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LiteSteel TechnologiesACN 113 101 054.PO Box 246 Sunnybank, Queensland 4109Australia Telephone+61 1300 789 572 Facsimile+61 1300 789 368 E-mail [email protected] Internet www.litesteelbeam.com.au

See page (ii) for the appropriate use of this publication.

Connection Design Manual for LiteSteelbeam NOVEMBER 2007

Connection Design Manual for LiteSteelbeam

General Information

Section Page

Foreword (iii)

Acknowledgements (iv)

Preface (iv)

Engineer Certification (v)

Contents

Section Page

Part 1 Introduction 1-1

Part 2 Materials 2-1

Part 3 Fastening 3-1

Part 4 Flexible Connections 4-1

Part 5 Rigid Connections 5-1

Part 6 Base Plates 6-1

Part 7 Purlin Cleats 7-1

Part 8 Miscellaneous Connection Details 8-1


(i)

PART 3Fastening

PART 4Flexible Connections

PART 5Rigid Connections

PART 6Base Plates

PART 1Introduction

PART 2Materials

PART 7Purlin Cleats

PART 8Miscellaneous

Connection Details


3/72




LiteSteel Technologies

A.C.N. 113 101 054

CONNECTION DESIGN MANUAL FOR LiteSteelbeam

Published by:

LITESTEEL TECHNOLOGIES

Enquiries should be addressed to the publisher:

Postal address: P.O. Box 246, Sunnybank, Queensland 4109, Australia

E-mail address: [email protected]

Internet: www.litesteelbeam.com.au

2005LiteSteel Technologies Pty Ltd

First issue April 2005 (Amended November 2007)

Production & Artwork by Fugu Design

Printing by Colourscan Creative Print

Disclaimer Whilst every care has been taken in the preparation of this information, LiteSteel Technologies,

and its agents accept no li ability for the accuracy of the information supplied. To the fullest extent permitted by law,

the company expressly disclaims all and any liability to any person whether a purchaser of any product, or otherwise

in respect of anything done or omitted to be done and the consequences of anything done or omitted to be done,

by any such person in reliance, whether in whole or in part upon the whole or any part of this publication.

Warning -This publication should not be used without the services of a competent professional with suitable

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.

LiteSteel beam and LSB are registered trademarks, AZ+ and DuoSteel are trademarks of LiteSteel Products Pty

Ltd ACN 109 854 677 and are used under licence in Australia by LiteSteel Technologies Pty Ltd ACN 113 101 054.

LiteSteel Technologies is a OneSteel Group Company.


Relevance of information contained in this Publication

Material Standards and product qualities:

USERS OF THIS PUBLICATIONSHOULD NOTE THAT THE SPANS, DESIGN CAPACITIES, CALCULATIONS,TABULATIONS AND OTHER INFORMATION PRESENT IN THIS PUBLICATION ARE SPECIFICALLY

RELEVANT TO LITESTEEL BEAM SECTIONS SUPPLIED BY LITESTEEL TECHNOLOGIES.

Consequently, the information contained in this publication cannot be readily used for fabricated

sections as those sections may vary significantly in grade, thickness, size, material Standard compliance

(including chemical composition, mechanical properties, tolerances) and quality when compared

to LiteSteel beam sections supplied from Litesteel Technologies (LST).

Structural steelwork / engineering Standards:

The maximum design loads and design capacities listed in this publication are based on the

limit states design method of AS/NZS 4600and the factored limit states design loads and combinations

considered within AS/NZS 1170. Hence, much of the information contained herein will only

be of use to persons familiar with the limit states design method and the use of:

AS/NZS 4600: 1996Cold-formed steel structures

AS/NZS 1170: Structural design actionsAS 4100: 1998Steel structures

Always ensure that you are using current information on the LST product range.

This can be verified by comparing the document version date (noted at the bottom of the page)

with the current version date of each publication. The current version date of all LST publications

can be obtained by referring to www.litesteelbeam.com.au or by contacting LST.

(ii)


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Foreword

LiteSteel Technologies proudly releases its innovative new product: LSB(LiteSteelbeam).

This significant advancement in patented steel technology is made possible through the

pioneering application of the new simultaneous Dual Electric Resistance Welding (DERW) process.

This process delivers a unique dimensional shape which provides maximum structural

performance in bearing, bending moment, and deflection from the amount of steel employed.

The added benefits in weight, strength, and on site flexibility give the structural engineer new

levels of versatility when specifying structural beams.

All LSB products feature DuoSteel (380/450grade) material giving strength where it is

needed. LiteSteel beam AZ+ sections are supplied with an Aluminium-Zinc alloy protective

coating. AZ+ provides significantly higher protection against the formation of red rust

compared to plain galvanised coatings of the same coating mass.

LSB structural beams have applications in both residential and commercial and industrial

construction. On average, the LSB is 40% lighter than a universal beam with equivalent bending

strength. This makes handling LSB easy: in most cases, beams can be manually lifted into

position without the need of a crane or other mechanical lifting device. This places LSB into the

same weight category as manufactured structural lumber. The in-use characteristics of LSB take

steel to a new level. Builders can use their existing power tools to cut, screw or nail LSB or join it

with an alternate building material such as timber or fibre cement flooring. New product specific

screws and brackets support the easy use of LSB in beam and joist applications.

This Connections Manual provides a range of connection details with design models and connection

capacities for common connections in typical structural steel construction. Further connection

details and capacities are given in the companion publications Residential Construction Manual

for LiteSteelbeam and Industrial & Commercial Floors using LiteSteelbeam. They should

enable architects and engineers to easily determine connection requirements for LSB across arange of various structural applications.

(iii)

PART 3Fastening



PART 6Base Plates

PART 1Introduction

PART 2Materials

PART 7Purlin Cleats

PART 8Miscellaneous

Connection Details


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Acknowledgements Preface

LiteSteelTechnologies wish to acknowledge w ith grateful thanks the contributions of

Mr. R.S. (Dick) Hemphill, Mr. Ross Dempsey, Mr. Lenard Yet and Mr. Russell Watkins in the

development and compilation of this Connections Design Manual. Their advice, together

with technical and editorial content has been significant.

In addition, particular thanks is extended to all those who gave constructive comment and

support in the preparation of this document.

The LiteSteel beam (LSB) is the result of extensive research and development by LiteSteel

Technologies in response to demand for a high performance beam with superior connectivity

in general domestic and commercial structural applications.

This Connections Manual has been produced to support engineers and draftsmen with the

design, detailing and specification of LSB in various applications.

Companion publications which are also available are the Design Capacity Tables for LiteSteel

beam, Residential Construction Manual for LiteSteelbeam, and Industrial & Commercial

Floors using LiteSteelbeam.

(iv)


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Engineer Certification

(v)

PART 3Fastening



PART 6Base Plates

PART 1Introduction

PART 2Materials

PART 7Purlin Cleats

PART 8Miscellaneous

Connection Details


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Along with its revolutionary on-site flexibility, LiteSteel beam now gives you the added peace

of mind of a brilliant corrosion protection coating. AZ+ is an aluminium and zinc alloy that

provides a level of atmospheric corrosion protection that is superior to ordinary zinc coatings

of the same mass. AZ+ takes corrosion protection against the formation of red rust to new

levels, a significant advantage when youre building in Australias harsh climatic environments.

LiteSteel beam.With the corrosion protection

brilliance of AZ+.

(vi)


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Part 1INTRODUCTION

Section Page

1.1 General 1-2

1.2 Scope 1-2

1.3 Design Methods 1-2

1.4 Limit States Design 1-2

1.5 Units 1-2

1.6 Table Format and Usage 1-3

1.7 References 1-3

1.7.1 Referenced Standards 1-3

1.7.2 Other References 1-3

1-1

PART 3Fastening



PART 6Base Plates

PART 1Introduction

PART 2Materials

PART 7Purlin Cleats

PART 8Miscellaneous

Connection Details


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Part 1INTRODUCTION

1.1 General

The LiteSteel beam (LSB) is a cold-formed high strength steel beam manufactured from a singlesteel strip on a custom designed and built Dual Electric Resistance Welding (DERW) mill similar tothat used for manufacturing circular, square and rectangular hollow sections. It has a channel shapewith hollow flanges which give the section high torsional rigidity, contrary to traditional channels.

This publication provides connection design methods and limit state connection capacity tablesfor a range of standard structural connections which can be used with the LSB. This ConnectionDesign Manual should be read in conjunction with the Design Capacity Tables for LiteSteel beam(LST 2007a) which provides design aids for member design.

