HomeMy WebLinkAboutAnchor Bolt PlansSEE PLAN
OUT TO OUT CONCRETE
SEE PLAN
W OUT TO OUT STEEL
x
w
a
W
PROJECTION
n . e1 .
e
CONCRETE D. AND ANCHOR BOLT PROJECTION
CONCRETE EDGE AND ANCHOR BOLT PROJECTII
AT SLAB WITHOUT NOTCH
SLAB BEYON
FINISHED FLOOR
JAMB DEPTH
VALL PANEL
#12 x 1 1/4' SDS
INSIDE CLOSURE
1-1/2,
MASHER
'
(6' aCJ
1/2'
BASE ANGLE
2 x4'x16GA FBQSIED
FLDDR -
SECTION 'A -A'
1-3/4' FA,WIDTH 1-3/4'
'A -A'
•
STD BASE TRIM
V4' x 1'
NAIL -Di ANCIM
°
aW
_j
°
(DTR)
2 36' IM (BY aMS)
o
a
BASE ANGLE VIM BASE TRIM
AND BASE O.OSIM VITFOUT SHEETING NOTCH
TYP. OVERHEAD DOOR RECESS DETAIL
ANCHOR BOLTS NOTES
MANUFACTURER RECOMMENDS USE OF STRAIGHT ROD ANCHOR BOLTS
WITH NUT AND WASHER ON BOTH ENDS AS OPPOSED TO J-BOLTS
OR ANCHOR BOLTS WITH HOOKS BECAUSE OF BETTER PERFORMANCE
RESULTS IN CONCRETE FOUNDATIONS. THE TYPE OF BOLT USED FOR
THE PROJECT SHALL BE DETERMINED BY THE FOUNDATION ENGINEER
WITH THE BOLT STRENGTH MEETING OR EXCEEDING THAT OF AN
ASTM F1554 GRADE 36 (MIN.) BOLT.
ANCHOR BOLT PLAN
NOTE: All Base Plates 0 100'-0" (U.N.)
DESCRIPTION,
ANCHOR BOLTS
n/rLAI WAZIMM SEE BUILDING PLANS
CONCRETE LINE FOR PROJECTION
z
•• TOTAL LENGTH OETERMINm
HEX NUT < BY FOUNDATION ENGINEER ••
W/FLAT WASHER o .
IT
ANCHOR BOLTS SHALL BE ASTM
F1554 GRADE 36 MIN. OR GRADE 55
to,
/� (27134-2) �N
Iw1 dIaM1
VULCAN STEEL STRUCTURES, INC
E I FINAL ERECTION PROJECT MAVERICK BOATS
EX] FOR CONSTRUCTION ID 27134-1
E 1 FOR APPROVAL PROJECT
I I NOT CONSTRUCTION ADDRESS FORT PIERCE, FL 34946
ANCHOR BOLT SUMMARY
Dia
Proj
Qty
Locate
(in)
Type
(in)
036
Jamb
5/8"
F1554
3.00
020
Endwall
3/4"
F1554
3.00
072
Frame
314"
F1554
3.00
X 68
Frame
1
F1554
4.00
VANESSA L BANKS P.E.
FLORIDA P.E.# 83970
500 VULCAN PARKWAY
ADEL, GA 31620
,411111111iIfl#11#Blfi;;
,.•`���*! SSA L. flitj�44''�.
i
No.83970
STATE OF '
.,,,9�•. A'LOR10P''����
SEE PLAN
x
OUT TO OUT CONCRETE
L�
SEE PLAN
w
x
OUT TO OUT STEEL
w
a
w
PROJECTION
• .
a
CONCRETE EDGE AND ANCHOR BOLT PFMJFCTIrIN
ANCHOR BOLTS NOTES
MANUFACTURER RECOMMENDS USE OF STRAIGHT ROD ANCHOR BOLTS
WITH NUT AND WASHER ON BOTH ENDS AS OPPOSED TO J-BOLTS
OR ANCHOR BOLTS WITH HOOKS BECAUSE OF BETTER PERFORMANCE
RESULTS IN CONCRETE ,FOUNDATIONS. THE TYPE OF BOLT USED FOR
THE PROJECT SHALL BE DETERMINED BY THE FOUNDATION ENGINEER
WITH THE BOLT STRENGTH MEETING OR EXCEEDING THAT OF AN
ASTM F1554 GRADE 36 (MIN.) BOLT.
ANCHOR BOLTS
ANCHOR BOLT SUMMARY
N/FLATHEX WAASHER SEE BUILDING PLANS
FOR PROJECTION
CONCRETE LINE
Qty
Dia
Locate (in)
Type
Proj
(in}
O 32
Jamb 5/8"
F1554
3.00
w
020
Endwall 3/4"
F1554
3.00
-� •• TOTAL LENGTH DEfERMINm
0 84
X 68
Frame 3/4"
Frame 1
F1554
F1554
3.00
4.00
HEX NUT ¢ BY FOUNDATION ENGINEER ••
W/FLAT WASHER a
i
ANCHOR BOLTS SHALL BE ASTM
- I
(27134-1) 27134-2)
N
v
SLAB BEYUN ... _.._ .... .. .,
FINISHED FLOOR
JAMB DEPTH
VALL PANEL
t12 x I V4' SDS
INSIDE CLOSURE
1-1/
VNASIER
<6. HER
BASE ANGLE
a
2'x4'x16GA ISHED
FL®R
SECTION 'A -A'
1-3/4' F.D.WIDTH 1-3/4'
'A -A' a
STA BASE TRIH
V4'xP
NAIL -RN ANCHOR
o
o
(DTR)
B 36• DC. 0HY OTHERSI
a
o
BASE ANGLE WITH BASE TRIM
AND BASE CLOSURES VIONIXIT SHEETING NOTCH
TYP. OVERH A➢ DOOR R1:ESS D TAI
ANCHOR BOLT PLAN
NOTE: All Base Plates ® 100'-0" (U.N.)
* = 1-3/4"11
KEY PLAN
E I FINAL ERECTION
EXI FOR CONSTRUCTION
I I FOR APPROVAL
E I NOT CONSTRUCTION
VULCAN STEEL STRUCTURES, INC I RK
FORT PIERCE, FL 34946
VANESSA L. BANKS P.E.
