ASI Limit state steel connections design series - part 1_sc_42_1_j.pdf

STEEL CONSTRUCTION JOURNAL OF THE AUSTRALIAN STEEL INSTITUTE VOLUME 41 NUMBER 2 - DECEMBER 2007

ASI LIMIT STATE STEEL CONNECTIONS DESIGN SERIES - PART 1 -2007

ISSN 0049-2205 Print Post Approved pp 255003/01614

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STEEL CONSTRUCTION VOLUME 41 NUMBER 2 - DEC 2007

STEEL CONSTRUCTION - EDITORIAL Editor: Tony Pollard, National Manager – Engineering and Construction ASI Limit State Steel Connections Design Series – Part 1 - 2007 The Connection Design Series is a specialist series devoted to the design of connections in structural steel in accordance with current Australian Standard AS4100 (Ref 1), reflecting the current state of knowledge of connection behaviour from test results. Part 1 covers simple connections for open sections includes connection theory, bolting and welding of connections. The Connection Design Series is also divided into design guides with each written by weighing the evidence to provide recommended design procedures based in part on the design procedures used in equivalent publications and/or published papers.

© AUSTRALIAN STEEL INSTITUTE Steel Construction is published biannually by the Australian Steel Institute (ASI). ASI is Australia’s premier technical marketing organisation representing companies and individuals involved in steel manufacture, distribution, fabrication, design, detailing and construction. Its mission is to promote the efficient and economical use of steel. Part of its work is to conduct technical seminars, educational lectures and to publish and market technical design aids. Its services are available free of charge to financial corporate members. For details regarding ASI services, readers may contact the Institute’s offices or visit the ASI website www.steel.org.au Disclaimer: Every effort has been made and all reasonable care taken to ensure the accuracy of the material contained in this publication. However, to the extent permitted by law, the Authors, Editors and Publishers of this publication: (a) will not be held liable or responsible in any way; and (b) expressly disclaim any liability or responsibility for any loss or damage costs or expenses incurred in connection with this Publication by any person,

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 justified 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. whether that person is the purchaser of this Publication or not. Without limitation, this includes loss, damage, costs and expenses incurred if any person wholly or partially relies on any part of this Publication, and loss, damage, costs and expenses incurred as 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 relevant field, and under no circumstances should this Publication be relied upon to replace any or all of the knowledge and expertise of such a person. Contributions of original papers or reports on steel design, research and allied technical matters are invited from readers for possible publication. The views expressed in these papers are those of the authors and do not necessarily reflect the views of ASI. Submissions should be in electronic format including all diagrams and equations in two columns, using Times font (size 10.5 points). A clean, camera ready printout at 600dpi should also be forwarded.

ASI Contact Details Head Office Level 13, 99 Mount Street North Sydney NSW 2060 PO Box 6366 North Sydney NSW 2059 Telephone: (02) 9931 6666 Facsimile: (02) 9931 6633 Email: [email protected] Website: www.steel.org.au New South Wales & ACT Mr Phil Casey – State Manager Level 13, 99 Mount Street North Sydney NSW 2060 Telephone: (02) 9931 6666 Mobile: 0424 225 701 Facsimile: (02) 9931 6633 Email: [email protected]

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Electronic copies of Steel Construction journals are available from the members’ section of the ASI website. These pdfs may be freely downloaded by members for their personal use. Financial corporate members of the ASI may add these pdfs to their company intranets but in the event of resignation from the ASI, the pdfs must be deleted. ASI permits members to quote excerpts from Steel Construction in their technical reports provided the journal is referenced as the source.


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ASI LIMIT STATE STEEL CONNECTION DESIGN SERIES – PART 1 – 2007 BACKGROUND AND SUMMARY DETAILS by T.J.HOGAN Consultant & Former Director, SCP Consulting Pty Ltd, Sydney and S.A. MUNTER National Structural Decking Manager, Bluescope Lysaght, Sydney

1. INTRODUCTION This new Structural Steel Connection Design Series (the Connection Series), authored and 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. Part 1 of this Connection Series details recommended design procedures and provides basic design capacity tables (DCTs) for simple connections including web side plate, flexible end plate and angle cleat. Detailing parameters are also provided for a range of these simple connections including seated connections commonly used for structural steel in Australia. 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 detailing is the key to minimising costs at each stage. The Connection Series was first released 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 but there was no subsequent release of a limit state companion document containing connection design capacity tables. Part One of this new Connection Series in limit state format to the Australian Standard for Steel Structures AS 4100-1998 (Ref.1) separates the connection theory in Handbook 1 from the Design Guides for each individual connection type. The recommended design model for a connection model theory is referenced back to the Handbook for each type of connection formulated. Revision of the ASI connection detailing was based on surveys of best practice in the Australian steel industry. 2. BACKGROUND The ASI was formed in 2002 through the merger of the

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Australian Institute of Steel Construction (AISC) and the Steel Institute of Australia (SIA). The former AISC published a design manual giving guidance on the design of structural connections in steelwork (Ref.2). The ASI has been updating Reference 2 by way of this 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 will cover rigid connections and other connection types again for members of open sections. The former AISC also published a manual containing standardised detailing for simple connections, accompanied by load tables (Ref.3). Each individual connection type in the Connection Series contains standardised detailing and design capacity tables for the connection covered by that publication as 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). 3. PUBLICATIONS & SCOPE The Connection Series is to be published in two tranches: Part 1: Simple Connections – Open Sections, 2007, comprising: Design capacity tables for structural steel, Volume 3: Simple connections – open 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)


Figure 1. Simple Connections Part 2: Rigid & Other Connections – Open Sections will comprise design capacity tables for structural steel - Volume 4: Rigid connections – open sections; Design guides for welded beam to column connections; Bolted moment end plate – beam splice connections; Bolted moment end plate – beam to column connections; as well as Beam splices and Column base plates. 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 is contradictory 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. STEEL CONSTRUCTION VOLUME 41 NUMBER 2 - DEC 2007

Each individual connection type 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 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. 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 provided by the detailing of the connection and must have been

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demonstrated experimentally. The connection is then 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 (Fig.1):

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 to be included in design capacity tables (Ref.5) include (Fig.2.):

Part 2 of the Connection Series will include, amongst other connections those for rigid construction where

Figure 2. Rigid Connections

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4. CONSIDERATIONS IN CONNECTION DESIGN 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 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 the designer 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. It 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 the competitive 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 and erectors. The design capacity tables presented in this Simple Connections DCTs V3 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. Certain design 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. The following connection types have been included in this Simple Connections DCTs, V3 (Fig. 1):  

Web side plate connection (refer Design Guide 3, Ref.8) Flexible end plate connection (refer Design Guide 4, Ref.9)

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 Angle cleat connection (refer Design Guide 5, Ref.10) All these connections fall into the SIMPLE CONSTRUCTION form of construction permitted by AS 4100 (Ref.1).

Welds

GEOMETRIC PARAMETERS Standard Parameters

Hole geometry

Steel Grades (a) Supported members (b) Angle components (c) Flat bar strip components (d) Plate components

Grade 300 to AS 3679 (Ref.12) Grade 300 to AS 3679 (Ref.12) Grade 300 to AS 3679 (Ref.12) Grade 250 to AS 3678 (Ref.13)

6mm or 8mm fillet welds E48XX or W50X welding electrodes to the rel evant Australian Standard (Refs 15, 16, 17, 18)

Bolt pitch

70mm

Bolt gauge

Either 70mm, 90mm or 140mm as required

Other

Several other geometrical aspects. such as cope sizes and edge distances have been standardised. These are detailed in the following tables.

Standardised Structural Connections Bolts

20mm high strength structural bolts to AS 1252 (Ref.14) 22mm diameter holes TABLE 1 CONNECTION COMPONENTS ADOPTED CONNECTION COMPONENTS ADOPTED

Connection

Component type

Size

Figure

Hole dia. (mm)

Edge distance (mm)

Web side plate

Flat bar or plate

90 u 8 90 u 10 180 u 10

3 3 4

22 22 22

55/35 55/35 55

Flexible end plate

Flat bar or plate

200 u 10 150 u 10

5 5

22 22

30 30

Angle cleat

Equal angle Unequal angle

100 u 100 u 8 EA 150 u 100 u 10 UA

6 7

22 22

35 35

TABLE 2 ADDITIONAL DETAILS OF COMPONENTS

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Type

Size

Mass per metre (kg/m)

Flat bar

90 u 8 90 u 10 180 u 10

5.65 7.06 14.1

Angle

100 u 100 u 8 EA 150 u 100 u 10 UA

11.8 18.0

Plate

90 u 8 90 u 10 180 u 10

5.65 7.06 14.1

Actual thickness 8 10 10 7.8 9.5 8 10 10

Yield stress (MPa)

Tensile strength MPa

320 320 320

440 440 440

320 320

440 440

280 260 260

410 410 410


Two methods of manufacture are possible for the above connection components: (i)

strip may be cut and holed by the fabricator’s normal methods.

(ii)

strip may be pre-holed in long lengths and subsequently cropped to individual component lengths. FIGURE 3. 90x8 or 90x10 FLAT BAR OR PLATE COMPONENT

FIGURE 4. 180x10 FLAT BAR OR PLATE COMPONENT

FIGURE 5. 200 OR 150x10 FLAT BAR OR PLATE COMPONENT

FIGURE 6. 100x100x8 EA ANGLE COMPONENT

FIGURE 7. 150x100x10 UA ANGLE COMPONENT

The three types of supported member (beam) end preparation are shown in Figure 8. STEEL CONSTRUCTION VOLUME 41 NUMBER 2 - DEC 2007

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NOTE: All beam end preparations may have a single line of bolts in lieu of the two lines shown above. *a = 70 where noted in Table 3.

