Asi Limit State Steel Connection Design Series – Part 2 – 2009

7/24/2019 Asi Limit State Steel Connection Design Series Part 2 2009

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STEEL CONSTRUCTION VOLUME 42 NUMBER 2 - SEPTEMBER 2009 1

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ASI Limit State Steel Connections Design Series Part 22009

The Rigid Connection Design Series is a specialist series devoted to the design of connections in structural steel in

accordance with current Australian Standard AS 4100 (Ref. 1), reflecting the current state of knowledge of connection

behaviour from test results. Part 2 covers rigid connections for open sections and includes recommended design

models for a range of rigid connections.

The Connection Design Series is divided into design guides with each written by weighing the evidence to provide

recommended design models based in part on the design procedures used in equivalent publications and/or published

papers. Each design guide also contains design capacity tables based on the recommended design model.

Each design guide is intended to provide a design model which gives a reasonable estimate of connection design

capacity and effort has been expended in researching and developing design models which can be justi fied on the

basis of the available research and current design practice. It is to be emphasised that for the connections model

presented, the design model is not the only possible model.

However, to the extent permitted by law, the Authors, Editors andPublishers of this publication: (a) will not be held liable or responsiblein any way; and (b) expressly disclaim any liability or responsibility forany loss or damage, costs or expenses incurred in connection with thisPublication by any person, whether that person is the purchaser of thisPublication or not. Without limitation, this includes loss, damage, costsand expenses incurred if any person wholly or partially relies on anypart of this Publication, and loss, damage, costs and expenses incurredas a result of the negligence of the Authors, Editors or Publishers.

Warning:This Publication should not be used without the services of

a competent professional person with expert knowledge in the relevantfield, and under no circumstances should this Publication be reliedupon to replace any or all of the knowledge and expertise of such aperson.

Contributions of original papers or reports on steel design, researchand allied technical matters are invited from readers for possiblepublication. The views expressed in these papers are those of theauthors and do not necessarily reflect the views of ASI. Submissionsshould be in electronic format including all diagrams and equations intwo columns, using Arial font (size 10 point). A clean, camera-readyprintout at 600 dpi should also be forwarded.

AUSTRALIAN STEEL INSTITUTE

STEEL CONSTRUCTIONEDITORIAL


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2 STEEL CONSTRUCTION VOLUME 42 NUMBER 2 - SEPTEMBER 2009

INTRODUCTION1.

This new Structural Steel Connection Design Series

(the Connection Series), published by the Australian

Steel Institute (ASI) covers the theory for the design of

connection parts including bolting and welding as well

as individual connection types, both simple and rigid.

Connections have a major engineering and economic

importance in steel structures influencing design,

detailing, fabrication and erection costs. Standardisation

of design approach integrated with industry detailingpreferences is the key to minimising costs at each

stage.

BACKGROUND2.

The ASI was formed in 2002 through the merger of the

Australian Institute of Steel Construction (AISC) and

the Steel Institute of Australia (SIA). The former AISC

published a series of design manuals giving guidance

on the design of structural connections in steelwork

over the last 30 years.

The former AISC published the first Steel Connection

Series in 1978 at which time connection design theories

were developed for the purpose of generating and

publishing connection capacity tables. The first three

editions were released in permissible stress format.

The fourth edition Design of Structural Connections

(often referred to as the Green Book) was released

in 1994 in limit state format (Ref. 2) but there was

no subsequent release of a limit state companion

document containing connection design capacity

tables.

The former AISC also published a manual containing

standardised detailing for simple connections,

accompanied by load tables (Ref. 3) in 1985.

The ASI has updated References 2 and 3 by way of

this new Connection Series dealing with individual

connections for members of open sections. Part

1, as the first tranche of the series, covers simple

connections for this category of members. Part 2,

as the second tranche, covers rigid connections andsplices again for members of open sections.

Each individual connection type in the Connection

Series contains in a single DESIGN GUIDE

standardised detailing and design capacity tables

for the connection covered by that publication,

derived using the recommended design model in

that publication. The connections dealt with are those

presently in common use in Australia and reflect the

types of connections covered within the earlier AISC

Standardised Structural Connections (Ref. 3).

PUBLICATIONS3.

The Connection Series has been published in two

tranches:

Part 1: Simple ConnectionsOpen Sections, 2007,

comprising:

Design capacity tables for structural steel, Volume 3:

Simple connectionsOpen sections (Ref. 4)

Handbook 1: Design of structural steel connections

(Ref. 5)

Design Guide 1: Bolting in structural steel connections

(Ref. 6)

Design Guide 2: Welding in structural steel connections

(Ref. 7)

Design Guide 3: Web side plate connections (Ref. 8)

Design Guide 4: Flexible end plate connections

(Ref. 9)

Design Guide 5: Angle cleat connections (Ref. 10)

Design Guide 6: Seated connections (Ref. 11)

Details of these publications were presented by Hogan

and Munter at Reference 12 in 2007.

Part 2: Rigid ConnectionsOpen Sections, 2009,

comprising:

Design capacity tables for structural steel, Volume 4

Rigid connectionsOpen sections (Ref. 13)

Design Guide 10: Bolted moment end plate beam

splice connections (Ref. 14)

Design Guide 11: Welded beam to column moment

connections (Ref. 15)

Design Guide 12: Bolted end plate to column moment

connections (Ref. 16)

Design Guide 13: Splice connections (Ref. 17)

This publication covers the design guides in Part 2.

ASI LIMIT STATE STEEL CONNECTION DESIGN SERIES PART 2 2009

BACKGROUND AND SUMMARY

by

T.J. HOGAN

Consultant & Former Director, SCP Consulting Pty Ltd, Sydney

Consultant to Australian Steel Institute


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SCOPE AND BASIS4.

The Connection Series comprises specialist

publications devoted to the design of connections in

structural steel in accordance with current Australian

codes of practice, while incorporating the current state

of international knowledge of connection behaviour

from test results. In some instances, the test evidence

is sparse and in other instances the evidence iscontradictory or clouded. Each DESIGN GUIDE for

an individual connection type has been written by

weighing the evidence to provide a recommended

design model based in part on the design procedures

used in equivalent international publications and/or

published papers.

Each individual connection DESIGN GUIDE is intended

to provide a design model which gives a reasonable

estimate of connection design capacity and effort has

been expended in researching and developing designmodels which can be justified on the basis of the

available research and current design practice. It is to

be emphasised that the design model presented is not

the only possible model and attention is drawn to the

disclaimer at the beginning of each publication as to its

applicability and use.

The recommended design model for a connection

wherever possible is referenced back to the Handbook

for that type of connection. Revision of the ASI

connection detailing was based on surveys of bestpractice in the Australian steel industry.

Part 1 of the Connection Series is for simple

construction where the connections at the ends

of members are assumed not to develop bending

moments. Connections between members in simple

construction must be capable of deforming to provide

the required rotation at the connection and are required

to not develop a level of restraining bending moment

which adversely affects any part of the structure. The

rotation capacity of the connection must be providedby the detailing of the connection and must have been

demonstrated experimentally. The connection is then

(a) Web side plate - Design Guide 3

(b) Flexible end plate - Design Guide 4 (c) Angle cleat - Design Guide 5

FIGURE 1. SIMPLE CONNECTIONS IN PART 1 OF CONNECTION SERIES


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required to be considered as subject to reaction shear

forces acting at any eccentricity appropriate to the

connection detailing. Examples of simple connections

provided in the design capacity tables (Ref. 4) include

those shown in Figure 1 as well as a variety of seated

connection variations (Ref. 11).

Part 2 of the Connection Series includes connections

for rigid construction where the connections are

assumed to have sufficient rigidity to hold the original

angles between the members unchanged. The joint

deformations must be such that they have no significant

influence on the distribution of the action effects nor

on the overall deformation of the frame. Examples of

rigid connections included in design capacity tables

V4 (Ref. 13) include:

bolted moment end plate splice (Figure 2)

welded beam to column moment connection (Figure 3)

bolted moment end plate to column connection (Figure 4)

bolted cover plate splice (Figure 5)

bolted/welded cover plate splice (Figure 6)

welded splice (Figure 7)

FIGURE 2. TYPICAL DETAILING FOR UNSTIFFENED VARIATIONS OF EXTENDED BOLTED MOMENT END PLATE


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FIGURE 4. TYPICAL DETAILING FOR 4 BOLT UNSTIFFENED BOLTED END PLATE TO COLUMN CONNECTION

(6 bolt and 8 bolt similar)

FIGURE 3. TYPICAL WELDED BEAM TO COLUMN MOMENT CONNECTION


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FIGURE 5. TYPICAL DETAILING OF BOLTED COVER PLATE SPLICE


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FIGURE 6. TYPICAL DETAILING OF BOLTED/WELDED COVER PLATE SPLICE


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FIGURE 7. TYPICAL DETAILING OF WELDED SPLICE

CONSIDERATIONS IN CONNECTION DESIGN5.