FLORIDA P.E.# 83970
500 VULCAN PARKWAY
ADEL, GA 31620
oSA g •
i
s
ii
No. * 970
00 STATE OF *c
l+Rtlft/�itltll��t����
ORIGINAL SIGNATURE REQUIRED
*1INjo
2 OF 28
4 4 4 4 Q Q
COLUMN LINE
ENDWALL COLUMN:
BASIC COLUMN REACTIONS (k )
Wind
Wind
Frm
Col
Dead Press
Suct
Et PAT-LLt- El PAT-11 9- E1 PAT LL-3-
E1 PAT-LL4-
E1 PAT-IL5-
Line
Line
Vert Harz
Harz
Harz Vert Harz Vert
Harz Vert
Harz Vert
Harz Vert
1
F •
-16.4
18.1
0.0
6.9 0.0 2.7 0.0
-0.3 0.0
0.1
0.0
3.2
1
E •
-17.7
19.5
0.0
2.8 0.0 6.7 0.0
2.8 0.0
-0.3
0.0
2.9
1
C •
-18.9
20.8
0.0
-0.3 0.0 2.8 0.0
6.7 0.0
2.7
0.0
2.9
1
B *
-20.1
22.2
0.0
0.1 0.0 -0.3 0.0
2.7 0.0
7.0
0.0
3.3
1
A 1.0
-10.8
12.7
0.0
0.0 0.0 0.0 0.0
0.0 0.0
0.0
0.0
0.0
Frm
Col
E1 PAT-LL_6-
Line
Line
Harz Vert
1
F 0.0
3.3
1
E 0.0
2.9
1
C 0.0
2.8
1
B 0.0
3.3
1
A 0.0
0.0
Wind
Wind
Wind
Wind
Frm
Col Dead
Collat
---Live--- Left1
Rightl
Left2
Right2 Wind -Press Wind -Suet
Line
Line Vert
Vert
Harz
Vert Vert
Vert
Vert
Vert
Harz Vert Harz Vert
35
A 1.3
0.8
0.2
2.4
-8.3
-8.3
-8.3
-8.3
-10.2 -8.4 13.0
-5.9
35
B 1.8
1.4
0.4
3.3
-13.7
-13.7
-13.7
-13.7
-20.4 -13.8 22.5
-10.2
35
C 1.7
1.4
0.4
3.3
-13.7
-13.7
-13.7
-13.7
-19.2 -13.8 21.2
-10.2
35
E 1.3
0.8
0.2
2.4
-8.3
-8.3
-8.3
-8.3
-17.0 -8.4 19.6
-5.9
35
F 1.1
0.0
0.0
0.0
0.0
0.0
0.0
0.0
-16.3 0.0 18.0
0.0
Wind
Wind
Frm
Col Longt
Long2
Line
Line Vert
Vert
35
A -8.4
-1.9
35
B -13.8
1.9
35
C -13.8
1.9
35
E -8.4
-1.9
35
F 0.0
0.0
-See Rigid Frame Interior Column Reactions
BUILDING BRACING REACTIONS
f Reactions(k ) PaneLShear
-Wall -Cal -Wind - -Seismic- (Ib/ft)
Loc Line Line Harz Vert Harz Vert Wind Seis Note
L-EW 1 (h)
F SW A f
R-EW 35 h
B-SW G 33,32 6.6 6.9 1.7 1.8
27,26 6.6 6.9 1.7 1.8
21,20 6.6 6.9 1.7 1.8
15,14 6.6 6.9 1.7 1.8
9,8 6.6 6.9 1.7 1.8
4,3 6.6 6.9 1.7 1.8
(08racing loads are applied to adjacent building
(h)Rigid frame at endwall
DESIGN LOAD DEFINITIONS
RIGID FRAME LOAD CASE DEFINITIONS
FRAME LINES: 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22
23 24 25 26 27 28 29 30 31 32 33 34 35
T T COLUMN LINE
u
H
fv
fv
RIGID FRAME: ANCHOR BOLTS & BASE PLATES
Frm
Col
Anc.-Bolt Base -Plate (in) Elev.
Line
Line
Qty Dia Width Length
Thick (in)
1
G
4
0.750 8.000 12.00
0.500 0.0
1
F
4
0.750 8.000 12.50
0.500 0.0
1
E
4
0.750 8.000 12.50
0.500 0.0
1
C
4
0.750 8.000 12.50
0.500 0.0
1
B
4
0:750 8.000 12.50
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)
20 G 4 0.750 8.000 12.25 0.625 0.0
2• D 4 1.000 10.00 10.00 1.000 0.0
2• Frame lines: 2 3 4 5 6 7 8 9 10 11
RIGID FRAME: ANCHOR BOLTS & BASE PLATES
Frm Col Anc.-Bolt Base -Plate (in Elev.Line Line Qty Dia Width Length Thick (in)
13 G 4 0.750 8.000 12.25 0.500 0.0
13 D 4 1.000 10.00 10.00 1.000 0.0
RIGID FRAME: ANCHOR BOLTS & BASE PLATES
Frm Col A.nc.-Bolt Base -Plate (in) Elev.
Line Line Qty Dia Width Length Thick (in)
19 G 4 0.750 8.000 12.25 0.500 0.0
19 D 4 1.000 10.00 14.25 1.000 0.0
RIGID FRAME: ANCHOR BOLTS & BASE PLATES
Frm Col Anc.-Bolt Base -Plate (in) Elev.
Line Line Qty Dia Width Length Thick (in)
20• G 4 0.750 8.000 12.25 0.625 0.0
20• D 4 1.000 10.00 14.25 1.000 0.0
20• Frame lines: - 20 21 22
RIGID FRAME: ANCHOR BOLTS & BASE PLATES
Frm Col Anc.-Bolt Base -Plate (in) Elev.
Line Line Qty Dia Width Length ick (in)
23• G 4 0.750 8.000 12.25 0.625 0.0
230 D 4 1.000 10.00 14.25 1.000 0.0
23• Frame lines: 23 24 25 26 27 28 29 30 31
RIGID FRAME: ANCHOR BOLTS & BASE PLATES
RIGID FRAME: ANCHOR BOLTS & BASE PLATES
Frm Col
Line Line
Anc.-Bolt Base -Plate (in) Elev.
Qty Dia Width Length Lk
Frm Col
Anc-Bolt Base -Plate (in) Elev.
(in)
Line Line
Qty Dia Width Length ick (in)
14 G
4 0.750 8.000 12.25 0.625 0.0
32 G
4 0.750 8.000 12.50 0.625 0.0
14 D
4 1.000 10.00 10.00 .1.000 0.0
32 D
4 1.000 10.00 12.00 1.000 0.0
RIGID FRAME: ANCHOR BOLTS & BASE PLATES
Frm Col Anc.-Bolt Base -Plate (in) Elev.
