HomeMy WebLinkAboutEngineering; Anchor BoltsRKORDER�;NO'
,, PURCHASER: RZFF" CONCRETE, CON&TT'l`,INC,
L BRYAN HACHT
'—
10B-19770'-1
F.
SHIP ANCHOR Rr CONCRETE CONST INC
BOLTS TO: 664 OLD DIXIE HIGHWAY
ANCHOR BOLTS
BY CECO
VERO BEACH, FL 32962
CONTACT: CHUCK VALLIE PHONE NUMBER: 561-567-3356
DIAXO) 1/2' THRD..
1 1/2' NUT
_j j DIA.(0)
<
C3 a�F_ F_
Ld a: L3
U _j ROD LENGTH
Zo fm
DIM.'X z w 12 112'
_j [7] _j
cu
LE
_jo_j 1/4 '
cn L3 m
R z
< w
_j
12
12
15/16'
(MIN.)
A307 MACHINE BOLT A307 MACHINE BOLT
DETAIL —A DETAIL—B DETAIL—C
NOTES:
Xx MINIMUM THREAD LENGTH. 1. DO NOT PAINT OR GREASE ANCHOR BOLTS
(LONGER THREAD LENGTH PER 2. ONE NUT PER BOLT (INCLUDED IN WEIGHT)
VENDOR'S STANDARD IS ACCEPTABLE)
QTY.
MARK
BOLT
BOLT
XXTHRD.
DIM.
REMARKS
WGT.
TOTAL
DIA.(0)
LGTH.
LGTH.
1XI
WGT.
24
ABI
1/2'
6 1/2'
1 1/2'
—
SEE DETAIL —A (NO BEND)
.41
9."84
56
-A B3
3/4'
14'
2s
1/2'
SEE DETAIL —A
1.98
110.88
AB5
is
16'
3
5/8'
SEE DETAIL —A
3.94
AB6
1-1/4'
22'
3&
3/4'
SEE DETAIL —A
8.40
AB7
1/2'
6 112'
1 1/2'
—
SEE DETAIL—B
.41
AB8-1
—
SEE DETAIL—C
.77
NOTE- TOTAL WGT. 120.72
THE ABILITY OF - THE CONCRETE TO DEVELOP THE CAPACITY OF THE BOLTS
DEPENDS ON THE SIZE AND SHAPE OF-- THE FOUNDATION, THE STRENGTH OF
THE 'CONCRETE,''.THE LOCATION OF. THE BOLTS, AND THE LENGTH OF THE 'BOLTS.
IT:.._IS - THE RESPONSIBILITY OF THE "FOUNDATION ENGINEER TO DETERMINE, THE
-.ADEQUACY OR.,i'THE .-.--CONC -.WITH REINFORCEMENT THE.' BOLTS.-
'Su LIED.'
HEET 08/30/01i
LIST BY
-JOB NO.
d` S, o.:%I-
A N
RTLI
10—B—
'1977b-�-l":
-SHT.; NEL
7
D Robertson 95�
V, P.
B2'lOF. 2
Y.,
r it � �' •.
R-Frame Design Program
FRAME REACTIONS REPORT
1. Vertical column reactions are positive in the upward direction.
2. Transverse horizontal column reactions are positive to the right on all columns.
3. Longitudinal horizontal reactions are perpendicular to the transverse horizontal reactions, and the
positive direction is inward to the page.
4. Fixed base moments are positive in the counter -clockwise direction on all columns.
5. Reactions for a particular load combination may be obtained by summing-up individual load
reactions that have been multiplied by their load factors.
6. Forces on the foundations will act in the opposite direction to the -direction of the column reactions.
47• � •I •-.
• i ... .�i. r• .T
A i D j =-Crane i Dead Loading j
A f D j L= Crane i Dead Loading j Max. at Left
A l Di R= Crane i Dead Loading j Max, at Right
A f H j L= Crane i Horizontal Loading j Max, at Left .
A t H j R= Crane t Horizontal Loading j Max, at Right
A i V j L= Crane i Vertical Loading j Max, at Left
A i V j R= Crane i Vertical Loading f Max. at Right
A i V j = Crane,t Vertical Loading j _.