In structural steel connections, there are two

fundamental considerations:

the connection designer requires a reasonable

estimate of connection strength in order that a

connection will be economical (not over-designed)

and safe (design capacity exceeds design actions);

and

the connection must be detailed in such a way

that it is economical to fabricate and erect, while

recognising that the connection detailing may

have an important impact on the strength of the

connection.

Any design model for assessing the strength of a

connection must take account of the following four

elements:

the strength of the fasteners (bolts and welds);

the strength of the connection components (plates,

flat bars, angles, gusset plates);

the strength of the connected member in the

vicinity of the connection; and

the strength of the supporting member in the

vicinity of the connection.

Codes for the design of steel structures primarily deal

with member design as a whole, rather than specifically

allowing for local effects and provide only the basic

information on fastener design. No code specifies a


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detailed design procedure for any type of connection

leaving the assessment of how a connection behaves

and how its behaviour should be allowed for in design

to the individual designer. This presents the designer

with a substantial task considering the large number of

different connection types that may be encountered,

each requiring individual research and assessment.

A Connection Series such as this seeks to assist thedesigner by providing guidance to reduce the task

considerably.

In all types of structural steel, it is the structural steel

connections which account for the greater part of

the fabrication cost. Failure to appreciate this could

therefore mistakenly lead to placing all the emphasis

on minimising steel mass when the greatest potential

for economy is in the rationalisation of the connection

design and detailing.

The objective of the Connection Series is to provide

such a rationalised approach to the design, detailing

and fabrication of selected structural steel connections.

The benefits of this approach are many, including:

Providing the designer with a range of safe and

economical connections accompanied by design

capacity tables;

Eliminating the need for repetitive computation by

structural engineers;

Allowing scope for the fabricator to produce

connection components by production engineering

methods and to develop standard jigs and fixtures

for assembly;

Advantages that can be expected to flow

from industry rationalisation, such as better

communication, better availability of materials and

suitable components; and

Most importantly, a considerable impetus towards

improving the economy, and therefore thecompetitive position of structural steelwork in the

Australian building industry.

There is no valid reason for diversity in detailing the

selected connections contained in this Connection

Series and one of the prime objectives of the ASI

approach is to minimise variation by providing only

selected connection configurations containing all

essential elements for each connection type. The

selected connection configurations provided should

prove acceptable to designers, fabricators anderectors.

The design capacity tables presented in the Design

Capacity Tables V3 and V4 and the individual DESIGN

GUIDES have been developed by adopting selected

connection configurations involving:

steel grade

connection components

welds

bolts

hole geometry

bolt pitches

bolt gauge lines

When using the connection design capacity tables for

a selected connection configuration, tedious design

calculations are eliminated to a large extent. Certaindesign checks which relate to the supporting member

or to general frame design may still be required. The

design capacity tables apply to structural steelwork

connections that are essentially statically loaded.

Connections subject to dynamic loads or subject to

fatigue require additional considerations.

DESIGN MODELS ADOPTED6.

The basis for selecting the recommended design

models are detailed in Sections 2.3 and 2.4 of

Handbook 1 (Ref. 5). A detailed explanation of each

recommended design model is contained in the

relevant Design Guide (Refs. 14,15, 16, 17).

The design models meet the requirements of AS 4100 by

providing a rational and recognised design model for a

range of common steel connections, the design model

in each design guide reflecting engineering principles

and known connection behaviour from experimental

data. The emphasis in all publications is on practical

design models whose assumptions are transparent to

the user. The model in each design guide is related

to current codes of Standards Australia in respect

of member and fastener design and member and

fastener mechanical properties which are presented

in Handbook 1 (Ref. 5).

The philosophy of each DESIGN GUIDE is the same

as that described in Reference 5, being as follows:

Take into account overall connection behaviour

and carry out an appropriate analysis in order to

determine a realistic distribution of forces within the

connection;


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Ensure that each component or fastener in each

action path has sufficient capacity to transmit the

applied action; and

Recognise that this procedure can only give a

connection where equilibrium is capable of being

achieved but where compatibility is unlikely to be

satisfied and therefore ensure that the connection

elements are capable of ductile behaviour if so

required.

The design models contained within the DESIGN

GUIDES are considered to be applicable only to

connections which are essentially statically loaded.

Connections subject to dynamic loads, earthquake

loads or fatigue applications may require additional

considerations.

DESIGN CAPACITY TABLES FOR7.

STRUCTURAL STEEL, V4: RIGIDCONNECTIONS, OPEN SECTIONS (RIGID

CONNECTIONS DCTS, V4)REF. 13

This publication is intended as a replacement for

Reference 3. It contains no information on the design

model used for an individual connection leaving that

to the individual DESIGN GUIDE for that connection

but contains extracts of the typical details and design

capacity tables from DESIGN GUIDES 10 TO 13.

Hence, it serves as a ready source of typical details

and load capacity tables for those users not interestedin the detailed treatment contained in each DESIGN

GUIDE.

The DCT V4 contains the following material extracted

from the relevant design guide for inclusion:

Description of connection

Typical detailing of connection

Recommended design modelsummary of design

checks

Design capacity tables for selected configurations

For each connection, the Summary of Design Checks

indicates:

Which design checks have been considered in

preparing the design capacity tables

Which design checks must be done after selecting

the required connection details from the design

capacity tables. These checks primarily relate to

checking local effects on the supporting member,

particularly any column stiffening required.

The design capacity tables are presented so that,

knowing the supported member size and design

actions on the connection, the required connection

components, bolt numbers and weld sizes are

simply read from the relevant table for the selected

configuration. Being rigid connections, the design

actions are:

bending moment M*

shear force V*

axial force N*

The following connection types have been included in

the Rigid Connections DCTs, V4:

Bolted moment end plate beam splice connection,(a)

see Figure 2 (all information extracted from Design

Guide 10, Reference 14).

Welded beam to column moment connection, see(b)

Figure 3 (all information extracted from Design


Bolted end plate to column moment connection,(c)

see Figure 4 (all information extracted from Design


Bolted cover plate splice connection, see Figure(d)

5 (all information extracted from Design Guide 13,

Reference 17).

Bolted/welded cover plate splice connection, see(e)

Figure 6 (all information extracted from Design


Fully welded splice, see Figure 7 (all information(f)

extracted from Design Guide 13, Reference 17).

All these connections fall into the RIGID

CONSTRUCTION form of construction permitted by

AS 4100 (Ref. 1). Rigid construction has the following

qualities (see Handbook 1, Reference 5).

Rigid constructionFor rigid construction the

connections are assumed to have sufficient rigidity

to hold the original angles between the members

unchanged. The joint deformations must be such that

they have no significant influence on the distribution

of the action effects nor on the overall deformation of

the frame.

AS 4100 allows for three forms of construction which

relate to the behaviour of the connections. It then

requires that the design of the connections be such

that the structure is capable of resisting all design

actions, calculated by assuming that the connections


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are appropriate to the form of construction of the

structure or structural part. The design of the

connections required is to be consistent with the form

of construction assumed.

The standard parameters used in DCT V4 and DESIGN

GUIDES 10 to 13 are as follows:

Steel Grades

Supported members Grade 300 to AS 3679(a)

Part 1 (Ref. 19)

Grade 300 to AS 3679

Part 2 (Ref. 19)

Flat bar strip components Grade 300 to AS 3679(b)

Part 1 (Ref. 19)

Plate components Grade 250 to AS 3678(c)

(Ref. 20)

Bolts

24 or 20 mm high strength structural bolts to

AS 1252 (Ref. 21)

22 mm diameter holes (M20), 26 mm diameter

holes (M24)

Welds

5 mm, 6 mm, 8 mm or 10 mm fillet welds OR full

penetration butt welds

E48XX or W50X welding electrodes to the relevant

Australian Standard (Refs 22, 23, 24, 25)

Hole geometry

Bolt pitch 70 mm (M20), 80 mm (M24)

Bolt gauge varies according to application

End plates

Grade 250 plate of various width/thickness

combinations

Column stiffeners

Grade 250 plate or Grade 300 flat bars

Flange cover plates for splices

Grade 250 plate of various width/thickness

combinations although in some instances suitable

width/thickness combinations are available which

means that a flat bar can be substituted.

BOLTED MOMENT END PLATE BEAM SPLICE8.

