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BASE PLATE DESIGN
Result Summary
Overall
ratio
=
0.75
OK
Design Code Reference
Base plate design based on
Code Abbreviation
AISC Design Guide 1: Base Plate and Anchor Rod Design 2nd Edition
AISC Design Guide 1
CSA A23.3-14 Design of Concrete Structures
CSA A23.3-14
Code Reference
Base Plate Data
Column section type
=
***** W Shape *****
W100 =< W <= W310
W360 =< W <= W610
W690 =< W <= W840
W920 =< W <= W1100
**** HSS CSA G40.20 *****
HSS Square
HSS Rectangle
HSS Circular
**** HSS ASTM A500 *****
HSS Square
HSS Rectangle
HSS Circular
Column section size
=
W100x19
W130x24
W130x28
W150x13
W150x14
W150x18
W150x22
W150x24
W150x30
W150x37
W200x15
W200x19
W200x21
W200x22
W200x27
W200x31
W200x36
W200x42
W200x46
W200x52
W200x59
W200x71
W200x86
W200x100
W250x18
W250x22
W250x24
W250x25
W250x28
W250x33
W250x39
W250x45
W250x49
W250x58
W250x67
W250x73
W250x80
W250x89
W250x101
W250x115
W250x131
W250x149
W250x167
W310x21
W310x24
W310x28
W310x31
W310x33
W310x39
W310x45
W310x52
W310x60
W310x67
W310x74
W310x79
W310x86
W310x97
W310x107
W310x118
W310x129
W310x143
W310x158
W310x179
W310x202
W310x226
W310x253
W310x283
W310x313
W310x342
W310x375
W310x415
W310x454
W310x500
Column section properties
d
=
308.0
[mm]
t
f
=
15.4
[mm]
b
f
=
305.0
[mm]
t
w
=
9.9
[mm]
Base plate anchor bolt pattern
=
2-Bolt Pin
4-Bolt Pin
4 or 6-Bolt MC W Shape
4 or 6-Bolt MC HSS
Base plate anchor bolt pattern
=
Bolt Outside Flange Only
Bolt Inside Flange Only
Bolt Both Outside and Inside Flange
Base plate width
B
=
[mm]
510 mm
Base plate depth
N
=
[mm]
510 mm
Base plate thickness
t
p
=
[mm]
45 mm
Anchor bolt spacing C
C
=
[mm]
410 mm
Anchor bolt spacing D
D
=
[mm]
410 mm
Concrete pedestal width
b
c
=
[mm]
Concrete pedestal depth
d
c
=
[mm]
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
=
399.9
[MPa]
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
[mm]
max dia=1.50 in
Anchor effective cross section area
A
se
=
625
[mm
2
]
Anchor bolt 1/8" (3mm) corrosion allowance
=
Yes
No
Total no of anchor bolt in base plate
n
=
No of bolt along outermost bolt line
n
t
=
Concrete strength
f
c
'
=
[MPa]
Base plate yield strength
F
y
=
[MPa]
Factored
column load
Load Cases
P
u
or T
u
[kN]
M
u
[kN-m]
LC1
Axial Compression
P
u
=
LC2
Axial Compression +
Moment
P
u
=
M
u
=
LC3
Axial Compression +
Moment
P
u
=
M
u
=
LC4
Axial Tensile
T
u
=
Suggested plate thickness for rigidity:
t
p
= max. of m/4 and n/4
=
Yes
No
Strength reduction factors
CSA A23.3-14
Bearing on concrete
f
c
=
0.65
8.4.2
Base plate bending
f
b
=
0.90
CONCLUSION
Overall
ratio
=
0.75
OK
LC1: Axial Compression
Suggested Min Plate Thickness for Rigidity
