AUSTRALIAN STEEL INSTITUTE
(ABN)/ACN (94) 000 973 839
STEEL CONSTRUCTION
JOURNAL OF THE AUSTRALIAN STEEL INSTITUTE
VOLUME 37 NUMBER 1 MARCH 2003
Design of Column and Beam Splices
Design Capacity Tables -- Pinned
Column Base Plates
ISBN 0049--2205
Print Post Approved
pp 255003/01614
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STEEL CONSTRUCTION -- EDITORIAL
This paper is one of a planned series which deals with the
design and use of rationalized structural connections. It draws
heavily on the excellent work done in the publication “Design
of Structural Connections” by Tim Hogan and Ian Thomas.
Since that time, there has been new research, some
variations to the design models, new steel grades introduced
and some minor changes in section properties and the
adoption of sophisticated 3D modeling software.
This Journal presents the theoretical background to beam and
column welded and/or bolted splices for open sections -- UB,
UC, WB and WC’s. It is expected that a later issue will present
design related tables of splice capacities.
Also presented is a discussion on the previous issue dealing
with pinned base plates as well as design capacity tables for
pinned column bases for open sections.
Readers are encouraged to contribute comments that may be
included in a future combined publication covering all
common rationalized connections.
Editor: Peter Kneen
STEEL CONSTRUCTION is published biannually by the Australian Steel
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ASI Contact Details
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1
Email: enquiries@steel.org.au
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STEEL CONSTRUCTION VOLUME 37 NUMBER 1 MARCH 2003
CONTENTS
DESIGN OF COLUMN AND BEAM SPLICES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
1. INTRODUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
1.1. Design actions in accordance with AS 4100 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
2. SPLICE CONNECTIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
3. SPLICE ANALYSIS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
3.1. Axial Loading . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
3.2. Flexural and/or Shear Actions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
3.3. Combined Actions due to Axial, Flexural and Shear Actions . . . . . . . . . . . . . . . . . . . .
4. DESIGN AND DETAILING CONSIDERATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
4.1. Introduction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
4.2. Locating and Modelling Splice Connections . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
4.3. Load Transfer Modes in Splices . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
4.4. General Detailing Considerations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
5. MODEL RECOMMENDED FOR STANDARD SPLICE CONNECTIONS . . . . . . . . . . .
5.1. Design Considerations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
5.2. Design Criteria . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
5.3. Flange Splice . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
5.4. Web Splice . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
6. ACKNOWLEDGEMENTS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
7. REFERENCES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
8. APPENDIX A -- DESIGN CAPACITIES OF THE FLANGES
AND THE WEB OF THE CONNECTED MEMBERS . . . . . . . . . . . . . . . . . . . . . . . . . . . .
8.1. FLANGE DESIGN CAPACITIES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
8.2. WEB DESIGN CAPACITIES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
9. APPENDIX B -- CALCULATION OF THE DESIGN CAPACITIES
OF THE FLANGE AND WEB COVER PLATES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
9.1. ONE FLANGE COVER PLATE DESIGN CAPACITY . . . . . . . . . . . . . . . . . . . . . . . .
9.2. THREE FLANGE COVER PLATES DESIGN CAPACITY . . . . . . . . . . . . . . . . . . . .
9.3. WEB COVER PLATES NOMINAL CAPACITIES . . . . . . . . . . . . . . . . . . . . . . . . . . .
10. APPENDIX C -- FASTENERS’ GROUPS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
10.1. WELD GROUPS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
10.2. BOLT GROUPS (TB bolts) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
10.3. BOLT GROUPS (TF bolts) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
11. APPENDIX D -- Status of AS/NZS Standards Related to Structural Steel. . . . . . . . . . . . . .
16
16
18
18
20
20
21
23
24
DESIGN CAPACITY TABLES - PINNED COLUMN BASE PLATES
(UB, UC, WB and WC Sections) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
1. INTRODUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
2. DESIGN CRITERIA . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
2.1. Design Concrete Bearing Strength . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
2.2. Steel Base Plate Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
2.3. Weld design at the column base . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
3. DESIGN CAPACITIES FOR CONNECTION GROUPS . . . . . . . . . . . . . . . . . . . . . . . . . .
3.1. Design Capacities for Welded Columns -- Small Baseplates . . . . . . . . . . . . . . . . . . . . .
3.2. Design Capacities for Welded Beams -- Small Baseplates . . . . . . . . . . . . . . . . . . . . . . .
3.3. Design Capacities for Universal Columns -- Small Baseplates . . . . . . . . . . . . . . . . . . .
3.4. Design Capacities for Universal Beams -- Small Baseplates . . . . . . . . . . . . . . . . . . . . .
25
25
25
25
25
26
26
26
27
28
29
DISCUSSION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
31
i
1
1
1
2
3
3
3
5
5
5
6
6
10
10
10
10
12
13
13
13
14
15
15
STEEL CONSTRUCTION VOLUME 37 NUMBER 1 MARCH 2003
LIST OF TABLES
Table 1
Table 2
Table 1.