Line Line Qty Dia Width Length Thick (in)
15• G 4 0.750 8.000 12.25 0.625 0.0
150 D 4 1.000 10.00 10.00 1.000 0.0
15• Frame lines: 15 16 17 18
Wlnd_LI/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 = LongltudinaL wind load with a negative Internal pressure coefficient.
Wlnd_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 bean 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 foundatlon designer.'
Collat = Collateral Load jEndwall Load Case Definitions)
Rafter Wind_L/ Rafter Wlnd_R = Lateral wind load from the left/right.
Brace Wind_L/ Brace Wlnd_R = Lateral wind load from the left/right with the bracing loads added
Wind_P/Wlnd_S = Wind Pressure/Suctlon due to longitudinal wind.
Wind-Ln# = Longitudinal wind toad on the roof.
Selsmlc_L/Selsmic_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.
E#PAT_LL # = Pattern live load for continuous beam systems,
LWIND#-L/LWIND#_R = Longitudinal wind loads for edge zones.
MA V
RIGID FRAME: ANCHOR BOLTS &BASE PLATES
Frm Col Anc.-Bolt Base -Plate (in) Elev.
Line Line Qty Dia Width Length Thick (in)
33• G 4 0.750 8.000 12.50 0.625 0.0
33• D 4 1.000 10.00 12.00 1.000 0.0
33• Frame lines: 33 34
RIGID FRAME: ANCHOR BOLTS & BASE PLATES
Frm Col Anc.-Bolt Base -Plate in Elev.
Line Line Qty Dia Width Length( Thick (in)
35 G 4 0.750 8.000 12.25 0.500 0.0
35 D 4 1.000 10.00 12.50 1.000 0.0
ENDWALL COLUMN:
ANCHOR BOLTS & BASE PLATES
Frm
Col
Ana.
-Bolt
Base -Plate (in) Elev.
Line
Line
Qty Dia
Width Length
Thick (in)
1
F
4
0.750
8.000 12.50
0.500 0.0
1
E
4
0.750
8.000 12.50
0.500 0.0
1
C
4
0.750
8.000 12.50
0.500 0.0
1
B
4
0.750
8.000 12.50
0.500 0.0
1
A
4
0.750
8.000 12.25
0.500 0.0
35
A
4
0.750
8.000 12.25
0.500 0.0
35
B
4
0.750
8.000 12.50
0.500 0.0 ,
35
C
4
0.750
8.000 12.50
0.500 0.0
35
E
4
0.750
8.000 12.50
0.500 0.0
35
F
4
0.750
10.00 12.00
0.500 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.
UANCHOR BOLTS SHALL BE ACCURATELY SET TO A TOLERANCE OF +/- 1/8' IN BOTH
ATION'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)
96.) 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.
r�
Xv//////�/ / ZZZ//// N
KEY PLAN
E I FINAL ERECTION
EX] f13R CONSTRUCTION
E I FOR APPROVAL
E I OTHER, EXPLAIN
VULCAN STEEL STRUCTURES, INC
FORT PIERCE, FL 34946
VANESSA L. BANKS P.E.
FLORIDA P.E.# 83970
500 VULCAN PARKWAY
ADEL, GA 31620
SSA
� 0.83970 * .
' STATE OF -
I
ORIGINAL SIGNATURE REOUIRED I
4
RIGID FRAME: BASIC COLUMN REACTIONS (k )
Frame Column -----Dead-----Collateral- ----- Live ------ Wind_Leftt--Wind_Rightl---Wind_Left2-
Line
Una
Horiz Vert
Horiz Vert
Horiz Vert
Horiz Vert
Horiz Vert
Horiz Vert
1
1
G
0.0 1.0
0.0 0.8
0.0 1.7
-4.2 -9.0
5.7 -6.0
-7.5 -6.0
1
A
F
0.0 0.6
0.0 2.4
0.0 0.8
0.0 1.6
4.9 -8.5
11.6 -4.1
-1.5 -6.5
1
E
0.0 2.3
0.0 2.2
0.0 4.3
0.0 -24.3
0.0 -13.6
0.0 -17.4
1
C
0.0 2.5
0.0 2.0
0.0 1.9
0.0 3.9
0.0 -21.9
0.0 -12.5
0.0 -15.5
1
B
0.0 2.8
0.0 2.2
0.0 3.8,
0.0 -21.6
0.0 -12.3
0.0 ' -15.4
0.0 4.5
0.0 -25.1
0.0 -14.3
0.0 -17.9
Frame Column-Wind_Right2-
--Wind-Longl---Wind_Long2-
-Seismic_Left Seismic F1PAT_LL_t-
Line
1
Line
Horiz Vert
Horiz Vert
Horiz Vert
Horiz Vert
-Right
Horiz Vert
Horiz Vert
G
'
2.3 -2.9
6.1. -10.1
6.2 -6.0
0.0 0.0
0.0 0.0
0.0 1.6
I
A
5.2 -2.1
16.1 -7.5
12.1 -4.0
-0.4 0.0
0.4 0.0
0.0 0.0
1
F
0.0 -6.7
0.0 -24.0
0.0 -13.6
00 0.0
0.0 0.0
0.0 4.6
1
E
0.0 -6.2
0.0 -22.0
0.0 -12.5
0:0 0.0
0.0 0.0
0.0 1.9
1
C
0.0 -6.0