The following design manuals also contain connection details and capacities forspecific applications:

Residential Construction Manual for LiteSteelbeam (LST 2007b)

Industrial & Commercial Floors using LiteSteelbeam (LST 2007c)

1.2 Scope

The primary connection types considered in this manual are:

Flexible Connections (simple beam connections transmitting shear forces only)

Rigid connections (beam connections transmitting bending moment)

Base plates (pinned base, transmitting axial and shear forces only)

Purlin Cleats

Design models and connection capacities are not provided for rigid connections until they areverified by testing. However, some possible configurations for these connections are provided,and design methods discussed in general terms.

Details of various miscellaneous connections are also provided in Part 8.

1.3 Design Methods

The designs for all connections to the LSB presented in this manual comply with the provisionsof AS/NZS 4600Cold-formed steel structures where applicable. However, many connectioncomponents are hot rolled steel angles, flats or plates, and are therefore designed in accordancewith the provisions of AS 4100Steel structures.

The design models for the connections are generally taken from two sources: Hogan andThomas (1994) and Syam and Chapman (1996). These design models are modified as requiredto substitute the design rules from AS/NZS 4600which apply to the LSB. The designs in thesereferences are based on AS 4100. All such modifications to the design models are noted in therelevant part of this manual.

1.4 Limit States Design

All values presented in the Tables are calculated in accordance with the Limit States Designrequirements of AS/NZS 1170.0, AS 4100, AS/NZS 4600and other applicable standards.

1.5 Units

The units in the tables are consistent with those in the SI (metric) system. The base units used inthe tables are:

Property Units Symbol

Force Newton N

Length Metre m

Mass Kilogram kg

Stress Megapascal MPa

Except for some minor exceptions, all values in the Tables are rounded to three (3) significant figures.

1-2


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Part 1INTRODUCTION

1.6 Table Format and Usage

The main tables listing design capacities for connections are located at the end of the text portionof each Part of this publication. Tables are numbered firstly in accordance with the Part number inwhich they occur, and then by the type of information being provided.

Dimensions and section property tables for the current range of LiteSteel beam are alsoprovided in Part 2. This is included to eliminate the need to refer to the Design Capacity Tables(LST 2007a) for this information.

1.7 References

1.7.1 Referenced Standards

AS 1110.1 refers to AS 1110.1: 2000ISO metric hexagon bolts and screws Product grade

A and B Part 1: Bolts.AS 1111.1 refers to AS 1111.1: 2000ISO metric hexagon bolts and screws Product grade C - Bolts.

AS 1112.1 refers to AS 1112.1: 2000ISO metric hexagon nuts Style 1 Product grades A and B.

AS 1112.3 refers to AS 1112.3: 2000ISO metric hexagon nuts Product grade C.

AS/NZS 1170.0 refers to AS/NZS 1170.0: 2002Structural design actions Part 0: General principles.

AS 1237.1 refers to AS 1237.1: 2002Plain washers for metric bolts, screws and nutsfor general purposes General plan.

AS/NZS 1252 refers to AS/NZS 1252: 1996High strength steel bolts with associated nuts andwashers for structural engineering.

AS/NZS 1553.1 refers to AS/NZS 1553.1: 1995Covered electrodes for welding Low carbonsteel electrodes for manual metal-arc welding of carbon steels and carbon-manganese steels.

AS/NZS 1554.1 refers to AS/NZS 1554.1: 2004Structural steel welding Welding ofsteel structures.

AS 2203.1 refers to AS 2203.1: 1990Cored electrodes for arc-welding Ferritic steel electrodes.

AS/NZS 2717.1 refers to AS/NZS 2717.1: 1996Welding Electrodes Gas metal arc Ferritic steel electrodes.

AS 3566.1 refers to AS 3566.1: 2002Self-drilling screws for the building and constructionindustries Part 1: General requirements and mechanical properties.

AS 3566.2 refers to AS 3566.2: 2002Self-drilling screws for the building and constructionindustries Part 2: Corrosion resistance requirements.

AS 3678 refers to AS 3678: 1996Structural steel Hot-rolled plates, floorplates and slabs.

AS 3679.1 refers to AS 3679.1: 1996Structural steel Hot-rolled bars and sections.

AS 4100 refers to AS 4100: 1998Steel structures.

AS 4291.1 refers to AS 4291.1: 2000Mechanical properties of fasteners made of carbonsteel and alloy steel Bolts, screws and studs.

AS/NZS 4600 refers to AS/NZS 4600: 1996Cold-formed steel structures.

1.7.2 Other References

AISI (2001), North American Specification for the Design of Cold-Formed Steel StructuralMembers, American Iron and Steel Institute, Washington DC, USA.

ANSI/AWS D1.3Structural Welding Code Sheet Steel.

Buildex 2004, Product Catalogue and Selection Guide 2004, Self-Drilling Screws and Rivets,ITW Buildex, Victoria, Australia.

Hogan, T.J. & Thomas, I.R. 1994, Design of Structural Connections, 4th ed., Australian Instituteof Steel Construction (Note: AISC is now ASI the Australian Steel Institute).

Packer J.A. & Henderson, J.E. 1997, Hollow Structural Section Connections and Trusses A Design Guide, Canadian Institute of Steel Construction, Ontario, Canada.

1-3

PART 3Fastening



PART 6Base Plates

PART 1Introduction

PART 2Materials

PART 7Purlin Cleats

PART 8Miscellaneous

Connection Details


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Part 1INTRODUCTION

Packer J.A., Wardenier, J., Kurabane, Y., Dutta, D., & Yoemans, N. 1992, Design Guide forRectangular Hollow Section (RHS) Joints under Predominantly Static Loading, CIDECT and

Verlag TV Rheinland.SSTM 2003, Design Capacity Tables for Structural Steel Hollow Sections, Smorgon SteelTube Mills, Brisbane, Australia.

LST 2007a, Design Capacity Tables for LiteSteelbeam, LiteSteel Technologies,Brisbane, Australia.

LST 2007b, Residential Construction Manual for LiteSteelbeam, LiteSteel Technologies,Brisbane, Australia.

LST 2007c, Industrial & Commercial Floors using LiteSteelbeam, LiteSteel Technologies,Brisbane, Australia.

Syam, A. A. & Chapman, B. G. 1996, Design of Structural Steel Hollow Section Connections,Vol. 1Design Models, first edition, Australian Institute of Steel Construction (Note: AISC is now

ASI the Australian Steel Institute).

1-4


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Part 2MATERIALS

Section Page

2.1 General 2-2

2.2 Properties of Steel 2-2

2.3 LiteSteel beam (LSB) 2-2

2.3.1 Dimensions and Section Properties 2-2

2.3.2 Mechanical Properties 2-2

2.4 Hot Rolled Angles, Flats and Plates 2-3

2.5 Bolts 2-3

2.6 Welding Consumables 2-3

2.7 Screws 2-3

Table Page

Table 2.1-1: Dimensions and Full Section Properties 2-4

Table 2.1-2: Effective Section Properties 2-5

2-1

PART 3Fastening



PART 6Base Plates

PART 1Introduction

PART 2Materials

PART 7Purlin Cleats

PART 8Miscellaneous

Connection Details


13/72




Part 2MATERIALS

2.1 General

Australian Tube Mills (ATM) manufactures the LiteSteel beam to an in-house specification with

a high strength steel which is the most appropriate for the forming process, welding and grade

requirements. The specification details required by structural engineers are outlined in this part

of the publication. Compliance with this specification (ATM 0402 LiteSteel beam Specification)

is controlled by the ATM Quality Assurance Procedures.

Because it is a cold-formed steel product, the design of the LSB in structures must comply with

AS/NZS 4600Cold-formed steel structures.

The designation for the LSB is illustrated in the following example:

250753.0LSB

Where 250 = depth (mm)

75 = flange width (mm)

3.0 = thickness (mm)

LSB = LiteSteel beam

75

3.0 250

2.2 Properties of Steel

The properties of steel adopted in this publication are shown in the table below. Other properties

such as Poissons Ratio and Coefficient of Thermal Expansion are also listed.

Property Symbol Value

Youngs Modulus of Elasticity E 200 103MPa

Shear Modulus of Elasticity G 80 103MPa

Density r 7850kg/m3

Poissons Ratio n 0.25

Coefficient of Thermal Expansion aT 11.7 10-6per C

2.3 LiteSteel beam (LSB)

2.3.1 Dimensions and Section PropertiesThe dimensions and section properties of the full range of LSB sections are provided in Tables

2.1-1and 2.1-2. Further information including section and member capacities for structural

engineers are available in the Design Capacity Tables (LST 2007a).