Table 3
Table 4
Minimum design actions in accordance with AS4100 (Ref. [7]) . . . . . . . . . . . . . . . . . .
Analysis models -- combined actions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Geometric requirements for compact splice cover plates . . . . . . . . . . . . . . . . . . . . . . .
Design actions per unit length on web weld group A . . . . . . . . . . . . . . . . . . . . . . . . . .
Design actions per unit length on web weld group B . . . . . . . . . . . . . . . . . . . . . . . . . .
1
5
17
21
21
LIST OF FIGURES
Figure 1
Figure 2
Figure 3
Figure 4
Figure 5
Figure 6
Figure 7
Figure 8
Figure 9
Figure 10
Figure 11
Figure 12
Figure 13
Figure 14
Figure 15
Figure 16
Figure 17
Figure 18
Figure 19
Figure 20
Figure 21
Figure 22
Figure 23
Figure 24
Figure 25
Figure 26
Figure 27
Figure 28
Figure 29
ii
Splice actions -- design axial loading, shear force and bending moment
applied at the connection (Ref. [25]) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Welded cover plate splice . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Bolted cover plate splice . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Butt welded splice (Ref. [32]) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
End plate splice -- Cap and base plates splice (Ref. [33]) . . . . . . . . . . . . . . . . . . . . . . .
End plate splice -- Cap plate splice . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
End plate splices -- Column and beam with division plate (Ref. [32]) . . . . . . . . . . . . . .
Plate arrangements for splice components connecting the flanges (Ref. [25]) . . . . . . .
Modelling of bolted web cover plates (Ref. [20]) . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Modelling of welded web cover plates . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Distribution of forces across the member section (Ref.[25]) . . . . . . . . . . . . . . . . . . . . .
Recommended positioning of column splices (Ref.[25]) . . . . . . . . . . . . . . . . . . . . . . . .
Typical bearing type splices with cover plates (Ref. [33]) . . . . . . . . . . . . . . . . . . . . . .
Required thickness of an end plate splice transferring the load by bearing (Ref. [33])
Detail for temporary support for site welding (Ref. [30]) . . . . . . . . . . . . . . . . . . . . . . .
Welding detail to connect flanges and webs chamfering thicker plate (Ref. [7]) . . . . .
Dispersion of applied loading into flange cover plates (Ref. [30]) . . . . . . . . . . . . . . . .
Possible mismatch of flange cover plates (Ref. [30]) . . . . . . . . . . . . . . . . . . . . . . . . . .
Part--welded and part--bolted splice (Ref. [30]) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Sign convention adopted in the recommended model . . . . . . . . . . . . . . . . . . . . . . . . . .
Detailing guidelines (Ref. [33]) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Plate elements for welded cover plates . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Plate elements for bolted cover plates . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Weld group of single cover plate splice (Ref. [25]) . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Weld group of internal plates of three flange cover plates splices (Ref. [25]) . . . . . . .
Weld groups A and B (Ref.[25]) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Minimum gage distances and areas requiring masking for TF bolts (Ref. [23]) . . . . . .
Values of ae to determine bolt capacity by plate tear--out of the member flange
and flange cover plate . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Values of ae to determine the bolt capacity related to plate tear--out of the member web
and web cover plate . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
1
2
2
2
2
2
2
3
4
4
5
6
7
7
8
8
8
9
9
11
11
16
16
20
20
20
21
22
23
STEEL CONSTRUCTION VOLUME 37 NUMBER 1 MARCH 2003
DESIGN CAPACITY TABLES -- PINNED COLUMN BASE PLATES
(UB, UC, WB and WC Sections)
Gianluca Ranzi
School of Civil and Environmental Engineering
The University of New South Wales
Peter Kneen
National Manager Technology
Australian Steel Institute
1. INTRODUCTION
The design capacities of pinned column base plates have
been tabulated in section 3. for different baseplate
layouts and concrete strengths. These have been
provided for open sections only. Design capacities for
other column sections will be included in a future ASI
publication which will cover all common connections.
The design procedure utilized to prepare the design
capacity tables is briefly summarized in section 2.
All open sections have been grouped according to the
type of section (UB, UC, WB or WC) and the nominal
overall depth and are given a corresponding group name
-- for example 610UBS where the S refers to a “small”
baseplate. The holding down bolts for the “small”
baseplates are located on either side of the web, inside
the two flanges.
For a given concrete strength, the tables have entries
under “Min. Area” and “Max. Area”. This reflects the
fact that the concrete capacity of the footing (as defined
in equation (2)) is a function of the bearing area of the
base plate A 1 (which equals the base plate area d ib i) and
of the largest area of the supporting surface A 2 that is
geometrically similar to and concentric with A 1 . The
capacities tabulated in the “Min. Area” column are
obtained assuming a ratio of A 2∕A 1 equal to 1, while
those tabulated in the “Max. Area” column assume a
ratio of A 2∕A 1 equal to 5.53. AS3600 does not allow
any increase in concrete strength for supporting areas
A 2 greater than 5.53 A 1 .
