0.625
3.000 6.000 0.134
0.0
WIND LOADING PRESSURES CHART
((AREA <= 20 SQ.FT. FOR PANELS)
MIGLUFOR POSIT
vULT)LT)A) vEASD)VENVALE(Vl(VSD(V(V
ZONE 1 (ROOF INTERIOR)
23
-55
-33
ZONE 2 (ROOF EDGE)
23
-92
-55
ZONE 3 (ROOF CORNER)
23
-138
-83 '
-ZONE-4-(WALL-INTERIOR)--
ZONE 5. (WALL EDGE)
-50-=59__
50
P30
-67>10
-33
sq. ft.
50
-54>100
sq. ft.
43
-47
-28
NOTE : USE MAXIMUM STATED WALL PRESSURES FOR
WINDOWS, LOUVERS, OR ANY OTHER SUCH TYPE
ACCESSORY OPENING IN THE METAL BUILDING
WALL WHETHER OR NOT THE ACCESSORY IS
SUPPLIED BY THE METAL BUILDING MANUFACTURER.
DESIGN LOAD DEFINITIONS
RIGID FRAME LOAD CASE DEFINITIONS
Wind_LI/Wind-Rl = Lateral wind load from the left/right with a negative internal pressure coefficient.
Wind_L2/Wind_R2 = Lateral wind load from the left/right with a positive internal pressure coefficient.
Wind_Lnl = Longitudinal wind load with a negative internal pressure coefficient.
Wind_Ln2 = Longitudinal wind load with a positive internal pressure coefficient.
Seismic_L/Seismic_R = Lateral Seismic load from left/right.
LWIND#_L#E/ LWIND#_R#E f 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 = Unbalanced roof snow load with wind from the left/right.
IE#PAT-LL # = Pattern live load for continuous beam systems..
LWIND#_L/LWIND#_R = Longitudinal wind loads for edge zones.
ENDWALL COLUMN:
BASIC COLUMN REACTIONS (k )
--Wind_Left2-
' Wind
Wind
Wind
Wind
Wind
Wind
Wind
Wind
Seis
Horiz
Vert
Vert
Frm
Col,
Dead
Collat
Live
Leftl
Rightl
Left2
Right2
Press
Suct
Longl
Long2
Left
-20.5
Line
Line
Vert
Vert
Vert
Vert
Vert
Vert
Vert
Harz
Harz
Vert
Vert
Vert
4.5
-11.0
1
A
0.5
0.1
1.7
-4.7
-2.9
-4.7
-2.9
0.0
0.0
-4.8
-2.7
0.0
-14.
-11.0
1
C
1.0
0.2
4.6
-12.4
-7.1
-12.4
-7.1
-7.2
8.0
-12.3
-7.3
0.0
49
-22.
1
D
1.0
0.2
4.6
-7.1
-12.4
-7.1
-12.4
-7.2
8.0
-7.3
-12.3
0.0
-4.1
-10.3
12.3
1
F
0.5
0.1
1.7
-2.9
-4.7
-2.9
-4.7
0.0
-0.0
-2.7
-4.8
0.0
0.1
4
E
0.1
0.0
0.0
0.0
0.0
0.0
0.0
-1.1
1.3
0.0
0.0
0.0
4
B
0.1
0.0
0.0
RO
0.0
0.0
0.0
-1.1
1.3
0.0
0.0
0.0
Seis
Frm
Col
Right
Line
Line
Vert
1
A
0.0
1
C
0.0
1
D
0.0
1
F
0.0
4
E
0.0
4
B
0.0
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.
(3.) ANCHOR BOLTS SHALL BE ACCURATELY SET TO A TOLERANCE OF +/- 1/8, IN BOTH
ELEVATION AND LOCATION.
(4.) THE BUILDING REACTION DATA REPORTS THE LOADS WHICH THIS BUILDING PLACES
ON 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)
(6.) VALUES GIVEN FOR BENDS AND ANCHOR BOLT TOTAL LENGTHS ARE SUGESTED LENGTHS
ONLY. IT IS THE RESPONSIBILITY OF THE FOUNDATION ENGINEER TO DETERMINE THESE
VALUES SINCE THEY ARE A FUNCTION OF CONCRETE STRENGTH AS WELL AS OTHER FACTORS.