CONNECTIONDESIGN GUIDE 10 (REF 14)

Extended bolted end plate moment connections are a

very common form of connection in rigid construction,

being used as beam-to-column connections in regular

rectangular steel framed structures and as ridge and

knee connections in portal framed buildings.

Bolted end plate beam-to-column moment connectionsare dealt with in DESIGN GUIDE 12. DESIGN

GUIDE 10 deals with:

bolted moment end plate beam splice connections

(Figure 2(a));

bolted moment end plate apex connection

(Figure 2(b)); and

bolted moment end plate mitred knee connection

(Figures 2(c)).

Design Guide 10 is restricted to extended end plate

connections in five forms:

four bolt unstiffened end plate (Figure 8(a));

four bolt stiffened end plate (Figure 8(b));

eight bolt stiffened end plate (Figure 8(c));

six bolt unstiffened end plate (Figure 8(d)); and

eight bolt unstiffened end plate (Figure 8(e)).


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In this connection, both the flanges and the web of

the I-section beam are welded to the end plate using

either:

full penetration butt welds; or

partial penetration butt welds; or

double sided fillet welds.

The bolts are tensioned bolts, Grade 8.8 to AS 1252

(Ref. 21), used in bearing-type mode (category 8.8/TB).

Friction-type (non-slip, category 8.8/TF) bolts are not

required. End plates are Grade 250 plate to AS 3678(Ref. 20).

The recommended design model is based on

Reference 26, American Institute of Steel Construction

Design Guide 4, Second Edition, plus some input from

Reference 27, Design Guide 16.

Literature reviews on the extended moment end plate

connection may be found in Reference 2 (up until

1990) as well as Reference 26 (up until 2003).

Essentially for the unstiffened extended bolted moment

end plate connection, only three elements need to be

considered as follows:

weld design;

end plate design; and

bolt design,

while the stiffened form of the connection also requires

consideration of the design of the stiffeners and

stiffener welds.

FIGURE 8. FORMS OF EXTENDED BOLTED END PLATE CONNECTION

The following assumptions are an inherent part of the

recommended design model:

Yield line analysis is employed for the design of the(1)

end plate when subject to the bolt forces on the

tension side of the connection.

Bolt prying forces are not a consideration since the(2)

end plate thickness is designed so as to prevent

the development of prying forces (THICK plate

model).

Bolts are fully tensioned in 8.8/TB category.(3)

The detailing requirements of DESIGN CHECK(4)

NO. 1 are complied with (see Ref. 14).

All of the shear force on a connection is assumed(5)

to be resisted by the bolts on the compression side

of the connection.

Beam web to end plate welds in the vicinity of the(6)

bolts on the tension side of the connection are

designed to develop the yield stress of the beam

web, irrespective of the level of design bendingmoment at the connection.

Only the beam web to end plate weld between the(7)

mid-depth of the beam and the inside face of the

beam compression flange is assumed to resist

design shear force at the connection.

The flanges of the beam carry the design bending(8)

moment in the beam at the connection via tension

and compression flange forces acting at a lever arm

approximating the depth between flange centroids.

These flange forces must be transferred into the

end plate via the flange welds.


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Any design axial force (tension or compression)(9)

will be carried in the beam flanges in proportion

to the areas of each, and must also be transferred

proportionately through the flange welds into the

end plate.

An overview of the theory and the mechanics of how

the connection is assumed to behave is contained in

Reference 26. A brief explanation is contained at the

relevant DESIGN CHECK, while thick and thin end

plate behaviour is discussed in Appendix A of Design

Guide 10.

Summary of design checks in DESIGN GUIDE 10:

DESIGN CHECK NO. 1Detailing requirements

DESIGN CHECK NO. 2Design capacity of welds to

beam flanges


beam web

DESIGN CHECK NO. 4Design capacity of bolts at

tension flange

DESIGN CHECK NO. 5Design capacity of bolts in

shear

DESIGN CHECK NO. 6Design capacity of end plate

at tension flange

DESIGN CHECK NO. 7Design capacity of end platein shear

DESIGN CHECK NO. 8Design requirements for

stiffener to end plate

DESIGN CHECK NO. 9Design capacity of stiffener

welds to end plate

For full details of all DESIGN CHECKS refer to DESIGN

GUIDE 10 (Reference 14).

Two methods of the distribution of forces from theabove design actions are presented in DESIGN

GUIDE 10 for use in the recommended design model

in the various design checks.

The design capacity tables in DESIGN GUIDE 10 and

DCT V4 considers all DESIGN CHECKS appropriate

to each table.

The following DESIGN CAPACITY TABLES are

provided in DESIGN GUIDE 10 and DCT V4, derived

using DESIGN CHECK NOS 1 to 9 inclusive.

Four bolt unstiffened end plate

Design moment capacity of connection Mconn

Four bolt unstiffened end plate; M24 bolts 8.8/

TB category threads excluded from shear plane;Welded beam/Universal beam sections > 300 mm

deep


Four bolt unstiffened end plate; M20 bolts 8.8/

TB category threads excluded from shear plane;

Universal beam sections > 200 mm deep

Four bolt stiffened end plate


Four bolt stiffened end plate; M24 bolts 8.8/TB

category threads excluded from shear plane;

Welded beam/Universal beam sections > 300 mm

deep


Four bolt stiffened end plate; M20 bolts 8.8/TB



Six bolt unstiffened end plate


Six bolt unstiffened end plate; M24 bolts 8.8/TB


Welded beam/Universal beam sections > 450 mm

deep


Six bolt unstiffened end plate; M20 bolts 8.8/TB



Eight bolt stiffened end plate


Eight bolt stiffened end plate; M24 bolts 8.8/TB


Welded beam and universal beam sections

> 520 mm deep


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WELDED BEAM TO COLUMN MOMENT9.

CONNECTIONDESIGN GUIDE 11 (REF. 15)

FIGURE 9. TYPICAL WELDED BEAM TO COLUMN MOMENT CONNECTION

latter is the more common form of the connection in

Australia at the present time.

Areas of the I-section column which require checking

and which may require subsequent stiffening are:

the column web adjacent to the compression flange(a)

of the beam which may cripple or buckle;

the columnflange which is subject to bending action(b)

due to the beam flange forcesthis effect is most

serious in the region stressed by the beam tension

flange but also occurs at the beam compression

flange;

the column web which may be subject to a large(c)

resultant shear force when the bending moments in

two beams at an interior connection differ by a large

amount, or when a one-sided beam-to-column

moment connection is involved. The resultant

column shear force due to the imbalance of thedesign bending moments must be compared with

the design capacity of the column web in shear in

order to determine if shear stiffening is required.

Structurally, the simplest rigid beam-to-column

moment connection is the welded moment connection,

although it is a connection which does require precision

in fabrication and fit-up. This connection must have

the required strength as well as restricting rotation. In

some cases, a high degree of ductility and resistance

to local buckling are also necessary.

In this connection, both flanges and the web of the

I-section beam are welded to the column using either:

full penetration butt welds; or

partial penetration butt welds; or


The beam can be either field welded to the column

(unusual) which requires an erection cleat or can

be shop welded to the column with a bolted splice

adjacent to the beam-to-column connection so that

the column comes to site with a short stub of beam

attached prepared for a beam splice connection. The


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Stiffening of the column may be effected by one or

more of the following:

local removal of column flange and welding in of

thicker plate (Figure 10c);

doubler plates to the flange of the column (Figure 10a);

doubler plates to the web of the column (Figure 10b);

tension stiffeners behind the column tension flange

(Figures 11a, 11b);

compression stiffeners behind the column

compression flange (Figures 11c, 11d, 11e);

diagonal shear stiffeners (Figure 11f).

Doubler plates are used to increase the strength of the

web or flange by the addition of additional thickness.

Transverse stiffeners are used to increase the

strength of the column flange or web at the location of

concentrated force on the column flange by acting as

load-bearing stiffeners.

The flanges of the rigidly connected incoming beam

is assumed to carry most of the design bending



approximating the beam depth minus the flange

thickness. These flange forces must be transferred

through the flange welds into the column flange where

they act as concentrated line forces on the column

flange.

FIGURE 10. COLUMN DOUBLER PLATE TYPES AND COLUMN FLANGE REPLACEMENT ALTERNATIVE


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FIGURE 11. COLUMN STIFFENER TYPES

The shear force at the connection is assumed to be

carried primarily through the web of the beam at the

connection, which must be transferred through the

web weld into the column flange.

Any design axial force (tension or compression) is

assumed to be either carried in the beam flanges and

web in proportion to the areas of each or carried by

the flanges alone, and must be transferred through the

relevant welds into the column flange.