Within each connection group, there are two rows for
each baseplate thickness. The top row refers to the
minimum capacity from all sections in that group (eg a
610UB101 with a 16mm plate has a capacity of 820 kN).
The second row, using the brackets, refers to the
maximum capacity from all sections in that group (eg a
610UB125 with a 16mm plate has a capacity of 830 kN).
The tables indicate that generally there is not a large
difference between the minimum and maximum
capacities and if a more compact set of tables were to be
produced, then the bracketed figures may be deleted.
All capacities have been rounded down to the nearest 5
kN.
2. DESIGN CRITERIA
The columns are assumed to be prepared for full contact
in accordance with Clause 14.4.4.2 of AS 4100 and the
axial compression is assumed to be transferred by
bearing. Design requirements are as follows:
25
N des.c = [ÔN c ; ÔN s] min ≥ N *c
(1)
where:
N des.c = design capacity of the base plate connection
subject to axial compression
ÔN c = design axial capacity of the concrete
foundation
ÔN s = design axial capacity of the steel base plate
N *c = design axial compression load
2.1.
Design Concrete Bearing Strength
The maximum bearing strength of the concrete Ôf b is
determined in accordance with Clause 12.3 of AS 3600.

AA , Ô2f′ 
2
Ôf b = min Ô0.85f′ c
1
c
(2)
where:
Ô = 0.6 A 1 = b id i
A 2 = the largest area of the supporting surface
geometrically similar to and concentric with A 1
The axial capacity of the concrete foundation ÔN c is
then obtained multiplying the maximum concrete
bearing strength Ôf b by the base plate area A i as follows:
ÔN c = Ôf bA i
The loss of bearing area due to the presence of the
anchor bolt holes is normally ignored.
2.2.
Steel Base Plate Design
The procedure to determine the capacity of a base plate
is carried out as follows:
0.9f yi d ib i t 2i
ÔN s =
(3)
2
2a′ m
where:

a′ m = max a 1, a 2,

2 k a4
λ′ = 12
k t i Y
a4

λ′
0.9f2 d b − 1
yi i i
b − 0.80b fc
d i − 0.95d c
a2 = i
2
2
d cb fc
a4 =
a 5 = b fc + d c
4
a1 =
k=2
dd bb Y = Ôf4 a
i i
c fc
2
b1 5
STEEL CONSTRUCTION VOLUME 37 NUMBER 1 MARCH 2003
In the calculation of Y the value of Ôf b1 should be
calculated as follows:

Ôf b1 = min Ô0.85f′ c
A′A , Ô2f′ 
2
c
(4)
where:
A′ = b fcd c for I--sections, channels, RHS and SHS
2.3.
Weld design at the column base
The standard column base plates are assumed to transfer
the load by full contact and therefore no specific design
calculations are required. Nevertheless it is important to
comply with the minimum requirements specified by
AS4100.
Connection
Group
di x bi
sg x sp
500WCS
600 x 500
300 x 220
20 MPa
Baseplate
Thickness
25
25
32
32
40
40
50
50
400WCS
500 x 400
250 x 180
350WCS
400 x 350
200 x 140
Aside from the general grouping names, there has been
no attempt to specify a marking scheme and feedback
from industry is sought on this subject prior to
publication of a combined book covering all common
connections.
With the adoption of computer 3D modeling packages
in the steel industry, the need for a rigid naming
convention is reduced.
3.1.
32 MPa
40 MPa
Min.
Area
Max.
Area
Min.
Area
Max.
Area
Min.
Area
Max.
Area
Min.
Area
Max.