(7J WIND REACTIONS ARE BASED ON Vult.
WALTER E. WOOD P.E.
FLORIDA P.E.# 61323
500 VULCAN PARKWAY
ADEL, GA 31620
,``,,,,11,d111111111111111 f ql7
- o.61323
•Q
-
-o • STATE OF `'
O�N ALA°E�„1,,���``'``
�0 �O�RIGINAL
SIGNATURE REQUIRED
REVISIONS
DRAWING STATUS
CXI FINAL ERECTION
C I FOR CONSTRUCTION
C I FOR APPROVAL
C I OTHER, EXPLAIN
VULCAN STEEL STRUCTURES, INC
R,K. DAVIS C❑NSTRUCTI❑N
REV.
DESCRIPTION:
DATE
DTLR
DATE
CHKR
APPD
PROJECT
HAMMER HANGAR
ANCHOR BOLT DETAILS & REACTIONS
ID
25281
DESIGN:JHB I DRAFT: RDP I CHECK: BCP
PROJECT
ADDRESS
PORT ST. LUCIE, FL 34987
DATE: 2/ 7/18 SHEET 2
SPLICE BOLT TABLE
Qty
Mark Top Bot Int Type Dia Length
SP-1 4 4 0 A325 0.750 2.50
SP-2 4 4 0 A325 0.625.2.25
'FLANGE BRACE TABLE
FRAMC LINE 2
DID
SIDES
MARK
LENGTH
OFFSET
1
FB44.5A
3'-8 1/2'
2'-8'
2
1
FB45.5A
3'-9 1/2'
2'-8'
3
1
FB38.5A
3'-2 1/2'
2'-8'
4
1
FB42A
3'-6"
2'-8'
P
Ql•
12
TYP. FLANGE BRACE / GIRT C❑NNECTI❑N
OFFSET (TYP 1/2'xl 1/4'
A30(TYP. U.N.) BOLTS
TYP. U.N.)
io 0
[-1
0 0
urrci 1/2'xl 1/4'
A307 BOLTS
0 0
FLANGE BRACE
A SECOND FLANGE SEE FRAME CROSS
BRACE IS REQUIRED ,��
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
W
MEMBER
TABLE
Mark
Web Depth
Web
Plate
Outside
W
x
Flange
Thk x Lent
Start/End
Thick
Length
RF1-1
RF1-2
RF1-3
9.5/28.5
28.5/28.5
27.5/11.5
11.5/11.5
11.5/11.5
11.5/27.5
0.165
0.250
0.188
0.188
0.188
0.188
178.6
31.7
144.9
180.0
180.0
144.9
6
6
6
6
6
6
x
x
x
x
x
x
1/4'
1/4'
1/4.'
1/4'
1/4'
1/4°
x
x
x
x
x
x
2073
36.9
240.0
82.6
82.6'
240.0
r
12
nside Flange
W x
Thk
x
Length
6 x
1/4'
x
179.5
6 x
1/4'
x
145,8
6 x
1/4'
x
179.0
6 x
1/4'
x
179.0
6 x
1/4'
x
145.8
v
R
�
a
�o
z
e
WALTER E. WOOD P.E.