0.0 -21.6
0.0 -12.3
0.0 0.0
0.0 0.0
0.0 -0.2
1
8
0.0 -7.0
0.0 -25.1
0.0 -14.3
0.0 0.0
0.0 0.0
0.0 0.1
Frame
Column
F1 PAT_LL-2-
F1 PAT_LL-3- F1 PAT_LL-4-
Ft PAT_LL_5- Fl PAT LL_6-
Line
Line
Horiz Vert
Horiz Vert
Horiz Vert
Horiz Vert
Horiz Vert
1
G
0.0 -0.2
0.0 0.0
0.0 0.0
0.0 1.9
0.0 -0.2
1
A
0.0 0.0
0.0 -0.1
0.0 1.5
0.0 1.8
0.0 -0.2
1
F
0.0 1.9
0.0 -0.2
0.0 0.1
0.0 2.0
0.0 2.2
1
E
0.0 4.5
0.0 1.9
0.0 -0.2
0.0 2.0
0.0 1.9
1
C
0.0 1.9
0.0 4.5
0.0 1.8
0.0 1.9
0.0 1.9
1
B
0.0 -0.2
0.0 1.9
0.0 4.7
0.0 2.2
0.0 2.2
Frame Column ----- Dead -----Collateral- ----- Uve------ Wind_Leftl--Wind_Rightl-
--Wind-Left2-
Line
Una
Horiz Vert
Horiz Vert
Horiz Vert
Horiz Vert
Horiz Vert
Horiz Vert
2*
2*
G
A
0.5 2.9
-0.5 2.0
1.9 7.6
-1.9 5.4
1.5 7.4
-1.5 6.5
-9.3 -28.4
13.2 -24.6
3.6 -19.8
21.7 -14.6
-12.5 -15.3
-2.2 -15.1
2*
D
0.0 8.4
0.0 18.2
0.0 23.6
0.0 -92.9
0.0 -57.8
0.0 -55.1
Frame Column-Wind_Right2---Wind_Longt-
--Wind_Long2--Seismic-Left Seismic
F2PAT_U I -
Line
Una
Horiz Vert
Horiz Vert
Horiz Vert
Horiz Vert
-Right
Horiz Vert
Horiz Vert
2*
G
0.4 -6.7
4.0 -31.0
6.1 -20.3
0.0 0.0
0.0 0.0
2.5 9.4
2*
A
6.4 -5.1
31.9 -23.3
25.2 -14.4
-0.6 0.0
0.6 0.0
-2.5 =1.6
2-
D
0.0 -20.0
0.0 -91.6
0.0 -57.5
0.0 0.0
0.0 0.0
0.0 10.9
Frame Column F2PAT_U 2-
Una
Line
Hartz Vert
2*
G
-1.0 -2.0
2*
A
1.0 8.1
2*
D
0.0 12.7
Frame Column ----- Dead ----- Collateral -
----- Live ------ Wtnd_Leftl-
-Wind_Rightl---Wtnd_Left2-
Line
13
Line
G
Horiz' Vert
Horiz Vert
Horiz Vert
Horiz Vert
Horiz Vert
Horiz Vert
13
A
0.4 2.8
-0.4
0.7 3.6
1.3 7.3
-8.5 -27.7
3.9 -19.5
-11.8 -14.8
13
D
2.0
0.0 8.6
-0.7 3.4
0.0 12.0
-1.3 6.4
0.0 23.8
12.4 -24.5
21.4 -14.5
-2.8 -15.1
0.0 -93.7
0.0 -58.2
0.0 -55.7
Frame Column-Wind_Right2---Wind-Longl-
--Wtnd_Long2--Seismic Left Seismic-Right
-F3CRANEAI-
Line
Una
Horiz Vert
Horiz Vert
Horiz Vert
Horiz Vert
Hartz Vert
Horiz Vert
13
G
0.6 -6.6
4.5 -30.5
6.4 -20.0
0.0 0.0
0.0 0.0
3.2 12.6
13
A
6.2 -5.1
31.3 -23.1
25.0 -14.3
-0.6 0.0
0.6 0.0
-5.1 -1.9
13
D
0.0 -20.2
0.0 -92.3
0.0 -57.9
0.0 0.0
0.0 0.0
0.0 8.4
Frame Column-F3CRANEA2-
F3PAT_H 1-
F3PAT_U 2-
-173CRANE43-
-F3CRANEA4-
Line
Una
Horiz Vert
Horiz Vert
Horiz Vert
Horiz Vert
Horiz Vert
13
G
3.2 11.8
2.4 9.5
-1.1 -2.2
1.5 8.5
1.6 3.7
13
A
-1.3 -1.6
-2.4 -1.5
1.1 7.9
-2.5 -0.6
-0.6 -1.1
13
D
0.0 9.0
0.0 10.7
0.0 13.0
0.0 1.6
0.0 7.1
Frame Column ----- Dead -----Collateral-
----- Live ------ Wind-Leftl-
-Wtnd_Rightl---Wtnd_Left2-
Una
Una
Horiz Vert
Horiz Vert
Horiz Vert
Horiz Vert
Horiz Vert
Horiz Vert
14
G
0.5 3.0
0.8 3.9
1.5 7.8
-9.4 -29.7
3.3 -20.8
-12.4 -15.9
14
A
-0.5 2.2
-0.8 3.4
-1.5 6.8
13.3 -26.0
22.0 -15.6
-2.3 -15.8
14
D
0.0 8.5
0.0 11.5
0.0 22.9
0.0 -90.2
0.0 -55.8
0.0 -53.8
Frame Column-Wind_Right2---Wind-Longl---Wind_Long2--Seismic-Left
Seismic_Right
-F4CRANEA1-
Line
Line
Horiz Vert
Horiz Vert
Horiz Vert
Horiz Vert
Hartz Vert
Horiz Vert
14
G
0.4 -7.0
3.5 -32.6
5.8 -21.4
0.0 0.0
0.0 0.0
3.1 12.4
14
A
6.4 -5.5
32.3 -24.8
25.6 -15.4
-0.6 0.0
0.6 0.0
-5.0 -2.0
14
D
0.0 -19.4
0.0 -88.5
0.0 -55.5
0.0 0.0
0.0 0.0
0.0 8.7
Frame Column-F4CRANEA2-
F4PAT H I-
F4PAT_H 2-
-F4CRANEA3-
-F4CRANEA4-
-F4CRANEA5-
Une
Una
Horiz Vert
Horiz Vert
Horiz Vert
Horiz Vert
Hartz Vert
Horiz Vert
14
G
3.1 11.6
2.3 9.3
-0.7 -1.5
1.5 8.5
1.5 3.5
-0.1 -0.2
14
A
-1.2 -1.7
-2.3 -1.6
0.7 8.4
-2.4 -0.6
-0.5 -1.2
-0.9 1.7
14
D
0.0 9.3
0.0 11.0
0.0 - 11.9
0.0 1.7
0.0 7.3
0.0 11.1