Apart from the design of the welds, the principal concern

with the welded beam-to-column moment connection

is with the transmission of the concentrated line forces

from the flanges of the beam into the column. The

column must be able to accept the line forces without

web buckling, web crippling, shear failure of the web or

local flexural failure of the flange occurring.

The recommended design model is virtually identical

to the design model used in References 2 and 28, both

in terms of weld design and the assessment of column

stiffening requirements, although most reliance is

placed on the design provisions of Reference 28 and

AS 4100 (Ref. 1).

The following is a list of the DESIGN CHECKS in

DESIGN GUIDE 11:


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Summary of design checksBeam welds

DESIGN CHECK NO. 1Design capacity of flange

welds to beam

DESIGN CHECK NO. 2Design capacity of web

welds to beam

Summary of design checksUnstiffened column

DESIGN CHECK NO. 3Local bending of column

flange at beam tension flange

DESIGN CHECK NO. 4Local yielding of column

web at beam tension flange


web at beam compression flange

DESIGN CHECK NO. 6Column web crippling at

beam compression flange

DESIGN CHECK NO. 7Column web compression

buckling

DESIGN CHECK NO. 8Column web panel in shear

Summary of design checksColumns with

doubler plates



DESIGN CHECK NO. 10Local yielding of columnweb at beam tension flange



DESIGN CHECK NO. 12Crippling of column web at


DESIGN CHECK NO. 13Compression buckling of

column web

DESIGN CHECK NO. 14Shear on column web

panel

Summary of design checksColumns with

transverse stiffeners

DESIGN CHECK NO. 15Column with transverse

stiffeners at tension flange


stiffeners at compression flange


diagonal shear stiffeners

The following Design Capacity Tables are provided in

DESIGN GUIDE 11 and DCT V4, derived using DESIGN

CHECK NOS 1 and 2. Column stif fening requirements

must be separately assessed using DESIGN CHECK

NOS 3 to 8 inclusive. Design of column stiffeners can

be carried out using DESIGN CHECK NOS 9 to 17

inclusive. DESIGN CHECKS 3 to 17 inclusive may be

found in DESIGN GUIDE 11.

Configuration AFull penetration butt welds to

flanges and webs

Universal beams Grade 300, Design section

moment and web capacities

Welded beams Grade 300, Design section moment

and web capacities

Configuration BFillet welds required to develop

section moment capacity

Universal beams Grade 300, Weld configurations

to achieve design section moment capacity, Ms

Welded beams Grade 300, Weld configurations to

achieve design section moment capacity, Ms

Configuration CFillet welds to flanges and web

Universal beams Grade 300Design moment

capacity of welded connection with 10 mm flange

fillet welds and 8 mm web welds

Universal beams Grade 300Design moment

capacity of welded connection with 8 mm flange

fillet welds and 6 mm web welds


18/32


BOLTED END PLATE TO COLUMN MOMENT10.

CONNECTIONDESIGN GUIDE 12 (REF. 16)

FIGURE 12. BOLTED END PLATE TO COLUMN MOMENT CONNECTIONS

Bolted end plate moment connections are a very

common form of connection in rigid construction,

being used as beam-to-column connections in regular

rectangular steel framed structures and as rafter-to-

column connections in portal frame buildings.

Bolted end plate to column moment connections are

dealt with in this DESIGN GUIDE while DESIGN

GUIDE 10 deals with (see Section 7):

bolted moment end plate beam splice connections

bolted moment end plate apex connections

mitred bolted moment end plate knee connections

This Section is restricted to extended end plateconnections in five forms:

four bolt unstiffened end plate (Figure 8a)

four bolt stif fened end plate (Figure 8b)

eight bolt stiffened end plate (Figure 8c)

six bolt unstiffened end plate (Figure 8d)

eight bolt unstiffened end plate (Figure 8e)

The connection comprises:

a relatively thick end plate, usually 16 to 32 mm in

thickness;

beam or rafter welded to the end plate in the

fabrication shop;

Grade 8.8 tensioned bolts which connect the end

plate to the column flange, 8.8/TB category;

any column stiffening required.


19/32


In this connection, both the flanges and the web of

the I-section beam are welded to the end plate using

either:

full penetration butt welds; OR

partial penetration butt welds; OR


The bolts are tensioned bolts, Grade 8.8 to AS 1252

(Ref. 21), used in bearing-type mode (category 8.8/

TB). Friction-type (non-slip, category 8.8/TF) bolts

are not required. End plates are Grade 250 plate to

AS 3678 (Ref. 20).

Areas of the I-section column which require checking

and which may require subsequent stiffening are:

the column web adjacent to the compression flange(a)

of the beam which may cripple or buckle;

the column flange which is subject to bending action(b)

due to the beam flange forcesthis effect is most

serious in the region stressed by the beam tension

flange but also occurs at the beam compression

flange;

the column web which may be subject to a large(c)

resultant shear force when the bending moments in

two beams at an interior connection differ by a large

amount, or when a one-sided beam-to-column

moment connection is involved. The resultant

column shear force due to the imbalance of the

design bending moments must be compared with

the design capacity of the column web in shear, in

order to determine if shear stiffening is required.

Stiffening of the column may be effected by any one or

more of the following (see DESIGN GUIDE 12 (Ref. 16)

and Figures 10 and 11):

local removal of column flange and welding in of

thicker plate;

doubler plates to the flange of the column;

doubler plates to the web of the column;

tension stiffeners behind the column flange;

compression stiffeners behind the column flange;

diagonal shear stiffeners.

Doubler plates are used to increase the strength of the

web or flange by the addition of additional thickness.Transverse stiffeners are used to increase the

strength of the column flange or web at the location of

concentrated force on the column flange by acting as

load-bearing stiffeners.

The recommended design model for the end plate/

bolts/welds is based on Reference 26, American

Institute of Steel Construction Design Guide 4, Second

Edition, plus some input from Reference 27 and other

references.

Literature reviews on the extended moment end plate

connection may be found in Reference 2 (up until

1990) as well as Reference 26 (up until 2003).

Essentially for the unstiffened end plate connection,

only three elements need to be considered:

weld design;

end plate design; and

bolt design,

while the stiffened form of the connection also

requires consideration of the design of the stiffeners

and stiffener welds. Reference 28 is the basis for the

assessment of column stiffening requirements and the

assessment of the strength of stiffened columns.

The following assumptions are an inherent part of the

recommended design model:

yield line analysis is employed for the design of the(1)

end plate when subject to the bolt forces on thetension side of the connection;

bolt prying forces are not a consideration since the(2)

resulting end plate thickness is such as to prevent

the development of prying forces (THICK plate

model);

bolts are fully tensioned in 8.8/TB category;(3)

the detailing requirements of DESIGN CHECK NO. 1(4)

are complied with (see Ref. 16);

all of the shear force on a connection is assumed(5)

to be resisted by the bolts on the compression side

of the connection;

beam web to end plate welds in the vicinity of the(6)

bolts on the tension side of the connection are

designed to develop the yield stress of the beam

web, irrespective of the level of design bending

moment at the connection;

only the beam web to end plate weld between the(7)

mid-depth of the beam and the radius to the inside

face of the beam compression flange is assumed

to resist design shear force at the connection;


20/32


the flanges of the beam carry the design bending(8)



approximating the depth between flange centroids.

These flange forces must be transferred through

into the end plate via the welds and then into the

column flange;

any design axial force (tension or compression)(9)

will be carried in the beam flanges in proportion

to the areas of each, and must also be transferred

proportionately through the flange welds into the

end plate.

An overview of the theory and the mechanics of how

the connection is assumed to behave is contained in

Reference 26. A brief explanation is contained at the

relevant DESIGN CHECK, while thick and thin end

plate behaviour is discussed in Appendix A of DESIGN

GUIDE 12.

Apart from the design of the end plate/bolts/welds,

the principal concern with the bolted beam-to-column

end plate moment connection is with the transmission

of the concentrated forces from the end plate into the

column. The column must be able to accept the forces

without web buckling, web crippling, shear failure of the

web or local flexural failure of the flange occurring.

The recommended design model is virtually identical

to the design model used in References 2, 26 and28 in terms of the assessment of column stiffening

requirements, although most reliance is placed on the

design provisions of Reference 28 and AS 4100 (Ref. 1).