FLORIDA P.E.# 61323
500 VULCAN PARKWAY
ADEL, GA 31620
L-5'
53-10'
2-5'•
8'
`„tttptuuuuquerppn
`�i �R E.•. lAi''�•h,
+,� '� .,... Q �i-
` CLEARANCE
F�
GENERAL NOTES:
x N❑TICE TO ERECTOR )K
--------------------------
(A)It is IMP❑RTANT 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,
MAIN FRAME ELEVATI❑N: FRAME LINE 2
REVISI❑NS
RFv. I DESCRIPTION:
0.61323
-
-' ,o STATE 0 • c ,=
ORIGINAL SIGNATURE REQUIRED
DRAWING STATUS
VULCAN STEEL STRUCTURES, INC
RX DAVIS C❑NSTRUCTI❑N
E I FINAL ERECTION
PROJECT
HAMMER HANGAR
MAIN FRAME ELEVATION
[XI FOR CONSTRUCTION
C I FOR APPROVAL
ID
25281
DESIGN:JHB I DRAFT: RDP I CHECK: JDH
C I OTHER, EXPLAIN
PROJECT
ADDRESS
PORT ST. LUCIE, FL 34987
DATE: 2/ 7/18 SHEET 3
SPLICE BOLT TABLE
Qty
Mark Top Bot Int Type Dia Length
SP-1 4 4 0 A325 0.750 2.50
SP-2 4 4 0 A325 0.625 2.25
'FLANGE BRACE TABLE
FRAME LINE 3
rDID SIDES MARK LENGTH OFFSET
1.' 1 FB44.5A 3'-8 1/2" 2'-8'
2 1 FB45.5A 3'-9 1/2' 2'-8'
3 1 FB38.5A 3'-2 1/2' 2'-8'
4 1 FB42A 3'-6' 2'-8'
—1 9
lz1'
12
MEMBER
TABLE
TYP. FLANGE BRACE /
GIRT CONNECTION
Web Depth
Web
Plate'
Outside
Flange
Inside
Flange
OFFS8ET
1/2•x1 1/a•
Mark
W
x
Thk
x
Length
W
x
Thk
x
Len l
Start/End
Thick
Len th
RF2-1
9.5/28.5
0.165
178.6
6
x
1/4'
x
207.9
6
x
1/4'
x
179.5
A307 BOLTS
(TYP. U.N.)
(TYP. U.N.)
28.5/28.5
0.250
31.7
6
x
1/4'
x
36.9
10
°
RF2-2
27.5/11.5
0.188
144.9
6
x
1/4'
x
240.0
6
x
1/4'
x
145.8
i
11.5/11.5
0.188
180.0
6
x
1/4'
x
82.6
6
x
1/4'
x
179.0
RF2-3
11.5/11.5
0,188
180.0
6
x
1/4'
x
82.6
6
x
1/4'
x
179.0
..... __.. P
11.5/27.5
0.168
144.9
6
x
1/4'
x
240.0
6
x
1/4'
x
145.8
elm l
1/2'xl 1/4'
A307 BOLTS
° °
A SECOND FLANGE FLANGE BRACE
BRACE IS REQUIRED 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
WAS
rtr'-5' 53-10' 2-5-
CLEARANCE
GENERAL NOTES:
X NOTICE TO ERECTOR )K
--------------------------
(A)It 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,
MAIN FRAME ELEVATION; FRAME LINE 3
REVISIONS
C 3 FINAL ERECTION
[X3 FOR CONSTRUCTION
I I FOR APPROVAL
13 OTHER, EXPLAIN
1;
r y
12
VULCAN STEEL STRUCTURES, INC
PROJECT HAMMER HANGAR
ID 25281
PROJECT PORT ST. LUCIE, FL 34987
ADDRESS
J
WALTER E. WOOD P.E.
FLORIDA P.E.# 61323
500 VULCAN PARKWAY
ADEL, GA 31620
�Q` :• �,�cENsF �• Oj. .
o.61323
STA EOF
SIONA
_71-
ORIGINAL SIGNATURE REQUIRED
R,K, DAVIS CONSTRUCTION
MAIN FRAME ELEVATION
DESIGN: JHB I DRAFT: RDP I CHECK: J]
DATE: 2/ 7/18 1 SHEET 4
SPLICE BOLT TABLE
Qty
Mark Top Bot Int Type Dia Length
SP-1 4 4 0 A325 0.625 2.25
FLANGE BRACE.TABLE
'FRAME LINE 4-
DID
SIDES
MARK
LENGTH
1OFFSET
1
1
FB43.5A
3'-7 1/2"
2'-8'
Ql'
12
21
GENERAL NOTES:
x N❑TICE TO ERECTOR
--------------------------
(A)It is IMP❑RTANT that for members
exceeding 30 ft. in Length that a
spreader bar be used when lifting.