Frame Column-F4CRANEA6-
-F4CRANEA7-
-F4CRANEA8-
Une
Line
Horiz Vert
Horiz Vert
Horiz Vert
14
G
-0.6 -1.2
-0.6 -1.2
-0.2 -0.4
14
A
-0.4 3.8
-0.4 6.5
-0.8 9.9
14
D
0.0 10.0
0.0 7.2
0.0 3.0
Frame
Column ----- Dead -----Collateral-
----- Live ------
Wind_Left1--Wind_Rightl---Vind_Left2-
Une
Line
Horiz Vert
Horiz Vert
Horiz Vert
Horiz Vert
Horiz Vert
Horiz Vert
15*
G
0.4 2.9
0.6 3.6
1.1 7.2
-7.7 -27.5
4.1, -19.5
-11.2 -14.6
15*
A
-0.4 2.1
-0.6 3.3
-1.1 6.5
11.6 -24.7
21.2 -14.6
-3.5 -15.2
15*
D
0.0 8.8
0.0 11.9
0.0 23.8
0.0 -93.7
0.0 -58.2
0.0 -55.7
Frame
Column-Wind_Right2-
--Wtnd_Longl-
--Wind_Long2-
-Seismic-Left
Seismic -Right
-F5CRANEAI-
Line
Line
Horiz Vert
Horiz Vert
Horiz Vert
Horiz Vert
Horiz Vert
- Horiz Vert
15*
G
0.7 -6.5
4.9 -30.4
6.5 -20.0
0.0 0.0
0.0 0.0
4.7 18.9
15*
A
6.1 -5.1
30.9 -23.3
24.8 -14.3
-0.6 0.0
0.6 0.0
-7.5 -2.5
15*
D
0.0 -20.2
0.0 -92.2
0.0 -57.9
0.0 0.0
0.0 0.0
0.0 11.9
Frame
Column-F5CRANEA2-
F5PAT_LL_1-
F5PAT-LL-2-
-F5CRANEA3-
-F5CRANEA4-
-F5CRANEA5-
Une
Una
Horiz Vert
Horiz Vert
Hartz Vert
Horiz Vert
Horiz Vert
Horiz Vert
15*
G
4.7 17.7
2.2 9.6
-1.0 -2.4
1.3 8.5
1.5 3.8
1.8 6.0
15*
A
-1.8 -2.0
-2.2 -1.2
1.0 7.7
-2.3 -0.5
-0.5 -0.9
-0.9 -0.8
15*
D
0.0 12.7
0.0 10.4
0.0 13.4
0.0 1.6
0.0 6.7
0.0 4.3
Frame
Column -----Dead-----Collateral-
--=--Uve-------- Floor ------ Wind _Left1--Wtnd_Rightl-
Line
Line
Horiz Vert
Horiz Vert
Horiz Vert
Horiz Vert
Horiz Vert
Horiz Vert
19
G
0.4 2.9
0.6 3.6
1.1 7.2
0.0 0.0
-7.7 -27.5
4.2 -19.5
19
A
-0.4 2.1
-0.6 3.3
-1.1 6.5
-2.0 -0.2
11.6 -24.7
21.2 -14.6
19
D
0.0 9.7
0.0 11.9
0.0 23.8
2.0 100.1
0.0 -93.7
0.0 -58.2
Frame
Column --Wind-Left2-
-Wind-Right2-
--Wind_Longl- --Wind-Long2-
-Seismic-Left
Seismic
Una
Una
Horiz Vert
Horiz Vert
Hartz Vert
Horiz Vert
Horiz Vert
-Right
Horiz Vert
19
G
-11.2 -14.6
0.7 -6.5
4.9 -30.4
6.5 -20.0
0.0 0.0
0.0 0.0
19
A
-3.5 -15.2
6.1 -5.1
30.9 -23.2
24.8 -14.3
-0.6 0.0
0.6 0.0
19
D
0.0 -55.7
0.0 -20.2
OA . -92.3
0.0 -57.9
0.0 0.0
0.0 0.0
Frame
Column
-F5CRANEAI-
-F5CRANEA2-
F5PAT_LL_1-
FSPAT_LI_2-
-F5CRANEA3-
-F5CRANEA4-
Une
Line
Horiz Vert
Horiz Vert
Horiz Vert
Horiz Vert
Horiz Vert
Horiz Vert
19
G
4.7 18.9
4.7 17.7
2.2 9.6
-1.1 -2.4
1.3 8.5
1.5 3.8
19
A
-7.5 -2.5
-1.8 -2.1
-2.2 -1.2
1.0 7.7
-2.3 -0.5
-0.5 -0.9
19
D
0.0 11.9
0.0 12.7
0.0 10.4
0.0 13.4
0.0 1.6
0.0 6.7
Frame
Column-F5CRANEA5-
Une
Una
Horiz Vert
19
G
1.8 6.0
19
A
-0.9 -0.8
19
D
0.0 4.3
OW1111W
RIGID FRAME: BASIC COLUMN REACTIONS (k )
Frame Column ----- Dead -----Collateral-
----- Live -------- Floor ------ Wind_Leftt--Wind_Rightt-
Line
Line
Horiz
Vert
Horiz
Vert
Horiz Vert
Horiz
Vert
Horiz
Vert
Horiz
Vert
20*
G
0.4
2.9
0.6
3.6
1.1 7.2
0.0
0.0
-7.7
-27.5
4.2
-19.5
20*
A
-0.4
2.1
-0.6
3.3
-1.1 6.5
-2.0
-0.2
11.6
-24.7
21.2
-14.6
20*
D
0.0
9.7
0.0
11.9
0.0 23.8-
2.0
100.1
0.0
,
-93.7
0.o
-58.2
Frame
Column--Wind_Left2--Wind_Right2-
--Wind_Longl-
--Wind_Long2--Seismic-Left
Seismic
Line
Line
Horiz
Vert
Horiz
Vert
Horiz Vert
Horiz
Vert
Horiz
Vert
Horiz
-Right
Vert
20*
G
-11.2
-14.6
0.7
-6.5
4.9 -30.4
6.5
-20.0
0.0
0.0
0.0
0.0
20*
A
-3.5
-15.2
6.1
-5.1
30.9 -23.2
24.8
-14.3
-0.6
0.0
0.6
0.0
20*
D
0.0
-55.7
0.0
-20.2
0.0 -92.3
0.0
-57.9
0.0
0.0
0.0
0.0
Frame Column F7PAT_LL_1-
F7PAT_LL-2-
Una
Una Horiz
Vert
Horiz Vert
20*
G 2.2
9.6
-1.1 -2.4
20•
A -2.2
-1.2
1.0 7.7
20•
D 0.0
10.4
0.0 13.4
Frame Column -----
Dead -----Collateral -
----- Uve--------