DESIGN GUIDE 12:

Summary of checksEnd plate, welds, bolts

DESIGN CHECK NO. 1Detailing requirements

DESIGN CHECK NO. 2Design capacity offlange

welds to beam


welds to beam


tension flange


shear


at tension flange


in shear

DESIGN CHECK NO. 8Design requirements for

stiffener to end plate

DESIGN CHECK NO. 9Design capacity of stiffener

welds to end plate

Summary of checksUnstiffened column




web at beam tension flange



DESIGN CHECK NO. 13Column web crippling at


DESIGN CHECK NO. 14Column web compression

buckling

DESIGN CHECK NO. 15Column web panel in

shear

Summary of checksColumns with doubler

plates


flange with flange doubler plates at beam tension

flange


web with doubler plates at beam tension flange


web with doubler plates at beam compression flange

DESIGN CHECK NO. 19Crippling of column web

with doubler plates at beam compression flange

DESIGN CHECK NO. 20Compression buckling ofcolumn web with doubler plates

DESIGN CHECK NO. 21Column web panel with

doubler plates in shear

Summary of checksColumns with transverse

stiffeners


stiffeners at tension flange

DESIGN CHECK NO. 23Column with transversestiffeners at compression flange


21/32



diagonal shear stiffeners

The design capacity tables in DESIGN GUIDE 12 and

DCT V4 only consider DESIGN CHECK NOS 1 to 9.

All the remaining DESIGN CHECKS relate to column

stiffening and must be carried out in addition to suit the

column to which the beam is connected.

For full details of all DESIGN CHECKS refer to DESIGN

GUIDE 12 (Ref. 16).

The following Design Capacity Tables are provided

in DESIGN GUIDE 12 and DCT V4, derived using

DESIGN CHECK NOS 1 TO 9 inclusive.

Column stiffening requirements must be separately

assessed using DESIGN CHECK NOS 10 to 15

inclusive.

Design of column stiffeners can be carried out using

DESIGN CHECK NOS 16 to 24 inclusive.

Four bolt unstiffened end plate


Four bolt unstiffened end plateM24 bolts 8.8/TB

category threads included in shear plane

Unhaunched welded beam/universal beam

sections > 300 mm deep




Unhaunched universal beam sections > 200 mm

deep




Haunched universal beam sections > 300 mm

deep




Haunched universal beam sections > 200 mm

deep

Four bolt stiffened end plate

Design moment capacity of connection MconnFour bolt stiffened end plateM24 bolts 8.8/TB





Four bolt stiffened end plateM20 bolts 8.8/

TB category threads included in shear plane


deep

Six bolt unstiffened end plate


Six bolt unstiffened end plateM24 bolts 8.8/TB





Six bolt unstiffened end plateM20 bolts 8.8/TB



deep

Eight bolt stiffened end plate


Eight bolt stiffened end plateM24 bolts 8.8/TB


Unhaunched welded beam and universal beam



22/32


BOLTED COVER PLATE SPLICE11.

DESIGN GUIDE 13 (Ref 17)

FIGURE 13. BOLTED COVER PLATE SPLICE

The bolted cover plate splice to an I-section comprises

(see Figures 5 and 13):

one or three cover plates bolted to each flange

either side of the splice location;

two cover plates bolted either side of the web (either

full depth or partial depth).

Bolts are fully tensioned Grade 8.8 to AS 1252 (Ref.

21) used in bearing-type mode (bolting category 8.8/

TB) in either M20 or M24 diameter. Cover plates are

either cut from plate (Grade 250) to AS/NZS 3678

(Ref. 20) or are cut from standard square edge flat bar

components (Grade 300) to AS 3679.1 (Ref. 19).

The recommended design model addresses the flange

splice and the web splice as follows:

FLANGE SPLICE

The design of the flange splice is similar to that of a

lap joint subject to in-plane forces with no eccentricity.

Cover plate strength is based on the provisions of AS

4100, with allowances (in accordance with AS 4100)

for the presence of holes being made when assessingthe design capacity of the flange cover plates. The

bolts are designed for in-plane shear force using

the guidance in Handbook 1 (Ref. 5)Section 3.6

(including the correction for long lap joints embodied

in AS 4100, and the provision for design against end

plate tearout discussed in Handbook 1Section 3.6

(Ref. 5)).

Generally one cover plate splices are preferred for

reasons of erection ease, economy and aesthetics.

However, for heavyflanges three cover plate splices

may be required in order to reduce the number of bolts

(by providing a double shear condition on the bolts)

and to reduce the individual cover plate thicknesses.

The recommended design model ignores the effect

of any load eccentricity in both one cover plate and

three cover plate flange splices.

WEB SPLICE

The design of the web splice also follows conventional

procedures, the nominal capacities of the cover plates

being assessed using the provisions of AS 4100. The

bolt group is designed using the procedure for a bolt-

group loaded by in-plane shear forces in two directions

and an in plane moment, developed in Section 3.9 of

Handbook 1 (Ref. 5). The additional design checks

on components of forces on the extreme bolts actingtowards an edge is designed to guard against tearout

in the spliced member web or the cover plates and

follows from a procedure also developed in Section

3.9 of Handbook 1 (Ref. 5).

Two cover plates, one each side of the web, are

provided since this creates a symmetric load transfer

with respect to the plane of the web and also produces

the more efficient double shear action on the web

bolts.


PART A of DESIGN GUIDE 13.

Summary of design checks


flanges


cover plates


web


23/32



cover plates

DESIGN CHECK NO. 5Design capacity of flanges

of spliced member

DESIGN CHECK NO. 6Design capacity of spliced

member at splice

NOTES:

The spliced member is assumed to have already been1

designed using Sections 5 to 8 of AS 4100 (Ref. 1) for

both section capacity and member capacity.

DESIGN CHECK NO. 6 is a section capacity check at the2

splice for the section with holes. If this DESIGN CHECK

has already been undertaken during member design, it

may be omitted in the design of the connection.

The design capacity tables in DESIGN GUIDE 13 and3

DCT V4 considers all of DESIGN CHECK NOS 1 to 6.

For full details of all DESIGN CHECKS, refer to DESIGN4GUIDE 13 (Ref. 17).


provided, derived using DESIGN CHECK NOS 1 to 6

INCLUSIVE.

Design moment capacity of bolted single cover

plate splice Universal beam sections < 400 deep,

M20 bolts

Design moment capacity of bolted single coverplate splice Universal beam sections > 400 deep,

M24 bolts

Design moment capacity of bolted three cover

plate splice Universal column sections > 240 deep,

M24 bolts

Design moment capacity of bolted three cover plate

splice 700WB/800WB welded beam sections, M24

bolts

Design moment capacity of bolted three cover plate

splice 900WB/1000WB welded beam sections,

M24 bolts

BOLTED/WELDED COVER PLATE SPLICE12.

DESIGN GUIDE 13 (Ref. 17)

FIGURE 14. BOLTED/WELDED COVER PLATE SPLICE

The bolted/welded cover plate splice to an I-section

comprises (see Figures 6 and 14):

one or three cover plates bolted to each flange

on opposite sides of the splice location, welded to

each flange on opposite sides of the splice location,

such that each cover plate is bolted on one side ofthe splice location and welded on the other side.

two cover plates either bolted on both sides of the

web on both sides of the splice Figure 14(a) or

bolted on one side and welded on the other (Figure

14(b)).

Bolts are fully tensioned Grade 8.8 to AS 1252 (Ref. 21)

used in bearing-type mode (bolting category 8.8/TB) ineither M20 or M24 diameter.


24/32


Welds are either 5 mm, 6 mm or 8 mm leg fillet welds

along all sides of the cover plate on the welded side of

the splice.

Cover plates are either cut from plate (Grade 250) to

AS/NZS 3678 (Ref. 20) or are cut from standard square

edge flat bar components (Grade 300) to AS 3679.1

(Ref. 19).

The recommended design model addresses the flange

splice and the web splice as follows:

FLANGE SPLICE

The design of the flange splice is similar to that of a

lap joint subject to in-plane forces with no eccentricity.

Cover plate strength is based on the provisions of

AS 4100, with allowance (in accordance with AS 4100)

for the presence of holes being made when assessing

the design capacity of the flange cover plates. The

bolts are designed for in-plane shear force using

the guidance in Handbook 1 (Ref. 5)Section 3.6

(including the correction for lap joints embodied in

AS 4100, and the provision for design against end

plate tearout discussed in Handbook 1Section 3.6

(Ref. 5)).

Fillet welds are also designed only for the in-plane shear

force in the bolted/welded flange splice also using the

guidance in Handbook 1Section 4.6 (Ref. 5).

Generally, one cover plate splices are preferred for

reasons of erection ease, economy and aesthetics.

However, for heavy flanges three cover plate splices

may be required in order to reduce the number of bolts

(by providing a double shear condition on the bolts)

and to reduce the individual cover plate thicknesses.

The recommended design model ignores the effect

of any load eccentricity in both one cover plate and

three cover plate flange splices.