ratio
=
0.75
OK
Pedestal Concrete Base Bearing Strength
ratio
=
0.06
OK
Base Plate Required Min Plan Size B x N
ratio
=
0.00
OK
Base Plate Required Min Thickness
ratio
=
0.37
OK
LC2: Axial Compression + Moment
Base Plate B x N or Anchor Bolt C x D Dimension Check
ratio
=
0.00
OK
Base Plate Required Min Thickness
ratio
=
0.69
OK
LC3: Axial Compression + Moment
Base Plate B x N or Anchor Bolt C x D Dimension Check
ratio
=
0.00
OK
Base Plate Required Min Thickness
ratio
=
0.43
OK
LC4: Axial Tension
Anchor Rod Tensile Resistance
ratio
=
0.16
OK
Base Plate B x N or Anchor Bolt C x D Dimension Check
ratio
=
0.00
OK
Base Plate Required Min Thickness - Bending to Flange/Web
ratio
=
0.35
OK
CACULATION
AISC Design Guide 1
W Shape
m
=
( N - 0.95 d ) / 2
=
108.7
[mm]
3.1.2 on Page 15
n
=
( B - 0.8 b
f
) / 2
=
133.0
[mm]
Suggested min. plate thickness for rigidity: t
p
= max. of m/4 and n/4
=
33.3
[mm]
ratio
=
0.75
<
t
p
OK
LC1: Axial Compression
Concrete Base Bearing Strength
Factored compression force
P
u
=
=
444.8
[kN]
Base plate area
A
1
=
B x N
=
2.6E+05
[mm
2
]
Pedestal area
A
2
=
b
c
x d
c
=
5.9E+05
[mm
2
]
CSA A23.3-14
k
=
min [ sqrt(A
2
/A
1
), 2 ]
=
1.50
10.8.1
f
c
P
n
=
f
c
0.85 f
c
' A
1
k
=
7717.0
[kN]
10.8.1
ratio
=
0.06
>
P
u
OK
Base Plate Required Thickness
AISC Design Guide 1
X
=
=
0.058
3.1.2 on Page 16
l
=
=
0.244
l
n'
=
l
sqrt( d x b
f
) / 4
=
18.7
[mm]
L
=
max (m, n,
l
n' )
=
133.0
[mm]
3.1.2 on Page 15
Base plate required thickness
t
min
=
=
16.5
[mm]
Base plate plan size B x N is adequate.
ratio
=
0.37
<
t
p
OK
LC2: Axial Compression + Moment
P
u
=
333.6
[kN]
M
u
=
67.8
[kN-m]
e
=
M
u
/ P
u
=
203.2
[mm]
f
p(max)
=
f
c
0.85 f
c
' k
=
29.7
[MPa]
q
max
=
f
p(max)
x B
=
15131
[N/mm]
e
crit
=
N/2 - P
u
/ (2q
max
)
=
244.0
[mm]
e
<
e
crit
small moment case applied
Small Moment Case
Bearing length
Y
=
N - 2e
=
103.5
[mm]
Verify linear bearing pressure
q
=
P
u
/ Y
=
3222
[N/mm]
<
q
max
OK
f
p
=
P
u
/ BY
=
6.3
[MPa]
m
=
max(m , n)
=
133.0
[mm]
AISC Design Guide 1
Y < m
t
min
=
=
30.9
[mm]
Eq. 3.3.15a-1
Base plate plan size B x N is adequate.
ratio
=
0.69
<
t
p
OK
LC3: Axial Compression + Moment
P
u
=
200.2
[kN]
M
u
=
33.9
[kN-m]
e
=
M
u
/ P
u
=
169.3
[mm]
f
p(max)
=
f
c
0.85 f
c
' k
=
29.7
[MPa]
q
max
=
f
p(max)
x B
=
15131
[N/mm]
e
crit
=
N/2 - P
u
/ (2q
max
)
=
248.4
[mm]
e
<
e
crit
small moment case applied
Small Moment Case
Bearing length
Y
=
N - 2e
=
171.3
[mm]
Verify linear bearing pressure
q
=
P
u
/ Y
=
1168
[N/mm]
<
q
max
OK
f
p
=
P
u
/ BY
=
2.3
[MPa]
m
=
max(m , n)
=
133.0
[mm]
AISC Design Guide 1
Y >= m
t
min
=
1.49 m sqrt( f
p
/ F
y
)
=
19.0
[mm]
Eq. 3.3.14a-1
Base plate plan size B x N is adequate.