Floor ------ Wind_Leftl-
-Wind_Rightl-
Une
23*
Line Horiz
G 0.4
Vert
Horiz Vert
Horiz Vert
Horiz Vert
Horiz Vert
Horiz
Vert
23*
A -0.4
2.9
2.1
0.6 3.6
-0.6 3.3
1.1 7.2
-1.1 6.5 -
0.0 0.0
-2.0 -0.2
-7.7 -27.5
11.6 -24.7
4.2
21.2
-19.5
-14.6
23*
D 0.0
9.7
0.0 11.9
0.0 23.8
2.0 100.1
0.0 -93.7
0.0
-58.2
Frame Column--Wind_Left2-
-Wind_Right2=--Wind_Longl-
--Wind'--Seismic Left
Seismic
Line
Una Horiz
Vert
Horiz Vert
Horiz Vert
Horiz Vert
Horiz Vert
Harz
-Right
Vert
23.5
-11.2
-14.6
0.7 -6.5
4.9 -30.4
6.5 -20.0
0.0 0.0
0.0
0.0
23*
A -3.5
-15.2
6.1 -5.1
30.9 -23.2
24.8 -14.3
-0.6 0.0
0.6
' 0.0
23*
D 0.0
-55.7
0.0 -20.2
0.0 -92.3
0.0 -57.9
0.0 0.0
0.0
0.0
Frame Column-F8CRANEAI-
-F8CRANEA2-
F8PAT_LL_1-
F8PAT_LL-2-
-FBCRANEA3-
-FBCRANEA4-
Line
23*
Una Horiz
Vert
Hartz Vert
Horiz Vert
Horiz Vert
Hartz Vert
Horiz
Vert
23*
G 4.0
A -6.9
17.7
-2.4
4.0 16.6
-1.2 -1.9
2.2 9.6
-2.2 -1.2
-1.1 -2.4
1.0 7.7
2.0 12.5
-3.4 -0.7
1.9
-0.4
4.6
-1.3
23*
D 0.0
13.0
0.0 13.7
0.0 10.4
0.0 13.4
0.0 2.4
0.0
10.9
Frame Column -----Dead-----Collateral-
----- Live ------ Wtnd_Leftl--Wind_Rightl---Wind_Left2-
Une
32
Una Horiz
Vert
Horiz Vert
Horiz Vert
Horiz Vert
Hartz Vert
Horiz
Vert
32
G 0.5
A -0.5
3.4
2.1
0.8 3.7
-0.8 3.3
1.5 7.5
-1.5 6.5
-9.3 -28.5
13.2 -24.8
3.7 -19.8
21.6 -14.6
-12.5
-2.1
-15.5
-15.3
32
D 0.0
8.8
0.0 11.8
0.0 23.5
0.0 -92.6
0.0 -57.9
0.0
-54.8
Frame Column-Vtnd-Right2- --Wind-Longl-
--Wtnd_Long2--Seismic-Left
Seismic
-F9CRNAM_1-
Une
32
Una Horiz
Vert
Horiz Vert
Horiz Vert
Horiz Vert
-Right
Horii Vert
Horiz
Vert
G 0.5
-6.7
4.1 -30.9
6.2 -20.2
0.0 0.0
0.0 0.0
2.9
25.0
32
A 6.3
-5.1
31.8 -23.3
25.1 -14.3
-1.0 0.0
1.0 0.0
-5.5
-0.5
32
D 0.0
-20.0
0.0 -91.7
0.0 -57.7
0.0 0.0
0.0 0.0
=1.1
7.6
Frame Column-F9CRNAM-2-
-F9CRNAM-3-
-F9CRNAM_4--F9CRANEA5-
-F9CRANE1k6-
-F9CRANEA7-
Une
Una Horiz
Vert
Horiz Vert
Hartz Vert
Horiz Vert
Horiz Vert
Horiz
Vert
32
32
G 3.7
A
24.6
0.6 7.6
1.4 7.2
5.3 18.6
5.3 17.4
2.6
12.9
-0.2
-0.1
-2.2 -0.2
3.1 0.3
-8.2 -2.3
-2.5 -1.8
-4.0
-0.7
32
D 0.2
7.6
-2.1 24.7
-0.8 24.6
0.0 12.1
0.0 12.8
0.0
2.0
Frame
Column-F9CRANEAB-
F9PAT_H I-
. F91"AT_1 1 2-
Une
Line Horiz
Vert
Horiz Vert
Hartz Vert
32
G 2.7
5.6
2.9 10.0
-1.4 -2.6
32
A -4.1
-1.6
-2.9 -1.2
1.4 7.7
32
D 0.0
10.1
0.0 9.9
0.0 13.6
Frame Column -----Dead-----Collateral-
----- Live ------ Wind_Leftt- -Wind-Rightl-
--Wind_Left2-
Line
Una Horiz
Vert
Horiz Vert
Horiz Vert
Horiz Vert
Horiz Vert
Horiz
Vert
33*
33*
G 0.6
A -0.6
3.4
2.0
0.9 3.8
-0.9 3.2
1.8 7.6
-1.8 6.4
-10.6 -29.0
14.5 -24.5
3.3 -19.9
22.0 -14.5
-13.6
-1.0
-15.9
-15.1
33*
D 0.0
8.4
0.0 11.8
0.0 23.5
0.0 -92.4
0.0 -57.9
0.0
-54.5
Frame Column-Wind_Right2-
--Wind_Longl-
--Wind_Long2- -Seismic-Left
Seismic
FIDCRNAM_t-
Line
Line Horiz
Vert
Horiz Vert
Hartz Vert
Horiz Vert
-Right
Hartz Vert
Horiz
Vert
33*
G 0.3
-6.7
3.4 -31.1
5.9 -20.3
0.0 0.0
0.0 0.0
2.9
25.1
33*
A 6.5
-5.1
32.5 -23.1
25.4 -14.2
-0.9 0.0
0.9 0.0
-5.5
-0.5
33*
D 0.0
-20.0
0.0 -91.7
0.0 -57.8
0.0 0.0
0.0 0.0
-1.1
7.6
Frame Column F10CRNAM-2-
F1OCRNAM_3-
F1OCRNAM_4-
FIOPATLL_1-
F1OPATLL 2-
Una
Una Horiz
Vert
Horiz . Vert
Horiz Vert
Horiz Vert
Hartz Vert
33*
G 3.8
24.7
0.6 7.6
1.4 7.2
3.2 9.9
-1.4 -2.3
33*
A -0.3
-0.1
-2.1 -0.2
3.0 0.3
-3.2 -1.5
1.4 8.0
33*
D 0.2
7.5
-2.1 24.7
-0.8 24.6
0.0 10.4
0.0 13.1
Frame Column -----Dead-----Collateral-
----- Live ------ Wtnd-Leftl--Wind_Rightl-
--Wtnd_Left2-
Una
Una Horiz
Vert