WEB SPLICE

The design of the web splice also follows conventional

procedures, the nominal capacities of the cover plates

being assessed using the provisions of AS 4100. The

bolt group is designed using the procedure for a bolt-

group loaded by in-plane shear forces in two directions

and an in-plane moment, developed in Section 3.9 of

Handbook 1 (Ref. 5). The additional design checks

on components of forces on the extreme bolts acting

towards an edge is designed to guard against tearout

in the spliced member web or the cover plates andfollows from a procedure also developed in Section

3.9 of Handbook 1 (Ref. 5).

Two cover plates, one each side of the web, are

provided since this creates a symmetric load transfer

with respect to the plane of the web and also produces

the more efficient double shear action on the web

bolts.

Where a fillet weld group is used to connect the plates

to the member web, the fillet weld group is designed

using the method detailed in Section 4.7 of Handbook 1

(Ref. 5) for a weld group subject to in-plane shear

forces in two directions and an in-plane moment.

The following is a list of the DESIGN CHECKS in Part B

of DESIGN GUIDE 13:



bolted flange

DESIGN CHECK NO. 2Design capacity of weld at

welded flange


cover plates


web cover plates

DESIGN CHECK NO. 5Design capacity of welds

around web cover plates

DESIGN CHECK NO. 6Design capacity of webcover plates

DESIGN CHECK NO. 7Design capacity of flanges of

spliced member

DESIGN CHECK NO. 8Design capacity of spliced

member at splice

NOTES:




DESIGN CHECK NO. 8 is a section capacity check at the2

splice for the section with holes. If this DESIGN CHECK

has already been undertaken during member design, it

may be omitted in the design of the connection.


DCT V4 consider all of DESIGN CHECK NOS 1 to 8.

For full details of all DESIGN CHECKS, refer to DESIGN4

GUIDE 13 (Ref. 17).


25/32



provided, derived using DESIGN CHECK NOS 1 to 8

inclusive.

Design moment capacity of bolted/welded

single cover plate splice

Universal beam sections < 400 deep, M20 bolts,

6 fillets to flange plates, 5 fillets to web plates

Design moment capacity of bolted/welded single

cover plate splice

Universal beam sections > 400 deep, M24 bolts, 8

or 6 fillets to flange plates, 5 fillets to web plates

FIGURE 15. FULLY WELDED SPLICE

Design moment capacity of bolted/welded three

cover plate splice

Universal column sections, M24 bolts, 6/8 fillets to

flange plates and 6 fillets to web plates


cover plate splice

700WB/800WB welded beam sections, M24 bolts,

6/8 fillets to flange plates and 5 fillets to web plates


cover plate splice

900WB/1000WB welded beam sections, M24 bolts,

6/8 fillets to flange plates and 6 fillets to web plates

FULLY WELDED SPLICE13.

DESIGN GUIDE 13 (Ref. 17)

The fully welded splice to an I-section comprises

(Figures 7 and 15):

full penetration butt welded flanges;

either complete penetration butt welded web or

incomplete penetration butt welded web or fillet

welded doubler plates to web.

Web cover plates are generally grade 250 plate and

may be of a variety of depths.

Erection plates may be used to align the splice for site

welding (as shown in Figure 15).

Fully welded splices may be shop welded or field

welded.

If the flange welds are full penetration butt welds then

no design is required for these welds provided theweld complies with AS 4100 (Ref. 1) and AS 1554.1

(Ref. 29). The same applies if the web weld is a full

penetration butt weld.

Incomplete penetration butt welds are designed in the

same manner as fillet welds with a leg length whose

design throat thickness is equal to the design throat

thickness of the partial penetration butt weld (using

Clause 9.7.2.3(b) of AS 4100). The welds to the web

are designed as a single line fillet weld group using the

method given in Sections 4.6 and 4.10 of Handbook 1

(Ref. 5).

The fillet weld group used around web cover plates

may be loaded by design actions comprising in-plane

bending moment, shear force transverse to the

member longitudinal axis and axial force. This fillet

weld group may readily be designed using the method

given in Sections 4.6 and 4.10 of Handbook 1 (Ref. 5).


Part C of DESIGN GUIDE 13.


26/32



DESIGN CHECK NO. 1Design capacity of welds at

flanges


web


cover plates

DESIGN CHECK NO. 4Design capacity of welds

around web cover plates

NOTES:





DCT V4 only considers DESIGN CHECK NOS 1 and 2

since no design capacity tables for connection with webcover plates are included.

For full details of all DESIGN CHECKS, refer to DESIGN3

GUIDE 13 (Ref. 17).

DESIGN CAPACITY TABLES are only provided for

full penetration bolt welds to both flanges and web

for universal beam sections, welded beam sections,

universal column sections and welded column

sections.

CONCLUSION14.

The object of this new Connection Series is to provide

a rationalised approach to the design, detailing and

fabrication of selected structural steel connections.

The benefits of this approach include:

provision to the competent professional person

as designer a range of reliable and economic

connections accompanied by design capacity

tables (wherever possible for each connection

type);

elimination of the need for repetitive computation

by structural engineers as much as practicable;

scope for the fabricator to produce connection

components by production engineering methods,

developing standard jigs, fixtures and using NC

methods for ready connection fabrication and

assembly;

advantages that can be expected to flow

from industry rationalisation, such as bettercommunication, better availability of materials and

suitable components; and

provide a considerable impetus towards improving

the economy, and therefore the competitive

position of structural steel, in the Australian building

industry.

There is no valid reason for diversity in detailing the

selected connections contained in this Connection

Series, and one of the prime objectives of this new

Connection Series is to minimise variety by providing

only selected connection configurations containing all

essential components, for each connection type. The

selected connection configurations provided should

prove compatible with the requirements of designers,

fabricators and erectors.

REFERENCES15.

STANDARDS AUSTRALIA, AS 41001998 1 Steel

structures.

AUSTRALIAN INSTITUTE OF STEEL2

CONSTRUCTION, Design of structural

connections, 4th edition, Authors Hogan, T.J. and

Thomas, I.R., Editor Syam, A.A., 1994.

AUSTRALIAN INSTITUTE OF STEEL3

CONSTRUCTION, Standardized structural

connections, 3rd edition, 1985.

AUSTRALIAN STEEL INSTITUTE, 4 Design

capacity tables for structural steel. Volume 3:

Simple connections-open sections, Author Hogan,

T.J., Contributing author and editor, Munter, S.A.,

2007.

AUSTRALIAN STEEL INSTITUTE, 5 Handbook 1:

Design of structural steel connections, Author

Hogan, T.J., Contributing author and editor, Munter,

S.A., 2007

AUSTRALIAN STEEL INSTITUTE, 6 Design Guide 1:

Bolting in structural steel connections, Author

Hogan, T.J., Contributing author and editor, Munter,S.A., 2007.


Welding in structural steel connections, Author


S.A., 2007.


Web side plate connections, Author Hogan, T.J.,

Contributing author and editor, Munter, S.A., 2007.

AUSTRALIAN STEEL INSTITUTE, 9 Design Guide 4:Flexible end plate connections, Author Hogan, T.J.,



27/32



Angle cleat connections, Author Hogan, T.J.,



Seated connections, Author Hogan, T.J.,


Hogan, T.J. and Munter, S.A., 12 ASI Limit State Steelconnection design seriesPart 1 2007, Steel

Construction, Australian Steel Institute, Vol. 41 No.

2, Dec. 2007.

AUSTRALIAN STEEL INSTITUTE, 13 Design

capacity tables for structural steel.Volume 4: Rigid

connectionsopen sections, Author Hogan, T.J.

Contributing author van der Kreek, N., 2009.


Bolted moment end plate beam splice connections,

Author Hogan, T.J., Contributing author van der

Kreek, N., 2009.


Welded beam to column moment connections,

Author Hogan, T.J., Contributing author van der

Kreek, N., 2009.


Bolted moment end plate to column moment

connections, Author Hogan, T.J., Contributing

author van der Kreek, N., 2009.


Splice connections, Author Hogan, T.J.,

Contributing author van der Kreek, N., 2009.

AUSTRALIAN STEEL INSTITUTE, 18 Handbook 1:

Design of structural steel connections, Author


S.A., 2007.

STANDARDS AUSTRALIA/STANDARDS NEW19

ZEALAND, AS/NZS 3679.1:1996, Structural

steel, Part 1: Hot rolled bars and sections and

AS/NZS 3679.2:1996, Part 2: Welded Isections.


ZEALAND, AS/NZS 3678:1996 Structural steel

Hot rolled plates, floor-plates and slabs.


ZEALAND, AS/NZS 1252:1996 High-strength

steel bolts with associated nuts and washers for

structural engineering.


ZEALAND, AS/NZS 1553.1:1995 Covered

electrodes for welding, Part 1: Low carbon steel

electrodes for manual metal-arc welding of carbon

and carbon-manganese steels.