Figure 8. supported member End preparations

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Bolting layout parameters:

uses

the

following

(a) dimension a = 100mm from top of beam to centre of first hole, except that for beam depths less than 240mm a = 70mm is used; (b) edge distance from a coped web to a hole of 35mm;

Using these parameters, the maximum number of bolt rows (nmax) that can be accommodated on a beam web are given in Table 3 for: (i)

Universal beam sections;

(ii) Universal column sections down to 200UC; (iii) Hot rolled channel sections down to 200mm deep.

(c) end distance for the bolts in the beam web of 35mm, so as to permit all methods of beam cutting; (d) all bolt holes are 22mm diameter for M20 bolts; (e) a bolt pitch of 70mm. The bolt pitch of 70mm, combined with the ‘a’ dimension of 100mm maximises the number of bolts that can be accommodated in a beam web while still allowing sufficient clearance to enable bolts to be installed.

TABLE 3 VALUES OF nmax a = 100 except a = 70 where * shown, edc = 35, p = 70 (Fig. 8) Section (UB)

n max on beam web

Section (UC)

n max on beam web

Section (Channel)

n max on beam web

610UB

7

310UC

3

380 u 100

4

530UB

6

250UC

2

300 u 90

3

460UB

5

200UC

2*

250 u 90

2

410UB

4

230 u 75

2*

360UB

3

200 u 75

2*

310UB

3

250UB

2

200UB

2*


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Gauge Lines For rolled sections, the gauges of the holes between lines of bolts should be one of the standard gauges shown in Tables 4 to 7. Flange gauges listed in these tables provide the minimum edge distances for the holes and clearances between the bolts and the web sufficient to allow installation of the bolts. Web gauges 2 GEOMETRICAL DETAILS 2.4 Gauge lines are selected to provide adequate clearance between the bolt holes and the flange to permit both holing and installation of the bolts. For rolled sections, the gauges of the holes between lines of bolts should be one of the In thestandard tables, the first entry is theinpreferred gauges shown Tables one 4 toand 7. Flange gauges listed in these Tables provide the minimum edge distances for the holes, and other possible alternatives are given in descending clearances between the bolts and the web sufficient allow installation the bolts. the Web gauges are selected to provide adequate clearance orderto of preference. For all theofconnections, choice between the bolt holes and the flange to permit both holing and installation of the bolts. is taken care of in the standard detail for the angle cleat In the end Tables, and flexible plate.the first entry is the preferred one, and other possible alternatives are given in descending order of preference. For all the connections in this Simple Connections DCTs, V3 the choice is taken care of in the standard detail for the angle cleat and flexible end plate.

TABLE 4 GAUGE LINES FOR UNIVERSAL SECTIONS Section

Flange s gf M20

Web s gw M24

M20

M24

Universal beams 610UB 530UB

140 140

90 90

140 140

460UB 410UB 360UB,310UB 310UB32.0

90 90 90 70

140 70 70

90 90 90

250UB 250UB25.7* 200UB 200UB18.2* 180UB 150UB

70 70 70 50 b b

90

140 140 140 90 60

90 90 90 70

140 140 140 90 b

1

2

1

90 90

140 140

90 90

70 70

140 140

90 90

70 70

90 90 90 90

70 70 70 70

140 140 140 140

90 90 90 90

70 70 70 70

140 140 140 140

70 70 70 70 70 70

90 90 90 90 90

140 140

70 70 70 70 70 70

90 90 90 90 90

140 140

90 90 90

90 90 90 70 c

70 70 70

140 140

90 90 90 70 c

70 70 70

140 140

2

1

2

3

1

2

3

Universal columns 310UC 250UC 200UC 150UC 100UC Preference NOTES: *Gauge listed for 250UB25.7 and 200UB18.2 are for M16 bolts. b—Indicates that the flange will not accommodate this size of bolt. c—Indicates that the web will not accommodate two lines of bolts with a gauge of 50 mm or more. All dimensions are in mm.

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TABLE 5 GAUGE LINES FOR WELDED SECTION FLANGES M20

Section

M24 s gf2

s gf1

s gf1

s gf2

Welded beams 1200WB455-392

140

90

280

1200WB342-278

140

90

280

420

140

90

280

140

90

280

140

90

140

90

140

90

140

90

1200WB249

140

90

1000WB322-258

140

90

1000WB215

140

90

900WB282,218

140

90

900WB175

140

90

140

90

800WB

140

90

140

90

700WB

140

90

140

90

280 280

280 280

Welded columns 500WC

140

280

400WC

140

280

350WC

140

Preference

1

420

140

280

140

280

140 2

1

2

1

2

1

2

NOTE: All dimensions are in mm.

TABLE 6 GAUGE LINES FOR WELDED SECTION WEBS Web s gw

Section

M24

M20

Welded beams 1200WB

140

90

70

140

90

70

1000WB

140

90

70

140

90

70

900WB

140

90

70

140

90

70

800WB

140

90

70

140

90

70

700WB

140

90

70

140

90

70

500WC

140

90

70

140

90

70

400WC

140

90

70

140

90

70

350WC

140

90

70

140

90

70

1

2

3

1

2

3

Welded columns

Preference

NOTE: All dimensions are in mm.


design capacity tables for structural steel V3: simple connections – open sections, first edition

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TABLE 7 GAUGE LINES FOR PARALLEL FLANGE CHANNELS Section

Flange s gf

Web s gw

M16

M20

M24

M16

M20

M24

380u100

55

55

55

140

90

70

140

90

70

140

90

70

300u 90

55

55

b

140

90

70

140

90

70

140

90

70

250u 90

55

55

b

140

90

70

140

90

70

140

90

70

230u 75

45

45

b

140

90

70

90

70

90

70

200u 75

45

45

b

90

70

90

70

90

70

180u 75

45

45

b

70

90

70

90

70

150u 75

45

45

b

70

1

1

1

1

Parallel flange channels

Preference

65 2

3

1

55 2

3

1

2

3

NOTES: b—Indicates that the flange will not accommodate this size of bolt. c—Indicates that the web will not accommodate two lines of bolts with a gauge of 50 mm or more. All dimensions are in mm.

Web Coping The connections in the series are detailed from the top flange of the beam with the dimension ‘a’ between the top of the steel beam and the centre of the first hole in the connection controlling the location of all holes. Dimension ‘a’ has been standardised at 100mm, which allows sufficient clearance for all beam-to-beam connections except where the supported member depth is less than 240mm for which a = 70mm has been adopted. A standard method of coping beams in beam-to-beam connections has been adopted. This is necessary since the cope detail affects the design capacity of some connections and may also influence the torsional end restraint provided by the connection. The layouts of beam-to-beam connections involving web copes are shown in Figure 9 for single web copes (SWC) and in Figure 10 for double web copes (DWC). Standard lengths of web copes (length = dimension ‘c’) in beam-to-beam connections for universal sections are given in Tables 8 and 9.

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a = 100 except *

TABLE 8

Bolt diameter = M20

WEB COPES—BEAM-TO-BEAM CONNECTIONS UNIVERSAL SECTIONS AS SUPPORTED MEMBERS Member ‘A’ (supporting member) 610UB 610UB

530UB

460UB

DWC120 DWC110 DWC100

Member ‘B’ (supported)

530UB

410UB DWC90

360UB

DWC90

460UB

310UB

250UB

200UB

310UC

250UC

200UC

DWC90

DWC80

DWC80 DWC160 DWC130 DWC110

410UB 360UB

SWC120

310UB

SWC110

SWC100

250UB

SWC90

SWC90

SWC160

200UB*

SWC90

SWC80

310UC

DWC90

DWC80

250UC

SWC120 SWC110 SWC100 SWC90 SWC90

200UC*

SWC90

DWC80 DWC160 DWC130 DWC110 SWC160

SWC80

SWC130

NOTE: No recommendation on web coping is made in respect of 100UC or 150UC, as either supported or supporting members.

TABLE 9 WEB COPES—BEAM-TO-BEAM CONNECTIONS CHANNELS AS SUPPORTED MEMBERS

a = 100 except * Bolt diameter = M20

Member ‘A’ (supporting member)

Member ‘B’ (supported)

460UB

410UB 360UB 310UB 250UB 200UB

380 u 100

230 u 75 200 u 75*

250UC

200UC

150UC

DWC90 DWC160 DWC80 DWC80 SWC100 SWC90

380 u 100

300 u 90

250 u 90

230 u 75

200 u 75

DWC100 DWC90

300 u 90 250 u 90

310UC

DWC90 DWC130 DWC110 DWC80

SWC90

DWC90 DWC80 DWC80

SWC100 SWC90

SWC160 SWC80

SWC90 SWC130

SWC90

NOTE: No recommendation on web coping is made in respect of 100UC as supporting member.



15 14

The dimension ‘c’ is controlled by the flange width of the supporting member (member A), and it normally varies between 80 and 160mm (increments of 10mm have been adopted). For example, a 250UB supported member (member B) connection to a 460UB (member A) requires a SWC100 web cope - the dimension ‘c’ = 100 provides clearance for the coped 250UB from the flange of the 460UB which has a flange width of 191mm. In addition to adopting the dimension ‘a’, the edge distance from the first hole of the web holing pattern to the edge of the cope has been standardised at 35mm to allow hand flame cutting of the cope (Figures 9 and 10).

Standard web copes assume that tops of beam flanges are level. Where this is not the case, special consideration will have to be given to detailing of the connection. Since all bolting layouts assume that the top of beam flanges are level, the determination of nmax in any beam-to-beam connection will be the value in Table 3 for member ‘A’ (supporting member) when DA < DB. However, when DA > DB, the value of nmax will be that in Table 3 for member ‘B’ (supported member).