Area
1465
( 1500)
1775
( 1820)
2075
( 2135)
2370
( 2445)
2240
( 2350)
2770
( 2910)
3320
( 3495)
3925
( 4140)
1670
( 1710)
2040
( 2090)
2405
( 2470)
2780
( 2865)
2540
( 2660)
3150
( 3305)
3795
( 3990)
4520
( 4765)
1925
( 1975)
2365
( 2425)
2815
( 2890)
3295
( 3390)
2910
( 3050)
3625
( 3800)
4390
( 4610)
5260
( 5535)
2190
( 2240)
2700
( 2770)
3235
( 3315)
3815
( 3920)
3290
( 3440)
4110
( 4305)
4990
( 5240)
6015
( 6325)
20
20
25
25
32
32
40
40
50
50
950
( 985)
1135
( 1175)
1350
( 1405)
1545
( 1615)
1720
( 1790)
1445
( 1545)
1750
( 1875)
2135
( 2295)
2530
( 2730)
2975
( 3185)
1085
( 1125)
1300
( 1350)
1565
( 1625)
1810
( 1890)
2055
( 2135)
1635
( 1745)
1990
( 2125)
2445
( 2625)
2910
( 3135)
3460
( 3695)
1250
( 1295)
1510
( 1565)
1830
( 1900)
2145
( 2230)
2475
( 2565)
1875
( 2000)
2285
( 2445)
2825
( 3030)
3390
( 3640)
4065
( 4330)
1420
( 1470)
1720
( 1780)
2100
( 2180)
2485
( 2580)
2900
( 3000)
1915
( 2255)
2590
( 2765)
3215
( 3440)
3875
( 4155)
4680
( 4970)
20
20
25
25
32
32
40
40
50
50
785
( 800)
925
( 945)
1085
( 1110)
1210
( 1245)
1290
( 1335)
1235
( 1285)
1485
( 1550)
1800
( 1880)
2110
( 2210)
2410
( 2535)
900
( 920)
1070
( 1090)
1265
( 1295)
1440
( 1480)
1575
( 1625)
1400
( 1455)
1695
( 1765)
2070
( 2160)
2445
( 2555)
2830
( 2970)
1040
( 1060)
1245
( 1270)
1495
( 1530)
1725
( 1765)
1930
( 1985)
1610
( 1670)
1955
( 2035)
2400
( 2500)
2860
( 2985)
3350
( 3505)
1185
( 1210)
1425
( 1455)
1725
( 1765)
2015
( 2060)
2295
( 2350)
1820
( 1890)
2220
( 2305)
2740
( 2850)
3280
( 3420)
3875
( 4055)
400
200
160
400
140
350WC197
500
190
250
180
500
36
26
Design Capacities for Welded Columns -Small Baseplates
25 MPa
350
130
3. DESIGN CAPACITIES FOR
CONNECTION GROUPS
300
220
600
36
36
400WC212
500WC228
STEEL CONSTRUCTION VOLUME 37 NUMBER 1 MARCH 2003
3.2.
Design Capacities for Welded Beams -- Small Baseplates
Connection
Group
di x bi
sg x sp
1200WBS
20 MPa
Baseplate
Thickness
25
25
32
32
40
40
50
50
20
20
1250 x 500
250 x 900
1000WBS
1100 x 400
250 x 750
900WBS
1000 x 400
200 x 650
800WBS
900 x 300
160 x 550
700WBS
800 x 300
160 x 450
Min.
Area
Max.
Area
Min.
Area
Max.
Area
Min.
Area
Max.
Area
2240
( 2625)
3200
( 3260)
3855
( 3930)
4605
( 4690)
1430
( 2105)
2240
( 4135)
3670
( 5190)
5285
( 6345)
7060
( 7705)
1430
( 2320)
2240
( 2970)
3630
( 3700)
4395
( 4480)
5280
( 5375)
1430
( 2320)
2240
( 4655)
3670
( 5855)
5590
( 7180)
7815
( 8750)
1430
( 2320)
2240
( 3395)
3670
( 4245)
5070
( 5165)
6125
( 6230)
1430
( 2320)
2240
( 5305)
3670
( 6690)
5590
( 8215)
7815
( 10045)
1430
( 2320)
2240
( 3830)
3670
( 4800)
5590
( 5860)
6980
( 7100)
1430
( 2320)
2240
( 5960)
3670
( 7530)
5590
( 9270)
7815
( 11365)
1430
( 2320)
20
20
25
25
32
32
40
40
1755
( 1780)
2140
( 2170)
2640
( 2680)
3155
( 3205)
2520
( 2775)
3095
( 3415)
3860
( 4270)
4680
( 5195)
1985
( 2015)
2425
( 2460)
3005
( 3050)
3610
( 3670)
2840
( 3125)
3490
( 3855)
4370
( 4830)
5320
( 5895)
2270
( 2300)
2780
( 2820)
3460
( 3510)
4180
( 4245)
3090
( 3560)
3990
( 4395)
5005
( 5525)
5470
( 6765)
2560
( 2595)
3145
( 3190)
3925
( 3980)
4760
( 4835)
3090
( 4005)
4495
( 4950)
5470
( 6235)
5470
( 7650)
20
20
25
25
32
32
40
40
1610
( 1645)
1960
( 2005)
2405
( 2465)
2865
( 2935)
2310
( 2570)
2835
( 3155)
3525
( 3940)
4265
( 4780)
1825
( 1865)
2225
( 2275)
2745
( 2810)
3290
( 3370)
2605
( 2895)
3200
( 3560)
4000
( 4460)
4455
( 5430)
2085
( 2130)
2555
( 2610)
3165
( 3240)
3815
( 3905)
2810
( 3300)
3660
( 4065)
4455
( 5105)
4455
( 6240)
2355
( 2405)
2885
( 2950)
3595
( 3675)