STANDARDS AUSTRALIA, AS 1858.1200323

Electrodes and fluxes for submerged arc welding,

Part 1: Carbon steel and carbon-manganese

steels.

STANDARDS AUSTRALIA, AS 2203.1199024

Cored electrodes for arc-welding, Part 1: Ferritic

steel electrodes.


ZEALAND, AS/NZS 2717.1:1996 Welding

ElectrodesGas metal arc, Part 1: Ferritic steel

electrodes.

AMERICAN INSTITUTE OF STEEL26

CONSTRUCTION, Extended end-plate moment

connections, seismic and wind applications, Steel

Design Guide 4, 2nd edition, 2004.


CONSTRUCTION, Flush and extended multiple-

row moment end-plate connections, Steel Design

Guide 16, Murray, T.M. and Shoemaker, W. Lee,

2002.


CONSTRUCTION, Stiffening of wide-flange

columns at moment connections: Wind and seismic

applications, Steel Design Guide Series 13,

C.J. Carter, 1999.


ZEALAND, AS/NZS 1554.1:2004 Structural steel

welding, Part 1: Welding of steel structures.


28/32


(73)

y bfc1 dh

2 bfc1

(74)and the value of is calculated as follows:

= max(a, b) when y sp2

= bwheny sp2

and y ab

= max(c, d, e) wheny sp2

where:

a 2b2

fc1 2bfc1dh 4y

2

2sy

b bfc1(bfc1 dh)(ab y) 2(y ab)aby

2saby

c b2

fc1 dhbfc1 2y

2c spyc

2syc

d bfc1s dhs 2y

2

d spyd dhyd

syd

e bfc1s 2dhs 4a

2

b 2absp 2abdh

2abs

y

y

s

y

y

bfc

ab

spy

y ab

y

s

y

bfc

ab

sp

y

y

s

y

bfc

ab

sp

y ab

yc minab, y

yd minab,b

fc1 d

h2 s

ab = distance from bolt hole to inside face offlange

Figure 41 Yield line pattern (a) H sections

Figure 42 Yield line pattern (b) H sections

Figure 43 Yield line pattern (c) H sections

(Fig. 41)

(Fig. 42)

(Fig. 43)

(Fig. 44)

(Fig. 45)

CORRIGENDA TO STEEL CONSTRUCTION VOL. 36 NO. 2 SEPTEMBER 2002DESIGN OF PINNED COLUMN BASE PLATES

G. Ranzi and P. Kneen

On pages 25 and 26, the text should be amended as follows for the

H-SHAPED COLUMN4 anchor bolts case

H-SHAPED COLUMN4 anchor bolts

The yield line patterns considered by the recommendedmodel are shown in Figs. 41, 42, 43, 44 and 45.

In the case of yield line patterns (a), (b) and (c) thederived model does not assume that the oblique linesintersect the bolt hole. This should be verified and

considered in a similar manner as previously outlined inthe case of H-shaped column with 2 anchor bolts (referto equation (71) and Fig. 40).

The recommended design procedure is as follows:

2i

tyi

0.9ft

N = (72)

ti0.9f

N

yi

*

t


29/32


y

s

bfc

ab

sp

y ab

s

bfc

ab

sp

ab

Figure 44 Yield line pattern (d) H sections

Figure 45 Yield line pattern (e) H sections

The original text had an incorrect Figure 41copy of Fig. 39and all other figures 42-46 wereincorrectly numbered being out by one. In this Corrigenda, the correct figures have the correctnumbers consistent with the original text. As a consequence of this Corrigenda, there is no longer aFi ure 46.


30/32


ASI STEEL MANUFACTURER,

DISTRIBUTOR ANDGALVANISER MEMBERS

Aus Steel Pty Limitedwww.aussteel.net.au

Bisalloy Steelswww.bisalloy.com.au

BlueScope Distributionwww.bluescopedistribution.com.au

BlueScope Steel Limitedwww.bluescope.com

BlueScope Lysaghtwww.lysaght.com

CMC Coil Steels Pty Ltdwww.coilsteels.com.au

Donhadwww.donhad.com.au

Fielders Steel Roofingwww.fielders.com.au

Fletcher Building Ltdwww.fletcherbuilding.com

G.A.M. Steel Pty Ltdwww.gamsteel.com.au

GB Galvanizing Service Pty Ltdwww.gbgalv.com.au

Graham Groupwww.grahamgroup.com

Horan Steel Pty Ltdwww.horan.com.au

Industrial Galvanizers Corporation Pty Ltdwww.indgal.com.au

Intercast and Forge Pty Ltdwww.intercast.com.au

Kingspan Insulated Panels Pty Limitedwww.kingspan.com.au

Korvest Galvaniserswww.korvest.com.au

OneSteel Limitedwww.onesteel.com

OneSteel Distributionwww.onesteel.com

Orrcon Pty Ltdwww.orrcon.com.au

Peppertree Furniturewww.peppertreefurniture.com.au

Rondo Building Services Pty Ltdwww.rondo.com.au

Southern Steel Groupwww.southernsteel.com

Steel & Tube Holdings Ltdwww.steelandtube.co.nz

ASI STEEL DETAILERMEMBERS

NEW SOUTH WALES

Cadraw Pty LtdPO Box 191Kellyville NSW 2155 02 9629 4976

CCD Drafting15 Blighs Road

Cromer NSW 2099 02 9938 3177Centreline Drawing Services Pty Ltd327/20 Dale StreetBrookvale NSW 2100 02 9938 6844

Elmasry Steel Design and DetailingSuite 3, 3a Stanley StreetBankstown NSW 2200 02 9708 6500

EMA Consulting Engineers Pty Ltd796 Hunter StNewcastle West NSW 2302 02 4940 4100

Enterprise Drafting Company (EDC) Pty Ltd982 Hunter StreetNewcastle NSW 2300 02 4927 6969

Multicad Pty Ltd4 Belbowrie ParadeMaloneys Beach NSW 2536 02 4472 1611

QUEENSLAND

Amalgamated Drafting651 Logan RoadGreenslopes QLD 4120 07 3847 3064

BDS VirCon80 Tribune StreetSouth Brisbane QLD 4101 07 3503 5810

CRT Structural Pty Ltd30 Calala DriveStrathmine QLD 4500 07 3018 2818

Draftology Pty LtdSuite 10, Level 3445 Upper Edward StreetSpring Hill QLD 4004 07 3831 3775

Hempsall Steel Detailing Pty LtdUnit 7, 16-22 Bremner RdRothwell QLD 4022 07 3204 1054

Innovative Steel Detailing Pty LtdPO Box 1606Buddina QLD 4575 07 5444 7600

Pacific Drafting AustraliaPO Box 2250Burleigh Business Centre

Burleigh Waters QLD 4220 07 5593 5810Q E I Pty Ltd104 Wellington RoadEast Brisbane QLD 4169 07 3891 6646

Steelcad Drafting Pty LtdPO Box 1456Coorparoo DC QLD 4151 07 3844 3955

Steeltech Steel Detailers P/LUnit 1, 7 Allardyce StreetGraceville QLD 4075 07 3278 6699

Time Line DraftingPO Box 2006Toowoomba QLD 4350 07 4659 8633

SOUTH AUSTRALIA

Australian Steel Detailers3/147 Goodwood RoadGoodwood SA 5034 08 8271 6555

Iplan Drafting Services51 Tobin CrescentWoodcroft SA 5162 08 8381 5888

USDSA16 Drury Terrace

Clovelly Park SA 5042 08 8374 4999

VICTORIA

Bayside Drafting (Aust) P/LPO Box 2338Oakleigh VIC 3166 03 9544 3877

Cocciardi Pty LtdPO Box 4525Dandenong South VIC 3175 03 9775 1556

Engineering Design Resource68 Hotham StTraralgon VIC 3844 03 5174 0255

Fabcad Drafting P/L

PO Box 758Morwell VIC 3840 03 5133 0733

Flexsteel Drafting Service652A High StreetKew East VIC 3102 03 9859 1862

Global Drafting Corporation Pty LtdLevel 175-89 High StreetCranbourne VIC 3977 03 5995 0335

Ideas2 Rocco DriveScoresby VIC 3179 03 9763 4332

PlanIT Design Group

PO Box 288Dingley VIC 3172 03 9551 6666

Vertex Engineering Design Service26A Macquarie DriveThomastown VIC 3074 03 9466 1255

WESTERN AUSTRALIA

Cadstruction DraftingSuite 4, First Floor896 Albany HighwayEast Victoria Park WA 6101 08 9472 7457