(B)ALL flange braces and wind bracing
must be installed prior to exterior
finishes being applied.
TYP. FLANGE BRACE / GIRT C❑NNECTI❑N
MEMBER
TABLE
Mark
Web Depth
Web Plate
OFFSET
2'-8• rL 12'xl 1/4•
(TYP. U.N.) A307 BOLTS
(TYP. U.N.)
Start/End
Thick
Len -
RF3-1
RF3-2
9.4/19.4
19.4/19.,
22.4/22.4
22.4/22.4
0.120
0.165
0.165
0.135
182.9
26.6
93.8
240.0
i °
i
iL4�3
°
°
i
RF3-3
22.4/22.4
0,135
240.0
�.R
1/2'xl 1/4'
A307 BOLTS
° °
A SECOND FLANGE FLANGE BRACE
BRACE IS REQUIRED p)�� 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
n
jutisiae r Lange
d x
Thk x
Length
6 x
5/16'
x 207,E
6 x
5/16'
x 27.8
6. x
5/16'
x 240.0
6 x
5/16"
x 91.9
6 x
5/16'
x 91.9
6 x
5/16'
x 240.0
55-4' 1'-8
CLEARANCE I
MAIN FRAME ELEVATI❑N: FRAME LINE 4
REVISI❑NS
REV. DESCRIPTION:
N
Inside Flange
W x
Thk x Lengtr
6 x
5/16' x
183.2
6 x
5/16' x
240.0
6 x
5/16' X
91.9
6 x
5/16' x
91.9
c —
�- /tc" —
Oenn
WALTER E. WOOD P.E.
FLORIDA P.E.# 61323
500 VULCAN PARKWAY
ADEL, GA 31620
?�P '��GENSF
No. 6132
STATE OF
ORIGINAL SIGNATURE REQUIRED
DRAWING STATUS
VULCAN
STEEL' STRUCTURES, INC
R.K. DAVIS C❑NSTRUCTI❑N
I I
FINAL ERECTION
PROJECT
HAMMER HANGAR
MAIN FRAME ELEVATION
1XI
FOR CONSTRUCTION
ID
25281
DESIGN:JHB I DRAFT: RDP CHECK JDH
C I
1 1
FOR APPROVAL
OTHER, EXPLAIN
PROJECT
PORT ST. LUCIE, FL 34987
DATE: 2/ 7/18 SHEET 5
ADDRESS
a
/-#12 MEMBER FASTENERS
PANEL FASTENER SPACING AT EAVE STRUTS
ENDLAPS, AND BASE AND ZONE 3
#14
STITCH FASTENERS
ZONE 5 - _20'_ O/C MAX.
ZONE 4 - @ ALL GIRTS
& _ 20'_ O.C. MAX. BETWEEN GIRTS
DETAIL 'A'
= ZONE 4 DIM W = 6 FT
5 = ZONE 5
'PBR' WALL PANEL ATTACHMENT DETAIL
36' NOMINAL COVERAGE
1-1/4'
'PBR' WALL PANEL PROFILE
REVISI❑NS
REV. DESCRIPTION:
DETAIL
:IFIC ROOF AND/OR WALL FASTENER A"
� #12 MEMBER FASTENERS
2EVIEW THIS DETAIL PRI❑R TO ERECTING
L S. FAILURE T ❑ FOLLOW THESE SPECIFIC PANEL FASTENER SPACING AT INTERMEDIATE PURLINS
:SULT IN LOSS OF ROOF OR WALL PANEL( ). 1 5' 1 7' ,5,j 7' 5.
7'
ROOF SLOPE 0 TO 70
WALL FASTENER DETAIL PLAN
E I FINAL ERECTION
EX] FOR CONSTRUCTION
E I FOR APPROVAL
E I OTHER; EXPLAIN
#12 MEMBER FASTENERS
PANEL FASTENER SPACING AT EAVE STRUTS
ENDLAPS, AND RIDGE. AND ZONE 3
#14
STITCH FASTENERS TAPE MASTIC
ZONE 3 - _10' _ O/C MAX.