Web copes have always presented a difficult and costly fabrication stage and have traditionally been hand flame cut. In this series, it is recommended that the re-entrant corner of the cope be radiused (radius = r) and that: r = 10mm minimum The techniques of beam fabrication currently available offer the possibility of drilling or punching a hole at the re-entrant corner of the cope during the normal holing of beam webs. The cope is then obtained by cutting to this hole (Figure 11). Since 22mm diameter holes for M20 bolts would normally be punched or drilled in the beam web, a 22mm diameter hole can readily be punched or drilled at the re-entrant corner at the same time, giving: r = 11mm which exceeds the above minimum If drilling this cope hole, it is desirable that the centreline of the hole so drilled lie outside the root radius line of the beam (Figure 11) - thus (x – 11) > k. An ‘a’ dimension of 100mm will accommodate this requirement and thus allow drilling of the re-entrant corner cope hole for all UB and channel sections and all UC sections except 310UC283. Punching of the cope hole requires slightly more clearance from the inside face of the beam flange depending upon the equipment used. This cope hole should generally be able to be punched on 610UB101 sections and smaller, on 310UC97 sections and smaller and on all hot rolled channel sections. For double web coped beams, the same minimum dimensional requirements have been adopted. Using the length of the remaining web as a multiple of the bolt pitch, the dimensions at the bottom cope are sufficient to always enable the same drilling and punching arrangements as for the top cope.

16


ed

ed

FIGURE 9. SINGLE WEB COPE

FIGURE 10. DOUBLE WEB COPE

FIGURE 11. HOLE AT RE-ENTRANT CORNER

FIGURE 12. FLANGE COPE DFC.c.b.

smaller and flange bolts protrude within the profile of the member (see Figure 13.), care must be taken to ensure sufficient clearance is present to allow erection and tightening of flange connection bolts.

FIGURE 13. Bolt clearance for flange coping

Flange Coping The most common type of flange cope is shown in Figure 12. A suitable designation is:

DFC.c.b.

where ‘c’ and ‘b’ are the dimensions shown in Figure 12. and DFC stands for double flange cope. Standard double flange copes required for beamcolumn connections involving universal sections are given in Ref 4.

5. Design Capacity Tables for Structural Steel, V3: Simple Connections, Open Sections (Simple Connections DCTs, V3) – Ref. 4. 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 3, 4, and 5. Hence, it serves as a ready source of typical details and load capacity tables for those users not interested in the detailed treatment contained in each Design Guide.

DESIGN BASIS

Detailing Note

Design Models

Where member ‘A’ is either a 250UB or 250UC or

For the three connections included in Simple


17

extracted from the relevant design guide for inclusion: 

Description of connection



Typical detailing of connection



Recommended checks



Design capacity configurations

design

model—summary

tables

for

of

selected

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. 8, 9, 10). For each connection, the Summary of Checks will indicate: 

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

The design capacity tables are presented so that, knowing the supported member size and design reaction R* on the connection, the required connection components, bolt numbers and weld sizes are simply read from the relevant table for the selected configuration. The design capacity tables 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. 7). The philosophy of the publication is the same as that described in Reference 7, 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;



Ensure that each component or fastener in each action path has sufficient capacity to transmit the

18

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. 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. Minimum Design Actions on Connections AS 4100 Clause 9.1.4 provides that connections shall be designed at the strength limit state for the greater of: 

The design action in the member; or



The minimum design action effects expressed either as the value or the factor times the member design capacity for the minimum size of member required by the strength limit state, specified in items (i) to (vii) below:

(i)

Connections in rigid construction - a bending moment of 0.5 times the member design moment capacity.

(ii) Connections to beams in simple construction - a shear force of 40kN or 0.15 x member design shear capacity, whichever is the lesser. (iii)

Connections at the ends of tension or compression members - a force of 0.3 times the member design capacity, except that for the threaded rod acting as a bracing member with turnbuckles the minimum tension force shall be equal to the member design capacity.

(iv) Splices in members subject to axial tension - a force of 0.3 times the member design capacity in tension. (v)

Splices in members subject to axial compression - for ends prepared for full contact in accordance with Clause 14.4.4.2 of AS 4100, it shall be permissible to carry compressive actions by bearing on contact surfaces. When members are prepared for full contact to bear at splices there shall be sufficient fasteners to hold all parts securely in place. The fasteners shall be sufficient to transmit a force of 0.15 times the member design capacity in axial compression.

In addition, splices located between points of effective


lateral support shall be designed for the design axial force (N*) plus a design bending moment not less than the design bending moment (M*) where: M* =

δN * Ls 1000

S

=

appropriate amplification factor Sb or sS determined in accordance with Clause 4.4 of AS 4100

Ls

=

Distance between points of effective lateral support

When members are not prepared for full contact the splice material and its fasteners shall be arranged to hold all parts in line and shall be designed to transmit a force of 0.3 times the member design capacity in axial compression.

(vi)

Splices in flexural members - a bending moment of 0.3 times the member design capacity in bending. This provision shall not apply to splices designed to transmit shear force only.

A splice subjected to a shear force only shall be designed to transmit the design shear force together with any bending moment resulting from the eccentricity of the force with respect to the centroid of the connector group.

(vii)

Splices in members subject to combined actions - a splice in a member subject to a combination of design axial tension or design axial compression and design bending moment shall satisfy (iv), (v)

and (vi) simultaneously.

The action to be designed for is the greater of the calculated design actions or the minimum specified in (i) to (vii) as appropriate. The minimum is generally expressed as a factor times the design capacity (Ru) for the minimum size of member required by the strength limit state. Hence, if a member is increased in size above the minimum size for whatever reason (rationalisation of member sizes, slenderness or serviceability considerations) it is only necessary to use the design capacity of the minimum size required by the strength limit state for the purpose of determining the minimum design action. For example, for columns which may be subject to large compressive forces and only minor tensile forces, any splice has to be designed for both the specified value for the minimum member size required to resist the compression and for the specified value for the minimum member size required to resist the tension.

structural engineer, the minimum design actions are as shown in Tables 11 to 13 in Simple Connections DCTs V3. These minima are based on the above provisions from AS 4100. Where connection design is left to the shop detailer/ fabricator, the following design actions should be shown in the contract documents. Simple construction design reaction R* Rigid construction and splices

design bending moment M* design shear force V* design axial force N*

(Different combinations of these actions might need to be specified to encompass all likely load combinations.) Design Capacity Tables Web Side Plate Connection The web side plate (WSP) connection consists of a length of plate or flat bar, fillet welded on both sides to a supporting member with bolts connecting the supported beam web to the web side plate with some typical examples shown in Fig.14. The supported member may require the flange and/or the web to be coped in order to enable the connection to be effected, illustrated in Fig.14(b). Features of the connection are: —

Welds are fillet welds to both sides of the component connecting it to the supporting member.

—

The component is either a standard size flat bar or a plate cut to suit.

—

The bolting category normally used is 8.8/S.

—

The connection can be used with skew beams.

Where the connection design is carried out by the STEEL CONSTRUCTION VOLUME 41 NUMBER 2 - DEC 2007

19

FIGURE 14. TYPICAL WEB SIDE PLATE CONNECTIONS

Summary of Design Checks for WSP Connection Design is based on determining Vdes, the design capacity of the connection which is the minimum of the design capacities Va, Vb, Vc, Vd, Ve, Vf, Vg, Vh. The design requirement is then Vdes > V* (design shear force). From AS 4100, Clause 9.1.4(b)(ii) (Ref. 1) this connection must be designed for a minimum design shear force of 40kN, or 0.15 x member design shear capacity, whichever is the lesser.

20


Summary of checks required (Ref. 4) DESIGN CHECK NO.1

Detailing limitations

DESIGN CHECK NO.2

Design capacity of weld to supporting member

DESIGN CHECK NO.3

Design capacity of bolt group - Alternatives A and B

DESIGN CHECK NO.4

Design capacity of web side plate (Shear, bending, block shear)

DESIGN CHECK NO.5

Design capacity of supported member (Shear - un-coped or coped)

DESIGN CHECK NO.6

Design capacity of supported member (Block shear - coped sections)

DESIGN CHECK NO.7

Design capacity of supported member (Bending of coped sections)

DESIGN CHECK NO.8

Beam rotation check

DESIGN CHECK NO.9

Local stability of coped supported member

DESIGN CHECK NO.10

Local capacity of supporting member

The design capacity tables in these Simple Connections DCTs, V3 are based on DESIGN CHECKS 1 to 6 inclusive. DESIGN CHECKS 7 to 10 must be carried out in addition. Flexible End Plate Connection

or plate cut to suit.

The flexible end plate (FEP) connection consists of a length of plate or flat bar, fillet welded on both sides to the web of the supported member with bolts connecting the end plate to the supporting member with some typical examples shown in Fig 15.

—


—

The component does not extend to the bottom flange of the supported beam in order to ensure that the beam can rotate without touching the supporting member.

Features of the connection are:

—

The connection can be used to hollow section columns if studs or special bolts are used (not within the scope of the Simple Connections DCTs, V3).

—

Welds are fillet welds to both sides of the supported beam web.

—

The connection can be used with skew beams to a limited extent.

—

The component is either a standard size flat bar

The supported member may require the flange and/or the web to be coped in order to enable the connection to be effected.

FIGURE 15. TYPICAL FLEXIBLE END PLATE CONNECTIONS STEEL CONSTRUCTION VOLUME 41 NUMBER 2 - DEC 2007

21

Summary of Design Checks for FEP Connections

shear force).

Design is based on determining Vdes, the design capacity of the connection which is the minimum of the design capacities Va, Vb, Vc, Vd, Ve, Vf, Vg.

From AS 4100 Clause 9.1.4(b)(ii) (Ref. 1) this connection must be designed for a minimum design shear force of 40kN, or 0.15 x member design shear capacity, whichever is the lesser.