4350
( 4455)
2810
( 3710)
4125
( 4580)
4455
( 5765)
4455
( 7060)
16
16
20
20
25
25
32
32
1105
( 1120)
1345
( 1365)
1625
( 1655)
1980
( 2015)
1425
( 1740)
1985
( 2135)
2425
( 2615)
3000
( 3250)
1245
( 1270)
1525
( 1550)
1850
( 1880)
2265
( 2310)
1425
( 1955)
2230
( 2410)
2745
( 2960)
3030
( 3685)
1425
( 1450)
1745
( 1780)
2130
( 2165)
2625
( 2675)
1425
( 1995)
2230
( 2750)
3030
( 3385)
3030
( 4230)
1425
( 1635)
1975
( 2010)
2415
( 2455)
2990
( 3045)
1425
( 1995)
2230
( 3100)
3030
( 3815)
3030
( 4785)
16
16
20
20
25
25
32
32
990
( 1010)
1205
( 1230)
1450
( 1480)
1755
( 1795)
1355
( 1530)
1775
( 1875)
2165
( 2290)
2670
( 2830)
1120
( 1145)
1365
( 1395)
1650
( 1690)
2015
( 2060)
1355
( 1725)
2005
( 2120)
2455
( 2595)
3035
( 3220)
1285
( 1310)
1570
( 1600)
1905
( 1945)
2340
( 2390)
1355
( 1925)
2120
( 2425)
2810
( 2975)
3035
( 3705)
1355
( 1480)
1775
( 1815)
2165
( 2210)
2670
( 2730)
1355
( 1925)
2120
( 2730)
3035
( 3355)
3035
( 4195)
175
800
36
700WB130
27
40 MPa
Max.
Area
160
450
32 MPa
Min.
Area
300
175
25 MPa
300
400
160
200
175
550
900
36
800WB146
500
400
175
175
250
1000 750
650
36
900WB218
1100
250
1250
900
36
36
1000WB322
1200WB278
STEEL CONSTRUCTION VOLUME 37 NUMBER 1 MARCH 2003
3.3.
Design Capacities for Universal Columns -- Small Baseplates
Connection
Group
di x bi
sg x sp
310UCS
400 x 350
160 x 150
Baseplate
Thickness
20
20
25
25
32
32
40
40
250UCS
300 x 300
160 x 100
200UCS
250 x 250
140 x 100
150UCS
200 x 175
100
100UCS
150 x 150
80
20 MPa
25 MPa
Max.
Area
Min.
Area
Max.
Area
Min.
Area
Max.
Area
Min.
Area
Max.
Area
735
( 755)
865
( 885)
1005
( 1035)
1115
( 1150)
1090
( 1145)
1310
( 1375)
1575
( 1660)
1825
( 1930)
845
( 865)
1000
( 1025)
1180
( 1210)
1330
( 1370)
1240
( 1300)
1495
( 1570)
1815
( 1910)
2125
( 2245)
980
( 1000)
1165
( 1195)
1395
( 1430)
1600
( 1645)
1430
( 1495)
1730
( 1815)
2115
( 2220)
2500
( 2630)
1115
( 1140)
1340
( 1370)
1615
( 1655)
1875
( 1925)
1620
( 1695)
1970
( 2060)
2420
( 2535)
2880
( 3030)
16
16
20
20
25
25
32
32
480
( 485)
565
( 570)
650
( 660)
735
( 745)
725
( 740)
875
( 890)
1035
( 1055)
1225
( 1255)
550
( 555)
655
( 660)
760
( 770)
875
( 885)
825
( 840)
1000
( 1015)
1190
( 1215)
1425
( 1455)
640
( 645)
765
( 770)
900
( 910)
1050
( 1065)
950
( 970)
1155
( 1175)
1385
( 1410)
1675
( 1705)
730
( 735)
875
( 885)
1040
( 1050)
1230
( 1245)
1075
( 1095)
1310
( 1335)
1585
( 1610)
1925
( 1965)
12
12
16
16
20
20
25
25
300
( 305)
370
( 375)
430
( 435)
480
( 490)
440
( 450)
555
( 570)
660
( 680)
770
( 795)
340
( 345)
430
( 435)
500
( 510)
570
( 580)
500
( 510)
635
( 655)
760
( 780)
895
( 920)
395
( 400)
500
( 505)
590
( 600)
680
( 690)
525
( 545)
735
( 755)
885
( 910)
1050
( 1080)
450
( 455)
575
( 580)
680
( 690)
795
( 805)
525
( 545)
835
( 860)
1010
( 1035)
1210
( 1240)
8
8
12
12
16
16
150
( 155)
205
( 210)
250
( 255)
220
( 230)
310
( 325)
390
( 410)
175
( 175)
240
( 245)
290
( 300)
250
( 260)
355
( 375)
445
( 470)
200
( 205)
280
( 285)
345
( 355)
290
( 300)
410
( 430)
520
( 545)
225
( 230)
320
( 330)
400
( 410)
325
( 340)
470
( 490)
595
( 625)
8
8
12
12
16
16
100
( 100)
130
( 130)
145
( 145)
125
( 125)
175
( 175)
210
( 210)
115
( 115)
155
( 155)
175
( 175)
125
( 125)
205
( 205)
245
( 245)
125
( 125)
180
( 180)
215
( 215)
125
( 125)
240
( 240)
295
( 295)
125
( 125)
210
( 210)
255
( 255)
125
( 125)
280
( 280)
345
( 345)
140
100
250
160
125
300
100
26
160
150
400
30
36
200UC46.2
250UC72.9
150
100
26
200
310UC96.8
80
26
150UC23.4
28
350
300
100
175
40 MPa
Min.
