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MC BASE PLATE AND ANCHOR BOLT DESIGN
Result Summary
Base Plate Design
ratio
=
0.90
OK
Anchor Bolt Design
Anchor Rod Embedment, Spacing and Edge Distance
OK
Min Rquired Anchor Reinft. Development Length
ratio
=
0.61
OK
Overall
ratio
=
0.88
OK
Seismic Design
Tension
=
OK
Shear
=
OK
Design Code Reference
Anchor bolt and base plate design based on
Code Abbreviation
ACI 318-11 Building Code Requirements for Structural Concrete and Commentary Appendix D
ACI 318-11
PIP STE05121 Anchor Bolt Design Guide-2006
PIP STE05121
AISC Design Guide 1: Base Plate and Anchor Rod Design 2nd Edition
AISC Design Guide 1
Column Load Data
Load Cases
P
u
or T
u
[kips]
V
u
[kips]
M
u
[kip-ft]
LC1
Factored
Axial Compression
P
u
=
V
u
=
LC2
Factored
Axial Compression +
Moment
P
u
=
V
u
=
M
u
=
LC3
Factored
Axial Compression +
Moment
P
u
=
V
u
=
M
u
=
LC4
Factored
Axial Tensile
T
u
=
V
u
=
Base Plate & Anchor Bolt Data
Column section type
=
***** W Shape *****
W4 =< W <= W12
W14 =< W <= W24
W27 =< W <= W33
W36 =< W <= W44
**** HSS Shape *****
HSS Square
HSS Rectangle
HSS Circular
Pipe
******************
HP Shape
Column section size
=
W4X13
W5X16
W5X19
W6X8.5
W6X9
W6X12
W6X15
W6X16
W6X20
W6X25
W8X10
W8X13
W8X15
W8X18
W8X21
W8X24
W8X28
W8X31
W8X35
W8X40
W8X48
W8X58
W8X67
W10X12
W10X15
W10X17
W10X19
W10X22
W10X26
W10X30
W10X33
W10X39
W10X45
W10X49
W10X54
W10X60
W10X68
W10X77
W10X88
W10X100
W10X112
W12X14
W12X16
W12X19
W12X22
W12X26
W12X30
W12X35
W12X40
W12X45
W12X50
W12X53
W12X58
W12X65
W12X72
W12X79
W12X87
W12X96
W12X106
W12X120
W12X136
W12X152
W12X170
W12X190
W12X210
W12X230
W12X252
W12X279
W12X305
W12X336
Column section properties
d
=
12.100
[in]
t
f
=
0.605
[in]
b
f
=
12.000
[in]
t
w
=
0.390
[in]
Base plate width
B
=
[in]
20.00 in
Base plate depth
N
=
[in]
20.00 in
Base plate thickness
t
p
=
[in]
1.75 in
Suggested plate thickness for rigidity:
t
p
= max. of m/4 and n/4
=
Yes
No
No of bolt line for resisting moment
=
2 Bolt Line
3 Bolt Line
4 Bolt Line
No of bolt along outermost bolt line
=
PIP STE05121
Outermost bolt line spacing s
1
s
1
=
[in]
16.00 in
Page A -1 Table 1
Outermost bolt line spacing s
2
s
2
=
[in]
16.00 in
PIP STE05121
Anchor bolt edge distance c
1
c
1
=
[in]
6.00
OK
Page A -1 Table 1
Anchor bolt edge distance c
2
c
2
=
[in]
6.00
OK
Anchor bolt edge distance c
3
c
3
=
[in]
6.00
OK
Anchor bolt edge distance c
4
c
4
=
[in]
6.00
OK
Anchor bolt material
=
F1554 Grade 36
F1554 Grade 55
F1554 Grade 105
A307 Grade A
A307 Grade C
A36
A193 Grade B7 dia <=2.5
A193 Grade B7 dia >2.5
A320 Grade L7 dia <=2.5
A320 Grade L43 dia >2.5
A354 Grade BC
A354 Grade BD dia <=2.5
A354 Grade BD dia >2.5
A449 1/4< dia <=1
A449 1< dia <=1.5
A449 1.5< dia <=3
Stainless Steel 304 or 316
Stainless Steel 304L or 316L
Hastelloy C-276
Anchor tensile strength
f
uta
=
58.0
[ksi]
Anchor bolt diameter
d
a
=
1/4
3/8
1/2
5/8
3/4
7/8
1
1 1/8
1 1/4
1 3/8
1 1/2
1 3/4
2
2 1/4
2 1/2
2 3/4
3
4
[in]
max dia=1.50 in
Anchor bolt has sleeve
=
Yes
No
Anchor bolt head type
Square
Heavy Square
Hex
Heavy Hex
Hardened Washer SAE
Hardened Washer USS
Custom Head
Anchor effective cross section area
A
se
=
1.410
[in
2
]
Anchor bolt head bearing area
A
brg
=
[in
2
]
Anchor bolt embedment depth
h
ef
=
[in]
18.00
OK
Page A -1 Table 1
Pedestal height
h
a
=
[in]
21.00
OK
ACI 318-11
To be considered effective for resisting anchor tension, vertical reinforcing bars shall be located
RD.5.2.9
within 0.5h
ef
from the outmost anchor's centerline
Avg ver. bar center to anchor rod center distance
d
ar
=
[in]
No of ver. rebar effective to resist tensile anchors - LC2 & 3
n
v-M
=
No of ver. rebar effective to resist tensile anchors - LC4
n
v-T
=
Ver. rebar size No.