2.3.2 Mechanical Properties

The DuoSteel grade LiteSteel beam is manufactured from a base steel which has a yield stress

fy=380MPa and a tensile strength fu=490MPa. The cold-forming process enhances the yield

stress and tensile strength of the flanges of the LSB in the same way it does for the rectangular

hollow sections, producing a formed section which complies with the following requirements:

LocationMinimum Yeild Stress

fyMPaMinimum Tensile Strength

fuMPa

Minimum Elongation as aproportion of Gauge Length

5 65. So %

Web 380 490 14

Flanges 450 500 14

2-2


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Part 2MATERIALS

2.4 Hot Rolled Angles, Flats and PlatesSteel angles, flats and plate are used for connection components. It is generally more economical

to use flats rather than plate, so standard flat sizes have been specified wherever possible in this

publication. The minimum yield stresses and tensile strengths of the standard grades of angle,

flat and plate are given in the table below. These have been used for design in this publication.

Australi an Standard Form Steel GradeThickness

tmmMinimum Yield Stress

fyMPaMinimum Tensile Strength

fuMPa

AS/NZS 3679.1Angles

Flats300

t17 280 440

AS/NZS 3678 Plate 250

t 8 280 410

8


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TABLE 2.1-1

LiteSteel beamDIMENSIONS AND FULL SECTION PROPERTIES

Notes:

1. Always ensure that you are using currentinformation on the LSB product range. This can

be verified by comparing the document version date

(noted at the bottom of the page) with the current

version date of each publication. The current

version date and downloadable versions of allLSB publications can be obtained by referring to

www.litesteelbeam.com.au or by contacting LST.

2. Steel grade DuoSteel (flange fyf=450MPa andfuf=500MPa; web fyw=380MPa and fuw=490MPa).

3. Full section properties are calculated in accordancewith AS/NZS 4600.

Dimensions Properties

Designation Mass

permetre

Flange

Depth

OutsideFlange

Radius

InsideWeb

Radius

WebFlat

Depth

Coord.of

Centroid

Coord.of Shear

Centre

External

SurfaceArea

GrossArea of

Section

about x-axis about y-axisTorsionalRigidity

of Flange

Torsion

Constant

Warping

Constant

d bf t df ro riw d1 xc xs Ag Ix Zx rx Iy ZyL ZyR ry G Jf J Iw

mm mm mm kg/m mm mm mm mm mm mm m2/m mm2 106mm4 103mm3 mm 106mm4 103mm3 103mm3 mm 106Nmm2 103mm4 109mm6

300 75 3.0 LSB 14 .5 2 5.0 6.00 3.00 244 22.7 26.8 0. 877 184 0 24.6 164 116 1.23 54.3 23.5 25.9 13000 328 17.1

2.5 LSB 12 .2 2 5.0 5.00 3.00 244 22.8 27.1 0.881 1550 20.8 139 116 1.06 46.6 20.3 26.2 11400 287 14.7

300 60 2.0 LSB 8 .8 0 2 0.0 4.00 3.00 254 16.4 20.5 0.825 1110 14.5 96.8 114 0.4 66 28.5 10.7 20.5 4670 118 6.47

250 75 3.0 LSB 13 .3 2 5.0 6.00 3.00 194 24.6 27.9 0.777 1690 15.9 127 96.9 1.16 47.1 23.0 26.2 13000 328 11.1

2.5 LSB 11. 2 2 5.0 5.00 3.00 194 24.7 28.2 0.781 1420 13.4 107 97.2 0.99 8 40.5 19.8 26.5 11400 286 9.58

250 60 2.0 LSB 8 .0 0 2 0.0 4.00 3.00 204 17.9 21.5 0.725 1010 9.38 75.0 96.4 0.4 40 24.6 10.4 20.9 4670 117 4.24

200 60 2.5 LSB 8 .8 6 2 0.0 5.00 3.00 154 19.7 22.3 0.621 1120 6.74 67.4 77.5 0.4 90 24.9 12.1 20.9 5500 138 3.00

2.0 LSB 7. 21 2 0.0 4.00 3.00 154 19.7 22.6 0.625 910 5.50 55.0 77.7 0.4 08 20.7 10.1 21.2 4670 117 2.51

200 45 1.6 LSB 4. 95 15.0 3.20 3.00 164 13.0 15.9 0.568 624 3.67 36.7 76.8 0.15 0 11.5 4.68 15.5 1550 39.1 0.923

150 45 2.0 LSB 5 .3 1 15.0 4.00 3.00 114 14.7 16.8 0.465 670 2.26 30.1 58.1 0.16 3 11.0 5.38 15.6 1820 45.8 0.560

1.6 LSB 4. 32 15.0 3.20 3.00 114 14.8 17.0 0.468 544 1.84 24.6 58.2 0.136 9.20 4.51 15.8 1550 39.0 0.469

2-4


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TABLE 2.1-2

LiteSteel beamEFFECTIVE SECTION PROPERTIES

Designation Massper

metre

Yield Stres s Axial Comp ression Bending

Flange WebEffective

AreaCoord. ofCentroid

about x-axis about y-axis

d bf t fyf fyw Ae xc Iex Zex IeyL ZeyL IeyR ZeyR

mm mm mm kg/m MPa MPa mm2 mm 106mm4 103mm3 106mm4 103mm3 106mm4 103mm3

300 75 3.0 LSB 14.5 450 380 1450 22.7 24.6 164 1.09 22.4 1.23 23.5

2.5 LSB 12.2 450 380 1180 22.8 20.8 139 0.901 19.0 1.06 20.3

300 60 2.0 LSB 8.80 450 380 763 16.4 14.5 96.8 0.379 9.84 0.466 10.7

250 75 3.0 LSB 13.3 450 380 1440 24.6 15.9 127 1.06 22.1 1.16 23.0

2.5 LSB 11.2 450 380 1180 24.7 13.4 107 0.881 18.8 0.998 19.8

250 60 2.0 LSB 8.00 450 380 760 17.9 9.38 75.0 0.371 9.75 0.440 10.4

200 60 2.5 LSB 8.86 450 380 967 19.7 6.74 67.4 0.453 11.7 0.490 12.1

2.0

LSB 7.21 450 380 755 19

.7 5

.50 55

.0 0.361 9.64 0.408 10.1

200 45 1.6 LSB 4.95 450 380 462 13.0 3.67 36.7 0.127 4.38 0.150 4.68

150 45 2.0 LSB 5.31 450 380 587 14.7 2.26 30.1 0.153 5.23 0.163 5.38

1.6 LSB 4.32 450 380 458 14.8 1.84 24.6 0.122 4.31 0.136 4.51

Notes:

1. Always ensure that you are using currentinformation on the LSB product range. This can

be verified by comparing the document version date

(noted at the bottom of the page) with the currentversion date of each publication. The currentversion date and downloadable versions of all

LSB publications can be obtained by referring to

www.litesteelbeam.com.au or by contacting LST.

2. Steel grade DuoSteel (flange fyf=450MPa and

fuf=500MPa; web fyw=380MPa and fuw=490MPa).

3. Effective section properties are calculated in

accordance with AS/NZS 4600.

4. IeLandZeLare for bending about the y-axisthat causes co mpression in the web L.

5. IeRandZeRare for bending about the y-axis

that causes compression in the flange tips R.

2-5

PART 3Fastening



PART 6Base Plates

PART 1Introduction

PART 2Materials

PART 7Purlin Cleats

PART 8Miscellaneous

Connection Details


17/72




Blank Page

NOVEMBER 2007 2-6


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Part 3FASTENING

Section Page

3.1 Bolting 3-2

3.1.1 General 3-2

3.1.2 Bolt Hole Geometry 3-2

3.1.3 Washers 3-3

3.1.4 Connection Capacity 3-2

3.1.5 Bolt Capacity 3-2

3.1.6 Tearout 3-4

3.1.7 Bearing 3-5

3.2 Welding 3-5

3.2.1 General 3-5

3.2.2 Butt Welds 3-6

3.2.3 Fillet Welds 3-6

Section Page

3.3 Screwed Connections 3-7

3.3.1 General 3-7

3.3.2 Screwed Connections in Shear 3-8

3.3.2.1 Tension in the Connected Part 3-8

3.3.2.2 Tilting and Hole Bearing 3-8

3.3.2.3 Connection Shear as Limited by End Distance 3-9

3.3.2.4 Screws in Shear 3-9

3.3.3 Screwed Connections in Tension 3-9

3-1

PART 3Fastening



PART 6Base Plates

PART 1Introduction

PART 2Materials

PART 7Purlin Cleats

PART 8Miscellaneous

Connection Details


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Part 3FASTENING

3.1 Bolting

3.1

.1 General

The design of bolted connections for the LSB must comply with Section 5.3of AS/NZS 4600.