ratio
=
0.43
<
t
p
OK
LC4: Axial Tension
Factored tensile force
T
u
=
=
111.2
[kN]
Anchor Rod Tensile Resistance
CSA A23.3-14
Anchor rod tensile resistance
T
r
=
f
s
n A
se
f
uta
R
t,s
=
680.0
[kN]
D.6.1.2 Eq D.2
f
s
=
0.85
R
t,s
=
0.80
8.4.3 a), D.5.3 a)
ratio
=
0.16
>
T
u
OK
Bolt pattern
Bolt Both Outside and Inside Flange
Total No of anchor bolt
n
=
=
4.0
Bolt to column center distance
f
=
=
205
[mm]
Bolt to column web center distance
f
1
=
=
205
[mm]
Factored tensile force in
single
bolt
T
b
=
T
u
/ n
=
27.8
[kN]
Bending to Column Flange
AISC Design Guide 1
Moment lever arm
a
=
f - 0.5 d + 0.5 t
f
=
59
[mm]
Eq 3.4.6 on Page 26
Moment to column flange
M
u
=
T
b
x a
=
1.6
[kN-m]
Effective plate width
b
eff
=
2 x a
=
117
[mm]
Sect 3.2 3 on Page 18
Base plate required thickness
t
p1
=
=
15.8
[mm]
Eq 3.3.13a on Page 25
Bending to Column Web
AISC Design Guide 1
Moment lever arm
a
=
f
1
- 0.5 t
w
=
200
[mm]
Example 4.5 on Page 34
Moment to column web
M
u
=
T
b
x a
=
5.6
[kN-m]
Effective plate width
b
eff
=
2 x a
=
400
[mm]
Example 4.5 on Page 35
Base plate required thickness
t
p2
=
=
15.8
[mm]
Example 4.5 on Page 35
t
min
=
max ( t
p1
, t
p2
)
=
15.8
[mm]
Base plate plan size B x N is adequate.
ratio
=
0.35
<
t
p
OK
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 Anchor Bolt Pattern
Select base plate anchor bolt pattern as shown below.
If user designs
PIN
type base plate connection, select
2-Bolt Pin
or
4-Bolt Pin
Base Plate Anchor Bolt Location
This input is used for the design of base plate subject to tensile force.
When
Bolt Inside Flange Only
is selected, base plate bending to column web is checked.
When
Bolt Outside Flange Only
is selected, base plate bending to column flange is checked.
When
Bolt Both Outside and Inside Flange
is selected, base plate bending to both column flange and web is checked
Base Plate Width B
Base plate width B
Base Plate Depth N
Base plate depth N
Anchor Bolt Spacing C
Anchor bolt spacing C
Anchor Bolt Spacing D
Anchor bolt spacing D
Concrete Pedestal Width b
c
Concrete pedestal width b
c
Concrete Pedestal depth d
c
Concrete pedestal depth d
c
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 is input as
positive
number.
Input 0 if there is no compression force case.
Factored Column Tensile Force
Input the
factored
column tensile force here.
The tensile force is input as
positive
number.
Input 0 if there is no tensile force case.
Factored Column Moment
Input the
factored
column moment here.
The moment shall be input as
positive
number.
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.
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.txt
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About This Spreadsheet
This spreadsheet is to design
PIN or MC
type base plate based on AISC Design Guide 1: Base Plate and Anchor Rod Design 2nd Edition
The spreadsheet is in metric unit
The steel section is Canadian CISC section
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