AD = Crane Dead Load
ADW = Crane Dead Weight
AL = Crane Live Load
COLL = Roof Collateral Load
DI n = Distributed Load (Pattem, Partial Roof or Non -Counteracting Roof Loads)
DL " = Roof Dead Load
EQ = Lateral Seismic Load
EQDW = Seismic Mass
LEQ = Longitudinal Seismic Load
LL = Roof Live .Load
LS = Unbalanced Left Roof Snow Load
LWB n = Longitudinal PdLrary Wind Load (Base Plate, Anchor Bolts and Foundation)
LWL n = Longitudinal Primary Wnd Load
MD = Mezzanine Dead Load
ML = Mezzanine Live Load
MW = Mezzanine -Dead Weight
RS = Unbalanced Right Roof Snow Loa_ d
SNOW = Roof Snow Load
WL n . = Lateral Primary vvuid Load
=Crane Number1
' I
Crane Loading
Number
n
= Loadi 119 Number
CeCO ,Bnllding•.SyStems FRAME DESCRIPTION: i:fUSER NAME:royl'
.24•(Highway,,45.N.-i,Columbus,`.MS 39703- . rf_'e,;60:/20 %25"�'! -,12:/l10:/OC= JOB'+y:NAME:19770A'
ap; i'•
SUPP,ORT.•REACTIONS FOR -'EACH LOAD GROUP FRAME•'ID #01'1i'.LOCATION:frame lines 2-4
NOTE: All.reactions are in kips and kip-ft.
7 ,]REACTION NOTATIONS
HL
1 VL
LOAD GROUP REACTION TABLE
VR nn
COLUMN
LEFT COLUMN
RIGHT COLUMN
BASE PLATE
8.OX9.OXO.5
8.OX9.OXO.5
ANC. BOLTS
(4)-3/4
(4)-3/4
LOAD GROUP
HL
VL
LL
HR
I VR
LR
DL
0.8
2.3
0.0
-0.8
2.3
0.0
LL
3.8
9.0
0.0
-3.8
9.0
0.0
COLL
0.3
0.8
0.0
-0.3
0.7
0.0
EQ
-0.1
-0.1
0.0
-0.1
0.1
0.0
WL1
-11.1
-20.1
0.0
0.9
-13.1
0.0
WL2
-10.2.
-12.0
0.0
0.1
-5.1
0.0
LWB1
-8.5
-22.6
0.01
8.7
-20.4
0.0
LOAD GROUP DESCRIPTION
DL Roof Dead Load
LL Roof Live Load
COLL Roof Collateral Load
EQ Lateral Seismic Load [parallel to plane of frame]
WL1 Lateral Primary Wind Load
WL2 Lateral Primary Wind Load
LWB1 Longitudinal Primary Wind Load [base only]
TIME:13.11,54:41,1
Cecof,Building Systems m� FRAME DESCRIPTION USER.NAME:royl - DATEcll/ 5/01 PAGE: 1-3
240-.;Highway,'45+N:k;?{Columbus; rMS ;39703,x } +?rwrfs w6Q 12,./11OV/0, •'JOB�,,'NAME:19770A`,
MAX::';SUPPORT REACTIONS >FOR''ZOAD COMBINATIONS ,:++ "FRAMEyID� #Ol ' " LOCATION: frame''lines Z 41
^ -NOTES: (1)' All reactionsare. in.'kips,•,and.kip ft.` r; rt,. TIME:13:54:41
(2) These reactions are from loads determined,Erom the applicable code for ASD design. Seismic loads are limit
state and include magnification factors wheii,so.;required by the seismic provisions of the applicable code
for ASD design. It is the responsibility of'the foundation designer to apply the load factors and load
combinations appropriate for the concrete foundation design.