However, Clause 5.3.1of AS/NZS states that AS 4100shall be used when the thickness of a

connected part is greater than or equal to 3.0mm thick. This applies to the LSB and any cold-

formed connection components that may be used. In this manual, connection components are

generally hot rolled steel angles, flats or plate and must be designed to AS 4100. This can be

summarised as follows:

LSB and other steel components < 3.0mm thick designed to AS/NZS 4600

LSB and other steel components 3.0mm thick designed to AS 4100

3.1.2 Bolt Hole Geometry

AS/NZS 4600specifies the size of standard bolt holes, and limitations on the edge distance and

spacing of bolt holes. Table 3.1summarises these requirements for M12, M16and M20boltsused with LSB sections less than 3.0mm thick.

For LSB sections and connection components equal to or greater than 3.0mm thick, these

geometric requirements are the same, except for an increased edge distance required by

AS 4100for sheared or hand flame cut edges. Refer to Table 3.2for the AS 4100requirements.

The hole spacing in the tables is the minimum to comply with the standards. The spacing

specified must also be sufficient to provide clearance for bolt heads, nuts, washers and

the spanner.

Table 3.1: Details for Standard Bolt Holes to AS/NZS 4600 LSB and Components < 3.0mm Thick

Bolt Size

Diameter of Standard Hole

dh

Minimum Edge Distance

eminMinimum Hole Spacing

gmin

mm mm mm

M12 14 18 36

M16 18 24 48

M20 22 30 60

3-2


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Part 3FASTENING

Table 3.2: Details for Standard Bolt Holes to AS 4100 LSB and Components 3.0mm Thick

BoltSize

Diameter of

Standard Holedh

mm

Minimum Edge Distanceemin(mm)

MinimumHole Spacing

gmin

mm

Sheared or

Hand FlameCut Edge

Rolled Plate, Flat or Section:

Machine Flame Cut,Sawn or Planed Edge

Rolled Edge

of a RolledFlat or Section

M12 14 21 18 15 36

M16 18 28 24 20 48

M20 22 35 30 25 60

3.1.3 Washers

Tables 5.3.4.1and 5.3.4.2of AS/NZS 4600give different bearing capacities for bolted connections

with or without washers under both bolt head and nut. Because the capacity of the bolts in

bearing is greater, the designs in this manual assume washers under both bolt head and nut.

It is recommended good practice, and also a requirement of AS 4100to have a washer

under the rotated part which is usually the nut, but may sometimes be the bolt head. It is also

recommended that washers also be placed between the bolt head or nut and any cold-formedsteel member (such as the LSB) or component less than 3.0mm thick in order to take advantage

of the higher connection capacity. Providing a washer under both the bolt head and nut in all

cases for the LSB connections can avoid any confusion as to where washers are required.

However, the use of washers for bolted connections to the LSB and hot rolled steel connectingcomponents equal to or greater than 3.0mm thick is governed by AS 4100which only requires

one washer.

3.1.4 Connection Capacity

The capacity of a bolted connection is taken as the minimum of the capacity for each of the

following failure modes:

Bolt capacity

Tearout capacity

Bearing capacity

These are given in Sections 3.1.5, 3.1.6and 3.1.7respectively.

3.1.5 Bolt Capacity

Bolt capacities are calculated in accordance with AS/NZS 4600Clause 5.3.5which gives identical

capacities to those calculated in accordance with AS 4100. Two types of hexagon head bolts are

considered in this manual:

Commercial grade 4.6

Structural grade 8.8

The mechanical properties of these grades are given in Part 2of this manual.

Generally bolted connections considered in this manual use the snug tight (/S) bolting procedure,

but bolts used for bolted moment end plates may use the tensioned in bearing (/TB) bolting

procedure if the designer deems it necessary. No connection capacities are given in this manual

for the bolted rigid connections.

3-3

PART 3Fastening



PART 6Base Plates

PART 1Introduction

PART 2Materials

PART 7Purlin Cleats

PART 8Miscellaneous

Connection Details


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Part 3FASTENING

Bolt capacities for the sizes and grades used in th is manual are given in Table 3.3. Only M12and

M16bolts are used in this manual for connecting directly to the LSB because there is no advantage

in using M20

bolts. However, there may be instances where the designer needs to use M20

bolts

to connect to the LSB, and also for applications such as bolted moment end plates.

Table 3.3: Bolt Capacity

Bolt Size

4.6/S Bolting C ategory 8.8/S Bolting C ategory

Axial Tensio n

fNtfkN

Shear

fVfnkN

Axial Tensio n

fNtfkN

Shear

fVfnkN

M12 27.0 15.1 53.9 30.3

M16 50.1 28.6 104 59.3

M20 78.4 44.6 16.3 92.6

Note: Shear capacities are based on threads included in the shear plane.

Bolts subject to combined shear and tension must satisfy the interaction formula given in Clause5.3.5.3of AS/NZS 4600or Clause 9.3.3.3of AS 4100as applicable. The formula is the same in

both standards, and is as follows:

V

V

N

N

* *

.fv

fv

ft

ftf f

+

2 2

1 0

where V*fv = design shear force on the bolt

N*ft = design tensile force on the bolt

fVfv = design shear capacity of a bolt

fNft = design tensile capacity of a bolt

3.1.6 Tearout

Even though AS/NZS 4600specifies minimum edge distances and spacing of bolt holes, this

does not guarantee that failure will not occur due to tearout between bolt holes or between a bolt

hole and an edge. Clause 3.5.2of AS/NZS 4600gives the tearout capacity for the LSB and

other steel components less than 3.0mm thick, and Clause 9.3.2.4of AS 4100gives the tearout

capacity of the LSB and other steel components equal to or greater than 3.0mm thick. The

formula is the same in both standards, except that the capacity [strength reduction] factor is

different. Using the AS/NZS 4600notation, the formula is as follows:

fVf = ftefu

where f = 0.70(AS/NZS 4600for LSB with fu/ fy 1.08and t< 3.0mm)

= 0.90(AS 4100for LSB and components with t 3.0mm)

t = thickness of LSB or component

e = distance measured in the line of force from the centre of a standard hole

to the nearest edge of an adjacent hole or to the end of the LSB

fu = minimum tensile strength used in design

= 490MPa for the LSB web (refer to Section 2.4for components)

Table 3.4: Tearout Capacity for LSB

LSB Thickness

t

mm

Tearout Capacity fVb(kN)

Edge Distance, e(mm) or Hole Spacing, g(mm)

20 25 30 35 40 45 50 55 60

1.6 11.0 13.7 16.5 19.2 22.0 24.7 27.4 30.2 32.9

2.0 13.7 17.2 20.6 24.0 27.4 30.9 34.3 37.7 41.2

2.5 17.2 21.4 25.7 30.0 34.3 38.6 42.9 47.2 51.5

3.0 26.5 33.1 39.9 46.3 52.9 59.5 66.2 72.8 79.4

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Part 3FASTENING

3.1.7 BearingThe capacity of the LSB for a bolt bearing on the edge of a hole is given in AS/NZS 4600Clause

5.3.4for sections up to 2.5mm thick, and in AS 4100Clause 9.3.2.4for 3.0mm sections. The

formula and capacity [strength reduction] factor to be used in AS/NZS 4600depends on the ratio

fu/ fyfor the connected part, and on the number of washers used. In this manual, connection

capacities are based on washers under both bolt head and nut in accordance with Table 5.3.4.1

of AS/NZS 4600.

For DuoSteel grade LSB (fu/ fy>1.08), the design capacity (fVb) of a bolt bearing on the bolt hole,

with a washer between the bolt head or nut and the LSB, is given below.

Single shear and outside sheets of double shear connection:

For t


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Part 3FASTENING

3.2.2 Butt Welds

Where at least one of the connected parts is less than 3.0mm thick, arc welded connections shall

be in accordance with ANSI/AWS D1.3, and the design capacity determined in accordance withClause 5.2.2of AS/NZS 4600.