ZONE 2 - 151_ O/C MAX.
ZONE 1 - @ ALL PURLINS
& _ 20__ O.C. MAX. BETWEEN PURLINS
DETAIL 'A'
1 = ZONE 1 DIM A= 6 , FT
2 = ZONE 2
3 = ZONE 3
'PBR' ROOF PANEL ATTACHMENT DETAIL
36' NOMINAL COVERAGE
'PBR' ROOF PANEL PR❑FILE
PGBLESS7
VULCAN STEEL STRUCTURES, INC
PROJECT HAMMER HANGAR
ID 25281
PROJECT PORT ST.-LUCIE, FL 34987
ADDRESS
WALTER E. WOOD P.E.
FLORIDA P.E.# 61323
500 VULCAN PARKWAY
ADEL, GA 31620
,"1`1�pQu u t u uFu � r ryi
�PO.•v�� NSA.,•
,jVo.61323
WA
&— :, STATE
�! • v%�/ %� I r�nnuunnt�u�����
ORIGINAL SIGNATURE REQUIRED
RX DAVIS C❑NSTRUCTI❑N
ROOF SHEETING
DESIGN: JHB I DRAFT: RDP I CHECK: JDH
DATE: 2/ 7/18 1 SHEET 6
(U
U
W
M
U
I
W
�
M
N
E3
C3
m
F
i
U
W
PURLIN
LAP
GRIP
BRACE CABLE ASSEMBLY
CABLE HARDWARE FACTORY ATTACHED
SYMMETRICAL AT BOTH ENDS
3
20-0'
1'-2'
RF2-1 E-2 �ll RF3-1
P-1(T >
-2(T
P-3(T )
RF2-2
H
G2
C -3
ER-1
RFI-2 .A c&
GB 5 Cgs
P-2(Typ) -
of
P-4(TYp)
P-3(Typ)
H
—
ER-1
�RF3
CB,3 Cg,3
RF2-3 F
Hi
1-1 3/'_ I'-1 3/4_
1'-I 3/4' 1'-1 3/4'
R❑❑F FRAMING PLAN
REVISI❑NS
REV. DESCRIPTION: DATE D'
r)
-2
J
3-3
J
W
RF3-1
r-1
OACJLIL)
C1--1 1/C-
P-2
8X25Z15
22'-3 1/2'
P-3
8X25Z15
21'-1 1/2'
P-4
8X25Z15
21'-1 1/2'
E-1
8E275D16
19'-11 1/2'
E-2
8E275D16
19'-11 1/2'
E-3
8E275D16
19'-11 1/2'
CB-3
0.375CBL
21'-2'
CB-4
0.312CBL
24'-7'
f R-S
n aSnf Tzi
aa_7•
WALTER E. WOOD P.E.
FLORIDA P.E.# 61323
500 VULCAN PARKWAY
ADEL, GA 31620
`1,dtl1pp111 u n 11 a upr� yr,!!/'
i
_- No.61323 1
STATE bF '
J. NAt `t V
�///�!/L'j'7111f111.1111111111j1`1`1
ORIGGIN.AAL SIGNATURE REQUIRED
DRAWING STATUS
VULCAN STEEL STRUCTURES, INC
R.K. DAVIS C❑NSTRUCTI❑N
C I FINAL 'ERECTION
PROJECT
HAMMER HANGAR
EASTERNER DETAILS
[XI FOR CONSTRUCTION
C I FOR APPROVAL
ID
25281
DESIGN:JHB DRAFT: RDP I CHECK: JDH
C I OTHER, EXPLAIN
PROJECT
ADDRESS
PORT ST. LUCIE, FL 34987
DATE: 2/ 7/18 1 SHEET 7
9
m
WALTER E. WOOD P.E.