Horiz Vert
Hartz Vert
Horiz Vert
Hartz Vert
Horiz
-Vert
35
35
G 0.3
A
2.1
0.4 2.0
0.8 3.9
-8.1 -20.8
2.5 -13.5
-9.8
-13.9
35
-0.3
D 0.0
1.6
5.6
-0.4 2.5
-0.8 5.8
-0.5 -27.7
24.1 -18.4
-8.5
-22.8
0.0 6.3
0.0 12.5
0.0 -70.3
0.0 -39.1
0.0
-50.3
Frame Column-Wtnd_Right2-
--Wtnd_Longl---Wind_Long2-
-Seismic-Left
Seismic
FIICRNAM_1-
Line
Una Horiz
Vert
Horiz Vert
Horiz Vert
Horiz Vert
-Right
Horiz Vert
Horiz
Vert
35
G 0.8
-6.6
0.9 -23.0
2.9 -13.5
0.0 0.0
0.0 0.0
2.7
23.6
35
A 16.0
-13.5
21.4 -26.1
15.3 -15.7
-0.8 -0.1
0.8 0.1
-5.3
-0.5
35
D 0.0
-19.1
0.0 -69.8
0.0 -39.5
0.0 0.0
0.0 0.0
-1.0
6.4
Frame Column F1ICRNAM-2-
FIICRNAM_3-
FIICRNAM_4-
FI1PATLL_1-
FIIPATLL-2-
Une
Una Horiz
Vert
Horiz Vert
Hartz Vert
Horiz Vert
Horiz Vert
35
G 3.5
23.2
0.4 6.4
1.2 6.0
1.4 5.0
-0.6 -1.1
35
A -0.1
-0.1
-2.0 -0.2
3.2 0.3
-1.4 -0.9
0.6 4.3
35
D 0.3
6.3
-2.0 23.3
-0.7 23.2
0.0 5.8
0.0 6.7
2*
Frame lines:
2 3
4 5 6 7 8 9 10 11 12
15•
Frame lines:
15 16 17 18
20*
Frame lines:
20 21
22
23•
Frame lines:
23 24 25 26 27 28
29 30 31
33•
Frame lines:
33 34
1,
iiiiii1
4i5�ii�
KEY PLAN
E I FINAL ERECTION
EXI FOR CONSTRUCTION
E I FOR APPROVAL
E I OTHER, EXPLAIN
VULCAN STEEL STRUCTURES, INC
VANESSA L. BANKS P.E.
FLORIDA P.E.# 83970
500 VULCAN PARKWAY
ADEL, GA 31620
SSA C.
46 �
No.88397p
�= STATE 4F
rY
�-'%S/aIVAL*V�U
ORIGINAL SIGNATURE REQUIRED
DAVIS CONSTRUCTIFIN CRRP.
IETAILS &
DRAFT, vlo
FORT PIERCE, FL 34946
/21
ANCHOR BOLTS NOTES
MANUFACTURER RECOMMENDS USE OF STRAIGHT ROD ANCHOR BOLTS
WITH NUT AND WASHER ON BOTH ENDS AS OPPOSED TO J-BOLTS
OR ANCHOR BOLTS WITH HOOKS BECAUSE OF BETTER PERFORMANCE
RESULTS IN CONCRETE FOUNDATIONS. THE TYPE OF BOLT USED FOR
THE PROJECT SHALL BE DETERMINED BY THE FOUNDATION ENGINEER
WITH THE BOLT STRENGTH MEEnNG OR EXCEEDING THAT OF AN
ASTM F1554 GRADE 36 (MIN.) BOLT.
ANCHOR BOLTS
ANCHOR BOLT SUMMARY
H/FLATHEX UT
WAASHER SEE BUILDING PLANS
FOR
Diu
P(in)
PROJECTION
CONCRETE LINE
Qty
Locate (in)
Type
z
048
Jamb 5/8"
F1554
3.00
040
Endwall 3/4"
F1554
3.00
-W' •• TOTAL LENGTH DETERMINED
0 156
Frame 3/4"
'
F1554
3.00
BY FOUNDATION ENGINEER ••
o
X 136
Frame 1
F1554
4.00
W/FLAT WIASHEERR
RECEIVED
ANCHOR BOLTS SHALL BE ASTM
F1554 GRADE 36 MIN. OR GRADE 55
APR 12 2011
850'-O'5TEEL LINE TO STEEL LINE 5 6 Pv4rmitting Department
27134-3 Si. LUd2 cour y
9 0 1 3 4 5 6 7 8 9 0 1 3 4 ( )
25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 20'-0"
STEEL UNE-
�I STEEL LINE
Z � is _12'-0- io io '-0" io is 1 '-0" io is 12'-0" io 23'-8" 1-4
Low •
Low Eave � 2' I "X-Bmcin 2" 2" 2" 2" 2" 2" "X-Bracin 2" 2° 2" 2" 2" 2" 2" 2" 2"
"X-Bracin G
io
E E E E E E E E E E E E E E E F G E2 �+
H o n
H �
-6"
C F
c H of o
o I
H In
68 �+ -6•
c
z � I rl
_ N m4 xIX O
tL4'
v I W
._j 13 - ' C
m
83
I� o 0
I I
� o in o
(27134-2) " cq
!-1
Z
8 cc B3 N 1 •-6" w
H c o
I I o
0
A3 in
04
w
Z
J
_
U
I
(27134-1) 27134-2)
r
N
SEE PLAN
= OUT TO OUT CONCRETE
Lj SEE PLAN
W OUT TO OUT STEEL
W
W
PROJECTION
. . d1 .
=•I
e
CONCRETE EDGE AND ANCHOR BOLT PRO ECRETE EDGE AND ANCHOR BOLT TInNN
WALL PANEL
112 x 1 1/4' SDS INSIDE CLOSURE
V/VASHER
(6' aC)
BASE ANGLE
2'x4'x16GA.
4' x
STD. BASE TRIM • • 1/4' x A
()TR) 036'NAIL-IN ANCHOR
2 36' O.C. O)Y OTHERS)
BASE ANGLE VITH BASE TROT
AND BASE CLOSURES VIMTUT SHEETING NOTCH
SLAB BEYON
FINISHED FLOOR
JAMB ➢EPTH
SECTION 'A -A'
1-3/4' F.O,WIDTH 1-3/4'
7-'A-A' W
ANCHOR BOLT PLAN
NOTE: All Base Plates 0 100'-0" (U.N.)