The design tensile or compressive capacity ( fNw) of a butt weld is given in Clause 5.2.2.1of AS/

NZS 4600as:

fNw = fLwttfy

where f = capacity [strength reduction] factor

= 0.90

Lw = length of the full size of the weld

tt = design throat thickness of a butt weld as defined in AS/NZS 1554.1

fy = yield stress used in design for the lower strength base metal

The design shear capacity (fVw) of a butt weld to Clause 5.2.2.2of AS/NZS 4600is given as thelesser of the following:

(a) f = 0.80

fVw = fLwtt(0.6fuw)

(b) f = 0.90



tt = design throat thickness of a butt weld as defined in AS/NZS 1554.1

fuw = nominal tensile strength of the weld metal

Where each connected part is greater than or equal to 3.0mm thick, arc welded connections

shall be in accordance with AS/NZS 1554.1, and the design capacity determined in accordance

with Clause 9.7.2of AS 4100.

The design capacity of a complete penetration butt weld to AS 4100is taken as equal to

the nominal capacity of the weaker part of the parts joined, multiplied by the capacity factor

(f=0.90for SP welds).

3.2.3 Fillet Welds

Where at least one of the connected parts is less than 2.5mm thick, arc welded connections shall

be in accordance with ANSI/AWS D1.3, and the design capacity determined in accordance with

Clause 5.2.3of AS/NZS 4600.

In this connection design manual, all connection components which are welded to the LSB, or

to which the LSB is welded, are hot rolled steel components greater than or equal to 5.0mm

thick. Therefore the design capacity of the fillet welds are governed by the thickness and tensile

strength of the LSB, and only the equations to calculate the capacity of fillet welds to the LSB are

given here. If thinner steel components are fillet welded to the LSB, then the fillet weld capacity

must be checked for the component in accordance with AS/NZS 4600.

For longitudinal loading, the design capacity (fVw) of a fillet weld is given in Clause 5.2.3.2of AS/NZS 4600as:

(a) ForL

t

w< 25

f = 0.60

f fVL

t

tL fww

w u=

1

0 01.

(b) ForL

t

w25

f = 0.55

fVw = f0.75tLwfu

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Part 3FASTENING

where f = capacity [strength reduction] factor Lw = length of the full size of the weld

t = thickness of the LSB

fu = tensile strength of the LSB used in the design

For transverse loading, the design capacity (fVw) of a fillet weld is given in Clause 5.2.3.3of AS/

NZS 4600as:

fVw = ftLwfu


= 0.60


t = thickness of the LSB fu = tensile strength of the LSB used in the design

In these equations the LSB is one of the connected parts (thickness t1with tensile strength fu1,

or thickness t2with tensile strength fu2). In this manual welded steel connection components are

generally greater than or equal to 5mm thick, and the fillet weld strength is therefore governed by

the thickness and tensile strength of the LSB.

Where each connected part is greater than or equal to 2.5mm thick, arc welded connections

shall be in accordance with AS/NZS 1554.1, and the design capacity determined in accordance

with Clause 9.7.3of AS 4100.

The design capacity of a fillet weld per unit length (fvw) is given in Clause 9.7.3.10of AS 4100as:

fvw = f0.6fuwttkr

where f = capacity factor

= 0.80(SP category welds)

fuw = nominal strength of weld metal

= 480MPa (for E48XX and W50X consumables)

tt = design throat thickness

kr = reduction factor to account for the length of a welded lap connection

= 1.0(for all connections in this manual)

In this case the fillet weld capacity is the same for longitudinal and transverse loading.

Figure 3.1: Fillet Welds

3-7

PART 3Fastening



PART 6Base Plates

PART 1Introduction

PART 2Materials

PART 7Purlin Cleats

PART 8Miscellaneous

Connection Details


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Part 3FASTENING

The capacity of longitudinal and transverse fillet welds to the LSB are summarised in Table 3.6for

various fillet weld sizes and lengths. Fillet weld capacities for LSB sections 2.0mm and 1.6mm

thick withLw/ t< 25are not included in this table.

Table 3.6: Fillet Weld Capacities for LSB

LSB Thickness Weld LengthSP Fillet Weld Capacity fvw(kN/mm)

Fillet Weld Size tw(mm)

mm mm 4 5 6

Longitudinal Loading

3.0 Any 0.652 0.815 0.978

2.5 Any 0.652 0.815 0.978

2.0 50 0.404 0.404 0.404

1.6 40 0.323 0.323 0.323

Transverse Loading

3.0 Any 0.652 0.815 0.978

2.5 Any 0.652 0.815 0.9782.0 Any 0.588 0.588 0.588

1.6 Any 0.470 0.470 0.470

Notes: 1. Weld consumables E48XX or W50X (fuw=480MPa).

2. Based on LSB web (fu=490MPa)

3.3 Screwed Connections

3.3.1 General

Screws are not used in any of the connection designs in this manual, but the LSB is very

much suited to the use of screws for lightly loaded structural and miscellaneous connections,

particularly in residential construction. Refer to the Residential Construction Manual for LiteSteel

beam (LST 2007b) for details and capacities of various screwed connections.

Typical screws taken from the Buildex(2004) Catalogue, and their applications for connecting to

the LSB are given in Figure 3.2.

Screw Application

BuildexTeks

Hexagon Head no SealGeneral Structural connection

BuildexTeksWafer Head

General Structural connectionneeding low profile head

BuildexSuper TeksSeries 500Hex Head no Seal

Structural connections to thicksteel or to penetrate both facesof the LSB hollow flange

BuildexWing TeksCountersunk Ribbed Head

Connecting particle board andtimber flooring to LSB floor joists

BuildexFibre TeksSeries 500Countersunk Ribbed Head

Connecting compressed fibrecement floor sheets to LSBfloor joists

Figure 3.2: Typical Screws for Use with the LSB

The design of screwed connections to the LSB must comply with Section 5.4of AS/NZS 4600.

All self-drilling screws must comply with AS 3566.1for general requirements and mechanical

properties, and with AS 3566.2for corrosion resistance.

AS/NZS 4600also has requirements for minimum edge distance and spacing of screws. These

are summarised in Table 3.7for typical screw sizes. It should be noted that these minimum edge

distances will not necessarily guarantee that failure will not occur by tearout at an edge in the

direction of force. The 1996edition of AS/NZS 4600does not consider this failure mode, but the

AISI (2001) Specification does give design guidance for this.

3-8


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Part 3FASTENING

Table 3.7: Details for Standard Tek Screws

Screw Size

Nominal Diameterdf

Minimum Edge Distance Minimum Hole SpacinggSide e1 End e2

mm mm mm mm

No.10 4.8 7.5 15 15

No.12 5.5 8.5 17 17

No.14 6.3 9.5 19 20

3.3.2 Screwed Connections in Shear

3.3.2.1 Tension in the Connected Part

It is unlikely that tension in the net section would need to be checked for the LSB unless the LSB

was in tension and connected through the web with the flanges coped. However, this failure mode

may need to be checked for components in accordance with Clause 5.4.2.2of AS/NZS 4600.

3.3.2.2 Tilting and Hole Bearing

In accordance with Clause 5.4.2.3of AS/NZS 4600, the design bearing capacity (fVb) of a single

shear connection with the two sheets in contact at the point of fastening is given by:

(a) For t2/ t11.0, fVbis taken as the smallest of the following:

(i) fVb = 4 23

2. ( )t df fu2

(ii) fVb = f2.7t1df fu1

(iii) fVb = f2.7t2df fu2


= 0.5

t1 = thickness of the sheet in contact with the screw head t2 = thickness of the sheet not in contact with the screw head

df = nominal screw diameter

fu1 = tensile strength of the sheet in contact with the screw head

fu2 = tensile strength of the sheet not in contact with the screw head

(b) For t2/ t12.5, fVbis taken as the smallest of the following:

(i) fVb = f2.7t1df fu1

(ii) fVb = f2.7t2df fu2

(c) For 1.0< t2/ t1< 2.5, fVbis determined by linear interpolation between the minimum values

obtained from (a) and (b) above.

3-9

PART 3Fastening



PART 6Base Plates

PART 1Introduction

PART 2Materials

PART 7Purlin Cleats

PART 8Miscellaneous

Connection Details


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Part 3FASTENING

Table 3.8gives the bearing capacity of screwed connections of G300steel to the LSB. The values

are limited, where applicable, by the nominal screw shear capacity which is also given in the table.

The actual screw shear capacity may vary between screw manufacturers, so the designer must

ensure that the screws being specified have a capacity greater than or equal to the values given

in the table for the bearing values to be valid.