FLORIDA P.E.# 61323
500 VULCAN PARKWAY
-
ADEL, GA 31620
`ttt`tµMtNtOtltgtpbi(r�tigrri
Q- E1Vs
• o. 6132
STATE OF
ROOF SHEETING PLAN
�
PANELS: 26 Ga. PBR - Galvalune _
�yOj(��
""''�,•,S�ONAL
//Z/fig.»,�,,,�,.�1„t,,,,,,t•��
`
ORIGINAL SIGNATURE REQUIRED
REVISIONS
DRAWING STATUS
C I FINAL ERECTION
CXJ FOR CONSTRUCTION
C I FOR APPROVAL
C I OTHER, EXPLAIN
VULCAN STEEL STRUCTURES, INC
RX DAVIS C❑NSTRUCTI❑N
REV.
DESCRIPTION:
DATE
DTLR
DATE
CHKR
APPD
PROJECT
HAMMER HANGAR
ROOF SHEETING
ID
25281
DESIGN:JHB DRAFT: RDP I CHECK: JDH
PROJECT
ADDRESS
PORT ST. LUCIE, FL 34987
DATE: 2/ 7/18 SHEET 8
SPECIAL BOLTS .
O ID QUAN TYPE DIA LENGTH WASH
1 1 4 A307 1/2' 1 1/4' 0
MEMBER TABLE
FRAME LINE F
MARK PART LENGTH
E-1 8E275D16 19'-11 1/2'
E-2 8E275D16 19'-11 1/2'
G-9 8X25Z16 21'-1 1/2'
G-10 8X25Z15 21'-1 1/2'
G-11 8X25Z16 22'-3 1/2'
G-12 8X25Z16 21'-1 1/2'
CB-2 0.5000BL 1 26'-6'
C❑NNECTI❑N PLATES
FRAME LINE F
❑ID MARK/PART
1 Cl
OF.n'-n' np lT-Tn-ni [T nr QTrrl
2 3
20'-0' 20'-0' 20'-0'
l• E-I
J4 E-2
E-2
IL
G-9
G-11
G-12
G-10
G-11
G-12
z
G_g
G-1
G-12 -
BASE ANGLE A'
OPEN T❑ 4'-0"
• v
FOR MASONRY
BY OTHERS
BA
17
I
EC-1
GIRT
LAPS
GF.NERAL NOTES:
J.
1
RF1-1 RF2-1
1'-1 3/4'1'-1 3/4'
1'-1 3/4' 1'-1 3/4'
SIDEWALL FRAMING: FRAME LINE F
(1,) IF CABLE BRACING, WIND BENTS, WIND COLUMNS, OR WEAK AXIS DESIGN OF
SIDE WALL COLUMNS WERE NOT PR❑VIDED 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.
REVISI❑NS
REV. DESCRIPTION:
1
RF3-1
-
WALTER E. WOOD P.E.
FLORIDA P.E.# 61323
500 VULCAN PARKWAY
ADEL, GA 31620
"
,,,iiNitiiliUNlttllppialrfh I
• • �O i=
Base Angle
Feld Attach Ta Mo=o,•Y BY ot��=
_ • No. 6132 =
3
_
o
STATE OF —
SECTION
SECTION 'A'
MASONRY BY OTHERS
S •"'•" `
8/0
NAIL
ORIGINAL SIGNATURE REQUIRED
DRAWING STATUS
VULCAN STEEL STRUCTURES, INC
R,K, DAVIS C❑NSTRUCTI❑N
E I FINAL ERECTION
PROJECT
HAMMER HANGAR
SIDEWALL FRAMING
[XI FOR CONSTRUCTION
'ID
252B1'
DESIGN: JHB I DRAFT: RDP CHECK: JDH
E I FOR APPROVAL
E I OTHER, EXPLAIN
PROJECT
PORT ST. LUCIE, FL 34987
DATE: 2/ 7/18 SHEET 9
ADDRESS
T � T
(Gutter with 4 downspouts)
El
q 5 3O 4 5
0
0
0
o
o
OPEN TO 4'-0"
FOR MASONRY
BY ❑THERS c
GENERAL NOTES:
(1.) IF CABLE BRACING, WIND BENTS, WIND COLUMNS, OR WEAK AXIS DESIGN OF
SIDE WALL COLUMNS WERE NOT PR❑VIDED 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 PR❑VIDE THE MOST EC❑N❑MICAL BUILDING POSSIBLE, THESE GIRTS ARE NOT
INCLUDED FOR THE FULL LENGTH OF THE WALL. N❑N-UNIF❑RM GIRT SPACING OR RESULTING
APPEARANCE IS NOT A CAUSE FOR C❑MPLAINT OR REJECTI❑N.