VISI❑NS
�k = 1-3/4"
KEY PLAN
VULCAN STEEL STRUCTURES, INC
VANESSA L. BANKS P.E.
FLORIDA P.E.# 83970
500 VULCAN PARKWAY
ADEL, GA 31620
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No.83970
.A• STATE OF =Q;
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ORIGINAL SIGNATURE R
E I FINAL ERECTION PROJECT MAVERICK BOATS ANCHOR BOLT PLAN
EX] FOR CONSTRUCTI❑N ID 27134-3 DESIGN�VLB DRAFTi vb
E I FOR APPROVAL PROJECT FORT PIERCE, FL 34946 DATE,3/25/21 SHEET
1 1 NOT CONSTRUCTION ADDRESS
Lcn0 1'-0 1 2"
N
m d* .4-
DETAIL B
Dia= 3/4"
a
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251
DETAIL C
Dia= 3/4"
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2 2"
SW
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Diu= 3/4"
8.
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—I— 4-
2- U2„ 8"
See Plan
DETAIL E
Dia= 3/4"
N 1
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4"
—�— 4-
2" 2- 8"
See Plan
DETAIL F
Dia= 3/4"
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4"
2" 2" 8"
DETAIL G
Dia= 5/8"
0
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c
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M I O O I M
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DETAIL H
Diu= 1
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iq 4 1 /4" rn
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SW 1 3/4„ 2^ 2"
See Plan See Plan See Plan
DETAIL N DETAIL M
Dia= 1"
o
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XIXch
3„
o
I
4"
X X
d
SW
2„
2„
See Plan
See Plan
DETAIL J
Dia= 1"
I
o
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5 1 /8"
XX
cn
N
4"
XIX
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d
cn
See Plan
See Plan
DETAIL K
Dia= 1"
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d
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as
2^
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rn
See Plan
See Plan
_ L
Dia= 3/4"
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W
3„
2„ 2" 8„
DETAIL A3
Dia= 3/4" $„
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DETAIL B3
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C I FINAL ERECTION
CXI FOR C❑NSTRUCTION
C I FOR APPROVAL
C I NOT C❑NSTRUCTION
VANESSA L. BANKS P.E.
FLORIDA P.E.# 83970
500 VULCAN PARKWAY
ADEL, GA 31620
•••••q�upnt'ppep���
SSA L.. ggti,,,
EAjs
No. 83970
.o STATE OF
ORIGINAL SIGNATURE REQUIRED
VULCAN STEEL STRUCTURES, INC RK DAVIS CONSTRUCTION CORP.
PROJECT MAVERICK BOATS ANCHOR BOLT DETAILS
ID 27134-3 DESIGN, VLB DRAFTi vlo I CHECKi JDR
PROJECT FORT PIERCE, FL 34946 DATE,3/17/21 SHEET 2 OF 13
ADDRESS
r • �- T COLUMN LINE
H
fv
RIGID FRAME: ANCHOR BOLTS & BASE PLATES
Frm Col Anc._Bolt Base -Plate (in) Elev.
Line Line City Diu Width Length Thick (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 Dia 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-
----- Live ------ Wind-Leftl- -Wind-Rightt-
--Wind-Left2-
Line Line Horiz
Vert Horiz Vert.
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 0.3 -8.1
1.4 -6.9
Cs 36 -0.1
1.1 0.0 1.6
-0.7
6.2 2.1 -23.9 0.4 -13.8
2.4 -10.0
Frame Column -Wind-Right2---Wind-
--Wind-Long2-
Line 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
CO Frame lines:
C B
BUILDING BRACING REACTIONS
f Reactions(k ) Panel Shear
-Wall - Col -Wind - -Seismic- (lb%ft)
Lac Line Line Harz Vert Harz Vert Wind Seis Note
L-EW E (h�
F_SW 35 f
R-EW A h
B_SW 36 Torsional Bracing � Used
f Bracing loads are applied to adjacent building
h Rigid frame at endwall
Wlnd_LI/Wind-Rl = Lateral wind load from the left/right with a negative Internal pressure coefficient.
Wlnd_L2/Wlnd_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.
Wlnd_Ln2 = Longitudinal wind load with a positive Internal pressure coefficient.
Selsmic_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 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 Definitlons
Rafter Wind 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.
Wind_P/Wind_S = Wind Pressure/Suction due to longitudinal wind.
Wlnd_Ln# = Longitudinal wind load on the roof.
Selsmlc_L/Selsmic_R = Lateral Seismic load from left/right.
E#UNB_SL_L/ E#UNB-SLR = Unbalanced roof snow load with wind from the left/right.
E#PAT_LL # = Pattern live load for continuous beam systems.
LWIND#_L/LWIND#_R = Longitudinal wind loads for edge zones.
REVISI❑NS
GENERAL NOTES
(1.) APPLICATION OF ENGINEERS SEAL IS FOR METAL BUILDING ONLY AND DOES NOT
REPRESENT THE PROFESSIONAL OF RECORD.
(2.1 FOUNDATION DESIGN AND CONSTRUCTION ARE NOT THE RESPONSIBILITY OF THE
METAL BUILDING MANUFACTURER.
(3.) ANCHOR BOLTS SHALL BE ACCURATELY SET TO A TOLERANCE OF +/- 1/8' IN BOTH
ELEVATION AND LOCATION.
4.) THE BUILDING REACTION DATA REPORTS THE LOADS WHICH THIS BUILDING PLACES
N THE FOUNDATION. THE FOUNDATION IS TO BE DESIGNED BY A QUALIFIED ENGINEER
TO 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.
(7.) WIND REACTIONS ARE BASED ON Vult.
I I FINAL ERECTI❑N
EX] FOR C❑NSTRUCTI❑N
I I FOR APPROVAL
I I OTHER, EXPLAIN
VULCAN STEEL STRUCTURES, INC
FORT PIERCE, FL 34946
VANESSA L. BANKS P.E.
FLORIDA P.E.# 83970
500 VULCAN PARKWAY
ADEL, GA 31620
`,•,.••`•SSA L. Qq''�•.,,.
JP = ENS•
o. 83
• STATE OF
IDVk
'o,-,10NAL�ENto%
Nzlla1
ORIGINAL SIGNATURE R1D
RK DAVIS C❑NSTRUCTI❑N CORP.
B I DRAFTi vb I CHECK.
/21 SHEET 3