2
3
4
5
6
7
8
9
10
11
14
18
=
1.000
[in] dia
single rebar area A
s
=
0.790
[in
2
]
Ver. rebar top anchorage option
180 Degree Hook or Hairpin
Straight Bar
ACI 318-11
To be considered effective for resisting anchor shear, hor. reinft shall be located
RD.6.2.9
within min( 0.5c
1
, 0.3c
2
) from the outmost anchor's centerline
min (0.5c
1,
0.3c
2
)
=
2.40
[in]
No of tie leg that are effective to resist anchor shear
n
leg
=
No of tie layer that are effective to resist anchor shear
n
lay
=
1
2
3
Hor. tie rebar size No.
2
3
4
5
6
7
8
9
10
11
14
18
=
0.500
[in] dia
single rebar area A
s
=
0.200
[in
2
]
For anchor reinft shear breakout strength calc
100% hor. tie bars develop full yield strength
50% hor. tie bars develop full yield strength
Rebar yield strength - ver. rebar
f
y-v
=
[ksi]
Rebar yield strength - hor. rebar
f
y-h
=
[ksi]
Concrete strength
f'
c
=
[ksi]
Error: the conc strength shall be 2~10 ksi
Base plate yield strength
F
y
=
[ksi]
Total no of anchor bolt
n
=
No of anchor bolt carrying shear
n
s
=
No of anchor bolt along width edge
n
bw
=
No of anchor bolt along depth edge
n
bd
=
Anchor bolt 1/8" (3mm) corrosion allowance
=
Yes
No
ACI 318-11
Provide built-up grout pad ?
=
Yes
No
D.6.1.3
ACI 318-11
Seismic design category SDC >= C
=
Yes
No
D.3.3.1
Anchor bolt load E <= 0.2U
Tensile
=
Yes
No
Shear
=
Yes
No
D.3.3.4.1 & D.3.3.5.1
Anchor bolt satisfies opion
Tensile
=
Option A
Option B
Option C
Option D
Shear
=
Option A
Option B
Option C
D.3.3.4.3 & D.3.3.5.3
CONCLUSION
LC 1
Base Plate Design
Anchor Bolt Design
Anchor bolt spacing and edge distance
OK
Require h
ef
>= 12d
a
to waive conc. pryout check
OK
ratio=
0.74
OK
Anchor reinft development length
ratio=
0.61
OK
Overall
ratio=
0.35
OK
Seismic design
Tension=
OK
Shear=
OK
View Detail Calc
View Detail Calc
LC 2
Base Plate Design
Anchor Bolt Design
Anchor bolt spacing and edge distance
OK
Require h
ef
>= 12d
a
to waive conc. pryout check
OK
ratio=
0.90
OK
Anchor reinft development length
ratio=
0.61
OK
Overall
ratio=
0.88
OK
Seismic design
Tension=
OK
Shear=
OK
View Detail Calc
View Detail Calc
LC 3
Base Plate Design
Anchor Bolt Design
Anchor bolt spacing and edge distance
OK
Require h
ef
>= 12d
a
to waive conc. pryout check
OK
ratio=
0.43
OK
Anchor reinft development length
ratio=
0.61
OK
Overall
ratio=
0.69
OK
Seismic design
Tension=
OK
Shear=
OK
View Detail Calc
View Detail Calc
LC 4
Base Plate Design
Anchor Bolt Design
Anchor bolt spacing and edge distance
OK
Require h
ef
>= 12d
a
to waive conc. pryout check
OK
ratio=
0.35
OK
Anchor reinft development length
ratio=
0.61
OK
Overall
ratio=
0.63
OK
Seismic design
Tension=
OK
Shear=
OK
View Detail Calc
View Detail Calc
Suggest Values for User Input
Suggest values for user's input in
magenta
color.