' RA.ACWPTAN NATATTANS
HL
I VL
LOAD COMBINATION MAXM M REACTION TABLE
I VR
COLUMN
LEFT COLUMN
RIGHT COLUMN
BASE PLATE
8.OX9.OXO.5
8.OX9.OXO.5
ANC. BOLTS
(4)-3/4
(4)-3/4
LOAD COMB
HL
I VL
I LL
HR
I VR
I LR
GRAVITY LOAD COMB134ATION
1 14.9' 12.11 0.0 -4.9 12.1 0.0
WIND LOAD COMBINATION
18
-10.2 -17.8
0.0
0.1 -10.8
0.0
20
-7.6 -20.3
1
0.0
7.9 -18.1
0.0
22
-9.0 1-9.0
0.0
-1.1 -2.0
0.0
TRANSVERSE EARTHQUMM LOAD COMBINATION
16 1 1.4 3.5 0.0 -1.21 3.4 0.0
15 1 1.21 3.41 0.0 -1.41 3.51 0.0
LOAD COMBMTION
1
DESCRIPTION
DL +LL +COLL
15
1.125DL +1.125COLL +EQ
16
1.125DL +1.125COLL -EQ
18
DL +WL1
20
DL +LWB1
22
DL +COLL +WL2
Al
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i Y
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! X � � IC �. � * * i� R .1 � � •1C 1� � � lC 7C � �C � i� l� !{: ]i �C � �f i� � ii i� 1C'iC i� It l� �f i{ � i� !f !i /i �� iC � iC � 1C'1C � 1C �C � iCll� � 1C 1{ 7i li !f{1f 1C �C�1C � 1C 1{ �i tl� � �t iC 1C i� .0 J1V
. * EDS :VERSION' 1 3 ON 11/:OS%O1�Y'AT 13:54s4'6 ''`v,;F9ti' 4'�.
EPAGE'..
"* JOB: 19770A RUN01 " BY:-'ROYL FOR:SOUTHERN` RE'G,ION
•J:%ACTIVE%ENG%10-B-19770%VER61'ROYL.\BLDG-A%RUN011
**** MAIN BUILDING PLANE EW3 ENDWALL COLUMN DESIGN ****
(ENDWALL COLUMN REACTIONS)
COL COLUMN BASE REACTIONS BY LOAD GROUP
NUM
---
D
------
C
------
L
------
W+
------
W-
------
1
0.464
0.102
1.643
-4.046
-4.046
V
0.005
0.002
0.028
-0.069
-0.069
HX
0.000
0.000
0.000
0.000
0.000
HY
2
.1.056
0.239
4.636
-9.879
-9.879
V
--0.001
-0.001.
-0.008
-5.204
5.735
HX
0.000
0.000
0.000
0.000
•0.000
HY
3
1.056
00-289
4.636
-9.879
-9.879
V
--0.001
--0.001
-0.008
-5.204
5.735
HX
0..000
0.000
0.000
0.000
0.000
HY
4
0.464
0:102
1.643
-4.046 :-4.046
V
0.005
0.002
0.028
'-0.069
-0.069
HX
0.000
.0.000
0.000
0.000
0.000
HY
V=VERTICAL
HX=HORIZONTAL..MAJOR
AXIS
HY=HORIZONTAL-.MINOR AXIS IN KIPS
-
v
y
fl.S SR}r
f
Y ti
S.
i tag
f
*�k*atick*#*sk#****ik**'It,*******.*********.*****1k****tk***7k**7k****1k*#*************k.***�k* •. ;.�5�
*; "ED`.�YERSION?1;37�",'{tyON 11/051;01 AT'`13:54:48� PAGE 37
JOB: 1477.OA ="' ' . -''``-'RUN01 "'` 'BY: 'ROYL FOR: SOUTHERN REGION
J,:-\ACTIVE\ENG\1.0-B-1'9770\VER01-ROYL\BL.•DG-A\RUN01 \
**** MAIN BUILDING PLANE EW4 ENDWALL COLUMN DESIGN ****
(ENDWALL COLUMN REACTIONS)
COL COLUMN BASE REACTIONS BY LOAD GROUP
NUM
---
D
------
C
------
L
------
Wf
------
W-
------
1
0.464
0.102
- 1.643
-4.046
-4.046
V
0.005-
0.002
0.028
-0.069
-0.069
HX
0.000
0.000
0.000
: 0.000
O.000
HY
2
1.056
0.289
4.636
-9.879
-9.879
V
-0.001
-0.001
-0.008
-5.204
5.735
HX
0.000
0.000
0.000
0.000
0.•000
HY
3
1.056
0.289
4.636
-9.879
-9.879
V
-0.001
-0.001
-0.008
-5.204
5.735
HX
0.000
0.000
0.000
0.000
0.000
HY
4
0.464
0.102
1.643
-4.046
-4.046
V
0.005
0.002
0.028
-0.069
'-0.069
HX
0.000
0.-000
0.000
0.000
0.000
HY
V=VERTICAL
HX=HORIZONTAL
MAJOR AXIS
HY=HORIZONTAL MINOR AXIS
IN KIPS
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