The design requirement is then Vdes > V* (design

Summary of checks required (Ref. 5) DESIGN CHECK NO.1


DESIGN CHECK NO.2


DESIGN CHECK NO.3


DESIGN CHECK NO.4


DESIGN CHECK NO.5


DESIGN CHECK NO.6


DESIGN CHECK NO.7


DESIGN CHECK NO.8

Beam rotation check

DESIGN CHECK NO.9


DESIGN CHECK NO.10


The design capacity tables in these Simple Connections DCTs, V3 are based on DESIGN CHECKS 1 to 6 inclusive. DESIGN CHECKS 7 to 10 must be carried out in addition. Angle Cleat Connection

(one or two angles).

The angle cleat connection consists of either a single angle bolted to a supported member web or two angles bolted each side of a supported member web. The angle or angles are in turn bolted to the supporting member with some typical examples shown in Fig. 16.

—


—

The component does not extend to the bottom flange of the supported beam in order to ensure that the beam can rotate without touching the supporting member.

—

The connection can only be used to hollow section columns if studs or special bolts are used. Such studs or bolts are not considered in the Simple Connections DCTs, V3.

The supported member may require the flange and/or the web to be coped in order to enable the connection to be effected (ref. Figure 16). Features of the connection are: —

The component is a standard angle, grade 300

FIGURE 16. TYPICAL ANGLE CLEAT CONNECTIONS

22


Design is based on determining Vdes, the design capacity of the connection, which is the minimum of the design capacities Va, Vb, Vc, Vd, Ve, Vf, Vg, Vh. The design requirement is then Vdes > V* (design shear force).

From AS 4100, Clause 9.1.4(b)(ii) (Ref. 1) this connection must be designed for a minimum design shear force of 40kN or 0.15 x member design shear capacity, whichever is the lesser.

Summary of checks—Double angle cleats (Ref. 6) DESIGN CHECK NO.1


DESIGN CHECK NO.2


DESIGN CHECK NO.3


DESIGN CHECK NO.4


DESIGN CHECK NO.5


DESIGN CHECK NO.6


DESIGN CHECK NO.7


DESIGN CHECK NO.8

Beam rotation check

DESIGN CHECK NO.9


DESIGN CHECK NO.10


The design capacity tables in this Simple Connections DCTs, V3 are based on DESIGN CHECKS 1 to 6 inclusive. DESIGN CHECKS 7 to 10 must be carried out in addition. Contents of Simple Connections DCT, V3 include: 1 1.1 1.2 1.3

CONCEPT OF DESIGN GUIDES Background Preliminary considerations Included connections

2 2.1 2.2 2.3 2.4 2.5 2.6

GEOMETRICAL DETAILS Standard parameters Connection components adopted Bolting layout Gauge lines Web coping Flange coping

3 3.1 3.2 3.3

DESIGN BASIS Design models Minimum design actions on connections Coped sections

4 4.1 4.2 4.3 4.4 4.5 4.6

WEB SIDE PLATE CONNECTION Description of connection Typical detailing of connection Recommended Design Model - Summary of Checks Configuration A - Single line of bolts - Design capacity tables Configuration B - Single line of bolts - Design capacity tables Configuration C - Double line of bolts - Design capacity tables


5 5.1 5.2 5.3 5.4 5.5

FLEXIBLE END PLATE CONNECTION Description of connection Typical detailing of connection Recommended Design Model - Summary of Checks Configuration A - Sections > 500 mm deep Configuration B - Sections < 500 mm deep

6 6.1 6.2 6.3 6.4 6.5 6.6 6.7 6.8

ANGLE CLEAT CONNECTION Description of connection Typical detailing of connection - Double angle cleats Recommended design model - Double angle cleats Summary of checks Configuration A - Double angle cleat single line of bolts to supported member Design capacity tables Configuration B - Double angle cleat double line of bolts to supported member Design capacity tables Typical detailing of connection - Single angle cleat Recommended design model Single angle cleat Summary of design checks Configuration C - Single angle

23

6.9

cleat single line of bolts to supported member Design capacity tables Configuration D - Single angle cleat double line of bolts to supported member

7

REFERENCES APPENDIX A ASI Design Guide 1, Part 1 comment form

6. Handbook 1: Design of Structural Steel Connections The Handbook is the companion to both the Simple Connections DCT’s, V3 and to the design guides. It consolidates industry Best Practice, references and research papers. The Handbook formulates the elemental equations for assessing bolts, bolt groups, welds, weld groups, connections components and supporting members in standardised structural steel connections. Connections are considered in the Handbook and in AS 4100 to consist of the following connection parts: 

bolts or welds;



plates, gussets, cleats;



supported members; and



supporting members.

All the above design capacities must be evaluated in order to estimate the design capacity of a connection. This Handbook deals with the design capacity of these elements as isolated elements so that the formulae derived can be used in later design guides concerned with individual connections. 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 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 considerable task considering the large number of different connection types that may be encountered, each requiring individual research and assessment. A series such as this seeks to assist the designer by providing guidance in order to reduce the task considerably. The design models contained within this Handbook are considered to be applicable only to connections

24

which are essentially statically loaded. Connections subject to dynamic loads, earthquake loads or fatigue applications may require additional considerations. The Handbook covers design of bolts and bolt groups, welds and weld groups, other connection components including angle, flat bar and plate as well as supported members. Contents of Handbook 1 include: 1 CONCEPT OF DESIGN GUIDES 1.1 Background 2 2.1 2.2 2.3 2.4

BACKGROUND DISCUSSION General considerations Forms of construction Connection design models Connection characteristics

3 BOLTS AND BOLT GROUPS 3.1 Bolt types and bolting categories 3.2 Bolt dimensions 3.3 Dimensions of wrenches for installing bolts 3.4 Bolt mechanical properties 3.5 Design requirements for bolts 3.6 AS 4100 Design requirements - Strength limit state 3.7 AS 4100 design requirements - Serviceability limit state 3.8 Geometric requirements of AS 4100 for bolted connections 3.9 Bolt group loaded in-plane 3.10 Design example No. 1 - Design of bolts in lap splice connection 3.11 Design example No. 2 - Design of bolt group loaded in-plane 3.12 Bolt group loaded out-of-plane 3.13 Prying action 3.14 Design example No. 3 - Design of bolt group loaded out-of-plane 4 4.1 4.2 4.3 4.4 4.5 4.6 4.7 4.8 4.9

WELDS AND WELD GROUPS Weld types Standard weld symbols Selection of prequalified welding consumables Weld categories Design of butt welds Strength limit state Design of fillet welds Strength limit state Weld group loaded in-plane Weld group loaded out-of-plane Weld group loaded by general set of design actions


4.10 Properties of common fillet weld groups 4.11 Practical fillet weld groups 4.12 Design example No. 4 Design of fillet weld group loaded in-plane 4.13 Design example No. 5 Design of fillet weld group loaded out-of-plane 5 5.1 5.2 5.3 5.4

former publication has been redeveloped into the new design guide format bringing the key designer reference material from the former appendices into the relevant sections of this design guide. New technological developments in the area of specialised direct tension measuring devices have been incorporated along with high strength structural blind bolts that are becoming a key component with the growing use of large closed sections in building construction. For this guide, international standards have been reviewed and global manufacturers of erection equipment investigated to provide updated guidance on the standard wrenches for determining erection clearances.

CONNECTION COMPONENTS Angle components Flat bar components Plate components Design capacities

Structural designs are now leaner as a direct result of advanced analysis, design tools and the supply of higher strength structural members. This has increased bolt design actions, often making them the critical item in design. The most significant upgrade to this design guide lies in the area of bolt quality and certification along with the dimensional and mechanical properties of common structural assemblies. Minimising designer risk in certification of bolt quality is now a necessary process and a necessary duty of care in the structural design. All Australian standard high strength bolt assemblies are supplied from international sources following the increasing trend to reduce project costs through these commodity items. A simple checklist and guide have been developed to assist the designer in this design guide.

6 SUPPORTED MEMBERS 6.1 General 6.2 Uncoped sections 6.3 Design example No. 6 UB unholed and holed moment and shear capacity 6.4 Single web coped sections 6.5 Design example No. 7 UB single web coped moment and shear capacity 6.6 Double web coped sections 6.7 Design example No. 8 UB double web coped moment and shear capacity 6.8 Lateral torsional buckling 6.9 Block shear failure of coped sections 6.10 Web reinforcement of coped supported members 7 SUPPORTING MEMBERS 7.1 Rationalised dimensions 7.2 Gauge lines 8 8.1 9 A B

MINIMUM DESIGN CONNECTIONS AS 4100 Requirements REFERENCES APPENDICES Limcon software ASI Handbook 1 comment form

ACTIONS

ON

7. Design Guide 1: Bolting in Structural Steel Connections This design guide revises the renowned third edition of Bolting of steel structures as Design Guide 1, now known as Bolting in Structural Steel Connections. The


Following many ASI technical enquiries and feedback from the fabrication industry, Best Practice in bolt installation has been reinforced with warnings not to weld any heat treated high-strength bolt assemblies. There are very few bolt experts and designers have seldom dedicated courses at undergraduate level focusing on these key structural items. Bolts would have the least design time but generally play the key role and this design guide has been developed to consolidate the necessary bolt knowledge when using bolts in structural steel connections. Contents of Design Guide 1 include: 1

CONCEPT OF DESIGN GUIDES 1.1 Background

2

INTRODUCTION

3 3.1 3.2 3.3 3.4 3.5

CHARACTERISTICS OF STRUCTURAL BOLTS Thread form Bolt types Identification Commercial bolts High strength structural bolts