Carnegie Consulting (WA) Pty LtdUnit 3, 46 Hasler RoadOsborne Park WA 6017 08 9244 1311

Formation Design SystemsPO Box 1293Fremantle WA 6959 08 9335 1522

PDC Consultants Pty LtdPO Box 1267Canning Bridge WA 6153 08 9315 6600

Steelplan Australia Pty Ltd15/885 Albany HighwayEast Victoria Park WA 6101 08 9362 2599

Universal Drafting Pty LtdSuite 2, 8 Hasler RoadOsborne Park WA 6017 08 9242 8944

Westplan Drafting

Unit 3/11 Robinson RoadRockingham WA 6168 08 9592 2499

NEW ZEALAND

4D Steel DetailingPO Box 13772Christchurch 8031 +64 3 377 5880

Steel Pencil LimitedPO Box 546Palmerston North +64 6 356 8253


31/32


ASI STEEL FABRICATORMEMBERS

ACT

Baxter Engineering Pty LtdPO Box 643Fyshwick ACT 2609 02 6280 5688

Fyshwick Metalwork9 Lorn Road

Queanbeyan ACT 2620 02 6299 0294Mass Steel11 Cheney PlaceMitchell ACT 2911 02 6241 3391

NEW SOUTH WALES

7STEEL Building SolutionsPO Box 3181Mt Druitt Village NSW 2770 02 9670 9999

Alfabs Engineering Group Pty LtdPO Box 73Kurri Kurri NSW 2327 02 4937 5079

Align Constructions & Engineering Pty LtdPO Box 747Moss Vale NSW 2577 02 4869 1594

Allmen EngineeringPO Box 1437North Sydney NSW 2059 02 9460 2000

Amarcon Group18-20 Lucca RoadBuilding DMeadows Industrial EstateWyong North NSW 2259 02 4351 2468

Armidale Romac EngineeringPO Box 670

Armidale NSW 2350 02 6772 3407

Australian Wrought Iron Design Pty LtdPO Box 6285Silverwater NSW 2128 02 9748 6730

B & G Welding Pty Ltd12 Bessemer StreetBlacktown NSW 2148 02 9621 3187

Beltor Engineering Pty LtdPO Box 4187Edgeworth NSW 2285 02 4953 2444

Bosmac Pty Ltd64-68 Station StreetParkes NSW 2870 02 6862 3699

Boweld Constructions Pty LtdPO Box 52

Bomaderry NSW 2541 02 4421 6781

C & V Engineering Services Pty Ltd23 Church AvenueMascot NSW 2020 02 9667 3933

Charles Heath Industries18 Britton StreetSmithfield NSW 2164 02 9609 6000

Combell Steelfab Pty LtdPO Box 5038Prestons NSW 2170 02 9607 3822

Compute Steel Structures67 Melbourne RdRiverstone NSW 2765 02 9627 2500

Coolamon SteelworksPO Box 102Coolamon NSW 2701 02 6927 3296

Cooma Steel Co. Pty LtdPO Box 124Cooma NSW 2630 02 6452 1934

Cosme-Australia Stainless Steel Fab Pty Ltd19 Lasscock RoadGriffith NSW 2680 02 6964 1155

Cullen Steel Fabrications26 Williamson RoadIngleburn NSW 2565 02 9605 4888

D.A.M. Structural Steel

PO Box 217Camden NSW 2570 02 4647 7481

Davebilt Industries116 Showground RoadNorth Gosford NSW 2250 02 4325 7381

Designed Building Systems144 Sackville StreetFairfield NSW 2165 02 9727 0566

Edcon Steel Pty LtdPO Box 542Brookvale NSW 2100 02 9938 8505

Flame-Cut Pty LtdPO Box 6367Wetherill Park NSW 2164 02 9609 3677

Gonzalez Fabrication and Erection Pty Ltd7 Pippita CloseBeresfield NSW 2322 02 4966 8224

H F Hand Constructors Pty LtdPO Box 2004South Kempsey NSW 2442 02 6562 7644

Hutchins BrosPO Box 262Narrandera NSW 2700 02 6959 2699

ILB Steel BuildingsPO Box 1142Orange NSW 2800 02 6362 3100

Industrial Building SystemsPO Box 186Hunter Region MC NSW 2310 02 4961 6822

J.D.Hall & Son Pty LtdPO Box 55

Arncliffe NSW 2205 02 9567 8146

K H P Steel Fabrications5/81 Stephens RoadBotany NSW 2019 02 9316 9713

Kermac Welding & EngineeringPO Box 6138Wetherill Park NSW 2164 02 4821 3877

Lifese Engineering Pty Ltd5 Junction Street

Auburn NSW 2144 02 9748 0444

Mecha Design & Fabrication Pty LtdPO Box 477Wyong NSW 2259 02 4351 1877

Morson Engineering Pty LtdPO Box 244Wyong NSW 2259 02 4352 2188

National Engineering Pty LtdPO Box 437Young NSW 2594 02 6382 9360

Nepean EngineeringPO Box 56Narellan NSW 2567 02 4646 1511

Pacific Steel Constructions Pty LtdUnit 1, 4 Maxim PlaceSt Marys NSW 2760 02 9623 5247

Piper & Harvey Steel Fabrications (Wagga)Pty Ltd

PO Box 821Wagga Wagga NSW 2650 02 6922 7527

Precision Oxycut106 Long StreetSmithfield NSW 2164 02 9316 9933

Rambler Welding Industries Pty LtdPO Box 8350Wagga Wagga NSW 2650 02 6921 3062

Riton Engineering Pty LtdP.O. Box 242Wyong NSW 2259 02 4353 1688

Rivtec EngineeringPO Box 432Hay NSW 2711 02 6993 1200

S&L Steel Fabrications Pty Ltd59 Glendenning RoadRooty Hill NSW 2766 02 9832 3488

Saunders International Pty LtdPO Box 281Condell Park NSW 2200 02 9792 2444

Sebastian Engineering Pty Ltd

21-25 Kialba RoadCampbelltown NSW 2560 02 4626 6066

Southern Cross Rigging & Constructions Pty Ltd65-67 Mandarin StreetVillawood NSW 2163 02 9783 5600

Spartan Steel21 Birmingham AveVillawood NSW 2163 02 9724 6208

TDA Snow Engineering Pty Ltd28 Jura StreetHeatherbrae NSW 2324 02 4987 1477

Tenze EngineeringPO Box 426

Greenacre NSW 2190 02 9758 2677Tubular Steel Manufacturing Pty Ltd15 Johnson StreetMaitland NSW 2320 02 4932 8089

Universal Steel Construction (Australia) Pty LtdP O Box 6946Wetherill Park NSW 2164 02 9756 2555

W G E Pty Ltd29 Glastonbury AveUnanderra NSW 2526 02 4272 2200

Walpett Engineering Pty Ltd52 Hincksman StreetQueanbeyan NSW 2620 02 6297 1277

Weldcraft Engineering (ACT) Pty Ltd79 Thuralilly StreetQueanbeyan NSW 2620 02 6297 1453

Steelpipe Australiawww.steelpipe.com.au

Stramit Building Products P/Lwww.stramit.com.au

Vulcan Steel Pty LtdTe: (03) 8792 9600

Webforge Australia Pty Ltdwww.webforge.com.au

Weldlok Industries Pty Ltdwww.grahamgroup.com.au


32/32

NORTHERN TERRITORY

M & J Welding And EngineeringGPO Box 2638Darwin NT 801 08 8932 2641

Universal EngineeringPO Box 39532Winnellie NT 821 08 8922 9800

QUEENSLAND

AG Rigging & Steel Pty LtdPO Box 9154 WilsontonToowoomba QLD 4350 07 4633 0244

Alltype WeldingPO Box 1418Beenleigh QLD 4207 07 3807 1820

Austin Engineering Limited173 Cobalt StreetCarole Park QLD 4300 07 3271 2622

Beenleigh Steel Fabrications P/L41 Magnesium DriveCrestmead QLD 4132 07 3803 6033

Belconnen Steel Pty Ltd

PO Box 5718Brendale QLD 4500 07 3881 3090

Cairns Steel Fabricators P/LPO Box 207bBungalow QLD 4870 07 4035 1506

Casa Engineering (Brisbane) Pty Ltd1-7 Argon StreetCarole Park QLD 4300 07 3271 2300

Central Engineering Pty LtdPO Box 78Currumbin QLD 4223 07 5534 3155

Centwest Engineering & Steel SuppliesPO Box 426

Longreach QLD 4730 07 4658 1733Combined Metal Fabrication Pty Ltd52-54 Hugh Ryan DriveGarbutt QLD 4814 0

Documents

Asi Limit State Steel Connection Design Series – Part 2 – 2009