SIDEWALL SHEETING & TRIM: FRAME LINE F
PANELS: 26 Ga. PBR - ALMOND
2 DTR 20'-3'
3 RVEG 20'-3'
4 RVCB 6'
TM50
TM52
WALTER E. WOOD P.E.
FLORIDA P.E.# 61323
500 VULCAN PARKWAY
ADEL, GA 31620
11`1lllpllll 111 l ltl l lgflyfry
No. 61323
Ai E OF
:.OR10P.
-
ORIGINAL SIGNATURE REQUIRED
REVISIONS
DRAWING STATUS
E.3 FINAL ERECTION
EX3 FOR C❑NSTRUCTION
E 3 FOR APPROVAL
E 3 OTHER, EXPLAIN
VULCAN STEEL STRUCTURES, INC
RX DAVIS C❑NSTRUCTI❑N
REV.
DESCRIPTION:
DATE
DTLR
DATE
CHKR
APPD
PROJECT
HAMMER HANGAR
SIDEWALL FRAMING
ID
25281
DESIGN:JHB I DRAFT: RDP CHECK: JDH
PROJECT
ADDRESS
PORT ST. LUCIE, FL 34987
DATE: 2/ 7/18 ISHEET 10
I
Cl 8 C6
G-4 -5 G-6
G-7
G-6 - G-8
LAJ
,
® HB-1 HB-2 HE
3 HB-2
HB-1
G-4
G-8
b 3
G-4
OPEN FOR N
m
HANGAR DOOR
Ll 2 N2
= m
a �W
m
6
G-8
Ai
BY OTHERS
BASE ANGLE
�
BASE ANGLE
0
a
I
0
a
BA
I I . I
EC-4 EC-5 EC-6 EC-6
ENDWALL FRAMING; FRAME LINE 4
OPEN TO 4'-0"
FOR MASONRY
ZY OTHERS
GENERAL NOTES:
Ct,9 IF CABLE BRACING FOR END WALL IS NOT SHOWN ON ERECTI❑N DRAWINGS IT HAS
BEEN DETERMINED THAT DIAPHRAGM PANEL ACTI❑N OR QUARTER -PANEL BRACING IS
SUFFICIENT TO RESIST IN -PLANE WIND FORCES. TEMPORARY BRACING SHOULD BE
PR❑VIDED 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
ELEVATI❑N. THESE ARE REQUIRED TO SATISFY C❑DE-DEFINED CORNER ZONE WIND PRESSURES
IN ORDER T❑ PROVIDE THE MOST ECONOMICAL BUILDING POSSIBLE, THESE GIRTS ARE NOT
INCLUDED FOR THE FULL LENGTH OF THE WALL. NON-UNIT❑RM GIRT SPACING OR RESULTING
APPEARANCE IS NOT A CAUSE FOR COMPLAINT OR REJECTI❑N.
REVISI❑NS
REV. I DESCRIPT
EC-5
l� �r
SECTION AT, HANGAR STUBS
HB-2
8x35C16
9'-4 1/2'
1
HB-3
8x35C16
7'-4 1/2'
12
BB-1
P6x.125
19'-2 7/16'
BB-2
P6x.125
19'-3 3/4'
EC-4
8x35C16
17'-7 15/16'
EC-5
W8X10
3'-9 7/16'
EC-6
W8X10
4'-7 7/16'
G-4
8X25Z16
5'-0'
G-5
8X25Z16
9'-8.
