HomeMy WebLinkAboutAPPROVED X 1 OF 13 STEEL BUILDINGSEE PLAN
DUT TO OUT CONCRETE
2
_ SEE PLAN
_
OUT TO OUT STEEL
W
W
PROJECTION
CONCRETE
EDGE AND ANCHOR BOLT PROJECTION
WALL PANEL
112 x t 1/4' SDS INSIDE CLOSURE
W/VASHER
(6' OG)
BASE ANGLE
\ 2'x4'xl6GA
r ,•
1/4' x'I' I
STD. BASE TRIM - + NAIL-IM ANCHOR
IDTR) ! 36' OZ MY TITHER.'
BASE ANGLE WITH BASE TRIM
AND BASE CLOSURES VITHOUT SHEETING NOTCH
CONCRETE EDGE AND ANCHOR BOLT PROJECTIO
AT SLAB WITHOUT NOTCH
SLAB BEYON
FINISHED FLOOR
JANS DEPTH
SECTION 'A -A'
1-314' FOWIDT I3l4'
'A-AW
a
a y o
a 0
TYR OVERHEAD DOOR RECESS DETAIL
ANCHOR BOLTS NOTES
MANUFACTURER RECOMMENDS USE OF STRAIGHT ROD ANCHOR BOLTS w/FLAr WASHt li
WITH NUT AND WASHER ON BOTH ENDS AS OPPOSED TO J-BOLTS CONCRETE LINE
OR ANCHOR BOLTS WITH HOOKS BECAUSE OF BETTER PERFORMANCE
RESULTS IN CONCRETE FOUNDATIONS. THE TYPE OF BOLT USED FOR
THE PROJECT SHALL BE DETERMINED BY THE FOUNDATION ENGINEER
WITH THE BOLT STRENGTH MEETING OR EXCEEDING THAT OF AN
ASTM F1554 GRADE 36 (MIN.) BOLT.
ANCHOR BOLTS
ANCHOR BOLT SUMMARY
SEE BUILDING PLANS
FOR PROJECTION
Dia
Proj
\
Qty
Locate
(in)
Type
(in)
0 48
Jamb
5/8"
F1554
3.00
Z
9 40
Endwall
3/4"
F1554
3.00
� TOTAL LENGTH DETERMINED
9156
X 136
Frame
Frame
3/4"
1
F1554
F1554
3.00
4.00
BY FOUNDATION ENGINEER ••
0
ANCHOR BOLTS SHALL BE ASTM
F1554 GRADE 36 MIN. OR GRADE 55
M
(27134-1) 27134-2)
VANESSA L. BANKS P.E.
FLORIDA P.E.# 83970
500 VULCAN PARKWAY
N
v
ADEL, GA 31620
KEY PLAN
ANCHOR BOLT PLAN
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NOTE: All Base Plates 0 100'-0" (U.N.)
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ENS." '•s
/•''��..•;y`
l=k = 1 —3/4"
Y . No. 83970
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STATE OF '
OR
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ORIGINAL SIGNATURE REQU ED
REVISIONS
DRAWING STATUS
C I FINAL ERECTION
CXl F-OR CONSTRUCTION
C I FOR APPROVAL
C I NOT CONSTRUCTION
VULCAN STEEL
STRUCTURES, INC
RK DAVIS CONSTRUCTION CORP,
REV.
DESCRIPTION,
DATE
DTLR
DATE
CHKR
APPD
PROJECT
MAVERICK BOATS
ANCHOR BOLT PLAN
ID
0134-3
DESIGN1 VLB I DRAFT, vb CHECKi JDR
PROJECT
ADDRESS
FORT PIERCE, FL 34946
DATE13/25/21 SHEET 1 OF 13
3/4"
W
0 1 "-0 1 4"
I
N I f81 Im
u
0 .0-
�I
DETAIL A
Dia= :3/4"
0 1 -0 1 2"
a
( NrTy — SBJ f
L i81 W
cq
m -
DETAIL B
!A N
O IE
e
m d �
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DETAIL C
Dia= 3/4" all
—li
4"
wj
2" 2,"
L 1-
4
-
DETAIL D
Oki= 3/4•"
4"
1I III 1I� 4"
2" FTI 2" $..