Table 3.8: Shear Capacity of Screwed Connections

ScrewSize

Nominal Screw

Diameter

df

Nominal Screw

Shear Capacity

Bearing Capacity fVb(kN)

G300Steel Component Thickness t2(mm)

mm mm 1.0 1.2 1.6 2.0

No.10 4.8 6.8 2.20 2.64 2.72 2.72

No.12 5.5 8.8 2.52 3.03 3.52 3.52

No.14 6.3 10.9 2.89 3.47 4.36 4.36

Notes: 1. The tilting and bearing capacities in the table have been limited by the screw shearcapacity where applicable.

2. The nominal shear capacity of the screw as determined in accordance with Section 6of AS/NZS 4600must not be less than that shown in the table.

3. The capacities are not valid if the position of the LSB and the connection component

are reversed relative to the screw head.

3.3.2.3 Connection Shear as Limited by End Distance

The 1996edition of AS/NZS 4600does not have a design rule for determining the shear

capacity of screwed connections limited by end distance. This is the same tearout failure modewhich is considered for bolts. This failure mode will not reduce the bearing capacities given

in Table 3.8for screws in the LSB with and end distance of at least 3df. A check on this failure

mode for light gauge connection components could be made using the North American

Specification (AISI 2001).

3.3.2.4 Screws in Shear

Clause 5.4.2.4of AS/NZS 4600requires that the nominal shear capacity of the screw is determined

by testing in accordance with Section 6of the Standard, and it must not be less than 1.25Vb,

where Vbis the nominal bearing capacity of the connected part. This limits the shear capacity

of screwed connections with thicker connected parts.

3.3.3 Screwed Connections in Tension

Screwed connections in tension are designed to Clause 5.4.3of AS/NZS 4600for two failure modes:

The pull-out capacity of the sheet not under the screw head

The pull-over (pull-through) capacity of the sheet under the screw head

The tensile capacity of the screw must also be not less than 1.25Nt, where Ntis the nominal

capacity of the connection in tension.

(a) The pull-out capacity (fNou) is calculated as follows:

fNou= f0.85t2dffu2

where fNou= capacity [strength reduction] factor

= 0.5

t2 = thickness of the sheet not in contact with the screw head

df = nominal screw diameter

fu2 = tensile strength of the sheet not in contact with the screw head

3-10


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Part 3FASTENING

(b) The pull-over (pull-through) capacity (fNov) is calculated as follows: fNov= f1.5t1dwfu1

t1 = thickness of the sheet in contact with the screw head

dw = greater of the screw head diameter and the washer diameter, but not

greater than 12.5mm

fu1 = tensile strength of the sheet in contact with the screw head

Table 3.9gives the values of pull-out capacity (fNou) calculated in accordance with Clause

5.4.3.1(a) of AS/NZS 4600for the LSB.

Table 3.9: Pull-Out Capacity of Screws in LSB

ScrewSize

Nominal Screw

Diametredf

Minimum Screw

Tensile Capacity

(Type BSD)

kN

Pull-Out Capacity fNou(kN)

LSB Thickness t(mm)

mm mm 1.6 2.0 2.5 3.0

No.10 4.8 8.60 1.63 2.04 2.55 3.06

No.12 5.5 11.63 1.87 2.34 2.92 3.51

No.14 6.3 16.15 2.14 2.68 3.35 4.02

Notes: 1. The pull-out capacities in the table have been limited by the screw tensile capacity

where applicable.

2. The minimum screw tensile capacity is taken from AS 3566.1.

3-11

PART 3Fastening



PART 6Base Plates

PART 1Introduction

PART 2Materials

PART 7Purlin Cleats

PART 8Miscellaneous

Connection Details


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Blank Page

NOVEMBER 2 00 7 3-12


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Part 4FLEXIBLE CONNECTIONS

Section Page4.1 Connection Types 4-2

4.2 Detailing Parameters 4-3

4.2.1 Bolts 4-3

4.2.2 Standard Components 4-3

4.2.3 Bolting Layout 4-4

4.3 Web Side Plate 4-5

4.4 Single Angle Cleat 4-6

4.5 Web Extension Plate 4-7

4.5.1 General 4-7

4.5.2 Design Method 4-7

4.5.2.1 Design Actions and Assumptions 4-7

4.5.2.2 Plate Design 4-8

4.5.2.3 Weld Design 4-8

4.5.2.4 Bolt Design 4-9

Table PageTable 4.1-1:Web Side Plate LSB to Column, Back of LSB or Back of PFC 4-10

Table 4.1-2: Web Side Plate LSB to Column, Back of LSB or Back of PFC 4-11

Table 4.1-3: Web Side Plate LSB to LSB, PFC or Small UB 4-12

Table 4.1-4: Web Side Plate LSB to LSB, PFC or Small UB 4-13

Table 4.2-1: Single Angle Cleat LSB to Column, Back of LSB of Back of PFC 4-14

Table 4.2-2: Single Angle Cleat LSB to Column, Back of LSB of Back of PFC 4-15

Table 4.2-3: Single Angle Cleat LSB to LSB, PFC or Small UB 4-16

Table 4.2-4: Single Angle Cleat LSB to LSB, PFC or Small UB 4-17

Table 4.3: Web Extension Plate LSB to Large UB 4-18

4-1

PART 3Fastening



PART 6Base Plates

PART 1Introduction

PART 2Materials

PART 7Purlin Cleats

PART 8Miscellaneous

Connection Details


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4.1 Connection Types

Flexible connections are beam end connections which transmit shear forces only in simple

construction as defined in AS 4100. They are assumed not to develop bending moments.

In this manual, two types of flexible connections are considered for the LSB:

Web side plate

Single angle cleat

These are common connection types used in Australia, and are illustrated in Figure 4.1.

Figure 4.1: Flexible Connection Types

These connection types allow the LSB to be simply and economically connected to:

Columns

Other LSB sections

Hot rolled beams (UB and PFC)

For connections to Universal Beams, and to the flange side of Parallel Flange Channels and LSB

sections, a wider plate or angle is used to avoid coping the LSB flanges. When the flange outstand

is large, a web extension plate is welded to the end of the LSB. This web extension plate is then

bolted to the standard web side plate or single angle cleat. Design details are given in Section 4.5.

4.2 Detailing Parameters

4.2.1 Bolts

The options for bolt size and category for connecting to the LSB web using these flexible

connections are given in Table 4.1. M16bolts are not considered for the 150deep LSB because

of dimensional limitations. The M16grade 8.8bolts may not provide any extra capacity abovethat for the grade 4.6bolts for thinner gauges, but have been included for completeness.

Table 4.1: Bolt Selection for LSB Flexible Connections

LSB Depth Bolt Size and Category

mm M12 4.6/S M12 8.8/S M16 4.6/S M16 8.8/S

300

250

200

150

4-2


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4.2.3 Bolting Layout

The bolting layouts for the LSB are given in Figure 4.4. Standard gauge lines differ for the use

of M16 and M12 bolts.

It is standard practice for the components (web side plates and single angle cleats) to be

attached to the back of the web, but the standard connections presented have been detailed

so that they will also fit on the inside face of the web between the flanges. In all cases, the top

of the connection component is 30 mm from the top of the beam, giving a clearance of 5 mm

to the underside of the deepest LSB flange which is 25 mm deep.

Flange coping is not considered for any of the standard flexible connections. Only one vertical

line of bolts is considered because the increase in connection capacity from the second line of

bolts is only small, and is generally not required.

M16Bolts

60

35 Typ.

300 LSB

60

60

60

250 LSB

200 LSB

M12Bolts

35 Typ.

300 LSB

50

50

50

50

50

250 LSB

200 LSB

150 LSB

Figure 4.4: Bolting Layouts

4-4


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4.3 Web Side PlateTables giving design capacities for standard web side plate connections to the LSB are presented

at the end of this part of the manual. The design model used to calculate the connection capacities

is taken from Section 4.5of Hogan and Thomas (1994) with modifications to account for the

AS/NZS 4600design rules which apply to the LSB. The design of bolted connections to the LSBis described in Part 3of this publication. The shear capacities of LSB sections are given in the

Design Capacity Tables (LST 2007a).

Connection capacities are given for two web side plates as illustrated in Figure 4.5. One uses a

75 5Flat for connecting to a flat face such as a column or to the back of a LSB or PFC web.

The other is a 150 5Flat for situations where the LSB must connect into the side of a beam with

a maximum flange outstand of 75mm. All design and detailing parameters are given with the tables.

The notes on the design model given in Hogan and Thomas (1994) recommend that the componentlength is not less than half the supported beam depth to give a satisfactory appearance. This also

reduces the possibility of the bottom of the beam touching the support due to the rotation at the

end of the beam. The designer must check the rotation, and if necessary increase the gap

between the end of the beam and the support.