Area
250
75
32 MPa
150
100UC14.8
STEEL CONSTRUCTION VOLUME 37 NUMBER 1 MARCH 2003
3.4.
Design Capacities for Universal Beams -- Small Baseplates
Connection
Group
di x bi
sg x sp
610UBS
650 x 250
140 x 400
530UBS
600 x 250
120 x 300
460UBS
500 x 200
120 x 250
410UBS
500 x 200
120 x 250
360UBS
400 x 200
120 x 200
310UBS
350 x 200
120 x 150
250UBS
300 x 175
100 x 100
29
Baseplate
Thickness
16
16
20
20
25
25
32
32
20 MPa
25 MPa
32 MPa
40 MPa
Min.
Area
Max.
Area
Min.
Area
Max.
Area
Min.
Area
Max.
Area
Min.
Area
Max.
Area
820
( 830)
990
( 1000)
1185
( 1195)
1415
( 1430)
1260
( 1280)
1545
( 1565)
1875
( 1900)
2295
( 2335)
930
( 940)
1130
( 1140)
1355
( 1370)
1635
( 1650)
1425
( 1445)
1745
( 1770)
2125
( 2160)
2625
( 2665)
1070
( 1080)
1300
( 1315)
1570
( 1585)
1910
( 1930)
1630
( 1650)
2000
( 2030)
2445
( 2480)
3030
( 3075)
1210
( 1220)
1475
( 1490)
1790
( 1805)
2190
( 2210)
1835
( 1860)
2255
( 2290)
2765
( 2805)
3120
( 3490)
16
16
20
20
25
25
32
32
745
( 750)
895
( 900)
1065
( 1070)
1260
( 1270)
1110
( 1115)
1350
( 1360)
1630
( 1645)
1990
( 2005)
845
( 850)
1025
( 1030)
1225
( 1230)
1465
( 1475)
1250
( 1260)
1530
( 1540)
1855
( 1870)
2275
( 2295)
975
( 980)
1180
( 1185)
1420
( 1430)
1720
( 1730)
1430
( 1445)
1755
( 1770)
2140
( 2155)
2550
( 2660)
1100
( 1110)
1340
( 1350)
1620
( 1630)
1975
( 1985)
1615
( 1625)
1985
( 2000)
2425
( 2445)
2550
( 2960)
12
12
16
16
20
20
25
25
475
( 480)
605
( 610)
725
( 730)
850
( 855)
735
( 745)
955
( 965)
1155
( 1170)
1390
( 1410)
540
( 545)
690
( 695)
830
( 835)
980
( 990)
830
( 840)
1080
( 1095)
1315
( 1330)
1585
( 1605)
620
( 625)
800
( 805)
965
( 970)
1150
( 1155)
950
( 960)
1235
( 1250)
1510
( 1530)
1835
( 1855)
700
( 705)
905
( 915)
1100
( 1105)
1315
( 1325)
1070
( 1080)
1395
( 1415)
1710
( 1730)
2080
( 2110)
12
12
16
16
20
20
25
25
445
( 450)
565
( 570)
675
( 675)
785
( 790)
470
( 495)
835
( 855)
1025
( 1030)
1225
( 1235)
470
( 495)
645
( 650)
775
( 775)
910
( 915)
470
( 495)
835
( 880)
1170
( 1175)
1405
( 1415)
470
( 495)
750
( 750)
900
( 905)
1070
( 1075)
470
( 495)
835
( 880)
1310
( 1355)
1625
( 1635)
470
( 495)
835
( 855)
1025
( 1030)
1230
( 1235)
470
( 495)
835
( 880)
1310
( 1375)
1805
( 1860)
12
12
16
16
20
20
390
( 395)
490
( 495)
580
( 585)
585
( 595)
750
( 765)
905
( 920)
445
( 450)
565
( 570)
670
( 675)
660
( 675)
855
( 870)
1035
( 1050)
510
( 515)
650
( 660)
780
( 790)
760
( 770)
980
( 1000)
1195
( 1215)
580
( 585)
745
( 750)
895
( 905)
855
( 870)
1110
( 1130)
1355
( 1380)
8
8
12
12
16
16
20
20
240
( 245)
340
( 350)
425
( 435)
495
( 510)
305
( 360)
490
( 525)
625
( 670)
745
( 800)
270
( 280)
390
( 400)
490
( 505)
575
( 595)
305
( 410)
555
( 590)
715
( 760)
855
( 915)
305
( 320)
450
( 460)
570
( 585)
675
( 695)
305
( 445)
640
( 680)
820
( 875)
995
( 1060)
305
( 360)
510
( 520)
650
( 665)
775
( 800)
305
( 445)
690
( 765)
935
( 995)
1080
( 1210)
8
8
12
12
16
16
200
( 205)
280
( 290)
345
( 355)
260
( 305)
395
( 435)
500
( 550)
225
( 235)
320
( 330)
400
( 415)
260
( 340)
450
( 495)
575
( 630)
260
( 270)
370
( 385)
465
( 480)
260
( 390)
520
( 565)
665
( 730)
260
( 305)
420
( 435)
535
( 555)
260
( 440)
590
( 640)
755
( 830)
STEEL CONSTRUCTION VOLUME 37 NUMBER 1 MARCH 2003
Connection
Group
di x bi
sg x sp
200UBS
250 x 150
80 x 80
Baseplate
Thickness
8
8
12
12
16
16
180UBS
6
6
8
8
10
10
200 x 150
80 x 70
150UBS
80 x 70
22
Max.