See Plan
DETAIL E
Dia= 3/4" all
N I '
im1m
4"
o �I�
I� 4-
2- � 2" 8"
See Plan
Al F
= 3/4"
MIDI
4"
4"
2" ►"+ 2" B"
I —4
DETAIL G
Dia= 5/8"
0
d9,1
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z
SW
N �
DETAIL H
Dia= 5/8" Dia= 1"
r-3 y101,
.
I I 9
�+ I' 4 1/4"w
= XIX
toI o 4., o X f X 4"
ILA 2..
SW —
SW m
1 3/4" 2" 2'"
See Plan See Plan See Plan
DETAIL N DETAIL M
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101.
.
I I
a
XI X
3."
N
0
1
4„
X X
m
SW
2"
2"
rn
See Plan
Seela
DETAIL J
Dia= 1"
10.1
I
5 1 /8"
XX
tn
N
4"
XIX
0.
m
SW
2"
2"
See Pan
See Plan
DETAIL K
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ca
a.
m
X�X
4"
o
I
IX
4"
X
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4"
c
2"
See PlaT2'.
ee
elan
DETAIL L
EVISIQNS
RLV. DESCRIPTION+
Dia= 3/4"
_I
3,�
2„ ,k l2." 8"
DETAIL A3
Dia= 3/4" 8„
o 3 ".
2"2" 8"
See Plan
DETAIL B3
y
{27//1//34/—//}�(27134-2)� N
KEY PLAN
i]98W1Nf1 'SIA1f_1S
I I FINAL ERECTION
EX] FOR CONSTRUCTION
I I FOR APPROVAL
I I NOT CONSTRUCTION
VANESSA L. BANKS P.E.
FLORIDA P.E.# 83970
500 VULCAN PARKWAY
ADEL, GA 31620
+i�•i■IIYfN 4riH � I H Illllp
,,• ESSA C. QA
No.83970
STATE OF
10 NAL EN
S`.•`.
'+•.
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ORIGINAL SIGNATURE REQUIRED
VULCAN STEEL STRUCTURES, INC RK DAVIS CONSTRUCTION CORP.
PROJECT MAVERICK B13ATS ANCHOR BOLT DETAILS
?D 27134-3 DESIGN, VLB DRAFT, vlo I CHECK, JDR
PROJECT FORT PIERCE, FL 34946 DATE13/17/21 SHEET 2 OF 13
ADDRESS
1 2 3 4
ITr, - COLUMN LINE
IV
RIGID FRAME: ANCHOR BOLTS & BASE PLATES
Frm Col Anc.-Bolt Base -Plate (in Elev.
)
Lin
e ne Qty Dia Width Length hick (in)
E* 36 4 0.750 8.000 10.00 0.500 0.0
E* Frame lines: E A
RIGID FRAME: ANCHOR BOLTS & BASE PLATES
Frm Col Anc.-Bolt Base -Plate (in) Elev.
Line Line Qty Rio Width Length Thick (in)
C* 36 4 0.750 8.000 10.00 0.500 0.0
C* Frame lines: C B
DESIGN LOAD DEFINITIONS
RIGID FRAME: BASIC COLUMN REACTIONS (k )
Frame Column -----Dead-----Collateral- ----- Uve------ Wind-Leftl-
Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert
E* 36 0.0 0.7 0.0 0.9 -0.3 4.0 1.2 -14.4
C* 36 -0.1 1.1 0.0 1.6 -0.7 6.2 2.1 -23.9
Frame Column-Wind_Right2---Wind_Longl---Wind_Long2-
Une Line Horiz Vert Horiz Vert Horiz Vert
E* 36 0.4 -0.6 -0.2 -9.6 -0.2 -6.8
C* 36 0.7 0.1 -0.4 -15.6 -0.3 -11.7
E* Frame lines: E A
C* Frame lines: C B
BUILDING BRACING REACTIONS
t Reactions(k ) Panel Shear
-Wall - Col -Wind - -Seismic- (lb7ft)
Loc Line Line Harz Vert Harz Vert Wind Seis Note
LEW E (fh
F-SW 35
R-EW A h
B-SW 36 Torsional Bracing Used
f)Bracing loads are applied to adjacent building
h)Rigid frame at endwall
RIGID FRAME LOAD CASE DEFINITIONS
Wlnd_Ll/Wlnd_RI = Lateral wind load from the left/right with a negative Internal pressure coefficient.