25

3.6 3.7 3.8 3.9

Testing of bolts Washers Welding of bolts Lock nuts

4

BOLTING CATEGORIES

5 5.1 5.2 5.3 5.4

BOLT LENGTH CONSIDERATIONS Plain shank lengths Threads included in shear plane Threads excluded from shear plane Discussion

6 DETAILING 6.1 Bolt holes 6.2 Limitations 7 7.1 7.2 7.3 7.4 7.5 7.6 7.7 7.8 7.9

INSTALLATION OF BOLTS Introduction Snug-tightening Full tensioning methods Part turn of nut method Direct tension indication method Issues with tensioning bolts Clearances Inspection of bolted connections Blind bolts

8 CORROSION PROTECTION 8.1 Corrosion protection of bolts 8.2 Corrosion protection of interfaces 9

Certification to AS/NZS 1252:1996

10 A

REFERENCES APPENDIX ASI Design Guide 1 comment form

8. Design Guide 2: Welding in Structural Steel Connections Design Guide 2: Welding in Structural Steel Connections has been introduced into the ASI Connection Series as a complementary document to Design Guide 1: Bolting in Structural Steel Connections. The intention of Design Guide 2 is to act as a basic primer on all aspects of welding as applied to structural steel connections. Extensive reference is made to sources which can supply more detailed information - many of these references are more general and apply to fabricating in general using welding. Design Guide 2 addresses the matters covered in Australian Standards with the exception of weld design which is dealt with in Handbook 1. This design guide discusses welding processes, consumables and

26

procedures in sufficient detail for the structural engineer to understand the basis of what occurs in a fabrication shop when connections are being fabricated. Welding in the fabrication shop and bolting onsite remain the key to economical structural steelwork. Design Guide 2 also discusses the issues of workmanship, imperfections in welds, when imperfections become defects, how welds can be inspected and repair of welds. Contents of Design Guide 2 include: 1 CONCEPT OF DESIGN GUIDES 1.1 Background 2

INTRODUCTION

3 3.1 3.2 3.3 3.4 3.5 3.6

TYPES OF WELD Weld types Fillet welds Butt welds Edge preparations Prequalified joint preparations Standard weld symbols

4

WELDABILITY OF STEEL

5 WELDING PROCESSES 5.1 Introduction 5.2 Fusion welding process 5.3 Terminology 5.3.1 Weld metal 5.3.2 Partially mixed weld metal 5.3.3 Fusion (boundary) line 5.3.4 Heat-affected zone 5.3.5 Multi-run welds 5.4 Manual metal arc welding 5.5 Gas metal arc welding and flux cored arc welding 5.6 Summary of characteristics of welding processes 5.7 Welding positions 6 6.1 6.2 6.3 6.4

WELDING CONSUMABLES Manual metal arc welding Gas metal arc welding Flux cored arc welding Prequalified welding consumables

7 7.1 7.2 7.3 7.4

WELDING PROCEDURES Qualification of a welding procedure Prequalified welding procedure Qualification by testing Requalification of welding procedures


8 8.1 8.2 8.3 8.4 8.5 8.6

WORKMANSHIP Edge preparation Assembly Preheat Tack welds Distortion and residual stress Cleaning and dressing welds

9 9.1 9.2 9.3 9.4 9.5

WELD IMPERFECTIONS Weld categories Levels of inspection Imperfection levels Weld defects Weld repairs

side plate connection derived using the design model in this Design Guide. The DCTs have been rigorously checked firstly by hand calculation, then by spreadsheet and also using the Limcon software for consistency and validity. An ASI connections survey revealed that practising engineers in designing common connections firstly consult their DCTs, then if required, follow with hand calculations, spreadsheet formulation and finally detailed computer assessments. Special surveys of the Australian steel industry provided Best Practice for component and dimensional standardisation. The results tabulated for each WSP configuration are only for the dimensional and geometrical limitations and design actions specified. Any additional loads, load combinations and geometry arrangements beyond the limits specified must be undertaken by a competent professional person and supported by engineering research, theory or principles. New modified theory that may be used to assess an extended WSP configuration has also been included in Section 15 of this Design Guide.

10 WELD INSPECTION 10.1 Introduction 10.2 Visual examination 10.3 Magnetic particle examination 10.4 Liquid penetrant examination 10.5 Radiographic examination 10.6 Ultrasonic examination 11 PRACTICAL CONSIDERATIONS 11.1 Clearances for welding 11.2 Site welding 11.3 Economical design and detailing 12 A

The new Connection Series format with separate design guides for individual connection types is intended to facilitate addition to or revision of connection model theory using relevant new local or international research as deemed appropriate by the ASI.

REFERENCES APPENDIX ASI Design Guide 2 comment form

9. Design Guide Connections

3:

Web

Side

Plate

Design Guide 3 covers the web side plate (WSP) connection and includes references to the Handbook 1, Design of Structural Steel Connections. This allows the web side plate connection model to remain concise and practical for efficient design assessment. The presentation of the connection model follows a stylised page format with a numbered DESIGN CHECK procedure to simplify the design capacity assessment. The most significant upgrades in reviewing and consolidating the previous WSP design model are the consideration of the support condition, detailing limitations (in particular weld sizing) for standard plate components, refinements to block shear assessments and rotation checks. Improvements have been made to local stability of coped beams and local capacity of the supporting member checks with the latter now including some closed sections. Design Guide 3 includes standardised detailing and DCTs for the web STEEL CONSTRUCTION VOLUME 41 NUMBER 2 - DEC 2007

Engineering Systems has worked closely with the ASI to further develop Limcon as the companion program for this new Connection series. The latest version of Limcon fully implements the new connection design models and it was employed in checking the design tables. The Limcon output for one or more of the worked examples is included in an appendix to each design guide. The program is an efficient tool covering the full range of structural connections, including those beyond the scope of the Simple Connections DCT’s V3.

Contents of Design Guide 3 include: 1 1.1 2 3 4 5 6 7 8 9

CONCEPT OF DESIGN GUIDES Background DESCRIPTION OF CONNECTION TYPICAL DETAILING OF CONNECTION DETAILING CONSIDERATIONS COMPLIANCE WITH AS 4100 REQUIREMENTS FOR CONNECTIONS BACKGROUND INFORMATION BASIS OF DESIGN MODEL SHORT AND LONG WEB SIDE PLATES CONNECTION GEOMETRY

27

10 RECOMMENDED DESIGN MODEL—SUMMARY OF CHECKS 10.1 DESIGN CHECK NO. 1 - Detailing limitations 10.2 DESIGN CHECK NO. 2 Design capacity of weld to supporting member 10.3 DESIGN CHECK NO. 3 Design capacity of bolt group 10.3.1 Alternative ‘A’ - Single column of bolts 10.3.2 Alternative ‘B’ - Double column of bolts 10.4 DESIGN CHECK NO. 4 - Design capacity of web side plate (Shear, bending, block shear) 10.5 DESIGN CHECK NO. 5 - Design capacity of supported member (Shear - uncoped or coped) 10.6 DESIGN CHECK NO. 6 - Design capacity of supported member (Block shear - coped section) 10.7 DESIGN CHECK NO. 7 - Design capacity of supported member (Bending of coped section) 10.8 DESIGN CHECK NO. 8 - Beam rotation check 10.9 DESIGN CHECK NO. 9 - Local stability of coped supported member 10.10 DESIGN CHECK NO. 10 - Local capacity of supporting member 10.10.1 Connection to column flange in line with web 10.10.2 Connection to web of column from one side 10.10.3 Connection to web of column from both sides 10.10.4 Connection to wall of CHS/RHS column 10.10.5 Connection to web of supporting beam from one side 10.10.6 Connection to web of supporting beam from both sides 11 OTHER DESIGN CONSIDERATIONS 12 REFERENCES 13 DESIGN EXAMPLES 13.1 Design example No. 1 Connection capacity with double column of bolts and uncoped member 13.2 Design example No. 2 Connection capacity with single column of bolts and coped member 14 DESIGN CAPACITY TABLES 14.1 Configuration A - Single line of bolts 14.2 Configuration B - Single line of bolts 14.3 Configuration C - Double line of bolts 15 EXTENDED CONFIGURATION APPENDICES

28

A B

Limcon software ASI Design Guide 3 comment form

10. Design Guide 4: Flexible End Plate Connections Design Guide 4 covers the flexible end plate (FEP) connection and references Handbook 1, Design of Structural Steel Connections. The most significant upgrades in reviewing and consolidating the previous FEP design model are the refinements to the block shear assessments and improvement to local stability of coped beams and local capacity of the supporting member checks. Design Guide 4 includes standardised detailing and design capacity tables for the flexible end plate connection derived using the design models in this design guide. Contents of Design Guide 4 include 1 CONCEPT OF DESIGN GUIDES 1.1 Background 2 DESCRIPTION OF CONNECTION 3 TYPICAL DETAILING OF CONNECTION 4 DETAILING CONSIDERATIONS 5 COMPLIANCE WITH AS 4100 REQUIREMENTS FOR CONNECTIONS 6 BACKGROUND INFORMATION 7 BASIS OF DESIGN MODEL 8 FULL DEPTH END PLATES 9 CONNECTION GEOMETRY 10 RECOMMENDED DESIGN MODEL SUMMARY OF CHECKS 10.1 DESIGN CHECK NO. 1 - Detailing limitations 10.2 DESIGN CHECK NO. 2 Design capacity of weld to supported member 10.3 DESIGN CHECK NO. 3 Design capacity of bolt group 10.4 DESIGN CHECK NO. 4 Design capacity of end plate (Shear, block shear) 10.5 DESIGN CHECK NO. 5 - Design capacity of supported member web (At end plate) 10.6 DESIGN CHECK NO. 6 Design capacity of supported member (Shear - uncoped or coped) 10.7 DESIGN CHECK NO. 7 Design capacity of supported member (Bending of coped section) 10.8 DESIGN CHECK NO. 8 Beam rotation check 10.9 DESIGN CHECK NO. 9 Local stability of coped supported member 10.10 DESIGN CHECK NO. 10 Local capacity of supporting member STEEL CONSTRUCTION VOLUME 41 NUMBER 2 - DEC 2007