G-6
8X25Z16
9'-4 1/2'
G-7
8X25Z16
7'-4 1/2'
I U/a
2 nl
3 n2
4 C-5
5 CG2
WALTER E. WOOD P.E.
FLORIDA P.E.# 61323
,U
500 VULCAN PARKWAY
ADEL, GA 31620
�,.LL
t`tttttta.untunauw„ „�,y��i
,um, can
_1N c�•Q-.
Y
_ �•• No.61323 '
-
-a : STATE OF
-.O••, �. Qom.
---+�+�
SECTION AT HANGAR STUBS
ONAI-�N •�
ORIGINAL SIGNATURE REQUIRED
DRAWING STATUS
VULCAN STEEL STRUCTURES, INC
R,K, DAVIS CONSTRUCTI❑N
C I FINAL ERECTION
PROJECT
HAMMER HANGAR
ENDWALL FRAMING
CXI FOR CONSTRUCTION
ID
25281
DESIGN:JHB I DRAFT: RDP CHECK: J
C I FOR APPROVAL
C I OTHER, EXPLAIN
PROJECT
PORT ST. LUCIE, FL 34987
DATE: 2/ 7/18 SHEET 15
ADDRESS
TRIM TABLE
FRAME
LINE 4
>ID
PART
LENGTH
DETI
1
CTR
14'-3'
TM2'
2
DTR
6'-3'
3
RVRT
20'-3'
TMlI
4
RVRT
10'-5'
TMlI
Ql•
� I= 12
I I I • O n
En N In In In N Qj O
.Q Q Q Q
N
I I
Q .Qr
OPEN FOR
HAN_G_A.R -D- ❑D R - BY OTHERS
2
BASE ANGLE
GENERAL NOTES:
IF CABLE BRACING FOR END WALL IS NOT SHOWN ON ERECTI❑N DRAWINGS IT HAS
BEEN DETERMINED THAT DIAPHRAGM PANEL ACTI❑N ❑R QUARTER -PANEL BRACING IS
SUFFICIENT TO RESIST IN -PLANE WIND FORCES. TEMPORARY BRACING SHOULD BE
PR❑VIDED BY ERECTOR UNTIL ALL WALL AND ROOF PANELS ARE INSTALLED.
(2.) ADDITI❑NAL GIRTS MAY BE PRESENT IN THE END OR CORNER BAYS'❑F THIS WALL
ELEVATI❑N. THESE ARE REQUIRED TO SATISFY C❑DE-DEFINED CORNER ZONE WIND PRESSURES
IN ORDER TO PR❑VIDE THE MOST EC❑NOMICAL BUILDING POSSIBLE, THESE GIRTS ARE NOT
INCLUDED FOR THE FULL LENGTH OF THE WALL, N❑N-UNIF❑RM GIRT SPACING OR RESULTING
APPEARANCE IS NOT A CAUSE FOR COMPLAINT OR REJECTION.
ENDWALL SHEETING & TRIM: FRAME LINE 4
PANELS. 26 Ga. PBR — ALMOND
REVISIONS
I
O
i
N
I
WALTER E. WOOD P.E.
FLORIDA P.E.# 61323
500 VULCAN PARKWAY
ADEL, GA 31620
lirrel��,'o,.,
•'` • v �4
\� cNSF '�0�'---
No.61323
STATE OF : '
❑RIGINAL SIGNATURE REQUIRED
DRAWING STATUS
VULCAN STEEL STRUCTURES, INC
R,K, DAVIS CONSTRUCTION
C I FINAL ERECTION
PROJECT
IHAMMER HANGAR
ENDWALL FRAMING
[XI FOR CONSTRUCTI❑N
ID 125291
DESIGN:JHB DRAFT: RDP I CHECK: JDH
C I FOR APPROVAL
C I EITHER, EXPLAIN
PROJECT
PORT ST. LUCIE, FL 34987
DATE: 2/ 7/18 1 SHEET 16
ADDRESS