Connection capacities are still given for components which do not comply with this recommendation.

However, connection details and capacities for longer web side plates with only two rows of bolts

are given in the manual Industrial & Commercial Floors using LiteSteelbeam (LST 2007c).

(A) Web Side Plate: 75 5Flat

(B) Web Side Plate: 150 5Flat

Figure 4.5: Web Side Plate Connections

4-5

PART 3Fastening



PART 6Base Plates

PART 1Introduction

PART 2Materials

PART 7Purlin Cleats

PART 8Miscellaneous

Connection Details


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4.4 Single Angle Cleat

Tables giving design capacities for standard single angle cleat connections to the LSB are presented

at the end of this part of the manual. The design model used to calculate the connection capacitiesis taken from Section 4.4of Hogan and Thomas (1994) with modifications to account for the

AS/NZS 4600design rules which apply to the LSB. The design of bolted connections to the LSBis described in Part 3of this publication. The shear capacities of LSB sections are given in the

Design Capacity Tables (LST 2007a).

Connection capacities are given for two single angle cleats as illustrated in Figure 4.6. One uses a

75 75 6EA for connecting to a flat face such as a column or to the back of a LSB or PFC web. Theother is a 150 908UA for situations where the LSB must connect into the side of a beam with

a maximum flange outstand of 75mm. All design and detailing parameters are given with the tables.

The notes on the design model given in Hogan and Thomas ( 1994) recommend that the componentlength is not less than half the supported beam depth to give a satisfactory appearance. This also

reduces the possibility of the bottom of the beam touching the support due to the rotation at the

end of the beam. The designer must check the rotation, and if necessary increase the gapbetween the end of the beam and the support.

Connection capacities are still given for components which do not comply with this recommendation.

However, connection details and capacities for longer single angle cleats with only two rows of bolts

are given in the manual Industrial & Commercial Floors using LiteSteelbeam (LST 2007c).

(A) Single Angle Cleat: 75 75 6EA

(B) Single Angle Cleat: 150 90 8UA

Figure 4.6: Single Angle Cleat Connections

4-6


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4.5 Web Extension Plate4.5.1 General

To connect an uncoped LSB section to the side of a beam with a flange outstand greater than 75mm,a web extension plate can be welded to the back of the LSB web. This web extension plate is, as

the name suggests, an extension to the LSB web. It is designed to connect to a standard web side

plate or single angle cleat as shown in Figure 4.7, without any reduction in capacity.

Web Extension Plate to Web Side Plate Web Extension Plate to Single Angle Cleat

Figure 4.7: Web Extension Plate

4.5.2 Design Method4.5.2.1 Design Actions and Assumptions

The web extension plates are designed to have capacities greater than or equal to the web side

plate or single angle cleat to which they are bolted. Therefore there are no connection capacity

tables provided specifically for the web extension plates. The connection capacities for the web

side plate or single angle cleat connections can be used provided the web side plates are

detailed as specified in this manual.

It is assumed that the weld is along three edges of the web extension plate as shown in Figure 4.7.A seal weld may be placed on the other side to the end of the LSB if desired, but it is not considered

as a structural weld for the purpose of calculating the connection capacity. This weld is designed

for the shear force at the connection, as well as the bending moment caused by the eccentricity

of this shear force from the face of the supporting beam web to the centroid of the weld.

The web extension plate must also be designed for the shear force at the connection and the

same bending moment as for the weld. The design shear force is equivalent to the design

capacity of the applicable web side plate or single angle cleat.

The capacity of the web extension plate and the weld to the LSB is given by:

Vdes = min[Va, Vb, Vc]

where Va, Vband Vcare defined in Sections 4.1.1.2and 4.1.1.3.

4-7

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PART 6Base Plates

PART 1Introduction

PART 2Materials

PART 7Purlin Cleats

PART 8Miscellaneous

Connection Details


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Figure 4.8: Web Extension Plate Design Parameters

4.5.2.2 Plate Design

The length of the web extension plate that is not supported by either the weld or the bolt group

is very short, particularly in relation to the depth of the plate. Therefore flexural-torsional buckling

need not be considered. The design shear (V*) is taken as the connection capacity of the web

side plate or the single angle cleat. The design bending moment is given by:

M* = V*e

where e = design eccentricity of the weld centroid

= 125+ a- cx

From Hogan and Thomas (1994), the design capacity for shear in the plate is given by:

Va = 0.45fyptpdp

where fyp = design yield stress of the web extension plate

= 280MPa (grade 250plate t8mm)

tp = thickness of the web extension plate

dp = depth of the web extension plate

The design capacity for bending moment in the plate is given by:

Vb = fMsp/ e

where fMsp= design section moment capacity of the plate

= 0.225fyptpdp2

4.5.2.3Weld Design

Figure 4.8shows the weld group to be designed, and the forces acting on it. The weld group

properties are calculated as follows:

ca

dx

a p

=+

2

2( )

Id

da a d

a dawp

p

p

p

p

= + ++

+

2 3

126

3

2

2( )

( )

( )

where cx = distance of the weld centroid from the end of the web extension plate

Iwp = polar second moment of area of the weld group about the centroid

of the weld group

a = length of fillet weld along the top of the web extension plate

= length of fillet weld along the bottom of the web extension plate dp = length of fillet weld along the end of the web extension plate

= depth of the web extension plate

4-8


38/72





Both vertical and horizontal components of force are assumed to be resisted by the full length ofweld (Lw) which is given by:

Lw = 2a+ dp

The global design actions per unit length of the fillet weld group are given by the

following expressions:

vM y

Ix

wp

*

*

=

vV

L

M x

Iy

w wp

*

* *

= +

where y = 0.5dp

x = a - cx

The resultant force per unit length of the weld is:

v v vres x y

* * *( ) ( )= +2 2

From this expression, the design capacity of the weld is given by:

Vv

ed

I L

e a c

I

c

w

p

wp w

x

wp2

=

+ +

f

2 2

1 ( )

The capacity of the weld (fvw) is given in Table 3.6. For 2.0mm and 1.6mm thick LSB the

minimum (longitudinal) fillet weld capacity is used.

4.5.2.4 Bolt DesignThe bolted connection end of the web extension plate does not need to be designed because

the design actions are the same as for the web side plate or the single angle cleat, and the web

extension plate has a greater or equal thickness with the same edge distances.

4-9

PART 3Fastening



PART 6Base Plates

PART 1Introduction

PART 2Materials

PART 7Purlin Cleats

PART 8Miscellaneous

Connection Details


39/72




TABLE 4.1-1

Web Side PlateLSB TO COLUMN, BACK OF LSB OR BACK OF PFC

Bolts: M16 Component: 75 5Flat

Designation DimensionsDesign Connection Capacity (kN)

M16- 4.6/S Bolts M16- 8.8/S Boltsd bf t p

mma

mme

mm

No. of Bolt Rows No. of Bolt Rows

mm mm mm 4 3 2 4 3 2

300 75 3 .0 LSB 60 60 30 84.9 56.9 31.7 96.3 84.4 47.0

2.5 LSB 60 60 30 55.7 55.7 31.7 55.7 55.7 39.1

300 60 2 .0 LSB 60 60 30 27.4 27.4 27.4 27.4 27.4 27.4

250 75 3 .0 LSB 60 60 30 56.9 31.7 84.4 47.0

2.5 LSB 60 60 30 56.9 31.7 70.1 39.1

250 60 2.0 LSB 60 60 30 34.1 31.3 34.1 31.3

200 60 2.5 LSB 60 60 30 31.7 39.1

2.0 LSB 60 60 30 31.3 31.3

200 45 1.6 LSB 60 60 30 21.7 21.7

Component LengthL

(mm) 240 180 120 240 180 120

Notes:

1. LSB grade DuoSteel.

2. Cleat grade 300 steel.

3. Welds are SP category.

4. Welding consumables E48XX or W50X.

4-10


40/72




TABLE 4.1-2

Web Side PlateLSB TO COLUMN, BACK OF LSB OR BACK OF PFC



M12- 4.6/S Bolts M12- 8.8/S Bolts

d bf t p

mma

mme

mm


mm mm mm 5 4 3 2 5 4 3 2

300 75 3 .0 LSB 50 50 20 56.2 41.1 27.0 14.7 96.3 85.3 56.0 30.5

2.5 LSB 50 50 20 55.7 41.1 27.0 14.7 55.7 55.7 47.3 25.7

300 60 2 .0 LSB 50 50 20 27.4 27.4 27.0 14.7 27.4 27.4 27.4 20.6

250 75 3 .0 LSB 50 50 20 41.1 27.0 14.7 85.3 56.0 30.5

2.5 LSB 50 50 20 41.1 27.0 14.7 70.1 56.0 30.5

250 60 2.0 LSB 50 50 20 34.1 27.0 14.7 34.1 34.1 20.6

200 60 2.5 LSB 50 50 20 27.0 14.7 47.3 25.7

2.0 LSB 50 50 20 27.0 14.7 37.8 20.6

200 45 1.6 LSB 50 50 20 21.7 14.7 21.7 16.5

150 45 2.0 LSB 50 50 20 14.7 20.6

1.6 LSB 50 50 20 14.7 16.5

Component Length L(mm) 240 190 140 905 240 190 140 905

Notes:





4-11

PART 3Fastening



PART 6Base Plates

PART 1Introduction

PART 2Materials

PART 7Purlin Cleats

PART 8Miscellaneous

Connection Details


41/72




TABLE 4.1-3

Web Side PlateLSB TO LSB, PFC OR SMALL UB




mma

mme

mm


mm mm mm 4 3 2 4 3 2

300 75 3 .0 LSB 60 60 30 44.0 27.1 13.9 60.0 36.0 18.0

2.5 LSB 60 60 30 44.0 27.1 13.9 50.0 30.0 15.0

300 60 2 .0 LSB 60 60 30 27.4 24.0 12.0 27.4 24.0 12.0

250 75 3 .0 LSB 60 60 30 27.1 13.9 36.0 18.0

2.5 LSB 60 60 30 27.1 13.9 30.0 15.0

250 60 2.0 LSB 60 60 30 24.0 12.0 24.0 12.0

200 60 2.5 LSB 60 60 30 13.9 15.0

2.0 LSB 60 60 30 12.0 12.0

200 45 1.6 LSB 60 60 30 9.6 9.6

Component LengthL

(mm) 240 180 120 240 180 120

Notes:





4-12


42/72




TABLE 4.1-4

Web Side PlateLSB TO LSB, PFC OR SMALL UB




d bf t p

mma

mme

mm


mm mm mm 5 4 3 2 5 4 3 2

300 75 3 .0 LSB 50 50 20 29.1 19.8 12.1 6.2 60.3 41.2 25.2 12.8

2.5 LSB 50 50 20 29.1 19.8 12.1 6.2 50.9 34.7 21.3 10.8

300 60 2 .0 LSB 50 50 20 27.4 19.8 12.1 6.2 27.4 27.4 17.0 8.6

250 75 3 .0 LSB 50 50 20 19.8 12.1 6.2 41.2 25.2 12.9

2.5 LSB 50 50 20 19.8 12.1 6.2 34.7 21.3 10.8

250 60 2.0 LSB 50 50 20 19.8 12.1 6.2 27.8 17.0 8.6

200 60 2.5 LSB 50 50 20 12.1 6.2 21.3 10.8

2.0 LSB 50 50 20 12.1 6.2 17.0 8.6

200 45 1.6 LSB 50 50 20 12.1 6.2 13.6 6.9

150 45 2.0 LSB 50 50 20 6.2 8.6

1.6 LSB 50 50 20 6.2 6.9


Notes:





4-13

PART 3Fastening



PART 6Base Plates

PART 1Introduction

PART 2Materials

PART 7Purlin Cleats

PART 8Miscellaneous

Connection Details

TABLE 4 2 1


43/72




Bolts: M16 Component: 75 75 6EA



mma

mme

mm


mm mm mm 4 3 2 4 3 2

300 75 3 .0 LSB 60 60 30 84.9 56.9 31.7 96.3 70.3 39.1

2.5 LSB 60 60 30 55.7 55.7 31.7 55.7 55.7 39.1

300 60 2 .0 LSB 60 60 30 27.4 27.4 27.4 27.4 27.4 27.4

250 75 3 .0 LSB 60 60 30 56.9 31.7 70.3 39.1

2.5 LSB 60 60 30 56.9 31.7 70.1 39.1

250 60 2.0 LSB 60 60 30 34.1 31.3 34.1 31.3

200 60 2.5 LSB 60 60 30 31.7 39.1

2.0 LSB 60 60 30 31.3 31.3

200 45 1.6 LSB 60 60 30 21.7 21.7

Component LengthL

(mm) 240 180 120 240 180 120

Notes:



TABLE 4.2-1

Single Angle CleatLSB TO COLUMN, BACK OF LSB OR BACK OF PFC

4-14


44/72




TABLE 4.2-2

Single Angle CleatLSB TO COLUMN, BACK OF LSB OR BACK OF PFC

Bolts: M12 Component: 75 75 6EA



d bf t p

mma

mme

mm


mm mm mm 5 4 3 2 5 4 3 2

300 75 3 .0 LSB 50 50 20 56.2 41.1 27.0 14.7 96.3 71.9 47.3 25.7

2.5 LSB 50 50 20 55.7 41.1 27.0 14.7 55.7 55.7 47.3 25.7

300 60 2 .0 LSB 50 50 20 27.4 27.4 27.0 14.7 27.4 27.4 27.4 20.6

250 75 3 .0 LSB 50 50 20 41.1 27.0 14.7 71.9 47.3 25.7

2.5 LSB 50 50 20 41.1 27.0 14.7 70.1 47.3 25.7

250 60 2.0 LSB 50 50 20 34.1 27.0 14.7 34.1 34.1 20.6

200 60 2.5 LSB 50 50 20 27.0 14.7 47.3 25.7

2.0 LSB 50 50 20 27.0 14.7 37.8 20.6200 45 1.6 LSB 50 50 20 21.7 14.7 21.7 16.5

150 45 2.0 LSB 50 50 20 14.7 20.6

1.6 LSB 50 50 20 14.7 16.5


Notes:



4-15

PART 3Fastening



PART 6Base Plates

PART 1Introduction

PART 2Materials

PART 7Purlin Cleats

PART 8Miscellaneous

Connection Details

TABLE 4 2 3


45/72




Bolts: M16 Component: 150 90 8UA



mma

mme

mm


mm mm mm 4 3 2 4 3 2

300 75 3 .0 LSB 60 60 30 44.0 27.1 13.9 60.0 36.0 18.0

2.5 LSB 60 60 30 44.0 27.1 13.9 50.0 30.0 15.0

300 60 2 .0 LSB 60 60 30 27.4 24.0 12.0 27.4 24.0 12.0

250 75 3 .0 LSB 60 60 30 27.1 13.9 36.0 18.0

2.5 LSB 60 60 30 27.1 13.9 30.0 15.0

250 60 2.0 LSB 60 60 30 24.0 12.0 24.0 12.0

200 60 2.5 LSB 60 60 30 13.9 15.0

2.0 LSB 60 60 30 13.9 15.0

200 45 1.6 LSB 60 60 30 9.6 9.6

Component LengthL

(mm) 240 180 120 240 180 120

Notes:



TABLE 4.2-3

Single Angle CleatLSB TO LSB, PFC OR SMALL UB

4-16


46/72




TABLE 4.2-4

Single Angle CleatLSB TO LSB, PFC OR SMALL UB

Bolts: M12 Component: 150 90 8UA



d bf t p

mma

mme

mm


mm mm mm 5 4 3 2 5 4 3 2

300 75 3 .0 LSB 50 50 20 29.1 19.8 12.1 6.2 60.3 41.2 25.2 12.8

2.5 LSB 50 50 20 29.1 19.8 12.1 6.2 50.9 34.7 21.3 10.8

300 60 2 .0 LSB 50 50 20 27.4 19.8 12.1 6.2 27.4 27.4 17.0 8.6

250 75 3 .0 LSB 50 50 20 19.8 12.1 6.2 41.2 25.2 12.8

2.5 LSB 50 50 20 19.8 12.1 6.2 34.7 21.3 10.8

250 60 2.0 LSB 50 50 20 19.8 12.1 6.2 27.8 17.0 8.6

200 60 2.5 LSB 50 50 20 12.1 6.2 21.3 10.8

2.0 LSB 50 50 20 12.1 6.2 17.0 8.6200 45 1.6 LSB 50 50 20 12.1 6.2 13.6 6.9

150 45 2.0 LSB 50 50 20 6.2 8.6

1.6 LSB 50 50 20 6.2 6.9


Notes:



4-17

PART 3Fastening

PART

cdm complete

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