10.10.1 Single-sided connection 10.10.2 Double-sided connection 11 OTHER DESIGN CONSIDERATIONS 12 REFERENCES 13 DESIGN EXAMPLE 13.1 Design example No. 1 Connection capacity with single sided coped FEP connection to supporting UB 14 DESIGN CAPACITY TABLES 14.1 Configuration A - Member > 500mm deep 14.2 Configuration B - Member < 500mm deep APPENDICES A Limcon software B ASI Design Guide 4 comment form

11. Design Guide Connections

5:

Angle

Cleat

Design Guide 5 covers the single and double angle cleat (AC) connection and references Handbook 1, Design of Structural Steel Connections. This robust connection is returning to favour due to the growth of efficient computer numeric control fabrication processes. The most significant upgrades in reviewing and consolidating the previous AC design model are the detailing limitations, refinement of block shear assessments and rotation checks. Improvements have been made to local stability of coped beams and local capacity of the supporting member checks. Design Guide 5 includes standardised detailing and design capacity tables for the single and double angle cleat connection designed using the design model in this Design Guide. Contents of Design Guide 5 include: 1 CONCEPT OF DESIGN GUIDE 1.1 Background 2

DESCRIPTION OF CONNECTION

3 TYPICAL DETAILING OF CONNECTION 3.1 Double angle cleat 3.2 Single angle cleat 4

DETAILING CONSIDERATIONS

5

COMPLIANCE WITH AS 4100 REQUIREMENTS FOR CONNECTIONS

6

BACKGROUND INFORMATION

7

BASIS OF DESIGN MODEL - DOUBLE ANGLE


CLEATS

8 9

BASIS OF DESIGN MODEL - SINGLE ANGLE CLEAT CONNECTION GEOMETRY

10 RECOMMENDED DESIGN MODEL - DOUBLE ANGLE CLEATS - SUMMARY OF CHECKS 10.1 DESIGN CHECK NO. 1 - Detailing limitations 10.2 DESIGN CHECK NO. 2 Design capacity of bolts to supporting member 10.3 DESIGN CHECK NO. 3 Design capacity of bolts to supported member 10.3.1 Alternative ’A’ - Single line of bolts to supported member 10.3.2 For Alternative ’B’ - Double line of bolts to supported member 10.4 DESIGN CHECK NO. 4 - Design capacity of angle cleats (Shear, bending, block shear) 10.5 DESIGN CHECK NO. 5 - Design capacity of supported member (Shear - uncoped or coped) 10.6 DESIGN CHECK NO. 6 - Design capacity of supported member (Block shear - coped section) 10.7 DESIGN CHECK NO. 7 - Design capacity of supported member (Bending of coped section) 10.8 DESIGN CHECK NO. 8 - Beam rotation check 10.9 DESIGN CHECK NO. 9 - Local stability of coped supported member 10.10 DESIGN CHECK NO. 10 - Local capacity of supporting member 10.10.1 Single-sided connection 10.10.2 Double-sided connection 11 RECOMMENDED DESIGN MODEL - SINGLE ANGLE CLEAT SUMMARY OF CHECKS 11.1 DESIGN CHECK NO. 1 - Detailing limitations 11.2 DESIGN CHECK NO. 2 - Design capacity of bolts to supporting member 11.3 DESIGN CHECK NO. 3 - Design capacity of bolts to supported member 11.3.1 Alternative ’A’ - Single line of bolts to supported member 11.3.2 Alternative ’B’ - Double line of bolts to supported member 11.4 DESIGN CHECK NO. 4 - Design capacity of angle cleat (Shear, bending, block shear) 11.5 DESIGN CHECK NO. 5 - Design capacity of supported member (Shear - uncoped or coped) 11.6 DESIGN CHECK NO. 6 - Design capacity of supported member (Block shear - coped section) 11.7 DESIGN CHECK NO. 7 - Design capacity of supported member (Bending of coped section)

29

11.8 DESIGN CHECK NO. 8 - Beam rotation check 11.9 DESIGN CHECK NO. 9 - Local stability of coped supported member 11.10 DESIGN CHECK NO. 10 - Local capacity of supporting member 11.10.1 Single-sided connection 11.10.2 Double-sided connection 12 OTHER DESIGN CONSIDERATIONS 13 REFERENCES 14 DESIGN EXAMPLES 14.1 Design example No. 1 - Connection capacity with single-sided double AC connection to supporting column 14.2 Design example No. 2 - Connection capacity with single-sided single AC connection to supporting beam 15 DESIGN CAPACITY TABLES 15.1 Configuration A - Double angle cleat single line of bolts to supported member 15.2 Configuration B - Double angle cleat, double line of bolts to supported member 15.3 Configuration C - Single angle cleat single line of bolts to supported member 15.4 Configuration D - Single angle cleat double line of bolts to supported member APPENDICES A Limcon software B ASI Design Guide 5 comment form

12. Design Guide 6: Seated Connections Design Guide 6 covers seated connections and references back to Handbook 1, Design of Structural Steel Connections. These important connections are often detailed as part of new or existing structural steelwork. The most significant upgrades in reviewing and consolidating the previous seated connections are the isolation of each type of seated connection theory into stand-alone models. Despite making this Design Guide larger, this separation eliminates confusion and differentiation in detailing and design parameters. Part A contains the stiff seat connection theory, Part B the unstiffened angle seat connection, Part C the stiffened angle seat connection and Part D the bearing pad connection. The primary theoretical refinements lie in the detailing limitations, inclusion of some unstiffened RHS and SHS beams in Part A and local capacity checks of the supported member now with RHS and

30

SHS sections in Part C. The almost pure pinned and high shear capacity bearing pad connection has been retained in Part D. Design Guide 6 includes standardised detailing, but due to the limitless configurations and relatively simple checks there are no DCTs. The Design Guide contains many design examples for each Part which have been rigorously checked by hand calculation and using the Limcon software for consistency and validity. Special surveys of the Australian steel industry provided Best Practice for component and dimensional standardisation. The models are only applicable for the dimensional and geometrical limitations specified. Any additional loads, load combinations or geometry arrangement beyond the limits specified must be undertaken by a competent professional person and supported by engineering research, theory or principles. Contents of Design Guide 6 include: CONCEPT OF DESIGN GUIDES 1.1 Background PART A STIFF SEAT CONNECTION A1 Typical details A2 Compliance with AS 4100 requirements A3 Recommended design model - Unstiffened I and [ section beams A4 Recommended design model - Unstiffened RHS and SHS section beams A5 Recommended design model—Stiffened I section beams A6 Design examples A6.1 Design example No. 1 - Un-stiffened end supported beam A6.2 Design example No. 2 - Un-stiffened internal supported beam A6.3 Design example No. 3 - Stiffened end supported beam A7 References PART B UNSTIFFENED ANGLE SEAT B1 Description of connection B2 Typical detailing of connection B3 Detailing considerations B4 Compliance with AS 4100 requirements B5 Background information B6 Basis of design model B7 Connection geometry B8 Recommended design model - Welded angle seat B9 Recommended design model Bolted angle seat B10 Other design considerations


B11 References B12 Design examples B12.1 Design example No. 1 - Welded seat B12.2 Design example No. 2 - Bolted seat PART C STIFFENED ANGLE SEAT C1 Description of connection C2 Typical detailing of connection C3 Detailing considerations C4 Compliance with AS 4100 requirements C5 Background information C6 Basis of design model C7 Connection geometry C8 Recommended design model Bolted angle seat C9 Recommended design model - Welded angle seat C10 Recommended design model - Welded tee seat C11 Other design considerations C12 References C13 Design example C13.1 Design example No. 1 Welded tee seat to I-section web from one side PART D BEARING PAD D1 Description of connection D2 Typical detailing of connection (Alternatives A, B & C) D3 Detailing considerations D4 Compliance with AS 4100 requirements D5 Basis of design model D6 Connection geometry D7 Recommended design model D8 Other design considerations D9 References D10 Design example D10.1 Design example No. 1 Bearing pad to I-section flange APPENDICES A Limcon software B ASI Design Guide 6 comment form

   

13. CONCLUSIONS

5 AUSTRALIAN STEEL INSTITUTE, ‘Handbook 1: Design of structural steel connections’, Author Hogan, T.J., Contributing author and editor, Munter, S.A., 2007

The object of this 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); STEEL CONSTRUCTION VOLUME 41 NUMBER 2 - DEC 2007

elimination of the need for repetitive computation by structural engineers; 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 better communication, 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 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. 14. REFERENCES 1 STANDARDS AUSTRALIA, AS 4100—1998 ‘Steel structures’. 2 AUSTRALIAN INSTITUTE OF STEEL CONSTRUCTION, ‘Design of structural connections’, 4th edition, Authors Hogan, T.J. and Thomas, I.R., Editor Syam, A.A., 1994. 3 AUSTRALIAN INSTITUTE OF STEEL CONSTRUCTION, ‘Standardized structural connections’, 3rd edition, 1985. 4 AUSTRALIAN STEEL INSTITUTE, ‘Design capacity tables for structural steel. Volume 3: Simple connections - open sections’, Author Hogan, T.J., Contributing author and editor, Munter, S.A., 2007.

6 AUSTRALIAN STEEL INSTITUTE, ‘Design Guide 1: Bolting in structural steel connections’, Author Hogan, T.J., Contributing author and editor, Munter, S.A., 2007. 7

AUSTRALIAN STEEL INSTITUTE, ‘Design Guide

31

2: Welding in structural steel connections’, Author Hogan, T.J., Contributing author and editor, Munter, S.A., 2007. 8 AUSTRALIAN STEEL INSTITUTE, ‘Design Guide 3: Web side plate connections’, Author Hogan, T.J., Contributing author and editor, Munter, S.A., 2007.