Wind_L2/Wlnd_R2 = Lateral wind load from the left/right with a positive Internal pressure coefficient.
Wlnd_Lnl = Longitudinal wind load with a negative Internal pressure coefficient.
Wind_Ln2 = Longitudinal wind load with a positive Internal pressure coefficient,
Selsmlc_L/Selsmlc_R = Lateral Seismic load from left/right.
LWIND#_L#E/ LWIND#_R#E = Longitudinal wind loads for edge zones,
F#UNB_SL_L/ F#UNB_SL_R = Unbalanced roof snow load with wind from the left/right.
F#PAT_LL # = Pattern live load for continuous beam systems.
'Note, Bracing reactions are not already Included In combination with any other load but must be added
to basic reactions as desired by the foundation designer.'
Collat = Collateral Load Endwall Load Case Deflnitlons
Rafter Wlnd_L/ Rafter Wlnd_R = Lateral wind load from the left/right,
Brace Wlnd_L/ Brace Wlnd_R = Lateral wind load from the left/right with the bracing loads added,
Wlnd_P/Wlnd_S = Wind Pressure/Suction due to longitudinal wind.
Wlnd_Ln# = Longitudinal wind load on the roof,
Selsmlc_L/Selsmlc_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,
fE#PAT_LL # = Pattern live load for continuous beam systems,
LWIND#_L/LWIND#_R = Longitudinal wind loads for edge zones.
REVISIONS
-Wind-Rightl- --Wind-Left2-
Horiz Vert Horiz Vert
0.3 -8.1 1.4 -6.9
0.4 -13.8 2.4 -10.0
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
M AL BUILDING MANUFACTURER.
(3.) ANCHOR BOLTS SHALL BE ACCURATELY SET TO A TOLERANCE OF +/- 1/8" IN BOTH
ELEVATION AND LOCATION.
4.) THE BUILDING REACTION DATA REPORTS THE LOADS WHICH THIS BUILDING PLACES
N THE FOUNDATION. THE FOUNDATION IS TO BE DESIGNED BY A QUALIFIED ENGINEER
TO 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)
kVALUES GIVEN FOR BENDS AND ANCHOR BOLT TOTAL LENGTHS ARE SUGESTED LENGTHS
Y. IT IS THE RESPONSIBILITY OF THE FOUNDATION ENGINEER TO DETERMINE THESE
VALUES SINCE THEY ARE A FUNCTION OF CONCRETE STRENGTH AS WELL AS OTHER FACTORS.
(7.) WIND REACTIONS ARE BASED ON Vult.
E I FINAL ERECTION
[XI FOR C❑NSTRUCTI❑N
I I FOR APPROVAL
I I OTHER, EXPLAIN
VULCAN STEEL STRUCTURES, INC
ID 27134-3
PROJECT IFORT PIERCE, FL 34946
ADDRESS
VANESSA L. BANKS P.E.
FLORIDA P.E.# 83970
500 VULCAN PARKWAY
ADEL, GA 31620
a`!a!la11!!!i!!I!1lpr�rfr
aa'a�a ca A L. �•'���i
No. S3 -
' STATE OF c
V
NAL
ORIGINAL SIGNATURE REQUIRED
RK DAVIS CONSTRUCTION CORP,
ANCHOR BOLT DETAILS IL REACTIONS
DESIGNi VLH I DRAFTi vb CHECKi JDR
DATE,3/27/21 I SHEET 3