These suggest values are extracted from many projects' steel base plate standard drawings as such they are highly recommended by the author.
User can turn the diaplay of these suggest values on/off using the menu above or mouse right click pop up menu.
Base Plate Width B
Base plate width B
Base Plate Depth N
Base plate depth N
No of Bolt Line for Resisting Moment
Select No of bolt line for resisting moment as shown below.
No of Bolt Along Outermost Bolt Line
No of bolt along the outermost bolt line, perpendicular to the moment resisting direction as shown below.
The program needs this number to check single anchor bolt's tensile resistance for the mobilized anchor bolt tensile force caused by moment.
Anchor Rod Corrosion Allowance
Anchor rod may have corrosion issue if it is exposed to exterior or extreme environmental conditions.
If Yes is selected, anchor rod effective area A
se
will be reduced by taking 1/8" (3mm) off from anchor rod diameter
Min Plate Thickness for Rigidity
This input is used to ensure min. plate thickness for rigidity as the concrete bearing pressure is assumed to be linear in the design.
If
Yes
is selected, the min. plate thickness will be the max. of m/4 and n/4 ( m and n are plate overhangs in two directions )
Factored Column Compression Force
Input the
factored
column
compression
force here.
The compression force shall be input as
positive
number.
Input 0 if there is no compression force.
Factored Column Tensile Force
Input the
factored
column
tensile
force here.
The tensile force shall be input as
positive
number.
Input 0 if there is no tensile force.
Factored Column Moment
Input the
factored
column moment here.
The moment shall be input as
positive
number.
Input 0 if there is no moment force.
Factored Column Shear Force
Input the
factored
column shear force here.
The shear force shall be input as
positive
number.
Input 0 if there is no shear force.
No of Hor Tie Leg n
leg
n
leg
= number of leg of hor. rebar,
at one single layer
, contributing to shear breakout resistance calculation.
n
leg
x n
lay
would be the total number of hor. rebar used in shear breakout resistance calculation.
No of Hor Tie Layer n
lay
n
lay
= 1 ~ 3, user has the option of considering 1 ~ 3 layers of hor. rebar contributing to shear breakout resistance calculation.
n
leg
x n
lay
would be the total number of hor. rebar used in shear breakout resistance calculation.
Ver. Rebar Yield Strength
Rebar yield strength used in
vertical
anchor reinforcement calculation to resist concrete tensile breakout.
Hor. Rebar Yield Strength
Rebar yield strength used in
horizontal
anchor reinforcement calculation to resist concrete shear breakout.
Anchor Bolt Embedment Depth
h
ef
- anchor bolt embedment depth
Pedestal Height
h or h
a
- pedestal height or concrete thickness
Total no of Anchor Bolt in Base Plate
n
= total no of anchor bolt in base plate.
The program uses
n
to calculate the anchor rod tensile resistance as T
r
=
f
t,s
n
A
se
f
uta
in LC4 pure axial tensile case.
The anchor rod tensile resistance T
r
shall be larger than the factored tensile load T
u
in LC4.
Outermost Bolt Line Spacing s
1
s
1
is the distance between two
outermost
columns of anchor bolt line , along shear force acting direction
Outermost Bolt Line Spacing s
2
s
2
is the distance between two
outermost
rows of anchor bolt line , perpendicular to shear force acting direction.
Internal Bolt Line Spacing s
b2
s
b2
is the internal bolt line spacing.
This input will be calculated by program from s
b2
= s
1
- 2 x s
b1
Internal Bolt Line Spacing s
b1
s
b1
is the internal bolt line spacing.
Ignore this input if it is
2 Bolt Line
case.
Anchor Bolt Edge Distance C
1
c
1
is the bolt group’s edge distance, in the
same
direction of shear force acting direction
Anchor Bolt Edge Distance C
2
c
2
is the bolt group’s edge distance, perpendicular to the shear force acting direction, set c
2
=
min
(c
2
, c
4
)
Anchor Bolt Edge Distance C
3
c
3
is the bolt group’s edge distance, in the
opposite
direction of shear force acting direction
Anchor Bolt Edge Distance C
4
c
4
is the bolt group’s edge distance, perpendicular to the shear force acting direction, set c
4
=
max
(c
2
, c
4
)
Save My Inputs
Please key in your file name below.
File Name:
.txt
Load My Inputs
About This Spreadsheet
This spreadsheet is to
MC base plate and anchor bolt
at the same time using one single input.
The anchor bolt is designed based on ACI 318-11 code using anchor reinforcement.
User can check the following 4 load cases of column load at one time
LC1 axial compression and shear
LC2 axial compression, shear and moment
LC3 axial compression, shear and moment
LC4 axial tensile and shear
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