ASI STEEL FABRICATOR MEMBERS ACT Baxter Engineering Pty Ltd PO Box 643 Fyshwick ACT 2609

02 6280 5688

NEW SOUTH WALES

9 AUSTRALIAN STEEL INSTITUTE, ‘Design Guide 4: Flexible end plate connections’, Author Hogan, T.J., Contributing author and editor, Munter, S.A., 2007.

7Hills Steel & Tube Pty Ltd 9 Tucks Road Seven Hills NSW 2147

10 AUSTRALIAN STEEL INSTITUTE, ‘Design Guide 5: Angle cleat connections’, Author Hogan, T.J., Contributing author and editor, Munter, S.A., 2007.

Ace High Engineering Pty Ltd 67 Melbourne Rd Riverstone NSW 2765 02 9627 2500

11 AUSTRALIAN STEEL INSTITUTE, ‘Design Guide 6: Seated connections’, Author Hogan, T.J., Contributing author and editor, Munter, S.A., 2007. 12 STANDARDS AUSTRALIA/STANDARDS NEW ZEALAND, AS/NZS 3679.1:1996, ‘Structural steel, Part 1: Hot rolled bars and sections’ and AS/NZS 3679.2:1996, ‘Part 2: Welded I sections’. 13 STANDARDS AUSTRALIA/STANDARDS NEW ZEALAND, AS/NZS 3678:1996 ‘Structural steel—Hot rolled plates, floor-plates and slabs’. 14 STANDARDS AUSTRALIA/STANDARDS NEW ZEALAND, AS/NZS 1252:1996 ‘High-strength steel bolts with associated nuts and washers for structural engineering’. 15 STANDARDS AUSTRALIA/STANDARDS NEW ZEALAND, AS/NZS 1553.1:1995 ‘Covered electrodes for welding, Part 1: Low carbon steel electrodes for manual metal-arc welding of carbon and carbonmanganese steels’.

02 9674 6011

Align Constructions & Engineering Pty Ltd PO Box 747 Moss Vale NSW 2577 02 4869 1594 Allmen Engineering 25-27 Bent Street ST Marys NSW 2760

02 9673 0051

Australian Wrought Iron Design Pty Ltd PO Box 6285 Silverwater NSW 2128 02 9748 6730 B & G Welding Pty Ltd 12 Bessemer Street Blacktown NSW 2148

02 9621 3187

Beltor Engineering Pty Ltd PO Box 4187 Edgeworth NSW 2285

02 4953 2444

Bosmac Pty Ltd 64-68 Station Street Parkes NSW 2870

02 6862 3699

Boweld Constructions Pty Ltd PO Box 52 Bomaderry NSW 2541 02 4421 6781

16 STANDARDS AUSTRALIA, AS 1858.1—2003 ‘Electrodes and fluxes for submerged arc welding, Part 1: Carbon steel and carbon-manganese steels’.

C & V Engineering Services Pty Ltd 23-25 Church Avenue Mascot NSW 2020 02 9667 3933

17 STANDARDS AUSTRALIA, AS 2203.1—1990 ‘Cored electrodes for arc-welding, Part 1: Ferritic steel electrodes’.

Charles Heath Industries 18 Britton Street Smithfield NSW 2164

02 9609 6000

Combell Steelfab Pty Ltd PO Box 5038 Prestons NSW 2170

02 9607 3822

Coolamon Steelworks PO Box 102 Coolamon NSW 2701

02 6927 3296

Cooma Steel Co. Pty Ltd PO Box 124 Cooma NSW 2630

02 6452 1934

18 STANDARDS AUSTRALIA/STANDARDS NEW ZEALAND, AS/NZS 2717.1:1996 ‘Welding— Electrodes—Gas metal arc, Part 1: Ferritic steel electrodes’.

Cosme-Australia Stainless Steel Fab Pty Ltd 19 Lasscock Road Griffith NSW 2680 02 6964 1155

32


Cullen Steel Fabrications 26 Williamson Road Ingleburn NSW 2565 D.A.M. Structural Steel PO Box 217 Camden NSW 2570

02 9605 4888

02 4647 7481

Davebilt Industries 116 Showground Road North Gosford NSW 2250 02 4325 7381 Designed Building Systems 144 Sackville Street Fairfield NSW 2165 02 9727 0566 Edcon Steel Pty Ltd PO Box 542 Brookvale NSW 2100

02 9938 8500

Flame-Cut Pty Ltd PO Box 6367 Wetherill Park NSW 2164 02 9609 3677 Fyshwick Metalwork 9 Lorn Road Queanbeyan NSW 2620

02 6299 0294

H & M Engineering & Construction P/L 36 Gardiner Street Rutherford NSW 2320 02 4932 6088 ILB Steel Buildings PO Box 1142 Orange NSW 2800 J.D.Hall & Son Pty Ltd PO Box 55 Arncliffe NSW 2205

Mass Steel PO Box 41 Silverdale NSW 2752

Piper & Harvey Steel Fabrications (Wagga) Pty Ltd PO Box 821 Wagga Wagga NSW 2650 02 6922 7527

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

Precision Oxycut PO Box 755 Matraville NSW 2036

W G E Pty Ltd 29 Glastonbury Ave Unanderra NSW 2526

02 9319 2633

Walpett Engineering Pty Ltd 52 Hincksman Street Queanbeyan NSW 2620 02 6297 1277

Riton Engineering Pty Ltd P.O. Box 242 Wyong NSW 2259

02 4353 1688

Weldcraft Engineering (ACT) Pty Ltd 79 Thuralilly Street Queanbeyan NSW 2620 02 6297 1453

02 6993 1200

Wheatley Enterprises Pty Ltd 7A Pennant Street Cardiff NSW 2285 02 4956 7175

Rivtec Engineering PO Box 432 Hay NSW 2711 Romac Engineering PO Box 670 Armidale NSW 2350

02 6772 3407

S & L Steel (NSW) Pty Ltd 59 Glendenning Road Rooty Hill NSW 2766

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

02 9832 3488

Transcon Trans Aust Constructions P/L PO Box 39472 Winnellie NT 821 08 8984 4511

NORTHERN TERRITORY

02 9567 8146

Sebastian Engineering Pty Ltd 21-25 Kialba Road Campbelltown NSW 2560 02 4626 6066

02 9316 9713

02 9748 0444

02 4774 0011

Mecha Design & Fabrication Pty Ltd PO Box 477 Wyong NSW 2259 02 4351 1877 Morson Engineering Pty Ltd PO Box 244 Wyong NSW 2259 02 4352 2188

02 4272 2200

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

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

Kermac Welding & Engineering PO Box 6138 Wetherill Park NSW 2164 02 4721 3133 Lifese Engineering Pty Ltd 5 Junction Street Auburn NSW 2144

02 4646 1511

Tubular Steel Manufacturing Pty Ltd 15 Johnson Street Maitland NSW 2320 02 4932 8089

02 6362 3100

Jeskah Steel Products Pty Limited 23 Arizona Road Charmhaven NSW 2263 02 4392 7022 K H P Steel Fabrications 5//81 Stephens Road Botany NSW 2019

Nepean Engineering PO Box 56 Narellan NSW 2567

Universal Engineering PO Box 39532 Winnellie NT 821

08 8922 9800

QUEENSLAND

Southern Cross Rigging & Constructions Pty Ltd 65-67 Mandarin Street Villawood NSW 2163 02 9783 5600

AG Rigging & Steel Pty Ltd PO Box 9154 Wilsonton Toowoomba QLD 4350 07 4633 0244

Spartan Steel 21 Birmingham Ave Villawood NSW 2163

Alltype Welding PO Box 1418 Beenleigh QLD 4207

02 9724 6208

07 3807 1820

Strongest Link (Australia) Pty Ltd Unit 3/ 107 Dunheved Circuit St Marys NSW 2760

Apex Fabrication & Construction 164-168 Cobalt Street Carole Park QLD 4300 07 3271 4467

TDA Snow Engineering Pty Ltd 28 Jura Street Heatherbrae NSW 2324 02 4987 1477

Austin Engineering Limited 173 Cobalt Street Carole Park QLD 4300

Tenze Engineering PO Box 426 Greenacre NSW 2190

Beenleigh Steel Fabrications P/L 41 Magnesium Drive Crestmead QLD 4132 07 3803 6033

02 9758 2677

Transylvania Engineering Pty Ltd 4 Vivian Street Bexley NSW 2210


Belconnen Steel Pty Ltd PO Box 5718 Brendale QLD 4500

07 3271 2622

07 3881 3090

33

07 3893 4233

Seacove Steel PO Box 1377 Noosaville QLD 4566

Cairns Steel Fabricators P/L PO Box 207b Bungalow QLD 4870 07 4035 1506

Stewart & Sons Steel 11 Production Street Bundaberg QLD 4670

Casa Engineering (Brisbane) Pty Ltd 1-7 Argon Street Carole Park QLD 4300 07 3271 2300

Sun Engineering Pty Ltd 113 Cobalt Street Carole Park QLD 4300

Central Engineering Pty Ltd PO Box 78 Currumbin QLD 4223 07 5534 3155

Taringa Steel P/L 17 Jijaws Street Sumner Park QLD 4074

DWW Engineering Pty Ltd PO Box 47 Richlands QLD 4077

Thomas Steel Fabrication PO Box 147 Hyde Park QLD 4812

Brisbane Steel Fabrication PO Box 7087 Hemmant QLD 4174

EPIC® STEEL Pty Ltd PO Box 6338 Yatala QLD 4207

07 3375 5841

07 3441 5100

Factory Fabricators Pty Ltd 39 McRoyle Street Wacol QLD 4076 07 3879 4711 Fritz Steel (QLD) Pty Limited PO Box 12 Richlands QLD 4077 07 3375 6366 Gay Constructions Pty Ltd PO Box 452 Morningside QLD 4170