Area
Min.
Area
Max.
Area
Min.
Area
Max.
Area
160
( 170)
215
( 230)
260
( 280)
215
( 250)
305
( 360)
375
( 450)
180
( 190)
250
( 265)
305
( 330)
215
( 285)
345
( 410)
435
( 515)
210
( 220)
290
( 310)
360
( 385)
215
( 325)
400
( 470)
505
( 600)
215
( 250)
335
( 355)
420
( 445)
215
( 370)
455
( 535)
580
( 685)
75
75)
135
( 140)
165
( 190)
75
75)
140
( 140)
220
( 270)
75
75)
140
( 140)
190
( 220)
(
60
60)
105
( 105)
145
( 150)
(
60
60)
105
( 105)
165
( 165)
(
60
60)
105
( 105)
165
( 165)
(
100
(
150UB14.0
60
60)
105
( 105)
165
( 165)
60
60)
105
( 105)
165
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( 165)
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( 165)
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120
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100
300
200
400
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350
26
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6
6
8
8
10
10
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250
36
500
400
650
30
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460UB74.6
530UB82.0
410UB53.7
610UB113
30
STEEL CONSTRUCTION VOLUME 37 NUMBER 1 MARCH 2003
DISCUSSION
on
”Design of Pinned Column Base Plates”,
by G. Ranzi and P. Kneen,
Steel Construction, Journal of the Australian Steel Institute,
Vol. 36, No.2, September 2002
by
Jeffrey A. Packer,
Professor, Department of Civil Engineering, University of Toronto,
35 St. George Street, Toronto, Ontario M5S JA4, Canada
This 53--page Literature Review of justpinned column
base plates is surprising in a steel industry journal.
Despite the volume of the article some contemporary
research literature and developments have been
overlooked and one wonders about the basis for
selecting the ”recommended models”: in some cases
these are not the ones the original authors would now
advocate. A few of these developments are discussed
below.
In Europe there has been a great deal of work spent
developing the ”Component Method”, whereby the
contributions of all the elements of a connection are
added to determine the net overall behaviour of the
connection. This has particularly been applied to
column base plates under axial and moment loading,
and reference [28] is part of this COST project. The
Component Method can be mathematically too
complex for routine structural design, but it has served
as the basis for both computer design programs and for
verifying simpler models. A good summary of the
state--of--the--art in column base design in Europe can
be obtained from Weynand [54].
For non--circular columns, using anchor bolts on just
two sides of a base plate is generally recommended in
the models reviewed and selected. It is worth noting
that, for all but lightly loaded posts, this is no longer
permitted in the U.S.A. Safety standards for steel
erection now require a minimum of four anchor
bolts/rods and a base plate designed for a minimum
overturning moment about either axis, to ensure
column stability during construction. (Occupational
Safety and Health Administration, U.S. Department of
Labor, www.osha.gov).
For axial tension loading on bolted flange--plate
connections (or base plates under uplift), many design
models (such as illustrated in Figure 21 [5 1 ], Figure 22,
Figure 23 and Figure 3 6) are just variations on the
classical two dimensional T--stub prying model dating
back to the 1960s, which originates with Struik and de
Back [53]. For flangeplate connections to
square/rectangular hollow section tension members,
bolting on all four sides is much more common than
bolting on just two sides, even for truss member splices.