07 3890 9655

Interpole Pty Ltd PO Box 1122 Eagle Farm QLD 4009

07 3260 2511

John Holland SMP GPO Box 556 Fortitude Valley QLD 4006 07 3334 8600 Milfab PO Box 3056 Clontarf MDC QLD 4019 Morton Steel Pty Ltd 47 Barku Court Hemmant QLD 4174

07 3203 3311

07 3396 5322

Noosa Engineering & Crane Hire PO Box 356 Tewantin QLD 4565 07 5449 7477 Pacific Coast Engineering Pty Ltd PO Box 7284 Garbutt QLD 4814 07 4774 8477 Pierce Engineering Pty Ltd 48 Quinn Street North Rockhampton QLD 4701 07 4927 5422 Rimco Building Systems Pty Ltd 3 Supply Court Arundel QLD 4214 07 5594 7322

34

07 5474 4466

RC & ML Johnson Pty Ltd 671 Magill Road Magill SA 5072

08 8333 0188

07 4152 6311

S J Cheesman 21 George Street Port Pirie SA 5540

08 8632 1044

07 3271 2988

SA Structural Pty Ltd 9-11 Playford Cresent Salisbury North SA 5108

08 8285 5111

07 3279 4233

Samaras Structural Engineers PO Box 31 Rosewater East SA 5013 08 8447 7088

07 4775 1266

Steriline Racing Pty Ltd PO Box 590 Mt Barker SA 5251

08 8398 3133

Tali Engineering Pty Ltd 119 Bedford Street Gillman SA 5013

08 8240 4711

Totalfab Pty Ltd PO Box 680 Thuringowa Central QLD 4817 07 4789 3777 W D T Engineers Pty Ltd PO Box 115 Acacia Ridge QLD 4110

07 3345 4000

Walz Construction Company Pty Ltd PO Box 1713 Gladstone QLD 4680 07 4976 7999 SOUTH AUSTRALIA Advanced Steel Fabrications 61-63 Kapara Rd Gillman SA 5013 08 8447 7100

Williams Metal Fabrication Pty Ltd 181 Philip Highway Elizabeth SA 5112 08 8287 6489 TASMANIA Amax Engineering (Tas) Pty Ltd 69 Lilydale Road Launceston TAS 7250 03 6326 9682 DPM Engineering Tas PO Box 16 Latrobe TAS 7307 03 6426 2988 Haywards Steel Fabrication & Construction PO Box 47 Kings Meadows TAS 7249 03 6391 8508

Ahrens Group PO Box 2 Sheaoak Log SA 5371

08 8524 9045

Bianco Structural Steel 178 George Road Newtown SA 5074

08 8366 6666

Bowhill Engineering Lot 100, Weber Road Bowhill SA 5238

ADM Engineering Services Pty Ltd PO Box 45 Bannockburn VIC 3331 03 5281 2365

08 8570 4208

Macweld Industries 1 Creswell Road Largs Bay SA 5016

Alfasi Steel Constructions 73-79 Waterview Close Dandenong South VIC 3175 03 9794 9274 Factory

08 8242 8100

Manuele Engineers Pty Ltd 16 Drury Terrace Clovelly Park SA 5042 08 8374 1680 Mirror Image Services Pty Ltd 13 Pentland Road SALISBURY SOUTH SA 5106 08 8283 2366 MWS Engineering 27-29 Maxwell Road Pooraka SA 5095

08 8349 4933

VICTORIA

Apex Welding & Steel Fabrication PO Box 1333 Bundoora LPO VIC 3083 03 9466 4125 Australian Rollforming Manufacturers Pty Ltd 35-45 Frankston - Dandenong Road Dandenong VIC 3175 03 9793 4881 Bahcon Steel Pty Ltd PO Box 950 Morwell VIC 3840

03 5134 2877

Barra Steel (Vic) Pty Ltd Factory 2 / 28 Commercial Drive Dandenong South VIC 3175 03 9768 2477

STEEL CONSTRUCTION VOLUME 41

Geelong Fabrications Pty Ltd PO Box 55 North Shore Geelong VIC 3215 03 5275 7255 GFC Industries Pty Ltd 42 Glenbarry Road Campbellfield VIC 3061 GVP Fabrications Pty Ltd 25-35 Japaddy Street Mordialloc VIC 3195

Wolter Steel Co. Pty Ltd PO Box 2737 Seaford VIC 3198

03 9788 5444

WESTERN AUSTRALIA

03 9357 9900

2020 Construction Systems Pty Ltd 29 Dooley Street Naval Base WA 6165 08 9437 9989

03 9587 2172

Ausclad Group of Companies Limited 15 Beach Street Kwinana WA 6156 08 9439 1934

Kiewa Valley Engineering Pty Ltd PO Box 8177 Birallee Park VIC 3689 02 6056 6271 Metalform Structures Pty Ltd 2 Zilla Court Dandenong VIC 3175 03 9792 4666 Minos Structural Engineering Pty Ltd 12-14 Ivanhoe Court Thomastown VIC 3074 03 9465 8665 Monks-Harper Fabrications P/L 25 Tatterson Road Dandenong South VIC 3164 03 9794 0888

Austline Fabrications Pty Ltd PO Box 104 Bentley WA 6982 08 9451 7300 Bossong Engineering Pty Ltd 189 Planet Street Welshpool WA 6106 08 9212 2345 Cays Engineering 17 Thornborough Road Greenfields WA 6210

08 9582 6611

Complete Steel Projects 31 Cooper Road Jondakot WA 6164

08 9414 8579

Delta Engineering 74 Boulder Road Malaga WA 6090

Riband Steel (Wangaratta) Pty Ltd 69-81 Garden Road Clayton VIC 3168 03 9547 9144

Fremantle Steel Fabrication Co. PO Box 3005 Jandakot WA 6964 08 9417 9111

Shelford Engineering & Construction Pty. Ltd. 60 Melverton Drive Hallam VIC 3803 03 9702 3122

Highline Ltd Locked Bag 25 Welshpool WA 6986

Skrobar Engineering Pty Ltd PO Box 1578 Moorabbin VIC 3189 03 9555 4556

Holtfreters Pty Ltd 71 Mitchell Ave Northam WA 6401

Stilcon Holdings Pty Ltd PO Box 263 Altona North VIC 3025

03 9314 1611

H’var Steel Services Pty Ltd 31 Burlington Street Naval Base WA 6165 08 9437 2600

Structural Challenge Pty Ltd PO Box 437 Hampton Park VIC 3976 03 8795 7111

Inter-Steel Pty Ltd PO Box 1190 Canning Vale DC WA 6970 08 9256 3311

Thornton Engineering Australia Pty Ltd PO Box 245 Corio VIC 3214 03 5274 3180

Italsteel W.A. PO Box 206 Bentley WA 6102

Trojan Specialised Structures (Aust) PO Box 4121 Dandenong South VIC 3164 03 9792 2933

Metro Lintels 2 Kalmia Rd Bibra Lake WA 6163

08 9434 1160

Pacific Industrial Company PO Box 263 Kwinana WA 6966

08 9410 2566

35

08 9417 4447

Supa Steel (WA) Pty Ltd PO Box 1278 Bibra Lake WA 6965

08 9494 0802

SWG Operations Pty Ltd P O Box 2233 Bunbury WA 6231

08 9780 0600

United Group Resources PO Box 219 Kwinana WA 6167

08 9499 0499

United Industries WA Pty Ltd 36 Stuart Drive Henderson WA 6166 08 9410 5600 Uniweld Structural Co Pty Ltd 10 Malcolm Road Maddington WA 6109 08 9493 4411 ASI STEEL MANUFACTURER AND DISTRIBUTOR MEMBERS Graham Group www.grahamgroup.com Horan Steel Pty Ltd www.horan.com.au

Preston Structural Steel Pty Ltd 140-146 Barry Road Campbellfield VIC 3061 03 9357 0011

Tru-line Engineering (Aust) Pty. Ltd. 5 Percy Street Heidelberg Heights VIC 3081 03 9455 1577

Scenna Constructions PO Box 3165 Jandakot WA 6964

08 9248 4456

08 6454 4000

Industrial Galvanizers Corporation Pty Ltd www.indgal.com.au Intercast and Forge Pty Ltd www.intercast.com.au Kingspan Insulated Panels Pty Limited www.kingspan.com.au Korvest Galvanisers www.korvest.com.au OneSteel Limited www.onesteel.com

08 9442 3333

OneSteel Distribution www.onesteel.com OneSteel Market Mills www.onesteel.com Orrcon Pty Ltd www.orrcon.com.au Rondo Building Services Pty Ltd www.rondo.com.au Southern Steel Group www.southernsteel.com

08 9356 1566

Park Engineers Pty Ltd PO Box 130 Bentley WA 6982

Steelpipe Australia steelpipe.com.au Stramit Building Products P/L www.stramit.com.au Supaloc www.supaloc.com.au Webforge Australia Pty Ltd www.webforge.com.au Weldlok Industries Pty Ltd www.grahamgroup.com.au

08 9451 7255

STEEL CONSTRUCTION VOLUME 41 NUMBER

(ABN) / ACN (94) 000 973 839

Level 13, 99 Mount Street North Sydney NSW 2060 Tel: (02) 9929 6666 Fax: (02) 9955 5406 Web: www.steel.org.au

ASI Limit state steel connections design series - part 1_sc_42_1_j.pdf

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