AISC [48] postulated a version of this Struik and de
Back [53] model for bolting on all four sides of a
rectangular hollow section, without any verification at
the time. CIDECT (Comit6 International pour le
D6veloppement et Ittude de la Construction Tubulaire)
31
research on bolted flangeplate connections to square
hollow section members under axial tension [55] has
shown that a variation on this AISC approach is in fact
ideal. This design method has since been validated for
rectangular hollow section member connections as
well, with supporting design examples [56]. This latter
design procedure has been implemented in CIDECT
Design Guide No. 9 [50] and will also be adopted in the
next edition of CIDECT Design Guide No. 3 [52].
For flange--plate connections to circular hollow section
tension members, the recommended model by Igarashi
et al. [27] has also recently evolved [49]. The improved
method allows for not only axisymmetric yield line
failure mechanisms but also for local two--dimensional
yield line failure mechanisms which may occur when
bolt spacings are large. This design procedure has also
been adopted in the latest Japanese AIJ (Architectural
Institute of Japan) Specifications.
It is appreciated that it is difficult for Design Guides to
stay abreast of all international developments, but the
foregoing are offered to complete a ”best practise”
review of this topic. Commercial Windows--based
software for the design of bolted and welded hollow
section connections (”HSS connex”, Tube Group,
University of Toronto, 1999--2002) has also not yet
implemented the developments in [55] and [56] for
square/rectangular bolted flange--plate connections in
tension (with the program still being based on [52]), nor
implemented the developments in [49] (with the
program still being based on [27]).
ADDITIONAL REFERENCES
[27] Igarashi, S., Wakiyama, J., Inoue, K.,
Matsumoto, T., ”Limit Design of High Strength Bolted
Tube Flange Joints. Part 1: Joint without Rib--Plates and
Ring-- Stiffeners”, Journal of Structural and
Constructional Engineering, Transactions of the
Architectural Institute of Japan, No. 354, 1985, pp.
52--65.
[48] American Institute of Steel Construction,
”Hollow Structural Sections Connections Manual”,
First Edition, 1997.
[49] Inoue, K. and Suita, K., ”Design of High
Strength Bolted Tube Flange Joints using Yield Line
Theory”, Journal of Structural Engineering,
Architectural Institute of Japan, Vol. 46B, 2000, pp.
709--716.
STEEL CONSTRUCTION VOLUME 37 NUMBER 1 MARCH 2003
[50] Kurobane, Y., Packer, J.A., Wardenier, J. and
Yeomans, N., ”Design Guide for Structural Hollow
Section Column Connections”, CIDECT Design Guide
No. 9, CIDECT (ed.) and Verlag TOV Rheinland
GmbH, K61n, Germany, 2003.
[51] Packer, J.A., Bruno, L. and Birkemoe, P.C.,
”Limit Analysis of Bolted RHS Flange Plate Joints”,
Journal of Structural Engineering, American Society of
Civil Engineers, Vol. 115, No. 9, 1989, pp. 2226--2242.
[52] Packer, J.A., Wardenier, J., Kurobane, Y., Dutta,
D. and Yeomans, N., ”Design Guide for Rectangular
Hollow Section (RHS) Joints under Predominantly
Static Loading”, CIDECT Design Guide No. 3,
CIDECT (ed.) and Verlag TIDV Rheinland GmbH,
K61n, Germany, 1992.
[53] Struik, J.H.A. and de Back, J., ”Tests on Bolted
T--Stubs with respect to a Bolted Beam--to Column
Connection”, Stevin Laboratory Report 6--69--13, Delft
University of Technology, Delft, The Netherlands,
1969.
[54] Weynand, K. (ed.), ”Column Bases in Steel
Building Frames”, Semi--Rigid Behaviour of Civil
Engineering Structural Connections: COST C I,
European Commission, Brussels/Luxembourg, 1999.
[55] Willibald, S., Packer, J.A. and Puthli, R.S.,
”Experimental Study of Bolted HSS Flange--Plate
Connections in Axial Tension”, Journal of Structural
Engineering, American Society of Civil Engineers,
Vol. 128, No. 3, 2002, pp.328--336.
[56] Willibald, S., Packer, J.A. and Puthli, R.S.,
”Design Recommendations for Bolted Rectangular
HSS Flange--Plate Connections in Axial Tension”,
Engineering Journal, American Institute of Steel
Construction, 2002.
32
ANSWER
The authors would like to thank Prof. Packer for his
valuable comments and for the additional references
provided. They also regard his discussion as an
opportunity to complete a “best practise” review of this
topic, as also highlighted in the text of the discussion.
The authors would also like to point out that the work
presented and derived in the paper, especially regarding
base plates for hollow sections, was based significantly
on the comments of Prof. Packer contained in reference
[37] (published in 1996) which dealt with Australian
practice.
The information and models contained in these
additional references, mainly dealing with base plates
of hollow sections subjected to axial tension, will be
incorporated in the design model utilised for the
preparation of the design capacity tables to be
published in the future by ASI. The recent American
guidelines on safety standards in steel erection will be
considered in the preparation of the standardised base
plates layouts.
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